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HomeMy WebLinkAbout1205 AVIARA PKWY; ; PC2021-0065; PermitBuilding Permit Finaled (city of Carlsbad Plan Check Permit Print Date: 07/08/2025 Job Address: 1205 AVIARA PKWY, Permit Type: BLDG-Plan Check Parcel 4*: 2120405600 Valuation: $0.00 Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Permit No: PC2021-0065 CARLSBAD, CA 92011-1276 Status: Closed - Finaled Work Class: Commercial Track 4*: Applied: 12/27/2021 Lot 4*: Issued: 09/12/2023 Project 4*: DEV2017-0033 Finaled Close Out: 07/08/2025 Plan #: Construction Type: Final Inspection: Orig. Plan Check 4*: INSPECTOR: Plan Check 4*: Project Title: AVIARA APARTMENTS Description: AVIARA APARTMENTS; (259 UNITS) MULTIFAMILY BUILDING, 5 AREAS/MIXED USE Applicant: CHRIS SCHOENECK 5120 SHOREHAM PL, # UNIT 150 SAN DIEGO, CA 92122-5959 (858) 623-4962 Property Owner: JAMES UKEGAWA 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 (760) 603-9608 FEE AMOUNT BUILDING PLAN CHECK FEE (manual) $12,004.55 BUILDING PLAN CHECK FEE (manual) $274.00 BUILDING PLAN CHECK FEE (manual) $15,000.00 BUILDING PLAN REVIEW - MAJOR PROJECTS (LDE) $581.00 BUILDING PLAN REVIEW - MAJOR PROJECTS (PLN) $295.00 FIRE A-2 & A-3 Occupancies - New $896.00 FIRE Plan Resub (3rd&Subsequent Submittal/hr) $223.50 FIRE R-1 & R-2 Occupancies ~!50 units New $8,075.00 Total Fees: $37,349.05 Total Payments To Date: $37,349.05 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 442-339-2719 1 760-602-8560 f I www.carlsbadca.gov crv~c PLA LdCK nEvI-310N OR Development Services jY of !r N!P!RREB 8UMW#L Building Division Carlsbad APPLICATION 1635 Faraday Avenue 442-339-2719 B. www.carlsbadca.gov PC2ozi-oo5 Original Plan Check Nurnber- __ Plan Revision NumL - ?-J 1013 -O22 - Project Address / 2-c9 i1v r6 General Scope of Revision/Deferred Submittal: P/(Y1 i'*t045 0. 1 E6 I P1 I - c1. CONTACT INFORMATION: hmpo Phone 10q1 -4 V-(9630 Fax Address city Zip Email Address 9k-e/ IT4 iVer,ie,ri (gCofrii Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: ET Plans Li Calculations LI Soils Fill Energy Li Other -2. Describe revisions in detail 3. List page(s) where each revision is shown v5 EIck1caI /PIuiy p/ 4r puif Does this revision, in any way, alter the exterior of the project? Yes !2 No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? Li Yes IZI No Is this a complete set? Li Yes Li No £Signature_jy- Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2021-0065 PREPARED BY: Paul Martinez DATE: 01-20-2022 BUILDING ADDRESS: Aviara Parkway BUILDING OCCUPANCY: R-2, B, A-3 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) R-2 239391 43,092,405 B 4039 A-3 4028 Air Conditioning Fire Sprinklers TOTAL VALUE 43,092,405 Jurisdiction Code 1cb TBY Ordinance 1997 USC Building Permit Fee ITJ 1997 USC Plan Check Fee I J Type of Review: ry Complete Review r Structural Only r Repetitive Fee r Other Repeats r Hourly EsGil Fee 1I' $41, Sheet 1 of 1 VCA STRIWTIIRAI -w4 vv. urangewooa Ave., suite zuu Orange, CA 92868 STRUCTURAL BUILDING DEPARTMENT SUBMITTAL Structural Design Caics For: Wermers Properties Aviara Apartments Carlsbad, CA Submittal -December 17, 2021 2'' Submittal - March 21, 2022 SUBMITTED TO: City of San Diego, California June 15, 2022 These calculations are reproduced here only for submittal to the governing building authority to assist in obtaining a building permit. Any reproduction or distribution is expressly forbidden. Any calculation without a cover sheet, wet stamp, and signature are unauthorized and cannot be used for any purpose. Computations involving scientific principles only serve as a guide for the experienced engineer and to assist in making engineering decisions. The final design is reflected solely in the construction documents. Job No— 10-11513 ON ON (DO(.O toN '—'N— N(D I N N 0. N 0-F C) (Y) O 0 0 N > LU .'•; VCA Structural I Orange + Oakland 1845 West Orangewood Ave. Suite 200 Orange, CA 92868 Structural TABLE OF CONTENTS DESCRIPTION PAGES Design Criteria 3.1 Vertical Analysis Typical 4.3 Units 4.16 Non-Stack I Amenities I Passageways 4.31 Lateral Analysis Plan 1 5.2 Plan 2 5.91 Plan 3 5.153 Moment Frames 5.262 Foundation Analysis PTI Block Key Plan 6.3 PTI General Info 6.4 Block 1 6.6 Block 2 6.19 Block 3 6.32 Block 4 6.45 Block 5 6.58 Block 6.71 Block 7 6.84 Block 8 6.97 Block 6.110 Block 10 6.123 Block 11 6.136 Soils Report Excerpts 7.1 10-11579 Design Criteria 3.1 Design Criteria Jurisdiction Governing Code Basic Load Combination Allowable Stress Design 1.00 1.0 0 + 1.0 L 1.0 D + 1.0 Lr 1.0 D + 0.75 ( L + Lr) 1.0 D + (0.6W or 0.7 E) 1.0 0 + 0.75 (0.6W or 0.7 E) + 0.75 (L+ Lr) 0.6 D + (0.6W or 0.7 E) Where E = Eh ± E CBC-201 9 Strength Design 1.20 +1.6L+Q.5Lr 1.2D +fiL +1.6Lr 1.2D +1.OW+ fiL +Q5Lr 1.2D +1.OE+fiL 0.9 D + 1.0 E 0.9 D + 1.0W Special Seismic Load Combination (ASCE 12.14.3) Allowable Stress Design Strength Design (1.0 + 0.14Sos)D + 0.7 Emh (1.2 + 0.2Sos)D + Emh+fiL (1.0 + 0.105SDs)D + 0.525 Emh+.075L (0.9- 0.2SDs)D + Emh (0.6- 0.14Sos)D + 0.7 Emh Where E,h =min (QE, E 1) Ed = The maximum force that can develop in the element. Soils Report By File Number Date 9/29/2021 Soil Bearing Pressure 1000 psf Equivalent Fluid Pressure 30 pcf Lateral Bearing Pressure 45 pcf Continuous Footings: Exterior See Plans Interior See Plans Isolated Footings: See Plans Slab on Grade: See Plans These calculation have been prepared for the purpose of showing compliance with the structural provisions of the Building Code. Additional assumptions, analysis and judgements based upon the knowledge and experience fo the Engineer have been involved in the design of this project and are not included in these documents. Aviara - Vertical.vcal9 10-11579 G-3 of 119 3.3 Istructural Materials Timber All timber shall be Douglas Fir Larch with a Maximum Moisture Content of 19%. Grading rules agency: West Coast Lumber Inspection Bureau (WCLIB) Sawn Lumber (DF- ) F6 (psi) F, (psi) E (psi) - 2x Joists & Rafters (No.2) 900 180 1.6 x 106 - 4x Sawn Beams (No.2) 900 180 1.6 x 106 - 6x Sawn Beams (No.2) 875 170 1.3 x 106 -4xSawn Beams (No. 1) 1000 180 1.7x 106 - 6x Sawn Beams (No.1) 1350 170 1.6 x 106 Manufactured Products -Glu-Lam 2400 165 1.8x 106 - Paralam PSL (ESR-1387) 2900 290 2.2 x 106 - Microlam LVL (ESR-1387) 2600 285 2.0 x 106 *Values may be adjusted according to CBC Chapter 23 Concrete Slab on grade 2,500 psi Footings 3,000 psi * Grade Beam 3,000 psi * (*) May be 2500 psi for wood framed buildings of three (3) stories or less. Reinforcing Steel - #3 and smaller reinforcing bars shall conform to A.S.T.M. A -615-40. - #4 and larger reinforcing bars shall conform to A.S.T.M. A -615-60. Structural Steel W Shape ASTM A-992 Pipe ASTM A-53 Type E or 5, Grade B Tube ASTM A-500, Grade C All other shapes ASTM A-36 Nigh strength bolts ASTM F3125 Grade A325 All other bolts ASTM A-307 Masonry All concrete masonry units shall conform to standard specification for hollow load bearing concrete masonry units (ASTM C-go, Grade N-Il). Masonry . fm = 1,500 psi Grout f = 2,000 psi Aviara - Vertical.vcal9 10-11579 G-4 3.4 Interior Wall Finish 0.0 Studs 2.0 Drywall 6.0 Misc. 2.0 Wall DL 10.0 psf Gravity Loads Roof Live Load: 20 psf Dead Loads: Roofing 6.2 Sheathing 1.4 Framing 2.6 Drywall 2.5 Slope Adj. 0.0 Misc. 3.3 Roof DL 16.0 psf Total Roof ICeiling DL 19.0 psf Ceiling Live Load: Dead Loads: 0 psf Framing 0.0 Drywall 0.0 Slope Adj. 0.0 Misc. 3.0 Roof DL 3.0 psf Floor Live Load: 40 psf Dead Loads: Topping 12.6 Flooring 1.5 Sheathing 2.2 Framing 3.2 Drywall 2.5 Misc. 1.5 Additional 0.5 Floor DL 24 Total Load 64.0 psf Deck I Corridor Deck Corridor Live Load: 60 psf 100 psf Dead Loads: Topping 30.0 12.6 Flooring 0.0 1.5 Sheathing 2.2 2.2 Framing 2.6 2.1 Drywall 10.4 2.5 Misc. 0.8 3.6 Additional 0.0 0.5 Floor DL 46.0 psf 25.0 psf Total Load 106.0 psf 125.0 psf Exterior Wall Exterior 10.3 Studs 1.6 Drywall 5.1 Misc. 1.0 Wall DL 18.0 psf Aviara - Vertical.vcal9 10-11579 G-5 3.5 Lateral Load Analysis - Site Parameters (SEt I ASCE 7-16) Seismic Parameters Spectral Responses Acceleration Site Classification Site Coefficient Adjusted Spectral Response Acceleration Design Spectral Response Acceleration Wind Parameters Basic Design Wind Speed (mph) Allowable Stress Design Wind Speed (mph) Site Exposure Topographic Factor Directionality Factor Ground Elevation Factor Velocity Pressure Exposure Coefficient Wind Velocity Pressure Diaphram Assumption For Seismic Lateral Analysis ss 1.04 SI 0.38 D Fa 1.1 F 1.92 Sris = Fa X Ss 1.1 SMI = F x Si 0.7 SDS = 2/3 SMS 0.8 0.5 V 95 VASD 74 C 1.0 Kd 0.85 Ke 1.0 2.01 (ZIZg)2 Where Z=l5ftmin For Exposure C Zg 900 Cc 9.5 qz = 0.00256 V2 K 1 Kd KzKe (psi) Envelope of Rigid and Flexible Aviara - Vertical.vca19 G-6 3.6 Vertical Analysis 4.1 4.2 Beam Calculations - Typical 1FJ-16 - 2x12 @ 16 (Lmax = 15.5') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 25 40 0 1.333 0 15.5 I I Gov. Load Combo Main Span /J\ 15.5 ft /J\ 0 + L 258 lbs D 258 lbs V = 596 lb 671 lbs TL (max) 671 lbs /J\ 258 lbs TL(min) 258 lbs M=2602ft-lb Select: 2x12 DF#2 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6 x 106 1.0 1.15 1.0 1.0 Unity Check Ma(fi-lb) M/ Ma Va V/Va Deflection (in) L Span IL TL Span/TL Main Span 2729 0.95 2025 0.29 Main Span Max 0.24 765 0.40 471 Min 0.00 0 0.00 0 FJ-12 - 2x12 @ 16 (1-max = 17.5') Uniform Loads D(psf) L(psf) Lr(psf) Trib(fl) X Start (ft) X End (ft) Floor 25 40 0 1 0 17.5 I Gov. Load Combo Main Span /j\ 17.5 ft D + L 219 lbs 0 219 lbs V = 512 lb 569 lbs TL (max) 569 lbs /l\ M= 2488 ft-lb /I\ 219 lbs TL(min) 219 lbs Select: 2x12 DF#2 Fb(psi) F6(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.15 1.0 1.0 Unity Check Ma(ft-lb) MI Ma Va V I Va Deflection (in) L Span IL TL Span/TL Main Span 2729 0.91 2025 0.25 Main Span Max 0.30 708 0.48 436 Min 0.00 0 0.00 0 4.3 Beam Calculations - Typical 2FJ-16 -(2) 2x12 @ 16 (Lmax = 19.5') i I Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 25 40 0 1.333 0 19.5 I I Gov. Load Combo Main Span 1 19.5 ft D + L 3251b5 D 325 lbs V = 769 lb M=4118ft-lb Select: 2- 2x12 DF#2 Unity Check Ma(ft-lb) M I M Main Span 5458 0.75 845 lbs TL (max) 845 lbs 325 lbs TL(min) 325 lbs Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6 x 106 1.0 1.15 1.0 1.0 V V / V Deflection (in) L Span / L TL Span/TL 4050 0.19 Main Span Max 0.30 768 0.49 473 Min 0.00 0 0.00 0 1ML16 - (2) 2x12 @ 16 (1-max = 21') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 25 40 0 1.333 0 21 I Gov. Load Combo Main Span /j\ 21.0 ft D + L 350 lbs D 350 lbs V = 834 lb 910 lbs IL (max) 910 lbs "N /N 350 lbs TL(min) 350 lbs I M=4776ft-lb Select: 2- 1.314x11.114 Microllam Fb(pSI) F(psi) E(psi) CD Cr CF Cv or CL 2600.0 285.0 1.9 x 108 1.0 1.0 1.01 1.0 Unity Check M(ft-lb) M I M Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 16140 0.30 7481 0.11 Main Span Max 0.30 852 0.48 524 Min 0.00 0 0.00 0 4.4 Beam Calculations - Typical DJ - 2x10 @ 16 (Ripped) (Lmax = Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Deck 49 60 0 1.333 0 8.5 I I Gov. Load Combo Main Span 8.5 ft D + L 278 lbs D 278 lbs V = 539 lb .618 lbs TL (max) 618 lbs /I\ M=1312ft-lb /I\ 278 lbs TL(min) 278 lbs Select: 2x8 DF#2 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.15 1.2 1.0 Unity Check Ma(ftIb) M I Ma Va V/Va Deflection (in) L Span / L TL Span/TL Main Span 1360 0.96 1305 0.41 Main Span Max 0.12 828 0.22 456 Min 0.00 0 0.00 0 DJ - 2x10 @ 12 (Ripped) (1-max = 10) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Deck 49 60 0 1 0 10 I Gov. Load Combo Main Span 10.0 ft D + L 245 lbs D 245 lbs V = 486 lb 545 lbs TL (max) 545 lbs 245 lbs TL(min) 245 lbs I M=1363ft-lb Select: 2x8 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.15 1.2 1.0 Unity Check Ma(ftIb) M/ Ma Va V / Va Deflection (in) L Span! L TL Span/TL Main Span 1360 1.00 1305 0.37 Main Span Max 0.18 678 0.32 373 Min 0.00 0 0.00 0 4.5 Beam Calculations - Typical IDJ -(2)2x10@16(Ripped)(Lmax =12') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Deck 49 60 0 1.333 0 12 I I Gov. Load Combo Main Span 12.0 ft D + L 392 lbs D 392 lbs V = 793 lb 872 lbs TL (max) 872 lbs /l\ /I\ 392 lbs TL(min) 392 lbs M=2615ft-lb Select: 2- 2x8 DF#2 Fb(pSI) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.15 1.2 1.0 Unity Check M,(ft-lb) M / M V V I V Deflection (in) L Span IL TL Span/TL Main Span 2720 0.96 2610 0.30 Main Span Max 0.24 588 0.44 324 Min 0.00 0 0.00 0 DJ-1 - 2x8 @ 16 (Lmax = 7.5) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Corridor 29 100 0 1.333 0 7.5 I I Gov. Load Combo Main Span /j\ 7.5 ft /J\ D + L 1451b5 D 145lb5 V = 552 lb 645 lbs TL (max) 645 lbs /l\ /l\ 145 lbs TL(min) 145 lbs M=1209ft-lb I Select: 2x8 DF#2 Fb(pSI) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.15 1.2 1.0 Unity Check M(ft-lb) MI M V V / V Deflection (in) L Span IL TL Span/TL Main Span 1360 0.89 1305 0.42 Main Span Max 0.12 723 0.16 560 Min 0.00 0 0.00 0 4.6 Beam Calculations - Typical DJ-1 - 2x8 @12 (1-max = 9') Uniform Loads D(psf) L(psf) Lr(psf) - Trib(ft) X Start (fi) X End (ft) Corridor 29 100 0 1 0 9 Gov. Load Combo Main Span 1 9.0 ft D + L 131 lbs D 131 lbs V = 511 lb 581 lbs TL (max) 581 lbs M= 1306 ft-lb 131 lbs TL(min) 131 lbs Select: 2x8 DF#2 Fb(psi) F(psi) E(psi) CD Cr Cr Cv or CL 900.0 180.0 1.6x 106 1.0 1.15 1.2 1.0 Unity Check M(ft-lb) M / M V. V / V. Deflection (in) L Span IL TL Span/TL Main Span 1360 0.96 1305 0.39 Main Span Max 0.19 558 0.25 432 Min 0.00 0 0.00 0 DJ-1 -(2) 2x8 @16 (1—max = 11) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (if) Corridor 29 100 0 1.333 0 11 Gov. Load Combo Main Span 1 11.0 ft D + L 213 lbs D 213 lbs V = 853 lb 946 lbs IL (max) 946 lOs /l\ 213 lbs TL(min) 213 lbs M=2601ft-lb Select: 2- 2x8 DF#2 Fb(psi) F(psi) E(psi) CD Cr Cr Cv or CL 900.0 180.0 1.6 x 106 1.0 1.15 1.2 1.0 Unity Check M(ft-Ib) M/ M Va V /Va Deflection (in) L Span /L TL Span/TL Main Span 2720 0.96 2610 0.33 Main Span Max 0.29 458 0.37 355 Min 0.00 0 0.00 0 4-7 Beam Calculations - Typical DJ-1 - (2) 1.3/4x7.114 ML @ 16 (Lmax = 12.5) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Corridor 29 100 0 1.333 0 12.5 I Gov. Load Combo Main Span 12.5 ft D + L 242 lbs D 242 lbs V = 982 lb M = 3359 ft-lb Select: 2- 1.314x7.114 Microllam Unity Check Ma(ft-lb) M / Ma 1075 lbs TL (max) 1075 lbs 242 lbs TL(min) 242 lbs Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2600.0 285.0 1.9x 106 1.0 1.15 1.07 1.0 Va V / Va Deflection (in) L Span IL TL Span/TL Main Span 8182 0.41 4821 0.20 Main Span Max 0.35 433 0.45 335 Min 0.00 0 0.00 0 Fir - 6x6 Hdr. @ Unit Entry (L=3') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 8 0 3 I Corridor 25 100 0 3.5 0 3 I mt Wall 10 0 0 2 0 3 I Gov. Load Combo Main Span /J\ 3.0 ft D + L 449 lbs D 449 lbs V=1010lb 1454 lbs TL (max) 1454 lbs /I\ IN 449 lbs TL(min) 449 lbs M = 1091 ft-lb I Select: 6x6 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft1b) M / Ma Va V/Va Deflection (in) L Span / L TL Span/TL Main Span 2773 0.39 3428 0.29 Main Span Max 0.01 3599 0.01 2487 Min 0.00 0 0.00 0 4.8 Beam Calculations - Typical IFIr - 4x4 mt. Hdr. (Max. Trib=10.5') (L3) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 10.5 0 3 I I mt Wall 10 0 0 2 0 3 I Beam Weight 2.9 0 0 1 0 3 I I Gov. Load Combo Main Span /J\ 3.0 ft D + L 4121b5 D 412 lbs V = 840 lb 1042 lbs TL (max) 1042 lbs 412 lbs TL(min) 412 lbs M= 782 ft-lb Select: 4x4 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6 x 106 1.0 1.0 1.5 1.0 Unity Check Ma(ftlb) M / M Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 804 0.97 1470 0.57 Main Span Max 0.04 942 0.06 569 Min 0.00 0 0.00 0 Fir - 4x4 mt. Hdr. (Max. Trib=7.5) (L3.5) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 7.5 0 3.5 I I Int Wall 10 0 0 2 0 3.5 I I Beam Weight 2.9 0 0 1 0 3.5 I I Gov. Load Combo Main Span /j\ 3.5 ft /J\ D + L 355 lbs D 355 lbs V = 733 lb 880 lbs TL (max) 880 lbs 355 lbs TL(min) 355 lbs M=770ft-lb Select: 4x4 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.5 1.0 Unity Check Ma(fl-lb) M / Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 804 0.96 1470 0.50 Main Span Max 0.05 830 0.08 495 Min 0.00 0 0.00 0 4.9 Beam Calculations - Typical Fir - 4x6 mt. Hdr. (Max. Trib=16') (L3.5') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 16 0 3.5 I I lntWall 10 0 0 2 0 3.5 I Beam Weight 2.9 0 0 1 0 3.5 I Gov. Load Combo Main Span /j\ 3.5 ft /J\ D + L 712 lbs D 7121bs V = 1352 lb 1832 lbs TL (max) 1832 lbs M=1603ft-lb 712 lbs TL(min) 712 lbs I I Select: 4x6 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check M(ft-!b) M I M V V / V Deflection (in) L Span IL TL Span/TL Main Span 1720 0.93 2310 0.59 Main Span Max 0.03 1510 0.05 923 Min 0.00 0 0.00 0 FIr - 4x8 mt. Hdr. (Max. Trib=155') (L=4.75') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Floor 24 40 0 15.5 0 4.7 I I lnt Wall 10 0 0 2 0 4.7 I Beam Weight 2.9 0 0 1 0 4.7 I Gov. Load Combo Main Span /J\ 4.8 ft D + L 938 lbs D 918 lbs V1861lb 2410 lbs TL (max) 2360 lbs M=2861ft-lb 938 lbs TL(min) 918 lbs I I Select: 4x8 DF#2 Fb(psl) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check M(ft-lb) M / M V V / Va Deflection (in) L Span IL TL Span/TL Main Span 2989 0.96 3045 0.61 Main Span Max 0.04 1428 0.07 873 Min 0.00 0 0.00 0 4.10 Beam Calculations - Typical Fir - 6x4 Ext. Hdr. (Max Trib8') (L3) Uniform Loads D(psl) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (fi) Floor 24 40 0 8 0 3 I I Ext Wall 18 0 0 2 0 3 I I Beam Weight 2.9 0 0 1 0 3 I I Deck 46 60 0 1 0 3 Gov. Load Combo Main Span 3.0 ft D + L 4151b5 D 4151b5 V = 684 lb 985 lbs TL (max) 985 lbs 415 lbs TL(min) 415 lbs M=739ft-lb Select: 4x6 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 0.0x 106 1.0 1.0 1.3 1.0 Unity Check M(ft-lb) M / M V V / V. Deflection (in) L Span IL TL Span/TL Main Span 1806 0.41 2310 0.30 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 Fir - 6x8 Ext. Hdr. (Max. Trib9) (L7') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 9 0 7 I Ext Wall 18 0 0 5 0 7 I Gov. Load Combo Main Span 7.0 ft D + L 1071 lbs D 1071 lbs V = 1915 lb 2331 lbs TL (max) 2331 lbs /J\ M = 4079 ft-lb 1071 lbs TL(min) 1071 lbs I Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M / M V V I V Deflection (in) L Span IL TL Span/TL Main Span 5156 0.79 4675 0.41 Main Span Max 0.06 1336 0.12 722 Min 0.00 0 0.00 0 4.11 Beam Calculations - Typical Deck/Fir - 6x4 Ext. Hdr. (Max. Trib=3.25/8') (L=3') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 8 0 6.4 I I Ext Wall 18 0 0 5 0 6.4 I I Deck 46 60 0 3.25 0 3 I Gov. Load Combo Main Span /J\ 3.0 ft D + L 104 lbs D 2149 lbs V = 986 lb 876 lbs TL (max) 4626 lbs -513 lbs TL(min) 2149 lbs I M=1065ft.lb I Select: 4x6 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 0.0x 106 1.0 1.0 1.3 1.0 Unity Check M(ft-lb) MI M, V. V / Va Deflection (in) L Span /L TL Span/TL Main Span 1806 0.59 2310 0.43 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 Deck/Fir - 6x6 Ext Hdr. (Max Trib=3 25/1) (L=6.5') Uniform Loads D(psf) L(pst) Lr(pst) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 1 0 6.4 I I Ext Wall 18 0 0 5 0 6.4 I I Deck 46 60 0 3.25 0 6.5 I Gov. Load Combo Main Span /J\ 6.5 ft /J\ D + L 856 lbs D 845 lbs V = 1391 lb 1620 lbs TL (max) 1605 lbs 856 lbs TL(min) 845 lbs I M= 2632 ft-lb Select: 6x6 DF#1 Fb(psi) F6(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) MI M V V / Va Deflection (in) L Span IL TL Span/TL Main Span 2773 0.95 3428 0.41 Main Span Max 0.08 1009 0.16 475 Min 0.00 0 0.00 0 4.12 Beam Calculations - Typical Deck/Fir 6x8 Ext Hdr. (Max Trib3 5 /7 75) (L=6.5') Uniform Loads D(psf) L(psf) Lr(psl) Trib(ft) X Start (ft) X End (Ii) Floor 24 40 0 7.75 0 6.4 I Ext Wall 18 0 0 5 0 6.4 I Deck 46 60 0 3.5 0 6.5 r77- Gov. Load Combo Main Span /j\ 6.5 ft D + L 1420 lbs D 1393 lbs V = 2511 lb 3110 lbs TL (max) 3052 lbs 1420 lbs TL(min) 1393 lbs M=5052ft-lb Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 5156 0.98 4675 0.54 Main Span Max 0.07 1156 0.12 628 Min 0.00 0 0.00 0 Roof - 6x6 Ext. Hdr. (Max. Trib=16) (L6.5) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (Ii) Roof 15 Ext Wall 18 Gov. Load Combo o 20 0 0 Main Span D + Lr 16 0 6.5 2 0 6.5 /J\ 6.5 ft 897 lbs D 897 lbs V = 1664 lb 1937 lbs TL (max) 1937 lbs 897 lbs TL(min) 897 lbs M=3148ft-lb Select: 6x6 DF#1 Fb(psi) F(psi) E(psi) Co Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.25 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span IL TL Span/TL Main Span 3466 0.91 4285 0.39 Main Span Max 0.11 741 0.20 398 Min 0.00 0 0.00 0 4.13 Beam Calculations - Typical IRoof - 6x8 Ext. Hdr. (Max. Trib=18') (L=7.5) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Roof 15 0 20 18 0 7.5 I I Ext Wall 18 0 0 2 0 7.5 I Gov. Load Combo Main Span 7.5 ft D+Lr 11481b5 D 11481b5 V = 2081 lb 2498 lbs TL (max) 2498 lbs 1148 lbs TL(min) 1148 lbs M=4683ft-lb Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6 x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M I M0 V V I V Main Span 5156 0.91 4675 0.45 Deflection (in) L Span / L TL Span/TL Main Span Max 0.08 1087 0.15 587 Min 0.00 0 0.00 0 Corr. - 6x8 Elm. (Max. Trib=7.5') (L7.5') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ii) X End (ft) Corridor 25 100 0 5.5 0 7.5 I Gov. Load Combo Main Span /J\ 7.5 ft /J\ D + L 5161b5 D 516 lbs V = 2148 lb 2578 lbs TL (max) 2578 lbs /E\ IN 516 lbs TL(min) 5161b5 M=4834ft-lb Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M,(ft-lb) M I Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 5156 0.94 4675 0.46 Main Span Max 0.13 711 0.16 569 Min 0.00 0 0.00 0 4.14 Beam Calculations - Typical Corr. - 6x8 Bm. (Max. Trib7.5) (L7.5') Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Corridor 25 100 0 3 0 6.5 I I Beam Weight 9.7 0 0 1 0 6.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Corridor 25 100 0 6 3.25 1.75 Roof 15 0 20 3 3.25 1.75 Gov. Load Combo Main Span /j\ 6.5 ft D + L 738 lbs D 446 lbs V = 2898 lb 3138 lbs TL (max) 1946 lbs 738 lbs TL(min) 446 lbs M = 4903 ft-lb Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv 01 CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M I M Va V I V Deflection (in) L Span IL TL Span/TL Main Span 5156 0.95 4675 0.62 Main Span Max 0.09 873 0.12 677 Min 0.00 0 0.00 0 4.15 4.16 Beam Calculations - Unit IA BI Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 7.3 0 9.75 I I Gov. Load Combo Main Span 9.8 ft D + L 854 lbs D 854 lbs V = 1869 lb 2278 lbs TL (max) 2278 lbs il\ M = 5551 ft-lb 854 lbs TL(min) 854 lbs Select: 4x12 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.1 1.0 Unity Check M(ft-lb) M I Ma Va V / Va Deflection (in) L Span I L TL Span/TL Main Span 6091 0.91 4725 0.40 Main Span Max 0.09 1310 0.14 818 Min 0.00 0 0.00 0 1B2 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (fi) X End (ft) Floor 24 40 0 1.33 0 4 I Floor 24 40 0 6 0 1 I lntWall 10 0 0 1 0 4 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (Ii) 131 - i 854 1424 0 1 1 1 Gov. Load Combo Main Span /j\ 4.0 ft D + L 850 lbs D 315 lbs V = 1975 lb 2235 lbs TL (max) 808 lbs M=1995ft-lb 850 lbs TL(min) 315 lbs Select: 4x8 DF#2 Fb(pSI) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check Ma(ft-lb) MI Ma Va V/Va Deflection (in) L Span IL TL Span/TL Main Span 2989 0.67 3045 0.65 Main Span Max 0.02 3053 0.03 1885 Min 0.00 0 0.00 0 4.17 UNIT 1A-ALT FRAMING KEY PLAN 4.18 UNIT lB FRAMING KEY PLAN 4.19 Beam Calculations - Unit I BI Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 7.2 0 12 I I Floor 24 40 0 2 12 14 I Gov. Load Combo Main Span /j\ 14.0 ft D + L 1192 lbs D 978 lbs V = 2736 lb 3178 lbs TL (max) 2608 lbs 1192 lbs TL(min) 978 lbs M=10959ft-lb I Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M Va V / V Deflection (in) L Span / L TL Span/TL Main Span 13638 0.80 7168 0.38 Main Span Max 0.22 780 0.34 487 Min 0.00 0 0.00 0 1132 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (It) X End (It) Floor 24 40 0 9 1.5 3 I I Floor 24 40 0 1 0 1.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Bi - j 978 1630 0 1 1 1.5 Gov. Load Combo Main Span /J\ 3.0 ft /J\ D + L 597 lbs D 741 lbs V = -1616 lb 1592 lbs TL (max) 1976 lbs 597 lbs TL(min) 741 lbs = M 2316ft-lb Select: 4x8 DF#2 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check M(ft-lb) M / M, V V / V Deflection (in) L Span / L TL Span/TL Main Span 2989 0.77 3045 0.53 Main Span Max 0.01 3285 0.02 2053 Min 0.00 0 0.00 0 4.20 Beam Calculations - Unit lB B3 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 8.5 0 12 I Gov. Load Combo Main Span 3.8 ft D + L -1469 lbs D 3917 lbs V = 771 lb -831 lbs TL (max) 10445 lbs M = 956 ft-lb -4554 lbs TL(min) 3917 lbs Select: 4x6 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check M(11-1b) M / MI, Va V / V, Deflection (in) L Span / L TL Span/TL Main Span 1720 0.56 2310 0.33 Main Span Max 0.02 2312 0.03 1445 Min 0.00 0 0.00 0 4.21 UNIT 1C FRAMING KEY PLAN 4.22 UNIT 2A FRAMING KEY PLAN 4.23 Beam Calculations - Unit 2A 81 Uniform Loads D(psf) L(pst) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 15.25 0 4 I I Gov. Load Combo Main Span /j\ 4.0 ft D + L 732 lbs D 732 lbs V = 1098 lb 1952 lbs TL (max) 1952 lbs 732 lbs TL(min) 732 lbs M = 1952 ft-lb Select: 4x12 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.1 1.0 Unity Check Ma(ft1b) M / Ma Va V / Va Deflection (in) L Span! L TL Span/TL Main Span 6091 0.32 4725 0.23 Main Span Max 0.01 9080 0.01 5675 Min 0.00 0 0.00 0 1132 Uniform Loads D(psf) L(pst) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 6.5 0 3 I Int Wall 10 0 0 2 0 3 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Bi - j 732 1220 0 1 1 1.5 Gov. Load Combo Main Span /j\ 3.0 ft D + L 630 lbs D 630 lbs V = 1394 lb 1630 lbs TL (max) 1630 lbs /I\ 630 lbs TL(min) 630 lbs I M=1955ft-lb Select: 4x8 DF#2 Fb(psl) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check Ma(ft-lb) M / Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 2989 0.65 3045 0.46 Main Span Max 0.01 3858 0.02 2379 Min 0.00 0 0.00 0 4.24 Beam Calculations - Unit 2A Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 Beam Weight 4.5 0 0 lntWall 10 0 0 Gov. Load Combo Main Span D + L 6.5 0 5 I I 1 0 5 I I 2 0 5 I I 5.0 ft 1 451 lbs D 451 lbs V = 899 lb 1101 lbs TL (max) 1101 lbs /1\ M= 1377 ft-lb 451 lbs TL(min) 451 lbs Select: 4x6 DF#2 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check M(ft-lb) M I M V V / V Deflection (in) L Span / L TL Span/TL Main Span 1720 0.80 2310 0.39 Main Span Max 0.05 1274 0.08 752 Min 0.00 0 0.00 0 B4 - OFFSET BM 3RD FL Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 10 0 11 I I Roof 15 0 20 15 0 11 I Floor 24 40 0 5.625 0 11 I Beam Weight 13.6 0 0 1 0 11 I Coy. Load Combo Main Span /J\ 11.0 ft 1 D + .75(L + Lr) 3045 lbs D 3045 lbs V4381lb 5210 lbs TL (max) 5210 lbs 3045 lbs TL(min) 3045 lbs M=14329ft-lb Select: 5.1I8 x11.1I4*GLB24F Fb(psl) F(psi) E(psi) CD Cr CF CvorCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(fi-lb) M / M V, V I Va Deflection (in) L Span IL TL Span/TL Main Span 21621 0.66 10186 0.43 Main Span Max 0.16 835 0.32 407 Min 0.00 0 0.00 0 4.25 Beam Calculations - Unit 2A B5 NON-STACK HDR g 3RD FL Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 2 0 7 I I Roof 15 0 20 4 0 7 I Beam Weight 7.1 0 0 1 0 7 I Gov. Load Combo Main Span 7.0 ft D + Lr 361 lbs D 361 lbs V = 557 lb M= 1121 ft-lb Select: 6x6 DF#1 Unity Check M(ft-lb) M / M 641 lbs TL (max) 641 lbs 1 361 lbs TL(min) 361 lbs Fb(pSi) F(psi) E(psi) CD Cr Cr Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 V V / V, Deflection (in) L Span / L TL Span/TL Main Span 2773 0.40 3428 0.16 Main Span Max 0.04 2372 0.08 1036 Min 0.00 0 0.00 0 B6 NON-STACK HDR @ 2ND FL Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 10 0 8.33 I I Floor 24 40 0 6.375 0 8.33 I I Beam Weight 12.3 0 0 1 0 8.33 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B5 NON-STACK 361 0 280 1 1 0.66 B5 NON-STACK 361 0 280 1 1 7.66 Coy. Load Combo Main Span IT 8.3 ft /J\ D + L 1800 lbs D 1799 lbs V = 2025 lb 2862 lbs TL (max) 2861 lbs 1800 lbs TL(min) 1799 lbs M=5447ft-lb Select: 6x10 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 9307 0.59 5922 0.34 Main Span Max 0.05 2068 0.11 881 Min 0.00 0 0.00 0 4.26 Beam Calculations - Unit 2A B7 HDR @ 1ST FL Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (fi) X End (ft) Ext Wall 18 0 0 10 0 8.33 I I Floor 24 40 0 6.375 0 8.33 I I Beam Weight 9.7 0 0 1 0 8.33 I Roof 15 0 20 1 0 8.33 I I Gov. Load Combo Main Span /J\ 8.3 ft /J\ D + L 1490 lbs D 1490 lbs V = 2067 lb 2552 lbs TL (max) 2552 lbs 1490 lbs TL(min) 1490 lbs M=5314ft-lb Select: 6x10 DF#1 Fb(pSi) F(psi) E(psi) Co Cr CF Cv 01 CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(fi-lb) M I M Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 9307 0.57 5922 0.35 Main Span Max 0.05 2110 0.11 917 Min 0.00 0 0.00 0 4.27 UNIT 2A-ALT ROOF FRAMING KEY PLAN 4.28 UNIT 2B FRAMING KEY PLAN 4.29 UNIT 2B-ALT BASE FRAMING KEY PLAN 4.30 DRIVE TUNNEL #1 2ND FL FRAMING KEY PLAN 4.31 Beam Calculations - Drive Tunnel #1 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 25 40 0 13.5 0 11 Floor 25 40 0 5.75 0 26.75 lntWall 10 0 0 30 0 11 Ext Wall 18 0 0 30 26.75 32.25 Deck 46 60 0 2 26.75 32.25 Floor 24 40 0 13.5 14.5 32.25 Floor 24 40 0 6.75 0 32.25 Int Wall 10 0 0 30 14.5 32.25 Beam Weight 105.74 0 0 1 0 32.25 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Int Wall 10 0 0 5.8 30 15.333 Floor 25 40 0 5.8 1.333 15.333 Floor 25 40 0 5.8 26 15.333 B5 - j 9057 6282 1795 1 1 26.75 Floor 24 40 0 13.5 1.75 11 Floor 24 40 0 13.5 1.75 14.5 Gov. Load Combo Main Span /]\ 32.3 ft 1.2 D + 1.6 L +.5 Lr 20951 lbs D 28988 lbs V = -73947 lb 42067 lbs TL (max) 53430 lbs 1 M. = 565706 ft-lb 20951 lbs TL(min) 28988 lbs Select WI 8X1 06 Gr 50 Lp = 9.40'[ AISC F2-5] L = 31.82 [AISC F2-6] 4b=0.9 4 = 1.0 Unity Check Lb(ft) M(ft-kip) MIbXM. v, v, IxV. Deflection (in) D Main Span 0.0 958 0.66 331 0.22 Main Span Max 0.67 Min 0.00 L Span / L TL Span/TL 0.68 571 1.35 287 0.00 0 0.00 0 4.32 Beam Calculations - Drive Tunnel #1 62 (MF- 5) Uniform Loads D(pst) L(psf) Lr(psl) Trib(ft) X Start (ft) X End (ft) Floor 25 40 0 0.667 0 23.5 Floor 25 40 0 15 0 5 Floor 25 40 0 1.333 5 18.75 Floor 25 40 0 17 18.75 23.5 Roof 21 0 20 16.417 0 5 Roof 21 0 20 19.333 5 18.75 Roof 21 0 20 18.417 18.75 23.5 Corridor 29 100 0 9 0 23.5 Int Wall 10 0 0 30 0 23.5 Beam Weight 86.02 0 0 1 0 23.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (Ii) Bi - i 20971 21150 316 1 1 5 B7 - i 19196 20286 166 1 1 18.75 B3 - j 4439 5216 1127 1 1 0 B15 - i 4413 5474 1190 1 1 23.5 Gov. Load Combo Main Span 1.2 D + 1.6 L+ .5 Lr V0 = -114607 lb /1\ M0 = 508642 ft-lb 'N 23.5 ft 39220 lbs D 38891 lbs 79445 lbs TL (max) 79532 lbs 39220 lbs TL(min) 38891 lbs Select WI 8X86 Gr 50 L = 9.29'[ AISC F2-5] Lr = 28.57'[ AISC F26] b=O.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M /b x M V V. /4. x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 775 0.73 265 0.43 Main Span Max 0.43 0.49 579 0.92 308 Min 0.00 0.00 0 0.00 0 132 (MF- 5) Subjected to Seismic Load Source 000.7E(oT) K XI(ft) X2 (ft) 3 11900.0 9.3 0.0 Gov. Load Combo Main Span (1.2+0.2SDs)D + Omega E + fi * L V = 103.38 K M= 703.24 ft-K /J\ Unity Check M0(ft-kip) M" M. V. (kip) Main Span 775 1.01 265 f-23.5 ft -4.68 K +0.7 * E 4.68 K 4.68 K -0.7 * E -4.68 K V. hjV 0.39 4.33 Beam Calculations - Drive Tunnel #1 B3 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Corridor 29 100 0 9 0 6.833 Floor 25 40 0 15.667 0 6.833 Roof 21 0 20 16.5 0 6.833 mt Wall 10 0 0 30 0 6.833 Gov. Load Combo Main Span D + L /\ 6.8 ft 4439 lbs D 4439 lbs 9655 lbs TL (max) 9655 lbs 4439 lbs TL(min) 4439 lbs Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 1.0 V V / V Deflection (in) L Span /L TL Span/TL 10186 0.71 Main Span Max 0.08 986 0.14 580 Min 0.00 0 0.00 0 V=7182 lb M = 16492 ft-lb Select: 5.118x11.114* GLB-24F Unity Check M(ft-lb) M / M Main Span 21621 0.76 IB4 Uniform Loads D(pst) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) lntWall 10 0 0 30 0 11.5 I I Floor 24 40 0 27.6 0 11.5 I Beam Weight 6 0 0 1 0 11.5 I I Gov. Load Combo Main Span 11.5 ft /J\ D + L 5568 lbs D 5568 lbs V=101031b 11916lb5 TL(max) 119161bs M = 34259 ft-lb 5568 lbs TL(min) 5568 lbs I Select: 8.3I4x11.1I4*GLB24F Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M / M V Vt V Deflection (in) L Span / L TL Span/TL Main Span 36914 0.93 17391 0.58 Main Span Max 0.23 594 0.44 316 Min 0.00 0 0.00 0 4.34 Beam Calculations - Drive Tunnel #1 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 30 0 11.5 I I Floor 24 40 0 11.67 0 11.5 I I Roof 19 0 20 16.1 0 11.5 I I Deck 46 60 0 11 0 11.5 I I Beam Weight 28.6 0 0 1 0 11.5 I I Gov. Load Combo Main Span /J\ 11.5 ft D + L 9548 lbs D 9548 lbs V = 13356 lb M = 46079 ft-lb Select: 10.3/4x11.7/8* GLB-24F Unity Check M(ft-lb) M/ M 16027 TL (max) 16027 /\ lbs lbs 9548 lbs TL(min) 9548 lbs Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.99 Va V I V Deflection (in) L Span IL TL Span/TL Main Span 49887 0.92 22553 0.59 Main Span Max 0.21 654 0.45 305 Min 0.00 0 0.00 0 IB6 Uniform Loads D(psf) L(psf) Lr(pst) Trib(ft) X Start (II) X End (ft) lntWall 10 0 0 30 4 11.5 I Floor 24 40 0 30 4 11.5 I Beam Weight 24.5 0 0 1 0 11.5 I Floor 24 40 0 1.33 0 11.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 30 2 4 Gov. Load Combo Main Span /J\ 11.5 ft 0 + L 3758 lbs D 5981 lbs V-109541b 8564 lbs TL (max) 13187 lbs I M = 37321 ft-lb I 3758 lbs TL(min) 5981 lbs Select: 10.3/4x11.1/4*GLB24F Fb(psl) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.99 Unity Check M(fi-lb) MI M V VI V Deflection (in) L Span IL TL Span/TL Main Span 45017 0.83 21366 0.51 Main Span Max 0.21 657 0.38 365 Min 0.00 0 0.00 0 4.35 Beam Calculations - Drive Tunnel #1 IB7 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) tnt Wall Floor Beam Weight Point Loads 10 0 24 40 96.9 0 D(psf) L(psf) 0 0 0 Lr(psf) 30 26.25 1 Trib D(ft) 0 0 0 Trib W (ft) 32.25 32.25 32.25 X (ft) B6 - i 3758 4806 0 1 1 17.5 Roof 15 0 20 5.5 15 29 Floor 24 40 0 5.5 5.75 29 Ext Wall 18 0 0 5.5 10 29 Floor 24 40 0 30 1.875 17.5 Gov. Load Combo Main Span 1.2D+ 1.6L+.5Lr V. = -61592 lb M = 526632 ft-lb /j\ 32.3 ft 19196 lbs D 22016 lbs 39482 lbs TL (max) 43914 lbs 19196 lbs TL(min) 22016 lbs Select WI 8X97 Gr 50 Lp 9.36 [AISC F2-5] Lr = 30.36'[ AISC F261 4b0.9 4 = 1.0 Unity Check Lb (ft) M,(ft-kip) M 'b x M V, V0 /. x V. Deflection (in) D Main Span 0.0 879 0.67 301 0.20 Main Span Max 0.63 Min 0.00 L Span / L TL Span/IL 0.69 560 1.32 292 0.00 0 0.00 0 4.36 Beam Calculations - Drive Tunnel #1 Bli (SEE ENERCALC) Gov. Load Combo Main Span /j\ 1.0 ft D + .75(L + Lr) 0 lbs D 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs M = 0 ft-lb 0 lbs TL(min) 0 lbs Select: 4x8 DF#2 Fb(pSI) F(psi) E(psi) CD Cr CF Cv or CL 0.0 0.0 0.0x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M/ M Va V / Va Deflection (in) L Span /L TL Span/TL Main Span 0 0.00 0 0.00 ICANT BM@UNIT Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Tub W (ft) X (ft) Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 Unity Check Main Span Cant Span 1500 0 1 1 8 Main Span Cantilever Span /J\ 6.0 ft /J\ 2.0 ft D + L D + L -500 lbs D 2000 lbs V = 3000 lb -500 lbs TL (max) 4000 lbs M = -6000 ft-lb -1000 lbs TL(min) 2000 lbs Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Va Vt V, Deflection (in) L Span IL TL Span/TL 5922 0.17 Main Span Max 0.00 0 0.00 0 Mm -0.02 3782 -0.04 1891 5922 0.51 Cant Span Max 0.04 546 0.09 273 Min 0.00 0 0.00 0 Deck 1500 Gov. Load Combo V = -1000 lb M = -6000 ft-lb Select: 6x10 DF#1 Ma(ft1b) M / Ma 9307 0.64 9307 -0.64 1812 (SEE ENERCALC) Gov. Load Combo Main Span /J\ 1.0 ft /J\ D + .75(L + Lr) 0 lbs D 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs M = 0 ft-lb 0 lbs TL(min) 0 lbs Select: 4x8 DF#2 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 0.0 0.0 0.0x106 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M / Ma Va VI Va Deflection (in) L Span I L TL Span/TL Main Span 0 0.00 0 0.00 4.37 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 DESCRIPTION: Bil CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Load Resistance Factor Design Fy: Steel Yield : 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending D(6.30)1 4M4fflq)E(12.40) 0(0.0920) L(0.120 D(0.4860 L(O.810) D(0.540) Spa.3.MJt_...._.. lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0180 ksf, Tributary Width = 30.0 ft, (ext wall) Uniform Load : D = 0.0240, L = 0.040 ksf, Tributary Width = 20.250 ft, (FLOOR) Uniform Load: D = 0.0460, L = 0.060 ksf, Tributary Width = 2.0 ft, (DECK) Point Load: D = 1.20, Lr = 1.60 k @ 3.0 ft, (ROOF TRUSS LOAD) Point Load : D = 2.20, L = 2.20 k © 3.0 ft, (4TH FL) Point Load : D = 2.10, L = 2.0k @ 3.0 ft, (3RD FL) Point Load : 0 = 0.30, L = 0.20 k @ 3.0 ft, (B8j) Point Load : D = 6.30, Lr = 2.20, L = 0.60, E = 12.40 k @ 3.0 ft, (B9i) Point Load : E = 23.20 k @ 3.0 ft, (EQ) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.868:1 Maximum Shear Stress Ratio 0.473: 1 Section used for this span WI 6x31 Section used for this span WI 6x31 Mu: Applied 175.750k-ft Vu: Applied 62.046 k Mn * Phi: Allowable 202.500 k-ft Vn * Phi: Allowable 131.175 k Load Combination +1 .20D+L+E Load Combination +1.20D+L+E Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.051 in Ratio = 1,417 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1: E Only Max Downward Total Deflection 0.055 in Ratio = 1317 >=240. Span: 1: +D+0.70E Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax 4n38 Phi*Vnx +1.40D Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 DESCRIPTION: Bli Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L = 3.00 ft 1 0.287 0.166 -58.06 58.06 225.00 202.50 1.00 1.00 21.77 131.18 131.18 +1.20D+0.50Lr+1.60L Dsgn. L = 3.00 ft 1 0.425 0.252 -86.16 86.16 225.00 202.50 1.00 1.00 33.02 131.18 131.18 +1.20D+1.60L Dsgn. L= 3.00 ft 1 0.397 0.237 -80.46 80.46 225.00 202.50 1.00 1.00 31.12 131.18 131.18 +120D+1.60Lr+L Dsgn. L= 3.00 ft 1 0.431 0.248 -87.19 87.19 225.00 202.50 1.00 1.00 32.53 131.18 131.18 +120D+160Lr Dsgn. L= 3.00 ft 1 0.336 0.189 -68.00 68.00 225.00 202.50 1.00 1.00 24.74 131.18 131.18 +1.20D+L Dsgn. L= 3.00 ft 1 0.340 0.202 -68.95 68.95 225.00 202.50 1.00 1.00 26.45 131.18 131.18 +1.20D Dsgn. L= 3.00 ft 1 0.246 0.142 -49.76 49.76 225.00 202.50 1.00 1.00 18.66 131.18 131.18 +1.20D+0.50Lr+L Dsgn. L= 3.00 ft 1 0.369 0.216 -74.65 74.65 225.00 202.50 1.00 1.00 28.35 131.18 131.18 +0.90D Dsgn. L= 3.00 ft 1 0.184 0.107 -37.32 37.32 225.00 202.50 1.00 1.00 13.99 131.18 131.18 +1.20D+L+E Dsgn. L= 3.00 ft 1 0.868 0.473 -175.75 175.75 225.00 202.50 1.00 1.00 62.05 131.18 131.18 +0.90D+E Dsgn. L= 3.00 ft 1 0.712 0.378 -144.12 144.12 225.00 202.50 1.00 1.00 49.59 131.18 131.18 Overall Maximum Deflections Load Combination Span Max. '-' Defi Location in Span Load Combination Max. "+ Defl Location in Spar +D+0.70E 1 0.0547 3.000 0.0000 0.000 Vertical Reactions Support notation: Far left is # Values in KIPS Load Combination Overall MAXimum Overall MINimum D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D +D+0.70E +D+0.750L+0.5250E +0.60D+0.70E Lr Only L Only E Only Support 1 Support 2 3.800 15.547 23.337 19.347 24.240 21.390 9.328 40.467 40.080 34.248 3.800 7.790 35.600 4.39 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 DESCRIPTION: B12 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Load Resistance Factor Design Fy: Steel Yield : 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E: Modulus : 29,000.0 ksi Bending Axis : Major Axis Bending lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0240, L = 0.040 ksf, Tributary Width = 20.625 ft, (FLOOR) Uniform Load : D = 0.0180 ksf, Tributary Width = 30.0 It, (EXT WALL) Point Load : D = 6.30, Lr = 2.20, L = 0.60, E = 5.10 k @ 3.0 It, (B9j) Point Load : D = 0.20, Lr = 0.20 k @ 3.0 It, (BlOt) Point Load : E = 22.40 k @ 3.0 ft, (PEQ) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.579: 1 Section used for this span W16x31 Mu: Applied 117.169k-ft Mn * Phi: Allowable 202.500 k-ft Load Combination +1.20D+L+E Span # where maximum occurs Span # 1 Maximum Shear Stress Ratio Section used for this span Vu: Applied Vn * Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.322: 1 W16x31 42.213 k 131.175 k +1.20D+L+E 0.000 ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio = 1,834 >360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1: E Only Max Downward Total Deflection 0.038 in Ratio = 1872 >240. Span: 1: +D+0.70E Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +1.40D Dsgn. L= 3.00 ft 1 0.168 0.104 -34.02 34.02 225.00 202.50 1.00 1.00 13.58 131.18 131.18 +1.20Di-0.50Lr+1.60L Dsgn. L= 3.00 ft 1 0.205 0.135 -41.58 41.58 225.00 202.50 1.00 1.00 17.76 131.18 131.18 +1.20D+1.60L Dsgn. L= 3.00 ft 1 0.188 0.126 -37.98 37.98 225.00 202.50 1.00 1.00 16.56 131.18 131.18 +1.20D+1 .60Lr+L Dsgn. L= 3.00 ft 1 0.228 0.141 -46.19 46.19 225.00 202.50 1.00 1.00 18.55 131.18 131.18 +1.20D+1.60Lr Dsgn. L= 3.00 ft 1 0.201 0.118 -40.68 40.68 225.00 202.50 1.00 1.00 15.48 434J3 131.18 +1 .20D+L Dsgn. L= 3.00 ft 1 0.171 0.112 -34.67 34.67 225.00 202.50 1.00 1.00 14.71 131.18 131.18 -29.16 29.16 225.00 202.50 1.00 1.00 -38.27 38.27 225.00 202.50 1.00 1.00 -21.87 21.87 225.00 202.50 1.00 1.00 -117.17 117.17 225.00 202.50 1.00 1.00 -104.37 104.37 225.00 202.50 1.00 1.00 11.64 131.18 131.18 15.91 131.18 131.18 8.73 131.18 131.18 42.21 131.18 131.18 36.23 131.18 131.18 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 Ll%..dt f\VVUUU I lOLL, DUIlU.LU.LLL. VLO% L#'JI'IOIJL I MIN 10, II'IL. t) LI'lLflI.,P*LV.., lIP.., I 004UL4 DESCRIPTION: B12 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx I./-UL) Dsgn. L = 3.00 ft 1 0.144 0.089 +120D+0.50Lr+L Dsgn. L= 3.00 ft 1 0.189 0.121 +0.90D Dsgn. L = 3.00 ft 1 0.108 0.067 +1.20D+L+E Dsgn. L = 3.00 ft 1 0.579 0.322 +0.90D+E Dsgn. L = 3.00 ft 1 0.515 0.276 Overall Maximum Deflections Load Combination E Only Vertical Reactions Load Combination Overall MAXimum Overall MiNimum D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D +D+0.70E +D+0.750L+0.5250E +0.60D+0.70E Lr Only L Only E Only Span Max. "-' Defi Location in Span Load Combination Max. +' Defi Location in Span 1 0.0392 3.000 0.0000 0.000 Support notation: Far left is # Values in KIPS Support 1 Support 28.948 2.400 9.698 12.773 12.098 13.804 12.004 5.819 28.948 26.442 25.069 2.400 3.075 27.500 4.41 Beam Calculations - Drive Tunnel #1 11313 (MF- 4) Uniform Loads D(psf) L(psf) Lr(psf) Trib(fl) X Start (It) X End (ft) Ext Wall 18 0 0 20 18.75 23.5 Floor 24 40 0 6.5 18.75 23.5 Beam Weight 59.84 0 0 1 0 23.5 Deck 46 60 0 3 0 5 Floor 24 40 0 1.33 0 23.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Bi - j 29088 24606 1536 1 1 5 B7 - j 22016 21898 1484 1 1 18.75 Deck 46 60 0 4.75 10 5 Roof 19 0 20 4.75 5 5 Gov. Load Combo Main Span 1.2 D + 1.6 L +.5 Lr V0 = 82733 lb M. = 405556 ft-lb 23.5 ft 31367 lbs D 27671 lbs 58962 lbs TL (max) 52815 lbs 31367 lbs TL(min) 27671 lbs Select WI 8X60 Gr 50 LP = 5.93' [AISC F2-5 Lr = 18.22' [AISC F26] 4b=0.9 = 1.0 Unity Check Lb (ft) M,(ft-kip) M0/bxM0 V,, V I4.xV0 Deflection (in) D L Span /L IL Span/TL Main Span 0.0 513 0.88 229 0.36 Main Span Max 0.56 0.53 530 1.09 259 Min 0.00 0.00 0 0.00 0 1814 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 6.8 I Roof 15 0 20 1 0 6.8 I Floor 24 40 0 7.25 0 6.8 I Gov. Load Combo Main Span /j\ 6.8 ft /J\ D + L 1867 lbs D 1867 lbs V = 2049 lb 2853 lbs TL (max) 2853 lbs M=4850ft-lb 1867 lbs TL(min) 1867 lbs I Select: 6xI2 DF#I Fb(psi) F(psi) E(psi) CD Cr Cr Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M0(ft-lb) M / M0 V0 V / V0 Deflection (in) L Span IL TL Span/TL Main Span 13638 0.36 7168 0.29 Main Span Max 0.01 6103 0.04 2202 Min 0.00 0 0.00 0 4.42 Beam Calculations - Drive Tunnel #1 B15 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) lntWall 10 0 0 30 0 6.8 I Corridor 25 100 0 9 0 6.8 I Floor 24 40 0 17.75 0 6.8 I Roof 19 0 20 17.5 0 6.8 I Beam Weight 14.3 0 0 1 0 6.8 I I Gay. Load Combo Main Span /J\ 6.8 ft /J\ D + L 4413 lbs D 44131b5 V = 7343 lb 9887 lbs TL (max) 9887 lbs 4413 lbs TL(min) 4413 lbs M=16808ft-lb I Select: 5.1/8x11.1/4*GLB.24F Fb(pSi) F(psi) E(psi) CD Cr CF CVOICL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M Va V / V Deflection (in) L Span / L TL Span/TL Main Span 21621 0.78 10186 0.72 Main Span Max 0.09 947 0.14 570 Min 0.00 0 0.00 0 IB16 Uniform Loads D(psf) L(psf) Lr(psf) Trib(fi) X Start (ft) X End (ft) Ext Wall 18 0 0 30 0 21.5 Corridor 25 100 0 9 0 21.5 Roof 19 0 20 9 0 21.5 Beam Weight 34 0 0 1 0 21.5 Gov. Load Combo Main Span /J\ 21.5 ft /J\ 1.2 D + 1.6 L +.5 Lr 10428 lbs D 10428 lbs V = 28961 lb 20103 lbs TL (max) 20103 lbs /J\ M0 = 155663 ft-lb 10428 lbs TL(min) 10428 lbs Select W1 4X34 Gr 50 Lp = 5.40 [AISC F2-5] Lr = 15.56'[ AISC 1726] 4b=0.9 'fry = 1.0 Unity Check Lb (ft) M(11-kip) M, 'b x M V . /4. x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 228 0.76 122 0.24 Main Span Max 0.47 0.53 490 1.00 258 Min 0.00 0.00 0 0.00 0 4.43 Beam Calculations - Drive Tunnel #1 BI (WI CANT FOR REACTION) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 25 40 0 20.25 0 30.333 Floor 25 40 0 5.75 0 26.75 mt Wall 10 0 0 30 0 26.75 Beam Weight 75.82 0 0 1 0 30.333 Ext Wall 18 0 0 30 26.75 30.333 Deck 46 60 0 2 26.75 30.333 Ext Wall 18 0 0 30 30.333 33.333 Floor 24 40 0 20.25 30.333 33.333 Deck 46 60 0 2 30.333 33.333 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) mt Wall 10 0 0 5.8 30 15.333 Floor 25 40 0 5.8 1.333 15.333 Floor 25 40 0 5.8 26 15.333 Other 1200 0 1600 1 1 33.333 Other 2200 2200 0 1 1 33.333 2200 2200 0 1 1 33.333 B8 - j 307 191 0 1 1 33.333 B9 - i 6787 550 2200 1 1 33.333 Gov. Load Combo Main Span Cantilever Span 30.3 ft 3.0 ft 1.2D+ 1.6L+.5Lr 1.2D+1.6L+.5Lr 16997 lbs D 365451bs V = -54734 lb V0 = 33729 lb 35883 lbs TL (max) 63730 lbs 1 M = 417003 ft-lb M, = -88808 ft-lb 16230 lbs TL(min) 36545 lbs Select W8XI 3 Gr 50 Lp = 9.36'[ AISC F2-5] Lr = 30.36' [AISC F26] 4b0.9 = 1.0 Unity Check Lb (fi) M0(ft.kip) M0 Il)b x Mn V,, V0 /0, x Vn Deflection (in) D L Span / L TL Span/TL Main Span 0.0 879 0.53 301 0.18 Main Span Max 0.42 0.51 708 0.93 391 Min 0.00 -0.06 5848 0.00 103421 88 Cant Span 0.0 879 0.53 301 0.11 Cant Span Max 0.03 0.03 1058 0.00 0 Mm -0.11 -0.16 225 -0.27 132 BI (WI CANT FOR REACTION) Subjected to Seismic Load Source 00 0.7E(oD K X1(ft) X2 (ft) 3 16700.0 33.3 0.0 Gov. Load Combo Main Span Cantilever Span 30.3 ft 3.0 ft (1.2+0.2SDs)D - Omega E + fi * L (1.2+0.2SDs)D + Omega E + fi * -18.35 K +0.7 * E 18.35 K L V0 = 95.69 K V, = 95.69 K M0= 482 ft-K M0= 271.51 ft-K Unity check M0(fl-kip) M, / 4, Mn V. (kip) Main Span 879 0.61 301 Cant Span 879 0.34 301 18.35 K -0.7 * E -18.35 K V0 /4, V. 0.32 0.32 4.44 Beam Calculations - Drive Tunnel #1 B7 (W/ CANT FOR REACTION) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (fl) mt Wall 10 0 0 30 0 3033 Floor 24 40 0 26.25 0 30.33 Beam Weight 75.82 0 0 1 0 30.33 Floor 24 40 0 20.625 30.333 33.333 Ext Wall 18 0 0 30 30.333 33.333 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B6 - i 3758 4806 0 1 1 17.5 Roof 19 0 20 5.5 15 29 Floor 24 40 0 5.5 5.75 29 Ext Wall 18 0 0 5.5 10 29 B9 - j 6787 550 2200 1 1 33.333 B10 - i 184 0 56 1 1 33.333 Gov. Load Combo Main Span Cantilever Span /j\ 30.3 ft 3.0 ft 1.2 D + 1.6 L + .5 Lr 1.2 D + .5 L+ 1.6 Lr 16144 lbs D 31513 lbs V = -57925 lb V = 17952 lb 34156 lbs TL (max) 54621 lbs M. = 396258 ft-lb M = -44195 ft-lb 15844 lbs TL(min) 33090 lbs Select WI 8X86 Gr 50 LP = 9.29'[ AISC F2-5] Lr = 28.57' AISC F26] 4b0.9 4 = 1.0 Unity Check Lb (11) M(ft-kip) M Ib x M V V I x Va Deflection (in) D L Span / L TL Span/TL Main Span 0.0 775 0.57 265 0.22 Main Span Max 0.47 0.56 645 1.03 353 Min 0.00 -0.03 13082 0.00 943079 Cant Span 0.0 775 0.57 265 0.07 Cant Span Max 0.02 0.02 2372 0.00 0 Mm -0.14 -0.18 200 -0.32 112 B7 (WI CANT FOR REACTION) Subjected to Seismic Load Source Q00.7E(o1) K XI(ft) X2 (ft) 3 15700.0 33.3 0.0 Gov. Load Combo Main Span Cantilever Span /J\ 30.3 ft 3.0 ft (1.2+0.2SDs)D - Omega E + fi * L (1.2+0.2SDs)D + Omega E + fi * -17.25 K +0.7 * E 17.25 K L V. = -89.5 K V. = 80.98 K 17.25 K -0.7 * E -17.25 K M,,= 453.85 ft-K M,,= 234.06 ft-K Unity Check M(ft-kip) M. M. V(kip) V, V. Main Span 775 0.65 265 -0.34 Cant Span 775 0.34 265 0.31 4.45 4.46 10 2 :1T FB1 1] :r:_____ IIII 1:11 1111 JrTII II•IIi 11111 II•iI 1111 LEASING 2ND FL FRAMING KEY PLAN 4.47 Beam Calculations - LEASING BI Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 16.33 0 7 I lntWall 10 0 0 20 0 7 I I Beam Weight 13.6 0 0 1 0 11 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ii) X (ft) Floor 24 40 0 16.33 2 7 Gov. Load Combo Main Span /j\ 11.0 ft D + L 3185 lbs D 1892 lbs V = 5676 lb 6778 lbs TL (max) 4178 lbs 3185 lbs TL(min) 1892 lbs I M=18246ft-lb I Select: 5.1I8x 11.1I4*GLB24F Fb(pSi) F(psi) E(psi) CD Cr CF CvorCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / Ma V. V / Va Deflection (in) L Span / L TL Span/TL Main Span 21621 0.84 10186 0.56 Main Span Max 0.19 691 0.35 374 Min 0.00 0 0.00 0 [B2 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Int Wall 10 0 0 20 0 32 Floor 24 40 0 20 0 32 Beam Weight 6 0 \ 0 1 0 32 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (Ii) X (ft) Bi - j 1892 2286 0 1 1 17 Floor 24 40 0 16.33 2 17 Gov. Load Combo Main Span 1.2D+ 1.6L+.5Lr V0 =-384111b /{'\ Ma = 339549 ft-lb /J\ 32.0 ft /J\ 12230 lbs D 12398 lbs 26714 lbs TL (max) 27106 lbs 12230 lbs TL(min) 12398 lbs Select W1 8X76 G 50 LP = 9.22'[ AISC F25] Lr = 27.08'[ AISC F26] 46=O.9 4 = i.e Unity Check Lb (ft) M(ft-kip) M,/4bXM V, V 0 /..xV0 Deflection (in) D Main Span 0.0 679 0.56 235 0.16 Main Span Max 0.50 Min 0.00 L Span / L TL Span/TL 0.60 641 1.10 349 0.00 0 0.00 0 4.48 Beam Calculations - LEASING 83 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (Ii) Ext Wall 18 0 0 20 0 8.75 I I Floor 24 40 0 7.25 0 8.75 I Roof 19 0 20 15 0 8.75 I I Beam Weight 14.9 0 0 1 0 8.75 I I Gov. Load Combo Main Span 1 8.8 ft 0 + .75(L + Lr) 3648 lbs D 3648 lbs V = 4361 lb 5584 lbs TL (max) 5584 lbs /N 3648 lbs TL(min) 3648 lbs M=12214ft-lb Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M I M V V / V Deflection (in) L Span IL TL Span/TL Main Span 13638 0.90 7168 0.61 Main Span Max 0.07 1505 0.17 624 Min 0.00 0 0.00 0 B4 Uniform Loads D(psf) L(pst) Lr(psf) Trib(ft) X Start (ft) X End (ft) Int Wall 10 0 0 20 0 11.6 I Floor 24 40 0 14.5 0 11.6 I I Beam Weight 13.6 0 0 1 0 11.6 I I Gov. Load Combo Main Span /J\ 11.6 ft D + L 3257 lbs D 3257 lbs V = 5622 lb 6621 lbs TL (max) 6621 lbs 3257 lbs TL(min) 3257 lbs M=19201ft-lb Select: 5.1I8x11.1I4*G1LB24F Fb(psi) F6(psi) E(psi) CD Cr CF CvOrCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft!b) M / M V V / V Main Span 21621 0.89 10186 0.55 Deflection (in) L Span / L TL Span/TL Main Span Max 0.22 645 0.42 328 Min 0.00 0 0.00 0 4.49 Beam Calculations - LEASING 135 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 11.6 I I Beam Weight 13.6 0 0 1 0 11.6 I I Deck 46 60 0 8 0 11.6 I I Floor 24 40 0 6.25 0 11.6 I I Roof 19 0 20 17 0 11.6 I I Gov. Load Combo Main Span 11.6 ft D + .75(L + Lr) 7045 lbs D 7045 lbs V = 9430 lb 11699 lbs TL (max) 11699 lbs /I\ 7045 lbs TL(min) 7045 lbs M = 33927 ft-lb Select: 6.314x13.II2 GLB-24F Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M0(ft-lb) M / M0 V0 V / V0 Deflection (in) L Span / L TL Span/TL Main Span 41006 0.8316099 0.59 Main Span Max 0.17 796 0.37 373 Min 0.00 0 0.00 0 [B6 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) lrtt Wall 10 0 0 20 0 10.5 Floor 24 40 0 6.875 0 10.5 Floor 24 40 0 5.75 0 26.25 Deck 46 60 0 1.33 26.25 32 Roof 19 0 20 1 26.25 32 tnt Wall 10 0 0 20 14 32 Floor 24 40 0 6.875 14 32 Floor 24 40 0 6.875 0 32 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B4 - i 3257 3364 0 1 1 15 B5 - I 7045 4234 1972 1 1 26.25 Floor 24 40 0 6.875 1.75 10.5 Floor 24 40 0 6.875 1.75 14 Gov. Load Combo Main Span /J\ 32.0 ft /J\ 1.2 D + 1.6 L + .5 Lr 13222 lbs D 17423 lbs V0 = -48560 lb 28173 lbs TL (max) 34167 lbs M. = 371419 ft-lb /j\ 13222 lbs TL(min) 17423 lbs Select WI 8X86 Gr 50 L = 9.29' [AISC F2-5] Lr = 28.57' [AISC F2-6] b0.9 = 1.0 Unity Check Lb (ft) M0(ft-kip) M. /b x M. V,, V /, x V Deflection (in) D L Span / L TL Span/TL Main Span 0.0 775 0.53 265 0.18 Main Span Max 0.52 0.58 658 1.10 348 Min 0.00 0.00 0 0.00 0 4.50 Beam Calculations - LEASING B7 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 3.5 0 8.75 I I Deck 46 60 0 4.1 0 8.75 I I Beam Weight 9.7 0 0 1 0 8.75 I Gov. Load Combo Main Span /j\ 8.8 ft D + L 1143 lbs D 1143 lbs V = 1902 lb 2219 lbs TL (max) 2219 lbs 1143 lbs TL(min) 1143 lbs M=4855ft-lb Select: 6x8 DF#1 Fb(psl) F(psi) E(psi) Co Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / Ma Va V/Va Deflection (in) L Span / L TL Span/TL Main Span 5156 0.94 4675 0.41 Main Span Max 0.10 1001 0.22 486 Min 0.00 0 0.00 0 4.51 1 Beam Calculations - LEASING IB8 (M1) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (if) Ext Wall 18 0 0 20 0 13.75 Floor 24 40 0 1.33 0 13.75 Roof 19 0 20 16.5 0 13.75 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (if) 132 - j 12398 14708 0 1 1 0 B6 - j 17078 16744 1722 1 1 13.75 Gov. Load Combo Main Span /j\ 13.8 ft 1.2 D + .5 L + 1.6 Lr 17248 lbs D 21928 lbs V = -55684 lb 32322 lbs TL (max) 39038 lbs 1 M = 33111 ft-lb 17248 lbs TL(min) 21928 lbs Select W1 4X30 Gr 50 LP = 5.26'[ AISC F2-5 j Lr = 14.85' [AISC F26] 4b=0.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M Itlb x M0 Vn V,, /4. x V. Deflection (in) D L Span! L TL Span/TL Main Span 0.0 197 0.19 112 0.50 Main Span Max 0.07 0.04 4518 0.10 1591 Min 0.00 0.00 0 0.00 0 B8 (MF-1) Subjected to Seismic Load Source no0.7Eoi) K X1(ft) X2 (if) 0.0 3 4150.0 3.4 Gov. Load Combo Main Span (1.2+0.2SDs)D + Omega E + fi * L V= 43.93 K M= 63.34 ft-K Unity Check M0(ft-kip) M. / 4 M, V(kip) Main Span 197 0.36 112 /J\ 13.8 ft -1.03 K +0.7 * E 1.03 K 1.03 K -0.7 *E -1.03 K Vu /l Vn 0.39 4.52 Beam Calculations - LEASING Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 24 0 8.75 I Floor 24 40 0 5.75 0 8.75 I I Beam Weight 17.9 0 0 1 0 8.75 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ti) B4 - i 3257 3364 0 1 1 5 Gov. Load Combo Main Span /j\ 8.8 ft 0 + L 3968 lbs D 4433 lbs V = -6578 lb 6416 lbs IL (max) 1362 lbs 3968 lbs TL(min) 4433 lbs M=21856ft-lb Select: 6.3I4x11.1I4*GLB24F Fb(psl) F(psi) E(psi) Co Cr CF CVOrCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(fl-lb) M / M V V / Va Deflection (in) L Span IL TL Span/TL Main Span 28477 0.77 13416 0.49 Main Span Max 0.08 1386 0.18 575 Min 0.00 0 0.00 0 B9 Subjected to Seismic Load Source no0.7E (k) XI(ft) X2 (ft) 3 5250.0 6.0 0.0 3 3370.0 0.0 8.3 Gov. Load Combo Main Span (1.0+0.14SDs)D +.7 * Omega E V = 15926 lb M37717ft-lb /f\ 8.8 ft -423 lbs +0.7 * E 3600 lbs 423 lbs -0.7 * E -3600 lbs Unity Check Ma(ft-lb) M/(1.2 * 1.6 *Ma ) Va(lb) V /(1.2 * 1.6 * Va) Main Span 28477 0.69 13416 0.62 4.53 Beam Calculations - LEASING BIO Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 8.75 I I Floor 24 40 0 6.5 0 4 I I Deck 46 60 0 0.67 4 8.75 I I Beam Weight 17.9 0 0 1 0 8.75 I I Ext Wall 18 0 0 3.5 4 8.75 I I Point Loads D(psf) L(psf) - Lr(psf) Trib D(ft) Trib W (ft) X (ft) B5 - j 7045 4234 1972 1 1 4 Gov. Load Combo Main Span /j\ 8.8 ft D + .75(L + Lr) 6080 lbs D 5341 lbs V = 8427 lb 9247 lbs TL (max) 7752 lbs /I\ 6080 lbs TL(min) 5341 lbs I M=31158ft-lb Select: 5.118x13.112 GLB-24F Fb(pSi) F(psi) E(psi) Co Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M / Ma Va V / Va Main Span 31134 1.00 12223 0.69 Deflection (in) L Span / L TL Span/TL Main Span Max 0.09 1196 0.21 496 Min 0.00 0 0.00 0 BIO Subjected to Seismic Load Source no 0.7E (k) X1(ft) X2 (ft) 3 3370.0 0.5 0.0 Gov. Load Combo Main Span /j'' 8.8 ft /J\ (1.0+0.105SDs)D + 0.525 Omega E -193 lbs +0.7 * E 193 lbs + 0.75*(L+Lr) V = 16734 lb 193 lbs -0.7 * E -193 lbs M=35460 ft-lb Unity Check Ma(ft1b) M/(1.2 * 1.6 *Ma) Va(Ib) V 1(1.2 * 1.6 * Va) Main Span 31134 0.59 12223 0.71 4.54 Beam Calculations - LEASING 1B1 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 8.875 0 11.25 Roof 19 0 20 20.5 0 37.25 Corridor 25 100 0 9 0 37.25 Int Wall 10 0 0 30 0 37.25 Floor 24 40 0 7.75 24.75 37.25 Beam Weight 165.92 0 0 1 0 37.25 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B2 - i 12230 14484 0 1 1 11.25 B6 - i 13222 14950 365 1 1 24.75 Gov. Load Combo Main Span 1.2 0 + 1.6 L + .5 Lr V, = 103992 lb M, = 1027800 ft-lb T 37.3 ft '1" 35521 lbs D 34898 lbs 71450 lbs TL (max) 69796 lbs 35521 lbs TL(min) 34898 lbs Select W21X182 Gr 50 LP 10.60'[ AISC F2-5] Lr = 42.67' [ AISC F26] 4b 0.9 = 1.0 Unity Check Lb (ft) M(ft-kip) M. /4b X M V V Ip, xV. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 1983 0.58 565 0.18 Main Span Max 0.66 0.80 562 1.45 308 Min 0.00 0.00 0 0.00 0 Bli Subjected to Seismic Load Source 000.7E(or) K XI(ft) X2 (ft) 3 1.1 0.0 0.3 3 -1.1 0.0 0.3 Gov. Load Combo Main Span 37.3 ft (1.2+0.2SDs)D - Omega E + fi * L 0.0 K +0.7 * E 0 K V.. =6593K O K -0.7 * E 0 K M= 854.99 ft-K Unity Check M(ft-kip) M'. M. V. (kip) V, /V, Main Span 1983 0.48 565 0.12 4.55 FITNESS 2ND FL FRAMING KEY PLAN 4.56 Beam Calculations - FITNESS 1 131. Uniform Loads D(psf) L(psf Lr(psf) Trib(ft) X Start (Ii) X End (ft) mt Wall 10 0 0 30 0 12.5 I Floor 24 40 0 16.5 0 12.5 I Floor 24 40 0 9 0 12.5 I I mt Wall 10 0 0 30 5.33 12.5 I I Beam Weight 27.9 0 0 1 0 12.5 I I Gov. Load Combo Main Span /J\ 12.5 ft /J\ D + L 6491 lbs D 7408 lbs V=-110661b 12866 TL (max) 13783 lbs lbs I M = 42063 ft-lb I 6491 lbs TL(min) 7408 lbs Select: 8.314x13.112 GLB-24F Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 0.98 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span! L TL Span/TL Main Span 52345 0.80 20869 0.53 Main Span Max 0.17 865 0.37 411 Min 0.00 0 0.00 0 jB2 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (II) X End (ft) IntWall 10 0 0 25 0 7 Floor 24 40 0 8.5 0 7 Beam Weight 13.6 0 0 1 0 7 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ii) Beam 1061 1600 0 1 1 4.75 UNIT lB BM - j 926 1421 0 1 1 4.75 Gov. Load Combo Main Span D+L V = -5451 lb M = 11962 ft-lb Select: 5.1 I8x11.1 /4* GLB-24F Fb(psi) F(psi) E(psi) Co Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft1b) M / Ma Va V / Va Main Span 21621 0.55 10186 0.54 Deflection (in) L Span! L TL Span/TL Main Span Max 0.05 1854 0.09 964 Min 0.00 0 0.00 0 4.57 11, 7.0 ft 2275 lbs D 2985 lbs 4436 lbs TL (max) 6225 lbs 2275 lbs TL(min) 2985 lbs Beam Calculations - FITNESS B3-L Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 7.5 I I Floor 24 40 0 9.5 0 7.5 I Floor 24 40 0 20 0 7.5 I Beam Weight 12.7 0 0 1 0 7.5 I I Gov. Load Combo Main Span /J' 7.5 ft /]\ D + L 3828 lbs D 3828 lbs V = 8253 lb 8253 lbs TL (max) 8253 lbs 3828 lbs TL(min) 3828 lbs M= 15474 ft-lb Select: 5.1I8x11.1I4*GLB24F Fb(psl) F(psi) E(psi) CD CrCr CVOrCL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 21621 0.72 10186 0.81 Main Span Max 0.08 1173 0.14 629 Min 0.00 0 0.00 0 IB3 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Int Wall 10 0 0 27 0 3.25 Floor 24 40 0 9.5 0 1.5 Floor 24 40 0 20 0 3.25 Floor 24 40 0 16.25 1.5 3.25 Floor 24 40 0 5.5 3.25 10 Beam Weight 26.01 0 0 1 0 10 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (Ii) B2 - j 2985 3240 0 1 1 3 Beam 3509 4403 23 1 1 3 Gov. Load Combo Main Span /J\ . 10.0ft 1.2 D + 1.6 L+ .5 Lr 7855 lbs D 3252 lbs V, = 24511 lb 17278 lbs TL (max) 7264 lbs /J\ M,, = 58911 ft-lb 7855 lbs TL(min) 3252 lbs Select W8X13 Gr 50 L6 = 5.33' (AISC F2-5] Lr = 14.88' [AISC F2-61 46=0.9 4' = 1.0 Unity Check Lb (ft) M(ft-kip) Mu /4b X Mn Vn V. IXV Deflection (in) D Main Span 0.0 155 0.42 84 0.29 Main Span Max 0.05 Min 0.00 4.58 L Span! L TL Span/TL 0.06 2130 0.10 1167 0.00 0 0.00 0 Beam Calculations - FITNESS IB4 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 1.25 Floor 24 40 0 18 0 1.25 Beam Weight 14.9 0 0 1 0 10 mt Wall 10 0 0 30 4.75 10 Floor 24 40 0 18 4.75 10 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 18 2.5 1.25 Floor 24 40 0 18 2.5 4.75 B21 - j 2254 1875 913 1 1 9.75 Gov. Load Combo Main Span D + L Unity Check Ma(ft-lb) M/ M V V/Va Deflection (in) L Span I L TL Span/TL Main Span 28477 0.70 13416 0.86 Main Span Max 0.13 913 0.24 499 Min 0.00 0 0.00 0 lB Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) 10.0 ft 3509 lbs D 5812 lbs V=-115641b 79121b5 TL(max) 115641bs M 19873ft-lb 3509 lbs TL(min) 5812 lbs = I Select: 6.314x11.114* GLB-24F Fb(psl) F(psi) E(psi) Co Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Int Wall 10 0 0 25 6 15.5 Floor 24 40 0 5.8 6 30 nt Wall 10 0 0 25 27.5 30 80 0 0 1 0 30 Beam Weight 182.24 0 0 1 0 30 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B2 - i 2275 2161 0 1 1 15.5 B16 - j 783 1137 0 1 1 19 B3-R - j 3252 4012 7 1 1 26 B21 - i 2254 1875 913 1 1 29.25 B6 - j 2490 2280 0 1 1 5.75 B7 - j 6835 5721 0 1 1 5.75 Gov. Load Combo Main Span 1.2 D+ 1.6 L + .5 Lr V. = -38709 lb M. = 258905 ft-lb 30.0 ft 16234 lbs D 15863 lbs 26972 lbs TL (max) 27879 lbs 16234 lbs TL(min) 15863 lbs Select W21X182 Gr 50 LP = 10.60' [AISC F2-5] Lr = 42.67' [AISC F26] 4b0.9 = i.e Unity Check Lb (ft) M(ft-kip) M. I4b x Mn V- V,, Id1. x V,, Deflection (in) D Main Span 0.0 1983 0.15 565 0.07 Main Span Max 0.13 Min 0.00 L Span I L TL Span/TL 0.09 3825 0.23 1578 0.00 0 0.00 0 4.59 Beam Calculations - FITNESS 136 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (if) X End (if) Ext Wall 18 0 0 27 0 4 I I Floor 24 40 0 19.5 0 4 I I Deck 46 60 0 6 0 4 I I Beam Weight 14.9 0 0 1 0 4 I I Gov. Load Combo Main Span /[\ 4.0 ft /f\ D + L 2490 lbs D 2490 lbs V = 2484 lb 4770 lbs TL (max) 4770 lbs 2490 lbs TL(min) 2490 lbs M=4770ft-lb I Select: 6x12 DF#1 Fb(pSi) F6(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(if-lb) M / M0 V V / Vj, Deflection (in) L Span / L TL Span/TL Main Span 13638 0.35 7168 0.35 Main Span Max 0.01 8156 0.01 3898 Min 0.00 0 0.00 0 i 7 I Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (if) X End (if) Ext Wall 18 0 0 27 0 11.5 I I Deck 46 60 0 8.25 0 11.5 I Floor 24 40 0 12.5 0 11.5 I I Beam Weight 23.2 0 0 1 0 11.5 I I Gov. Load Combo Main Span /]\ 11.5 ft D + L 6835 lbs D 6835 lbs V12556lb 12556 TL (max) 12556 lbs lbs M = 36099 ft-lb I 6835 lbs TL(min) 6835 lbs Select: 10.3I4x11.1I4*GLB24F Fb(pSi) F(psi) E(psi) Co Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.99 Unity Check M(if-lb) M / M V V / V Main Span 45017 0.80 21366 0.59 Deflection (in) L Span / L TL Span/TL Main Span Max 0.17 809 0.37 369 Min 0.00 0 0.00 0 4.60 Beam Calculations - FITNESS {B8 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (II) Ext Wall 18 0 0 30 0 12.75 Deck 46 60 0 7.875 0 12.75 Floor 24 40 0 13.67 0 12.75 Beam Weight 18.9 0 0 1 0 12.75 Gov. Load Combo Main Span IT 12.8 ft 1.2 D + 1.6 L + .5 Lr 7964 lbs D 7964 lbs V = 19953 lb 14462 lbs TL (max) 14462 lbs M, = 63599 ft-lb 7964 lbs TL(min) 7964 lbs Select W8X13 Gr 50 LP = 9.08'[ AISC F2-5] Lr = 36.61'[ AISC 1726] 4b=0.9 = 1.0 Unity Check Lb (ft) M,,(ft-kip) M,, I4b x M V, V,, /4,. x V Deflection (in) D L Span! L TL Span/TL Main Span 0.0 311 0.23 129 0.16 Main Span Max 0.08 0.06 2497 0.14 1122 Min 0.00 0.00 0 0.00 0 !:B8 Subjected to Seismic Load Source 000.7E(oT) K XI(ft) X2 (ft) 3 19500.0 3.8 0.0 Gov. Load Combo Main Span /J\ 12.8 ft /J\ (1.2+0.2SDs)D + Omega E + fi * L -5.74 K +0.7 * E 5.74 K V. = 71.82 K 5.74 K -0.7 * E -5.74 K M= 263.87 ft-K /f\ Unity Check M(ft-kip) M, / M V(kip) V, /0 V0 Main Span 311 0.94 129 0.56 4.61 Beam Calculations - FITNESS B9 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Ext Wall 18 0 0 60 0 5.5 mt Wall 10 0 0 60 5.5 29 Deck 46 60 0 4 0 5.5 Floor 24 40 0 6.3 3 29 Floor 24 40 0 5.75 5.5 29 Floor 24 40 0 16 16.5 29 Floor 24 40 0 16.5 18.5 29 Beam Weight 96.9 0 0 1 0 29 Point Loads D(psf) L(psf) Lr(pst) Trib D(ft) Trib W (ft) X (ft) Beam 7964 6498 0 1 1 3 B7 - i 2490 2280 0 1 1 5.5 Beam 1061 1600 0 1 1 18.5 B17 - j 552 702 0 1 1 16.5 Gov. Load Combo Main Span 1.2 D + 1.6 L +.5 Lr V = -63098 lb M, = 395803 ft-lb 1 29.0 ft /f\ 28054 lbs D 24007 lbs 45910 lbs TL (max) 45438 lbs 28054 lbs TL(min) 24007 lbs Select WI 8X97 Gr 50 LP = 9.36'[ AISC F2-5] Lr = 30.36- (AlSC F261 4b=0.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M/bxM Vn V. /4 xV Deflection (in) D L Span /L TL Span/TL Main Span 0.0 879 0.50 301 0.21 Main Span Max 0.50 0.38 916 0.88 397 Min 0.00 0.00 0 0.00 0 139 Subjected to Seismic Load Source no 0.7E(ol) K XI(ft) X2 (ft) 3 5740.0 3.0 0.0 Gov. Load Combo Main Span 29.0 ft (1.2+0.2SDs)D + Omega E + fi * L -0.59 K +0.7 * E 0.59 K V = 68.43 K 0.59 K -0.7 * E -0.59 K M=387.14ft-K Unity Check M(fi-kip) M. / d? M. V. (kip) V. / v,, Main Span 879 0.49 301 0.23 4.62 Beam Calculations - FITNESS BIO Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 3.75 I I Floor 24 40 0 8.75 0 3.75 I I Beam Weight 14.9 0 0 1 0 3.75 I I Gov. Load Combo Main Span /j\ 3.8 ft D + L 984 lbs D 984 lbs V = 802 lb 1640 lbs TL (max) 1640 lbs 984 lbs TL(min) 984 lbs M= 1537 ft-lb Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) Co Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity C4eck M(fi-lb) M / M Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.11 7168 0.11 Main Span Max 0.00 32260 0.00 12905 Min 0.00 0 0.00 0 IBh1 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (Ii) Int Wall 10 0 0 30 0 7.5 I Floor 24 40 0 19.6 0 7.5 I I Beam Weight 14.9 0 0 1 0 7.5 I - Gov. Load Combo Main Span /J\ 7.5 ft D + L 2945 lbs D 2945 lbs V = 4381 lb 5885 lbs TL (max) 5885 lbs 2945 lbs TL(min) 2945 lbs M=11034ft-lb Select: 6x12 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M / Ma Va Vt Va Deflection (in) L Span / L TL Span/TL Main Span 13636 0.81 7168 0.61 Main Span Max 0.05 1799 0.10 899 Min 0.00 0 0.00 0 4.63 Beam Calculations - FITNESS B12 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 18 Floor 24 40 0 11.2 0 18 Floor 24 40 0 17.33 6.33. 18 Beam Weight 29.886 0 0 1 0 18 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Beam 984 656 0 1 1 6.33 Bil - i 984 656 0 1 1 8.2 Gov. Load Combo Main Span /J\ 18.0 ft /]\ 1.2 D+ 1.6 L + .5 Lr 8135 lbs D 9463 lbs V = -27419 lb 15572 lbs TL (max) 19492 lbs M. = 123515 ft-lb 8135 lbs TL(min) 9463 lbs Select W8X13 Gr 50 LP = 5.37'[ AISC F2-5] Lr = 15.60 [AISC F2-6] 4b=0.9 4 = 1.0 Unity Check Lb (11) M(fi-kip) Mti /4bxM. Vn V u /4xV Deflection (in) D L Span /L TL Span/TL Main Span 0.0 180 0.76 96 0.29 Main Span Max 0.36 0.36 593 0.73 296 Min 0.00 0.00 0 0.00 0 [B13 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) lntWall 10 0 0 30 0 11 Floor 24 40 0 10.66 0 11 Beam Weight 18.938 0 0 1 0 11 Point Loads D(pst) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Beam 8135 7437 0 1 1 7.25 Gov. Load Combo Main Span /J\ 11.0 ft 1.2 D+ 1.6 L+ .5 Lr 5935 lbs D 8523 lbs V = -21823 lb 10815 lbs TL (max) 15770 lbs M0 = 72188 ft-lb 5935 lbs TL(min) 8523 lbs Select W8X13 Gr 50 LP = 2.90'[ AISC F2-5] Lr = 8.61'[ AISC F26] bO.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M0 ')b x M V V • x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 103 0.78 88 0.25 Main Span Max 0.14 0.12 1105 0.26 509 Min 0.00 0.00 0 0.00 0 4.64 Beam Calculations - FITNESS Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 30 0 3.5 mt Wall 10 0 0 30 3.5 18 Deck 46 60 0 2 0 3.5 Floor 24 40 0 16.5 0 11.5 Floor 24 40 0 2 11.5 29.75 Floor 24 40 0 6.1 3.5 29.75 Beam Weight 86.02 0 0 1 0 29.75 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Beam 7964 6498 0 1 1 3.5 B13 - j 9463 10029 0 1 1 11.6 Beam 984 656 0 1 1 18 B17 - i 2474 3136 0 1 1 17 Beam 845 675 0 1 1 17 UNIT 1A BM - i 845 675 0 1 1 17 Gov. Load Combo Main Span /J\ 29.8 ft /J\ 1.2 D + 1.6 L + .5 Lr 26751 lbs D 14218 lbs V, = 70238 lb 50577 lbs TL (max) 27936 lbs M. = 479685 ft-lb 26751 lbs TL(min) 14218 lbs Select WI 8X86 Gr 50 LP = 9.29'[ AISC F2-5] Lr = 28.57' [AISC F2-6] 4b=0.9 4v = 1.0 Unity Check Lb (ft) M(ft-kip) M,, /b x M. V, V. /,. x V Deflection (in) D L Span / L TL Span/TL Main Span 0.0 775 0.69 265 0.27 Main Span Max 0.59 0.56 641 1.15 311 Min 0.00 0.00 0 0.00 0 B14 Subjected to Seismic Load Source no 0.7E(OT) K X1(ft) X2 (ft) 3 19500.0 3.5 0.0 Gov. Load Combo Main Span /j\ 29.8 ft (1.2+0.2SDs)D + Omega E + fi * L -2.29 K +0.7 * E 2.29 K V. = 120.31 K 2.29 K -0.7 * E -2.29 K M0= 592.84 ft-K Unity Check M0(ft-kip) M. / 4 M. V, (kip) V. / 4, V. Main Span 775 0.85 265 0.45 4.65 Beam Calculations - FITNESS Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 3.5 0 9 I Deck 46 60 0 2.5 0 9 I I Beam Weight 9.7 0 0 1 0 9 I I Gov. Load Combo Main Span /]\ 9.0 ft D + L 845 lbs D 845 lbs V = 1309 lb 1520 lbs TL (max) 1520 lbs 845 lbs TL(min) 845 lbs M=3419ft-lb Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / Va Deflection (in) L Span IL TL Span/FL Main Span 5156 0.66 4675 0.28 Main Span Max 0.07 1509 0.16 670 Min 0.00 0 0.00 0 INIT1ABM Uniform Loads D(pst) L(pst) Lr(psf) Trib(ft) X Start (It) X End (ft) I I 9.8 ft /J\ 926 lbs D 926 lbs V = 1888 lb 2347 lbs TL (max) 2347 lbs M= 5749 ft-lb 926 lbs TL(min) 926 lbs Select: 6x12 DF#1 Fb(psi) Fv(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.42 7168 0.26 Main Span Max 0.05 2179 0.09 1320 Min 0.00 0 0.00 0 Floor 24 Beam Weight 14.9 Gov. Load Combo 40 0 0 0 Main Span D + L 7.25 0 9.8 1 0 9.8 Beam Calculations - FITNESS Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 6.2 0 10.25 I Floor 24 40 0 1.5 10.25 13.5 I I Beam Weight 14.9 0 0 1 0 13.5 I Gov. Load Combo Main Span /J\ 13.5 ft /f\ D + L 1061 lbs D 783 lbs V=22671b 2661 lbs TL (max) 1919 lbs /I\ 1061 lbs TL(min) 783 lbs M=8601ft-lb Select: 6x12 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6 x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-Ib) M / Ma V V / V - Deflection (in) L Span / L TL Span/TL Main Span 13638 0.63 7168 0.32 Main Span Max 0.15 1085 0.25 651 Min 0.00 0 0.00 0 1816 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (Ii) Floor 24 40 0 1.33 0 11.5 I mt Wall 10 0 0 30 0 1.5 I Floor 24 40 0 6.4 0 1.5 I Beam Weight 14.9 0 0 1 0 11.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) UNIT 1BBM - 926 1421 0 1 1 1.5 UNIT 1 BM - i 926 1421 0 1 1 1.5 Gov. Load Combo Main Span /J\ 11.5 ft D + L 2516 lbs D 5551b5 V = 4876 lb 5652 lbs TL (max) 1257 lbs 2516 lbs TL(min) 555 lbs M=7567ft-lb Select: 6x12 DF#1 Fb(pSi) F6(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft1b) M / Ma Va V/Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.55 7168 0.68 Main Span Max 0.08 1798 0.14 1021 Min 0.00 0 0.00 0 4.67 Beam Calculations - FITNESS 817 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Floor 24 40 0 1.33 0 12.75 I I Beam Weight 14.9 0 0 1 0 12.75 I I Int WaIl 10 0 0 20 9.75 12.75 I I Floor 24 40 0 6.5 0 12.75 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) UNIT 1A BM - j 856 675 0 1 1 9.75 UNIT 1A BM - j 856 675 0 1 1 9.75 Coy. Load Combo Main Span /j\' 12.8ff D + L 1766 lbs D 3132 lbs V-54741b 4081 lbs TL (max) 6161 lbs 1766 lbs TL(min) 3132 lbs I M=16135ft-lb I Select: 5.1I8x11.1I4*GLB24F Fb(psi) F(psi) E(psi) CD Cr CF CvO1CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(fi-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 21621 0.75 10186 0.54 Main Span Max 0.23 664 0.43 355 Min 0.00 0 0.00 0 4.68 Beam Calculations - FITNESS 818 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (II) Deck 46 60 0 2.75 0 12.75 Deck 46 60 0 3.75 12.75 23 Deck 46 60 0 4 11.25 14.25 Deck 46 60 0 6.25 11.25 14.25 Roof 19 0 20 15 11.25 14.25 Ext Wall 18 0 0 27 11.25 14.25 Other 0 0 5.5 9 0 23 10 0 0 9 0 23 Beam Weight 165.92 0 0 1 0 23 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Beam 1543 765 1275 1 1 14.25 Beam 1670 857 569 1 1 11.25 Beam 1670 857 569 1 1 0 Beam 28054 17856 0 1 1 12.75 Deck 46 60 0 3 5.5 11.25 Deck 46 60 0 3 5.5 14.25 Gov. Load Combo Main Span /J\ 23.0 ft 1.2 D + 1.6 L + .5 Lr 22453 lbs D 24997 lbs V = -55524 lb 35736 lbs TL (max) 40284 lbs M = 509638 ft-lb /J\ 22453 lbs TL(min) 24997 lbs Select W21x166 Gr 50 Lp = 10.56'[ AISC F2-5] Lr = 39.88'[ AISC F26] 4b0.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M. /b x M V,, V,, /, x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 1800 0.31 506 0.11 Main Span Max 0.15 0.10 2705 0.25 1110 Min 0.00 0.00 0 0.00 0 4.69 Beam Calculations - FITNESS tB19 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 1.33 0 23 Other 0 0 5.5 10 0 23 Beam Weight 108.8 0 0 1 0 23 Point Loads D(psf) L(psf) Lr(pst) Tub D(ft) Trib W (ft) X (ft) B3-1- - j 3828 4425 0 1 1 10.5 B3-R - i 7855 9423 16 1 1 10.5 Bi - i 6491 6375 0 1 1 11.5 Gov. Load Combo Main Span 1.2 D + 1.6 L + .5 Lr = 31897 lb M =319403 ft-lb /j\ 23.0 ft 11213 lbs D 10197 lbs 22539 lbs TL (max) 20319 lbs 11213 lbs TL(min) 10197 lbs Select W1 4x82 Gr 50 LP = 8.76'[ AISC F25] Lr = 33.17 [AISC F2-61 4)b=O.9 0 = 1.0 Unity Check Lb (ft) M(ft-kip) Mu /~b X Mn V,. V, /.x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 579 0.61 219 0.15 Main Span Max 0.34 0.37 744 0.72 386 Min 0.00 0.00 0 0.00 0 B20 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 10.75 0 1.5 Corridor 25 100 0 9.75 0 4.7 Floor 24 40 0 0.666 0 4.7 Roof 19 0 20 18.5 0 4.7 mt Wall 10 0 0 30 0 4.7 Beam Weight 26.01 0 0 1 0 4.75 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (if) B12 - j 9463 10029 0 1 1 1.5 Gov. Load Combo Main Span 1.2 D+ 1.6 L+ .5 Lr V. = 26926 lb M0 = 35990 ft-lb 4.8 ft /J\ 9026 lbs D 5230 lbs 18810 lbs TL (max) 10828 lbs 9026 lbs TL(min) 5230 lbs Select W12x26 Gr 50 LP = 5.33'[ AISC F2-5] L1 = 14.88'[ AISC F2-6] 4b=0.9 4 = 1.0 Unity Check Lb (11) M(ft-kip) M. /b x M V v i xV. Deflection (in) D L Main Span 0.0 155 0.26 84 0.32 Main Span Max 0.01 0.01 Min 0.00 0.00 Span / L TL Span/TL 6905 0.02 3728 0 0.00 0 4.70 Beam Calculations - FITNESS B21 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (II) !ntWall 10 0 0 30 0 5 I I Corridor 25 100 0 6 0 5 I Floor 24 40 0 3.75 0 5 I I Roof 19 0 20 18.25 0 5 I I Beam Weight 14.9 0 0 1 0 5 I Gov. Load Combo Main Span /J\ 5.0 ft D + .75(L + Lr) 2254 lbs D 2254 lbs V = 4345 lb 4345 lbs TL (max) 4345 lbs 2254 lbs TL(min) 2254 lbs I M= 5431 ft-lb I Select: 6x12 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(fiIb) M / M V V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.40 7168 0.61 Main Span Max 0.01 4269 0.03 2360 Min 0.00 0 0.00 0 IB22 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 1.25 2 1 Floor 24 40 0 5.3 0 2 1 Floor 24 40 0 10.75 1.25 2 1 Corridor 25 100 0 3 0 2 Corridor 25 100 0 6 1.25 2 Beam Weight 12.3 0 0 1 0 2 Roof 19 0 20 15.25 1.25 2 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B4 - j 5812 5752 890 1 1 1.25 Gov. Load Combo Main Span 2.0 ft D + L 2534 lbs D 4455 lbs V = -9190 lb 5348 lbs TL (max) 9190 lbs 2534 lbs TL(min) 4455 lbs M = 6118 ft-lb Select: 5.118x10.II2GLB-24F Fb(pSi) F(psi). E(psi) Co Cr CF CvorCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M /.Ma Va V / V. Deflection (in) L Span IL TL Span/TL Main Span 18834 0.32 9507 0.97 Main Span Max 0.00 10216 0.00 5594 Min 0.00 0 0.00 0 4.71 Beam Calculations - FITNESS B23 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 6 I Corridor 25 100 0 9 0 6 I I Floor 24 40 0 10 0 6 I Beam Weight 14.9 0 0 1 0 6 I Gay. Load Combo Main Span /J\ 6.0 ft D + L 2340 lbs D 2340 lbs V = 6240 lb 6240 lbs TL (max) 6240 lbs 2340 lbs TL(min) 2340 lbs I Mr9360ftlb I Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M,(ft-lb) M / M V V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.69 7168 0.87 Main Span Max 0.03 2119 0.05 1324 Min 0.00 0 0.00 0 B24 (SEE ENERCALC) Gov. Load Combo Main Span /J\ 1.0 ft /J\ D + .75(L + Lr) 0 lbs D 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs 0 lbs TL(min) 0 lbs M=oft-lb I Select: 4x8 DF#2 Fb(psi) F6(psi) E(psi) Co Cr CF Cv or CL 0.0 0.0 0.0x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M/ Ma Va V / Va Deflection (in) L Span IL TL Span/TL Main Span 0 0.00 0 0.00 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 4.72 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 LIC#: KW-06017322, Build:20.22,3.31 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION: B24 CODE REFERENCES Calculations per AlSO 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Load Resistance Factor Design Fy: Steel Yield 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Uiç29) Wbx1 Span- 1.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load : D = 0.70, L = 0.950 k @ 1.50 ft, (2ND FLOOR DECK) Point Load : D = 1.80, L = 2.30 k © 1.50 ft, (3RD FL DECK) DESIGN SUMMARY I Maximum Bending Stress Ratio = 0.288: 1 Maximum Shear Stress Ratio = 0.149 Section used for this span W8x13 Section used for this span W8x13 Mu: Applied 12.318k-ft Vu: Applied 8.223 k Mn * Phi: Allowable 42.750k-ft Vn * Phi: Allowable 55.131 k Load Combination +1.20D+1.60L Load Combination +1.20D+1.60L Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.005 in Ratio = 6,557 >360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1: L Only Max Downward Total Deflection 0.010 in Ratio = 3702 >=240. Span: 1: +D+L Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx 1.I.qUU Dsgn. L= 1.50 ft 1 0.123 0.064 -5.27 5.27 47.50 42.75 1.00 1.00 3.53 55.13 55.13 +1.20D+1.60L Dsgn. L= 1.50 ft 1 0.288 0.149 -12.32 12.32 47.50 42.75 1.00 1.00 8.22 55.13 55.13 +1.20D+L Dsgn. L= 1.50 ft 1 0.220 0.114 -9.39 9.39 47.50 42.75 1.00 1.00 6.27 55.13 55.13 +1.20D Dsgn. L= 1.50 ft 1 0.106 0.055 -4.52 4.52 47.50 42.75 1.00 1.00 3.02 55.13 55.13 +0.90D Dsgn. L= 1.50 ft 1 0.079 0.041 -3.39 3.39 47.50 42.75 1.00 1.00 2.27 55.13 5 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+' Defi Location in Span +D+L 1 0.0097 1.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #' Values in KIPS Load Combination Support 1 Support 2 47 Overall MAXimum 5.770 Overall MINimum 1.512 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 DESCRIPTION: B24 Vertical Reactions Load Combination Support 1 Support 2 +D+L 5.770 +D+0.750L 4.957 +0.60D 1.512 L Only 3.250 Support notation : Far left is # Values in KIPS 4.74 Beam Calculations - FITNESS B25 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 30 0 6 I I Floor 24 40 0 11.6 0 6 I Roof 19 0 20 15 0 6 I I Beam Weight 23.2 0 0 1 0 6 I I Gov. Load Combo Main Span /J\ 6.0 ft /J\ D + .75(L + Lr) 3380 lbs D 3380 lbs V = 5099 lb 5099 lbs TL (max) 5099 lbs /T\ /I\ 3380 lbs TL(min) 3380 lbs M = 7648 ft-lb Select: 8.3I4x11.1I4*GLB24F Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) MI M. Vil V I V. Deflection (in) L Span IL TL Span/TL Main Span 36914 0.21 17391 0.29 Main Span Max 0.01 6041 0.03 2441 Min 0.00 0 0.00 0 1B25 Subjected to Seismic Load Source Q0 07E (k) XI(ft) X2 (ft) 3 11900.0 1.8 99.0 Gov. Load Combo Main Span (1.0+0.14SDs)D +.7 * Omega E V = 29023 lb M = 49079 ft-lb /f\ _I; 6.0 ft /J\ 8429 lbs +0.7 * E 3471 lbs -8429 lbs -0.7 * E -3471 lbs Unity Check M(ft-lb) M/ (1.2 * 1.6 *Ma) V(lb) V /(1.2 * 1.6 * V) Main Span 36914 0.69 17391 0.87 4.75 ELECTRIC ROOM #3 SEGMENT 3 FRAMING KEY PLAN 4.76 Beam Calculations - ELECTRIC ROOM #3 SEGMENT 3 Bi Uniform Loads D(psf) L(psf) Lr(psf) Trib(t) X Start (ft) X End (if) mt Wall 10 0 0 30 0 10.6 I I Floor 24 40 0 31.5 0 10.6 I I Beam Weight 21.5 0 0 1 0 10.6 I I Gov. Load Combo Main Span /j\ 10.6 ft /]\ D + L 5711 lbs D 5711 lbs V = 10344 lb 12389 TL (max) 12389 lbs lbs I M = 32830 ft-lb I 5711 lbs TL(min) 5711 lbs Select: 8.3/4x11.1I4*GLB24F Fb(psl) F(psi) E(psi) Co Cr CF CVOrCL 2400.0 265.0 1.8 x 101 1.0 1.0 1.0 1.0 Unity Check M(fi-lb) M / M Va Vt Va Deflection (in) L Span / L TL Span/TL Main Span 36914 0.89 17391 0.59 Main Span Max 0.19 664 0.36 358 Min 0.00 0 0.00 0 B2 1 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (if) X End (ft) lntWall 10 0 0 60 0 3 I I Roof 15 0 20 18.25 0 3 I I Floor 24 40 0 17.67 0 3 I I Deck 46 60 0 9 0 3 I I Gov. Load Combo Main Span /J\ 3.0 ft D + L 2568 lbs D 2568 lbs V = 2589 lb 4438 lbs TL (max) 4435 lbs M= 3328 ft-lb 2568 lbs TL(min) 2568 lbs Select: 6x8 DF#1 Fb(pSI) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft!b) M/ Ma Va V I Va Deflection (in) L Span! L TL Span/TL Main Span 5156 0.65 4675 0.55 Main Span Max 0.01 3794 0.02 1840 Min 0.00 0 0.00 0 4.77 Beam Calculations - ELECTRIC ROOM #3 SEGMENT 3 B3 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (II) Ext Wall 18 0 0 30 0 3.5 I I Floor 24 40 0 0.67 0 3.5 I I Beam Weight 9.7 0 0 1 0 3.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 6.4 4.25 1.75 Floor 24 40 0 6.4 1.875 1 Floor 24 40 0 6.4 1.875 2.5 Roof 15 0 20 15 4.4 1.75 Gov. Load Combo Main Span /j\ 3.5 ft /]\ D + .75(L + Lr) 2100 lbs D 2100 lbs V = 3032 lb 3398 lbs TL (max) 3398 lbs /I\ 2100 lbs TL(min) 2100 lbs M=4563ft-lb Select: 6x8 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Main Span 5156 0.88 4675 0.65 Deflection (in) L Span / L TL Span/TL Main Span Max 0.02 2631 0.03 1291 Min 0.00 0 0.00 0 4.78 BREEZEWAY #1 SEGMENT 3 FRAMING KEY PLAN 4.79 Beam Calculations - BREEZEWAY #1 SEGMENT 3 BI Uniform Loads D(psf) L(psf) Lr(psO Trib(ft) X Start (ft) X End (ft) tnt Wall 10 0 0 30 0 10.6 I I Floor 24 40 0 31.5 0 10.6 I Beam Weight 23.2 0 0 1 0 10.6 I I Gov. Load Combo Main Span 1 10.6 ft D + L 5720 lbs D 5720 lbs V= 10351 lb M = 32853 ft-lb Select: 8.314x11.114* GLB-24F Unity Check M(ft-lb) M / Ma 12398 TL (max) 12398 il\ lbs lbs 5720 lbs TL(min) 5720 lbs Fb(pSi) F(psi) E(psi) CD Cr Cr Cv or CL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 1.0 Va V / Va Deflection (in) L Span IL TL Span/TL Main Span 36914 0.89 17391 0.60 Main Span Max 0.19 664 0.36 358 Min 0.00 0 0.00 0 tB2 I Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) lntWall 10 0 0 30 0 11.5 I I Floor 24 40 0 17.75 0 11.5 I I Corridor 25 100 0 9 0 11.5 I I Roof 19 0 20 18.4 0 11.5 I I Beam Weight 27.9 0 0 1 0 11.5 I I Gov. Load Combo Main Span /J\ 11.5 ft D + L 7639 lbs D 7639 lbs V 13591 lb 16896 TL (max) 16896 lbs lbs I M = 48577 ft-lb I 7639 lbs TL(min) 7639 lbs Select: 8.314x13.112 GLB-24F Fb(psi) F(psi) E(psi) CD Cr Cr Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.99 Unity Check Ma(fi-lb) M / Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 52888 0.92 20869 0.65 Main Span Max 0.24 573 0.40 342 Min 0.00 0 0.00 0 Beam Calculations - BREEZEWAY #1 SEGMENT 3 B3 Uniform Loads D(psf) L(psf) Lr(psf) Trib(fl) X Start (ft) X End (if) Ext Wall 18 0 0 20 0 6 I I Beam Weight 7.1 0 0 1 0 6 I I Floor 24 40 0 0.67 0 6 I I Floor 24 40 0 6.5 2 4 I I Point Loads D(ps L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 2 6.5 2 Roof 15 0 20 2 4.375 3 Floor 24 40 0 2 6.5 4 Gov. Load Combo Main Span 1 6.0 ft D + L 1683 lbs D 1683 lbs 2544 lbs TL (max) 2544 lbs /J\ 1683 lbs TL(min) 1683 lbs Fb(psl) F(psi) E(psi) CD Cr CF CV or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Va V/Va Deflection (in) L Span! L TL Span/TL Main Span 5156 0.92 4675 0.49 Main Span Max 0.04 1731 0.10 707 Min 0.00 0 0.00 0 V = 2287 lb M = 4746 ft-lb Select: 6x8 DF#1 Unity Check Ma(ft-lb) M / Ma 4.81 i[ci1 *'iJLII Beam Calculations - CLUB ROOM BI Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (Ii) mt Wall 10 0 0 30 0 12.7 I Floor 24 40 0 16.5 0 12.7 I Floor 24 40 0 9 0 12.7 I I Int Wall 10 0 0 30 5.33 12.7 I I Beam Weight 27.9 0 0 1 0 12.5 I I Gov. Load Combo Main Span /j\ 12.5 ft D + L 6489 lbs D 7653 lbs V-110661b 12864 TL (max) 14233 lbs lbs I M = 42063 ft-lb I 6488 lbs TL(min) 7653 lbs Select: 8.314x13.112 GLB-24F Fb(psi) F(psi) E(psi) CD Cr CF Cv or Ci. 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.98 Unity Check Ma(ft-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 52345 0.80 20869 0.53 Main Span Max 0.17 865 0.37 411 Min 0.00 0 0.00 0 FB2 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (fl) X End (ft) mt Wall 10 0 0 30 0 8 I I Floor 24 40 0 12.25 0 8 I Beam Weight 14.9 0 0 1 0 8 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) UNIT 1 BM - j 891 1310 0 1 1 5.5 UNIT lB BM - j 891 1310 0 1 1 5.5 Gov. Load Combo Main Span /J\ 8.0 ft D + L 2992 lbs D 3661 lbs V = -6369 lb 5771 lbs TL (max) 7422 lbs 2992 lbs TL(min) 3661 lbs I M=15155ft-lb I Select: 5.1/8x11.1!4*GLB24F Fb(pSi) F6(psi) E(psi) CD Cr CF CvorCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M/ M V V I V Deflection (in) L Span / L TL Span/TL Main Span 21621 0.70 10186 0.63 Main Span Max 0.08 1240 0.15 626 Min 0.00 0 0.00 0 4.84 Beam Calculations - CLUB ROOM 133 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 - 10.75 Floor 24 40 0 9.5 0 9 Floor 24 40 0 20 0 10.75 Floor 24 40 0 16.25 9 10.75 Floor 24 40 0 6.5 10.75 18.25 Beam Weight 30.09 0 0 1 0 18.25 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B2 - j 3661 3761 0 1 1 10.75 B4 - i 3453 4356 0 1 1 10.75 B1 - i 6570 6503 0 1 1 9 Gov. Load Combo Main Span 1.2 D + 1.6 L + .5 Lr V0 = 43369 lb M = 263407 ft-lb /J\ /j\ 18.3 ft /j\ 14543 lbs D 11979 lbs 30742 lbs TL (max) 25509 lbs 14543 lbs TL(min) 11979 lbs Select W8XI 3 Gr 50 LP = 6.92'[ AISC F2-5 ] L1 = 23.82' [AISC F261 db=O.9 4 = 1.0 Unity Check Lb(ft) M(ft-kip) M /4b x M. V,, V. /4, x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 300 0.98 135 0.32 Main Span Max 0.42 0.47 465 0.90 245 Min 0.00 0.00 0 0.00 0 B4 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (It) X End (It) Int Wall 10 0 0 30 0 1.25 I I Floor 24 40 0 18 0 1.25 I I Beam Weight 14.9 0 0 1 0 10 I I mt Wall 10 0 0 30 4.75 10 I Floor 24 40 0 18 4.75 10 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (It) X (It) Floor 24 40 0 18 2.5 1.25 Floor 24 40 0 18 2.5 4.75 B29 - j 2218 1875 875 1 1 9.9 Gov. Load Combo Main Span 10.0 ft D + L 3475 lbs D 5810 lbs V = -11597 lb 7850 lbs TL (max) 11590 lbs 3475 lbs TL(min) 5810 lbs = M 19533ft-lb I Select: 6.3/4x11.1/4*GLB24F Fb(psi) F(psi) E(psi) CD Cr CF CVOICL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Main Span 28477 0.69 13416 0.86 Deflection (in) 1. Span / L TL Span/TL Main Span Max 0.13 939 0.23 512 Min 0.00 0 0.00 0 4.85 Beam Calculations - CLUB ROOM [B5 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (11) X End (ft) mt Wall 10 0 0 30 0 9.5 Floor 24 40 0 6.5 0 24.5 Beam Weight 38.1 0 0 1 0 24.5 lnt Wall 10 0 0 30 21.6 24.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (11) X (ft) B2 - i 2992 2779 0 1 1 9.5 B3 - j 11979 13529 0 1 1 19.75 B16 - j 632 816 0 1 1 13 Gov. Load Combo Main Span 1.2 D + 1.6 L+ .5 Lr V. = -42375 lb M = 198324 ft-lb /j\ 24.5 ft 9178 lbs D 14901 lbs 17070 lbs TL (max) 30502 lbs 9178 lbs TL(min) 14901 lbs Select W8XI 3 Gr 50 Lp 6.78'[ AISC F2-5] Lr = 22.27 [AISC F26] 4b 0-9 4 = 1.0 Unity Check Lb(ft) M(ft-kip) M0 /b x M V Vu x V, Deflection (in) D L Span /L TL Span/TL Main Span 0.0 363 0.61 154 0.27 Main Span Max 0.49 0.50 585 1.00 295 Min 0.00 0.00 0 0.00 0 1136 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 30 0 4.5 I I Floor 24 40 0 15 0 4.5 I Deck 46 60 0 6 0 4.5 I Beam Weight 14.9 0 0 1 0 4.5 I Gov. Load Combo Main Span /J\ 4.5 ft /f\ D + L 2680 lbs D 2680 lbs V = 2778 lb 4840 lbs TL (max) 4840 lbs /l\ /I\ 2680 lbs TL(min) 2680 lbs I M 5444ft-lb I Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 13638 0.40 7168 0.39 Main Span Max 0.01 6800 0.02 3035 Min 0.00 0 0.00 0 4.86 Beam Calculations - CLUB ROOM B7 Uniform Loads D(psf) L(psf) Lr(pst) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 30 0 12.25 Deck 46 60 0 8.75 0 12.25 Floor 24 40 0 13.67 0 12.25 Floor 24 40 0 8 12.25 17.75 Beam Weight 42.84 0 0 1 0 17.75 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B6 - j 2680 2160 0 1 1 12.25 B5 - i 9158 7812 0 1 1 12 Gov. Load Combo Main Span 1.2 D + 1.6 L + .5 Lr V,, = -38085 lb M = 205259 ft-lb /J\ 17.8 ft 14535 lbs D 14684 lbs 26606 lbs TL (max) 27474 lbs 14535 lbs TL(min) 14684 lbs Select W8X13 Gr 50 LP 6.751 AISC F2-51 Lr = 21.09 [AlSC F261 4b 0-9 4 = 1.0 Unity Check Lb (ft) M0(ft-kip) M. !l1b x M,, V. V / xV Deflection (in) D L Span! L TL Span/TL Main Span 0.0 327 0.70 141 0.27 Main Span Max 0.31 0.26 807 0.58 369 Min 0.00 0.00 0 0.00 0 !BB Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 20 0 3.7 I Floor 24 40 0 8.25 0 3.75 I Beam Weight 14.9 0 0 1 0 3.75 I Gov. Load Combo Main Span /J\ 3.8 ft D + L 774 lbs D 764 lbs V = 681 lb 1393 lbs TL (max) 1383 lbs /1\ M= 1305 ft-lb I 774 lbs TL(min) 764 lbs Select: 6x12 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V Vt V Deflection (in) L Span / L TL Span/TL Main Span 13638 0.10 7168 0.09 Main Span Max 0.00 34215 0.00 15198 Min 0.00 0 0.00 0 4.87 Beam Calculations - CLUB ROOM B9 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 20 0 8 I I Floor 24 40 0 10.5 0 8 I I Beam Weight 14.9 0 0 1 0 8 I I Gov. Load Combo Main Span /j\ 8.0 ft D + L 1868 lbs D 1868 lbs V = 2698 lb 3548 lbs TL (max) 3548 lbs 1868 lbs TL(min) 1868 lbs I M=7095ft-lb I Select: 6x12 DF#1 Fb(psl) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6 x 10 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M I Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.52 7168 0.38 Main Span Max 0.03 2766 0.07 1310 Min 0.00 0 0.00 0 IBb0 H Uniform Loads D(psf) L(pst) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 1.33 0 11.5 I I Int Wall 10 0 0 30 0 1.5 I I Floor 24 40 0 6.4 0 1.5 I I Beam Weight 14.9 0 0 1 0 11.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (Ii) UNIT 1BBM - i 1220 1860 0 1 1 1.5 UNIT 1BBM - i 1220 1860 0 1 1 1.5 Gov. Load Combo Main Span /j\ 11.5 ft D + L 3027 lbs D 632 lbs V6151 lb 6927 lbs TL (max) 1448 lbs M=9479ft-lb I 3027 lbs TL(min) 632 lbs I Select: 6x12 DF#f Fb(psi) F(psi) E(psi) Co Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M/ Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.70 7168 0.86 Main Span Max 0.09 1474 0.16 845 Min 0.00 0 0.00 0 4.88 Beam Calculations -CLUB ROOM Bli Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ii) mt Wall 10 0 0 20 6.4 18.1 I I Floor 24 40 0 5.75 0 18.1 I Beam Weight 6 0 0 1 0 18.1 I I lnt Wall 10 0 0 20 0 2.5 I I Floor 24 40 0 8 6.4 18.1 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (Ii) X (ft) B8 - j 764 619 0 1 1 6.4 B9 - i 1868 1680 0 1 1 8 Gov. Load Combo Main Span 18.1 ft /J\ D + L 4787 lbs D 5538 lbs V = -9701 lb 9416 lbs TL (max) 11114 lbs 4787 lbs TL(min) 5538 lbs M = 56941 ft-lb Select: 8.314x15 GLB-24F Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.94 Unity Check M(ft-lb) M I M Va V / Va Deflection (in) I. Span! L TL Span/TL Main Span 61745 0.92 23188 0.42 Main Span Max 0.36 607 0.72 303 Min 0.00 0 0.00 0 IB12 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Floor 24 40 0 11.25 0 11.5 I lntWall 10 0 0 20 0 11.5 I Beam Weight 18.2 0 0 1 0 11.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Bil - i 4787 4629 0 1 1 3.8 Gov. Load Combo Main Span /J\ 11.5 ft D + L 60121b5 D 4389 lbs V = 10538 lb 11699 lbs TL (max) 8506 lbs 6012 lbs TL(min) 4389 lbs I M = 37849 ft-lb Select: 6.314x15 GLB-24F Fb(pSI) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft1b) M / Ma Va V / Va Deflection (in) L Span IL TL Span/TL Main Span 50625 0.75 17888 0.59 Main Span Max 0.12 1196 0.24 582 Min 0.00 0 0.00 0 4.89 Beam Calculations - CLUB ROOM 1813 (MF-3) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt WaIl 10 0 0 30 0 29.25 Ext Wall 18 0 0 30 0 5.5 mt Wall 10 0 0 30 5.5 29.25 Deck 46 60 0 2 0 5.5 Floor 24 40 0 5.75 0 11.25 Floor 24 40 0 3.9 11.25 29.25 Floor 24 40 0 6 5.5 29.25 Floor 24 40 0 1.33 5.5 18.25 Floor 24 40 0 16.6 18.25 29.25 Floor 24 40 0 1.33 0 29.25 Beam Weight 75.82 0 0 1 0 29.25 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Beam 7i FITNE 14500 12100 0 1 1 5.5 Beam 16i FITNE 2900 3900 0 1 1 18.25 B12 - j 4389 4117 0 1 1 11.25 B9 - j 1868 1680 0 1 1 19.33 Gov. Load Combo Main Span /j\ 29.3 ft /j\ 1.2 D + 1.6 L + .5 Lr 32430 lbs D 25201 lbs V = 75420 lb 55245 lbs TL (max) 45477 lbs M. = 507841 ft-lb 32430 lbs TL(min) 25201 lbs Select WI 8X86 Gr 50 LP = 9.291 AISC F2-5] Lr = 28.57- [AlSC F26] 4b=0.9 4 = 1.8 Unity Check Lb (11) M(fi-kip) Mu /4b X Mn Vn V 0 /xV. Deflection (in) D L Main Span 0.0 775 0.73 265 0.28 Main Span Max 0.74 0.57 Min 0.00 0.00 Span I L TL Span/TL 615 1.31 267 0 0.00 0 4.90 Beam Calculations - CLUB ROOM B14 Uniform Loads D(pst) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 12.67 I Floor 24 40 0 7.5 0 12.67 I I Deck 46 60 0 4.5 0 12.67 I I Beam Weight 23.2 0 0 1 0 12.67 I I Gov. Load Combo Main Span /J\ 12.3 ft /J\ D + L 4712 lbs D 5047 lbs V = 8209 lb 8203 lbs TL (max) 8781 lbs 4708 lbs TL(min) 5047 lbs M=25138ft-lb Select: 8.314x13.112 GLB-24F Fb(psi) F6(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.99 Unity Check M(ft-lb) M / M Va V / V Main Span 52555 0.48 20869 0.39 Deflection (in) L Span / L TL Span/TL Main Span Max 0.09 1644 0.21 699 Min 0.00 0 0.00 0 B14 Subjected to Seismic Load Source Oo 0.7E (k) XI(ft) X2 (ft) 3 11300.0 9.0 0.0 Gov. Load Combo Main Span /J\ 12.3 ft /J\ (1.0+0.14SDs)D +.7 * Omega F -8302 lbs +0.7 * F 8302 lbs V = 29943 lb 8302 lbs -0.7 * E -8302 lbs M = 93921 ft-lb Unity Check M(fi-lb) M/ (1.2 * 1.6 *M) V, (lb) V / (1.2 * 1.6 * Va) Main Span 52555 0.93 20869 0.75 4.91 Beam Calculations - CLUB ROOM IB15 Uniform Loads D(psf) L(psf) Lr(psf) Trib(fl) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 3.5 tnt Wall 10 0 0 20 3.5 29.75 Floor 24 40 0 6.5 0 11.5 Floor 24 40 0 2.75 11.5 29.75 Deck 46 60 0 1.33 0 3.5 Floor 24 40 0 7 0 29.75 Beam Weight 74.12 0 0 1 0 29.75 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B14 - j 5047 3735 0 1 1 3.5 B12 - 6012 5687 0 1 1 11.5 B8 774 619 0 1 1 18 B16 - j 1257 1908 0 1 1 17 Floor 24 40 0 7.25 4.9 17 Gov. Load Combo Main Span 1.2D+ 1.6L+.5Lr V. = 47625 lb /J\ M. = 333425 ft-lb /j\ 29.8 ft /J\ 18473 lbs D 12395 lbs 34384 lbs TL (max) 23461 lbs 18473 lbs TL(min) 12395 lbs Select W1 8x55 Gr 50 LP = 5.90'[ AISC F2-5] Lr = 17.55 [AlSC F2-61 bO.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M/4bxM. V V. /4xV Deflection (in) D L Span /L TL Span/TL Main Span 0.0 467 0.79 212 0.22 Main Span Max 0.74 0.68 523 1.43 250 Min 0.00 0.00 0 0.00 0 B15 Subjected to Seismic Load Source 000.7E(oT) K X1(ft) X2 (ft) 3 11300.0 3.5 0.0 Gov. Load Combo Main Span 29.8 ft (1.2+0.2SDs)D + Omega E + fi * L -1.33 K +0.7 * E 1.33 K V,.= 74.78 K 1.33 K -0.7 * E -1.33 K "f" M= 393.65 ft-K Unity Check M(ft-kip) M/4M, V(kip) V. /4v Main Span 467 0.94 212 0.35 4.92 Beam Calculations - CLUB ROOM B16 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 20 0 2.6 I Floor 24 40 0 6.5 0 12.7 I I Beam Weight 9.3 0 0 1 0 12.7 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 4.9 6.6 2.6 Gov. Load Combo Main Span /j\ 12.8 ft D + L 2139 lbs D 1257 lbs V = 4233 lb 4826 lbs TL (max) 3165 lbs 2139 lbs TL(min) 1257 lbs M=11924ft-lb Select: 6x12 DF#1 Fb(psl) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span! L TL Span/TL Main Span 13638 0.87 7168 0.59 Main Span Max 0.19 811 0.32 482 Min 0.00 0 0.00 0 4.93 Beam Calculations - CLUB ROOM B17 Uniform Loads D(pst) L(pst) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 40 0 3 mt Wall 10 0 0 40 3 29 Floor 24 40 0 12.8 3 29 Floor 24 40 0 16 17.5 29 Floor 24 40 0 1.33 0 17.5 Beam Weight 55.08 0 0 1 0 29 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B14 - i 5316 4181 0 1 1 3 B14 - i 5316 4181 0 1 1 3 B16 - i 1247 1201. 0 1 1 16.5 B16 - i 1247 1201 0 1 1 16.5 Gov. Load Combo Main Span /j\ 29.0 ft 1.2 D + 1.6 L +.5 Lr 22962 lbs D 17283 lbs V, = 54129 lb 39571 lbs TL (max) 33041 lbs M. = 323631 ft-lb 22962 lbs TL(min) 17283 lbs Select W8X13 Gr 50 LP = 5.90'[ AISC F2-5] Lr = 17.55'[ AISC F26] 4b=0.9 d = 1.0 Unity Check Lb (ft) M(fi-kip) M/bXM,, V v /4,,xV, Deflection (in) D L Span /L TL Span/TL Main Span 0.0 467 0.77 212 0.26 Main Span Max 0.76 0.63 553 1.39 251 Min 0.00 0.00 0 0.00 0 B17 Subjected to Seismic Load Source Q0 0.7E(oT) K X1(ft) X2 (ft) 3 5100.0 3.0 0.0 Gov. Load Combo Main Span 29.0 ft /J\ (1.2+0.2SDs)D + Omega E + fi * L -0.53 K +0.7 * E 0.53 K V, = 58.52 K 0.53 K -0.7 * E -0.53 K M= 316.95 ft-K Unity Check M(ft-kip) M0 /4M V(kip) V. V. Main Span 467 0.75 212 0.28 B18 (SEE B8) Gov. Load Combo Main Span /J\ 1.0 ft 1 D + .75(L + Lr) 0 lbs D 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs 0 lbs TL(min) 0 lbs M = 0 ft-lb Select: 6x12 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft1b) M / Ma Va V / V Deflection (in) L Span / L TL Span/TL Main Span 13638 0.00 7168 0.00 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 4.94 Beam Calculations - CLUB ROOM [B19 (SEE B9) Gov. Load Combo Main Span /j\ 1.0 ft 0 + .75(L + Lr) 0 lbs 0 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs 0 lbs TL(min) 0 lbs M=oft-lb Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M I MI, V V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.00 7168 0.00 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 LP 20 (SEE B1 I) Gov. Load Combo Main Span /J\ 1.0 ft D + .75(L + Lr) 0 lbs 0 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs /1\ M=oft-lb 0 lbs TL(min) 0 lbs Select: 8.314x15 GLB-24F Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M / Ma Va V / Va Deflection (in) L Span /L TL Span/TL Main Span 65625 0.00 23188 0.00 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 rB21 (SEE B12) Gov. Load Combo Main Span 1.0 ft '1 D + .75(L + Lr) 0 lbs D 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs /1\ 0 lbs TL(min) 0 lbs M=oft-lb I Select: 8.314x15 GLB-24F Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M / Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 65625 0.00 23188 0.00 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 4.95 Beam Calculations - CLUB ROOM B22 (SEE 615) Gov. Load Combo Main Span /j\ 1.0 ft 1.2D+.5L+.5Lr 01bs D 01bs V 0 lb 0 lbs TI. (max) 0 lbs M0 = 0 ft-lb 'I 0 lbs TL(min) 0 lbs Select W8XI 3 Gr 50 LP = 5.90'[ AISC F2-5] Lr = 17.55 [AISC F26] (j)b0.9 'fr = Unity Check Lb (ft) M(ft-kip) M/4bxM, V V I4,x V Deflection (in) D L Span /L TL Span/TL Main Span 0.0 467 0.00 212 0.00 Main Span Max 0.00 0.00 0 0.00 0 Min 0.00 0.00 0 0.00 0 1623 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 3.5 0 10 I I Deck 46 60 0 1.5 0 10 I Beam Weight 12.3 0 0 1 0 10 I Gov. Load Combo Main Span /J\ 10.0 ft /j\ D + L 722 lbs D 722 lbs V=10251b 1172 lbs TL (max) 1172 lbs 722 lbs TL(min) 722 lbs I M=2929ft-lb Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M/ Ma Va V / Vu Deflection (in) L Span / L TL Span/TL Main Span 5156 0.57 4675 0.22 Main Span Max 0.07 1833 0.17 704 Min 0.00 0 0.00 0 Beam Calculations - CLUB ROOM 1624 Uniform Loads D(psl) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (II) Other 25 100 0 7 0 30 mt Wall 10 0 0 10 0 30 Beam Weight 60.86 0 0 1 0 30 Gov. Load Combo Main Span /j\ 30.0 ft 1.2 D + 1.6 L + .5 Lr 5038 lbs D 5038 lbs V. = 22845 lb 15538 lbs TL (max) 15538 lbs M, = 171341 ft-lb /j\ 5038 lbs TL(min) 5038 lbs Select W8XI 3 Gr 50 L9 = 8.65'[ AISC F2-5] Lr = 27.50 [AISC F261 b0.9 4 = i.e Unity Check Lb(ft) M(fi-kip) M/4bXMn VII V I4xV Deflection (in) D Main Span 0.0 425 0.45 158 0.14 Main Span Max 0.33 Min 0.00 L Span / L TL Span/TL 0.69 524 1.02 354 0.00 0 0.00 0 4.97 Beam Calculations - CLUB ROOM B25 (MF-2) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Deck 46 60 0 3 0 25.5 Ext Wall 18 0 0 20 11.25 14.25 Roof 19 0 20 3 11.25 14.25 Deck 46 60 0 6 11.25 14.25 Ext Wall 18 0 0 20 0 2.5 Roof 19 0 20 3 0 2.5 Deck 46 60 0 6 0 2.5 Ext Wall 18 0 0 20 22.75 25.5 Roof 19 0 20 3 22.75 25.5 Deck 46 60 0 6 22.75 25.5 Beam Weight 64.94 0 0 1 0 25.5 Point Loads D(psf) L(psf) Lr(psf) Tub D(ft) Trib W (ft) X (ft) Beam 1670 857 569 1 1 0 Beam 1670 857 569 1 1 11.25 Beam 1670 857 569 1 1 14.25 Beam 1670 857 569 1 1 25.5 Deck 46 60 0 3 5.5 0 Deck 46 60 0 3 5.5 11.25 Deck 46 60 0 3 5.5 14.25 Deck 46 60 0 3 5.5 25.5 Roof 15 0 20 3 5.5 0 Roof 15 0 20 3 5.5 11.25 Roof 15 0 20 3 5.5 14.25 Roof 15 0 20 3 5.5 25.5 B17 - I 22648 16646 0 1 1 12 B15 - i 18331 15673 0 1 1 0 B15 - i 18331 15673 0 1 1 25.5 Gov. Load Combo Main Span 1.2 D + 1.6 L +.5 Lr = 101360 lb M = 489758 ft-lb /J\ 25.5 ft /J\ 41051 lbs D 39857 lbs 72975 lbs TL (max) 70873 lbs 41051 lbs TL(min) 39857 lbs Select W8XI 3 Gr 50 LP = 5.971 AISC F2-5] Lr = 18.78 [AISC F261 dbO.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M /4, x M Vn V0 / x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 554 0.98 248 0.41 Main Span Max 0.65 0.51 602 1.16 265 Min 0.00 0.00 0 0.00 0 B26 (SEE ENERCALC) Coy. Load Combo Main Span /J\ 1.0 ft /J\ D + .75(L + Lr) 0 lbs D 0 lbs V = 0 lb 0 lbs TL (max) 0 lbs /1\ 0 lbs TL(min) 0 lbs M 0ft-lb I. Select: 4x8 DF#2 Fb(pSI) F0(psi) E(psi) CD Cr CF Cv or CL 0.0 0.0 OCx 106 1.0 1.0 1.0 1.0 Unity Check M0(ft-lb) M / M0 V0 V / V. Deflection (in) L Span / L TL Span/TL Main Span 0 0.00 0 0.00 Main Span Max 0.00 0 0.00 0 Min 0.00 0 0.00 0 4.98 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 LIC#: KW-06017322, Build:20.22.3.31 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-202 DESCRIPTION: B26 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Load Resistance Factor Design Fy: Steel Yield : 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending lied Loads Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 0.70, L = 0.50 k @ 3.0 ft, (B23) Point Load : D = 0.70, L = 0.50 k © 3.0 ft, (B23) Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY Maximum Bending Stress Ratio = 0.230: 1 Maximum Shear Stress Ratio 0.059 : 1 Section used for this span W8x13 Section used for this span W8x13 Mu: Applied 9.840 k-ft Vu: Applied 3.280 k Mn * Phi: Allowable 42.691 k-ft Vn * Phi : Allowable 55.131 k Load Combination +1.20D+1.60L Load Combination +1.20D+1.60L Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.014 in Ratio= 5,328 >360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span: 1: L Only Max Downward Total Deflection 0.032 in Ratio = 2220 >=240. Span: 1: +D+L Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx 11 .'4UL) Dsgn. L= 3.00 ft 1 0.138 0.036 -5.88 5.88 47.43 42.69 1.00 1.00 1.96 55.13 55.13 +1.20D+1.60L Dsgn. L= 3.00 ft 1 0.230 0.059 -9.84 9.84 47.43 42.69 1.00 1.00 3.28 55.13 55.13 +1.20D+L Dsgn. L= 3.00 ft 1 0.188 0.049 -8.04 8.04 47.43 42.69 1.00 1.00 2.68 55.13 55.13 +1.20D Dsgn. L= 3.00 ft 1 0.118 0.030 -5.04 5.04 47.43 42.69 1.00 1.00 1.68 55.13 55.13 +0.90D Dsgn. L= 3.00 ft 1 0.089 0.023 -3.78 3.78 47.43 42.69 1.00 1.00 1.26 55.13 5 Overall Maximum Deflections Load Combination Span Max. '- Defi Location in Span Load Combination Max. '+" Defi Location in Span +D+L 1 0.0324 3.000 0.0000 0.000 Vertical Reactions Support notation: Far left is # Values in KIPS Load Combination Support 1 Support 2 499 Overall MAXimum 2.400 Overall MiNimum 0.840 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 LlC#: KW-06017322, Build:20.22.3.31 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION: B26 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 +D+L 2.400 +D+0.750L 2.150 +0.60D 0.840 L Only 1.000 4.100 Beam Calculations - CLUB ROOM B27 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Beam Weight 6 0 0 1 0 3.25 I Corridor 25 100 0 6 0 3.25 I I Floor 24 40 0 5 0 1.33 I I Roof 19 0 20 18.25 0 3.25 I Int Wall 10 0 20 1 0 1.33 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Bil - j 5538 5577 0 1 1 1.33 Gov. Load Combo Main Span /j\ 3.3 ft D + L 4226 lbs D 31191b5 V = 8689 lb 8707 lbs TL (max) 6430 lbs 4226 lbs TL(min) 3119 lbs I M=lo3llft-lb Select: 5.118x10.112 GLB-24F Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8 x 101 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M I M V V I V Deflection (in) L Span / L TL Span/TL Main Span 18834 0.55 9507 0.91 Main Span Max 0.01 3771 0.02 2026 Min 0.00 0 0.00 0 B28 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Int Wall 10 0 0 28 0 6.1 I I Corridor 25 100 0 9 0 6.1 I Roof 19 0 20 18.3 0 6.1 I I Floor 24 40 0 5 3.5 6.1 I I Beam Weight 16.3 0 0 1 0 6.1 I I Point Loads D(psf) L(psf Lr(psf) Trib D(ft) Trib W (ft) X (ft) Bil - j 5538 5577 0 1 1 - 3.5 Gov. Load Combo Main Span 6.1 ft D + L 5077 lbs D 6073 lbs V-123061b 10310 TL (max) 12428 i1\ lbs lbs M = 25252 ft-lb I 5077 lbs TL(min) 6073 lbs Select: 5.118x14* GLB-24F Fb(pSI) F(psi) E(psi) CD Cr Cr Cv or CL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M/ M Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 33483 0.75 12676 0.97 Main Span Max 0.04 1795 0.08 974 Min 0.00 0 0.00 0 4.101 Beam Calculations - CLUB ROOM B29 1 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Int Wall 10 0 0 30 0 5 I I Corridor 25 100 0 6 0 5 I I Roof 19 0 20 17.5 0 5 I Beam Weight 14.9 0 0 1 0 5 I I Floor 24 40 0 3.75 0 5 I I Gov. Load Combo Main Span /j\ 5.0 ft D + .75(L + Lr) 2218 lbs D 2218 lbs = 4281 lb 4281 lbs TL (max) 4281 lbs /I\ 2218 lbs TL(min) 2218 lbs M=5351ft-lb I Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) Co Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Main Span 13638 0.39 7168 0.60 Deflection (in) L Span / L TL Span/TL Main Span Max 0.01 4327 0.03 2395 Min 0.00 0 0.00 0 1B30 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Corridor 25 100 0 9 0 5.2 I Roof 19 0 20 19 0 5.2 I Beam Weight 7.1 0 0 1 0 5.2 I mt Wall 10 0 0 30 0 5.25 I Gov. Load Combo Main Span /J\ 5.3 ft D + .75(L + Lr) 2344 lbs D 2315 lbs V = 4864 lb 4864 lbs TL (max) 4787 lbs 2344 lbs TL(min) 2315 lbs M = 6383 ft-lb Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.47 7168 0.68 Main Span Max 0.02 3213 0.03 1893 Min 0.00 0 0.00 0 4.102 ii .1k ii liii KII , I:1hJ U KEY PLAN 4.103 OV kyj =Wll ki I ki 1=1 IMMMI Ill a ME" 4.104 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 BI Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (11) X End (ft) Ext Wall 18 0 0 20 0 6.75 I Floor 24 40 0 7 0 6.75 I I Roof 15 0 20 15.67 0 6.75 I I Gov. Load Combo Main Span /j\ 6.8 ft 0 + .75(L + Lr) 2575 lbs D 2575 lbs V = 2920 lb 4077 lbs TL (max) 4077 lbs 2575 lbs TL(min) 2575 lbs M = 6879ftlb Select: 6x12 DF#1 Fb(pSi) F(psi) E(psi) Co Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M/ M V V / V Deflection (in) L Span IL TL Span/TL Main Span 13638 0.50 7168 0.41 Main Span Max 0.02 3260 0.06 1426 Min 0.00 0 0.00 0 rB2 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (ft) Int Wall 10 0 0 20 0 7.25 I I Floor 24 40 0 16.5 0 7.25 I Beam Weight 13.6 0 0 1 0 11.25 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 16.5 2 7.25 Gov. Load Combo Main Span /J\ 11.3 ft /J\ D + L 3287 lbs D 1979 lbs V = 5888 lb 6999 lbs IL (max) 4372 lbs /I\ 3287 lbs TL(min) 1979 lbs M=19293ft-lb I Select: 5.118x11.114* GLB-24F Fb(psl) F(psi) E(psi) Co Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) MI M V V I V Deflection (in) L Span IL TL Span/TL Main Span 21621 0.89 10186 0.58 Main Span Max 0.21 637 0.39 345 Min 0.00 0 0.00 0 4.105 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 133 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) lntWall 10 0 0 20 0 11.5 I Floor 24 40 0 14.5 0 11.5 I Beam Weight 13.6 0 0 1 0 11.5 I I Gov. Load Combo Main Span /[\ 11.5 ft D + L 3229 lbs D 3229 lbs V = 5565 lb 6564 lbs TL (max) 6564 lbs M=18872ft-lb 3229 lbs TL(min) 3229 lbs I Select: 5.1I8 x11.1I4*GLB24F Fb(psi) F(psi) E(psi) CD Cr CF CVOrCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(fi-lb) M / M Va V I V Deflection (in) L Span IL TL Span/TL Main Span 21621 0.87 10186 0.55 Main Span Max 0.21 662 0.41 336 Min 0.00 0 0.00 0 184 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ii) Ext Wall 18 0 0 20 0 11.5 I Floor 24 40 0 6.25 0 11.5 I Beam Weight 13.6 0 0 1 0 11.5 I Deck 46 60 0 5 0 4.75 I Deck 46 60 0 6 4.75 11.5 I Gov. Load Combo Main Span 11.5 ft 0 + L 4424 lbs D 4553 lbs V = -6650 lb 7706 lbs TL (max) 8001 lbs M = 22708 ft-lb 4424 lbs TL(min) 4553 lbs I Select: 6.3I4x11.1I4*GLB24F Fb(pSi) F(psi) E(psi) Co Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 28477 0.80 13416 0.50 Main Span Max 0.16 859 0.37 369 Min 0.00 0 0.00 0 4.106 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 r5 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (II) X End (ft) mt Wall 10 0 0 20 0 30.5 Floor 24 40 0 20 0 30.5 Beam Weight 55.08 0 0 1 0 30.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B2 - j 1979 2392 0 1 1 13 Floor 24 40 0 16.5 2 13 Gov. Load Combo Main Span 1.2 D + 1.6 L + .5 Lr V. = 38288 lb M, =315236 ft-lb 30.5 ft /j\ 12800 lbs D 12391 lbs 27130 lbs TL (max) 26173 lbs 12800 lbs TL(min) 12391 lbs Select W8X13 Gr 50 Lp = 9.22'[ AISC F2-5] Lr = 27.08' [AISC F261 4b0.9 = i.e Unity Check Lb (ft) M(ft-kip) MU/4bxM V- V /4,xV. Deflection (in) D Main Span 0.0 679 0.52 235 0.16 Main Span Max 0.44 Min 0.00 L Span! L TL Span/TL 0.50 733 0.94 389 0.00 0 0.00 0 JIB Uniform Loads D(psf) L(pst) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 3.75 - mt Wall 10 0 0 20 3.75 16 Floor 24 40 0 7 0 30.5 Floor 24 40 0 6.5 3.75 30.5 Deck 46 60 0 1.33 0 3.75 Beam Weight 64.94 0 0 1 0 30.5 lnt Wall 10 0 0 20 19.5 30.5 Floor 24 40 0 7 0 16 Floor 24 40 0 7 19.5 30.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B3 - i 3229 3335 0 1 1 15.25 B4 - i 4424 3281 0 1 1 3.75 Floor 24 40 0 7 1.75 16 Floor 24 40 0 7 1.75 19.5 Gov. Load Combo Main Span 1.2 D + 1.6 L +.5 Lr V. = 46635 lb M0 =342118 ft-lb /J\ /J\ 30.5 ft 16975 lbs D 13309 lbs 33391 lbs TL (max) 27844 lbs 16975 lbs TL(min) 13309 lbs Select W8XI 3 Gr 50 LP = 9.22' [AISC F2-5j Lr = 27.08 [AISC F261 4b=0.9 = 1.0 Unity Check Lb (ft) M(ft-kip) M. /4b x M. V, V. /0, x V. Deflection (in) D Main Span 0.0 679 0.56 235 0.20 Main Span Max 0.49 Min 0.00 L Span / L TL Span/TL 0.53 690 1.02 358 0.00 0 0.00 0 4.107 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 *4 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 24 0 14 I I Floor 24 40 0 1.33 0 14 I Roof 19 0 20 16 0 14 I Beam Weight 17.9 0 0 1 0 14 I I Gov. Load Combo Main Span /J\ 14.0 ft /J\ D + Lr 5501 lbs D 5501 lbs V = 6497 lb 7741 lbs TL (max) 7741 lbs /J\ 5501 lbs TL(min) 5501 lbs M = 27093 ft-lb I Select: 6.314x13.112 GLB-24F Fb(pSi) F(psi) E(psi) Co Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V, Deflection (in) L Span / L TL Span/TL Main Span 41006 0.66 16099 0.40 Main Span Max 0.13 1297 0.40 418 Min 0.00 0 0.00 0 137 Subjected to Seismic Load Source no0.7E (k) XI(ft) X2 (Ii) 3 9000.0 3.5 10.5 3 0.0 0.0 0.0 Gov. Load Combo Main Span /J\ 14.0 ft /]\ (1.0+0.14SDs)D +3 * Omega E 4500 lbs +0.7 * E -4500 lbs V = 19580 lb -4500 lbs -0.7 * E 4500 lbs M = 63884 ft-lb Unity Check M(ft-Ib) M/(1.2 * 1.6 6M) V(lb) V 1(1.2 * 1.6 * V) Main Span 41006 0.81 16099 0.63 4.108 Project Title: Engineer: Project ID: Project Descr: I Steel Beam Project File: Aviara.ec6 JC#: KW-06000173, build:20.21.9.6 VCA CONSULT DESCRIPTION: B10 CODE REFERENCES Calculations per ABC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-16 Material Properties Analysis MethodLoad Resistance Factor Design Fy: Steel Yield : 50.0 ksi Beam Bracing Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(5.10)tJ(.2.OtI0) E(5.90) D(O.4320) 0(0.3240) L(0.540) D(O.08250) Lr(0.110) - W12x16 Span----3.O-ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.0150, Lr = 0.020 ksf, Tributary Width = 5.50 ft, (ROOF LOAD) Uniform Load: D=0.0240, L = 0.040 ksf, Tributary Width 13.50 ft, (FLOOR) Uniform Load: D = 0.0180 ksf, Tributary Width = 24.0 ft, (EXT WALL) Point Load: D=0.20, Lr = 0.20 k @ 3.0 ft, (B8j) PointLoad: D=5.10, Lr2.20, L=0.40, E5.90k@3.Oft,(B7i) Point Load: E = 5.90 k @ 3.0 ft, (Pm) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.848: 1 Maximum Shear Stress Ratio = 0.293: 1 Section used for this span W12x16 Section used for this span W12x16 Mu : Applied 62.638k-ft Vu : Applied 23.199 k Mn * Phi : Allowable 73.828k-ft Vn * Phi : Allowable 79.20 k Load Combination +1.20D+L+E Load Combination +1.20D+L+E Location of maximum on span 0.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.061 in Ratio = 1,174 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1: E Only Max Downward Total Deflection 0.075 in Ratio = 956 >240. Span: 1: +D+0.70E Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Value Segment Length Span # M V flax Mu + -nax Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vr , +1.40D Dri. L = 3.00 ft 1 0.373 0.138 -27.54 27.54 82.03 73.83 1.00 1.00 10.94 79.20 7 +1.20D+0.50Lr+1.60L Dn. L = 3.00 ft 1 0.451 0.176 -33.26 33.26 82.03 73.83 1.00 1.00 13.98 79.20 79.20 +1.20D+1.60L Dn. L = 3.00 ft 1 0.398 0.159 -29.42 29.42 82.03 73.83 1.00 1.00 12.61 79.20 79.20 +1.20D+1.60Lr+L 4 1(10 Dn. L = 3.00 ft 1 0.536 0.199 -39.55 39.55 82.03 73.83 1.00 1.00 15.77 '2'o 79.20 +1.20D+1.60Lr Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 DESCRIPTION: BIO Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Value,, Segment Length Span # M V flax Mu + nax Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dn. L = 3.00 ft 1 0.487 0.174 -35.92 35.92 82.03 73.83 1.00 1.00 13.75 79.20 79.20 +1.20D+L Dn. L = 3.00 ft 1 0.369 0.144 -27.24 27.24 82.03 73.83 1.00 1.00 11.40 79.20 79.20 +1.20D Dn. L = 3.00 ft 1 0.320 0.118 -23.61 23.61 82.03 73.83 1.00 1.00 9.38 79.20 79.20 +1.20D+0.50Lr+L Dn. L = 3.00 ft 1 0.421 0.161 -31.09 31.09 82.03 73.83 1.00 1.00 12.76 79.20 79.20 +0.90D Dn. L = 3.00 ft 1 0.240 0.089 -17.71 17.71 82.03 73.83 1.00 1.00 7.03 79.20 79.20 +1 .20D+L+E Dn. L = 3.00 ft 1 0.848 0.293 -62.64 62.64 82.03 73.83 1.00 1.00 23.20 79.20 79.20 +0.90D+E Dn. L = 3.00 ft 1 0.719 0.238 -53.11 53.11 82.03 73.83 1.00 1.00 18.83 79.20 79.20 Overall Maximum Deflections Load Combination Span Max. '-' DefiLocation in Span Load Combination Max. '+' Defi Location in Span +D+0.70E 1 0.0754 3.000 0.0000 0.000 Vertical Reactions Support notation: Far left is Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 16.076 Overall MiNimum -2.020 D Only 7.816 +D+L 9.835 +D+Lr 10.546 +D+0.750Lr+0.750L 11.378 +D+0.750L 9.331 +0.60D 4.689 +D+0.70E 16.076 +D+0.750L+0.5250E 15.526 +0.60D+0.70E 12.949 Lr Only 2.730 L Only 2.020 EOnly 11.800 4.110 Project Title: Engineer: Project ID: Project Descr: I Steel Beam Project File: Aviara.ec6 20.21.9.6 DESCRIPTION: Bli CODE REFERENCES Calculations per AISC 360-10, IBC 20112, CBC 2013, ASCE 7-10 Load Combination Set: ASCE7-16 Material Properties Analysis MethodLoad Resistance Factor Design Fy: Steel Yield : 50.0 ksi Beam Bracing Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(5.10) D l)E(-5.90) D(O.06118) L(O.07980) D(0.3240 L(O.540) W16 Span-=-3.O-ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.0240, L = 0.040 ksf, Tributary Width = 13.50 ft, (FLOOR) Uniform Load : D=0.0460, L = 0.060 ksf, Tributary Width= 1.330 ft, (DECK) Pint Load: D=5.10, Lr 2.20, L=0.40, E= -5.90k @ 3.0 ft, (B7j) Point Load: D=0.30, L = 0.20 k @ 3.0 ft, (B9i) Point Load: D=1.40, Lr = 1.90 k @ 3.0 ft, (ROOF) Point Load: D=0.70, L 0.90 k @ 3.0 ft, (DECK) Point Load: E = 5.90 k @ 3.0 ft, (PEQ) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.760: 1 WI 2x16 56.135k-ft 73.828k-ft +1.20D+160Lr+L 0 .000 ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.257: 1 WI 2x1 6 20.364 k 79.20 k +1.20D+1.60Lr+L 0.000 ft Span # 1 Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio = 3,380 >360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Span: 1: LrOnly Max Downward Total Deflection 0.066 in Ratio= 1093 >=240. Span: 1: +D+0.750Lr+0.750L Max Upward Total Deflection 0.000 in Ratio = 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Val Segment Length Span # M V nax Mu + iiax Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx PhI*VrIx +1.40D Dn. L = 3.00 ft 1 0.461 0.154 -34.03 34.03 82.03 73.83 1.00 1.00 12.18 79.20 79.20 +1.20D+0.50Lr+1.60L Dn. L = 3.00 ft 1 0.636 0.226 -46.98 46.98 82.03 73.83 1.00 1.00 17.87 79.20 +1.20D+1.60L 4. i ii Dn. L = 3.00 ft 1 0.553 0.200 40.83 40.83 82.03 73.83 1.00 1.00 15.82 79.20 79.20 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Aviara.ec6 DESCRIPTION: Bil Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Value,, Segment Length Span # M V flax Mu + ilax Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx +120D+1.60Lr+L Dn. L = 3.00 ft 1 0.760 0.257 -56.14 56.14 82.03 73.83 1.00 1.00 20.36 79.20 79.20 +120D+1.60Lr Dn. L = 3.00 ft 1 0.662 0.215 -48.85 48.85 82.03 73.83 1.00 1.00 17.00 79.20 79.20 +1.20D+L Dn. L = 3.00 ft 1 0.494 0.174 -36.46 36.46 82.03 73.83 1.00 1.00 13.80 79.20 79.20 +1.20D Dn. L = 3.00 ft 1 0.395 0.132 -29.17 29.17 82.03 73.83 1.00 1.00 10.44 79.20 79.20 +1 .20D+0.50Lr+L Dn. L = 3.00 ft 1 0.577 0.200 -42.61 42.61 82.03 73.83 1.00 1.00 15.85 79.20 79.20 +Q.90D Dn. L = 3.00 ft 1 0.296 0.099 -21.87 21.87 82.03 73.83 1.00 1.00 7.83 79.20 79.20 +1.20D+L+E Dn. L = 3.00 ft 1 0.494 0.174 -36.46 36.46 82.03 73.83 1.00 1.00 13.80 79.20 79.20 +0.90D+E Dn. L = 3.00 ft 1 0.296 0.099 -21.87 21.87 82.03 73.83 1.00 1.00 7.83 79.20 79.20 Overall Maximum Deflections Load Combination Span Max. '- DeflLocation in Span Load Combination Max. '+ Defi Location in Span +D+0.750Lr+0.750L 1 0.0658 3.000 0.0000 0.000 Vertical Reactions Support notation : Far left is Valuesin KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.298 Overall MiNimum -3.359 D Only 8.704 +D+L 12.063 +D+Lr 12.804 +D+0.750Lr+0.750L 14.298 +D+0.750L 11.223 +0.60D 5.222 +D+0.70E 8.704 +D+0.750L+0.5250E 11.223 +0.60D+0.70E 5.222 LrOnly 4.100 L Only 3.359 E Only 4.112 3 5900.0 33.5 0.0 Gov. Load Combo Main Span Cantilever Span Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 B5 (w/ cant for reaction) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 20 0 30.5 Floor 24 40 0 20 0 30.5 Beam Weight 55.08 0 0 1 0 30.5 Roof 15 0 20 5.5 30.5 33.5 Floor 24 40 0 13.5 30.5 33.5 Ext Wall 18 0 0 24 30.5 33.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B2 - j 1979 2392 0 1 1 13 B8 - j 164 0 30 1 1 33.5 B7 - i 5053 372 2240 1 1 33.5 Gov. Load Combo Main Span Cantilever Span 30.5 ft 3.0 ft 1.2 D+ 1.6 L+ .5 Lr 1.2 D+ .5 L+ 1.6 Lr 11709 lbs D 20423 lbs V. = 35762 lb V = 14374 lb 25281 lbs TL (max) 35751 lbs 1 M, = 278595 ft-lb M,, = -36770 ft-lb 11442 lbs TL(min) 20423 lbs Select W8XI 3 Gr 50 Lp = 9.22' [AlSC F2-5] Lr = 27.08' [AISC F26] 4b=0.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) Mu 'b x M V- V /4 x V. Deflection (in) D L Span /L TL Span/TL Main Span 0.0 679 0.46 235 0.15 Main Span Max 0.37 0.47 787 0.84 438 Min 0.00 -0.03 12714 0.00 0 Cant Span 0.0 679 0.46 235 0.06 Cant Span Max 0.02 0.02 2239 0.00 0 Mm -0.10 -0.14 249 -0.25 146 [B5 (wl cant for reaction) Subjected to Seismic Load Source no 0.7E(or) K XI(ft) X2 (ft) /J\ L T 30.5 ft /J\ 3.0 ft -6.48 K +0.7 * E 6.48 K V = -36.55 K V, = 36.16 K 6.48 K -0.7 * E -6.48 K 1 M,= 273.11 ft-K M 101.87 ft-K Unity Check M(ft-kip) M. M. V,, (kip) v. / V. Main Span 679 0.45 235 -0.16 Cant Span 679 0.17 235 0.15 4.113 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 TB6 (wl cant for reaction) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 3.75 mt Wall 10 0 0 20 3.75 30.5 Floor 24 40 0 14 0 30.5 Floor 24 40 0 6.5 3.75 30.5 Deck 46 60 0 1.33 0 3.75 Beam Weight 64.94 0 0 1 0 30.5 Floor 24 40 0 13.5 30.5 33.5 Deck 46 60 0 1.33 30.5 33.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ii) 63 - i 3229 3335 0 1 1 15.25 B4 - I 4424 3281 0 1 1 3.75 B7 - j 5053 372 2240 1 1 33.5 B9 - i 331 203 0 1 1 33.5 Roof 15 0 20 19 5 33.5 Deck 46 60 0 3 5 33.5 Gov. Load Combo Main Span Cantilever Span /J\ 30.5 ft /j\ 3.0 ft 1.2 D+ 1.6 L + .5 Lr 1.2 D + .5 L+ 1.6 Lr 16473 lbs D 23166 lbs V0 =460281b V = 18644 lb 32889 lbs TL (max) 41271 lbs /J\ M,, = 324059 ft-lb /f\ M,, = -52555 ft-lb 15990 lbs TL(min) 23166 lbs Select W8X13 Gr 50 Lp = 9.22 [AISC F2-5] Lr = 27.08'[ AISC 1726] db=O.9 = 1.0 Unity Check Lb (ft) M(ft-kip) Mu/bXM, V,, V0 II1vxVn Deflection (in) D L Span /L TL Span/TL Main Span 0.0 679 0.53 235 0.20 Main Span Max 0.45 0.53 690 0.98 374 Min 0.00 -0.05 7003 0.00 0 Cant Span 0.0 679 0.53 235 0.08 Cant Span Max 0.03 0.03 1230 0.00 0 Mm -0.12 -0.16 220 -0.28 127 1 136 (WI cant for reaction) Subjected to Seismic Load Source no0.7E(oT) K X1(ft) X2 (ft) 3 5900.0 33.5 0.0 Gov. Load Combo Main Span Cantilever Span T-30.5 ft 3.0 ft -6.48 K +0.7 * E 6.48 K V. = -38.19 K V, = 38.1 K 6.48 K -0.7 * F -6.48 K M0= 321.52 ft-K M= 108.68 ft-K Unity Check M0(ft-kip) M" M0 V,,(kip) V. 14v, Main Span 679 0.53 235 -0.16 Cant Span 679 0.18 235 0.16 4.114 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 (Ml 6) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 8 - 12.5 Floor 24 40 0 6.5 8 12.5 Floor 24 40 0 1.33 0 35.666 Deck 46 60 0 3.5 24.5 35.666 Roof 19 0 20 15.25 0 35.666 Ext Wall 18 0 0 20 0 1.75 Roof 15 0 20 15.25 0 1.75 Floor 24 40 0 6.5 0 1.75 Beam Weight 130.22 0 0 1 0 35.666 Deck 46 60 0 1.5 0 12.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B5 (w/ cant for r 20423 15328 2840 1 1 10.5 B6(w/ cant for r 23166 18105 4547 1 1 24.5 Gov. Load Combo Main Span 1.2 D + 1.6 L + .5 Lr V. = 77070 lb M = 773384 ft-lb 35.7 ft 33640 lbs D 32351 lbs 55684 lbs TL (max) 54725 lbs 33640 lbs TL(min) 32351 lbs Select WI 8X1 30 Gr 50 L = 9.54'[ AISC F2-51 Lr = 36.65 [AISC F261 j)b =O.9 4) = 1.0 Unity Check Lb (ft) M(ft-kip) M/4bxMfl V V I,xV0 Deflection (in) D L Span /L TL Span/TL Main Span 0.0 1208 0.71 388 0.20 Main Span Max 1.10 0.99 433 2.09 205 Min 0.00 0.00 0 0.00 0 IB13 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Corridor 25 100 0 3 0 6.33 I I Ext Wall 18 0 0 2 0 6.33 I Beam Weight 7.1 0 0 1 0 6.33 I I Gov. Load Combo Main Span /J\ 6.3 ft D + L 374 lbs D 374 lbs V = 1132 lb 133 105 TL (max) 1323 lbs /l\ 374 lbs TL(min) 374 lbs M=2094ft-lb Select: 6x6 DF#I Fb(psl) F6(psi) E(psi) Co Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-1b) M I M Va V I Va Deflection (in) L Span / L TL Span/TL Main Span 2773 0.76 3428 0.33 Main Span Max 0.09 855 0.12 614 Min 0.00 0 0.00 0 4.115 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 B14 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 30 0 23 Corridor 25 100 0 6.5 0 23 Roof 15 0 20 3 0 23 Beam Weight 30.09 0 0 1 0 23 Gov. Load Combo Main Span /J\ 23.0 ft 1.2 D+ 1.6 L + .5 Lr 8942 lbs D 8942 lbs V,= 23036 lb 16417 lbs TL (max) 16417 lbs M, = 132456 ft-lb 8942 lbs TL(min) 8942 lbs Select W8X13 Gr 50 Lp = 5.26'[ AISC F2-5] L = 14.85' [AISC F2-6] 4b=0.9 fr = 1.0 Unity Check Lb (ft) M(ft-kip) M,/4>bx M V, V. i, xV. Deflection (in) D L Span /L TL Span/TL Main Span 0.0 197 0.75 112 0.21 Main Span Max 0.58 0.53 521 1.11 249 Min 0.00 0.00 0 0.00 0 11315 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 6.33 I I Corridor 25 100 0 9.75 0 6.33 I Floor 24 40 0 9.25 0 6.33 I I Roof 19 0 20 18.25 0 6.33 I Beam Weight 22.3 0 0 1 0 6.5 I I Gov. Load Combo Main Span /J'' 6.5 ft 0 + L 3686 lbs D 3501 lbs V = 8051 lb 8054 lbs TL (max) 7647 lbs 3686 lbs TL(min) 3501 lbs I M=13071ft-lb Select: 6.314x15 GLB-24F Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Mn(ft-lb) M / M V V I V Main Span 50625 0.26 17888 0.45 Deflection (in) L Span / L TL SpanITL Main Span Max 0.02 3890 0.03 2338 Min 0.00 0 0.00 0 r15 Subjected to Seismic Load Source Q0 0.7E (k) XI(ft) X2 (ft) 3 10000.0 0.5 99.0 Gov. Load Combo Main Span /J\ 6.5 ft /J\ (1.0+0.105SDs)D + 0.525 Omega E 9231 lbs +0.7 * E 769 lbs + 0.75*(L+Lr) V = 31765 lb -9231 lbs -0.7 * E -769 lbs M19506ft-lb Unity Check Mn(ftlb) M 1(1.2 * 1.6 *M) V(lb) V /(1.2 * 1.6 * V) Main Span 50625 0.20 17888 0.92 4.116 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 B16 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 6.33 I Corridor 25 100 0 9.75 0 6.33 I Floor 24 40 0 8.25 0 6.33 I I Roof 15 0 20 19.25 0 6.33 I Beam Weight 14.9 0 0 1 0 6.33 I I Gov. Load Combo Main Span /J\ 6.5 ft D + L 3395 lbs D 3222 lbs V = 5379 lb 7634 lbs TL (max) 7244 lbs /T\ M=12389ft-lb IT 3395 lbs TL(min) 3222 lbs Select: 6x12 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M. V V / V Deflection (in) L Span! L TL Span/TL Main Span 13638 0.91 7168 0.75 Main Span Max 0.06 1285 0.10 794 Min 0.00 0 0.00 0 4.117 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 IB17(MF7) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (Ii) X End (Ii) mt Wall 10 0 0 30 0 23 Corridor 25 100 0 9.75 0 23 Roof 19 0 20 19.25 0 23 Floor 24 40 0 0.67 0 23 Floor 24 40 0 8.5 0 4.5 Floor 24 40 0 0.67 4.5 18.25 Floor 24 40 0 7.5 18.25 23 Beam Weight 59.84 0 0 1 0 23 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B5 - i 12800 14330 0 1 1 4.5 B6 - I 16975 16416 0 1 1 18.25 B15 - j 3250 4146 1125 1 1 0 B16 - i 3395 4238 1250 1 1 23 Gov. Load Combo Main Span /J\ 23.0 ft 1.2 D + 1.6 L + .5 Lr 29412 lbs D 31667 lbs V0 = -93956 lb 61709 lbs TL (max) 64865 lbs M. = 405930 ft-lb T 29412 lbs TL(min) 31667 lbs Select W11 8X60 Gr 50 Lp = 5.93'[ AISC F2-5] Lr = 18.22' [AISC F26] kb'O.9 4 = 1.0 Unity Check Lb (ft) M0(ft-kip) M, 'b x Mn V, V. /Ov x V,, Deflection (in) D L Span / L TL Span/TL Main Span 0.0 513 0.88 229 0.41 Main Span Max 0.49 0.59 465 1.08 255 Min 0.00 0.00 0 0.00 0 B17 (MF- 7) Subjected to Seismic Load Source no 0.7E(ol) K X1(ft) X2 (ft) 3 11.0 12.5 0.0 Gov. Load Combo Main Span /J\ 23.0 ft /J\ (1.2+0.2SDs)D + Omega E + fi * L -0.01 K +0.7 * E 0.01 K V. = -59.39 K 0.01 K -0.7 * E -0.01 K M0= 337.89 ft-K Unity Check M0(ft-kip) M0 /4M V0(kip) V. iv Main Span 513 0.73 229 -0.26 4.118 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 818 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Roof 15 0 20 0.67 0 3 I I Ext Wall 18 0 0 5 0 3 I Beam Weight 7.1 0 0 1 0 3 I Gov. Load Combo Main Span /j\ 3.0 ft D + Lr 161 lbs D 161 lbs V = 126 lb 181 lbs TL (max) 181 lbs M=136ft-lb 161 lbs TL(min) 161 lbs Select: 6x6 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6 x 10' 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M/ M V Vt V Deflection (in) L Span IL TL Span/TL Main Span 2773 0.05 3428 0.04 Main Span Max 0.00 179965 0.00 20004 Min 0.00 0 0.00 0 IB19 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 5 0 3 I Deck 46 60 0 3 0 3 I Beam Weight 7.1 0 0 1 0 3 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Deck 46 60 0 3 4.5 2 Gov. Load Combo Main Span /J\ 3.0 ft D + L 560 lbs D 767 lbs V = -1352 lb 1100 lbs TL (max) 1577 lbs 560 lbs TL(min) 767 lbs M = 1369 ft-lb Select: 6x6 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M/ Ma Va Vt Va Deflection (in) L Span /L TL Span/TL Main Span 2773 0.49 3428 0.39 Main Span Max 0.01 4379 0.02 2255 Min 0.00 0 0.00 0 4.119 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 B20 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (if) X End (if) Deck 46 60 0 1.5 0 12.5 I I Deck 46 60 0 4 9.5 12.5 I I Roof 19 0 20 4 9.5 12.5 I Ext Wall 18 0 0 20 9.5 12.5 I I Beam Weight 14.9 0 0 1 0 12.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (if) X (if) Deck 46 60 0 4.75 4 0 Beam 1670 857 569 1 1 0 Deck 46 60 0 4.75 4 9.5 Roof 19 0 20 4.75 4 0 Roof 19 0 20 4.75 4 9.5 Gov. Load Combo Main Span /j\ 12.5 ft /J\ D + L 3949 lbs D 3100 lbs V = -4088 lb 6940 lbs TL (max) 5162 lbs M=10834ft-lb 3949 lbs TL(min) 3100 lbs Select: 6x12 DF#1 Fb(psi) F(psi) E(psi) Co Cr CF Cv or CL 1350.0 170.0 1.6 x 106 1.0 1.0 1.0 1.0 Unity Check M(ft.lb) M / Ma V V / Va Deflection (in) L Span / L TL Span/TL Main Span 13638 0.79 7168 0.57 Main Span Max 0.13 1154 0.26 566 Min 0.00 0 0.00 0 B21 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (if) X End (if) mt Wall 10 0 0 20 7.5 13.5 I Corridor 25 100 0 3.4 7.5 13.5 I Roof 19 0 20 19.25 7.5 13.5 I Floor 24 40 0 1.33 0 13.5 I Beam Weight 13.6 0 0 1 0 13.5 I I Gov. Load Combo Main Span /J\ 13.5 ft /J\ D + .75(L + Lr) 1175 lbs D 3344 lbs V = -6151 lb 2169 lbs TL (max) 6151 lbs /l\ 1175 lbs TL(min) 3344 lbs M=14779ft-lb Select: 5.1I8 x11.1I4*GLB24F Fb(psl) F(psi) E(psi) CD Cr CF CvOrCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ftlb) M / Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 21621 0.68 10186 0.60 Main Span Max 0.24 669 0.46 354 Min 0.00 0 0.00 0 4.120 L-A . I 11,01,1777", no ri 1 KH, ['ii1Ls] :i. 2ND FL FRAMING KEY 1 4.121 Beam Calculations - CO-WORK 81 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Beam Weight 13.6 0 0 1 0 10 I I Deck 46 60 0 3 0 10 I I Ext Wall 18 0 0 3.5 0 10 I I Gov. Load Combo Main Span /j\ 10.0 ft D + L 1073 lbs D 1073 lbs V = 1726 lb 1973 lbs TL (max) 1973 lbs M=4933ft-lb 1073 lbs TL(min) 1073 lbs Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) Co Cr Cr Cv or CL 1200.0 170.0 1.6 x 101 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span /L TL Span/TL Main Span 5156 0.96 4675 0.37 Main Span Max 0.13 917 0.29 418 Min 0.00 0 0.00 0 82 1 Uniform Loads D(pst) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) lntWall 10 0 0 30 5 11.5 I Floor 24 40 0 31.33 5 11.5 I Beam Weight 21.5 0 0 1 0 11.5 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ii) Floor 24 40 0 30 2.5 5 Gov. Load Combo Main Span 11.5 ft D + L 3073 lbs D 5811 lbs V = -10730 lb 7071 lbs TL (max) 12959 lbs M = 36092 ft-lb I 3073 lbs TL(min) 5811 lbs Select: 8.3/4x11.1/4*GLB24F Fb(psi) F(psi) E(psi) Co Cr Cr Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M,(ft-lb) M / M Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 36914 0.98 17391 0.62 Main Span Max 0.25 563 0.44 317 Min 0.00 0 0.00 0 4.122 Beam Calculations - CO-WORK B3 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (Ii) Ext Wall 18 0 0 30 0 14.5 I I Deck 46 60 0 9 0 14.5 F Beam Weight 35.5 0 0 1 0 14.5 I I Floor 24 40 0 2 0 14.5 I Gov. Load Combo Main Span /j\ 14.5 ft /J\ D + L 7522 lbs D 7522 lbs V = 10152 lb 12017 TL (max) 12017 lbs lbs I M = 43561 ft-lb I 7522 lbs TL(min) 7522 lbs Select: 10.314x13.112 GLB-24F Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 0.95 Unity Check Ma(ftlb) - M / Ma Va V / Va Deflection (in) L Span! L TL Span/IL Main Span 62195 0.70 25639 0.40 Main Span Max 0.16 1119 0.42 419 Min 0.00 0 0.00 0 [133 Subjected to Seismic Load Source no0.7E (k) X1(ft) X2 (ft) 3 13300.0 0.5 3.9 3 13040.0 10.5 0.0 Gov. Load Combo Main Span (1.0+0.14SDs)D +.7 * Omega E V = 28507 lb M = 100804 ft-lb 14.5 ft -6324 lbs +0.7 * E 6324 lbs 6324 lbs -0.7 * F -6324 lbs Unity Check Ma(ftIb) M / (1.2 * 1.6 *Ma ) Va (lb) V / (1.2 * 1.6 * Va) Main Span 62195 0.84 25639 0.58 4.123 Beam Calculations - CO-WORK B4 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (if) X End (if) mt Wall 10 0 0 30 0 29.75 Floor 24 40 0 7.25 0 29.75 Deck 46 60 0 2 0 3.5 Floor 24 40 0 21.75 3.5 29.75 Beam Weight 71.06 0 0 1 0 29.75 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (if) X (ft) B3 - j 7522 4495 0 1 1 3.5 B2 - i 3073 3998 0 1 1 14.75 D(psf) L(psf) X (if) Trapazoidal Loads Start End Start End Start End 0 0 0 0 0 0 Gov. Load Combo Main Span 29.8 ft /]\ 1.2 D + 1.6 L + .5 Lr 22643 lbs D 18193 lbs = 60397 lb 43409 lbs Ti. (max) 37804 lbs M. = 445291 ft-lb T 22643 lbs TL(min) 18193 lbs Select WI 8X86 Gr 50 LP = 9.29'[ AISC F2-5] Lr = 28.57' [AISC F2-6] 4)b O.9 4)v = 1.0 Unity Check Lb (ft) M(ft-kip) M/4bx M0 V, V, /~v X Vn Deflection (in) D L Span/i. TL Span/TL Main Span 0.0 775 0.64 265 0.23 Main Span Max 0.54 0.57 627 1.11 322 Min 0.00 0.00 0 0.00 0 B4 Subjected to Seismic Load Source no0.7E(oD K X1(ft) X2 (if) 3 13040.0 3.5 0.0 Gov. Load Combo Main Span /J\ 29.8 ft (1.2+0.2SDs)D + Omega E + fi * L -1.53 K +0.7 * E 1.53 K V,= 89.28 K 1.53 K -0.7 *E -1.53 K /J\ M= 479.08 ft-K Unity Check - - M0(ft-kip) M / 4 M V (kip) V. / 4 V,, Main Span 775 0.69 265 0.34 4.124 Beam Calculations - CO-WORK Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 24 40 0 0.67 0 10 I 1 Ext Wall 18 0 0 4.5 0 10 I I Beam Weight 7.1 0 0 1 0 10 I I Deck 46 60 0 3 0 10 E I Gov. Load Combo Main Span 10.0 ft D + L 1211 lbs D 1211 lbs V = 1889 lb 2245 lbs TL (max) 2245 lbs /I\ /I\ 1211 lbs TL(min) 1211 lbs M=5612ft-lb Select: 6x10 DF#I Fb(psl) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6 x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / Ma Va V I V Deflection (in) L Span / L TL Span/TL Main Span 9307 0.60 5922 0.32 Main Span Max 0.07 1622 0.16 747 Min 0.00 0 0.00 0 tB6 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Corridor 25 100 0 9 0 13.5 Roof 19 0 20 18.5 0 13.5 Floor 24 40 0 15.75 0 13.5 mt Wall 10 0 0 30 0 13.5 Beam Weight 47.94 0 0 1 0 13.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B4 - j 18193 19612 0 1 1 1.25 Gov. Load Combo Main Span 1.2 D + 1.6 L + 5 Lr V= 76606 lb M = 131738 ft-lb 13.5 ft 25300 lbs D 10476 lbs 53424 lbs TL (max) 22619 lbs 25300 lbs TL(min) 10476 lbs Select WI 6X31 Gr 50 L6 = 4.13'[ AISC F2-5] Lr = 11.83 E AISC F261 4b=O.9 01 = 1.0 Unity Check Lb (ft) M(ft-kip) M /46 X MnV V0 /4. x V Deflection (in) D Main Span 0.0 225 0.65 134 0.57 Main Span Max 0.13 Min 0.00 L Span I L TL Span/TL 0.17 927 0.31 531 0.00 0 0.00 0 4.125 z FJ16 i+ i( ....... . .. ... . ........ . m J= ELECTRIC ROOM #1 SEGMENT 2 FRAMING KEY PLAN 4.126 Beam Calculations - ELECT #1 SEGMENT 2 BI Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (11) mt Wall 10 0 0 30 0 7.25 I I Floor 24 40 0 30.75 0 7.25 I Beam Weight 19.1 0 0 1 0 10.5 I Floor 24 40 0 1.33 0 10.5 I I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 30 1.875 7.25 Gov. Load Combo Main Span 10.5 ft /J\ D + L 56131b5 D 3798 lbs V= 10352 lb 12428 TL (max) 8710 lbs lbs I M = 32553 ft-lb I 5613 lbs TL(min) 3798 lbs Select: 8.3/4x11.1/4*GLB.24F Fb(psi) F(psi) E(psi) CD Cr CF CVOrCL 2400.0 265.0 1.8 x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft1b) M / Ma Va V/Va Deflection (in) L Span! L TL Span/TL Main Span 36914 0.88 17391 0.60 Main Span Max 0.19 664 0.34 370 Min 0.00 0 0.00 0 B2 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 3.5 Floor 24 40 0 0.67 0 3.5 Beam Weight 7.1 0 0 1 0 3.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 6.4 1.5 1 Floor 24 40 0 6.4 1.5 2.5 Roof 15 0 20 4 2 1.75 Gov. Load Combo Main Span D + L Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Va V / Va Deflection (in) L Span / L TL Span/TL 3428 0.35 Main Span Max 0.01 4123 0.03 1570 Min 0.00 0 0.00 0 4.127 V = 1204 lb 1" Select: 6x6 DF#1 Unity Check Ma(fi1b) M / Ma Main Span 2773 0.49 T- 3.5 ft 961 lbs D 961 lbs 1392 lbs TL (max) 1392 lbs 961 lbs TL(min) 961 lbs Beam Calculations - ELECT #1 SEGMENT 2 B3 Uniform Loads D(pst) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Corridor 25 100 0 9 0 3 I I lntWall 10 0 0 30 0 3 I I Floor 24 40 0 18 0 3 I Roof 15 0 20 18.625 0 3 I Beam Weight 9.7 0 0 1 0 3 I Gov. Load Combo Main Span 3.0 ft D + L 1869 lbs D 1869 lbs V = 2508 lb 4299 lbs TL (max) 4299 lbs /f\ 1869 lbs TL(min) 1869 lbs M = 3224 ft-lb Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V V / V Deflection (in) L Span / L TL Span/TL Main Span 5156 0.63 4675 0.54 Main Span Max 0.01 3069 0.02 1888 Min 0.00 0 0.00 0 4.128 - FJ16 FJ-16 ELECTRIC ROOM #2 SEGMENT 6 FRAMING KEY PLAN 4.129 Beam Calculations - ELECT #2 SEGMENT 6 IBI Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (Ii) mt Wall 10 0 0 30 3.25 10.5 Floor 24 40 0 30.75 3.25 10.5 Beam Weight 23.2 0 0 1 0 10.5 Point Loads D(psf) I..(psf) Lr(psf) Trib D(ft) Trib W (if) X (if) Floor 24 40 0 30.75 2 3.25 Gov. Load Combo Main Span D + L V = -9923 lb 1" M=31983ft-lb /J\ 10.5 ft 3739 lbs D 5506 lbs 85161b5 TL (max) 12106 lbs 3739 lbs TL(min) 5506 lbs Select: 8.3/4x11.1/4*GLB.24F Fb(pSi) F(psi) E(psi) CD Cr CF CVOrCL 2400.0 265.0 1.8x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / Ma V V/ V, Main Span 36914 0.87 17391 0.57 Deflection (in) L Span / L TL Span/TL Main Span Max 0.19 679 0.33 376 Min 0.00 0 0.00 0 !B2 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (if) X End (if) mt Wall 10 0 0 30 0 3 I Corridor 25 100 0 9 0 3 I I Floor 24 40 0 9.25 0 3 I I Roof 15 0 20 18.4 0 3 I Beam Weight 7.1 0 0 1 0 3 I I Gov. Load Combo Main Span /J\ 3.0 ft /J\ D + L 1545 lbs D 1545 lbs V = 2396 lb 3450 lbs TL (max) 3450 lbs /I\ /I\ 1545 lbs TL(min) 1545 lbs M= 2588 ft-lb I Select: 6x6 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) Mi M V V / V Deflection (in) Main Span 2773 0.93 3428 0.70 Main Span L Span / L TL Span/TL Max 0.02 1472 0.04 904 Min 0.00 0 0.00 0 4.130 14 1 Beam Calculations - ELECT #2 SEGMENT 6 Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 0 3.5 I I Floor 24 40 0 0.67 0 3.5 I I Beam Weight 7.1 0 0 1 0 3.5 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Floor 24 40 0 6.4 1.5 1 Floor 24 40 0 6.4 1.5 2.5 Roof 15 0 20 2 4 1.75 Gov. Load Combo Main Span 3.5 ft D + L 961 lbs D 961 lbs V = 1204 lb 1392 lbs TL (max) 1392 lbs /1 961 lbs TL(min) 961 lbs I M=1347ft-lb Select: 6x6 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-Ib) M / M V V / Va Deflection (in) L Span IL TL Span/TL Main Span 2773 0.49 3428 0.35 Main Span Max 0.01 4123 0.03 1570 Min 0.00 0 0.00 0 4.131 Beam Calculations - FACADE Typical I6x6 DECK TRIB = 3'L=7' Uniform Loads D(psf) L(pst) Lr(psf) Trib(ft) X Start (ft) X End (ft) Deck 46 60 0 3 0 7 I I ExtWalI 18 0 0 3.5 0 7 I I Beam Weight 7.1 0 0 1 0 7 I Gov. Load Combo Main Span /j\ 7.0 ft D + L 728 lbs D 728 lbs V = 1180 lb 1358 lbs TL (max) 1358 lbs 728 lbs TL(min) 728 lbs M = 2377ftlb Select: 6x6 DF#1 Fb(pSl) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6 x 106 1.0 1.0 1.0 1.0 Unity Check M(ft-lb) M / M V, V / V, Deflection (in) L Span / L TL Span/TL Main Span 2773 0.86 3428 0.34 Main Span Max 0.08 1054 0.17 489 Min 0.00 0 0.00 0 16x8 DECK TRIB = 3' L10' Uniform Loads D(pst) L(psf) Lr(pst) Trib(ft) X Start (Ii) X End (ft) Deck 46 60 0 3 0 10 I Ext Wall 18 0 0 3.5 0 10 I Beam Weight 7.1 0 0 1 0 10 I Gov. Load Combo Main Span /j\ 10.0 ft /J\ D + L 1040 lbs D 1040 lbs V = 1698 lb 1940 lbs TL (max) 1940 lbs 1040 lbs TL(min) 1040 lbs M=4851ft-lb I Select: 6x8 DF#1 Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 1200.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check Ma(ft-lb) M / M V V / V, Deflection (in) L Span / L TL Span/TL Main Span 5156 0.94 4675 0.36 Main Span Max 0.13 917 0.28 425 Min 0.00 0 0.00 0 4.132 Beam Calculations - FACADE Typical 6x10 DECK TRIB =3 L=13' Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) 3 0 13 I 3.5 0 13 I 1 0 13 I I /J\ 13.0 ft 1353 lbs D 1353 lbs V = 2215 lb 2523 lbs TL (max) 2523 lbs /1\ M=8199ft-lb 1353 lbs TL(min) 1353 lbs Select: 6x10 DF#1 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 1350.0 170.0 1.6x 106 1.0 1.0 1.0 1.0 Unity Check M(fi-lb) M / M V - V I V Deflection (in) L Span I L TL Span/TL Main Span 9307 0.88 5922 0.37 Main Span Max 0.18 848 0.40 393 Min 0.00 0 0.00 0 CANT ROOF RAFTERS Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Roof 15 0 20 1.33 0 4 I Beam Weight 1.9 0 0 1 0 4 I Coy. Load Combo Main Span Cantilever Span /J\ 1.5 ft 2.5 ft D + Lr D + Lr -29 lbs D 117 lbs V = -111 lb V = 95 lb -9 lbs TL (max) 258 lbs M-151 ft-lb -85 lbs TL(min) 117 lbs Fb(psi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 106 1.0 1.0 1.3 1.0 Unity Check M(ft-lb) M I M V V I V Deflection (in) L Span IL TL Span/TL Main Span 737 0.21 990 0.11 Main Span Max 0.00 277131 0.00 2018323 Min 0.00 30367 0.00 17514 Cant Span 737 -0.21 990 0.10 Cant Span Max 0.01 2542 0.02 1403 Min 0.00 225169 0.00 0 Deck 46 60 0 Ext Wall 18 0 0 Beam Weight 7.1 0 0 Gov. Load Combo Main Span D + L M=-151 ft-lb Select: 2x6 DF#2 4.133 Beam Calculations - FACADE Typical CANT DJ 5.8'1 2.4' Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Deck 46 60 0 1.33 0 8.2 I I Beam Weight 3.3 0 0 1 0 8.2 I Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Ext Wall 18 0 0 3.5 1.33 8.2 Gov. Load Combo Main Span Cantilever Span /j\ 5.8 ft 2.4 ft D + L D + L 120 lbs D 492 lbs V = -403 lb V = 324 lb 352 lbs TL (max) 955 lbs M = -604 ft-lb 81 lbs TL(min) 492 lbs M = -604 ft-lb Select: 2x10 DF#2 Fb(pSi) F(psi) E(psi) CD Cr CF Cv or CL 900.0 180.0 1.6x 101 1.0 1.0 1.1 1.0 Unity Check M(ft-lb) M / Ma Va V / Va Deflection (in) L Span / L TL Span/TL Main Span 1765 0.34 1665 0.24 Main Span Max 0.01 5445 0.01 4825 Mm -0.01 12896 0.00 13920 Cant Span 1765 -0.34 1665 0.19 Cant Span Max 0.02 1918 0.03 1042 Mm -0.02 1731 0.00 7188 4.134 Lateral Analysis 5.1 Lateral Load Analysis Plan 1 5.2 PLAN 1 LATERAL ANALYSIS KEY PLAN 5.3 Lateral Load Analysis - Plan I 2nd Floor Framing Aviara - Lateral.vca19 10-11579 L-1. 3 5.4 Lateral Load Analysis - Plan I 3rd Floor Framing Aviara - Lateral.vcal9 10-11579 L-1. 4 5.5 Lateral Load Analysis - Plan I 4th Floor Framing Aviara - Lateral.vcal9 10-11579 L-1. 5 5.6 Lateral Load Analysis - Plan I Roof Framing Aviara - Lateral.vcal9 10-11579 L-I.6 5.7 Lateral Load Analysis - Plan I Seismic Parameters Building Parameter Risk Category Importance Factor le Seismic Design Category SDC Sos Seismic Force - Resisting System Allowable Story Drift (in) Aa Building Height (ft) Building Period (sec) Response Modification Coef R Overstrength Factor no Deflection Amplification Factor Cd Redundancy Factor P Seismic Response Coeficient Cs = Mm {Soi x L / PIT, SOS x L / R}> 0.5 Si X Ic! R = D 0.752 X - XDir Y - YDir Bearing Wall System - Bearing Wall System - Light-framed walls Light-framed walls sheathed with wood sheathed with wood structural panels rated for structural panels rated shear resistance or steel for shear resistance or sheets steel sheets 3.3 3.3 44 44 0.35 0.35 6.5 6.5 3 3 4 4 1 1 0.12 0.12 Seismic Base Shear Eh = C x W XP 0.12W 0.12W 10-11579 L-1. 7 5.8 Lateral Load Analysis - Plan I Diaphram Area and Center of Mass Roof Roof Dimensions (Max) L..= 401.4 ft (Max) L=107.5ft Ht= 10.0 ft Roof Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) Xi Yi xi Yj (sq. ft.) (lb) Area 1 27 5 252.5 141.4 292 5,391 145,553 Area 2 27 -38.5 184.9 -1 209.4 919 24,800 Area 3 27 -241.1 219.9 -203.8 256 1,349 36,422 Area 4 27 -51.2 209.4 -1 256 2,341 63,203 Area 5 27 -203.8 209.2 -154.1 256 2,328 62,847 Area 6 27 -154.1 219.9 -51.2 256 3,724 100,544 Area 7 27 -251.6 230.5 -241.1 256 268 7,229 Area 8 27 -260 256 5 292.4 9,631 260,038 25,950 700,637 This level Roof X(c.M.)= -80.1 Roof Y(C.M.) 256.2 Accumulated from upper levels X(c.M.)= -80.1 Y(c.M.) 256.2 4th Floor 4th Floor Dimensions (Max) L= 401.4 ft (Max) L=107.5 ft Ht = 9.0 ft 4th Floor Unit Wt (w) Coordinates (ft) (Points © Opposite Corners) Area Weight (psf) Xi Yi xi Yj (sq. ft.) (lb) Area 1 40 5 252.5 141.4 292 5,391 215,634 Area 2 40 -38.5 184.9 -1 209.4 919 36,741 Area 3 40 -241.1 219.9 -203.8 256 1,349 53,959 Area 4 37.5 -51.2 209.4 -1 256 2,341 87,782 Area 5 37.5 -203.8 209.2 -154.1 256 2,328 87,288 Area 6 40 -154.1 219.9 -51.2 256 3,724 148,954 Area 7 40 -251.6 230.5 -241.1 256 268 10,710 Area 8 40 -260 256 5 292.4 9,631 385,242 25,950 1,026,310 This level 4th Floor X(c.M.)= -79.8 4th Floor Y(c.M.) 256.5 Accumulated from upper levels X(c.M.)= -79.9 Y(c.M.)= 256.3 3rd Floor 3rd Floor Dimensions (Max) L.= 401.4 ft (Max) L=107.5 ft Ht = 9.0 ft 3rd Floor Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) Xi Yi x (sq. ft.) (lb) Area 1 40 5 252.5 141.4 292 5,391 215,634 Area 2 40 -38.5 184.9 -1 209.4 919 36,741 Area 3 40 -241.1 219.9 -203.8 256 1,349 53,959 Area 4 37.5 -51.2 209.4 -1 256 2,341 87,782 Area 5 37.5 -203.8 209.2 -154.1 256 2,328 87,288 Area 6 40 -154.1 219.9 -51.2 256 3,724 148,954 10-11579 L-1.8 Area 7 Area 8 40 40 -251.6 230.5 -241.1 256 -260 256 5 292.4 268 10,710 9,631 385,242 : 25,950 1,026,310 This level 3rd Floor X(c.M.)= -79.8 3rd Floor Y(c.M.)= 256.5 Accumulated from upper levels X(c.M.)= -79.9 Y(C.M.)= 256.4 2nd Floor 2nd Floor Dimensions (Max) L= 401.4 ft (Max) L,=107.5 ft Ht = 10.0 ft 2nd Floor Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) Xi y (sq. ft.) (lb) Area 1 40 5 252.5 141.4 292 5,391 215,634 Area 2 40 -38.5 184.9 -1 209.4 919 36,741 Area 3 40 -241.1 219.9 -203.8 256 1,349 53,959 Area 4 37.5 -51.2 209.4 -1 256 2,341 87,782 Area 5 40 -203.8 209.2 -154.1 256 2,328 93,107 Area 6 40 -154.1 219.9 -51.2 256 3,724 148,954 Area 7 40 -251.6 230.5 -241.1 256 268 10,710 Area 8 40 -260 256 5 292.4 9,631 385,242 25,950 1,032,129 This level 2nd Floor X(c.M.)= -80.4 2nd Floor Y(c.M.)= 256.3 Accumulated from upper levels X(c.M.)= -79.9 Y(c.M.)= 256.4 10-11579 L-1.9 5.10 Lateral Load Analysis - Plan I Seismic Force Distribution (ASD) Level (i) W(lb) H(ft) W x H X-X Dir (R = 6.5) F(1b) f(psf) v(psf) Y-Y Dir F(lb) (R = fi(psf) 6.5) v(psf) Roof 700,637 42 29,426,770 97,773 3.77 3.77 97,773 3.77 3.77 4th Floor 1,026,310 31 31,815,610 105,710 4.07 7.84 105,710 4.07 7.84 3rd Floor 1,026,310 21 21,552,510 71,610 2.76 10.6 71,610 2.76 10.6 2nd Floor 1,032,129 11 11,353,420 37,723 1.45 12.05 37,723 1.45 12.05 Sum 3,785,386 94,148,310 312,814 312,814 10-11579 L-1.10 5.11 Lateral Load Analysis - Plan I Wind Parameters - Directional Procedure Part 1 (ASCE 7-16 Chapter 27) External.Pressurez Coefficients Building Dimensions Lx (x-x Dir.) = 401.4 ft Ly (y-y Dir.) = 107.5 ft Roof Area = 100.0 Building Datum 0 ft Wall C, L/B Windward Leeward X - X Dir. (Lx /Ly)=3.73 0.8 -.23 Y - YDir. (Ly/ Lx) =.27 0.8 -.5 Roof Cp X - X is Normal To Ridge Windward Leeward Slope = 18.4 Deg h/L = .11 -.36 .14 . -.57 -.57 Y - Y is Normal To Ridge Windward Leeward Slope = 18.4 Deg h/L =.4 -.44 .02 -.57 -.57 Mean Roof Ht. = 43 Qh (psf) = 20.9 Wind Force - MWFRS P = Q(z orb) GC - Qh (GC) Where G = 0.85 (GC 1) = ± 0.18 (Enclosed) Y - Y is Normal To Ridge Ave Pres.@ Level (i) Level (i) z (ft) Windward (Qz x Ox C. = P. ) (psf) Leeward (Qh x G x C, = PL) (psf) P (psf) Roof Q. (psf) 0 C, Pw Qh (psfl 0 C, PL Pw + PL Max Roof Ht. 44 20.9 0.85 0.021 0.1 20.9 0.85 -0.569 -3.2 3.3 Wall Q. (psf) G C, PW Q(psf) G C, PL PW+PL 20.7 0.85 0.8 14.1 20.9 0.85 -0.5 -8.8 22.9 Roof 42 4th Floor 31 19.4 0.85 0.8 13.2 20.9 0.85 -0.5 -8.8 22.1 3rd Floor 21 17.9 0.85 0.8 12.2 20.9 0.85 -0.5 -8.8 21 2nd Floor 11 15.6 0.85 0.8 10.6 20.9 0.85 -0.5 -8.8 19.5 X - X is Normal To Ridge Ave Pres.@ Level (i) Level (i) z (ft) Windward (Q.,. x 0 x C, = P) (psf) Leeward (Q' x G x C, = PL) (psf) P (psf) Roof - Q. (psf) 0 C, PW Q (psf) 0 C, PL Pw + PL Max Roof Ht. 44 20.9 0.85 0.137 0.8 20.9 0.85 -0.569 -3.2 4 Wall Q(psf) 0 C, PW Q1, (psf) 0 C FL PW+PL Roof 42 20.7 0.85 0.8 14.1 20.9 0.85 -0.227 -4 18.1 4th Floor 31 19.4 0.85 0.8 13.2 20.9 0.85 -0.227 -4 17.2 3rd Floor 21 17.9 0.85 0.8 12.2 20.9 0.85 -0.227 -4 16.2 2nd Floor 11 15.6 0.85 0.8 10.6 20.9 0.85 -0.227 -4 14.6 10-11579 L-1.11 5.12 Lateral Load Analysis - Plan I Wood Shear Wall & SW Rigidity (k) Abending = 8 Vallow H3 / E A L Where E= 1.6x 106 (psi) A = Post Area (in2) Vallow = allowable unit shear (pit) AShear = Vallow H / (1000 Ga) where Ga = Shear Stiffness (kip/in) [Table 3.4 A, 2015 NDS - Wind & Seismic provisions] \anchor = (H I L) [Device or Rod Elongation + Plate Crushing + Shrinkage] where Rod Elongation = (Valiow X L ) X H I ( Arod X Es ATotal Abending + AShear + Aarachor (kip/in) SW Rigidity (at allowable stress level) k = [vallow/ 1000 (kit) XL /ATotal ( kip tin) SW 1.1 (Sample Calc) L= 19.6 ft H = 10.0 ft SW Sch = 12 Ga = 39 (kip/in) Abending = 8 x640 x 10.0t( 1.6 x 106 x 12.25 x 19.6 = 0.013" AShear = 640 X 10.0 t( 39 X 1000) = 0.164" Aanchor = (10.0 / 19.6) X (0.235 + 0.000 + 0.040 + 0) = 0.161" LTotai = 0.013 + 0.164+0.161 = 0.338" k =(640t1000) x19.6/0.338 =37.1 ( kip tin) 10-11579 L-1.12 5.13 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in') Abending L\Shear Aanchor ATotal k Line 1 1.1 19.6 10.0 0 9 260 5/8 F1554 Gr. 12 0.005 0.200 0.088 0.294 17.4 Line 10 10.1 3.5 10.0 0 11 490 5/8 F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.10 4.1 10.0 0 11 490 5/8 F1554 Gr. 12 0.048 0.196 0.532 0.776 2.6 10.11 4.3 10.0 0 11 490 3/4" F1554Gr. 12 0.047 0.196 0.440 0.683 3.1 10.12 4.0 10.0 0 11 490 5/8' F1554Gr. 12 0.050 0.196 0.549 0.795 2.5 10.13 4.3 10.0 0 11 490 3/4" F1554Gr. 12 0.047 0.196 0.440 0.683 3.1 10.14 4.1 10.0 0 11 490 5/8" F1554 Gr. 12 0.048 0.196 0.532 0.776 2.6 10.15 3.5 10.0 0 11 490 5/8"F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.16 3.5 10.0 0 11 490 5/8' F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.17 5.0 10.0 0 11 490 3/4" F1554Gr. 12 0.040 0.196 0.375 0.611 4.0 10.18 3.5 10.0 0 11 490 5/8' F1554 Gr. 12 0.057 0.196 0.634 0.887 1.9 10.19 3.5 10.0 0 11 490 5/8"F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.2 3.5 10.0 0 11 490 5/8' F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.20 3.5 10.0 0 11 490 5/8" F1554 Gr. 12 0.057 0.196 0.634 0.887 1.9 10.21 3.5 10.0 0 11 490 5/8" F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.22 3.5 10.0 0 11 490 5/8"F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.23 3.5 10.0 0 11 490 5/8" F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.24 4.1 10.0 0 11 . 490 5/8" F1554 Gr. 12 0.048 0.196 0.532 0.776 2.6 10.25 4.3 10.0 0 11 490 5/8"F1554Gr. 12 0.047 0.196 0.515 0.758 2.7 10.3 3.5 10.0 0 11 490 5/8" F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.4 3.5 10.0 0 11 490 5/8" F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.5 5.0 10.0 0 11 490 3/4" F1554Gr. 12 0.040 0.196 0.375 0.611 4.0 10.6 3.5 10.0 0 11 490 5/8'F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.7 3.5 10.0 0 11 490 5/8'F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.8 3.5 10.0 0 11 490 5/8'F1554Gr. 12 0.057 0.196 0.634 0.887 1.9 10.9 3.5 10.0 0 11 490 5/8" F1554 Gr. 12 0.057 0.196 0.634 0.887 1.9 Line 2 2.1 13.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.008 0.200 0.131 0.339 10.2 Line 4 4.1 3.5 10.0 0 11 490 3/4' F1554Gr. 12 0.057 0.196 0.534 0.787 2.2 4.2 3.5 10.0 0 11 490 3/4" F1554 Gr. 12 0.057 0.196 0.534 0.787 2.2 4.3 3.5 10.0 0 11 490 5/8"F1554Gr. 12 0.057 0.196 0.666 0.919 1.9 Line 5 5.1 4.1 10.0 0 11 490 5/8" F1554 Gr. 12 0.048 0.196 0.558 0.803 2.5 5.2 4.4 10.0 0 11 490 3/4 F1554Gr. 12 0.045 0.196 0.444 0.686 3.2 5.3 4.3 10.0 0 11 490 3/4" F1554Gr. 12 0.047 0.196 0.458 0.700 3.0 5.4 4.3 10.0 0 11 490 3/4" F1554Gr. 12 0.047 0.196 0.458 0.700 3.0 5.5 4.4 10.0 0 11 490 3/4' F1554 Gr. 12 0.045 0.196 0.446 0.687 3.1 10-11579 L-1.13 5.14 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending LShear Aanchor LTotal k 5.6 4.1 10.0 0 11 490 5/8 F1554Gr. 12 0.048 0.196 0.558 0.803 2.5 Line 6 6.1 4.5 10.0 0 10 350 5/8' F1554 Gr. 12 0.032 0.184 0.440 0.656 2.4 Line 7 7.1 14.6 10.0 0 9 260 5/8 F1554Gr. 12 0.007 0.200 0.119 0.326 11.6 7.2 14.6 10.0 0 9 260 5/8 F1554Gr. 12 0.007 0.200 0.119 0.326 11.6 Line 8 8.1 16.0 10.0 0 9 260 5/8 F1554 Gr. 12 0.007 0.200 0.108 0.315 13.2 8.2 16.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.007 0.200 0.108 0.315 13.2 Line 9 9.1 39.7 10.0 0 9 260 5/8 F1554 Gr. 12 0.003 0.200 0.043 0.246 41.9 9.10 24.0 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.072 0.276 22.6 9.11 9.9 10.0 0 9 260 5/8' F1554Gr. 12 0.011 0.200 0.176 0.387 6.7 9.12 8.1 10.0 0 9 260 5/8' F1554 Cr. 12 0.013 0.200 0.216 0.429 4.9 9.14 31.2 10.0 0 9 260 5/8" F1554Gr. 12 0.003 0.200 0.055 0.259 31.3 9.15 12.3 10.0 0 9 260 5/8' F1554Gr. 12 0.009 0.200 0.142 0.350 9.1 9.16 19.8 10.0 0 9 260 5/8' F1554Gr. 12 0.005 0.200 0.087 0.293 17.5 9.17 12.3 10.0 0 9 260 5/8" F1554 Cr. 12 0.009 0.200 0.142 0.350 9.1 9.18 31.2 10.0 0 9 260 5/8" F1554 Cr. 12 0.003 0.200 0.055 0.259 31.3 9.2 12.3 10.0 0 9 260 5/8' F1554 Cr. 12 0.009 0.200 0.142 0.350 9.1 9.6 15.2 10.0 0 9 260 5/8" F1554Gr. 12 0.007 0.200 0.114 0.321 12.3 9.7 39.7 10.0 0 9 260 5/8" F1554Gr. 12 0.003 0.200 0.043 0.246 41.9 9.8 8.1 10.0 0 9 260 5/8" F1554Gr. 12 0.013 0.200 0.216 0.429 4.9 9.9 10.9 10.0 0 9 260 5/8" F1554 Cr. 12 0.010 0.200 0.160 0.369 7.7 Line A A.1 9.4 10.0 0 10 350 5/8' F1554 Cr. 12 0.015 0.184 0.206 0.405 8.1 Line B B.1 13.6 10.0 0 9 260 5/8" F1554Gr. 12 0.008 0.200 0.128 0.335 10.5 Line C C.1 15.8 10.0 0 9 260 5/8" F1554Gr. 12 0.007 0.200 0.110 0.316 13.0 Line D D.1 28.5 10.0 0 9 260 5/8" F1554 Cr. 12 0.004 0.200 0.060 0.264 28.0 Line E E.1 23.9 10.0 0 9 260 5/8" F1554 Cr. 12 0.004 0.200 0.072 0.277 22.5 Line F F.1 26.3 10.0 0 9 260 5/8" F1554 Cr. 12 0.004 0.200 0.066 0.270 25.3 Line C G.1 14.0 10.0 0 9 260 5/8" F1554 Cr. 12 0.008 0.200 0.124 0.331 11.0 10-11579 L-1.14 5.15 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vallow(plf) HD TIC (in') Abending LShear Aanchor L\Total k G.2 14.0 10.0 0 9 260 5/8' F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 Line H H.3 15.2 10.0 0 9 260 5/8" F1554 Gr. 12 0.007 0.200 0.114 0.321 12.3 Line I 1.1 15.6 10.0 0 9 260 5/8"F1554Gr. 12 0.007 0.200 0.111 0.318 12.8 Line J J.1 28.5 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.060 0.264 28.0 Line K K.1 26.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.066 0.270 25.3 Line L L.1 15.9 10.0 0 9 260 5/8' F1554 Gr. 12 0.007 0.200 0.109 0.316 13.1 L.2 14.9 10.0 0 9 260 5/8 F1554 Gr. 12 0.007 0.200 0.116 0.324 12.0 Line M M.1 22.0 10.0 0 9 260 5/8" F1554 Or. 12 0.005 0.200 0.078 0.283 20.2 M.2 15.0 10.0 0 9 260 5/8" F1554Gr. 12 0.007 0.200 0.115 0.323 12.1 Line N N.1 22.3 10.0 0 9 260 5/8' F1554 Gr. 12 0.005 0.200 0.078 0.282 20.5 Line 0 0.1 25.8 10.0 0 9 260 5/8" F1554 Or. 12 0.004 0.200 0.067 0.271 24.8 Line P.1 26.3 10.0 0 9 260 5/8' F1554 Or. 12 0.004 0.200 0.066 0.270 25.3 Line Q Q.1 24.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.072 0.276 22.6 Line R R.1 4.0 10.0 0 11 490 5/8" F1554 Or. 12 0.050 0.196 0.560 0.806 2.4 R.2 3.6 10.0 0 11 490 5/8" F1554 Or. 12 0.056 0.196 0.535 0.787 2.2 Line S S.1 28.5 10.0 0 9 260 5/8" F1554 Or. 12 0.004 0.200 0.060 0.264 28.0 Line T.1 13.8 10.0 0 9 260 5/8" F1554 Or. 12 0.008 0.200 0.126 0.334 10.7 T.2 13.8 10.0 0 9 260 5/8" F1554 Gr. 12 0.008 0.200 0.126 0.334 10.7 Line U U.1 8.0 10.0 0 9 260 5/8" F1554Gr. 12 0.013 0.200 0.219 0.432 4.8 U.2 5.0 10.0 0 9 260 5/8" F1554 Or. 12 0.021 0.200 0.354 0.576 2.3 U.3 11.5 10.0 0 9 260 5/8" F1554 Or. 12 0.009 0.200 0.151 0.360 8.3 Line V V.1 26.3 10.0 0 9 260 5/8" F1554 Or. 12 0.004 0.200 0.066 0.270 25.3 10-11579 L-1.15 5.16 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vallow(plf) HO TIC On') Abending L\Shear Aanchor ATotal k Line W.1 28.5 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.060 0.264 28.0 Line X X.1 14.9 10.0 0 9 260 5/8" F1554Gr. 12 0.007 0.200 0.116 0.323 12.0 X.2 15.8 10.0 0 9 260 5/8' F1554 Gr. 12 0.007 0.200 0.146 0.353 11.6 Line Y Y.1 30.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.057 0.261 29.9 Line Z Z.1 13.3 10.0 0 9 260 5/8' F1554 Gr. 12 0.008 0.200 0.131 0.339 10.2 Wall With Hole(s) Roof I 'H P1 ~Mj P2 IW21 P3 Wall L H P1 WI P2 W2 P3 HI H2 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending LShear Aanchor ATotal k Line 1 1.1 19.6 9.0 0 11 490 5/8" F1554 Gr. 12 0.007 0.176 0.115 0.298 32.2 Line 10 10.1 3.5 9.0 0 13 870 1" F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.10 4.1 9.0 0 13 870 1" F1554 Gr. 10 12 0.063 0.154 0.435 0.651 5.5 10.11 4.3 9.0 0 13 870 1 1/8" F1554 Or 12 0.060 0.154 0.385 0.598 6.2 10.12 4.0 9.0 0 13 870 1" F1554 Or. 10 12 0.065 0.154 0.449 0.668 5.2 10.13 4.3 9.0 0 13 870 11/8" F1554Gr 12 0.060 0.154 0.385 0.598 6.2 10.14 4.1 9.0 0 13 870 1' F1554 Or. 10 12 0.063 0.154 0.435 0.651 5.5 10.15 3.5 9.0 0 13 870 1" F1554Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.16 3.5 9.0 0 13 870 1' F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.17 5.0 9.0 0 13 870 11/8" F1554Gr 12 0.052 0.154 0.328 0.533 8.2 10.18 3.5 9.0 0 13 870 1 F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.19 3.5 9.0 0 13 870 1" F1554Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.2 3.5 9.0 0 13 870 1" F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.20 3.5 9.0 0 13 870 1" F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.21 3.5 9.0 0 13 870 1' F1554 Or. 10 12 0.074 0.154 0.518 0.745 4.1 10-11579 L-1.16 5.17 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(p!f) HD TIC (in2) Abending AShear Aanchor ATotal k 10.22 3.5 9.0 0 13 870 1"F1554Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.23 3.5 9.0 0 13 870 1 F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.24 4.1 9.0 0 13 870 1" F1554 Gr. 10 12 0.063 0.154 0.435 0.651 5.5 10.25 4.3 9.0 0 13 870 1 F1554 Gr. 10 12 0.061 0.154 0.422 0.636 5.8 10.3 3.5 9.0 0 13 870 1" F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.4 3.5 9.0 0 13 870 1 F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.5 5.0 9.0 0 13 870 1 1/8 F1554Gr 12 0.052 0.154 0.328 0.533 8.2 10.6 3.5 9.0 0 13 870 1 F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.7 3.5 9.0 0 13 870 V F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.8 3.5 9.0 0 13 870 1" F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 10.9 3.5 9.0 0 13 870 1 F1554 Gr. 10 12 0.074 0.154 0.518 0.745 4.1 Line 2 2.1 13.3 9.0 0 11 490 5/8 F1554Gr. 12 0.011 0.176 0.171 0.358 18.1 Line 4 4.1 3.5 9.0 0 13 870 1 1/8 F1554Gr 12 0.074 0.154 0.504 0.732 4.2 4.2 3.5 9.0 0 13 870 1 1/8 F1554Gr 12 0.074 0.154 0.504 0.732 4.2 4.3 3.5 9.0 0 13 870 1 F1554 Gr. 10 12 0.074 0.154 0.568 0.795 3.8 Line 5 5.1 4.1 9.0 0 13 870 1" F1554 Gr. 10 12 0.063 0.154 0.476 0.692 5.2 5.2 4.4 9.0 0 13 870 1 1/8 F1554Gr 12 0.059 0.154 0.389 0.601 6.4 5.3 4.3 9.0 0 13 870 1 1/8"F1554Gr 12 0.060 0.154 0.401 0.615 6.1 5.4 4.3 9.0 0 13 870 1 1/8 F1554Gr 12 0.060 0.154 0.401 0.615 6.1 5.5 4.4 9.0 0 13 870 1 1/8 F1554Gr 12 0.059 0.154 0.391 0.603 6.3 5.6 4.1 9.0 0 13 870 1 F1554 Gr. 10 12 0.063 0.154 0.476 0.692 5.2 Line 6.1 4.5 9.0 0 12 640 7/8" F1554 Gr. 12 0.042 0.148 0.427 0.617 4.7 Line 7 7.1 14.6 9.0 0 11 490 5/8"F1554Gr. 12 0.010 0.176 0.155 0.341 20.9 7.2 14.6 9.0 0 11 490 5/8F1554Gr. 12 0.010 0.176 0.155 0.341 20.9 Line 8 8.1 16.0 9.0 0 11 490 3/4'F1554Gr. 12 0.009 0.176 0.119 0.304 25.8 8.2 16.0 9.0 0 11 490 3/4 F1554Gr. 12 0.009 0.176 0.119 0.304 25.8 Line 9 9.1 39.7 9.0 0 11 490 5/8 F1554 Gr. 12 0.004 0.176 0.094 0.274 71.0 9.10 24.0 9.0 0 11 490 3/4' F1554Gr. 12 0.006 0.176 0.087 0.270 43.6 9.11 9.9 9.0 0 11 490 5/8" F1554Gr. 12 0.015 0.176 0.230 0.421 11.5 9.12 8.1 9.0 0 11 490 5/8 F1554 Gr. 12 0.018 0.176 0.283 0.477 8.3 9.14 31.2 9.0 0 11 490 5/8F1554Gr. 12 0.005 0.176 0.090 0.271 56.4 9.15 12.3 9.0 0 11 490 3/4 F1554Gr. 12 0.012 0.176 0.155 0.344 17.5 9.16 19.8 9.0 0 11 490 3/4"F1554Gr. 12 0.007 0.176 0.096 0.280 34.6 10-11579 L-1.17 5.18 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vallow(plf) HD T/C (in2) Abending AShear Aanchor ATotal k 9.17 12.3 9.0 0 11 490 3/4Fl554Gr. 12 0.012 0.176 0.155 0.344 17.5 9.18 31.2 9.0 0 11 490 5/8 F1554 Gr. 12 0.005 0.176 0.090 0.271 56.4 9.2 12.3 9.0 0 11 490 3/4" F1554 Gr. 12 0.012 0.176 0.155 0.344 17.5 9.6 15.2 9.0 0 11 490 3/4" F1554Gr. 12 0.010 0.176 0.125 0.311 23.9 9.7 39.7 9.0 0 11 490 5/8' F1554 Gr. 12 0.004 0.176 0.094 0.274 71.0 9.8 8.1 9.0 0 11 490 5/8'F1554Gr. 12 0.018 0.176 0.283 0.477 8.3 9.9 10.9 9.0 0 11 490 5/8" F1554 Gr. 12 0.013 0.176 0.208 0.398 13.4 Line A A.1 9.4 9.0 0 12 640 7/8" F1554 Gr. 12 0.020 0.148 0.200 0.368 16.3 Line B B.1 13.6 9.0 0 11 490 5/8" F1554 Gr. 12 0.011 0.176 0.166 0.353 18.8 Line C C.1 15.8 9.0 0 11 490 5/8" F1554 Gr. 12 0.009 0.176 0.143 0.328 23.6 Line D D.1 28.5 9.0 0 11 490 5/8'F1554Gr. 12 0.005 0.176 0.078 0.260 53.7 Line E E.1 23.9 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.094 0.276 42.4 Line F F.1 26.3 9.0 0 11 490 5/8" F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line G G.1 14.0 9.0 0 11 490 5/8' F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 G.2 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 Line H H.3 15.2 9.0 0 11 490 5/8"F1554Gr. 12 0.010 0.176 0.149 0.335 22.2 Line I 1.1 15.6 9.0 0 11 490 5/8' F1554 Gr. 12 0.009 0.176 0.144 0.330 23.2 Line J J.1 28.5 9.0 0 11 490 5/8"F1554Gr. 12 0.005 0.176 0.078 0.260 53.7 Line K K.1 26.3 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.085 0.267 48.1 Line L L.1 15.9 9.0 0 11 490 3/4' F1554Gr. 12 0.009 0.176 0.119 0.305 25.5 L.2 14.9 9.0 0 11 490 3/4"F1554Gr. 12 0.010 0.176 0.128 0.314 23.2 Line M M.1 22.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.007 0.176 0.102 0.285 37.8 M.2 15.0 9.0 0 11 490 5/8" F1,554 Gr. 12 0.010 0.176 0.150 0.336 21.8 Line N 10-11579 L-1.18 5.19 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Aberiding AShear Lanchor ATotat k N.1 22.3 9.0 0 11 490 5/8" F1554 Gr. 12 0.007 0.176 0.101 0.284 38.4 Line 0 0.1 25.8 9.0 0 11 490 5/8 F1554 Gr. 12 0.006 0.176 0.087 0.269 47.1 Line P P.1 26.3 9.0 0 11 490 5/8" F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line Q Q.1 24.0 9.0 0 11 490 3/4"F1554Gr. 12 0.006 0.176 0.079 0.261 45.0 Line R R.1 4.0 9.0 0 13 870 1" F1554 Gr. 10 12 0.065 0.154 0.487 0.705 4.9 R.2 3.6 9.0 0 13 870 1" F1554 Gr. 10 12 0.072 0.154 0.451 0.676 4.6 Line S.1 28.5 9.0 0 11 490 5/8" F1554Gr. 12 0.005 0.176 0.078 0.260 53.7 Line T.1 13.8 9.0 0 11 490 5/8" F1554Gr. 12 0.011 0.176 0.164 0.351 19.2 T.2 13.8 9.0 0 11 490 5/8" F1554 Gr. 12 0.011 0.176 0.164 0.351 19.2 Line U U.1 8.0 9.0 0 11 490 3/4" F1554Gr. 12 0.018 0.176 0.240 0.435 9.0 U.2 5.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.029 0.176 0.468 0.674 3.6 U.3 11.5 9.0 0 11 490 3/4"F1554Gr. 12 0.013 0.176 0.166 0.355 15.9 Line V V.1 26.3 9.0 0 11 490 5/8"F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line W.1 28.5 9.0 0 11 490 5/8' F1554 Gr. 12 0.005 0.176 0.078 0.260 53.7 Line X X.1 14.9 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.151 0.337 21.6 X.2 15.8 9.0 0 11 490 5/8" F1554 Gr. 12 0.009 0.176 0.190 0.376 20.6 Line Y.1 30.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.005 0.176 0.074 0.256 57.5 Line Z.1 13.3 9.0 0 11 490 5/8F1554Gr. 12 0.011 0.176 0.171 0.358 18.1 10-11579 L-1.19 5.20 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) Wall With Hole(s) 4th Floor Wall L I-I P1 WI P2 W2 P3 HI H2 c'1I I-i-i P1rW1iP2JW P 3rd Floor Wall L H Hole SW Sch Vallow(plf) HD TIC (in 2) Abending AShear Aanchor ATotal k Line 1 1.1 19.6 9.0 0 12 640 3/4 F1554 Gr. 12 0.010 0.148 0.326 0.484 25.9 Line 10 10.1 3.5 9.0 0 12a 1280 1 1/8 F1554 Gr 12 0.109 0.148 0.608 0.865 5.2 10.10 4.1 9.0 0 12a 1280 1 1/8' F1554Gr 12 0.092 0.148 0.510 0.750 7.0 10.11 4.3 9.0 0 12a 1280 1 1/4 F1554 Or 12 0.089 0.148 0.437 0.674 8.2 10.12 4.0 9.0 0 12a 1280 1 1/8" F1554 Gr 12 0.095 0.148 0.527 0.770 6.7 10.13 4.3 9.0 0 12a 1280 1 1/4' F1554Gr 12 0.089 0.148 0.437 0.674 8.2 10.14 4.1 9.0 0 12a 1280 1 1/8 F1554 Gr 12 0.092 0.148 0.510 0.750 7.0 10.15 3.5 9.0 0 12a 1280, 11/8" F1554 Gr 12 0.109 0.148 0.608 0.865 5.2 10.16 3.5 9.0 0 12a 1280 11/8" F1554 Gr 12 0.109 0.148 0.608 0.865 5.2 10.17 5.0 9.0 0 12a 1280 1 1/4' F1554 Gr 12 0.076 0.148 0.373 0.596 10.7 10.18 3.5 9.0 0 12a 1280 1 1/8' F1554Gr 12 0.109 0.148 0.608 0.865 5.2 10.19 3.5 9.0 0 12a 1280 11/8" F1554 Or 12 0.109 0.148 0.608 0.865 5.2 10.2 3.5 9.0 0 12a 1280 11/8" F1554Gr 12 0.109 0.148 0.608 0.865 5.2 10.20 3.5 9.0 0 12a 1280 1 1/8' F1554 Gr 12 0.109 0.148 0.608 0.865 5.2 10.21 3.5 9.0 0 12a 1280 11/8" F1554Gr 12 0.109 0.148 0.608 0.865 5.2 10.22 3.5 9.0 0 12a 1280 1 1/8' F1554Gr 12 0.109 0.148 0.608 0.865 5.2 10.23 3.5 9.0 0 12a 1280 1 1/8' F1554 Gr 12 0.109 0.148 0.608 0.865 5.2 10.24 4.1 9.0 0 12a 1280 11/8" F1554Gr 12 0.092 0.148 0.510 0.750 7.0 10.25 4.3 9.0 0 12a 1280 11/8" F1554 Or 12 0.090 0.148 0.494 0.731 7.4 10.3 3.5 9.0 0 12a 1280 11/8" F1554Gr 12 0.109 0.148 0.608 0.865 5.2 10.4 3.5 9.0 0 12a 1280 1 1/8 F1554 Gr 12 0.109 0.148 0.608 0.865 5.2 10.5 5.0 9.0 0 12a 1280 11/4" F1554 Gr 12 0.076 0.148 0.373 0.596 10.7 10.6 3.5 9.0 0 12a 1280 11/8" F1554Gr 12 0.109 0.148 0.608 0.865 5.2 10.7 3.5 9.0 0 12a 1280 11/8" F1554 Or 12 0.109 0.148 0.608 0.865 5.2 10.8 3.5 9.0 0 12a 1280 11/8" F1554Gr 12 0.109 0.148 0.608 0.865 5.2 10.9 3.5 9.0 0 12a 1280 1 1/8 F1554Gr 12 0.109 0.148 0.608 0.865 5.2 Line 2 2.1 13.3 9.0 0 12 640 3/4 F1554 Or. 12 0.014 0.148 0.195 0.357 23.8 Line 4 4.1 3.5 9.0 0 12a 1280 11/4" F1554Gr 12 0.109 0.148 0.610 0.866 5.2 10-11579 L-1.20 5.21 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vaiiow(plf) HO TIC (in 2)L\bending LShear Aanchor Aiotai Ic 4.2 3.5 9.0 0 12a 1280 1 1/4' F1554Gr 12 0.109 0.148 0.610 0.866 5.2 4.3 3.5 9.0 0 12a 1280 1 1/8" F1554Gr 12 0.109 0.148 0.705 0.961 4.7 Line 5 5.1 4.1 9.0 0 12a 1280 1 1/8" F1554 Gr 12 0.092 0.148 0.558 0.799 6.6 5.2 4.4 9.0 0 12a 1280 1 1/4" F1554Gr 12 0.086 0.148 0.448 0.682 8.3 5.3 4.3 9.0 0 12a 1280 1 1/4" F1554Gr 12 0.089 0.148 0.462 0.698 7.9 5.4 4.3 9.0 0 12a 1280 1 1/4" F1554 Gr 12 0.089 0.148 0.462 0.698 7.9 5.5 4.4 9.0 0 12a 1280 1 1/4" F1554 Gr 12 0.087 0.148 0.450 0.684 8.2 5.6 4.1 9.0 0 12a 1280 11/8" F1554Gr 12 0.092 0.148 0.590 0.830 6.4 Line 6 6.1 4.5 9.0 0 ha 980 1" F1554Gr. 36 12 0.065 0.176 0.516 0.757 5.8 Line 7 7.1 14.6 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.176 0.337 27.7 7.2 14.6 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.176 0.337 27.7 Line 8 8.1 16.0 9.0 0 12 640 7/8" F1554Gr. 12 0.012 0.148 0.134 0.294 34.9 8.2 16.0 9.0 0 12 640 7/8" F1554 Gr. 12 0.012 0.148 0.134 0.294 34.9 Line 9 9.1 39.7 9.0 0 12 640 3/4" F1554 Gr. 12 0.005 0.148 0.160 0.313 81.2 9.10 24.0 9.0 0 12 640 7/8" F1554 Gr. 12 0.008 0.148 0.178 0.334 46.0 9.11 9.9 9.0 0 12 640 3/4"F1554Gr. 12 0.019 0.148 0.262 0.429 14.8 9.12 8.1 9.0 0 12 640 3/4" F1554 Gr. 12 0.024 0.148 0.323 0.494 10.5 9.14 31.2 9.0 0 12 640 3/4" F1554 Gr. 12 0.006 0.148 0.163 0.317 62.9 9.15 12.3 9.0 0 12 640 7/8" F1554 Gr. 12 0.016 0.148 0.176 0.339 23.1 9.16 19.8 9.0 0 12 640 7/8" F1554 Gr. 12 0.010 0.148 0.155 0.312 40.5 9.17 12.3 9.0 0 12 640 7/8" F1554 Gr. 12 0.016 0.148 0.176 0.339 23.1 9.18 31.2 9.0 0 12 640 3/4" F1554 Gr. 12 0.006 0.148 0.163 0.317 62.9 9.2 12.3 9.0. 0 12 640 7/8" F1554 Gr. 12 0.016 0.148 0.176 0.339 23.1 9.6 15.2 9.0 0 12 640 7/8" F1554 Gr. 12 0.013 0.148 0.142 0.302 32.1 9.7 39.7 9.0 0 12 640 3/4" F1554Gr. 12 0.005 0.148 0.160 0.313 81.2 9.8 8.1 9.0 0 12 640 3/4" F1554Gr. 12 0.024 0.148 0.323 0.494 10.5 9.9 10.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.017 0.148 0.238 0.403 17.3 Line A A.1 9.4 9.0 0 ha 980 1" F1554 Gr. 36 12 0.031 0.176 0.240 0.447 20.6 Line B B.1 13.6 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.190 0.351 24.7 Line C C.1 15.8 9.0 0 12 640 3/4" F1554 Gr. 12 0.012 0.148 0.163 0.322 31.4 Line 10-11579 L-1.21 5.22 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending AShear Aanchor ATotal k D.1 28.5 9.0 0 12 640 3/4 F1554 Gr. 12 0.007 0.148 0.112 0.266 68.6 Line E E.1 29.7 9.0 0 12 640 3/4" F1554 Gr. 12 0.006 0.148 0.107 0.261 72.7 Line F F.1 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line G G.1 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 G.2 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line H H.3 15.2 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.169 0.330 29.4 Line I 1.1 15.6 9.0 0 12 640 3/4" F1554 Gr. 12 0.012 0.148 0.165 0.325 30.8 Line J J.1 28.5 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.089 0.244 74.8 Line K K.1 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line L L.1 15.9 9.0 0 12 640 7/8' F1554 Gr. 12 0.012 0.148 0.135 0.295 34.4 L.2 14.9 9.0 0 12 640 7/8" F1554 Gr. 12 0.013 0.148 0.145 0.305 31.2 Line M M.1 22.0 9.0 0 12 640 3/4" F1554Gr. 12 0.009 0.148 0.116 0.272 51.7 M.2 15.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.171 0.332 28.9 Line N N.1 22.3 9.0 0 12 640 3/4"F1554Gr. 12 0.009 0.148 0.115 0.271 52.5 Line 0 0.1 25.8 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.099 0.254 65.2 Line P P.1 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line 0 Q.1 24.0 9.0 0 12 640 7/8" F1554 Gr. 12 0.008 0.148 0.089 0.245 62.8 Line R R.1 4.0 9.0 0 12a 1280 11/8" F1554Gr 12 0.095 0.148 0.565 0.808 6.3 R.2 3.6 9.0 0 12a 1280 11/8" F1554 Gr 12 0.106 0.148 0.583 0.837 5.5 Line S S.1 28.5 9.0 0 12 640 3/4"F1554Gr. 12 0.007 0.148 0.112 0.266 68.6 Line T T.1 13.8 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.187 0.349 25.2 0-11579 L-1.22 5.23 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vatiow(plf) HD TIC (in2) Abending AShear Aanchor ATotal k T.2 13.8 9.0 0 12 640 3/4 F1554 Gr. 12 0.014 0.148 0.187 0.349 25.2 Line U U.1 8.0 9.0 0 12 640 7/8 F1554Gr. 12 0.024 0.148 0.273 0.444 11.5 U.2 5.0 9.0 0 12 640 3/4' F1554 Gr. 12 0.038 0.148 0.536 0.722 4.4 U.3 11.5 9.0 0 12 640 7/8" F1554Gr. 12 0.017 0.148 0.188 0.352 20.9 Line V V.1 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line W.1 28.5 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.089 0.244 74.8 Line X.1 14.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.173 0.333 28.6 X.2 15.8 9.0 0 12 640 3/4"F1554 Gr. 12 0.012 0.148 0.217 0.376 26.9 Line Y Y.1 30.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.006 0.148 0.085 0.239 80.4 Line Z Z.1 13.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.195 0.357 23.8 Wall With Hole(s) 3rd Floor I Wall L H P1 WI P2 W2 P3 Hi H2 ('II P1 W1 P2 1W2 2nd Floor Wall L H Hole SWSch Vaiiow(plf) HD T/C (in 2) Abending AShear Aanchor ATotal k Line 1 1.1 19.6 10.0 0 12 640 7/8"F 1554 Gr. 1 12 0.013 0.164 0.161 0.338 37.1 Line 10 10.1 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.875 1.248 4.9 10.10 4.1 10.0 0 13a 1740 1 1/4' F1554Gr 12 0.172 0.171 0.731 1.074 6.7 10.11 4.3 10.0 0 13a 1740 13/8" F1554Gr 12 V.0.165 0.171 0.635 0.971 7.7 10.12 4.0 10.0 0 13a 1740 1 1/4' F1554Gr 12 0.178 0.171 0.756 1.104 6.3 10.13 4.3 10.0 0 13a 1740 13/8" F1554Gr 12 0.165 0.171 0.635 0.971 7.7 10.14 4.1 10.0 0 13a 1740 11/4" F1554Gr 12 0.172 0.171 0.731 1.074 6.7 10-11579 L-1.23 5.24 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vaiiow(lf) HD TIC (j2) Abending AShear Aanchor L\Total k 10.15 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.875 1.248 4.9 10.16 3.5 10.0 0 13a 1740 1 1/4" F1554 Gr 12 0.203 0.171 0.875 1.248 4.9 10.17 5.0 10.0 0 13a 1740 1 3/8" F1554 Cr 12 0.142 0.171 0.539 0.852 10.2 10.18 3.5 10.0 0 13a 1740 11/4" F1554 Gr 12 0.203 0.171 0.875 1.248 4.9 10.19 3.5 10.0 0 13a 1740 11/4" F1554 Gr 12 0.203 0.171 0.875 1.248 4.9 10.2 3.5 10.0 0 13a 1740 11/4" F1554 Gr 12 0.203 0.171 0.875 1.248 4.9 10.20 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.875 1.248 4.9 10.21 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.875 1.248 4.9 10.22 3.5 10.0 0 MF 1 None Required 12 10.23 3.5 10.0 0 13a 1740 11/4" F1554 Gr 12 0.203 0.171 0.875 1.248 4.9 10.24 4.1 10.0 0 13a 1740 11/4" F1554Gr 12 0.172 0.171 0.731 1.074 6.7 10.25 4.3 10.0 0 13a 1740 11/4" F1554Cr 12 0.167 0.171 0.708 1.046 7.1 10.3 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.875 1.248 4.9 10.4 3.5 10.0 0 13a 1740 11/4" F1554 Gr 12 0.203 0.171 0.875 1.248 4.9 10.5 5.0 10.0 0 13a 1740 1 3/8" F1554 Cr 12 0.142 0.171 0.539 0.852 10.2 10.6 3.5 10.0 0 13a 1740 1 1/4" F1554 Cr 12 0.203 0.171 0.875 1.248 4.9 10.7 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.875 1.248 4.9 10.8 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.875 1.248 4.9 10.9 3.5 10.0 0 13a 1740 11/4" F1554 Gr 12 0.203 0.171 0.875 1.248 4.9 Line 2 2.1 13.3 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.020 0.164 0.239 0.423 20.0 Line 4.1 3.5 10.0 0 13a 1740 1 3/8" F1554 Cr 12 0.203 0.171 0.883 1.256 4.8 4.2 3.5 10.0 0 13a 1740 13/8" F1554Gr 12 0.203 0.171 0.883 1.256 4.8 4.3 3.5 10.0 0 13a 1740 11/4" F1554Gr 12 0.203 0.171 0.994 1.368 4.5 Line 5 5.1 4.1 10.0 0 13a 1740 11/4" F1554 Cr 12 0.172 0.171 0.755 1.098 6.5 5.2 4.4 10.0 0 13a 1740 13/8" F1554Gr 12 0.161 0.171 0.622 0.954 8.1 5.3 4.3 10.0 0 13a 1740 1 3/8' F1554 Cr 12 0.165 0.171 0.642 0.978 7.6 5.4 4.3 10.0 0 13a 1740 1 3/8" F1554 Cr 12 0.165 0.171 0.642 0.978 7.6 5.5 4.4 10.0 0 13a 1740 1 3/8" F1554 Cr 12 0.161 0.171 0.625 0.957 8.0 5.6 4.1 10.0 0 13a 1740 11/4" F1554 Cr 12 0.172 0.171 0.785 1.128 6.4 Line 6.1 4.5 10.0 0 12a 1280 1"F1554 Gr. 10 12 0.116 0.164 0.843 1.123 5.1 Line 7 7.1 14.6 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.018 0.164 0.217 0.399 23.4 7.2 14.6 10.0 0 12 640 7/8"F1554 Gr.1 12 0.018 0.164 0.217 0.399 23.4 Line 8 8.1 16.0 10.0 0 13 870 7/8"F1554 Gr. 1 12 0.022 0.171 0.212 0.405 34.4 8.2 16.0 10.0 0 13 870 7/8"F1554 Cr.1 12 0.022 0.171 0.212 0.405 34.4 10-11579 L-1.24 5.25 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending AShear Aanchor Aiotai k Line 9 9.1 39.7 10.0 0 12 640 3/4 F1554 Gr. 12 0.007 0.164 0.150 0.321 79.1 9.10 24.0 10.0 0 13 670 1 1/8 F1554Gr 12 0.015 0.171 0.134 0.320 65.3 9.11 9.9 10.0 0 13 870 3/4' F1554 Gr. 12 0.036 0.171 0.436 0.643 13.4 9.12 8.1 10.0 0 13 870 3/4" F1554 Gr. 12 0.044 0.171 0.538 0.752 9.4 9.14 31.2 10.0 0 12 640 3/4" F1554 Gr. 12 0.008 0.164 0.156 0.328 60.7 9.15 12.3 10.0 0 13 870 1 1/8' F1554Gr 12 0.029 0.171 0.207 0.407 26.2 9.16 19.8 10.0 0 13 870 1 1/8"F1554Gr 12 0.018 0.171 0.134 0.323 53.2 9.17 12.3 10.0 0 13 870 11/8" F1554 Gr 12 0.029 0.171 0.207 0.407 26.2 9.18 1.0 10.0 0 MF 1 1"F1554 Gr. 10 12 9.19 10.0 10.0 0 13 870 11/8" F1554 Gr 12 0.036 0.171 0.175 0.381 22.8 9.2 12.3 10.0 0 13 870 11/8" F1554Gr 12 0.029 0.171 0.207 0.407 26.2 9.6 15.2 10.0 0 13 870 11/8" F1554Gr 12 0.023 0.171 0.167 0.361 36.6 9.7 39.7 10.0 0 12 640 3/4" F1554Gr. 12 0.007 0.164 0.150 0.321 79.1 9.8 8.1 10.0 0 13 870 3/4" F1554 Gr. 12 0.044 0.171 0.538 0.752 9.4 9.9 10.9 10.0 0 13 870 3/4" F1554 Gr. 12 0.033 0.171 0.395 0.598 15.9 Line A A.1 9.4 10.0 0 12a 1280 1" F1554 Gr. 10 12 0.056 0.164 0.388 0.607 19.8 Line B B.1 12.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.022 0.164 0.264 0.450 17.1 Line C C.1 15.8 10.0 0 12 640 7/8"F1 554 Gr. 1 12 0.017 0.164 0.200 0.381 26.6 Line D D.1 28.5 10.0 0 12 640 7/8"F1554 Gr.1 12 0.009 0.164 0.110 0.283 64.4 Line E E.1 23.9 10.0 0 12 640 7/8"F1554 Gr.1 12 0.011 0.164 0.131 0.306 50.0 Line F F.1 26.3 10.0 0 12 640 7/8"F1 554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 Line G G.1 14.0 10.0 0 12 640 7/8"F1 554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 G.2 14.0 10.0 0 12 640 7/8"F1554Gr.1 12 0.019 0.164 0.226 0.409 21.9 Line H H.3 15.2 10.0 0 13 870 3/4" F1554 Gr. 12 0.023 0.171 0.281 0.475 27.8 Line Li 15.6 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.017 0.164 0.203 0.383 26.0 Line J J.1 28.5 10.0 0 12 640 7/8"F 1554 Gr. 1 12 0.009 0.164 0.110 0.283 64.4 Line K 10-11579 L-1.25 5.26 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vallow(plf) HD TIC (in2) Abending AShear Aanchor ATotal k K.1 26.3 10.0 0 12 640 7/8F1554 Gr.1 12 0.010 0.164 0.119 0.293 57.3 Line L L.1 15.9 10.0 0 12 640 1 1/8' F1554 Gr 12 0.016 0.164 0.150 0.331 30.7 L.2 14.9 10.0 0 12 640 1 1/8 F1554 Gr 12 0.018 0.164 0.161 0.342 27.8 Line M M.1 22.0 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.012 0.164 0.143 0.319 44.2 M.2 15.0 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.017 0.164 0.211 0.392 24.5 Line N.1 22.3 10.0 0 12 640 7/8"F1554 Gr.1 12 0.012 0.164 0.141 0.317 44.9 Line 0 0.1 25.8 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.010 0.164 0.121 0.296 55.9 Line P P.1 26.3 10.0 0 12 640 7/8"F1554 Gr.1 12 0.010 0.164 0.119 0.293 57.3 Line Q Q.1 24.0 10.0 0 12 640 11/8" F1554Gr 12 0.011 0.164 0.099 0.274 56.1 Line R R.1 5.0 10.0 0 13a 1740 11/4" F1554 Gr 12 0.142 0.171 0.647 0.960 9.1 Line S S.1 28.5 10.0 0 12 640 7/8"F1 554 Gr. 1 12 0.009 0.164 0.110 0.283 64.4 Line T T.1 13.8 10.0 0 13 870 7/8"F1554 Gr. 1 12 0.026 0.171 0.248 0.444 26.9 T.2 13.8 10.0 0 13 870 7/8'F1554 Gr.1 12 0.026 0.171 0.248 0.444 26.9 Line U U.1 8.0 10.0 0 13 870 11/8' F1554Gr 12 0.044 0.171 0.321 0.536 13.0 U.2 5.0 10.0 0 13 870 3/4" F1554 Gr. 12 0.071 0.171 0.898 1.140 3.8 U.3 11.5 10.0 0 13 870 11/8" F1554Gr 12 0.031 0.171 0.221 0.423 23.7 Line V V.1 26.3 10.0 0 12 640 7/8F1554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 Line W.1 28.5 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.009 0.164 0.110 0.283 64.4 Line X X.1 14.9 10.0 0 12 640 7/8"F1 554 Gr. 1 12 0.018 0.164 0.212 0.394 24.2 X.2 15.8 10.0 0 12 640 7/8F1554 Gr. 1 12 0.017 0.164 0.200 0.381 26.6 Line Y Y.1 30.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.009 0.164 0.104 0.277 69.3 Line Z Z.1 13.3 10.0 0 12 640 7/8F1554 Gr. 1 12 0.020 0.164 0.239 0.423 20.0 10-11579 L-1.26 5.27 Lateral Load Analysis - Plan I Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vauow(plf) HD TIC (in 2) Abending AShear L\anchor LTotal k Wall With Hole(s) 2nd Floor I I P1IW1P2 1W21 Wall L H P1 WI P2 W2 P3 HI H2 JE 10-11579 L-1.27 5.28 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall Roof px-x= 1.0 y-y = 1.0 Tub above Effective Vwalj This Level Accumulated (ASD) Line f Width Depth Vine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 3.8 12.4 37.6 1,758 1,670 1.1 19.6 17.4 3,429 175 -1,703 2,023 -1,703 2,023 10 3.8 19.7 399.1 29,648 0 10.1 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.1 4.1 2.6 1,328 322 -3,571 3,891 -3,571 3,891 0 WA 4.3 3.1 1,571 366 4,051 4,371 -4,051 4,371 10.1 4.0 2.5 1,257 314 -3,498 3,818 -3,498 3,818 2 10.1 4.3 3.1 1,571 366 -4,051 4,371 -4,051 4,371 3 10.1 4.1 2.6 1,328 322 -3,571 3,891 -3,571 3,891 4 10.1 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.1 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 6 10.1 5.0 4.0 2,044 409 -4,451 4,771 -4,451 4,771 7 10.1 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 8 10.1 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 9 10.2 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.2 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 0 10.2 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.2 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 2 10.2 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 3 10.2 4.1 2.6 1,328 322 -3,571 3,891 -3,571 3,891 4 10.2 4.3 2.7 1,401 330 -3,643 3,963 -3,643 3,963 5 10.3 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.4 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.5 5.0 4.0 2,044 409 -4,451 4,771 -4,451 4,771 10.6 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.7 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.8 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 10.9 3.5 1.9 986 282 -3,195 3,515 -3,195 3,515 2 3.8 0.0 14,316 2,171 0 .7 I 2.1 13.3 10.2 2,171 164 -1,610 1,930 -1,610 1,930 4 3.8 2.9 229.3 2,541 0 4.1 3.5 2.2 890 254 -2,873 3,193 -2,873 3,193 4.2 3.5 2.2 890 254 -2,873 3,193 -2,873 3,193 10-11579 L-1.28 5.29 Lateral Load Analysis - Plan I Flex Diaph - Shear Walt lRoof Px-x= 1.0 py.y = 1.0 Trib above Effective Vwalj This Level Accumulated (ASD) Line f Width Depth Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb pIt lb lb lb lb 4.3 3.5 1.9 762 218 -2448 2,768 -2,448 2,768 5 3.8 5.3 405.9 8,156 0 5.1 4.1 2.5 1,185 287 -3,176 3,496 -3,176 3,496 5.2 4.4 3.2 1,486 336 -3,701 4,021 -3,701 4,021 5.3 4.3 3.0 1,413 329 -3,634 3,954 -3,634 3,954 5.4 4.3 3.0 1,413 329 -3,634 3,954 -3,634 3,954 5.5 4.4 3.1 1,476 335 -3,692 4,012 -3,692 4,012 5.6 4.1 2.5 1,185 287 -3,176 3,496 -3,176 3,496 6 3.8 0.9 144.9 504 0 6.1 4.5 2.4 504 112 -1,169 1,489 -1,169 1,489 7 3.8 1.1 1,036. 4,385 0 6 8 3.8 11.8 99.2 4,418 2,237 9 3.8 28.2 378.5 40,284 0 A 3.8 4.4 158.4 2,620 0 B 3.8 5.3 25.9 512 0 C 3.8 14.8 54.9 3,049 0 D 3.8 18.6 73.3 5,125 0 E 3.8 18.7 64.2 4,513 0 F 3.8 11.2 120.5 5,100 0 7.1 14.6 11.6 2,193 150 -1,466 1,786 -1,466 1,786 7.2 14.6 11.6 2,193 150 -1,466 1,786 -1,466 1,786 8.1 16.0 13.2 3,327 208 -2,055 2,375 -2,055 2,375 8.2 16.0 13.2 3,327 208 -2,055 2,375 -2,055 2,375 9.1 39.7 41.9 6,746 170 -1,630 1,950 -1,630 1,950 9.10 24.0 22.6 3,635 151 -1,455 1,775 -1,455 1,775 9.11 9.9 6.7 1,071 108 -1,048 1,368 -1,048 1,368 9.12 8.1 4.9 790 98 -948 1,268 -948 1,268 9.14 31.2 31.3 5,042 162 -1,552 1,872 -1,552 1,872 9.15 12.3 9.1 1,463 119 -1,153 1,473 -1,153 1,473 9.16 19.8 17.5 2,822 143 -1,374 1,694 -1,374 1,694 9.17 12.3 9.1 1,463 119 -1,153 1,473 -1,153 1,473 9.18 31.2 31.3 5,042 162 -1,552 1,872 -1,552 1,872 9.2 12.3 9.1 1,463 119 -1,153 1,473 -1,153 1,473 9.6 15.2 12.3 1,976 130 -1,255 1,575 -1,255 1,575 9.7 39.7 41.9 6,746 170 -1,630 1,950 -1,630 1,950 9.8 8.1 4.9 790 98 -948 1,268 -948 1,268 9.9 10.9 7.7 1,235 113 -1,096 1,416 -1,096 1,416 A.1 9.4 8.1 2,620 279 -2,860 3,180 -2,860 3,180 B.1 13.6 10.5 512 38 -300 620 -300 620 C.1 15.8 13.0 3,049 193 -1,901 2,221 -1,901 2,221 D.1 28.5 28.0 5,125 180 -1,738 2,058 -1,738 2,058 E.1 23.9 22.5 4,513 189 -1,835 2,155 -1,835 2,155 10-11579 L-1.29 5.30 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall Roof Px-x = 1.0 py-y = 1.0 Trib above Effective Vwalj This Level Accumulated (ASD) Line f Width Depth Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb F.1 26.3 25.3 5,100 194 -1,888 2,208 -1,888 2,208 G 3.8 12.1 83.7 3,815 0 G.1 14.0 11.0 1,908 136 -1,322 1,642 -1,322 1,642 G.2 14.0 11.0 1,908 136 -1,322 1,642 -1,322 1,642 H 3.8 13.6 46.8 2,403 0 H.3 15.2 12.3 2,403 158 -1,546 1,866 -1,546 1,866 I 3.8 6.5 91.3 2,228 0 1.1 15.6 12.8 2,228 143 -1,383 1,703 -1,383 1,703 J 3.8 12.2 110.9 5,083 0 J.1 28.5 28.0 5,083 178 -1,723 2,043 -1,723 2,043 K 3.8 18.6 50.1 3,500 0 K.1 26.3 25.3 3,500 133 -1,267 1,587 -1,267 1,587 L 3.8 13.5 86.0 4,381 0 L.1 15.9 13.1 2,288 144 -1,396 1,716 -1,396 1,716 L.2 14.9 12.0 2,092 141 -1,363 1,683 -1,363 1,683 M 3.8 13.4 72.7 3,683 0 M.1 22.0 20.2 2,303 105 -979 1,299 -979 1,299 M.2 15.0 12.1 1,379 92 -859 1,179 -859 1,179 N 3.8 13.5 72.5 3,689 0 N.1 22.3 20.5 3,689 166 -1,604 1,924 -1,604 1,924 0 3.8 13.5 69.1 3,516 0 0.1 25.8 24.8 3,516 136 -1,296 1,616 -1,296 1,616 P 3.8 12.3 76.1 3,525 0 P.1 26.3 25.3 3,525 134 -1,277 1,597 -1,277 1,597 0 3.8 9.2 107.8 3,734 0 0.1 24.0 22.6 3,734 156 -1,497 1,817 -1,497 1,817 R 3.8 3.2 120.9 1,442 0 R.1 4.0 2.4 750 187 -2,051 2,371 -2,051 2,371 R.2 3.6 2.2 692 192 -2,140 2,460 -2,140 2,460 S 3.8 5.3 213.4 4,221 0 S.1 28.5 28.0 4,221 148 -1,415 1,735 -1,415 1,735 T 3.8 12.3 82.7 3,842 0 T.1 13.8 10.7 1,921 140 -1,358 1,678 -1,358 1,678 T.2 13.8 10.7 1,921 140 -1,358 1,678 -1,358 1,678 U 3.8 13.4 98.0 4,938 0 U.1 8.0 4.8 1,547 193 -1,971 2,291 -1,971 2,291 U.2 5.0 2.3 726 145 -1,520 1,840 -1,520 1,840 U.3 11.5 8.3 2,665 232 -2,331 2,651 -2,331 2,651 V 3.8 24.8 56.8 5,313 0 V.1 26.3 25.3 5,313 202 -1,971 2,291 -1,971 2,291 W 3.8 37.2 39.5 5,537 0 W.1 28.5 28.0 5,537 194 -1,886 2,206 -1,886 2,206 X 3.8 37.3 39.5 5,549 0 X.1 14.9 12.0 2,814 189 -1,862 2,182 -1,862 2,182 10-111579 L-1.30 5.31 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall Roof Px.x= 1.0 Dy.y 1.0 Tub above Effective Vwall This Level Accumulated AS0 Line f1 Width Depth Vjine Viine Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb X.2 15.8 11.6 2,735 173 -1,696 2,016 -1,696 2,016 Y 3.8 31.0 39.5 4,618 0 Y.1 30.0 29.9 4,618 154 -1,474 1,794 -1,474 1,794 Z 3.8 12.3 39.5 1,837 0 Z.1 13.3 10.2 1,837 139 -1,349 1,669 -1,349 1,669 4th Floor Px.x 1.0 py.y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f1 Width Depth Vim Viine Wall L k Vwall Aso Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 4.1 12.4 37.6 1.901 5.234 1.1 19.6 32.2 7,136 364 -3,280 3,568 -4,983 5,591 10 4.1 19.7 399.1 32,054 29,648 10.1 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10.1 4.1 5.5 2,793 677 -6,852 7,140 -10,424 11,032 0 10.1 4.3 6.2 3,163 737 -7,425 7,713 -11,476 12,084 10.1 4.0 5.2 2,642 661 -6,712 7,000 -10,210 10,818 2 10.1 4.3 6.2 3,163 737 -7,425 7,713 -11,476 12,084 3 10.1 4.1 5.5 2,793 677 -6,852 7,140 -10,424 11,032 4 10.1 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 5 10.1 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 6 10.1 5.0 8.2 4,135 827 -8,187 8,475 -12,638 13,246 7 10.1 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 8 10.1 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 9 10.2 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10.2 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 0 10.2 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10.2 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 2 10.2 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 3 10.2 4.1 5.5 2,793 677 -6,852 7,140 -10,424 11,032 4 10.2 4.3 5.8 2,947 693 -6,991 7,279 -10,634 11,242 10.3 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10-11579 L-1.31 5.32 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 4th Floor Px-x= 1.0 py.y= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Vi Vhi Wall L k Vwan (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 10.4 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10.5 5.0 8.2 4,135 827 -8,187 8,475 -12,638 13,246 10.6 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10.7 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10.8 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 10.9 3.5 4.1 2,071 592 -6,130 6,418 -9,325 9,933 2 4.1 0.0 14,316 2,347 2,171 .7 2.1 13.3 18.1 4,517 341 -3,106 3,394 -4,716 5,324 4 4.1 2.9 229.3 2,748 2,541 4.1 3.5 4.2 1,811 517 -5,350 5,638 -8,223 8,831 4.2 3.5 4.2 1,811 517 -5,350 5,638 -8,223 8,831 4.3 3.5 3.8 1,667 476 -4,919 5,207 -7,367 7,975 5 4.1 5.3 405.9 8,818 8,156 5.1 4.1 5.2 2,496 5.2 4.4 6.4 3,078 5.3 4.3 6.1 2,924 5.4 4.3 6.1 2,924 5.5 4.4 6.3 3,057 5.6 4.1 5.2 2,496 6 4.1 0.9 144.9 545 504 I 6.1 4.5 4.7 1,050 7 4.1 1.1 1,036. 4,741 4,385 6 7.1 14.6 20.9 4,563 7.2 14.6 20.9 4,563 8 4.1 11.8 99.2 4,777 9,073 605 -6,113 6,401 -9,289 9,897 697 -6,989 7,277 -10,690 11,298 681 -6,859 7,147 -10,493 11,101 681 -6,859 7,147 -10,493 11,101 695 -6,972 7,260 -10,664 11,272 605 -6,113 6,401 -9,289 9,897 233 -2,279 2,567 -3,448 4,056 313 -2,835 3,123 -4,301 4,909 313 -2,835 3,123 -4,301 4,909 9 4.1 28.2 378.5 43,554 40,284 8.1 16.0 25.8 6,925 433 -3,938 4,226 -5,993 6,601 8.2 16.0 25.8 6,925 433 -3,938 4,226 -5,993 6,601 9.1 39.7 71.0 13,202 333 -2,951 3,239 -4,581 5,189 9.10 24.0 43.6 8,102 338 -3,020 3,308 -4,475 5,083 9.11 9.9 11.5 2,143 216 -1,969 2,257 -3,017 3,625 9.12 8.1 8.3 1,547 191 -1,749 2,037 -2,697 3,305 9.14 31.2 56.4 10,492 337 -2,996 3,284 -4,548 5,156 9.15 12.3 17.5 3,246 265 -2,404 2,692 -3,557 4,165 9.16 19.8 34.6 6,437 326 -2,927 3,215 -4,301 4,909 9.17 12.3 17.5 3,246 265 -2,404 2,692 -3,557 4,165 9.18 31.2 56.4 10,492 337 -2,996 3,284 -4,548 5,156 9.2 12.3 17.5 3,246 265 -2,404 2,692 -3,557 4,165 9.6 15.2 23.9 4,441 293 -2,642 2,930 -3,898 4,506 9.7 39.7 71.0 13,202 333 -2,951 3,239 -4,581 5,189 9.8 8.1 8.3 1,547 191 -1,749 2,037 -2,697 3,305 10-11579 L-1.32 5.33 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 4th Floor Px.x r 1.0 py-y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f1 Width Depth Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 9.9 10.9 13.4 2,495 229 -2077 2,365 -3172 3,780 A 4.1 4.4 158.4 2,833 2,620 A.1 9.4 16.3 5,453 582 -5,447 5,735 -8,307 8,915 B 4.1 5.3 25.9 554 512 B.1 13.6 18.8 1,066 78 -651 939 -950 1,558 C 4.1 14.8 54.9 3,297 3,049 C.1 15.8 23.6 6,346 402 -3,650 3,938 -5,551 6,159 D 4.1 18.6 73.3 5,541 5,125 D.1 28.5 53.7 10,666 374 -3,345 3,633 -5,084 5,692 E 4.1 18.7 64.2 4,879 4,513 E.1 23.9 42.4 9,391 393 -3,527 3,815 -5,362 5,970 F 4.1 11.2 120.5 5,514 5,100 F.1 26.3 48.1 10,613 404 -3,627 3,915 -5,515 6,123 G 4.1 12.1 83.7 4,125 3,815 G.1 14.0 19.7 3,970 284 -2,565 2,853 -3,887 4,495 G.2 14.0 19.7 3,970 284 -2,565 2,853 -3,887 4,495 H 4.1 13.6 46.8 2,598 2,403 H.3 15.2 22.2 5,000 330 -2,986 3,274 -4,532 5,140 I 4.1 6.5 91.3 2,409 2,228 1.1 15.6 23.2 4,637 297 -2,681 2,969 -4,064 4,672 J 4.1 12.2 110.9 5,496 5,083 J.1 28.5 53.7 10,579 371 -3,318 3,606 -5,041 5,649 K 4.1 18.6 50.1 3,784 3,500 K.1 26.3 48.1 7,283 277 -2,463 2,751 -3,730 4,338 L 4.1 13.5 86.0 4,736 4,381 L.1 15.9 25.5 4,771 301 -2,710 2,998 -4,106 4,714 L.2 14.9 23.2 4,346 292 -2,638 2,926 -4,001 4,609 M 4.1 13.4 72.7 3,982 3,683 M.1 22.0 37.8 4,859 221 -1,951 2,239 -2,930 3,538 M.2 15.0 21.8 2,806 187 -1,659 1,947 -2,518 3,126 N 4.1 13.5 72.5 3,989 3,689 N.1 22.3 38.4 7,678 345 -3,095 3,383 -4,699 5,307 0 4.1 13.5 69.1 3,802 3,516 0.1 25.8 47.1 7,318 283 -2,517 2,805 -3,813 4,421 P 4.1 12.3 76.1 3,811 3,525 P.1 26.3 48.1 7,336 279 -2,481 2,769 -3,758 4,366 Q 4.1 9.2 107.8 4,037 3,734 Q.1 24.0 45.0 7,770 324 -2,893 3,181 -4,390 4,998 R 4.1 3.2 120.9 1,559 1,442 R.1 4.0 4.9 1,548 387 -3,898 4,186 -5,948 6,556 R.2 3.6 4.6 1,453 404 -4,135 4,423 -6,276 6,884 S 4.1 5.3 213.4 4,564 4,221 S.1 28.5 53.7 8,785 308 -2,741 3,029 -4,156 4,764 T 4.1 12.3 82.7 4,154 3,842 T.1 13.8 19.2 3,998 291 -2,633 2,921 -3,991 4,599 10-11579 L-1.33 5.34 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 4th Floor Px-x= 1.0 py.y = 1.0 Trib above Effective Vwalj This Level Accumulated (ASD) Line f Width Depth Vim Vhne Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb T.2 13.8 19.2 3,998 291 -2,633 2,921 -3,991 4,599 U 4.1 13.4 98.0 5,339 4,938 U.1 8.0 9.0 3,246 406 -3,813 4,101 -5,783 6,391 U.2 5.0 3.6 1,310 262 -2,537 2,825 -4,058 4,666 U.3 11.5 15.9 5,721 497 -4,598 4,886 -6,929 7,537 V 4.1 24.8 56.8 5,744 5,313 V.1 26.3 48.1 11,057 421 -3,782 4,070 -5,753 6,361 W 4.1 37.2 39.5 5,987 5,537 W.1 28.5 53.7 11,524 404 -3,621 3,909 -5,507 6,115 X 4.1 37.3 39.5 6,000 5,549 X.1 14.9 21.6 5,915 397 -3,614 3,902 -5,476 6,084 X.2 15.8 20.6 5,635 357 -3,232 3,520 -4,927 5,535 Y 4.1 31.0 39.5 4,993 4,618 Y.1 30.0 57.5 9,612 320 -2,850 3,138 -4,323 4,931 Z 4.1 12.3 39.5 1,987 1,837 Z.1 13.3 18.1 3,824 289 -2,616 2,904 -3,966 4,574 3rd Floor x- 1.0 py-y 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 2.8 12.4 37.6 1,288 8,359 1.1 19.6 25.9 9,647 492 -4,463 4,751 -9,445 10,341 10 2.8 19.7 399.1 21,714 61,702 10.1 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 10.1 4.1 7.0 3,766 914 -9,273 9,561 -19,697 20,593 0 10.1 4.3 6.2 4,363 1,017 -10,272 10,560 -21,748 22,644 10.1 4.0 6.7 3,560 890 -9,070 9,358 -19280 20,176 2 10.1 4.3 8.2 4,363 1,017 -10,272 10,560 -21,748 22,644 3 10.1 4.1 7.0 3,768 914 -9,273 9,561 -19,697 20,593 4 10.1 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 5 10.1 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 6 10.1 5.0 10.7 5,743 1,149 -11,403 11,691 -24,041 24,937 7 10.1 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 8 10.1 3.5 5.2 2,772 792 -8,235 8,523 -17,560 16,456 9 10.2 3.5 5.2 2,772 792 -6,235 8,523 -17,560 18,456 10-11579 L-1.34 5.35 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 3rd Floor px-x= 1.0 py.y= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line fi Width Depth Viiie Vine Wall L k V'aii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 10.2 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 0 10.2 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 10.2 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 2 10.2 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 3 10.2 4.1 7.0 3,768 914 -9,273 9,561 -19,697 20,593 4 10.2 4.3 7.4 3,982 937 -9,473 9,761 -20,107 21,003 5 10.3 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 10.4 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 . 10.5 5.0 10.7 5,743 1,149 -11,403 11,691 -24,041 24,937 10.6 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 10.7 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 10.8 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 10.9 3.5 5.2 2,772 792 -8,235 8,523 -17,560 18,456 2 2.8 0.0 14,316 1,590 4,517 .7 I 2.1 13.3 23.8 6,107 461 -4,228 4,516 -8,944 9,840 4 2.8 2.9 229.3 1,861 5,289 4.1 3.5 5.2 2,465 704 -7,311 7,599 -15,535 16,431 4.2 3.5 5.2 2,465 704 -7,311 7,599 -15,535 16,431 4.3 3.5 4.7 2,221 634 -6,579 6,867 -13,946 14,842 5 2.8 5.3 405.9 5,974 16,975 5.1 4.1 6.6 3,355 5.2 4.4 8.3 4,206 5.3 4.3 7.9 3,991 5.4 4.3 7.9 3,991 5.5 4.4 8.2 4,177 5.6 4.1 6.4 3,229 6 2.8 0.9 144.9 369 1,050 813 -8,247 8,535 -17,536 18,432 952 -9,581 9,869 -20,271 21,167 930 -9,390 9,678 -19,883 20,779 930 -9,390 9,678 -19,883 20,779 949 -9,556 9,844 -20,220 21,116 783 -7,934 8,222 -17,224 18,120 I 6.1 4.5 5.8 1,419 315 -3,110 3,398 -6,559 7,455 7 2.8 1.1 1,036. 3,212 9,126 6 7.1 14.6 27.7 6,169 423 -3,862 4,150 -8,163 9,059 7.2 14.6 27.7 6,169 423 -3,862 4,150 -8,163 9,059 I 8 2.8 11.8 99.2 3,236 15,487 8.1 16.0 34.9 9,362 585 -5,353 5,641 -11,346 12,242 8.2 16.0 34.9 9,362 585 -5,353 5,641 -11,346 12,242 9 2.8 28.2 378.5 29,504 83,838 9.1 39.7 81.2 17,393 438 -3,914 4,202 -8,495 9,391 9.10 24.0 46.0 9,859 411 -3,693 3,981 -8,168 9,064 9.11 9.9 14.8 3,160 319 -2,943 3,231 -5,959 6,855 10-11579 L-1.35 5.36 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 3rd Floor Px.x= 1.0 py.y= 1.0 Tub above Effective V'alI This Level Accumulated (ASD) Line f Width Depth VIine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 9.12 8.1 10.5 2,246 277 -2,577 2,865 -5,274 6,170 9.14 31.2 62.9 13,470 432 -3,870 4,158 -8,419 9,315 9.15 12.3 23.1 4,947 404 -3,706 3,994 -7,263 8,159 9.16 19.8 40.5 8,670 439 -3,971 4,259 -8,271 9,167 9.17 12.3 23.1 4,947 404 -3,706 3,994 -7,263 8,159 9.18 31.2 62.9 13,470 432 -3,870 4,158 -8,419 9,315 9.2 12.3 23.1 4,947 404 -3,706 3,994 -7,263 8,159 9.6 15.2 32.1 6,884 454 -4,141 4,429 -8,039 8,935 9.7 39.7 81.2 17,393 438 -3,914 4,202 -8,495 9,391 9.8 8.1 10.5 2,246 277 -2,577 2,865 -5,274 6,170 9.9 10.9 17.3 3,708 340 -3,126 3,414 -6,299 7,195 A 2.8 4.4 158.4 1,919 5,453 A.1 9.4 20.6 7,372 786 -7,393 7,681 -15,700 16,596 B 2.8 5.3 25.9 375 1,066 B.1 13.6 24.7 1,441 106 -909 1,197 -1,859 2,755 C 2.8 14.8 54.9 2,233 6,346 C.1 15.8 31.4 8,580 543 -4,964 5,252 -10,516 11,412 D 2.8 18.6 73.3 3,753 10,666 D.1 28.5 68.6 14,419 506 -4,552 4,840 -9,636 10,532 E 2.8 18.7 64.2 3,305 9,391 E.1 29.7 72.7 12,696 427 -3,830 4,118 -9,192 10,088 F 2.8 11.2 120.5 3,735 10,613 F.1 26.3 66.7 14,348 547 -4,932 5,220 -10,447 11,343 G 2.8 12.1 83.7 2,794 7,941 G.1 14.0 25.9 5,367 384 -3,497 3,785 -7,384 8,280 G.2 14.0 25.9 5,367 384 -3,497 3,785 -7,384 8,280 H 2.8 13.6 46.8 1,760 5,000 H.3 15.2 29.4 6,760 446 -4,065 4,353 -8,597 9,493 I 2.8 6.5 91.3 1,632 4,637 1.1 15.6 30.8 6,268 402 -3,653 3,941 -7,717 8,613 J 2.8 12.2 110.9 3,723 10,579 J.1 28.5 74.8 14,303 502 -4,514 4,802 -9,556 10,452 K 2.8 18.6 50.1 2,563 7,283 K.1 26.3 66.7 9,846 375 -3,359 3,647 -7,089 7,985 L 2.8 13.5 86.0 3,208 9,117 L.1 15.9 34.4 6,466 407 -3,702 3,990 -7,809 8,705 L.2 14.9 31.2 5,859 394 -3,585 3,873 -7,587 8,483 M 2.8 13.4 72.7 2,697 7,664 M.1 22.0 51.7 6,642 302 -2,698 2,986 -5,628 6,524 M.2 15.0 28.9 3,719 248 -2,226 2,514 -4,743 5,639 N 2.8 13.5 72.5 2,702 7,678 N.1 22.3 52.5 10,381 467 -4,213 4,501 -8,911 9,807 0 2.8 13.5 69.1 2,575 7,318 0.1 25.8 65.2 9,893 383 -3,432 3,720 -7,245 8,141 10-11579 L-1.36 5.37 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 3rd Floor Px.x = 1.0 py-y= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f1 Width Depth Vijue Vim Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb P 2.8 12.3 76.1 2,582 7,336 P.1 26.3 66.7 9,918 378 -3,384 3,672 -7,142 8,038 Q 2.8 9.2 107.8 2,735 7,770 Q.1 24.0 62.8 10,505 438 -3,940 4,228 -8,330 9,226 R 2.8 3.2 120.9 1,056 3,001 R.1 4.0 6.3 2,171 543 -5,499 5,787 -11,447 12,343 R.2 3.6 5.5 1,886 524 -5,394 5,682 -11,669 12,565 S 2.8 5.3 213.4 3,092 8,785 5.1 28.5 68.6 11,876 417 -3,735 4,023 -7,891 8,787 T 2.8 12.3 82.7 2,814 7,996 T.1 13.8 25.2 5,405 393 -3,589 3,877 -7,579 8,475 T.2 13.8 25.2 5,405 393 -3,589 3,877 -7,579 8,475 U 2.8 13.4 98.0 3,617 10,277 U.1 8.0 11.5 4,344 543 -5,130 5,418 -10,913 11,809 U.2 5.0 4.4 1,671 334 -3,259 3,547 -7,317 8,213 U.3 11.5 20.9 7,879 685 -6,364 6,652 -13,293 14,189 V 2.8 24.8 56.8 3,891 11,057 V.1 26.3 66.7 14,948 569 -5,142 5,430 -10,895 11,791 W 2.8 37.2 39.5 4,055 11,524 W.1 28.5 74.8 15,579 547 -4,925 5,213 -10,431 11,327 X 2.8 37.3 39.5 4,064 11,549 X.1 14.9 28.6 8,056 541 -4,953 5,241 -10,429 11,325 X.2 15.8 26.9 7,557 478 -4,363 4,651 -9,290 10,186 Y 2.8 31.0 39.5 3,383 9,612 Y.1 30.0 80.4 12,994 433 -3,882 4,170 -8,205 9,101 Z 2.8 12.3 39.5 1,346 3,824 Z.1 13.3 23.8 5,170 390 -3,566 3,854 -7,532 8,428 2nd Floor Px.x = 1.0 py-y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line fi Width Depth Viiie Viine Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 1.5 12.4 37.6 678 10,291 1.1 19.6 37.1 10,970 560 -5,651 5,971 -15,097 16,313 10 1.5 19.7 399.1 11,439 83,416 10.1 3.5 4.9 2,653 10.1 4.1 6.7 3,635 0 10.1 4.3 7.7 4,184 10.1 4.0 6.3 3,428 2 10.1 4.3 7.7 4,184 3 758 -8,752 9,072 -26,311 27,527 881 -9,935 10,255 -29,631 30,847 975 -10,942 11,262 -32,690 33,906 857 -9,703 10,023 -28,983 30,199 975 -10,942 11,262 -32,690 33,906 10-11579 L-1. 37 5.38 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 2nd Floor px.x= 1.0 py.y= 1.0 Trib above Effective Vwall This Level Accumulated (ASO) Line f Width Depth Viine Vii,,, Wall L k Vwaii (ASO) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 10.1 4.1 6.7 3,635 881 -9,935 10,255 -29,631 30,847 4 10.1 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 5 10.1 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 6 10.1 5.0 10.2 5,555 1,111 -12,252 12,572 -36,293 37,509 7 10.1 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 8 10.1 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 9 10.2 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 10.2 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 0 10.2 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 10.2 3.5 32.0 17,402 4,972 -57,915 58,235 -75,475 76,691 2 10.2 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 3 10.2 4.1 6.7 3,635 881 -9,935 10,255 -29,631 30,847 4 10.2 4.3 7.1 3,846 905 -10,165 10,485 -30,272 31,488 5 10.3 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 10.4 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 10.5 5.0 10.2 5,555 1,111 -12,252 12,572 -36,293 37,509 10.6 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 10.7 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 10.8 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 10.9 3.5 4.9 2,653 758 -8,752 9,072 -26,311 27,527 2 1.5 0.0 14,316 837 6,107 .7 I 2.1 13.3 20.0 6,944 524 -5,355 5,675 -14,299 15,515 4 1.5 2.9 229.3 980 7,150 4.1 3.5 4.8 2,786 796 -9,195 9,515 -24,729 25,945 4.2 3.5 4.8 2,786 796 -9,195 9,515 -24,729 25,945 4.3 3.5 4.5 2,559 731 -8,437 8,757 -22,383 23,599 5 1.5 5.3 405.9 3,147 22,949 5.1 4.1 6.5 3,856 935 -10,546 10,866 -28,083 29,299 5.2 4.4 8.1 4,754 1,076 -12,045 12,365 -32,317 33,533 5.3 4.3 7.6 4,505 1,050 -11,790 12,110 -31,673 32,889 5.4 4.3 7.6 4,505 1,050 -11,790 12,110 -31,673 32,889 5.5 4.4 8.0 4,720 1,073 -12,012 12,332 -32,231 33,447 5.6 4.1 6.4 3,754 910 -10,265 10,585 -27,489 28,705 6 1.5 0.9 144.9 195 1,419 I 6.1 4.5 5.1 1,614 359 -3,943 4,263 -10,501 11,717 I0-11579 L-1.38 5.39 7.1 14.6 23.4 7,015 481 -4,892 5,212 -13,055 14,271 7.2 14.6 23.4 7,015 481 -4,892 5,212 -13,055 14,271 8.1 16.0 34.4 10,645 665 -6776 7,096 -18,122 19,338 8.2 16.0 34.4 10,645 665 -6776 7,096 -18,122 19,338 9.1 39.7 79.1 18,087 456 -4,526 4,846 -13,021 14,237 9.10 24.0 65.3 14,944 623 -6,267 6,587 -14,435 15,651 9.11 9.9 13.4 3,066 310 -3,169 3,489 -9,129 10,345 9.12 8.1 9.4 2,143 265 -2,728 3,048 -8,002 9,218 9.14 31.2 60.7 13,896 446 -4,439 4,759 -12,858 14,074 9.15 12.3 26.2 5,991 489 -5,007 5,327 -12,270 13,486 9.16 19.8 53.2 12,176 616 -6,233 6,553 -14,505 15,721 9.17 12.3 26.2 5,991 489 -5,007 5,327 -12,270 13,486 9.18 1.0 40.0 9,151 9,151 -182,924 183,244 -191,343 192,559 9.19 10.0 22.8 5,225 522 -5,408 5,728 -5,408 5,728 9.2 12.3 26.2 5,991 489 -5,007 5,327 -12,270 13,486 9.6 15.2 36.6 8,367 552 -5,612 5,932 -13,651 14,867 9.7 39.7 79.1 18,087 456 -4,526 4,846 -13,021 14,237 9.8 8.1 9.4 2,143 265 -2,728 3,048 -8,002 9,218 9.9 10.9 15.9 3,628 333 -3,396 3,716 -9,695 10,911 A.1 9.4 19.8 8,383 894 -9,353 9,673 -25,053 26,269 B.1 12.0 17.1 1,639 137 -1,333 1,653 -3,192 4,408 C.1 15.8 26.6 9,756 617 -6,285 6,605 -16,800 18,016 D.1 28.5 64.4 16,396 575 -5,764 6,084 -15,399 16,615 E.1 23.9 50.0 14,437 604 -6,073 6,393 -15,266 16,482 F.1 26.3 57.3 16,316 622 -6,244 6,564 -16,691 17,907 G.1 14.0 21.9 6,104 436 -4,431 4,751 -11,814 13,030 G.2 14.0 21.9 6,104 436 -4,431 4,751 -11,814 13,030 8 1.5 11.8 99.2 1,705 19,586 9 1.5 28.2 378.5 15,542 113,343 A 1.5 4.4 158.4 1,011 7,372 B 1.5 5.3 25.9 198 1,441 C 1.5 14.8 54.9 1,177 8,580 D 1.5 18.6 73.3 1,977 14,419 E 1.5 18.7 64.2 1,741 12,696 F 1.5 11.2 120.5 1,968 14,348 G 1.5 12.1 83.7 1,472 10,735 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 2nd Floor px.x= 1.0 Py.y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f1 Width Depth Viine Viine Wall L k V'aii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb pIt lb lb lb lb 7 1.5 1.1 1,036. 1,692 12,338 6 H 1.5 13.6 46.8 927 6,760 I 1.5 6.5 91.3 860 6,268 J 1.5 12.2 110.9 1,961 14,303 H.3 15.2 27.8 7,687 507 -5,149 5,469 -13,746 14,962 .1 15.6 26.0 7,128 457 -4,628 4,948 -12,346 13,562 J.1 28.5 64.4 16,264 571 -5,716 6,036 -15272 16,488 10-11579 L-1.39 5.40 Lateral Load Analysis - Plan I Flex Diaph - Shear Wall 2nd Floor px-x= 1.0 p,= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line fi Width Depth Vine Viine Wall L k Vwa (ASp) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb K 1.5 18.6 50.1 1,350 9,846 K.1 26.3 57.3 11,197 427 -4,256 4,576 -11,345 12,561 L 1.5 13.5 86.0 1,690 12,325 L.1 15.9 30.7 7,354 463 -4,691 5,011 -12,500 13,716 L.2 14.9 27.8 6,661 448 -4,542 4,862 -12,129 13,345 M 1.5 13.4 72.7 1,421 10,361 M.1 22.0 44.2 7,582 345 -3,435 3,755 -9,062 10,278 M.2 15.0 24.5 4,200 280 -2,805 3,125 -7,548 8,764 N 1.5 13.5 72.5 1,423 10,381 N.1 22.3 44.9 11,804 531 -5,335 5,655 -14,247 15,463 0 1.5 13.5 69.1 1,357 9,893 0.1 25.8 55.9 11,250 435 -4,349 4,669 -11,594 12,810 P 1.5 12.3 76.1 1,360 9,918 P.1 26.3 57.3 11,278 430 -4,288 4,608 -11,430 12,646 Q 1.5 9.2 107.8 1,440 10,505 Q.1 24.0 56.1 11,945 498 -4,991 5,311 -13,321 14,537 R 1.5 3.2 120.9 556 4,057 R.1 5.0 9.1 4,613 923 -10,160 10,480 -21,607 22,823 S 1.5 5.3 213.4 1,629 11,876 S.1 28.5 64.4 13,505 474 -4,731 5,051 -12,622 13,838 T 1.5 12.3 82.7 1,482 10,810 T.1 13.8 26.9 6,146 447 -4,547 4,867 -12,126 13,342 T.2 13.8 26.9 6,146 447 -4,547 4,867 -12,126 13,342 U 1.5 13.4 98.0 1,905 13,894 U.1 8.0 13.0 5,066 633 -6,663 6,983 -17,577 18,793 U.2 5.0 3.8 1,490 298 -3,220 3,540 -10,537 11,753 U.3 11.5 23.7 9,242 804 -8,310 8,630 -21,603 22,819 V 1.5 24.8 56.8 2,050 14,948 V.1 26.3 57.3 16,998 648 -6,509 6,829 -17,404 18,620 W 1.5 37.2 39.5 2,136 15,579 W.1 28.5 64.4 17,715 622 -6,235 6,555 -16,666 17,882 X 1.5 37.3 39.5 2,141 15,614 X.1 14.9 24.2 8,465 568 -5,786 6,106 -16,215 17,431 X.2 15.8 26.6 9,290 588 -5,980 6,300 -15,270 16,486 V 1.5 31.0 39.5 1,782 12,994 V.1 30.0 69.3 14,776 493 -4,917 5,237 -13,121 14,337 Z 1.5 12.3 39.5 709 5,170 Z.1 13.3 20.0 5,879 444 -4,519 4,839 -12,051 13,267 10-11579 L-1.40 5.41 Lateral Load Analysis - Plan I Wind - Shear Wall Roof Projected Above Effective vwall This Level Accumulated (ASO) Line Pwd Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 1 18.1 12.4 6.0 1,446 247 1.1 19.6 17.4 1,694 51.8 -412 732 -412 732 10 18.1 19.7 6.0 2,296 0 10.1 3.5 1.9 76 13.1 -33 353 -33 353 10.1 4.1 2.6 103 15.0 -50 370 -50 370 0 10.1 4.3 3.1 122 17.0 -72 392 -72 392 10.1 4.0 2.5 97 14.6 -47 367 -47 367 2 10.1 4.3 3.1 122 17.0 -72 392 -72 392 3 10.1 4.1 2.6 103 15.0 -50 370 -50 370 4 10.1 3.5 1.9 76 13.1 -33 353 -33 353 5 10.1 3.5 1.9 76 13.1 -33 353 -33 353 .6 10.1 5.0 4.0 158 19.0 -91 411 -91 411 7 10.1 3.5 1.9 76 13.1 -33 353 -33 353 8 10.1 3.5 1.9 76 13.1 -33 353 -33 353 9 10.2 3.5 1.9 76 13.1 -33 353 -33 353 10.2 3.5 1.9 76 13.1 -33 353 -33 353 0 10.2 3.5 1.9 76 13.1 -33 353 -33 353 10.2 3.5 1.9 76 13.1 -33 353 -33 353 2 10.2 3.5 1.9 76 13.1 -33 353 -33 353 3 10.2 4.1 2.6 103 15.0 -50 370 -50 370 4 10.2 4.3 2.7 108 15.3 -54 374 -54 374 5 10.3 3.5 1.9 76 13.1 -33 353 -33 353 10.4 3.5 1.9 76 13.1 -33 353 -33 353 10.5 5.0 4.0 158 19.0 -91 411 -91 411 10.6 3.5 1.9 76 13.1 -33 353 -33 353 10.7 3.5 1.9 76 13.1 -33 353 -33 353 10.8 3.5 1.9 76 13.1 -33 353 -33 353 10.9 3.5 1.9 76 13.1 -33 353 -33 353 I 2 18.1 0.0 6.0 5 0 I 2.1 13.3 10.2 5 0.2 0 228 0 228 I 4 18.1 2.9 6.0 342 0 4.1 3.5 2.2 120 20.6 -120 440 -120 440 10-11579 L-1.41 5.42 Lateral Load Analysis - Plan I Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASO) Line P,ind Width Height Viine Vime Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 4.2 3.5 2.2 120 20.6 -120 440 -120 440 4.3 3.5 1.9 103 17.6 -85 405 -85 405 5 18.1 5.3 6.0 621 0 5.1 4.1 2.5 90 13.1 -29 349 -29 349 5.2 4.4 3.2 113 15.4 -53 373 -53 373 5.3 4.3 3.0 108 15.0 -50 370 -50 370 5.4 4.3 3.0 108 15.0 -50 370 -50 370 5.5 4.4 3.1 112 15.3 -53 373 -53 373 5.6 4.1 2.5 90 13.1 -29 349 -29 349 6 18.1 0.9 6.0 108 0 6.1 4.5 2.4 108 14.3 -41 361 -41 361 7 18.1 1.1 6.0 131 0 7.1 14.6 11.6 65 2.7 0 228 0 228 7.2 14.6 11.6 65 2.7 0 228 0 228 8 18.1 11.8 6.0 1,377 331 8.1 16.0 13.2 854 32.0 -211 531 -211 531 8.2 16.0 13.2 854 32.0 -211 531 -211 531 9 18.1 28.2 6.0 3,289 0 9.1 39.7 41.9 551 8.3 0 284 0 284 9.10 24.0 22.6 297 7.4 0 276 0 276 9.11 9.9 6.7 87 5.3 0 256 0 256 9.12 8.1 4.9 65 4.8 0 251 0 251 9.14 31.2 31.3 412 7.9 0 281 0 281 9.15 12.3 9.1 119 5.8 0 261 0 261 9.16 19.8 17.5 230 7.0 0 272 0 272 9.17 12.3 9.1 119 5.8 0 261 0 261 9.18 31.2 31.3 412 7.9 0 281 0 281 9.2 12.3 9.1 119 5.8 0 261 0 261 9.6 15.2 12.3 161 6.4 0 266 0 266 9.7 39.7 41.9 551 8.3 0 284 0 284 9.8 8.1 4.9 65 4.8 0 251 0 251 9.9 10.9 7.7 101 5.6 0 258 0 258 A 22.9 4.4 6.0 633 0 B 22.9 5.3 6.0 757 0 A.1 9.4 8.1 633 40.5 -308 628 -308 628 B.1 13.6 10.5 757 33.4 -227 547 -227 547 10-11579 L-1.42 5.43 E.1 23.9 22.5 2,691 67.5 -569 889 -569 889 F.1 26.3 25.3 1,619 37.0 -257 577 -257 577 G.1 14.0 11.0 872 37.4 -268 588 -268 588 G.2 14.0 11.0 872 37.4 -268 588 -268 588 H.3 15.2 12.3 1,963 77.6 -683 1,003 -683 1,003 1.1 15.6 12.8 934 35.9 -251 571 -251 571 F 22.9 11.2 6.0 1,619 0 G 22.9 12.1 6.0 1.745 0 H 22.9 13.6 6.0 1,963 0 I 22.9 6.5 6.0 934 0 N 22.9 13.5 6.0 1,948 0 o 22.9 13.5 6.0 1,946 0 P 22.9 12.3 6.0 1,772 0 Q 22.9 9.2 6.6 1,325 0 R 22.9 3.2 6.0 456 0 Lateral Load Analysis - Plan I Wind - Shear Wall Roof Projected Above Effective Vwafl This Level Accumulated (ASO) Line Kind Width Height Vhne Vhne Wall L k Vwati (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft '</in V(lb) plf lb lb lb lb C 22.9 14.8 6.0 2,126 0 C.1 15.8 13.0 2,126 80.7 -714 1,034 -714 1,034 D.1 28.5 28.0 2,676 56.3 -453 773 -453 773 D 22.9 18.6 6.0 2,676 0 E 22.9 18.7 6.0 2,691 0 J 22.9 12.2 6.0 1,754 0 M 22.9 13.4 6.0 1,939 0 S 22.9 5.3 6.0 757 0 J.1 28.5 28.0 1,754 36.9 -256 576 -256 576 K.1 26.3 25.3 2,674 61.1 -503 823 -503 823 L.1 15.9 13.1 1,017 38.5 -277 597 -277 597 L.2 14.9 12.0 930 37.5 -268 588 -268 588 M.1 22.0 20.2 1,213 33.1 -218 538 -218 538 M.2 15.0 12.1 726 29.0 -180 500 -180 500 N.1 22.3 20.5 1,948 52.5 -417 737 7417 737 0.1 25.8 24.8 1,946 45.2 -341 661 -341 661 P.1 26.3 25.3 1,772 40.5 -293 613 -293 613. 0.1 24.0 22.6 1,325 33.1 -218 538 -218 538 R.1 4.0 2.4 237 35.6 -287 607 -287 607 R.2 3.6 2.2 219 36.5 -304 624 -304 624 10-11579 L-1.43 5.44 K 22.9 18.6 6.0 2,674 0 L 22.9 13.5 6.0 1,948 0 Lateral Load Analysis - Plan I Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwi1d Width Height Vfine Viine Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb S.1 28.5 28.0 757 15.9 -42 362 -42 362 T 22.9 12.3 6.0 1,778 0 T.1 13.8 10.7 889 38.8 -283 603 -283 603 T.2 13.8 10.7 889 38.8 -283 603 -283 603 U 22.9 13.4 6.0 1,927 0 U.1 8.0 4.8 604 45.3 -363 683 -363 683 U.2 5.0 2.3 283 34.0 -258 578 -258 578 U.3 11.5 8.3 1,040 54.3 -447 767 -447 767 V 22.9 24.8 6.0 3,580 0 V.1 26.3 25.3 3,580 81.8 -714 1,034 -714 1,034 W 22.9 37.2 6.0 5,357 0 W.1 28.5 28.0 5,357 112.8 -1,028 1,348 -1,028 1,348 X 22.9 37.3 6.0 5,369 0 X.1 14.9 12.0 2,723 109.6 -1,015 1,335 -1,015 1,335 X.2 15.8 11.6 2,646 100.5 -918 1,238 -918 1,238 V 22.9 31.0 6.0 4,468 0 V.1 30.0 29.9 4,468 89.4 -789 1,109 -789 1,109 Z 22.9 12.3 6.0 1,778 0 Z.1 13.3 10.2 1,778 80.5 -717 1,037 -717 1,037 4th Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pnd Width Height Vitne Vi1 Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in VI(lb) plf lb lb lb lb 1 17.2 12.4 10.5 2,245 2,371 1.1 19.6 32.2 4,616 141.3 -1,197 1,485 -1,609 2,217 10 17.2 19.7 10.5 3,564 2,296 10.1 3.5 4.1 197 33.7 -246 534 -279 887 10.1 4.1 5.5 265 38.6 -287 575 -337 945 0 10.1 4.3 6.2 300 42.0 -320 608 -392 1,000 10.1 4.0 5.2 251 37.6 -279 567 -326 934 2 10.1 4.3 6.2 300 42.0 -320 608 -392 1,000 3 10.1 4.1 5.5 265 38.6 -287 575 -337 945 4 10.1 3.5 4.1 197 33.7 -246 534 -279 887 10-11579 L-1.44 5.45 Lateral Load Analysis - Plan I Wind - Shear Wall 4th Floor Projected Above Effective Vwafl This Level Accumulated (ASD) Line Pwind Width Height Vhne Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) pIt lb lb lb lb 10.1 3.5 4.1 197 33.7 -246 534 -279 887 6 10.1 5.0 8.2 393 47.1 -363 651 -454 1,062 7 10.1 3.5 4.1 197 33.7 -246 534 -279 887 8 10.1 3.5 4.1 197 33.7 -246 534 -279 887 9 10.2 3.5 4.1 197 33.7 -246 534 -279 887 10.2 3.5 4.1 197 33.7 -246 534 -279 887 0 10.2 3.5 4.1 197 33.7 -246 534 -279 887 10.2 3.5 4.1 197 33.7 -246 534 -279 887 2 10.2 3.5 4.1 197 33.7 -246 534 -279 887 3 10.2 4.1 5.5 265 38.6 -287 575 -337 945 4 10.2 4.3 5.8 280 39.5 -295 583 -349 957 5 10.3 3.5 4.1 197 33.7 -246 534 -279 887 10.4 3.5 4.1 197 33.7 -246 534 -279 887 10.5 5.0 8.2 393 47.1 -363 651 -454 1,062 10.6 3.5 4.1 197 33.7 -246 534 -279 887 10.7 3.5 4.1 197 33.7 -246 534 -279 887 10.8 3.5 4.1 197 33.7 -246 534 -279 887 10.9 3.5 4.1 197 33.7 -246 534 -279 887 2 17.2 0.0 10.5 7 5 I 2.1 13.3 18.1 12 0.5 0 205 0 433 4 17.2 2.9 10.5 532 342 4.1 3.5 4.2 299 51.3 -431 719 -551 1,159 4.2 3.5 4.2 299 51.3 -431 719 -551 1,159 4.3 3.5 3.8 276 47.2 -388 676 -473 1,081 5 17.2 5.3 10.5 964 621 5.1 4.1 5.2 233 5.2 4.4 6.4 287 5.3 4.3 6.1 273 5.4 4.3 6.1 273 5.5 4.4 6.3 285 5.6 4.1 5.2 233 6 17.2 0.9 10.5 . 167 108 33.9 -239 527 -268 876 39.0 -288 576 -342 950 38.2 -281 569 -331 939 38.2 -281 569 -331 939 38.9 -287 575 -340 948 33.9 -239 527 -268 876 6.1 4.5 4.7 275 36.6 -263 551 -304 912 10-11579 L-1 .45 5.46 C.1 15.8 23.6 5,541 210.4 -1,848 2,136 -2,562 3,170 D.1 28.5 53.7 6,975 146.8 -1,237 1,525 -1,691 2,299 E.1 23.9 42.4 7,013 175.9 -1,509 1,797 -2,079 2,687 I F.1 26.3 48.1 4,220 96.5 -777 1,065 -1,034 1,642 C 22.1 14.8 10.5 3,415 2,126 D 22.1 18.6 10.5 4,299 2,676 E 22.1 18.7 10.5 4,322 2,691 F 22.1 11.2 10.5 2,601 1,619 G 22.1 12.1 10.5 2,803 1,745 Lateral Load Analysis - Plan I Wind - Shear Wall 4th Floor Projected Above Effective Vwafl This Level Accumulated (ASD) Line Pwid Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V,(lb) plf lb lb lb lb 7 17.2 1.1 10.5 203 131 7.1 14.6 20.9 167 6.9 0 244 0 472 7.2 14.6 20.9 167 6.9 0 244 0 472 8 17.2 11.8 10.5 2,138 2,616 9 17.2 28.2 10.5 5,106 3,289 8.1 16.0 25.8 2,377 89.1 -720 1,008 -931 1,539 8.2 16.0 25.8 2,377 89.1 -720 1,008 -931 1,539 9.1 39.7 71.0 1,322 20.0 -39 362 -39 647 9.10 24.0 43.6 811 20.3 -34 366 -34 642 9.11 9.9 11.5 215 13.0 0 303 0 559 9.12 8.1 8.3 155 11.5 0 290 0 541 9.14 31.2 56.4 1,051 20.2 -38 365 -38 646 9.15 12.3 17.5 325 15.9 0 329 0 590 9.16 19.8 34.6 645 19.6 -25 361 -25 633 9.17 12.3 17.5 325 15.9 0 329 0 590 9.18 31.2 56.4 1,051 20.2 -38 365 -38 646 9.2 12.3 17.5 325 15.9 0 329 0 590 9.6 15.2 23.9 445 17.6 -2 344 -2 610 9.7 39.7 71.0 1,322 20.0 -39 362 -39 647 9.8 8.1 8.3 155 11.5 0 290 0 541 9.9 10.9 13.4 250 13.8 0 310 0 568 A.1 9.4 16.3 1,649 105.5 -895 1,183 -1,203 1,811 B.1 13.6 18.8 1,972 87.1 -706 994 -933 1,541 A 22.1 4.4 10.5 1,016 633 I B 22.1 5.3 10.5 1,216 757 G.1 14.0 19.7 2,274 97.5 -802 1,090 -1,070 1,678 G.2 14.0 19.7 2,274 97.5 -802 1,090 -1,070 1,678 10-11579 L-1.46 5.47 N.1 22.3 38.4 5,076 136.9 -1,152 1,440 -1,570 2,178 0.1 25.8 47.1 5,072 117.8 -973 1,261 -1,314 1,922 P.1 26.3 48.1 4,617 105.5 -860 1,148 -1,153 1,761 Q.1 24.0 45.0 3,452 86.3 -685 973 -904 1,512 R.1 4.0 4.9 614 92.0 -839 1,127 -1,126 1,734 R.2 3.6 4.6 576 96.0 -895 1,183 -1,199 1,807 S.1 28.5 53.7 1,973 41.5 -272 560 -315 923 S 22.1 5.3 10.5 1,216 757 T 22.1 12.3 10.5 2,856 1,778 N 22.1 13.5 10.5 3,129 1,948 0 22.1 13.5 10.5 3,126 1,946 P 22.1 12.3 10.5 2,846 1,772 Q 22.1 9.2 10.5 2,128 1,325 R 22.1 3.2 10.5 733 456 Lateral Load Analysis - Plan I Wind - Shear Wall 4th Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwliid Width Height Vine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V1(lb) plf lb lb lb lb H 22.1 13.6 10.5 3,153 1,963 H.3 15.2 22.2 5,116 202.4 -1,775 2,063 -2,458 3,066 I 22.1 6.5 10.5 1,500 934 1.1 15.6 23.2 2,434 93.6 -762 1,050 -1,014 1,622 J 22.1 12.2 10.5 2,817 1,754 K 22.1 18.6 10.5 4,295 2,674 L 22.1 13.5 10.5 3,129 1,948 J.1 28.5 53.7 4,571 96.2 -774 1,062 -1,029 1,637 K.1 26.3 48.1 6,969 159.3 -1,353 1,641 -1,857 2,465 M 22.1 13.4 10.5 3,114 1,939 L.1 15.9 25.5 2,657 100.4 -825 1,113 -1,102 1,710 L.2 14.9 23.2 2,420 97.6 -801 1,089 -1,069 1,677 M.1 22.0 37.8 3,203 87.4 -697 985 -915 1,523 M.2 15.0 21.8 1,850 74.0 -581 869 -761 1,369 T.1 13.8 19.2 2,317 101.1 -836 1,124 -1,119 1,727 T.2 13.8 19.2 2,317 101.1 -836 1,124 -1,119 1,727 U 22.1 13.4 10.5 3,096 1,927 U.1 8.0 9.0 1,587 119.0 -1,035 1,323 -1,398 2,006 U.2 5.0 3.6 640 76.9 -661 949 -918 1,526 U.3 11.5 15.9 2,796 145.9 -1,265 1,553 -1,712 2,320 I V 22.1 24.8 10.5 5,750 3,580 I V.1 26.3 48.1 9,330 213.2 -1,848 2,136 -2,563 3,171 W 22.1 37.2 10.5 8,606 5,357 10-11579 L-1.47 5.48 Lateral Load Analysis - Plan I Wind - Shear Wall 4th Floor Projected Above Effective VaH This Level Accumulated (ASD) Line P11d Width Height Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb W.1 28.5 53.7 13,963 294.0 -2,585 2,873 -3,613 4,221 X 22.1 37.3 10.5 8,625 5,369 X.1 14.9 21.6 7,167 288.6 -2,580 2,868 -3,594 4,202 X.2 15.8 20.6 6,827 259.3 -2,302 2,590 -3,219 3,827 Y 22.1 31.0 10.5 7,178 4,468 Y.1 30.0 57.5 11,646 232.9 -2,024 2,312 -2,813 3,421 Z 22.1 12.3 10.5 2,856 1,778 Z.1 13.3 18.1 4,633 209.8 -1,854 2,142 -2,571 3,179 3rd Floor Projected Above Effective Vwali This Level Accumulated (ASO) Line PI1d Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in VI(lb) plf lb lb lb lb 1 16.2 12.4 10.0 2,009 5,663 1.1 19.6 25.9 7,672 234.9 -2,061 2,349 -3,670 4,566 10 16.2 19.7 10.0 3,190 5,860 10.1 3.5 5.2 301 51.6 -433 721 -712 1,608 10.1 4.1 7.0 409 59.5 -501 789 -838 1,734 0 10.1 4.3 8.2 473 66.2 -566 854 -958 1,854 10.1 4.0 6.7 386 57.9 -488 776 -814 1,710 2 10.1 4.3 8.2 473 66.2 -566 854 -958 1,854 3 10.1 4.1 7.0 409 59.5 -501 789 -838 1,734 4 10.1 3.5 5.2 301 51.6 -433 721 -712 1,608 5 10.1 3.5 5.2 301 51.6 -433 721 -712 1,608 6 10.1 5.0 10.7 623 74.8 -640 928 -1,094 1,990 7 10.1 3.5 5.2 301 51.6 -433 721 -712 1,608 8 10.1 3.5 5.2 301 51.6 -433 721 -712 1,608 9 10.2 3.5 5.2 301 51.6 -433 721 -712 1,608 10.2 3.5 5.2 301 51.6 -433 721 -712 1,608 0 10.2 3.5 5.2 301 51.6 -433 721 -712 1,608 10.2 3.5 5.2 301 51.6 -433 721 -712 1,608 2 10-11579 L-1. 48 5.49 Lateral Load Analysis - Plan I Wind - Shear Wall 3rd Floor Line Pwind Width Projected Height Viine Above Viiiie Wall Effective L k Vwall V'aII (ASD) This Level Uplift Comp Accumulated (ASD) Uplift Comp psf ft ft lb lb ft I K/in V(lb) plf lb lb lb lb 10.2 3.5 5.2 301 51.6 -433 721 -712 1,608 3 10.2 4.1 7.0 409 59.5 -501 789 -838 1,734 4 10.2 4.3 7.4 432 61.0 -514 802 -863 1,759 5 10.3 3.5 5.2 301 51.6 -433 721 -712 1,608 10.4 3.5 5.2 301 51.6 -433 721 -712 1,608 10.5 5.0 10.7 623 74.8 -640 928 -1,094 1,990 10.6 3.5 5.2 301 51.6 -433 721 -712 1,608 10.7 3.5 5.2 301 51.6 -433 721 -712 1,608 10.8 3.5 5.2 301 51.6 -433 721 -712 1,608 10.9 3.5 5.2 301 51.6 -433 721 -712 1,608 2 16.2 0.0 10.0 7 12 2.1 13.3 23.8 18 0.8 0 205 0 638 4 16.2 2.9 10.0 476 874 4.1 3.5 5.2 465 79.8 -730 1,018 -1,280 2,176 4.2 3.5 5.2 465 79.8 -730 1,018 -1,280 2,176 4.3 3.5 4.7 419 71.9 -647 935 -1,120 2,016 5 16.2 5.3 10.0 863 1,585 5.1 4.1 6.6 358 52.1 -425 713 -694 1,590 5.2 4.4 8.3 449 60.9 -511 799 -852 1,748 5.3 4.3 7.9 426 59.5 -498 786 -829 1,725 5.4 4.3 7.9 426 59.5 -498 786 -829 1,725 5.5 4.4 8.2 446 60.8 -509 797 -849 1,745 5.6 4.1 6.4 344 50.1 -405 693 -674 1,570 6 16.2 0.9 10.0 149 275 6.1 4.5 5.8 424 56.5 -465 753 -769 1,665 7 16.2 1.1 10.0 182 334 7.1 14.6 27.7 258 10.6 0 279 0 751 7.2 14.6 27.7 258 10.6 0 279 . 0 751 8 16.2 11.8 10.0 1,913 6,155 8.1 16.0 34.9 4,034 151.3 -1,297 1,585 -2,228 3,124 8.2 16.0 34.9 4,034 151.3 -1,297 1,585 -2,228 3,124 9 16.2 28.2 10.0 4,569 8,395 9.1 39.7 81.2 1,989 30.1 -166 454 -205 1,101 9.10 24.0 46.0 1,128 28.2 -151 439 -185 1,081 9.11 9.9 14.8 361 21.9 -51 388 -51 947 10-11579 L-1.49 MIC B.1 13.6 24.7 3,075 135.8 -1,161 1,449 -2,094 2,990 C.1 15.8 31.4 8,641 328.1 -2,942 3,230 -5,503 6,399 D.1 28.5 68.6 10,876 229.0 -1,990 2,278 -3,680 4,576 B 21.0 5.3 10.0 1,103 1,972 C 21.0 14.8 10.0 3,099 5,541 D 21.0 18.6 10.0 3,901 6,975 E 21.0 18.7 10.0 3,922 7,013 Lateral Load Analysis - Plan I Wind - Shear Wall 3rd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwind Width Height Vii.,, Vii Wall L k Vwan (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 9.12 8.1 10.5 257 19.0 -8 363 -8 904 9.14 31.2 62.9 1,541 29.7 -163 451 -201 1,097 9.15 12.3 23.1 566 27.7 -134 440 -134 1,030 9.16 19.8 40.5 992 30.1 -170 458 -195 1,091 9.17 12.3 23.1 566 27.7 -134 440 -134 1,030 9.18 31.2 62.9 1,541 29.7 -163 451 -201 1,097 9.2 12.3 23.1 566 27.7 -134 440 -134 1,030 9.6 15.2 32.1 787 31.1 -182 470 -184 1,080 9.7 39.7 81.2 1,989 30.1 -166 454 -205 1,101 9.8 8.1 10.5 257 19.0 -8 363 -8 904 9.9 10.9 17.3 424 23.3 -72 400 -72 968 A 21.0 4.4 10.0 922 1.649 A.1 9.4 20.6 2,572 164.6 -1,457 1,745 -2,660 3,556 E.1 29.7 72.7 10,935 220.9 -1,914 2,202 -3,993 4,889 F.1 26.3 66.7 6,581 150.4 -1,272 1,560 -2,306 3,202 G.1 14.0 25.9 3,545 152.0 -1,311 1,599 -2,380 3,276 G.2 14.0 25.9 3,545 152.0 -1,311 1,599 -2,380 3,276 H.3 15.2 29.4 7,977 315.6 -2,829 3,117 -5,287 6,183 1.1 15.6 30.8 3,796 146.0 -1,249 1,537 -2,263 3,159 J.1 28.5 74.8 7,127 150.0 -1,267 1,555 -2,296 3,192 F 21.0 11.2 10.0 2,360 4,220 G 21.0 12.1 10.0 2,543 4,547 H 21.0 13.6 10.0 2,861 5,116 I 21.0 6.5 10.0 1,361 2,434 J 21.0 12.2 10.0 2,556 4,571 K 21.0 18.6 10.0 3,898 6,969 L 21.0 13.5 10.0 2,839 5,077 K.1 26.3 66.7 10,867 248.4 -2,171 2,459 -4,027 4,923 L.1 15.9 34.4 4,153 157.0 -1,351 1,639 -2,453 3,349 L.2 14.9 31.2 3,763 151.8 -1,306 1,594 -2,375 3,271 10-11579 L-1.50 5.51 Lateral Load Analysis - Plan I Wind - Shear Wall 3rd Floor Projected Above Effective Vwall This Level Accumulated (ASO) Line Pwind Width Height Vhie Vine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb M 21.0 13.4 10.0 2,826 5,053 M.1 22.0 51.7 5,051 137.7 -1,161 1,449 -2,075 2,971 M.2 15.0 28.9 2,828 113.1 -945 1,233 -1,707 2,603 N 21.0 13.5 10.0 2,839 5,076 N.1 22.3 52.5 7,915 213.4 -1,857 2,145 -3,427 4,323 0 21.0 13.5 10.0 2,837 5,072 0.1 25.8 65.2 7,908 183.7 -1,578 1,866 -2,892 3,788 P 21.0 12.3 10.0 2,582 4,617 P.1 26.3 66.7 7,200 164.6 -1,402 1,690 -2,555 3,451 Q 21.0 9.2 10.0 1,931 3,452 Q.1 24.0 62.8 5,383 134.6 -1,129 1,417 -2,033 2,929 R 21.0 3.2 10.0 665 1,190 R.1 4.0 6.3 993 148.9 -1,423 1,711 -2,549 3,445 R.2 3.6 5.5 863 143.8 -1,394 1,682 -2,594 3,490 S 21.0 5.3 10.0 1,103 1,973 S.1 28.5 68.6 3,076 64.8 -485 773 -800 1,696 T 21.0 12.3 10.0 2,591 4,633 T.1 13.8 25.2 3,612 157.6 -1,364 1,652 -2,483 3,379 T.2 13.8 25.2 3,612 157.6 -1,364 1,652 -2,483 3,379 U 21.0 13.4 10.0 2,810 5,024 U.1 8.0 11.5 2,449 183.7 -1,655 1,943 -3,053 3,949 U.2 5.0 4.4 942 113.0 -1,022 1,310 -1,941 2,837 U.3 11.5 20.9 4,442 231.8 -2,073 2,361 -3,785 4,681 V 21.0 24.8 10.0 5,218 9,330 V.1 26.3 66.7 14,547 332.5 -2,943 3,231 -5,505 6,401 W 21.0 37.2 10.0 7,809 13,963 W.1 28.5 74.8 21,772 458.4 -4,091 4,379 -7,704 8,600 X 21.0 37.3 10.0 7,827 13,994 X.1 14.9 28.6 11,259 453.4 -4,114 4,402 -7,708 8,604 X.2 15.8 26.9 10,562 401.1 -3,620 3,908 -6,839 7,735 Y 21.0 31.0 10.0 6,514 11,646 Y.1 30.0 80.4 18,160 363.2 -3,216 3,504 -6,029 6,925 Z 21.0 12.3 10.0 2,591 4,633 Z.1 13.3 23.8 7,225 327.2 -2,952 3,240 -5,523 6,419 10-11579 L-1.51 5.52 Lateral Load Analysis - Plan I Wind - Shear Wall 2nd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line PI11d Width Height Vjine Vim, Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 1 14.6 12.4 10.5 1,908 9,069 1.1 19.6 37.1 10,976 336.0 -3,328 3,648 -6,998 8,214 10 14.6 19.7 10.5 3,028 9,050 10.1 3.5 4.9 338 57.9 -556 876 -1,268 2,484 10.1 4.1 6.7 463 67.3 -646 966 -1,484 2,700 0 iai 4.3 7.7 533 74.5 -723 1,043 -1,681 2,897 10.1 4.0 6.3 437 65.5 -628 948 -1,442 2,658 2 10.1 4.3 7.7 533 74.5 -723 1,043 -1,681 2,897 3 10.1 4.1 6.7 463 67.3 -646 966 -1,484 2,700 4 10.1 3.5 4.9 338 57.9 -556 876 -1,268 2,484 5 10.1 3.5 4.9 338 57.9 -556 876 -1,268 2,484 6 10.1 5.0 10.2 707 84.9 -823 1,143 -1,917 3,133 7 10.1 3.5 4.9 338 57.9 -556 876 -1,268 2,484 8 10.1 3.5 4.9 338 57.9 -556 876 -1,268 2,484 9 10.2 3.5 4.9 338 57.9 -556 876 -1,268 2,484 10.2 3.5 4.9 338 57.9 -556 876 -1,268 2,484 0 10.2 3.5 4.9 338 57.9 -556 876 -1,266 2,484 10.2 3.5 32.0 2,216 379.9 -4,312 4,632 -5,024 6,240 :2 10.2 3.5 4.9 338 57.9 -556 876 -1,268 2,484 3 10.2 4.1 6.7 463 67.3 -646 966 -1,484 2,700 4 10.2 4.3 7.1 490 69.1 -664 984 -1,526 2,742 5 10.3 3.5 4.9 338 57.9 -556 876 -1,268 2,484 10.4 3.5 4.9 338 57.9 -556 876 -1,268 2,484 10.5 5.0 10.2 707 84.9 -823 1,143 -1,917 3,133 10.6 3.5 4.9 338 57.9 -556 876 -1,268 2,484 10.7 3.5 4.9 338 57.9 -556 876 -1,268 2,484 10.8 3.5 4.9 338 57.9 -556 876 -1,268 2,484 10.9 3.5 4.9 338 57.9 -556 876 -1,268 2,484 I 2 14.6 0.0 10.5 6 18 I 2.1 13.3 20.0 25 1.1 0 228 0 866 I 4 14.6 2.9 10.5 452 1,350 I 4.1 3.5 4.8 617 105.8 -1,115 1,435 -2,395 3,611 10-11579 L-1.52 5.53 7.1 14.6 23.4 344 14.2 0 347 0 1,097 7.2 14.6 23.4 344 14.2 0 347 0 1,097 8.1 16.0 34.4 5,878 220.4 -2,155 2,475 -4,383 5,599 8.2 16.0 34.4 5,878 220.4 -2,155 2,475 -4,383 5,599 9.1 39.7 79.1 2,428 36.7 -252 572 -457 1,673 9.10 24.0 65.3 2,006 50.2 -392 712 -578 1,794 9.11 9.9 13.4 412 24.9 -143 463 -193 1,409 9.12 8.1 9.4 288 21.3 -107 427 -115 1,331 9.14 31.2 60.7 1,865 35.9 -245 565 -446 1,662 9.15 12.3 26.2 804 39.4 -291 611 -425 1,641 9.16 19.8 53.2 1,635 49.7 -389 709 -584 1,800 9.17 12.3 26.2 804 39.4 -291 611 -425 1,641 9.18 1.0 40.0 1,228 737.1 -14,622 14,942 -14,823 16,039 9.19 10.0 22.8 701 42.1 -323 643 -323 643 9.2 12.3 26.2 804 39.4 -291 611 -425 1,641 9.6 15.2 36.6 1,123 44.4 -339 659 -523 1,739 9.7 39.7 79.1 2,428 36.7 -252 572 -457 1,673 9.8 8.1 9.4 288 21.3 -107 427 -115 1,331 9.9 10.9 15.9 487 26.8 -161 481 -233 1,449 Lateral Load Analysis - Plan I Wind - Shear Wall 2nd Floor Projected Above Effective V'ajl This Level Accumulated (ASD) Line Pi Width Height Viine Viine Wall L k Vwa (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in VI(lb) pIt lb lb lb lb 4.2 3.5 4.8 617 105.8 -1,115 1,435 -2,395 3,611 4.3 3.5 4.5 567 97.2 -1,014 1,334 -2,134 3,350 5 14.6 5.3 10.5 819 2,448 5.1 4.1 6.5 483 70.2 -679 999 -1,373 2,589 5.2 4.4 8.1 595 80.9 -792 1,112 -1,644 2,860 5.3 4.3 7.6 564 78.9 -773 1,093 -1,602 2,818 5.4 4.3 7.6 564 78.9 -773 1,093 -1,602 2,818 5.5 4.4 8.0 591 80.6 -789 1,109 -1,638 2,854 5.6 4.1 6.4 470 68.4 -658 978 -1,332 2,548 6 14.6 0.9 10.5 142 424 6.1 4.5 5.1 566 75.5 -729 1,049 -1,498 2,714 7 14.6 1.1 10.5 172 515 8 14.6 11.8 10.5 1,817 9,939 9 14.6 28.2 10.5 4,338 12,964 A 19.5 4.4 10.5 897 2,572 I A.1 9.4 19.8 3,469 222.0 -2,225 2,545 -4,885 6,101 10-11579 L-1.53 5.54 G.1 14.0 21.9 4,782 205.0 -2,006 2,326 -4,387 5,603 G.2 14.0 21.9 4,782 205.0 -2,006 2,326 -4,387 5,603 H.3 15.2 27.8 10,760 425.7 -4,282 4,602 -9,569 10,785 1.1 15.6 26.0 5,120 196.9 -1,914 2,234 -4,177 5,393 J.1 28.5 64.4 9,614 202.4 -1,940 2,260 -4,236 5,452 K.1 26.3 57.3 14,658 335.0 -3,295 3,615 -7,323 8,539 H 19.5 13.6 10.5 2,783 7,977 I 19.5 6.5 10.5 1,324 3,796 J 19.5 12.2 10.5 2,486 7,127 K 19.5 18.6 10.5 3,791 10,867 L 19.5 13.5 10.5 2,762 7,916 M.1 22.0 44.2 6,839 186.5 -1,789 2,109 -3,864 5,080 M.2 15.0 24.5 3,788 151.5 -1,448 1,768 -3,154 4,370 N.1 22.3 44.9 10,677 287.9 -2,825 3,145 -6,252 7,468 0.1 25.8 55.9 10,667 247.8 -2,406 2,726 -5,298 6,514 P.1 26.3 57.3 9,712 222.0 -2,143 2,463 -4,698 5,914 Q.1 24.0 56.1 7,261 181.5 -1,734 2,054 -3,766 4,982 R.1 5.0 9.1 2,502 300.3 -3,216 3,536 -5,765 6,981 N 19.5 13.5 10.5 2,761 7,915 0 19.5 13.5 10.5 2,759 7,908 P 19.5 12.3 10.5 2,512 7,200 0 19.5 9.2 10.5 1,878 5,383 R 19.5 3.2 10.5 647 1,855 Lateral Load Analysis - Plan I Wind - Shear Wall 2nd Floor Projected Above Effective This Level Accumulated (ASD) Line Nind Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in Vi(lb) plf lb lb lb lb B 19.5 5.3 10.5 1,073 3,075 B.1 12.0 17.1 4,148 207.4 -2,044 2,364 -4,139 5,355 C 19.5 14.8 10.5 3,014 8,641 C.1 15.8 26.6 11,655 442.6 -4,451 4,771 -9,954 11,170 D 19.5 18.6 10.5 3,794 10,876 D.1 28.5 64.4 14,670 308.8 -3,024 3,344 -6,704 7,920 E 19.5 18.7 10.5 3,815 10,935 F 19.5 11.2 10.5 2,296 6,581 G 19.5 12.1 10.5 2,474 7,091 E.1 23.9 50.0 14,750 370.0 -3,659 3,979 -7,652 8,868 F.1 26.3 57.3 8,877 202.9 -1,948 2,268 -4,255 5,471 L.1 15.9 30.7 5,602 211.7 -2,066 2,386 -4,519 5,735 L.2 14.9 27.8 5,075 204.7 -1,998 2,318 -4,373 5,589 M 19.5 13.4 10.5 2,749 7,879 S 19.5 5.3 10.5 1,073 3,076 10-11579 L-1.54 5.55 Lateral Load Analysis - Plan I Wind - Shear Wall 2nd Floor Projected Above Effective V'aI1 This Level Accumulated (ASD) Line PId Width Height Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in Vi(lb) plf lb lb lb lb S.1 28.5 64.4 4,149 87.3 -769 1,089 -1,569 2,785 T 19.5 12.3 10.5 2,520 7,225 T.1 13.8 26.9 4,873 212.6 -2,087 2,407 -4,569 5,785 T.2 13.8 26.9 4,873 212.6 -2,087 2,407 -4,569 5,785 U 19.5 13.4 10.5 2,733 7,833 U.1 8.0 13.0 3,388 254.1 -2,591 2,911 -5,644 6,860 U.2 5.0 3.8 997 119.6 -1,209 1,529 -3,150 4,366 U.3 11.5 23.7 6,181 322.5 -3,252 3,572 -7,037 8,253 V 19.5 24.8 10.5 5,075 14,547 V.1 26.3 57.3 19,623 448.5 -4,452 4,772 -9,958 11,174 W 19.5 37.2 10.5 7,596 21,772 W.1 28.5 64.4 29,368 618.3 -6,173 6,493 -13,877 15,093 X 19.5 37.3 10.5 7,613 21,821 X.1 14.9 24.2 14,032 565.1 -5,727 6,047 -13,435 14,651 X.2 15.8 26.6 15,401 584.9 -5,920 6,240 -12,759 13,975 V 19.5 31.0 10.5 6,335 18,160 V.1 30.0 69.3 24,495 489.9 -4,862 5,182 -10,891 12,107 Z 19.5 12.3 10.5 2,520 7,225 Z.1 13.3 20.0 9,745 441.3 -4,466 4,786 -9,989 11,205 10-11579 L-1.55 5.56 Lateral Load Analysis - Plan I Rigid Diaphram - Load Eccentricity Roof X-X Direction Y.=256.2 L=107.5 Roof Y-Y Direction X=-80.l L=401.4 Wall k,, cl, kx d, Wall k) d k, x d. 1.1 17.4 185.3 3217 A.1 8.1 -259.3 -2098 10.1 1.9 292.0 565 B.1 10.5 -251.1 -2644 10.2 1.9 292.0 565 c.1 13.0 -240.7 -3126 10.3 1.9 292.0 565 D.1 28.0 -222.4 -6238 10.4 1.9 292.0 565 E.1 22.5 -203.3 -4571 10.5 4.0 286.2 1147 F.1 25.3 -185.3 -4687 10.6 1.9 292.0 565 G.1 11.0 -181.0 -1987 10.7 1.9 292.0 565 G.2 11.0 -181.6 -1993 10.8 1.9 292.0 565 H.3 12.3 -160.1 -1966 10.9 1.9 292.0 565 1.1 12.8 -153.8 -1963 10.10 2.6 286.0 745 J.1 28.0 -148.1 -4153 10.11 3.1 286.0 881 K.1 25.3 -130.1 -3291 10.12 2.5 290.0 715 L.1 13.1 -110.9 -1450 10.13 3.1 286.0 881 L.2 12.0 -110.2 -1317 10.14 2.6 286.0 745 M.1 20.2 -103.1 -2081 10.15 1.9 292.0 565 M.2 12.1 -102.3 -1237 10.16 1.9 292.0 565 N.1 20.5 -83.9 -1719 10.17 4.0 286.0 1146 0.1 24.8 -76.1 -1887 10.18 1.9 292.0 565 P.1 25.3 -56.9 -1440 10.19 1.9 292.0 565 Q.1 22.6 -51.6 -1165 10.20 1.9 292.0 565 R.1 2.4 -38.2 -93 10.21 1.9 292.0 565 R.2 2.2 -38.2 -86 10.22 1.9 292.0 565 S.1 28.0 -32.4 -909 10.23 1.9 292.0 565 T.1 10.7 -27.3 -293 10.24 2.6 286.2 745 T.2 10.7 -28.0 -300 10.25 2.7 286.0 785 U.1 4.8 -7.5 -36 2.1 10.2 209.7 2131 U.2 2.3 -7.5 -17 4.1 2.2 220.0 479 U.3 8.3 -7.5 -62 4.2 2.2 220.0 479 V.1 25.3 4.8 120 4.3 1.9 222.0 414 W.1 28.0 41.9 1176 5.1 2.5 226.1 569 X.1 12.0 79.1 947 5.2 3.2 226.1 714 X.2 11.6 79.4 924 5.3 3.0 226.1 679 Y.1 29.9 117.0 3497 5.4 3.0 226.1 679 Z.1 10.2 141.2 1435 5.5 3.1 226.1 709 544.8 E -44709.6 5.6 2.5 226.1 569 6.1 2.4 230.5 554 7.1 11.6 232.0 2696 7.2 11.6 232.7 2703 8.1 13.2 232.4 3071 8.2 13.2 233.1 3080 9.1 41.9 259.0 10857 9.2 9.1 253.0 2300 9.6 12.3 253.0 3107 9.7 41.9 259.0 10857 9.8 4.9 253.0 1242 9.9 7.7 253.0 1942 9.10 22.6 259.0 5850 10-11579 1 L-1.56 5.57 Lateral Load Analysis - Plan I Rigid Diaphram - Load Eccentricity 9.11 6.7 253.0 1684 9.12 4.9 253.0 1242 9.14 31.3 259.0 8114 9.15 9.1 253.0 2300 9.16 17.5 259.0 4542 9.17 9.1 259.0 2355 9.18 31.3 259.0 8114 E 411.6 z 104076.3 YCR=E (Rxd)/R= 252.9 XCR = (Ry X d) I E R 82.1 ey = [(Ycm ± 5% L) - YCRI e = [(Xcm + 5% L) YCKI +5% L -5% L +5% L -5% L -8.70' 2.06' -22.08 18.06' 4th Floor X-X Direction Y,._=256.3 L=107.5 4th Floor Y-Y Direction X =-79.9 L=401.4 Wall k k., x d. Wall k d k x d 1.1 32.2 185.3 5966 A.1 16.3 -259.3 -4231 10.1 4.1 292.0 1193 B.1 18.8 -251.1 -4730 10.2 4.1 292.0 1193 ci 23.6 -240.7 -5678 10.3 4.1 292.0 1193 D.1 53.7 -222.4 -11949 10.4 4.1 292.0 1193 E.1 42.4 -203.3 -8630 10.5 8.2 286.2 2335 F.1 48.1 -185.3 -8918 10.6 4.1 292.0 1193 G.1 19.7 -181.0 -3565 10.7 4.1 292.0 1193 G.2 19.7 -181.6 -3577 10.8 4.1 292.0 1193 H.3 22.2 -160.1 -3556 10.9 4.1 292.0 1193 1.1 23.2 -153.8 -3562 10.10 5.5 286.0 1576 J.1 53.7 -148.1 -7955 10.11 6.2 286.0 1784 K.1 48.1 -130.1 -6263 10.12 5.2 290.0 1512 L.1 25.5 -110.9 -2828 10.13 6.2 286.0 1784 L.2 23.2 -110.2 -2559 10.14 5.5 286.0 1576 M.1 37.8 -103.1 -3900 10.15 4.1 292.0 1193 M.2 21.8 -102.3 -2236 10.16 4.1 292.0 1193 N.1 38.4 -83.9 -3225 10.17 8.2 286.0 2333 0.1 47.1 -76.1 -3585 10.18 4.1 292.0 1193 P.1 48.1 -56.9 -2740 10.19 4.1 292.0 1193 Q.1 45.0 -51.6 -2323 10.20 4.1 292.0 1193 R.1 4.9 -38.2 -189 10.21 4.1 292.0 1193 R.2 4.6 -38.2 -177 10.22 4.1 292.0 1193 S.1 53.7 -32.4 -1741 10.23 4.1 292.0 1193 T.1 19.2 -27.3 -525 10.24 5.5 286.2 1577 T.2 19.2 -28.0 -537 10.25 5.8 286.0 1663 U.1 9.0 -7.5 -67 2.1 18.1 209.7 3803 U.2 3.6 -7.5 -27 4.1 4.2 220.0 915 U.3 15.9 -7.5 -118 4.2 4.2 220.0 915 V.1 48.1 4.8 229 4.3 3.8 222.0 850 W.1 53.7 41.9 2252 5.1 5.2 226.1 1172 X.1 21.6 79.1 1711 5.2 6.4 226.1 1445 X.2 20.6 79.4 1636 10-11579 L-1.57 5.58 Lateral Load Analysis - Plan I Rigid Diaphram - Load Eccentricity 5.3 6.1 226.1 1373 Wall k d k x d 5.4 6.1 226.1 1373 55 6.3 2261 1435 Y.1 57.5 117.0 6725 5.6 5.2 226.1 1172 Z.1 18.1 141.2 2561 6.1 4.7 230.5 1075 E 1026.7 Z -84277.3 7.1 20.9 232.0 4857 7.2 20.9 232.7 4870 8.1 25.8 232.4 5994 8.2 25.8 233.1 6010 9.1 71.0 259.0 18392 9.2 17.5 253.0 4418 9.6 23.9 253.0 6044 9.7 71.0 259.0 18392 9.8 8.3 253.0 2105 9.9 13.4 253.0 3396 9.10 43.6 259.0 11288 9.11 11.5 253.0 2916 9.12 8.3 253.0 2105 9.14 56.4 259.0 14616 9.15 17.5 253.0 4418 9.16 34.6 259.0 8967 9.17 17.5 259.0 4523 9.18 56.4 259.0 14616 Z 768.4 E 194651.2 YCR = Z (Rx d)/ F = 253.3 XCR= Y- (R, x d)/Z R = -82.1 = [(Ycm ± 5% L) - YCRJ ex = (Xcm ± 5% L) - YCR] +5% L -5% L +5% L -5% L. -8.40' 2.35' -22.23 17.91' 3rd Floor X-X Direction Y,n256.4 L=107.5 3rd Floor Y-Y Direction Xm79.9 L=401.4 Wall k kx d) Wall k) d., k x d 1.1 25.9 185.3 4805 A.1 20.6 -259.3 -5328 10.1 5.2 292.0 1513 B.1 24.7 -251.1 -6213 10.2 5.2 292.0 1513 C.1 31.4 -240.7 -7551 10.3 5.2 292.0 1513 D.1 68.6 -222.4 -15247 10.4 5.2 292.0 1513 E.1 72.7 -203.3 -14786 10.5 10.7 286.2 3071 F.1 66.7 -185.3 -12347 10.6 5.2 292.0 1513 G.1 25.9 -181.0 -4695 10.7 5.2 292.0 1513 G.2 25.9 -181.6 -4711 10.8 5.2 292.0 1513 H.3 29.4 -160.1 -4714 10.9 5.2 292.0 1513 1.1 30.8 -153.8 -4732 10.10 7.0 286.0 2014 J.1 74.8 -148.1 -11082 10.11 8.2 286.0 2331 K.1 66.7 -130.1 -8670 10.12 6.7 290.0 1929 L.1 34.4 -110.9 -3821 10.13 8.2 286.0 2331 L.2 31.2 -110.2 -3438 10.14 7.0 286.0 2014 M.1 51.7 -103.1 -5327 10.15 5.2 292.0 1513 M.2 28.9 -102.3 -2961 10-11579 L-1.58 5.59 Lateral Load Analysis - Plan I Rigid Diaphram - Load Eccentricity 10.16 5.2 292.0 1513 Wall k> & k. xd. 10.17 10.7 286.0 3069 10.18 5.2 292.0 1513 N.1 52.5 -83.9 -4409 10.19 5.2 292.0 1513 01 65.2 -76.1 -4957 10.20 5.2 292.0 1513 P.1 66.7 -56.9 -3794 10.21 5.2 292.0 1513 Q.1 62.8 -51.6 -3239 10.22 5.2 292.0 1513 R.1 6.3 -38.2 -242 10.23 5.2 292.0 1513 R.2 5.5 -38.2 -211 10.24 7.0 286.2 2015 S.1 68.6 -32.4 -2222 10.25 7.4 286.0 2128 T.1 25.2 -27.3 -690 2.1 23.8 209.7 4986 T.2 25.2 -28.0 -706 4.1 5.2 220.0 1138 U.1 11.5 -7.5 -86 4.2 5.2 220.0 1138 U.2 4.4 -7.5 -33 4.3 4.7 222.0 1035 U.3 20.9 -7.5 -156 5.1 6.6 226.1 1495 V.1 66.7 4.8 317 5.2 8.3 226.1 1874 W.1 74.8 41.9 3137 5.3 7.9 226.1 1778 X.1 28.6 79.1 2264 5.4 7.9 226.1 1778 X.2 26.9 79.4 2132 5.5 8.2 226.1 1861 V.1 80.4 117.0 9403 5.6 6.4 226.1 1439 Z.1 23.8 141.2 3358 6.1 5.8 230.5 1343 E 1400.4 E -115755.8 7.1 27.7 232.0 6418 7.2 27.7 232.7 6435 8.1 34.9 232.4 8102 8.2 34.9 233.1 8123 9.1 81.2 259.0 21041 9.2 23.1 253.0 5845 9.6 32.1 253.0 8135 9.7 81.2 259.0 21041 9.8 10.5 253.0 2655 9.9 17.3 253.0 4382 9.10 46.0 259.0 11927 9.11 14.8 253.0 3734 9.12 10.5 253.0 2655 9.14 62.9 259.0 16295 9.15 23.1 253.0 5845 9.16 40.5 259.0 10489 9.17 23.1 259.0 5984 9.18 62.9 259.0 16295 E 926.0 E 235179.8 YCR =E (Rxd)/R= 254.0' XcR=E(Rxd)/ER= -82.7' ey = [(Ycm ± 5% Ly) - YCRI e = [(Xcm ± 5% Lx) - YCR] +5% L -5% L +5% L,, -5% L, -7.76' 2.99' -22.84' 17.30' 2nd Floor X-X Direction 2nd Floor Y-Y Direction Ycm.256.4 X,...=-79.9 L)=107.5 L=401.4 Wall k d kx d. Wall k d k x d 10-11579 L-1.59 5.60 Wall k k, x d A.1 19.8 -259.3 -5122 B.1 17.1 -251.1 -4283 c.i 26.6 -240.7 -6395 0.1 64.4 -222.4 -14329 E.1 50.0 -203.3 -10168 F.1 57.3 -185.3 -10606 G.1 21.9 -181.0 -3962 G.2 21.9 -181.6 -3976 H.3 27.8 -160.1 -4448 1.1 26.0 -153.8 -4006 J.1 64.4 -148.1 -9540 K.1 57.3 -130.1 -7448 L.1 30.7 -110.9 -3406 L.2 27.8 -110.2 -3065 M.1 44.2 -103.1 -4553 M.2 24.5 -102.3 -2504 N.1 44.9 -83.9 -3770 0.1 55.9 -76.1 -4256 P.1 57.3 -56.9 -3259 Q.1 56.1 -51.6 -2893 R.1 9.1 -38.2 -347 S.1 64.4 -32.4 -2088 T.1 26.9 -27.3 -737 T.2 26.9 -28.0 -754 U.1 13.0 -7.5 -97 U.2 3.8 -7.5 -28 U.3 23.7 -7.5 -177 V.1 57.3 4.8 272 W.1 64.4 41.9 2700 X.1 24.2 79.1 1915 X.2 26.6 79.4 2109 Y.1 69.3 117.0 8106 Z.1 20.0 141.2 2830 1225.3 E -98284.5 Lateral Load Analysis - Plan I Rigid Diaphram - Load Eccentricity 1.1 37.1 185.3 6879 10.1 4.9 292.0 1425 10.2 4.9 292.0 1425 10.3 4.9 292.0 1425 10.4 4.9 292.0 1425 10.5 10.2 286.2 2923 10.6 4.9 292.0 1425 10.7 4.9 292.0 1425 10.8 4.9 292.0 1425 10.9 4.9 292.0 1425 10.10 6.7 286.0 1912 10.11 7.7 286.0 2200 10.12 6.3 290.0 1828 10.13 7.7 286.0 2200 10.14 6.7 286.0 1911 10.15 4.9 292.0 1425 10.16 4.9 292.0 1425 10.17 10.2 286.0 2921 10.18 4.9 292.0 1425 10.19 4.9 292.0 1425 10.20 4.9 292.0 1425 10.21 4.9 292.0 1425 10.22 32.0 292.0 9345 10.23 4.9 292.0 1425 10.24 6.7 286.2 1913 10.25 7.1 286.0 2022 2.1 20.0 209.7 4202 4.1 4.8 220.0 1067 4.2 4.8 220.0 1067 4.3 4.5 222.0 989 5.1 6.5 226.1 1478 5.2 8.1 226.1 1822 5.3 7.6 226.1 1727 5.4 7.6 226.1 1727 5.5 8.0 226.1 1809 5.6 6.4 226.1 1439 6.1 5.1 230.5 1183 7.1 23.4 232.0 5423 7.2 23.4 232.7 5437 8.1 34.4 232.4 7992 8.2 34.4 233.1 8013 9.1 79.1 259.0 20481 9.2 26.2 253.0 6627 9.6 36.6 253.0 9254 9.7 79.1 259.0 20481 9.8 9.4 253.0 2371 9.9 15.9 253.0 4013 9.10 65.3 259.0 16922 9.11 13.4 253.0 3391 9.12 9.4 253.0 2371 9.14 60.7 259.0 15734 9.15 26.2 253.0 6627 9.16 53.2 259.0 13787 9.17 26.2 259.0 6784 9.18 40.0 259.0 10362 10-11579 L-1.60 5.61 Lateral Load Analysis - Plan I Rigid Diaphram - Load Eccentricity 9.19 22.8 256.0 5847 974.0 E 247850.2 YCR = E (RX d)/ ER = 254.5' XcR=E(Rxd)/ER= -80.2 e = II(Ycm + 5% L) - YCR] ex = [(Xcm ± 5% L) - YCR] +5% L, -5% U, +5% L -5% L, -7.27' 3.48 -20.33' 19.81' 10-11579 L-1. 61 5.62 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall Roof X-X Direction Story Shear V = 97772.51 (lb) Wall Direct Shear F. = V x kx / Ekx (lb) Wall Torsional Shear FT = V x ey x (kx X dy) / [(ky X dx2)+(kx X dy2)] where ev = -8.70 or v,,1 = (F + FT)/ L 2.06 Wall L dy k kx X dy kx x dy2 F (max) FT T) Vwall This Level Accumulated (ASD) ft ft 1K/in lb lb lb pif Uplift Comp Uplift Comp 1.1 19.6 67.5 17.4 1172 79187 4124 39 4163 212 -2,087 2,407 -2,087 2,407 10.1 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.10 4.1 -33.1 2.6 -86 2857 619 12 631 153 -1,648 1,968 -1,648 1,968 10.11 4.3 -33.1 3.1 -102 3375 732 14 746 174 -1,876 2,196 -1,876 2,196 10.12 4.0 -37.2 2.5 -92 3404 585 13 598 150 -1,618 1,938 -1,618 1,938 10.13 4.3 -33.1 3.1 -102 3371 732 14 746 174 -1,876 2,196 -1,876 2,196 10.14 4.1 -33.1 2.6 -86 2850 619 12 631 153 -1,648 1,968 -1,648 1,968 10.15 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.16 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.17 5.0 -33.1 4.0 -133 4387 952 19 971 194 -2,066 2,386 -2,066 2,386 10.18 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.19 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.2 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.20 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.21 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.22 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.23 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.24 4.1 -33.3 2.6 -87 2893 619 12 631 153 -1,648 1,968 -1,648 1,968 10.25 4.3 -33.1 2.7 -91 3006 653 13 665 157 -1,682 2,002 -1,682 2,002 10.3 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.4 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.5 5.0 -33.3 4.0 -134 4453 952 19 971 194 -2,066 2,386 -2,066 2,386 10.6 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.7 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.8 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 10.9 3.5 -39.2 1.9 -76 2966 459 11 470 134 -1,475 1,795 -1,475 1,795 2.1 13.3 43.2 10.2 439 18979 2415 15 2429 183 -1,813 2,133 -1,813 2,133 4.1 3.5 32.8 2.2 72 2348 517 2 520 148 -1,640 1,960 -1,640 1,960 4.2 3.5 32.8 2.2 72 2348 517 2 520 148 -1,640 1,960 -1,640 1,960 4.3 3.5 30.8 1.9 58 1774 443 2 445 127 -1,392 1,712 -1,392 1,712 5.1 4.1 26.8 2.5 67 1805 598 2 600 146 -1,564 1,884 -1,564 1,884 10-11579 L-1.62 5.63 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall 5.2 4.4 26.8 3.2 84 2259 750 3 753 170 -1,830 2,150 -1,830 2,150 5.3 4.3 26.8 3.0 80 2152 713 3 716 167 -1,796 2,116 -1,796 2,116 5.4 4.3 26.8 3.0 80 2152 713 3 716 167 -1,796 2,116 -1,796 2,116 5.5 4.4 26.8 3.1 84 2245 745 3 748 170 -1,825 2,145 -1,825 2,145 5.6 4.1 26.8 2.5 67 1805 598 2 600 146 -1,564 1,884 -1,564 1,884 6.1 4.5 22.3 2.4 54 1198 571 2 572 127 -1,339 1,659 -1,339 1,659 7.1 14.6 20.8 11.6 242 5043 2760 8 2768 190 -1,875 2,195 -1,875 2,195 7.2 14.6 20.2 11.6 235 4747 2760 8 2768 190 -1,874 2,194 -1,874 2,194 8.1 16.0 20.4 13.2 270 5519 3139 9 3148 197 -1,939 2,259 -1,939 2,259 8.2 16.0 19.8 13.2 262 5189 3139 9 3148 197 -1,939 2,259 -1,939 2,259 9.1 39.7 -6.2 41.9 -258 1592 9957 36 9993 252 -2,460 2,780 -2,460 2,780 9.10 24.0 -6.2 22.6 -139 858 5365 20 5384 224 -2,199 2,519 -2,199 2,519 9.11 9.9 -0.2 6.7 -1 0 1581 0 1582 160 -1,591 1,911 -1,591 1,911 9.12 8.1 -0.2 4.9 -1 0 1166 0 1166 144 -1,443 1,763 -1,443 1,763 9.14 31.2 -6.2 31.3 -193 1190 7442 27 7469 240 -2,343 2,663 -2,343 2,663 9.15 12.3 -0.2 9.1 -1 0 2159 0 2159 176 -1,746 2,066 -1,746 2,066 9.16 19.8 -6.2 17.5 -108 666 4165 15 4181 212 -2,080 2,400 -2,080 2,400 9.17 12.3 -6.2 9.1 -56 345 2159 8 2167 177 -1,752 2,072 -1,752 2,072 9.18 31.2 -6.2 31.3 -193 1190 7442 27 7469 240 -2,343 2,663 -2,343 2,663 9.2 12.3 -0.2 9.1 -1 0 2159 0 2159 176 -1,746 2,066 -1,746 2,066 9.6 15.2 -0.2 12.3 -2 0 2917 0 2917 192 -1,897 2,217 -1,897 2,217 9.7 39.7 -6.2 41.9 -258 1592 9957 36 9993 252 -2,460 2,780 -2,460 2,780 9.8 8.1 -0.2 4.9 -1 0 1166 0 1166 144 -1,443 1,763 -1,443 1,763 9.9 10.9 -0.2 7.7 -1 0 1823 0 1823 167 -1,661 1,981 -1,661 1,981 Roof Y-Y Direction Story Shear V = 97772.51 (lb) Wall Direct Shear F,. = V x ky / Zkv (lb) Wall Torsional Shear FT = V x ex X (ky x dx) / [(kx X dy2)+(ky X dx2)] where ex = -22.08 or 18.06 v,,ii=(F. + FT) /L Wall L dx k ky x dx ky x dx2 F (max) FT (F+FT) Vwall This Level Accumulated (ASD) ft ft <j11 lb lb lb plf Uplift Comp Uplift Comp Al 9.4 512.2 8.1 4144 2122670 1452 420 1873 200 -2,018 2,338 -2,018 2,338 B.1 13.6 504.0 10.5 5306 2674075 1889 522 2411 177 -1,751 2,071 -1,751 2,071 C.1 15.8 493.5 13.0 6410 3163658 2331 604 2935 186 -1,826 2,146 -1,826 2,146 D.1 28.5 475.3 28.0 13330 6335814 5033 1154 6187 217 -2,118 2,438 -2,118 2,438 E.1 23.9 456.2 22.5 10257 4679268 4035 799 4834 202 -1,972 2,292 -1,972 2,292 10-11579 L-1.63 564 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall F.1 26.3 438.1 25.3 11086 4856914 4541 765 5306 202 -1,969 2,289 -1,969 2,289 G.1 14.0 433.8 11.0 4763 2066238 1970 318 2288 164 -1,604 1,924 -1,604 1,924 G.2 14.0 434.5 11.0 4769 2072159 1970 320 2290 164 -1,605 1,925 -1,605 1,925 H.3 15.2 413.0 12.3 5070 2094083 2203 281 2484 164 -1,602 1,922 -1,602 1,922 1.1 15.6 406.7 12.8 5191 2111129 2290 268 2559 164 -1,603 1,923 -1,603 1,923 J.1 28.5 401.0 28.0 11246 4509013 5033 543 5576 196 -1,899 2,219 -1,899 2,219 K.1 26.3 383.0 25.3 9690 3710806 4541 356 4897 187 -1,810 2,130 -1,810 2,130 L.1 15.9 363.8 13.1 4756 1730087 2346 111 2457 155 -1,506 1,826 -1,506 1,826 L.2 14.9 363.0 12.0 4339 1575218 2145 98 2243 151 -1,469 1,789 -1,469 1,789 M.1 22.0 356.0 20.2 7187 2558308 3624 124 3748 170 -1,651 1,971 -1,651 1,971 M.2 15.0 355.2 12.1 4295 1525552 2170 72 2242 149 -1,454 1,774 -1,454 1,774 N.1 22.3 336.8 20.5 6900 2323976 3677 11 3688 166 -1,604 1,924 -1,604 1,924 0.1 25.8 329.0 24.8 8157 2683377 4450 53 4503 174 -1,686 2,006 -1,686 2,006 P.1 26.3 309.8 25.3 7838 2428322 4541 228 4769 182 -1,760 2,080 -1,760 2,080 0.1 24.0 304.5 22.6 6876 2093345 4053 247 4300 179 -1,738 2,058 -1,738 2,058 R.1 4.0 291.1 2.4 708 205987 436 38 474 119 -1,263 1,583 -1,263 1,583 R.2 3.6 291.1 2.2 653 190067 402 35 438 122 -1,320 1,640 -1,320 1,640 S.1 28.5 285.3 28.0 8001 2282779 5033 499 5533 194 -1,884 2,204 -1,884 2,204 T.1 13.8 280.2 10.7 3001 840962 1922 210 2132 155 -1,517 1,837 -1,517 1,837 T.2 13.8 280.8 10.7 3008 844695 1922 208 2130 155 -1,515 1,835 -1,515 1,835 U.1 8.0 260.3 4.8 1254 326422 864 129 993 124 -1,232 1,552 -1,232 1,552 U.2 5.0 260.3 2.3 588 153080 405 60 466 93 -943 1,263 -943 1,263 U.3 11.5 260.3 8.3 2160 562358 1489 222 1711 149 -1,464 1,784 -1,464 1,784 V.1 26.3 248.1 25.3 6278 1557794 4541 788 5329 203 -1,977 2,297 -1,977 2,297 W.1 28.5 211.0 28.0 5917 1248194 5033 1247 6280 220 -2,151 2,471 -2,151 2,471 X.1 14.9 173.8 12.0 2082 361829 2150 692 2842 191 -1,882 2,202 -1,882 2,202 X.2 15.8 173.5 11.6 2020 350499 2090 674 2764 175 -1,714 2,034 -1,714 2,034 Y.1 30.0 135.9 29.9 4061 551806 5364 2133 7497 250 -2,449 2,769 -2,449 2,769 Z.1 13.3 111.7 10.2 1135 126750 1824 814 2638 199 -1,977 2,297 -1,977 2,297 10-11579 L-1.64 5.65 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall 4th Floor X-X Direction Story Shear V = 203482.1 (lb) Wall Direct Shear F, = V x k/ kx (lb) Wall Torsional Shear F1 = V x ey x (kx X dy) I (ky X dx2)+(kx X dy2)] where ey = -8.40 or 2.35 v,,,j = (F + F1) IL Wall L dy k kxX dy kx X dy2 F (max) FT (F,+FT) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb pif Uplift Comp Uplift Comp 1.1 19.6 68.0 32.2 2188 148727 8524 93 8616 440 -3,977 4,265 -6,065 6,673 10.1 3,5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.10 4.1 -32.7 5.5 -180 5888 1459 27 1486 360 -3,608 3,896 -5,256 5,864 10.11 4.3 -32.7 6.2 -204 6659 1652 31 1683 392 -3,912 4,200 -5,788 6,396 10.12 4.0 -36.7 5.2 -191 7033 1380 29 1409 352 -3,541 3,829 -5,159 5,767 10.13 4.3 -32.6 6.2 -204 6651 1652 31 1683 392 -3,912 4,200 -5,788 6,396 10.14 4.1 -32.6 5.5 -180 5873 1459 27 1486 360 -3,608 3,896 -5,256 5,864 10.15 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.16 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.17 5.0 -32.6 8.2 -266 8695 2160 40 2200 440 -4,318 4,606 -6,384 6,992 10.18 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 4,709 5,317 10.19 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.2 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.20 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.21 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.22 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.23 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.24 4.1 -32.9 5.5 -181 5964 1459 27 1487 360 -3,608 3,896 -5,256 5,864 10.25 4.3 -32.6 5.8 -190 6197 1540 29 1568 369 -3,681 3,969 -5,363 5,971 10.3 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.4 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.5 5.0 -32.9 8.2 -268 8828 2160 41 2201 440 -4,319 4,607 -6,385 6,993 10.6 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.7 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.8 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 10.9 3.5 -38.7 4.1 -158 6129 1082 24 1106 316 -3,235 3,523 -4,709 5,317 2.1 13.3 43.6 18.1 792 34550 4803 34 4837 365 -3,331 3,619 -5,145 5,753 4.1 3.5 33.3 4.2 138 4604 1102 6 1107 316 -3,239 3,527 -4,880 5,488 4.2 3.5 33.3 4.2 138 4604 1102 6 1107 316 -3,239 3,527 -4,880 5,488 4.3 3.5 31.3 3.8 120 3744 1014 5 1019 291 -2,975 3,263 -4,366 4,974 5.1 4.1 27.2 5.2 141 3836 1372 6 1378 334 -3,339 3,627 -4,903 5,511 10-11579 L-1.65 5.66 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall 5.2 4.4 27.2 6.4 174 4723 1692 7 1700 385 -3,823 4,111 -5,653 6,261 5.3 4.3 27.2 6.1 165 4495 1608 7 1615 376 -3,751 4,039 -5,547 6,155 5.4 4.3 27.2 6.1 165 4495 1608 7 1615 376 -3,751 4,039 -5,547 6,155 5.5 4.4 27.2 6.3 173 4691 1681 7 1688 384 -3,813 4,101 -5,639 6,247 5.6 4.1 27.2 5.2 141 3836 1372 6 1378 334 -3,339 3,627 -4,903 5,511 6.1 4.5 22.8 4.7 106 2418 1235 4 1240 275 -2,706 2,994 -4,045 4,653 7.1 14.6 21.3 20.9 445 9468 5543 19 5562 382 -3,474 3,762 -5,349 5,957 7.2 14.6 20.6 20.9 432 8923 5543 18 5561 382 -3,474 3,762 -5,348 5,956 8.1 16.0 20.9 25.8 538 11230 6828 23 6851 428 -3,895 4,183 -5,834 6,442 8.2 16.0 20.2 25.8 522 10572 6828 22 6850 428 -3,895 4,183 -5,833 6,441 9.1 39.7 -5.7 71.0 -407 2332 18801 62 18863 476 -4,252 4,540 -6,711 7,319 9.10 24.0 -5.7 43.6 -250 1431 11539 38 11577 482 -4,351 4,639 -6,550 7,158 9.11 9.9 0.3 11.5 3 1 3051 0 3052 308 -2,839 3,127 -4,429 5,037 9.12 8.1 0.3 8.3 2 1 2203 0 2203 272 -2,526 2,814 -3,969 4,577 9.14 31.2 -5.7 56.4 -323 1854 14941 49 14990 481 -4,316 4,604 -6,660 7,268 9.15 12.3 0.3 17.5 5 1 4623 0 4624 377 -3,458 3,746 -5,204 5,812 9.16 19.8 -5.7 34.6 -198 1137 9167 30 9197 466 -4,217 4,505 -6,297 6,905 9.17 12.3 -5.7 17.5 -100 574 4623 15 4639 379 -3,470 3,758 -5,222 5,830 9.18 31.2 -5.7 56.4 -323 1854 14941 49 14990 481 -4,316 4,604 -6,660 7,268 9.2 12.3 0.3 17.5 5 1 4623 0 4624 377 -3,458 3,746 -5,204 5,812 9.6 15.2 0.3 23.9 6 2 6324 0 6325 417 -3,798 4,086 -5,695 6,303 9.7 39.7 -5.7 71.0 -407 2332 18801 62 18863 476 -4,252 4,540 -6,711 7,319 9.8 8.1 0.3 8.3 2 1 2203 0 2203 272 -2,526 2,814 -3,969 4,577 9.9 10.9 0.3 13.4 4 1 3554 0 3554 326 -2,992 3,280 -4,653 5,261 4th Floor Y- Story Shear V = 203482.1 (lb) Wall Direct Shear F, = V x ky I Zky (lb) Wall Torsional Shear FT = V x ex x (ky x dx) / [(kx X dy2)+(ky X dx')] where ex = -22.23 or 17.91 v11= (F. + FT)/ L Wall L dx k kyX dx ky X dx2 F (max) F1 (Fv+Fr) Vwall This Level Accumulated (ASD) ft ft IQjn lb lb lb pif Uplift Comp Uplift Comp A.1 9.4 512.6 16.3 8365 4287907 3234 933 4167 444 -4,143 4,431 -6,161 6,769 B.1 13.6 504.4 18.8 9500 4792345 3733 1027 4760 350 -3,191 3,479 -4,942 5,550 C.1 15.8 494.0 23.6 11654 5756641 4676 1207 5882 372 -3,377 3,665 -5,204 5,812 D.1 28.5 475.7 53.7 25557 12158200 10647 2432 13079 459 -4,121 4,409 -6,239 6,847 E.1 23.9 456.6 42.4 19381 8850047 8411 1660 10072 421 -3,788 4,076 -5,760 6,368 10-11579 L-I.66 -a Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall F.1 26.3 438.6 48.1 21113 9259440 9541 1602 11143 425 -3812 4,100 -5,781 6,389 G.1 14.0 434.3 19.7 8555 3715292 3904 628 4533 324 -2,940 3,228 -4,544 5,152 G.2 14.0 434.9 19.7 8567 3725927 3904 632 4537 324 -2,943 3,231 -4,548 5,156 H.3 15.2 413.4 22.2 9182 3796292 4402 559 4961 327 -2,961 3,249 -4,563 5,171 1.1 15.6 407.1 23.2 9427 3838043 4589 536 5125 329 -2,972 3,260 -4,574 5,182 J.1 28.5 401.4 53.7 21564 8655552 10647 1144 11791 414 -3,707 3,995 -5,607 6,215 K.1 26.3 383.4 48.1 18457 7076457 9541 745 10287 392 -3,513 3,801 -5,322 5,930 L.1 15.9 364.2 25.5 9287 3382635 5053 237 5291 333 -3,014 3,302 -4,520 5,128 L.2 14.9 363.5 23.2 8442 3068306 4603 210 4813 324 -2,931 3,219 -4,399 5,007 M.1 22.0 356.4 37.8 13485 4805831 7499 256 7755 352 -3,163 3,451 -4,815 5,423 M.2 15.0 355.6 21.8 7770 2763514 4330 143 4473 298 -2,693 2,981 -4,148 4,756 N.1 22.3 337.2 38.4 12961 4370627 7617 23 7640 343 -3,078 3,366 -4,682 5,290 0.1 25.8 329.4 47.1 15520 5112241 9338 113 9451 366 -3,275 3,563 -4,961 5,569 P.1 26.3 310.2 48.1 14935 4633242 9541 485 10026 382 -3,422 3,710 -5,182 5,790 0.1 24.0 304.9 45.0 13730 4186318 8925 550 9475 395 -3,546 3,834 -5,284 5,892 R.1 4.0 291.6 4.9 1439 419496 978 87 1065 266 -2,655 2,943 -3,918 4,526 R.2 3.6 291.6 4.6 1351 393757 918 81 999 278 -2,819 3,107 -4,139 4,747 S.1 28.5 285.7 53.7 15350 4385873 10647 1069 11716 411 -3,683 3,971 -5,567 6,175 T.1 13.8 280.7 19.2 5384 1511069 3802 421 4222 307 -2,785 3,073 -4,302 4,910 T.2 13.8 281.3 19.2 5396 1517765 3802 416 4218 307 -2,782 3,070 -4,297 4,905 U.1 8.0 260.8 9.0 2349 612636 1786 269 2055 257 -2,383 2,671 -3,615 4,223 U.2 5.0 260.8 3.6 948 247258 721 109 829 166 -1,576 1,864 -2,519 3,127 U.3 11.5 260.8 15.9 4140 1079659 3147 475 3621 315 -2,880 3,168 -4,344 4,952 V.1 26.3 248.6 48.1 11966 2974331 9541 1674 11216 427 -3,837 4,125 -5,815 6,423 W.1 28.5 211.4 53.7 11357 2400696 10647 2668 13315 467 -4,197 4,485 -6,348 6,956 X.1 14.9 174.2 21.6 3769 656672 4287 1396 5684 381 -3,470 3,758 -5,351 5,959 X.2 15.8 173.9 20.6 3584 623457 4084 1333 5417 343 -3,104 3,392 -4,818 5,426 V.1 30.0 136.3 57.5 7835 1068024 11392 4584 15976 533 -4,791 5,079 -7,240 7,848 Z.1 13.3 112.1 18.1 2033 227945 3595 1622 5217 394 -3,600 3,888 -5,577 6,185 10-11579 L-1.67 5.68 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall X-X Direction Story Shear V = 275091.8 (lb) Wall Direct Shear F. = V x k / Ikx (lb) Wall Torsional Shear FT = V x Cy X (kx X dy) / [(y x dx2)+(kx x dy2 )] where ey = -7.76 or 2.99 V,,,ii = (F + FT) /L Wall L dy k kx x dy kx x dy2 F (max) F1 (F,+FT) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp 1.1 19.6 68.6 25.9 1780 122195 7703 96 7799 398 -3,592 3,880 -9,657 10,553 10.1 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.10 4.1 -32.0 7.0 -225 7217 2092 31 2123 515 -5,189 5,477 -10,445 11,341 10.11 4.3 -32.0 8.2 -261 8344 2422 36 2458 573 -5,752 6,040 -11,541 12,437 10.12 4.0 -36.1 6.7 -240 8647 1976 33 2010 502 -5,085 5,373 -10,243 11,139 10.13 4.3 -32.0 8.2 -261 8334 2422 36 2458 573 -5,752 6,040 -11,541 12,437 10.14 4.1 -32.0 7.0 -225 7198 2092 31 2123 515 -5,189 5,477 -10,445 11,341 10.15 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.16 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.17 5.0 -32.0 10.7 -343 10970 3188 48 3236 647 -6,389 6,677 -12,773 13,669 10.18 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.19 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.2 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.20 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.21 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.22 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.23 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.24 4.1 -32.2 7.0 -227 7311 2092 32 2124 515 -5,190 5,478 -10,446 11,342 10.25 4.3 -32.0 7.4 -238 7606 2210 33 2244 528 -5,302 5,590 -10,665 11,561 10.3 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.4 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.5 5.0 -32.2 10.7 -346 11142 3188 48 3236 647 -6,390 6,678 -12,775 13,671 10.6 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.7 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.8 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 10.9 3.5 -38.1 5.2 -197 7503 1539 28 1567 448 -4,617 4,905 -9,327 10,223 2.1 13.3 44.3 23.8 1054 46707 7065 57 7121 537 -4,944 5,232 -10,089 10,985 4.1 3.5 33.9 5.2 176 5960 1537 9 1546 442 -4,556 4,844 -9,436 10,332 4.2 3.5 33.9 5.2 176 5960 1537 9 1546 442 -4,556 4,844 -9,436 10,332 4.3 3.5 31.9 4.7 149 4756 1385 8 1393 398 -4,095 4,383 -8,462 9,358 5.1 4.1 27.9 6.6 184 5140 1964 10 1974 479 -4,819 5,107 -9,722 10,618 10-11579 L-1.68 5.69 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall 5.2 4.4 27.9 8.3 231 6434 2462 12 2475 560 -5,604 5,892 -11,257 12,153 5.3 4.3 27.9 7.9 219 6114 2337 12 2349 547 -5,492 5,780 -11,039 11,935 5.4 4.3 27.9 7.9 219 6114 2337 12 2349 547 -5,492 5,780 -11039 11,935 5.5 4.4 27.9 8.2 229 6389 2446 12 2458 559 -5,589 5,877 -11,228 12,124 5.6 4.1 27.9 6.4 177 4947 1891 10 1900 461 -4,635 4,923 -9,538 10,434 6.1 4.5 23.4 5.8 137 3201 1730 7 1738 386 -3,827 4,115 -7,872 8,768 7.1 14.6 21.9 27.7 607 13316 8217 33 8249 566 -5,192 5,480 -10,541 11,437 7.2 14.6 21.3 27.7 590 12573 8217 32 8248 566 -5,192 5,480 -10,540 11,436 8.1 16.0 21.5 34.9 751 16179 10355 40 10395 650 -5,953 6,241 -11,787 12,683 8.2 16.0 20.9 34.9 729 15259 10355 39 10394 650 -5,952 6,240 -11,786 12,682 9.1 39.7 -5.1 81.2 -411 2077 24131 57 24188 610 -5,475 5,763 -12,187 13,083 9.10 24.0 -5.1 46.0 -233 1.177 13678 33 13711 571 -5,168 5,456 -11,718 12,614 9.11 9.9 0.9 14.8 14 13 4384 1 4385 443 -4,116 4,404 -8,545 9,441 9.12 8.1 0.9 10.5 10 9 3117 1 3117 385 -3,609 3,897 -7,577 8,473 9.14 31.2 -5.1 62.9 -318 1608 18688 44 18733 601 -5,415 5,703 -12,075 12,971 9.15 12.3 0.9 23.1 22 21 6863 1 6864 560 -5,175 5,463 -10,379 11,275 9.16 19.8 -5.1 40.5 -205 1035 12029 29 12058 611 -5,555 5,843 -11,851 12,747 9.17 12.3 -5.1 23.1 -117 591 6863 16 6879 562 -5,186 5,474 -10,409 11,305 9.18 31.2 -5.1 62.9 -318 1608 18688 44 18733 601 -5,415 5,703 -12,075 12,971 9.2 12.3 0.9 23.1 22 21 6863 1 6864 560 -5,175 5,463 -10,379 11,275 9.6 15.2 0.9 32.1 30 29 9550 2 9552 630 -5,779 6,067 -11,474 12,370 9.7 39.7 -5.1 81.2 -411 2077 24131 57 24188 610 -5,475 5,763 -12,187 13,083 9.8 8.1 0.9 10.5 10 9 3117 1 3117 385 -3,609 3,897 -7,577 8,473 9.9 10.9 0.9 17.3 16 15 5145 1 5146 472 -4,370 4,658 -9,024 9,920 3rd Floor Y-Y Story Shear V = 275091.8 (lb) Wall Direct Shear F. = V x ky I Eky (lb) Wall Torsional Shear FT = V x ex X (ky X d) / [(kx X dy2)+(ky X dx2)] where ex = -22.84 or 17.30 v,,., = (F + FT) / L Wall L dx k kyX dx ky x dx2 F (max) FT (Fv+FT) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp A.1 9.4 513.3 20.6 10548 5414005 4037 .1130 5167 551 -5,157 5,445 -11,318 12,214 B.1 13.6 505.1 24.7 12497 6312374 4860 1297 6157 453 -4,153 4,441 -9,095 9,991 C.1 15.8 494.7 31.4 15520 7676951 6163 1543 7706 488 -4,450 4,738 -9,654 10,550 D.1 28.5 476.4 68.6 32658 15558290 13466 2982 16448 577 -5,204 5,492 -11,443 12,339 E.1 29.7 457.3 72.7 33256 15208360 14285 2731 17016 573 -5,162 5,450 -10,922 11,818 10-11579 L-1.69 5.70 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall F.1 26.3 439.2 66.7 29276 12858990 13093 2128 15221 580 -5,237 5,525 -11,018 11,914 G.1 14.0 434.9 25.9 11284 4907738 5096 794 5890 421 -3,845 4,133 -8,389 9,285 G.2 14.0 435.6 25.9 11300 4921766 5096 799 5895 421 -3,849 4,137 -8,397 9,293 H.3 15.2 414.1 29.4 12191 5048503 5783 710 6493 428 -3,901 4,189 -8,465 9,361 1.1 15.6 407.8 30.8 12545 5116013 6043 681 6724 431 -3,925 4,213 -8,499 9,395 J.1 28.5 402.1 74.8 30089 12097690 14700 1524 16224 569 -5,132 5,420 -10,739 11,635 K.1 26.3 384.1 66.7 25599 9831735 13093 984 14077 536 -4,837 5,125 -10,160 11,056 L.1 15.9 364.9 34.4 12569 4586486 6766 303 7069 445 -4,055 4,343 -8,575 9,471 L.2 14.9 364.2 31.2 11366 4138800 6131 267 6398 430 -3,923 4,211 -8,322 9,218 M.1 22.0 357.1 51.7 18452 6588550 10151 328 10480 476 -4,304 4,592 -9,119 10,015 M.2 15.0 356.3 28.9 10310 3673698 5684 177 5861 391 -3,555 3,843 -7,703 8,599 N.1 22.3 337.9 52.5 17752 5998511 10320 21 10341 465 -4,196 4,484 -8,878 9,774 0.1 25.8 330.1 65.2 21505 7098244 12799 176 12975 502 -4,527 4,815 -9,487 10,383 P.1 26.3 310.9 66.7 20722 6442576 13093 705 13798 526 -4,740 5,028 -9,922 10,818 0.1 24.0 305.6 62.8 19187 5862942 12335 802 13136 547 -4,948 5,236 -10,232 11,128 R.1 4.0 292.2 6.3 1852 541153 1245 116 1360 340 -3,415 3,703 -7,334 8,230 R.2 3.6 292.2 5.5 1609 470262 1082 100 1182 328 -3,349 3,637 -7,488 8,384 S.1 28.5 286.4 68.6 19633 5622985 13466 1415 14881 522 -4,700 4,988 -10,267 11,163 T.1 13.8 281.3 25.2 7097 1996574 4955 573 5529 402 -3,672 3,960 -7,975 8,871 T.2 13.8 282.0 25.2 7112 2005400 4955 567 5522 402 -3,668 3,956 -7,965 8,861 U.1 8.0 261.4 11.5 3013 787603 2263 356 2620 327 -3,061 3,349 -6,676 7,572 U.2 5.0 261.4 4.4 1159 302938 871 137 1008 202 -1,932 2,220 -4,451 5,347 U.3 11.5 261.4 20.9 5464 1428580 4106 646 4751 413 -3,805 4,093 -8,148 9,044 V.1 26.3 249.2 66.7 16612 4140299 13093 2394 15487 590 -5,330 5,618 -11,145 12,041 W.1 28.5 212.1 74.8 15870 3365542 14700 3831 18531 650 -5,874 6,162 -12,222 13,118 X.1 14.9 174.9 28.6 5008 875924 5625 1903 7528 505 -4,622 4,910 -9,973 10,869 X.2 15.8 174.6 26.9 4690 818923 5276 1788 7065 447 -4,073 4,361 -8,891 9,787 V.1 30.0 137.0 80.4 11010 1508162 15788 6594 22382 746 -6,745 7,033 -13,986 14,882 Z.1 13.3 112.8 23.8 2682 302448 4671 2187 6859 518 -4,759 5,047 -10,335 11,231 10-11579 L-1.70 5.71 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall 2nd Story Shear V = 312814.3 (lb) Wall Direct Shear F. = V x kx / Ykx (lb) Wall Torsional Shear FT= V x ey X (kx X dy) / [(ky X d 2)+(kx X dy2)] where e = -7.27 or V,vall = (F + FT) / L 3.48 Wall L dy k kx X dy kx X dy2 F (max) FT (F+FT) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp 1.1 19.6 69.1 37.1 2566 177405 11921 210 12131 619 -6,259 6,579 -15,916 17,132 10.1 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.10 4.1 -31.5 6.7 -211 6644 2147 36 2183 529 -5,929 6,249 -16,374 17,590 10.11 4.3 -31.5 7.7 -242 7637 2471 41 2512 585 -6,534 6,854 -18,074 19,290 10.12 4.0 -35.6 6.3 -224 7976 2025 38 2063 516 -5,802 6,122 -16,045 17,261 10.13 4.3 -31.5 7.7 -242 7627 2471 41 2512 585 -6,534 6,854 -18,074 19,290 10.14 4.1 -31.5 6.7 -210 6626 2147 36 2183 529 -5,929 6,249 -16,374 17,590 10.15 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.16 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.17 5.0 -31.5 10.2 -322 10127 3281 55 3336 667 -7,320 7,640 -20,093 21,309 10.18 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.19 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.2 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.20 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.21 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.22 3.5 -37.6 32.0 -1202 45168 10277 205 10483 2995 -34,851 35,171 -44,178 45,394 10.23 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.24 4.1 -31.7 6.7 -212 6732 2147 36 2183 529 -5,930 6,250 -16,376 17,592 10.25 4.3 -31.5 7.1 -223 7012 2272 38 2310 543 -6,067 6,387 -16,732 17,948 10.3 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.4 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.5 5.0 -31.7 10.2 -324 10288 3281 55 3336 667 -7,321 7,641 -20,096 21,312 10.6 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.7 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.8 3.5 -37.6 4.9 -183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 10.9 3.5 -37.6 4.9 183 6886 1567 31 1598 457 -5,235 5,555 -14,562 15,778 2.1 13.3 44.8 20.0 898 40229 6436 74 6510 491 -5,014 5,334 -15,102 16,318 4.1 3.5 34.4 4.8 167 5747 1557 14 1571 449 -5,144 5,464 -14,580 15,796 4.2 3.5 34.4 4.8 167 5747 1557 14 1571 449 -5,144 5,464 -14,580 15,796 4.3 3.5 32.4 4.5 144 4682 1430 12 1442 412 -4,714 5,034 -13,176 14,392 5.1 4.1 28.4 6.5 185 5261 2100 15 2115 513 -5,742 6,062 -15,464 16,680 10-11579 L-1.71 572 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall 5.2 4.4 28.3 8.1 228 6475 5.3 4.3 28.4 7.6 217 6145 5.4 4.3 28.4 7.6 217 6145 5.5 4.4 28.3 8.0 227 6430 5.6 4.1 28.4 6.4 181 5121 6.1 4.5 23.9 5.1 123 2937 7.1 14.6 22.4 23.4 524 11756 7.2 14.6 21.8 23.4 510 11113 8.1 16.0 22.0 34.4 758 16689 8.2 16.0 21.4 34.4 736 15761 9.1 39.7 -4.6 79.1 -361 1651 9.10 24.0 -4.6 65.3 -299 1364 9.11 9.9 1.4 13.4 19 27 9.12 8.1 1.4 9.4 13 19 9.14 31.2 -4.6 60.7 -278 1269 9.15 12.3 1.4 26.2 37 54 9.16 19.8 -4.6 53.2 -243 1112 9.17 12.3 -4.6 26.2 -120 547 9.18 1.0 -4.6 40.0 -183 835 9.19 10.0 -1.6 22.8 -36 56 9.2 12.3 1.4 26.2 37 54 9.6 15.2 1.4 36.6 52 75 9.7 39.7 -4.6 79.1 -361 1651 9.8 8.1 1.4 9.4 13 19 9.9 10.9 1.4 15.9 23 32 2588 19 2607 590 -6,564 6,884 -17,821 19,037 2453 18 2470 576 -6,424 6,744 -17,462 18,678 2453 18 2470 576 -6,424 6,744 -17,462 18,678 2570 19 2588 588 -6,545 6,865 -17,773 18,989 2044 15 2059 499 -5,587 5,907 -15,126 16,342 1647 10 1657 368 -4,052 4,372 -11,924 13,140 7505 43 7548 518 -5,271 5,591 -15,812 17,028 7505 42 7547 518 -5,270 5,590 -15,810 17,026 11043 62 11105 694 -7,073 7,393 -18,860 20,076 11043 60 11103 694 -7,071 7,391 -18,857 20,073 25393 62 25455 642 -6,407 6,727 -18,594 19,810 20980 51 21031 876 -8,857 9,177 -20,576 21,792 4304 2 4306 435 -4,488 4,808 -13,033 14,249 3009 1 3010 372 -3,868 4,188 -11,446 12,662 19508 47 19556 627 -6,285 6,605 -18,360 19,576 8411 3 8414 687 -7,069 7,389 -17,448 18,664 17094 42 17135 868 -8,809 9,129 -20,661 21,877 8411 20 8431 688 -7,083 7,403 -17,492 18,708 12847 31 12878 12878 - 257,790 - 270,761 257,470 269,545 7335 6 7341 734 -7,635 7,955 -7,635 7,955 8411 3 8414 687 -7,069 7,389 -17,448 18,664 11746 4 11750 775 -7,919 8,239 -19,393 20,609 25393 62 25455 642 -6,407 6,727 -18,594 19,810 3009 1 3010 372 -3,868 4,188 -11,446 12,662 5093 2 5095 467 -4,807 5,127 -13,831 15,047 I -Y Direction Story Shear V = 312814.3 (lb) Wall Direct Shear F. = V x k I Zkv (lb) Wall Torsional Shear FT =v x ex x (ky x dx) / (kx X dy2)+(ky X dx2)j where ex = -20.33 or 19.81 v,,ffl = (F + FT)/ L Wall L dx k kyX dx ky x dx2 F,. (max) F1 (F,+FT) Vwali This Level Accumulated (ASD) ft ft K/in lb lb lb pif Uplift Comp Uplift Comp A.1 9.4 513.8 19.8 10149 5214217 5043 1647 6690 714 -7,447 7,767 -18,764 19,980 B.1 12.0 505.6 17.1 8624 4360163 4354 1358 5712 476 -4,875 5,195 -13,970 15,186 C.1 15.8 495.1 26.6 13156 6514214 6783 1985 8769 555 -5,639 5,959 -15,293 16,509 D.1 28.5 476.9 64.4 30724 14651710 16447 4267 20713 727 -7,306 7,626 -18,749 19,965 0-11579 L-1.72 5.73 Lateral Load Analysis - Plan I Rigid Diaphram - Shear Wall E.1 23.9 457.8 50.0 22892 10480280 12766 2867 15633 654 -6,584 6,904 -17,506 18,722 F.1 26.3 439.7 57.3 25175 11070190 14616 2801 17417 663 -6,672 6,992 -17,690 18,906 G.1 14.0 435.4 21.9 9534 4151403 5590 1027 6617 473 -4,811 5,131 -13,200 14,416 G.2 14.0 436.1 21.9 9548 4163255 5590 1034 6623 473 -4,816 5,136 -13,212 14,428 H.3 15.2 414.6 27.8 11516 4774585 7091 1034 8125 536 -5,448 5,768 -13,912 15,128 1.1 15.6 408.3 26.0 10633 4341411 6648 893 7541 483 -4,902 5,222 -13,401 14,617 J.1 28.5 402.6 64.4 25935 10440120 16447 2036 18483 649 -6,509 6,829 -17,248 18,464 K.1 26.3 384.6 57.3 22017 8466739 14616 1330 15946 607 -6,101 6,421 -16,260 17,476 L.1 15.9 365.4 30.7 11222 4100229 7840 439 8279 522 -5,293 5,613 -13,868 15,084 L.2 14.9 364.6 27.8 10144 3698921 7102 388 7490 504 -5,118 5,438 -13,441 14,657 M.1 22.0 357.6 44.2 15794 5647281 11277 471 11747 534 -5,372 5,692 -14,491 15,707 M.2 15.0 356.8 24.5 8731 3115112 6247 252 6499 433 -4,390 4,710 -12,093 13,309 N.1 22.3 338.4 44.9 15201 5143951 11468 78 11546 519 -5,216 5,536 -14,095 15,311 0.1 25.8 330.6 55.9 18492 6112612 14281 110 14392 557 -5,589 5,909 -15,076 16,292 P.1 26.3 311.4 57.3 17828 5551416 14616 638 15253 581 -5,832 6,152 -15,753 16,969 Q.1 24.0 306.1 56.1 17167 5253982 14319 768 15087 629 -6,328 6,648 -16,560 17,776 R.1 5.0 292.7 9.1 2652 776403 2313 182 2495 499 -5,452 5,772 -12,786 14,002 S.1 28.5 286.9 64.4 18483 5302498 16447 1472 17919 629 -6,308 6,628 -16,575 17,791 T.1 13.8 281.8 26.9 7593 2139732 6878 681 7559 550 -5,613 5,933 -13,587 14,803 T.2 13.8 282.4 26.9 7609 2149174 6878 673 7551 549 -5,607 5,927 -13,572 14,788 U.1 8.0 261.9 13.0 3398 890166 3312 451 3764 470 -4,926 5,246 -11,602 12,818 U.2 5.0 261.9 3.8 1000 261863 974 133 1107 221 -2,368 2,688 -6,819 8,035 U.3 11.5 261.9 23.7 6200 1623841 6042 823 6865 597 -6,149 6,469 -14,298 15,514 V.1 26.3 249.7 57.3 14297 3570356 14616 2325 16941 645 -6,487 6,807 -17,632 18,848 W.1 28.5 212.6 64.4 13694 2910699 16447 3761 20208 709 -7,125 7,445 -19,347 20,563 X.1 14.9 175.4 24.2 4246 744700 6180 1844 8024 539 -5,480 5,800 -15,453 16,669 X.2 15.8 175.1 26.6 4652 814636 6783 2027 8810 558 -5,666 5,986 -14,557 15,773 Y.1 30.0 137.5 69.3 9525 1309401 17688 6532 24220 807 -8,118 8,438 -22,104 23,320 Z.1 13.3 113.3 20.0 2270 257081 5116 2121 7237 546 -5,584 5,904 -15,920 17,136 10-11579 L-1.73 5.74 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Valiow E-flex E- HD HO Cap Design Design Am Am Aaiio rigid plf plf plf lb lb lb Flex Rigid 1.1 9 260 175 212 5/8" F1554 Gr. 6,673 2,087 2,407 1.11 1.34 3.30 36/A36/A307 10.1 11 438 282 134 5/8 F1554 Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.10 11 464 322 153 5/8" F1554 Gr. 6,673 3,571 3,891 2.86 1.36 3.30 36/A36/A307 10.11 11 470 366 174 3/4" F1554 Gr. 9,609 4,051 4,371 2.86 1.36 3.30 36/A36/A307 10.12 11 459 314 150 5/8"F1554Gr. 6,673 3,498 3,818 2.86 1.36 3.30 36/A36/A307 10.13 11 470 366 174 3/4" F1554 Cr. 9,609 4,051 4,371 2.86 1.36 3.30 36/A36/A307 10.14 11 464 322 153 5/8"F1554Gr. 6,673 3,571 3,891 2.86 1.36 3.30 36/A36/A307 10.15 11 438 282 134 5/8" F1554 Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.16 11 438 282 134 5/8"F1554Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.17 11 490 409 194 3/4' F1554Gr. 9,609 4,451 4,771 2.86 1.36 3.30 36/A36/A307 10.18 11 438 282 134 5/8" F1554 Cr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.19 11 438 282 134 5/8" F1554 Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.2 11 438 282 134 5/8" F1554 Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.20 11 438 282 134 5/8" F1554 Cr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.21 11 438 282 134 5/8" F1554 Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.22 11 438 282 134 5/8" F1554 Cr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.23 11 438 282 134 5/8" F1554Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.24 11 464 322 153 5/8" Fl 554 Cr. 6,673 3,571 3,891 2.86 1.36 3.30 36/A36/A307 10.25 11 468 330 157 5/8" Fl 554 Gr. 6,673 3,643 3,963 2.86 1.36 3.30 36/A36/A307 10.3 11 438 282 134 5/8" F1554 Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.4 11 438 282 134 5/8" Fl554Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.5 11 490 409 194 3/4" F1554 Cr. 9,609 4,451 4,771 2.86 1.36 3.30 36/A36/A307 10.6 11 438 282 134 5/8" Fl554Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.7 11 438 282 134 5/8"Fl554Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.8 11 438 282 134 5/8" F1554 Cr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 10.9 11 438 282 134 5/8" F 155 Gr. 6,673 3,195 3,515 2.86 1.36 3.30 36/A36/A307 2.1 9 260 164 183 5/8" F1554 Cr. 6,673 1,813 2,133 1.20 1.34 3.30 36/A36/A307 4.1 11 438 254 148 3/4" Fl554Gr. 9,609 2,873 3,193 2.29 1.34 3.30 36/A36/A307 4.2 11 438 254 148 3/4"Fl554Gr. 9,609 2,873 3,193 2.29 1.34 3.30 10-11579 L-1.74 5.75 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiioa plf rigid plf plf lb lb lb Flex Rigid ib/P*6b//iU I 4.3 11 438 218 127 5/8 F1554 Gr. 6,673 2,448 2,768 2.29 1.34 3.30 36/A36/A307 5.1 11 464 287 146 5/8 F1554Gr. 6,673 3,176 3,496 2.64 1.34 3.30 36/A36/A307 5.2 11 474 336 170 3/4" F1554 Gr. 9,609 3,701 4,021 2.64 1.34 3.30 36/A36/A307 5.3 11 470 329 167 3/4" F1554 Gr. 9,609 3,634 3,954 2.64 1.34 3.30 36/A36/A307 5.4 11 470 329 167 3/4"F1554Gr. 9,609 3,634 3,954 2.64 1.34 3.30 36/A36/A307 5.5 11 473 335 170 3/4" F1554 Gr. 9,609 3,692 4,012 2.64 1.34 3.30 36/A36/A307 5.6 11 464 287 146 5/8" F1554 Gr. 6,673 3,176 3,496 2.64 1.34 3.30 36/A36/A307 6.1 10 340 112 127 5/8" F1554Gr. 6,673 1,339 1,659 1.18 1.33 3.30 36/A36/A307 7.1 9 260 150 190 5/8" F1554 Gr. 6,673 1,875 2,195 1.06 1.33 3.30 36/A36/A307 7.2 9 260 150 190 5/8" F1554Gr. 6,673 1,874 2,194 1.06 1.33 3.30 36/A36/A307 8.1 9 260 208 197 5/8" F1554 Gr. 6,673 2,055 2,375 1.41 1.33 3.30 36/A36/A307 8.2 9 260 208 197 5/8" F1554Gr. 6,673 2,055 2,375 1.41 1.33 3.30 36/A36/A307 9.1 9 260 170 252 5/8" F1554 Gr. 6,673 2,460 2,780 0.90 1.34 3.30 36/A36/A307 9.10 9 260 151 224 5/8" F1554 Gr. 6,673 2,199 2,519 0.90 1.34 3.30 36/A36/A307 9.11 9 260 108 160 5/8" F1554Gr. 6,673 1,591 1,911 0.90 1.33 3.30 36/A36/A307 9.12 9 260 098 144 5/8"F1554Gr. 6,673 1,443 1,763 0.90 1.33 3.30 36/A36/A307 9.14 9 260 162 240 5/8" F1554Gr. 6,673 2,343 2,663 0.90 1.34 3.30 36/A36/A307 9.15 9 260 119 176 5/8" F1554 Gr. 6,673 1,746 2,066 0.90 1.33 3.30 36/A36/A307 9.16 9 260 143 212 5/8" F1554 Gr. 6,673 2,080 2,400 0.90 1.34 3.30 36/A36/A307 9.17 9 260 119 177 5/8"F1554Gr. 6,673 1,752 2,072 0.90 1.34 3.30 36/A36/A307 9.18 9 260 162 240 5/8" F1554 Gr. 6,673 2,343 2,663 0.90 1.34 3.30 36/A36/A307 9.2 9 260 119 176 5/8" F1554 Gr. 6,673 1,746 2,066 0.90 1.33 3.30 36/A36/A307 9.6 9 260 130 192 5/8" F1554Gr. 6,673 1,897 2,217 0.90 1.33 3.30 36/A36/A307 9.7 9 260 170 252 5/8" F1554Gr. 6,673 2,460 2,780 0.90 1.34 3.30 36/A36/A307 9.8 9 260 098 144 5/8" F1554 Gr. 6,673 1,443 1,763 0.90 1.33 3.30 36/A36/A307 9.9 9 260 113 167 5/8"F1554Gr. 6,673 1,661 1,981 0.90 1.33 3.30 36/A36/A307 A.1 10 350 279 200 5/8" F1554Gr. 6,673 2,860 3,180 1.81 1.30 3.30 36/A36/A307 B.1 9 260 038 177 5/8" F1554Gr. 6,673 1,751 2,071 0.27 1.28 3.30 36/A36/A307 10-11579 L-1.75 5.76 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch VaBow E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid pif plf lb lb lb Flex Rigid Cl 9 260 193 186 5/8 F1554 Gr. 6,673 1,901 2,221 1.31 1.27 3.30 36/A36/A307 D.1 9 260 180 217 5/8' F1554 Gr. 6,673 2,118 2,438 1.02 1.24 3.30 36/A36/A307 E.1 9 260 189 202 5/8" F1554Gr. 6,673 1,972 2,292 1.12 1.20 3.30 36/A36/A307 F.1 9 260 194 202 5/8" F1554 Gr. 6,673 1,969 2,289 1.13 1.17 3.30 36/A36/A307 G.1 9 260 136 164 5/8" F1554 Gr. 6,673 1,604 1,924 0.97 1.17 3.30 36/A36/A307 G.2 9 260 136 164 5/8" F1554 Gr. 6,673 1,605 1,925 0.97 1.17 3.30 36/A36/A307 H.3 9 260 158 164 5/8" F1554Gr. 6,673 1,602 1,922 1.10 1.13 3.30 36/A36/A307 1.1 9 260 143 164 5/8"F1554Gr. 6,673 1,603 1,923 0.98 1.12 3.30 36/A36/A307 J.1 9 260 178 196 5/8" F1554 Gr. 6,673 1,899 2,219 1.01 1.11 3.30 36/A36/A307 K.1 9 260 133 187 5/8" F1554 Gr. 6,673 1,810 2,130 0.77 1.08 3.30 36/A36/A307 L.1 9 260 144 155 5/8 F1554 Gr. 6,673 1,506 1,826 0.98 1.05 3.30 36/A36/A307 L.2 9 260 141 151 5/8" F1554 Gr. 6,673 1,469 1,789 0.98 1.05 3.30 36/A36/A307 M.1 9 260 105 170 5/8" F1554Gr. 6,673 1,651 1,971 0.64 1.04 3.30 36/A36/A307 M.2 9 260 092 149 5/8' F1554Gr. 6,673 1,454 1,774 0.64 1.04 3.30 36/A36/A307 N.1 9 260 166 166 5/8" F1554Gr. 6,673 1,604 1,924 1.01 1.01 3.30 36/A36/A307 0.1 9 260 136 174 5/8" F1554Gr. 6,673 1,686 2,006 0.79 1.02 3.30 36/A36/A307 P.1 9 260 134 182 5/8" F1554 Gr. 6,673 1,760 2,080 0.78 1.06 3.30 36/A36/A307 Q.1 9 260 156 179 5/8" F1554Gr. 6,673 1,738 2,058 0.93 1.07 3.30 36/A36/A307 R.1 11 459 187 119 5/8' F1554 Gr. 6,673 2,051 2,371 1.73 1.09 3.30 36/A36/A307 R.2 11 442 192 122 5/8"F1554Gr. 6,673 2,140 2,460 1.73 1.09 3.30 36/A36/A307 S.1 9 260 148 194 5/8" F1554 Gr. 6,673 1,884 2,204 0.84 1.10 3.30 36/A36/A307 T.1 9 260 140 155 5/8" F1554 Gr. 6,673 1,517 1,837 1.00 1.11 3.30 36/A36/A307 T.2 9 260 140 155 5/8"F1554Gr. 6,673 1,515 1,835 1.00 1.11 3.30 36/A36/A307 U.1 9 260 193 124 5/8' F1554 Gr. 6,673 1,971 2,291 1.80 1.15 3.30 36/A36/A307 U.2 9 260 145 093 5/8"F1554Gr. 6,673 1,520 1,840 1.80 1.15 3.30 36/A36/A307 U.3 9 260 232 149 5/8' F1554 Gr. 6,673 2,331 2,651 1.80 1.15 3.30 36/A36/A307 V.1 9 260 202 203 5/8" F1554 Gr. 6,673 1,977 2,297 1.18 1.18 3.30 36/A36/A307 W.1 9 260 194 220 5/8" F1554Gr. 6,673 2,151 2,471 1.11 1.25 3.30 36/A36/A307 X.1 9 260 189 191 518"F1554Gr. 6,673 1,882 2,202 1.32 1.33 3.30 10-11579 L-1.76 5.77 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) Roof - VCap Voesign Uplift Comp. Seismic Drift Wall Sch Vail. E-flex E- HD HD Cap Design Design Am Am Aaiios plf rigid plf plf lb lb lb Flex Rigid 36/A36/A307 X.2 9 260 173 175 5/8 F1554 Gr. 6,673 1,714 2,034 1.32 1.33 3.30 36/A36/A307 Y.1 9 260 154 250 5/8" F1554Gr. 6,673 2,449 2,769 0.87 1.40 3.30 36/A36/A307 Z.l 9 260 139 199 5/8' F1554 Gr. 6,673 1,977 2,297 1.01 1.45 3.30 36/A36/A307 4th Floor - VCap Vesign Uplift Comp. Seismic Drift Wall Sch Vallow F-flex F- HD HD Cap Design Design Am Am Aaiios plf rigid plf plf lb lb lb Flex Rigid 1.1 11 490 364 440 5/8" F1554 Gr. 6,673 6,065 6,673 1.24 1.50 3.00 36/A36/A307 10.1 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 10.10 13 850 677 360 1" F1554 Gr. 36,816 10,424 11,032 2.84 1.51 3.00 105/A193-137 10.11 13 859 737 392 11/8" F1554 46,595 11,476 12,084 2.84 1.51 3.00 Gr. 105/A193- 87 10.12 13 843 661 352 1" F1554 Gr. 36,816 10,210 10,818 2.84 1.51 3.00 105/Al 93-137 10.13 13 859 737 392 11/8" F1554 46,595 11,476 12,084 2.84 1.51 3.00 Gr. 105/A193- B7 10.14 13 850 677 360 1" Fl554Gr. 36,816 10,424 11,032 2.84 1.51 3.00 105/A193-137 10.15 13 808 592 316 1" F1 554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 10.16 13 808 592 316 1" F1 554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/A193-B7 10.17 13 870 827 440 11/8" F1554 46,595 12,638 13,246 2.84 1.51 3.00 Gr. 105/A193- B7 10.18 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 10.19 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/A193-137 10.2 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/A193-B7 10.20 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/A193-B7 10.21 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 10.22 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-87 10.23 13 808 592 316 1" Fl554Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-87 10.24 13 850 677 360 1" F1554 Gr. 36,816 10,424 11,032 2.84 1.51 3.00 105/A193-B7 10-11579 L-1.77 5.78 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 4th Floor VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vaiiow E-flex E- HD HD Cap Design Design Am Am Aallovv rigid plf plf plf lb lb lb Flex Rigid 10.25 13 857 693 369 1" F1554 Gr. 36,816 10,634 11,242 2.84 1.51 3.00 105/Al 93-B7 10.3 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 10.4 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-B7 10.5 13 870 827 440 1 1/8" F1554 46,595 12,638 13,246 2.84 1.51 3.00 Gr. 105/A193- B7 10.6 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/A193-137 10.7 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 10.8 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 10.9 13 808 592 316 1" F1554 Gr. 36,816 9,325 9,933 2.84 1.52 3.00 105/Al 93-137 2.1 11 490 341 365 5/8" F1554 Gr. 6,673 5,145 5,753 1.39 1.49 3.00 36/A36/A307 4.1 13 808 517 316 11/8" F1554 46,595 8,223 8,831 2.44 1.49 3.00 Gr. 105/A193- B7 4.2 13 808 517 316 11/8" F1554 46,595 8,223 8,831 2.44 1.49 3.00 Gr. 105/A193- B7 4.3 13 808 476 291 1' F1554 Gr. 36,816 7,367 7,975 2.44 1.49 3.00 105/A193-B7 5.1 13 850 605 334 1" F1554 Gr. 36,816 9,289 9,897 2.70 1.49 3.00 105/Al 93-137 5.2 13 866 697 385 11/8" F1554 46,595 10,690 11,298 2.70 1.49 3.00 Gr. 105/A193- 87 5.3 13 859 681 376 11/8" F1554 46,595 10,493 11,101 2.70 1.49 3.00 Gr. 105/A193- B7 5.4 13 859 681 376 11/8" F1 554 46,595 10,493 11,101 2.70 1.49 3.00 Gr. 105/A193- 67 5.5 13 865 695 384 11/8" F1554 46,595 10,664 11,272 2.70 1.49 3.00 Gr. 105/A193- B7 5.6 13 850 605 334 1" Fl554Gr. 36,816 9,289 9,897 2.70 1.49 3.00 105/Al 93-137 6.1 12 640 233 275 7/8" F1554 Gr. 13,079 4,045 4,653 1.26 1.49 3.00 36/A36/A307 7.1 11 490 313 382 5/8" F 155 Gr. 6,673 5,349 5,957 1.22 1.49 3.00 36/A36/A307 7.2 11 490 313 382 5/8" Fl 554 Gr. 6,673 5,348 5,956 1.22 1.49 3.00 36/A36/A307 8.1 11 490 433 428 3/4" Fl554Gr. 9,609 5,993 6,601 1.50 1.49 3.00 36/A36/A307 8.2 11 490 433 428 3/4" F1554 Gr. 9,609 5,993 6,601 1.50 1.49 3.00 36/A36/A307 9.1 11 490 333 476 5/8"F1554Gr. 6,673 6,711 7,319 1.04 1.49 3.00 36/A36/A307 9.10 11 490 338 482 3/4" Fl554Gr. 9,609 6,550 7,158 1.04 1.49 3.00 36/A36/A307 10-11579 L-1.78 5.79 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 4th Floor VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid 9.11 11 490 216 308 5/8"F1554Gr. 6,673 4,429 5,037 1.04 1.48 3.00 36/A36/A307 9.12 11 490 191 272 5/8" F1554Gr. 6,673 3,969 4,577 1.04 1.48 3.00 36/A36/A307 9.14 11 490 337 481 5/8" F1554Gr. 6,673 6,660 7,268 1.04 1.49 3.00 36/A36/A307 9.15 11 490 265 377 3/4"F1554Gr. 9,609 5,204 5,812 1.04 1.48 3.00 36/A36/A307 9.16 11 490 326 466 3/4" F1554 Gr. 9,609 6,297 6,905 1.04 1.49 3.00 36/A36/A307 9.17 11 490 265 379 3/4" F1554 Gr. 9,609 5,222 5,830 1.04 1.49 3.00 36/A36/A307 9.18 11 490 337 481 5/8"F1554Gr. 6,673 6,660 7,268 1.04 1.49 3.00 36/A36/A307 9.2 11 490 265 377 3/4"F1554Gr. 9,609 5,204 5,812 1.04 1.48 3.00 36/A36/A307 9.6 11 490 293 417 3/4" F1554Gr. 9,609 5,695 6,303 1.04 1.48 3.00 36/A36/A307 9.7 11 490 333 476 5/8" F1554Gr. 6,673 6,711 7,319 1.04 1.49 3.00 36/A36/A307 9.8 11 490 191 272 5/8" Fl 554 Gr. 6,673 3,969 4,577 1.04 1.48 3.00 36/A36/A307 9.9 Il 490 229 326 5/8" F1554 Gr. 6,673 4,653 5,261 1.04 1.48 3.00 36/A36/A307 A.1 12 640 582 444 7/8" Fl554Gr. 13,079 8,307 8,915 1.87 1.43 3.00 36/A36/A307 8.1 11 490 078 350 5/8"Fl554Gr. 6,673 4,942 5,550 0.32 1.42 3.00 36/A36/A307 C.1 11 490 402 372 5/8" F1554 Gr. 6,673 5,551 6,159 1.51 1.40 3.00 36/A36/A307 D.1 11 490 374 459 5/8" F1554 Gr. 6,673 6,239 6,847 1.11 1.36 3.00 36/A36/A307 E.1 11 490 393 421 5/8" Fl554Gr. 6,673 5,760 6,368 1.24 1.33 3.00 36/A36/A307 FA 11 490 404 425 5/8" Fl554Gr. 6,673 5,781 6,389 1.23 1.30 3.00 36/A36/A307 GA 11 490 284 324 5/8" F1554 Gr. 6,673 4,544 5,152 1.13 1.29 3.00 36/A36/A307 G.2 11 490 284 324 5/8" F1554 Gr. 6,673 4,548 5,156 1.13 1.29 3.00 36/A36/A307 H.3 11 490 330 327 5/8" F1554 Gr. 6,673 4,563 5,171 1.26 1.25 3.00 36/A36/A307 1.1 11 490 297 329 5/8" F1554Gr. 6,673 4,574 5,182 1.12 1.24 3.00 36/A36/A307 J.1 11 490 371 414 5/8" Fl554Gr. 6,673 5,607 6,215 1.10 1.23 3.00 36/A36/A307 K.1 11 490 277 392 5/8'Fl554Gr. 6,673 5,322 5,930 0.85 1.20 3.00 36/A36/A307 L.1 11 490 301 333 3/4' F1554 Gr. 9,609 4,520 5,128 1.05 1.16 3.00 36/A36/A307 L.2 11 490 292 324 3/4" F1554 Gr. 9,609 4,399 5,007 1.05 1.16 3.00 36/A36/A307 MA 11 490 221 353 5/8" F1554 Gr. 6,673 4,815 5,423 0.72 1.15 3.00 36/A36/A307 M.2 11 490 187 298 5/8"F1554Gr. 6,673 4,148 4,756 0.72 1.15 3.00 36/A36/A307 N.1 11 490 345 343 5/8"F1554Gr. 6,673 4,699 5,307 1.12 1.11 3.00 10-11579 L-1.79 5.80 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 4th Floor VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiio'j plf rigid plf plf lb lb lb Flex Rigid 36/A36/A307 0.1 11 490 283 366 5/8 F1554Gr. 6,673 4,961 5,569 0.87 1.12 3.00 36/A36/A307 P.1 11 490 279 382 5/8" F1554 Gr. 6,673 5,182 5,790 0.85 1.17 3.00 36/A36/A307 0.1 11 490 324 395 3/4" F1554 Gr. 9,609 5,284 5,892 0.97 1.18 3.00 36/A36/A307 R.1 13 843 387 266 1" F1554 Gr. 36,816 5,948 6,556 1.76 1.21 3.00 105/A193-B7 R.2 13 816 404 278 1" F1554 Gr. 36,816 6,276 6,884 1.76 1.21 3.00 105/A193-B7 SA 11 490 308 411 5/8" Fl554Gr. 6,673 5,567 6,175 0.92 1.22 3.00 36/A36/A307 T.1 11 490 291 307 5/8"Fl554Gr. 6,673 4,302 4,910 1.17 1.23 3.00 36/A36/A307 T.2 11 490 291 307 5/8"F1554Gr. 6,673 4,297 4,905 1.17 1.23 3.00 36/A36/A307 U.1 11 490 406 257 3/4"Fl554Gr. 9,609 5,783 6,391 2.02 1.28 3.00 36/A36/A307 U.2 11 490 262 166 5/8" F1554 Gr. 6,673 4,058 4,666 2.02 1.28 3.00 36/A36/A307 U.3 11 490 497 315 3/4" F1554Gr. 9,609 6,929 7,537 2.02 1.28 3.00 36/A36/A307 V.1 11 490 421 427 5/8' F1554Gr. 6,673 5,815 6,423 1.29 1.30 3.00 36/A36/A307 W.1 11 490 404 467 5/8"F1554Gr. 6,673 6,348 6,956 1.20 1.39 3.00 36/A36/A307 X.1 11 490 397 381 5/8"Fl554Gr. 6,673 5,476 6,084 1.53 1.47 3.00 36/A36/A307 X.2 11 490 357 343 5/8"F1554Gr. 6,673 4,927 5,535 1.53 1.47 3.00 36/A36/A307 Y.1 11 490 320 533 5/8"F1554Gr. 6,673 7,240 7,848 0.94 1.56 3.00 36/A36/A307 Z.1 11 490 289 394 5/8" F1554 Gr. 6,673 5,577 6,185 1.18 1.61 3.00 36/A36/A307 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Valiow E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid 1.1 12 640 492 398 3/4" F1554 Gr. 20,709 9,657 10,553 2.08 1.68 3.00 105/Al 93-137 10.1 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- 87 10.10 12a 1,251 914 515 11/8" F1554 46,595 19,697 20,593 3.00 1.69 3.00 Gr. 105/A193- B7 10.11 12a 1,264 1,017 573 11/4" F1554 26,691 21,748 22,644 3.00 1.69 3.00 Gr. 36/A36/A307* 10-11579 L-1.80 5.81 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiio' plf rigid plf plf lb lb lb Flex Rigid 10.12 12a 1,240 890 502 1118 F1554 46,595 19,280 20,176 3.00 1.69 3.00 Gr. 105/A193- B7 10.13 12a 1,264 1,017 573 1 1/4" F1554 26,691 21,748 22,644 3.00 1.69 3.00 Gr. 36/A36/A307* 10.14 12a 1,251 914 515 1 1/8" F1554 46,595 19,697 20,593 3.00 1.69 3.00 Gr. 105/A193- B7 10.15 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.16 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.17 12a 1,280 1,149 647 11/4" F1554 26,691 24,041 24,937 3.00 1.69 3.00 Gr. 36/A36/A307* 10.18 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.19 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.2 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.20 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.21 12a 1,189 792 448 1 1/8' F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.22 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.23 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.24 12a 1,251 914 515 1 1/8' F1554 46,595 19,697 20,593 3.00 1.69 3.00 Gr. 105/A193- B7 10.25 12a 1,261 937 528 11/8" F1554 46,595 20,107 21,003 3.00 1.69 3.00 Gr. 105/A193- B7 10.3 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.4 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.5 12a 1,280 1,149 647 11/4" F1554 26,691 24,041 24,937 3.00 1.69 3.00 Gr. 36/A36/A307* 10.6 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.7 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- 10-11579 L-1.81 5.82 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aauo plf rigid plf plf lb lb lb Flex Rigid B7 10.8 12a 1,189 792 448 11/8 F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 10.9 12a 1,189 792 448 11/8" F1554 46,595 17,560 18,456 3.00 1.69 3.00 Gr. 105/A193- B7 2.1 12 640 461 537 3/4" F1554 Gr. 20,709 10,089 10,985 1.44 1.68 3.00 105/A193-B7 4.1 12a 1,189 704 442 11/4" F1554 26,691 15,535 16,431 2.67 1.67 3.00 Gr. 36/A36/A307* 4.2 12a 1,189 704 442 11/4" F1554 26,691 15,535 16,431 2.67 1.67 3.00 Gr. 36/A36/A307* 4.3 12a 1,189 634 398 11/8" F1554 46,595 13,946 14,842 2.67 1.67 3.00 Gr. 105/A193- B7 5.1 12a 1,251 813 479 11/8" F1554 46,595 17,536 18,432 2.84 1.67 3.00 Gr. 105/A193- B7 5.2 12a 1,274 952 560 11/4" F1554 26,691 20,271 21,167 2.84 1.67 3.00 Gr. 36/A36/A307* 5.3 12a 1,264 930 547 11/4" F1554 26,691 19,883 20,779 2.84 1.67 3.00 Gr. 36/A36/A307* 5.4 12a 1,264 930 547 11/4" F1554 26,691 19,883 20,779 2.84 1.67 3.00 Gr. 36/A36/A307* 5.5 12a 1,273 949 559 11/4" F1554 26,691 20,220 21,116 2.84 1.67 3.00 Gr. 36/A36/A307* 5.6 12a 1,251 783 461 11/8" F1554 46,595 17,224 18,120 2.84 1.67 3.00 Gr. 105/A193- B7 6.1 ha 980 315 386 1" F1554 Gr. 17,082 7,872 8,768 1.36 1.67 3.00 36/A36/A307 7.1 12 640 423 566 3/4"F1554Gr. 20,709 10,541 11,437 1.25 1.67 3.00 105/Al 93-137 7.2 12 640 423 566 3/4" F1554 Gr. 20,709 10,540 11,436 1.25 1.67 3.00 105/A193-B7 8.1 12 640 585 650 7/8"Fl554Gr. 13,079 11,787 12,683 1.50 1.67 3.00 36/A36/A307 8.2 12 640 585 650 7/8" F1554Gr. 13,079 11,786 12,682 1.50 1.67 3.00 36/A36/A307 9.1 12 640 438 610 3/4" F1554Gr. 20,709 12,187 13,083 1.20 1.67 3.00 105/Al 93-B7 9.10 12 640 411 571 7/8 F1554 Gr. 13,079 11,718 12,614 1.20 1.67 3.00 36/A36/A307 9.11 12 640 319 443 3/4" Fl554Gr. 20,709 8,545 9,441 1.20 1.66 3.00 105/Al 93-B7 9.12 12 640 277 385 3/4" F1554Gr. 20,709 7,577 8,473 1.20 1.66 3.00 105/A193-B7 9.14 12 640 432 601 3/4' F1554 Gr. 20,709 12,075 12,971 1.20 1.67 3.00 105/Al 93-B7 9.15 12 640 404 560 7/8" F1554 Gr. 13,079 10,379 11,275 1.20 1.66 3.00 36/A36/A307 10-11579 L-1.82 5.83 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vaiio' E-flex E- HD HD Cap Design Design Am Am Aaiiovv pif rigid pif plf lb lb lb Flex Rigid 9.16 12 640 439 611 7/8"F1554Gr. 13,079 11,851 12,747 1.20 1.67 3.00 36/A36/A307 9.17 12 640 404 562 7/8"F1554Gr. 13,079 10,409 11,305 1.20 1.67 3.00 36/A36/A307 9.18 12 640 432 601 3/4 F1554 Gr. 20,709 12,075 12,971 1.20 1.67 3.00 105/Al 93-137 9.2 12 640 404 560 7/8' F1554Gr. 13,079 10,379 11,275 1.20 1.66 3.00 36/A36/A307 9.6 12 640 454 630 7/8"F1554Gr. 13,079 11,474 12,370 1.20 1.66 3.00 36/A36/A307 9.7 12 640 438 610 3/4" F1554 Gr. 20,709 12,187 13,083 1.20 1.67 3.00 105/A193-137 9.8 12 640 277 385 3/4" Fl554Gr. 20,709 7,577 8,473 1.20 1.66 3.00 105/Al 93-B7 9.9 12 640 340 472 3/4" F1554 Gr. 20,709 9,024 9,920 1.20 1.66 3.00 105/A193-B7 A.1 ha 980 786 551 1" F1554Gr. 17,082 15,700 16,596 2.01 1.41 3.00 36/A36/A307 6.1 12 640 106 453 3/4" F1554Gr. 20,709 9,095 9,991 0.33 1.39 3.00 105/A193-137 C.1 12 640 543 488 3/4" F1554 Gr. 20,709 10,516 11,412 1.53 1.38 3.00 105/A193-B7 D.1 12 640 506 577 3/4" F1554Gr. 20,709 11,443 12,339 1.18 1.34 3.00 105/Al 93-87 E.1 12 640 427 573 3/4" Fl554Gr. 20,709 10,922 11,818 0.98 1.31 3.00 105/A193-137 F.1 12 640 547 580 3/4" F1554 Gr. 20,709 11,018 11,914 1.21 1.28 3.00 105/A193-137 G.1 12 640 384 421 3/4" F 155 Gr. 20,709 8,389 9,285 1.16 1.27 3.00 105/A193-137 G.2 12 640 384 421 3/4" Fl 554 Gr. 20,709 8,397 9,293 1.16 1.27 3.00 105/Al 93-87 H.3 12 640 446 428 3/4" F1554Gr. 20,709 8,597 9,493 1.29 1.24 3.00 105/A193-137 1.1 12 640 402 431 3/4" F1554 Gr. 20,709 8,499 9,395 1.14 1.22 3.00 105/A193-B7 J.1 12 640 502 569 3/4" F1554 Gr. 20,709 10,739 11,635 1.07 1.21 3.00 105/A193-137 K.1 12 640 375 536 3/4" Fl554Gr. 20,709 10,160 11,056 0.83 1.18 3.00 105/A193-B7 L.1 12 640 407 445 7/8" F1554 Gr. 13,079 8,575 9,471 1.05 1.15 3.00 36/A36/A307 L.2 12 640 394 430 7/8" F1554 Gr. 13,079 8,322 9,218 1.05 1.15 3.00 36/A36/A307 M.1 12 640 302 476 3/4"F1554Gr. 20,709 9,119 10,015 0.72 1.14 3.00 105/A193-B7 M.2 12 640 248 391 3/4" F1554 Gr. 20,709 7,703 8,599 0.72 1.13 3.00 105/A193-B7 N.1 12 640 467 465 3/4" F1554Gr. 20,709 8,911 9,807 1.11 1.10 3.00 105/A193-137 0.1 12 640 383 502 3/4" F1554 Gr. 20,709 9,487 10,383 0.85 1.12 3.00 105/A193-B7 P.1 12 640 378 526 3/4" F1554 Gr. 20,709 9,922 10,818 0.83 1.16 3.00 105/A193-137 0.1 12 640 438 547 7/8" Fl554Gr. 13,079 10,232 11,128 0.94 1.17 3.00 36/A36/A307 10-11579 L-1.83 5.84 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 3rd Floor VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid RI 12a 1,240 543 340 11/8' F1554 46,595 11,447 12,343 1.92 1.20 3.00 Gr. 105/A193- B7 R.2 12a 1,200 524 328 11/8' F1554 46,595 11,669 12,565 1.92 1.20 3.00 Gr. 105/A193- B7 S.1 12 640 417 522 3/4" F1554 Gr. 20,709 10,267 11,163 0.97 1.22 3.00 105/A193-B7 T.1 12 640 393 402 3/4' F1554 Gr. 20,709 7,975 8,871 1.20 1.23 3.00 105/Al 93-B7 T.2 12 640 393 402 3/4" F1554 Gr. 20,709 7,965 8,861 1.20 1.23 3.00 105/A193-B7 U.1 12 640 543 327 7/8" F1554Gr. 13,079 10,913 11,809 2.11 1.27 3.00 36/A36/A307 U.2 12 640 334 202 3/4" F1554 Gr. 20,709 7,317 8,213 2.11 1.27 3.00 105/A193-B7 U.3 12 640 685 413 7/8" F1554 Gr. 13,079 13,293 14,189 2.11 1.27 3.00 36/A36/A307 V.1 12 640 569 590 3/4" F1554Gr. 20,709 11,145 12,041 1.26 1.30 3.00 105/Al 93-B7 W.1 12 640 547 650 3/4"F1554Gr. 20,709 12,222 13,118 1.17 1.39 3.00 105/Al 93-B7 X.1 12 640 541 505 3/4" Fl554Gr. 20,709 10,429 11,325 1.58 1.47 3.00 105/A193-B7 X.2 12 640 478 447 3/4' F1554 Gr. 20,709 9,290 10,186 1.58 1.47 3.00 105/Al 93-B7 Y.1 12 640 433 746 3/4 F1554 Cr. 20,709 13,986 14,882 0.91 1.56 3.00 105/Al 93-137 Z.1 12 640 390 518 3/4" Fl554Gr. 20,709 10,335 11,231 1.22 1.62 3.00 105/A193-B7 2nd Floor - VCap Vesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex F- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid 1.1 12 640 560 619 7/8"F1554 28,187 15,916 17,132 1.66 1.83 3.30 Cr105/A1 93- B7 10.1 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.10 13a 1,648 881 529 11/4" F1554 57,524 29,631 30,847 3.05 1.83 3.30 Cr. 105/A193- B7 10.11 13a 1,668 975 585 1 3/8" F1554 69,605 32,690 33,906 3.05 1.83 3.30 Cr. 105/A193- B7 10.12 13a 1,631 857 516 11/4" F1554 57,524 28,983 30,199 3.05 1.83 3.30 Cr. 105/A193- B7 10.13 13a 1,668 975 585 1 3/8" F1554 69,605 32,690 33,906 3.05 1.83 3.30 Cr. 105/A193- 10-11579 L-1.84 5.85 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesig Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiio', plf rigid plf plf lb lb lb Flex Rigid B7 10.14 13a 1,648 881 529 11/4 F1554 57,524 29,631 30,847 3.05 1.83 3.30 Gr. 105/A193- B7 10.15 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.16 13a 1,554 758 457 1 1/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Cr. 105/A193- B7 10.17 13a 1,740 1,111 667 1 3/8' F1554 69,605 36,293 37,509 3.05 1.83 3.30 Gr. 105/A193- B7 10.18 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.19 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.2 13a 1,554 758 457 11/4" F 15 54 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.20 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.21 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.22 MF 001 4,972 2,995 None 001 75,475 76,691 2784 1.83 3.30 Required 3.58 10.23 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Cr. 105/A193- B7 10.24 13a 1,648 881 529 11/4" F1554 57,524 29,631 30,847 3.05 1.83 3.30 Gr. 105/A193- B7 10.25 13a 1,663 905 543 11/4" F1554 57,524 30,272 31,488 3.05 1.83 3.30 Cr. 105/A193- B7 10.3 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.4 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 105/A193- B7 10.5 13a 1,740 1,111 667 1 3/8" F1554 69,605 36,293 37,509 3.05 1.83 3.30 Gr. 105/A193- B7 10.6 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Cr. 105/A193- B7 10.7 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Cr. 105/A193- B7 10.8 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Cr. 105/A193- B7 10.9 13a 1,554 758 457 11/4" F1554 57,524 26,311 27,527 3.05 1.83 3.30 Gr. 10/A1q- 10-11579 L-1.85 5.86 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 2nd Floor VCap VDesign Uplift Camp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aallovv p11 rigid plf p11 lb lb lb Flex Rigid B7 2.1 12 640 524 491 7/8"F1554 28,187 15,102 16,318 1.94 1.82 3.30 Gr.105/A193- B7 4.1 13a 1,554 796 449 1 3/8" F1554 69,605 24,729 25,945 3.22 1.81 3.30 Gr. 105/A193- B7 4.2 13a 1,554 796 449 1 3/8" F1554 69,605 24,729 25,945 3.22 1.81 3.30 Gr. 105/A193- B7 4.3 13a 1,554 731 412 11/4" F1554 57,524 22,383 23,599 3.22 1.81 3.30 Gr. 105/A193- B7 5.1 13a 1,648 935 513 11/4" F1554 57,524 28,083 29,299 3.30 1.81 3.30 Gr. 105/A193- B7 5.2 13a 1,683 1,076 590 1 3/8" F1554 69,605 32,317 33,533 3.30 1.81 3.30 Gr. 105/A193- B7 5.3 13a 1,668 1,050 576 1 3/8" F1554 69,605 31,673 32,889 3.30 1.81 3.30 Gr. 105/A193- B7 5.4 13a 1,668 1,050 576 1 3/8" F1554 69,605 31,673 32,889 3.30 1.81 3.30 Gr. 105/A193- B7 5.5 13a 1,681 1,073 588 1 3/8" F1554 69,605 32,231 33,447 3.30 1.81 3.30 Gr. 105/A193- B7 5.6 13a 1,648 910 499 11/4" F1554 57,524 27,489 28,705 3.30 1.81 3.30 Gr. 105/A193- B7 6.1 12a 1,244 359 368 1"F1554Gr. 36,816 11,924 13,140 1.76 1.81 3.30 105/Al 93-137 7.1 12 640 481 518 7/8"Fl554 28,187 15,812 17,028 1.68 1.81 3.30 Gr.1 05/Al 93- B7 7.2 12 640 481 518 7/8"F1554 28,187 15,810 17,026 1.68 1.81 3.30 Gr.105/A193- B7 8.1 13 870 665 694 7/8"F1554 28,187 18,860 20,076 1.73 1.81 3.30 Gr. 105/Al 93- B7 8.2 13 870 665 694 7/8"F1554 28,187 18,857 20,073 1.73 1.81 3.30 Gr.105/A193- B7 9.1 12 640 456 642 3/4' F1554 Gr. 20,709 18,594 19,810 1.28 1.80 3.30 105/A193-137 9.10 13 870 623 876 11/8" F1554 21,620 20,576 21,792 1.28 1.80 3.30 Gr. 36/A36/A307" 9.11 13 870 310 435 3/4" Fl554Gr. 20,709 13,033 14,249 1.28 1.80 3.30 105/Al 93-137 9.12 13 870 265 372 3/4" F1554Gr. 20,709 11,446 12,662 1.28 1.80 3.30 105/A193-B7 9.14 12 640 446 627 3/4" Fl554Gr. 20,709 18,360 19,576 1.28 1.80 3.30 105/A193-B7 9.15 13 870 489 687 11/8" F1 554 21,620 17,448 18,664 1.28 1.80 3.30 Gr. 10-11579 L-1.86 5.87 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiim pif rigid plf pIt lb lb lb Flex Rigid 36/A36/A307* 9.16 13 870 616 868 11/8 F1 554 21,620 20,661 21,877 1.28 1.80 3.30 Gr. 36/A36/A307* 9.17 13 870 489 688 11/8 F1554 21,620 17,492 18,708 1.28 1.80 3.30 Gr. 36/A36/A307* 9.18 MF 001 9,151 12,87 1" F1554 Gr. 36,816 269,545 270,761 5124 1.80 3.30 8 105/A193-B7 4.42 9.19 13 870 522 734 11/8" F1554 21,620 7,635 7,955 1.28 1.80 3.30 Gr. 36/A36/A307* 9.2 13 870 489 687 11/8" F1554 21,620 17,448 18,664 1.28 1.80 3.30 Gr. 36/A36/A307* 9.6 13 870 552 775 11/8" F1554 21,620 19,393 20,609 1.28 1.80 3.30 Gr. 36/A36/A307* 9.7 12 640 456 642 3/4" F1554 Gr. 20,709 18,594 19,810 1.28 1.80 3.30 105/A193-137 9.8 13 870 265 372 3/4" F1554 Gr. 20,709 11,446 12,662 1.28 1.80 3.30 105/A193-B7 9.9 13 870 333 467 3/4" F1554Gr. 20,709 13,831 15,047 1.28 1.80 3.30 105/A193-137 A.1 12a 1,280 894 714 1" F1554 Gr. 36,816 25,053 26,269 2.38 1.90 3.30 105/Al 93-137 B.1 12 640 137 476 7/871554 28,187 13,970 15,186 0.54 1.88 3.30 Gr.105/A193- B7 CA 12 640 617 555 7/8"F1554 28,187 16,800 18,016 2.06 1.85 3.30 Gr. 105/Al 93- 67 D.1 12 640 575 727 7/8"F1554 28,187 18,749 19,965 1.43 1.80 3.30 Gr.105/A193- B7 E.1 12 640 604 654 7/8"F1554 28,187 17,506 18,722 1.62 1.75 3.30 Gr. 105/Al 93- B7 F.1 12 640 622 663 7/8"F1554 28,187 17,690 18,906 1.60 1.70 3.30 Gr.105/A193- B7 G.1 12 640 436 473 7i8"F1554 28,187 13,200 14,416 1.56 1.69 3.30 Gr.105/A193- B7 G.2 12 640 436 473 7/8"F1554 28,187 13,212 14,428 1.56 1.69 3.30 Gr.105/A193- B7 H.3 13 870 507 536 3/4"F1554Gr. 20,709 13,912 15,128 1.55 1.64 3.30 105/A193-137 1.1 12 640 457 483 7/8"F1554 28,187 13,401 14,617 1.53 1.62 3.30 Gr.1 05/Al 93- B7 J.1 12 640 571 649 7/8"F1554 28,187 17,248 18,464 1.41 1.61 3.30 Gr.105/A193- B7 K.1 12 640 427 607 7/8"F1554 28,187 16,260 17,476 1.10 1.56 3.30 Gr.105/A193- B7 10-11579 L-1.87 5.88 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 2nd Floor VCap Vnesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HO HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid Li 12 640 463 522 1 1/8' F1554 21,620 13,868 15,084 1.34 1.51 3.30 Gr. 36/A36/A307* L.2 12 640 448 504 1 1/8" F1554 21,620 13,441 14,657 1.34 1.51 3.30 Gr. 36/A36/A307* M.1 12 640 345 534 7/8"F1554 28,187 14,491 15,707 0.96 1.49 3.30 Gr.105/A193- B7 M.2 12 640 280 433 7/8"F1554 28,187 12,093 13,309 0.96 1.49 3.30 Gr.105/A193- B7 N.1 12 640 531 519 7/8"F1554 28,187 14,247 15,463 1.47 1.44 3.30 Gr. 105/Al 93- B7 0.1 12 640 435 557 7/8"F1554 28,187 15,076 16,292 1.13 1.44 3.30 Gr.105/A193- B7 P.1 12 640 430 581 7/8"F1554 28,187 15,753 16,969 1.10 1.49 3.30 Gr. 105/Al 93- B7 Q.1 12 640 498 629 11/8" F1554 21,620 16,560 17,776 1.19 1.51 3.30 Gr. 36/A36/A307* R.1 13a 1,740 923 499 11/4" F1554 57,524 21,607 22,823 2.85 1.54 3.30 Gr. 105/A193- B7 S.1 12 640 474 629 7/8"F1554 28,187 16,575 17,791 1.17 1.56 3.30 Gr.105/A193- B7 T.1 13 870 447 550 7/8'F1554 28,187 13,587 14,803 1.28 1.57 3.30 Gr. 105/Al 93- B7 T.2 13 870 447 549 7/8"F1554 28,187 13,572 14,788 1.28 1.57 3.30 Gr.105/A193- B7 U.1 13 870 633 470 11/8" F1554 21,620 17,577 18,793 2.19 1.62 3.30 Gr. 36/A36/A307* U.2 13 870 298 221 3/4" F1554 Gr. 20,709 10,537 11,753 2.19 1.62 3.30 105/A193-137 U.3 13 870 804 597 11/8" F1554 21,620 21,603 22,819 2.19 1.62 3.30 Gr. 36/A36/A307* V.1 12 640 648 645 7/8"F1554 28,187 17,632 18,848 1.66 1.66 3.30 Gr.1 05/Al 93- B7 W.1 12 640 622 709 7/8"F1554 28,187 19,347 20,563 1.54 1.76 3.30 Gr.105/A193- B7 X.1 12 640 568 539 7/8"F1554 28,187 16,215 17,431 1.96 1.86 3.30 Gr.1 05/Al 93- B7 X.2 12 640 588 558 7/8'F1554 28,187 15,270 16,486 1.96 1.86 3.30 Gr.1 05/Al 93- B7 Y.1 12 640 493 807 7/8"F1554 28,187 22,104 23,320 1.19 1.96 3.30 Gr.105/A193- 10-11579 L-1.88 5.89 Lateral Load Analysis - Plan I Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Valiow E-flex E HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid B7 Z.1 12 640 444 546 7/8F1554 28,187 15,920 17,136 1.64 2.02 3.30 Gr.105/A193- B7 .10-11579 L-1.89 5.90 Lateral Load Analysis Plan 2 5.91 I MD -APE t -I1 I I I H "ll A- ILE if ii MIN _LLWIE- H r U I PLAN 2 LATERAL ANALYSIS KEY PLAN 5.92 Lateral Load Analysis - Plan 2 2nd Floor Framing Aviara - Lateral.vcal9 10-11579 L-2.91 5.93 Lateral Load Analysis - Plan 2 3rd Floor Framing Aviara - Lateral.vcal9 10-11579 L-2.92 5.94 Lateral Load Analysis - Plan 2 4th Floor Framing Aviara - Lateral.vcal9 10-11579 L-2.93 5.95 Lateral Load Analysis - Plan 2 Roof Framing Aviara - Lateral.vcal9 10-11579 L-2.94 5.96 Lateral Load Analysis - Plan 2 Seismic Parameters Building Parameter Risk Category Importance Factor Seismic Design Category Seismic Force - Resisting System Allowable Story Drift (in) Aa Building Height (ft) Building Period (sec) Response Modification Coef R Overstrength Factor no Deflection Amplification Factor Cd Redundancy Factor P Seismic Response Coeficient Cs = Min {SDI x L I RIT. SDS x LI R}> 0.5 Si x Li R = Seismic Base Shear Eh= C5 x W XP X - XDir Y - YDir Bearing Wall System - Bearing Wall System - Light-framed walls Light-framed walls sheathed with wood sheathed with wood structural panels rated for structural panels rated shear resistance or steel for shear resistance or sheets steel sheets 3.3 3.3 44 44 0.35 0.35 6.5 6.5 3 3 4 4 1 1 0.12 0.12 0.12W 0.12W le 1.0 SDC D SDS 0.752 10-11579 L-2.95 5.97 Lateral Load Analysis - Plan 2 Diaphram Area and Center of Mass Roof I Roof Dimensions (Max) L= 192.4 ft (Max) L=167 ft Ht= 10.0 ft Roof Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) Xi Yi xj Yj (sq. ft.) (lb) Area 1 27 -193.4 138 -154.1 209.2 2,796 75,499 Area 2 27 -38.6 42.2 -1 91.4 1,850 49,947 Area 3 27 -51.1 91.4 -1 138 2,339 63,158 Area 4 27 -51.1 138 -1 184.9 2,346 63,354 Area 5 27 -154.1 138 -51.1 172 3,502 94,554 Area 6 27 -185.5 102 -51.1 138 4,837 130,603 17,671 Z 477,115 This level Roof X(c.M.)= -89.2 Roof Y(c.M.) 134.7 Accumulated from upper levels X(c.M.)= -89.2 Y(c.M.) 134.7 4th Floor 4th Floor Dimensions (Max) L,.= 192.4 ft (Max) L.=167 ft Ht= 9.0 ft 4th Floor Unit Wt (w) Coordinates (ft) (Points © Opposite Corners) Area Weight (psf) Xi Yi xJ Yj (sq. ft.) (lb) Area 1 40 -193.4 138 -154.1 209.2 2,796 111,850 Area 2 40 -38.6 42.2 -1 91.4 1,850 73,996 Area 3 40 -51.1 91.4 -1 138 2,339 93,567 Area 4 40 -51.1 138 -1 184.9 2,346 93,858 Area 5 40 -154.1 138 -51.1 172 3,502 140,080 Area 6 40 -185.5 102 -51.1 138 4,837 193,486 17,671 E 706,837 This level 4th Floor X(c.M.)= -89.2 4th Floor Y(c.M.) 134.7 Accumulated from upper levels X(c.M.)= -89.2 Y(c.M.)= 134.7 3rd Floor 3rd Floor Dimensions (Max) L= 192.4 ft (Max) L=167 ft Ht = 9.0 ft 3rd Floor Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) Xi Yi xi Yj (sq. ft.) (lb) Area 1 40 -193.4 138 -154.1 209.2 2,796 111,850 Area 2 40 -38.6 42.2 -1 91.4 1,850 73,996 Area 3 40 -51.1 91.4 -1 138 2,339 93,567 Area 4 40 -51.1 138 -1 184.9 2,346 93,858 Area 5 40 -154.1 138 -51.1 172 3,502 140,080 Area 6 40 -185.5 102 -51.1 138 4,837 193,486 17,671 706,837 This level 3rd Floor X(c.M.)= -89.2 3rd Floor Y(c.M.)= 134.7 Accumulated from upper levels X(c.M.)= -89.2 Y(c.M.) 134.7 10-11579 L-2.96 5.98 2nd Floor 2nd Floor Dimensions (Max) L= 192.4 ft (Max) L=167 ft Ht= 10.0 ft 2nd Floor Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (p50 Xi Yi x (sq. ft.) (lb) Area 1 40 -193.4 138 -154.1 209.2 2,796 111,850 Area 2 0 -38.6 42.2 -1 91.4 1,850 0 Area 3 40 -51.1 91.4 -1 138 2,339 93,567 Area 4 40 -51.1 138 -1 184.9 2,346 93,858 Area 5 40 -154.1 138 -51.1 172 3,502 140,080 Area 6 40 -185.5 102 -51.1 138 4,837 193,486 17,671 : 632,841 This level 2nd Floor X(c.M.)= -97.3 2nd Floor Y(c.M.)= 142.6 Accumulated from upper levels X(c.M.)= -90.1 Y(c.M.)= 135.5 0-11579 L-2.97 5.99 Lateral Load Analysis - Plan 2 Seismic Force Distribution (ASD) Level (i) W(lb) H(ft) W x H X-X Dir (R = F(lb) f(psf) 6.5) v(psf) Y-Y Dir F(lb) (R = 6.5) f(psf) v(pSf) Roof 477,115 42 20,038,820 65,547 3.71 3.71 65,547 3.71 3.71 4th Floor 706,837 31 21,911,940 71,674 4.06 7.77 71,674 4.06 7.77 3rd Floor 706,837 21 14,843,570 48,554 2.75 10.51 48,554 2.75 10.51 2nd Floor 632,841 11 6,961,251 22,770 1.29 11.8 22,770 1.29 11.8 Sum 2,523,629 63,755,581 208,546 208,546 10-11579 L-2.98 5.100 Lateral Load Analysis - Plan 2 Wind Parameters - Directional Procedure Part 1 (ASCE 7-16 Chapter 27) External Pressure Coefficients Building Dimensions Lx(x-x Dir.) = 192.4 ft Ly(y-y Dir.) = 167.0 ft Roof Area= 100.0 Building Datum 0 ft Wall Cp L/B Windward Leeward X - X Dir. (Lx /Ly)= 1.15 0.8 -.47 Y - Y Dir. (Ly I Lx) =.87 0.8 -.5 Roof Cp X - X is Normal To Ridge Windward Leeward Slope = 18.4 Deg h/L= .22 -.36 .14 -.57 -.57 V - V is Normal To Ridge Windward Leeward Slope = 18.4 Deg hIL =.26 -.37 .13 -.57 -.57 Mean Roof Ht. = 43' Qh (psf) = 20.9 Wind Force - MWFRS p = Q(z or h) GC - Qh (GC1) Where G = 0.85 (GC 1) = ± 0.18 (Enclosed) Y - Y is Normal To Ridge Level (i) z (ft) Windward (Q, x G x C, = P ) (psf) Leeward (Qh x G x C, = PL) (psf) Ave Pres.@ Level (i) P (psf) Roof Q. (psf) G C, Pw Qh (psf) G C, PL Pw + PL Max Roof Ht. 44 20.9 0.85 0.132 0.7 20.9 0.85 -0.569 -3.2 3.9 Wall Q, (psf) G C, Pw Qh (psf) G C, PL PW+PL 20.7 0.85 0.8 14.1 20.9 0.85 -0.5 -8.8 22.9 Roof 42 4th Floor 31 19.4 0.85 0.8 13.2 20.9 0.85 -0.5 -8.8 22.1 3rd Floor 21 17.9 0.85 0.8 12.2 20.9 0.85 -0.5 -8.8 21 2nd Floor 11 15.6 0.85 0.8 10.6 20.9 0.85 -0.5 -8.8 19.5 X - X is Normal To Ridge Level (I) z (ft) Windward (Q, x G x C, = P) (psf) Leeward (Qh x G x C, = PL) (psf) Ave Pres.@ Level (I) P (psf) Roof Q. (psf) G CF Pw Qh (psf) G CF PL PW + PL Max Roof Ht. 44 20.9 0.85 0.137 0.8 20.9 0.85 -0.569 -3.2 4 Wall Q, (psf) G CF Pw Qh (psf) G C PL P + PL Roof 42 20.7 0.85 0.8 14.1 20.9 0.85 -0.47 -8.3 22.4 4th Floor 31 19.4 0.85 0.8 13.2 20.9 0.85 -0.47 -8.3 21.5 3rd Floor 21 17.9 0.85 0.8 12.2 20.9 0.85 -0.47 -8.3 20.5 2nd Floor 11 15.6 0.85 0.8 10.6 20.9 0.85 -0.47 -8.3 18.9 10-11579 L-2.99 5.101 Lateral Load Analysis - Plan 2 Wood Shear Wall & SW Rigidity (k) L\bendirig = 8 Vallow H3 / E A L Where E= 1.6x 106 (psi) A = Post Area (in') Vallow = allowable unit shear (pit) AShear = Vallow H I (1000 Ga) where Ga = Shear Stiffness (kip/in) [Table 3.4 A, 2015 NDS - Wind & Seismic provisions] Aanchor = (H I L) [Device or Rod Elongation + Plate Crushing + Shrinkage] where Rod Elongation = (Vaiiow X L) x H / ( Arod X Es ATotal Abending + AShear + Aanchor (kip/in) SW Rigidity (at allowable stress level) k = [Vaiiow/ 1000] (kIt) XLIATotaI (kip/ in) SW 1.1 (Sample Calc) L=19.7ft H=10.oft SW Sch = 12 Ga = 39 (kip/in) Abending = 8x640 x 10.0/( 1.6x 106 x 12.25x 19.7 = 0.013" AShear =640 X10.0/(39x1000)0.164" Aanchor = (10.0 / 19.7) X ( 0.235 + 0.000 + 0.040 + 0) = 0.267" ATotal = 0.013 + 0.164+0.267 = 0.444" k =(64011000) x19.7/0.444 =28.4 (kip/in) 10-11579 L-2.100 5.102 TIC (in2) lAbending AShear L\anchor Aiotai k 0.005 0.200 0.088 0.293 17.4 I 0.048 0.196 0.558 0.803 2.5 0.047 0.196 0.541 0.784 2.7 0.047 0.196 0.458 0.700 3.0 0.047 0.196 0.458 0.700 3.0 0.047 0.196 0.541 0.784 2.7 0.048 0.196 0.558 0.803 2.5 0.004 0.200 0.066 0.270 25.3 0.008 0.200 0.139 0.347 9.4 0.006 0.200 0.096 0.302 15.5 0.004 0.200 0.066 0.270 25.3 0.004 0.200 0.057 0.261 29.9 0.054 0.196 0.633 0.883 2.0 0.053 0.196 0.618 0.868 2.1 0.039 0.196 0.440 0.675 3.8 0.053 0.196 0.618 0.868 2.1 0.054 0.196 0.633 0.883 2.0 0.047 0.196 0.535 0.778 2.7 0.016 0.184 0.215 0.415 7.6 0.047 0.196 0.535 0.778 2.7 0.008 0.200 0.124 0.331 11.0 0.008 0.200 0.124 0.331 11.0 0.005 0.200 0.087 0.293 17.5 0.003 0.200 0.054 0.257 32.1 0.004 0.200 0.072 0.276 22.7 0.006 0.200 0.095 0.301 15.7 0.004 0.200 0.072 0.276 22.6 L-2. 101 5.103 Vallow(plf) HD 260 5/8"F1554Gr. 12 490 5/8 F1554Gr. 12 490 5/8 F1554Gr. 12 490 314"F1554Gr. 12 490 3/4 F1554Gr. 12 490 5/8 F1554Gr. 12 490 5/8 F1554Gr. 12 260 5/8 F1554Gr. 12 260 5/8 F1554Gr. 12 260 5/8 F1554Gr. 12 260 5/8 F1554Gr. 12 260 5/8 F1554Gr. 12 490 5/8 F1554Gr. 12 490 5/8 F1554Gr. 12 490 5/8 F1554Gr. 12 490 5/8' F1554Gr. 12 490 5/8"F1554Gr. 12 490 5/8 F1554Gr. 12 350 5/8' F1554Gr. 12 490 5/8'F1554Gr. 12 260 5/8' F1554Gr. 12 260 5/8' F1554Gr. 12 260 5/8'F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8"F1554Gr. 12 260 5/8' F1554Gr. 12 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) Roof Wall me i 1.1 .me 10 10.1 10.2 10.3 10.4 10.5 10.6 .me 11 11.1 me 12 12.1 .me 13 13.1 Jne 2 2.1 .me 3 3.1 Jne 4 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 Jne 5 5.1 5.2 .me 6 6.1 6.3 6.4 .jne 7 7.1 7.2 L H Hole SW Sch 19.7 10.0 0 9 4.1 10.0 0 11 4.3 10.0 0 11 4.3 10.0 0 11 4.3 10.0 0 11 4.3 10.0 0 11 4.1 10.0 0 11 26.3 10.0 0 9 12.5 10.0 0 9 18.0 10.0 0 9 26.3 10.0 0 9 30.0 10.0 0 9 3.7 10.0 0 11 3.8 10.0 0 11 5.2 10.0 0 11 3.8 10.0 0 11 3.7 10.0 0 11 4.3 10.0 0 11 9.0 10.0 0 10 4.3 10.0 0 11 14.0 10.0 0 9 14.0 10.0 0 9 19.8 10.0 0 9 31.8 10.0 0 9 24.1 10.0 0 9 18.2 10.0 0 9 24.0 10.0 0 9 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vaijow(plf) HD TIC (in 2) Abending AShear Aanchor Aiotai k- 7.3 23.4 10.0 0 9 260 5/8 F1554 Gr. 12 0.005 0.200 0.074 0.278 21.9 Line 8 8.1 22.5 10.0 0 9 260 5/8 F1554 Gr. 12 0.005 0.200 0.077 0.281 20.8 Line 9 9.1 14.0 10.0 0 9 260 5/8 F1554Gr. 12 0.008 0.200 0.124 0.331 11.0 9.2 14.0 10.0 0 9 260 5/8 F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 Line A A.1 4.3 10.0 0 11 490 3/4 F1554Gr. 12 0.047 0.196 0.462 0.706 3.0 A.2 7.1 10.0 0 10 350 5/8' F1554 Gr. 12 0.020 0.184 0.275 0.479 5.2 A.3 3.5 10.0 0 11 490 3/4 F1554 Gr. 12 0.057 0.196 0.568 0.821 2.1 A.4 3.5 10.0 0 11 490 3/4 F1554 Gr. 12 0.057 0.196 0.568 0.821 2.1 Line B B.1 19.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.006 0.200 0.091 0.297 16.7 Line C C.1 22.3 10.0 0 9 260 5/8' F1554 Gr. 12 0:005 0.200 0.077 0.282 20.6 Line D D.1 15.6 10.0 0 9 260 5/8 F1554 Gr. 12 0.007 0.200 0.111 0.318 12.7 Line E E.1 26.3 10.0 0 9 260 5/8" F1554Gr. 12 0.004 0.200 0.066 0.270 25.3 Line F F.1 26.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.073 0.277 24.6 Line G G.1 30.1 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.057 0.261 30.0 Line H.1 22.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.078 0.283 20.2 Line I 1.1 26.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.066 0.270 25.3 Line J J.1 26.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.066 0.270 25.3 Line K K.1 23.9 10.0 0 9 260 5/8' F1554 Gr. 12 0.004 0.200 0.072 0.277 22.5 K.2 23.9 10.0 0 9 260 5/8' F1554 Gr. 12 0.004 0.200 0.072 0.277 22.5 Line L L.1 4.1 10.0 0 11 490 3/4' F1554Gr. 12 0.048 0.196 0.429 0.673 3.0 L.2 4.1 10.0 0 11 490 3/4" F1554Gr. 12 0.048 0.196 0.429 0.673 3.0 Line M M.1 14.0 10.0 0 9 260 5/8' F1554Gr. 12 0.008 0.200 0.124 0.331 11.0 10-11579 L-2.102 5.104 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vauow(plf) HD TIC (in 2) Abending L\Shear Aanchor ATotal k M.2 14.0 10.0 0 9 260 5/8 F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 M.3 14.0 10.0 0 9 260 5/8' F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 M.4 14.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 Line N N.1 16.3 10.0 0 9 260 5/8 F1554 Gr. 12 0.007 0.200 0.107 0.313 13.5 N.3 17.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.006 0.200 0.100 0.306 14.6 N.5 15.2 10.0 0 9 260 5/8" F1554 Gr. 12 0.007 0.200 0.114 0.321 12.3 Wall With Hole(s) ------Roof Wall L H P1 WI P2 W2 P3 Hi H2 P1W1P2]W21 P3 I 4th Floor Wall L H Hole SWSch Vaiiow(plf) HD TIC (n2) Abending AShear Aanchor ATotal k Line 1 1.1 19.7 9.0 0 11 490 5/8' F1554 Gr. 12 0.007 0.176 0.114 0.298 32.4 Line 10 10.1 4.1 9.0 0 13 870 1" F1554 Gr. 10 12 0.063 0.154 0.476 0.692 5.2 10.2 4.3 9.0 0 13 870 1" F1554 Gr. 10 12 0.061 0.154 0.461 0.676 5.5 10.3 4.3 9.0 0 13 870 11/8" F1554Gr 12 0.060 0.154 0.416 0.630 5.9 10.4 4.3 9.0 0 13 870 11/8" F1554 Gr 12 0.060 0.154 0.416 0.630 5.9 10.5 4.3 9.0 0 13 870 1' F1554 Gr. 10 12 0.061 0.154 0.461 0.676 5.5 10.6 4.1 9.0 0 13 870 1' F1554 Gr. 10 12 0.063 0.154 0.476 0.692 5.2 Line 11 11.1 26.3 9.0 0 11 490 5/8"F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line 12 12.1 12.5 9.0 0 11 490 5/8" F1554 Gr. 12 0.012 0.176 0.181 0.369 16.6 Line 13 13.1 18.0 9.0 0 11 490 5/8" F1554Gr. 12 0.008 0.176 0.125 0.309 28.5 Line 2 2.1 26.3 9.0 0 11 490 5/8'F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line 3 10-11579 L-2.103 5.105 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in2) Abending AShear Aanchor ATolal k 3.1 30.0 9.0 0 11 490 5/8 F1554 Gr. 12 0.005 0.176 0.074 0.256 57.5 Line 4 4.1 3.7 9.0 0 13 870 7/8" F1554Gr. 12 0.071 0.154 0.619 0.843 3.8 4.2 3.8 9.0 0 13 870 1" F1554 Gr. 10 12 0.069 0.154 0.527 0.750 4.4 4.3 5.2 9.0 0 13 870 1" F1554 Gr. 10 12 0.050 0.154 0.376 0.579 7.8 4.4 3.8 9.0 0 13 870 1" F1554 Gr. 10 12 0.069 0.154 0.527 0.750 4.4 4.5 3.7 9.0 0 13 870 7/8" F1554 Gr. 12 0.071 0.154 0.619 0.843 3.8 4.6 4.3 9.0 0 13 870 1" F1554 Gr. 10 12 0.060 0.154 0.457 0.670 5.6 4.7 9.0 9.0 0 12 640 7/8" F1554 Gr. 12 0.021 0.148 0.208 0.377 15.3 4.8 4.3 9.0 0 13 870 1" F1554 Gr. 10 12 0.060 0.154 0.457 0.670 5.6 Line 5 5.1 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 5.2 14.0 9.0 0 11 490 5/8 F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 Line 6 6.1 19.8 9.0 0 11 490 5/8" F1554Gr. 12 0.007 0.176 0.114 0.297 32.5 6.3 31.8 9.0 0 11 490 5/8 F1554 Gr. 12 0.005 0.176 0.070 0.251 62.1 6.4 24.1 9.0 0 11 490 5/8"F1554Gr. 12 0.006 0.176 0.093 0.275 42.8 Line 7 7.1 18.2 9.0 0 11 490 5/8" F1554Gr. 12 0.008 0.176 0.124 0.308 28.9 7.2 24.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.093 0.276 42.6 7.3 23.4 9.0 0 11 490 5/8" F1554Gr. 12 0.006 0.176 0.096 0.278 41.2 Line 8 8.1 22.5 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.100 0.282 39.0 Line 9 9.1 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 9.2 14.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 Line A A.1 4.3 9.0 0 13 870 11/8" F1554Gr 12 0.061 0.154 0.420 0.635 5.8 A.2 7.1 9.0 0 12 640 7/8" F1554Gr. 12 0.027 0.148 0.266 0.441 10.3 A.3 3.5 10.0 0 13 870 11/8" F1554Gr 12 0.101 0.171 0.614 0.886 3.4 A.4 3.5 10.0 0 13 870 11/8" F1554Gr 12 0.101 0.171 0.614 0.886 3.4 Line B B.1 19.0 9.0 0 11 490 5/8"F1554Gr. 12 0.008 0.176 0.118 0.302 30.8 Line C C.1 22.3 9.0 0 11 490 5/8" F1554Gr. 12 0.007 0.176 0.100 0.283 38.6 Line D D.1 15.6 9.0 0 11 490 5/8"F1554Gr. 12 0.009 0.176 0.145 0.330 23.1 Line 10-11579 L-2.104 5.106 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Valiow(lf) HD TIC (in 2) Abending AShear Aanchor ATotal k E.1 26.3 9.0 0 11 490 5/8' F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line F F.1 26.3 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.095 0.277 46.5 Line G G.1 30.1 9.0 0 11 490 5/8" F1554 Gr. 12 0.005 0.176 0.074 0.256 57.7 Line H H.1 22.0 9.0 0 11 490 5/8"F1554Gr. 12 0.007 0.176 0.102 0.285 37.8 Line I 1.1 26.3 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.085 0.267 48.1 Line J J.1 26.3 9.0 0 11 490 5/8' F1554 Gr. 12 0.006 0.176 0.085 0.267 48.1 Line K K.1 23.9 9.0 0 11 490 5/8"F1554Gr. 12 0.006 0.176 0.094 0.276 42.4 K.2 23.9 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.094 0.276 42.4 Line L L.1 4.1 9.0 0 13 870 11/8" F1554Gr 12 0.063 0.154 0.400 0.616 5.8 L.2 4.1 9.0 0 13 870 1 1/8" F1554 Gr 12 0.063 0.154 0.400 0.616 5.8 Line M M.1 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 M.2 14.0 9.0 0 11 490 5/8F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 M.3 14.0 9.0 0 11 490 5/8' F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 M.4 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 Line N N.1 16.3 9.0 0 11 490 5/8' F1554 Gr. 12 0.009 0.176 0.139 0.324 24.6 N.3 17.3 9.0 0 11 490 5/8"F1554Gr. 12 0.008 0.176 0.130 0.315 26.8 N.5 15.2 9.0 0 11 490 3/4" F1554Gr. 12 0.010 0.176 0.125 0.311 23.9 Wall With Hole(s) 4th Floor Wall L H P1 WI P2 W2 P3 HI H2 (.'1I :: IPhtW1P21W 10-11579 L-2.105 5.107 TIC (in 2) lAbending AShear Aanchor ATotal k 0.010 0.148 0.130 0.287 43.8 0.092 0.148 0.590 0.830 6.4 0.090 0.148 0.571 0.808 6.7 0.089 0.148 0.497 0.734 7.5 0.089 0.148 0.497 0.734 7.5 0.090 0.148 0.571 0.808 6.7 0.092 0.148 0.590 0.830 6.4 0.007 0.148 0.097 0.252 66.7 I 0.015 0.148 0.206 0.369 21.7 I 0.011 0.148 0.142 0.301 38.3 I 0.007 0.148 0.097 0.252 66.7 I 0.006 0.148 0.085 0.239 80.4 0.104 0.148 0.761 1.013 4.6 0.102 0.148 0.654 0.903 5.3 0.074 0.148 0.464 0.685 9.7 0.102 0.148 0.654 0.903 5.3 0.104 0.148 0.761 1.013 4.6 0.089 0.148 0.565 0.801 6.9 0.032 0.176 0.250 0.459 19.2 0.089 0.148 0.565 0.801 6.9 0.014 0.148 0.184 0.345 25.9 0.014 0.148 0.184 0.345 25.9 0.010 0.148 0.130 0.287 44.1 0.006 0.148 0.080 0.234 87.2 0.008 0.148 0.106 0.262 58.9 0.010 0.148 0.141 0.299 38.9 0.008 0.148 0.106 0.262 58.6 L-2.106 5.108 Vaiiow(plf) HD 640 3/4 F1554Gr. 12 1280 1 1/8'F1554Gr 12 1280 1 1/8" F1554Gr 12 1280 1 1/4 F1554Gr 12 1280 1 1/4F1554Gr 12 1280 1 1/8"F1554Gr 12 1280 11/8" F1554Gr 12 640 3/4"F1554Gr. 12 640 3/4 F1554Gr. 12 640 3/4F1554Gr. 12 640 3/4"F1554Gr. 12 640 3/4'F1554Gr. 12 1280 1" F1554 Gr. 36 12 1280 11/8" F1554Gr 12 1280 1 1/8 F1554Gr 12 1280 11/8" F1554Gr 12 1280 1'F1554 Gr. 36 12 1280 1 1/8"F1554Gr 12 980 1"F1554 Gr. 36 12 1280 11/8" F1554Gr 12 640 3/4F1554Gr. 12 640 3/4' F1554Gr. 12 640 3/4' F1554Gr. 12 640 3/4'F1554Gr. 12 640 3/4"F1554Gr. 12 640 3/4"F1554Gr. 12 640 3/4"F1554Gr. 12 10-11579 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) 3rd Floc Wall me 1 1.1 .me 10 10.1 10.2 10.3 10.4 10.5 10.6 .me 11 11.1 .me 12 12.1 .me 13 13.1 .me 2 2.1 .me 3 3.1 .me 4 4.1 4.2 4.3 4.4 4.5 4.6 4.7 4.8 Jne 5 5.1 5.2 .me 6 6.1 6.3 6.4 Jne 7 7.1 7.2 L H Hole SW Sch 19.7 9.0 0 12 4.1 9.0 0 12a 4.3 9.0 0 12a 4.3 9.0 0 12a 4.3 9.0 0 12a 4.3 9.0 0 12a 4.1 9.0 0 12a 26.3 9.0 0 12 12.5 9.0 0 12 18.0 9.0 0 12 26.3 9.0 0 12 30.0 9.0 0 12 3.7 9.0 0 12a 3.8 9.0 0 12a 5.2 9.0 0 12a 3.8 9.0 0 12a 3.7 9.0 0 12a 4.3 9.0 0 12a 9.0 9.0 0 ha 4.3 9.0 0 12a 14.0 9.0 0 12 14.0 9.0 0 12 19.8 9.0 0 12 31.8 9.0 0 12 24.1 9.0 0 12 18.2 9.0 0 12 24.0 9.0 0 12 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending AShear Aanchor Aiotai k 7.3 23.4 9.0 0 12 640 3/4' F1554 Gr. 12 0.008 0.148 0.109 0.265 56.6 Line 8 8.1 22.5 9.0 0 12 640 3/4 F1554 Gr. 12 0.008 0.148 0.114 0.270 53.4 Line 9 9.1 14.0 9.0 0 12 640 3/4 F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 9.2 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line A A.1 4.3 9.0 0 12a 1280 1 1/4 F1554Gr 12 0.090 0.148 0.502 0.740 7.4 A.2 7.1 9.0 0 ha 980 1 F1554 Gr. 36 12 0.041 0.176 0.320 0.538 12.9 A.3 3.5 10.0 0 12a 1280 1 1/4"F1554Gr" 12 0.149 0.164. 0.756 1.069 4.2 A.4 3.5 10.0 0 12a 1280 1 1/4 F1554Gr 12 0.149 0.164 0.756 1.069 4.2 Line B B.1 19.0 9.0 0 12 640 3/4' F1554 Gr. 12 0.010 0.148 0.150 0.307 39.6 Line C C.1 22.3 9.0 0 12 640 3/4 F1554 Gr. 12 0.009 0.148 0.114 0.271 52.8 Line D D.1 15.6 9.0 0 12 640 3/4" F1554 Gr. 12 0.012 0.148 0.165 0.325 30.7 Line E E.1 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line F.1 26.3 9.0 0 12 640 3/4 F1554 Gr. 12 0.007 0.148 0.108 0.263 63.9 Line G G.1 30.1 9.0 0 12 640 3/4" F1554 Gr. 12 0.006 0.148 0.085 0.239 80.7 Line H H.1 22.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.009 0.148 0.116 0.272 51.7 Line I 1.1 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line J J.1 26.3 9.0 0 12 640 3/4' F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line K K.1 23.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.008 0.148 0.107 0.262 58.3 K.2 23.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.008 0.148 0.107 0.262 58.3 Line L L.1 1.0 9.0 0 MF 1 None Required 12 Line M M.1 14.0 9.0 0 12 640 3/4"F1554Gr. 12 0.014 0.148 0.184 0.345 25.9 M.2 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 10-11579 L-2.107 5.109 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vanow(plf) HD TIC (in 2) Abending AShear Aanchor ATotal k M.3 14.0 9.0 0 12 640 3/4 F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 M.4 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line N N.1 7.8 9.0 0 12 640 3/4" F1554 Gr. 12 0.025 0.148 0.334 0.507 9.8 N.2 7.8 9.0 0 12 640 3/4" F1554 Gr. 12 0.025 0.148 0.229 0.401 12.4 N.3 17.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.011 0.148 0.186 0.345 32.0 N.5 15.2 9.0 0 12 640 7/8" F1554 Gr. 12 0.013 0.148 0.177 0.337 28.8 Wall With Hole(s) 3rd Floor Wall L H P1 WI P2 W2 P3 HI H2 ('1 I 'H P1W1P21W2l 2nd Floor Wall L H Hole SW Sch Vaiiow(plf) I-ID TIC (in 2) Abending AShear Aanchor ATotal k Line 1 1.1 19.7 10.0 0 12 640 7/8"F1554 GO 12 0.013 0.164 0.267 0.444 28.4 Line 10 10.1 4.1 10.0 0 13a 1740 11/4" F1554Gr 12 0.172 0.171 0.830 1.173 6.1 10.2 4.3 10.0 0 13a 1740 11/4" F1554Gr 12 0.167 0.171 0.804 1.141 6.5 10.3 4.3 10.0 0 13a 1740 13/8" F1554Gr 12 0.165 0.171 0.714 1.050 7.1 10.4 4.3 10.0 0 13a 1740 13/8" F1554Gr 12 0.165 0.171 0.714 1.050 7.1 10.5 4.3 10.0 0 13a 1740 11/4" F1554Gr 12 0.167 0.171 0.804 1.141 6.5 10.6 4.1 10.0 0 13a 1740 11/4" F1554Gr 12 0.172 0.171 0.830 1.173 6.1 Line 11 11.1 26.3 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 Line 12 12.1 12.5 10.0 0 12 640 7/8"F1554 Gr.1 12 0.021 0.164 0.254 0.439 18.2 Line 13 13.1 18.0 10.0 0 12 640 7/8"F1554Gr.1 12 0.015 0.164 0.175 0.354 32.6 Line 3 3.1 30.0 9.0 0 12 640 7/8"F1554 GO 12 0.006 0.148 0.145 0.299 64.3 Line 4 10-11579 L-2.108 5.110 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in2) Abending AShear Aanchor L\lotal k 4.1 3.7 10.0 0 13a 1740 1" F1554 Gr. 10 12 0.194 0.171 1.307 1.671 3.8 4.2 3.8 10.0 0 13a 1740 1 1/4 F1554Gr 12 0.189 0.171 0.921 1.281 5.1 4.3 5.2 10.0 0 13a 1740 1 1/4 F1554 Gr 12 0.137 0.171 0.651 0.959 9.4 4.4 3.8 10.0 0 13a 1740 1 1/4 F1554 Gr 12 0.189 0.171 0.921 1.281 5.1 4.5 3.7 10.0 0 13a 1740 1" F1554Gr. 10 12 0.194 0.171 1.307 1.671 3.8 4.6 4.3 10.0 0 13a 1740 1 1/4 F1554 Gr 12 0.165 0.171 0.795 1.131 6.6 4.7 9.0 10.0 0 12a 1280 1 F1554 Cr. 10 12 0.058 0.164 0.404 0.627 18.4 4.8 4.3 10.0 0 13a 1740 1 1/4" F1554 Gr 12 0.165 0.171 0.795 1.131 6.6 Line 5 5.1 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 5.2 14.0 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 Line 6 6.1 19.8 10.0 0 13 870 3/4" F1554 Cr. 12 0.018 0.171 0.215 0.403 42.6 6.3 31.8 10.0 0 13 870 3/4 F1554 Gr. 12 0.011 0.171 0.132 0.314 88.2 6.4 24.1 10.0 0 13 870 3/4" F1554 Cr. 12 0.015 0.171 0.175 0.361 58.1 Line 7 7.1 18.2 10.0 0 13 870 3/4" F1554 Cr. 12 0.020 0.171 0.234 0.424 37.3 7.2 24.0 10.0 0 13 870 3/4" F1554 Cr. 12 0.015 0.171 0.176 0.361 57.8 7.3 23.4 10.0 0 13 870 3/4" F1554 Cr. 12 0.015 0.171 0.180 0.366 55.6 Line 8 8.1 22.5 10.0 0 12 640 718F1554 Gr. 1 12 0.012 0.164 0.140 0.315 45.7 Line 9 9.1 14.0 10.0 0 12 640 7/8'F1554 Cr.1 12 0.019 0.164 0.226 0.409 21.9 9.2 14.0 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 Line A A.1 4.3 10.0 0 13a 1740 1 3/8" F1554Gr 12 0.167 0.171 0.722 1.059 7.0 A.2 7.1 10.0 0 12a 1280 1" F1554 Cr. 10 12 0.074 0.164 0.519 0.757 12.0 A.3 3.5 10.0 0 13a 1740 13/8" F1554Cr 12 0.203 0.171 0.921 1.294 4.7 A.4 3.5 10.0 0 13a 1740 13/8" F1554Cr 12 0.203 0.171 0.921 1.294 4.7 Line B B.1 19.0 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.014 0.164 0.174 0.352 34.5 Line C C.1 22.3 10.0 0 13 870 3/4" F1554 Gr. 12 0.016 0.171 0.189 0.376 51.7 Line D D.1 15.6 10.0 0 12 640 7/8F1554 Gr. 1 12 0.017 0.164 0.203 0.384 26.0 Line E E.1 26.3 10.0 0 12 640 7/8'F1554 Cr.1 12 0.010 0.164 0.119 0.293 57.3 Line F 10-11579 L-2.109 5.111 Lateral Load Analysis - Plan 2 Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) L\bending AShear Aanchor ATotal k F.1 26.3 10.0 0 12 640 7/8'F1554 Gr.1 12 0.010 0.164 0.133 0.307 54.8 Line G.1 30.1 10.0 0 12 640 7/8F1554 Gr. 1 12 0.009 0.164 0.104 0.277 69.6 Line H H.1 22.0 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.012 0.164 0.143 0.319 44.2 Line I 1.1 26.3 10.0 0 12 640 7/8F1554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 Line J J.1 26.3 10.0 0 12 640 7/8'F1554 Gr.1 12 0.010 0.164 0.119 0.293 57.3 Line K K.1 23.9 10.0 0 12 640 7/8F1554 Gr. 1 12 0.011 0.164 0.131 0.306 49.9 K.2 23.9 10.0 0 12 640 7/8'F1554 Gr.1 12 0.011 0.164 0.131 0.306 49.9 Line L L.1 4.1 10.0 0 13a 1740 1"F1554Gr. 10 12 0.172 0.171 0.542 0.884 8.1 L.2 4.1 10.0 0 13a 1740 1 1/4 F1554Gr 12 0.172 0.171 0.581 0.923 7.8 Line M M.1 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 M.2 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 M.3 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 M.4 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 Line N N.1 7.8 10.0 0 13 870 3/4 F1554 Gr. 12 0.046 0.171 0.559 0.775 8.7 N.2 7.8 10.0 0 13 870 3/4 F1554 Gr. 12 0.046 0.171 0.430 0.646 10.4 N.3 8.3 10.0 0 13 870 3/4 F1554 Gr. 12 0.043 0.171 0.520 0.734 9.8 N.4 15.8 10.0 0 13 870 3/4 F1554 Gr. 12 0.023 0.171 0.155 0.348 39.4 N.5 15.2 10.0 0 13 870 1 1/8F1554Gr 12 0.023 0.171 0.167 0.361 36.6 Wall With Hole(s) 2nd Floor P1 JVVIIJ P2 W2[- P3 I I Wall L H P1 WI P2 W2 P3 Hi H2 10-11579 L-2.110 5.112 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall Roof Px-x= 1.0 py.y= 1.0 Trib above Effective V'aII This Level Accumulated (ASD) Line f Width Depth Vii,,, Vhne Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 3.7 12.5 37.6 1,747 0 1.1 19.7 17.4 1,747 89 -819 1,139 -819 1,139 10 3.7 5.0 356.2 6.654 0 10.1 4.1 2.5 1,024 248 -2,734 3,054 -2,734 3,054 10.2 4.3 2.7 1,081 254 -2,791 3,111 -2,791 3,111 10.3 4.3 3.0 1,222 285 -3,130 3,450 -3,130 3,450 10.4 4.3 3.0 1,222 285 -3,130 3,450 -3,130 3,450 10.5 4.3 2.7 1,081 254 -2,791 3,111 -2,791 3,111 10.6 4.1 2.5 1,024 248 -2,734 3,054 -2,734 3,054 11 3.7 8.3 150.4 4,643 0 12 3.7 6.4 90.2 2,127 0 13 3.7 12.3 59.6 2,723 0 2 3.7 24.4 37.6 3,399 0 3 3.7 18.6 55.4 3,830 0 4 3.7 6.0 389.6 8,722 0 5 3.7 15.5 70.6 4,060 0 6 3.7 12.0 264.2 11,724 0 7 3.7 3.6 665.0 8,839 0 8 3.7 10.5 77.5 3,007 0 9 3.7 11.5 95.5 4,073 0 11.1 26.3 25.3 4,643 177 -1,711 2,031 -1,711 2,031 12.1 12.5 9.4 2,127 170 -1,681 2,001 -1,681 2,001 13.1 18.0 15.5 2,723 151 -1,464 1,784 -1,464 1,784 2.1 26.3 25.3 3,399 130 -1,228 1,548 -1,228 1,548 3.1 30.0 29.9 3,830 128 -1,206 1,526 -1,206 1,526 4.1 3.7 2.0 709 193 -2,143 2,463 -2,143 2,463 4.2 3.8 2.1 737 197 -2,176 2,496 -2,176 2,496 4.3 5.2 3.8 1,306 253 -2,707 3,027 -2,707 3,027 4.4 3.8 2.1 737 197 -2,176 2,496 -2,176 2,496 4.5 3.7 2.0 709 193 -2,143 2,463 -2,143 2,463 4.6 4.3 2.7 941 219 -2,390 2,710 -2,390 2,710 4.7 9.0 7.6 2,643 294 -3,017 3,337 -3,017 3,337 4.8 4.3 2.7 941 219 -2,390 2,710 -2,390 2,710 5.1 14.0 11.0 2,030 145 -1,412 1,732 -1,412 1,732 5.2 14.0 11.0 2,030 145 -1,412 1,732 -1,412 1,732 6.1 19.8 17.5 2,841 144 -1,384 1,704 -1,384 1,704 6.3 31.8 32.1 5,208 164 -1,570 1,890 -1,570 1,890 6.4 24.1 22.7 3,675 153 -1,466 1,786 -1,466 1,786 7.1 18.2 15.7 2,306 127 -1,213 1,533 -1,213 1,533 7.2 24.0 22.6 3,318 138 -1,320 1,640 -1,320 1,640 7.3 23.4 21.9 3,215 137 -1,311 1,631 -1,311 1,631 8.1 22.5 20.8 3,007 134 -1,275 1,595 -1,275 1,595 9.1 14.0 11.0 2,036 146 -1,417 1,737 -1,417 1,737 10-11579 L-2.111 5.113 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall Roof Px.x = 1.0 Py-Y= 1.0 Trib above Effective Vajl This Level Accumulated (ASD) Line f Width Depth Vhne Vine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 9.2 14.0 11.0 2,036 146 -1,417 1,737 -1,417 1,737 A 3.7 9.0 147.5 4,931 0 A.1 4.3 3.0 1,183 278 -3,062 3,382 -3,062 3,382 A.2 7.1 5.2 2,074 293 -3,058 3,378 -3,058 3,378 A.3 3.5 2.1 837 239 -2,697 3,017 -2,697 3,017 A.4 3.5 2.1 837 239 -2,697 3,017 -2,697 3,017 B 3.7 12.7 69.8 3,282 0 B.1 19.0 16.7 3,282 173 -1,682 2,002 -1,682 2,002 C 3.7 12.7 99.0 4,650 0 C.1 22.3 20.6 4,650 208 -2,038 2,358 -2,038 2,358 D 3.7 8.9 70.8 2,332 0 D.1 15.6 12.7 2,332 150 -1,454 1,774 -1,454 1,774 E 3.7 12.2 109.4 4,958 0 E.1 26.3 25.3 4,958 189 -1,833 2,153 -1,833 2,153 F 3.7 18.6 47.0 3,243 0 F.1 26.3 24.6 3,243 124 -1,167 1,487 -1,167 1,487 G 3.7 13.5 85.6 4,285 0 G.1 30.1 30.0 4,285 142 -1,356 1,676 -1,356 1,676 H 3.7 13.5 68.0 3,404 0 H.1 22.0 20.2 3,404 155 -1,491 1,811 -1,491 1,811 I 3.7 13.5 72.1 3,610 0 1.1 26.3 25.3 3,610 138 -1,310 1,630 -1,310 1,630 J 3.7 13.5 64.8 3,252 0 J.1 26.3 25.3 3,252 124 -1,171 1,491 -1,171 1,491 K 3.7 18.5 106.1 7,300 0 K.1 23.9 22.5 3,650 153 -1,468 1,788 -1,468 1,788 K.2 23.9 22.5 3,650 153 -1,468 1,788 -1,468 1,788 L 3.7 5.1 149.7 2,842 0 L.1 4.1 3.0 1,421 344 -3,828 4,148 -3,828 4,148 L.2 4.1 3.0 1,421 344 -3,828 4,148 -3,828 4,148 M 3.7 15.6 131.0 7,571 0 M.1 14.0 11.0 1,893 135 -1,310 1,630 -1,310 1,630 M.2 14.0 11.0 1,893 135 -1,310 1,630 -1,310 1,630 M.3 14.0 11.0 1,893 135 -1,310 1,630 -1,310 1,630 M.4 14.0 11.0 1,893 135 -1,310 1,630 -1,310 1,630 N 3.7 16.9 157.5 9,888 0 N.1 16.3 13.5 3,302 203 -2,005 2,325 -2,005 2,325 N.3 17.3 14.6 3,581 208 -2,046 2,366 -2,046 2,366 N.5 15.2 12.3 3,004 198 -1,956 2,276 -1,956 2,276 10-11579 L-2.112 5.114 10.1 4.1 5.2 2,177 528 -5,322 5,610 -8,057 8,665 10.2 4.3 5.5 2,298 541 -5,434 5,722 -8,224 8,832 10.3 4.3 5.9 2,490 580 -5,827 6,115 -8,957 9,565 10.4 4.3 5.9 2,490 580 -5,827 6,115 -8,957 9,565 10.5 4.3 5.5 2,298 541 -5,434 5,722 -8,224 8,832 10.6 4.1 5.2 2,177 528 -5,322 5,610 -8,057 8,665 11.1 26.3 48.1 9,719 370 -3,314 3,602 -5,025 5,633 12.1 12.5 16.6 4,454 356 -3,257 3,545 -4,938 5,546 13.1 18.0 28.5 5,701 317 -2,849 3,137 -4,313 4,921 2.1 26.3 48.1 7,117 271 -2,405 2,693 -3,633 4,241 3.1 30.0 57.5 8,017 267 -2,363 2,651 -3,569 4,177 4.1 3.7 3.8 1,370 373 -3,807 4,095 -5,951 6,559 4.2 3.8 4.4 1,575 420 -4,279 4,567 -6,455 7,063 4.3 5.2 7.8 2,809 544 -5,334 5,622 -8,041 8,649 4.4 3.8 4.4 1,575 420 -4,279 4,567 -6,455 7,063 4.5 3.7 3.8 1,370 373 -3,807 4,095 -5,951 6,559 4.6 4.3 5.6 2,016 470 -4,701 4,989 -7,091 7,699 4.7 9.0 15.3 5,529 614 -5,772 6,060 -8,789 9,397 4.8 4.3 5.6 2,016 470 -4,701 4,989 -7,091 7,699 5.1 14.0 19.7 4,249 304 -2,751 3,039 -4,163 4,771 5.2 14.0 19.7 4,249 304 -2,751 3,039 -4,163 4,771 6.1 19.8 32.5 5,808 294 -2,633 2,921 -4,016 4,624 6.3 31.8 62.1 11,088 348 -3,102 3,390 -4,672 5,280 6.4 24.1 42.8 7,648 318 -2,836 3,124 -4,302 4,910 7.1 18.2 28.9 4,741 261 -2,332 2,620 -3,545 4,153 7.2 24.0 42.6 6,998 292 -2,597 2,885 -3,917 4,525 7.3 23.4 41.2 6,766 289 -2,575 2,863 -3,886 4,494 11 4.1 8.3 150.4 5,077 4,643 12 4.1 6.4 90.2 2,326 2,127 13 4.1 12.3 59.6 2,978 2,723 2 4.1 24.4 37.6 3,717 3,399 3 4.1 18.6 55.4 4,188 3,830 4 4.1 6.0 389.6 9,537 8,722 5 4.1 15.5 70.6 4,439 4,060 6 4.1 12.0 264.2 12,820 11,724 7 4.1 3.6 665.0 9,666 8,839 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall 14th Floor Px-x= 1.0 py-y= 1.0 I Trib above Effective Vwajl This Level Accumulated (ASD) Line f Width Depth Vhie Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 4.1 12.5 37.6 1,910 1,747 1.1 19.7 32.4 3,657 186 -1,634 1,922 -2,454 3,062 10 4.1 5.0 356.2 7,276 6,654 8 4.1 10.5 77.5 3,288 3,007 9 4.1 11.5 95.5 4,454 4,073 8.1 22.5 39.0 6,294 280 -2,492 2,780 -3,767 4,375 9.1 14.0 19.7 4,263 305 -2,760 3,048 -4,177 4,785 10-11579 L-2.113 5.115 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall 4th Floor px.x= 1.0 p= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line fi Width Depth Vije Vim Wall L k Vail (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 9.2 14.0 19.7 4,263 305 -2,760 3,048 -4,177 4,785 A 4.1 9.0 147.5 5,391 4,931 A.1 4.3 5.8 2,617 616 -6,197 6,485 -9,259 9,867 A.2 7.1 10.3 4,619 652 -6,231 6,519 -9,290 9,898 A.3 3.5 3.4 1,543 441 -5,052 5,372 -7749 8,389 A.4 3.5 3.4 1,543 441 -5,052 5,372 -7,749 8,389 B 4.1 12.7 69.8 3,589 3,282 B.1 19.0 30.8 6,870 362 -3,260 3,548 -4,942 5,550 C 4.1 12.7 99.0 5,085 4,650 C.1 22.3 38.6 9,735 436 -3,930 4,218 -5,968 6,576 D 4.1 8.9 70.8 2,550 2,332 D.1 15.6 23.1 4,883 313 -2,831 3,119 -4,285 4,893 E 4.1 12.2 109.4 5,422 4,958 E.1 26.3 48.1 10,380 395 -3,545 3,833 -5,379 5,987 F 4.1 18.6 47.0 3,546 3,243 F.1 26.3 46.5 6,789 259 -2,290 2,578 -3,457 4,065 G 4.1 13.5 85.6 4,685 4,285 G.1 30.1 57.7 8,970 298 -2,646 2,934 -4,003 4,611 H 4.1 13.5 68.0 3,723 3,404 H.1 22.0 37.8 7,127 324 -2,901 3,189 -4,392 5,000 I 4.1 13.5 72.1 3,948 3,610 1.1 26.3 48.1 7,558 288 -2,559 2,847 -3,869 4,477 J 4.1 13.5 64.8 3,556 3,252 J.1 26.3 48.1 6,808 259 -2,297 2,585 -3,468 4,076 K 4.1 18.5 106.1 7,982 7,300 K.1 23.9 42.4 7,641 320 -2,856 3,144 -4,324 4,932 K.2 23.9 42.4 7,641 320 -2,856 3,144 -4,324 4,932 L 4.1 5.1 149.7 3,108 2,842 L.1 4.1 5.8 2,975 721 -7,303 7,591 -11,131 11,739 L.2 4.1 5.8 2,975 721 -7,303 7,591 -11,131 11,739 M 4.1 15.6 131.0 8,278 7,571 M.1 14.0 19.7 3,962 283 -2,560 2,848 -3,870 4,478 M.2 14.0 19.7 3,962 283 -2,560 2,848 -3,870 4,478 M.3 14.0 19.7 3,962 283 -2,560 2,848 -3,870 4,478 M.4 14.0 19.7 3,962 283 -2,560 2,848 -3,870 4,478 N 4.1 16.9 157.5 10,812 9,888 N.1 16.3 24.6 6,760 416 -3,780 4,068 -5,785 6,393 N.3 17.3 26.8 7,373 427 -3,879 4,167 -5,925 6,533 N.5 15.2 23.9 6,567 433 -3,947 4,235 -5,903 6,511 10-11579 L-2.114 5.116 10.1 4.1 6.4 2,916 707 -7,156 7,444 -15,213 16,109 10.2 4.3 6.7 3,083 726 -7,318 7,606 -15,542 16,438 10.3 4.3 7.5 3,431 799 -8,060 8,348 -17,017 17,913 10.4 4.3 7.5 3,431 799 -8,060 8,348 -17,017 17,913 10.5 4.3 6.7 3,083 726 -7,318 7,606 -15,542 16,438 10.6 4.1 6.4 2,916 707 -7,156 7,444 -15,213 16,109 11.1 26.3 66.7 13,158 501 -4,516 4,804 -9,542 10,438 12.1 12.5 21.7 6,029 482 -4,439 4,727 -9,377 10,273 13.1 18.0 38.3 7,718 429 -3,886 4,174 -8,199 9,095 2.1 26.3 66.7 9,635 367 -3,285 3,573 -6,917 7,813 3.1 30.0 80.4 10,854 362 -3,229 3,517 -6,798 7,694 4.1 3.7 4.6 1,835 500 -5,126 5,414 -11,076 11,972 4.2 3.8 5.3 2,103 561 -5,740 6,028 -12,195 13,091 4.3 5.2 9.7 3,818 739 -7,281 7,569 -15,322 16,218 4.4 3.8 5.3 2,103 561 -5,740 6,028 -12,195 13,091 4.5 3.7 4.6 1,835 500 -5,126 5,414 -11,076 11,972 4.6 4.3 6.9 2,711 632 -6,352 6,640 -13,443 14,339 4.7 9.0 19.2 7,606 845 -7,971 8,259 -16,759 17,655 4.8 4.3 6.9 2,711 632 -6,352 6,640 -13,443 14,339 5.1 14.0 25.9 5,753 411 -3,754 4,042 -7,917 8,813 5.2 14.0 25.9 5,753 411 -3,754 4,042 -7,917 8,813 6.1 19.8 44.1 7,697 390 -3,516 3,804 -7,532 8,428 6.3 31.8 87.2 15,237 479 -4,294 4,582 -8,966 9,862 6.4 24.1 58.9 10,295 427 -3,846 4,134 -8,148 9,044 7.1 18.2 38.9 6,318 348 -3,136 3,424 -6,681 7,577 7.2 24.0 58.6 9,534 397 -3,568 3,856 -7,486 8,382 7.3 23.4 56.6 9,201 393 -3,531 3,819 -7,416 8,312 11 2.7 8.3 150.4 3,439 9,719 12 2.7 6.4 90.2 1,576 4,454 13 2.7 12.3 59.6 2,017 5,701 2 2.7 24.4 37.6 2,518 7,117 3 2.7 18.6 55.4 2,837 8,017 4 2.7 6.0 389.6 6,461 18,260 5 2.7 15.5 70.6 3,007 8,499 6 2.7 12.0 264.2 8,685 24,544 7 2.7 3.6 665.0 6,548 18,505 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall 3rd Floor px.x= 1.0 py.y = 1.0 Trib above Effective Vwajj This Level Accumulated (ASD) Line f Width Depth Vhie Vim, Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 2.7 12.5 37.6 1,294 3,657 1.1 19.7 43.8 4,952 252 -2,242 2,530 -4,696 5,592 10 2.7 5.0 356.2 4,929 13,931 8 2.7 10.5 77.5 2,227 6,294 9 2.7 11.5 95.5 3,017 8,527 8.1 22.5 53.4 8,521 379 -3,403 3,691 -7,170 8,066 9.1 14.0 25.9 5,772 412 -3,766 4,054 -7,944 8,840 10-11579 L-2.115 5.117 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall 3rd Floor px-x= 1.0 p = 1.0 Trib above Effective Vwall This Level Accumulated (ASU) Line f Width Depth Viine Vine Wall L k Vwaji (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 9.2 14.0 25.9 5,772 412 -3,766 4,054 -7,944 8,840 A 2.7 9.0 147.5 3,652 10,322 A.1 4.3 7.4 3,589 844 -8,528 8,816 -17,787 18,683 A.2 7.1 12.9 6,297 889 -8,526 8,814 -17,816 18,712 A.3 3.5 4.2 2,044 584 -6,721 7,041 -14,470 15,430 A.4 3.5 4.2 2,044 584 -6,721 7,041 -14,470 15,430 B 2.7 12.7 69.8 2,431 6,870 B.1 19.0 39.6 9,301 490 -4,442 4,730 -9,384 10,280 C 2.7 12.7 99.0 3,445 9,735 C.1 22.3 52.8 13,179 590 -5,350 5,638 -11,318 12,214 D 2.7 8.9 70.8 1,728 4,883 D.1 15.6 30.7 6,610 424 -3,861 4,149 -8,146 9,042 E 2.7 12.2 109.4 3,673 10,380 E.1 26.3 66.7 14,052 535 -4,829 5,117 -10,207 11,103 F 2.7 18.6 47.0 2,402 6,789 F.1 26.3 63.9 9,191 350 -3,130 3,418 -6,587 7,483 G 2.7 13.5 85.6. 3,174 8,970 G.1 30.1 80.7 12,144 404 -3612 3,900 -7,614 8,510 H 2.7 13.5 68.0 2,522 7,127 H.1 22.0 51.7 9,649 439 -3,956 4,244 -8,348 9,244 I 2.7 13.5 72.1 2,674 7,558 1.1 26.3 66.7 10,233 390 -3,494 3,782 -7,363 8,259 J 2.7 13.5 64.8 2,409 6,808 J.1 26.3 66.7 9,217 351 -3,139 3,427 -6,607 7,503 K 2.7 18.5 106.1 5,407 15,282 K.1 23.9 58.3 10,345 433 -3,896 4,184 -8,220 9,116 K.2 23.9 58.3 10,345 433 -3,896 4,184 -8,220 9,116 L 2.7 5.1 149.7 2,105 5,950 L.1 1.0 32.0 8,055 8,055 -133,773 133,453 -144,904 145,192 M 2.7 15.6 131.0 5,608 15,849 M.1 14.0 25.9 5,364 383 -3,495 3,783 -7,365 8,261 M.2 14.0 25.9 5,364 383 -3,495 3,783 -7,365 8,261 M.3 14.0 25.9 5,364 383 -3,495 3,783 -7,365 8,261 M.4 14.0 25.9 5,364 383 -3,495 3,783 -7,365 8,261 N 2.7 16.9 157.5 7,324 20,700 N.1 7.8 9.8 3,307 427 -4,023 4,311 -9,807 10,703 N.2 7.8 12.4 4,175 539 -5,100 5,388 -5,100 5,388 N.3 17.3 32.0 10,823 627 -5,733 6,021 -11,658 12,554 N.5 15.2 28.8 9,718 641 -5,881 6,169 -11,784 12,680 10-11579 L-2.116 5.118 10.1 4.1 6.1 3,287 797 -8,976 9,296 -24,189 25,405 10.2 4.3 6.5 3,480 819 -9,189 9,509 -24,731 25,947 10.3 4.3 7.1 3,818 890 -9,978 10,298 -26,995 28,211 10.4 4.3 7.1 3,818 890 -9,978 10,298 -26,995 28,211 10.5 4.3 6.5 3,480 819 -9,189 9,509 -24,731 25,947 10.6 4.1 6.1 3,287 797 -8,976 9,296 -24,189 25,405 11.1 26.3 57.3 14,771 563 -5,644 5,964 -15,186 16,402 12.1 12.5 18.2 6,768 541 -5,548 5,868 -14,926 16,142 13.1 18.0 32.6 8,664 481 -4,859 5,179 -13,058 14,274 3.1 30.0 64.3 17,541 585 -5,269 5,557 -12,067 13,251 4.1 3.7 3.8 1,803 491 -5,597 5,917 -16,673 17,889 4.2 3.8 5.1 2,404 641 -7,304 7,624 -19,500 20,716 4.3 5.2 9.4 4,425 856 -9,389 9,709 -24,711 25,927 4.4 3.8 5.1 2,404 641 -7,304 7,624 -19,500 20,716 4.5 3.7 3.8 1,803 491 -5,597 5,917 -16,673 17,889 4.6 4.3 6.6 3,116 726 -8,127 8,447 -21,570 22,786 4.7 9.0 18.4 8,679 964 -10,118 10,438 -26,878 28,094 4.8 4.3 6.6 3,116 726 -8,127 8,447 -21,570 22,786 5.1 14.0 21.9 6,458 461 -4,694 5,014 -12,611 13,827 5.2 14.0 21.9 6,458 461 -4,694 5,014 -12,611 13,827 6.1 19.8 42.6 8,415 426 -4,279 4,599 -11,812 13,028 6.3 31.8 88.2 17,418 547 -5,467 5,787 -14,433 15,649 6.4 24.1 58.1 11,469 476 -4,771 5,091 -12,919 14,135 7.1 18.2 37.3 6,960 383 -3,847 4,167 -10,529 11,745 7.2 24.0 57.8 10,782 449 -4,496 4,816 -11,982 13,198 7.3 23.4 55.6 10,382 443 -4,438 4,758 -11,854 13,070 8.1 22.5 45.7 9,566 425 -4,256 4,576 -11,426 12,642 9.1 14.0 21.9 6,479 463 -4,709 5,029 -12,653 13,869 9.2 14.0 21.9 6,479 463 -4,709 5,029 -12,653 13,869 11 1.3 8.3 150.4 1,613 13,158 12 1.3 6.4 90.2 739 6,029 13 1.3 12.3 59.6 946 7,718 3 1.3 18.6 55.4 1,330 16,211 4 1.3 6.0 389.6 3,030 24,721 5 1.3 15.5 70.6 1,410 11,506 6 1.3 12.0 264.2 4,073 33,229 7 1.3 3.6 665.0 3,071 25,052 8 1.3 10.5 77.5 1,044 8,521 9 1.3 11.5 95.5 1,415 11,544 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall 12nd Floor x-x= 1.0 py-y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Vii, Vijne Wall L k Vwaii (AsD) Uplift Comp Uplift Comp psI ft ft lb lb ft kip/in lb plf lb lb lb lb 1 1.3 12.5 37.6 607 10,411 1.1 19.7 28.4 11,018 560 -5,655 5,975 -10,351 11,567 10 1.3 5.0 356.2 2,312 18,860 I A 1.3 9.0 147.5 1,713 13,974 10-11579 L-2.II17 5.119 Lateral Load Analysis - Plan 2 Flex Diaph - Shear Wall 2nd Floor Px-x 1.0 py.y 1.0 Trib above Effective V'all This Level Accumulated (ASD) Line f Width Depth Vii,,, Viine Wall L k V'aij (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb pit lb lb lb lb A.1 4.3 7.0 3,861 908 -10,202 10,522 -27,989 29,205 A.2 7.1 12.0 6,621 935 -9,966 10,286 -27,782 28,998 A.3 3.5 4.7 2,602 744 -8,582 8,902 -23,053 24,333 A.4 3.5 4.7 2,602 744 -8,582 8,902 -23,053 24,333 B 1.3 12.7 69.8 1,140 9,301 B.1 19.0 34.5 10,441 550 -5,552 5,872 -14,936 16,152 C 1.3 12.7 99.0 1,615 13,179 C.1 22.3 51.7 14,795 662 -6,684 7,004 -18,002 19,218 D 1.3 8.9 70.8 810 6,610 D.1 15.6 26.0 7,421 476 -4,828 5,148 -12,974 14,190 E 1.3 12.2 109.4 1,722 14,052 E.1 26.3 57.3 15,775 601 -6,034 6,354 -16,241 17,457 F 1.3 18.6 47.0 1,127 9,191 F.1 26.3 54.8 10,318 393 -3,915 4,235 -10,502 11,718 G 1.3 13.5 85.6 1,488 12,144 G.1 30.1 69.6 13,633 453 -4,516 4,836 -12,130 13,346 H 1.3 13.5 68.0 1,183 9,649 H.1 22.0 44.2 10,832 492 -4,946 5,266 -13,294 14,510 I 1.3 13.5 72.1 1,254 10,233 1.1 26.3 57.3 11,487 438 -4,369 4,689 -11,732 12,948 J 1.3 13.5 64.8 1,130 9,217 J.1 26.3 57.3 10,347 394 2,680 -3,256 -3,926 4,246 K 1.3 18.5 106.1 2,536 20,690 K.1 23.9 49.9 11,613 486 -4,871 5,191 -13,091 14,307 K.2 23.9 49.9 11,613 486 -4,871 5,191 -13,091 14,307 L 1.3 5.1 149.7 987 8,055 L.1 4.1 8.1 4,619 1,120 -12,649 12,969 -157,553 158,161 L.2 4.1 7.8 4,423 1,072 -12,111 12,431 -12,111 12,431 M 1.3 15.6 131.0 2,630 21,457 M.1 14.0 21.9 6,022 430 -4,370 4,690 -11,735 12,951 M.2 14.0 21.9 6,022 430 -4,370 4,690 -11,735 12,951 M.3 14.0 21.9 6,022 430 -4,370 4,690 -11,735 12,951 M.4 14.0 21.9 6,022 430 -4,370 4,690 -11,735 12,951 N 1.3 16.9 157.5 3,435 28,024 N.1 7.8 8.7 2,610 337 -3,508 3,828 -13,315 14,531 N.2 7.8 10.4 3,130 404 -4,225 4,545 -9,325 9,933 N.3 8.3 9.8 2,935 356 -3,695 4,015 -15,352 16,568 N.4 15.8 39.4 11,813 750 -7,654 7,974 -7,654 7,974 N.5 15.2 36.6 10,972 723 -7,389 7,709 -19,173 20,389 10-11579 L-2.118 5.120 11 22.4 8.3 6.0 1,184 0 12 22.4 6.4 6.0 904 0 13 22.4 12.3 6.0 1,753 0 2 22.4 24.4 6.0 3,464 0 3 22.4 18.6 6.0 2,649 0 4 22.4 6.0 6.0 858 0 Lateral Load Analysis - Plan 2 Wind - Shear Wall Roof Projected Above Effective V'a1l This Level Accumulated (ASD) Line Pwind Width Height Viine Vijue Wall L k Vwa (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft Kim V(lb) p11 lb lb lb lb 1 22.4 12.5 6.0 1,781 0 1.1 19.7 17.4 1,781 54.3 -437 757 -437 757 10 22.4 5.0 6.0 716 0 5 22.4 15.5 6.0 2,204 0 6 22.4 12.0 6.0 1.702 0 I 7 22.4 3.6 6.0 510 0 10.1 4.1 2.5 110 16.0 -62 382 -62 382 10.2 4.3 2.7 116 16.4 -66 386 -66 386 10.3 4.3 3.0 131 18.4 -88 408 -88 408 10.4 4.3 3.0 131 18.4 -88 408 -88 408 10.5 4.3 2.7 116 16.4 -66 386 -66 386 10.6 4.1 2.5 110 16.0 -62 382 -62 382 11.1 26.3 25.3 1,184 27.1 -156 476 -156 476 12.1 12.5 9.4 904 43.4 -332 652 -332 652 13.1 18.0 15.5 1,753 58.4 -481 801 -481 801 2.1 26.3 25.3 3,464 79.2 -687 1,007 -687 1,007 3.1 30.0 29.9 2.649 53.0 -419 739 -419 739 4.1 3.7 2.0 70 11.4 -12 332 -12 332 4.2 3.8 2.1 73 11.6 -14 334 -14 334 4.3 5.2 3.8 129 14.9 -45 365 -45 365 4.4 3.8 2.1 73 11.6 -14 334 -14 334 4.5 3.7 2.0 70 11.4 -12 332 -12 332 4.6 4.3 2.7 93 12.9 -27 347 -27 347 4.7 9.0 7.6 260 17.3 -64 384 -64 384 4.8 4.3 2.7 93 12.9 -27 347 -27 347 5.1 14.0 11.0 1,102 47.3 -370 690 -370 690 5.2 14.0 11.0 1.102 47.3 -370 690 -370 690 6.1 19.8 17.5 412 12.5 -9 329 -9 329 6.3 31.8 32.1 756 14.2 -25 345 -25 345 6.4 24.1 22.7 533 13.3 -16 336 -16 336 10-11579 L-2.119 5.121 Lateral Load Analysis - Plan 2 Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASD) Line Pw111d Width Height Viine Vhnc Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V1(lb) plf lb lb lb lb 7.1 18.2 15.7 133 4.4 0 245 0 245 7.2 24.0 22.6 191 4.8 0 249 0 249 7.3 23.4 21.9 185 4.7 0 249 0 249 8 22.4 10.5 6.0 1,488 0 8.1 22.5 20.8 1,488 39.7 -286 606 -286 606 9 22.4 11.5 6.0 1,636 0 9.1 14.0 11.0 818 35.1 -244 564 -244 564 9.2 14.0 11.0 818 35.1 -244 564 -244 564 A 22.9 9.0 6.0 1,310 0 A.1 4.3 3.0 314 44.4 -383 703 -383 703 A.2 7.1 5.2 551 46.7 -382 702 -382 702 A.3 3.5 2.1 222 38.1 -325 645 -325 645 A.4 3.5 2.1 222 38.1 -325 645 -325 645 B 22.9 12.7 6.0 1,844 0 8.1 19.0 16.7 1,844 58.2 -478 798 -478 798 C 22.9 12.7 6.0 1,842 0 C.1 22.3 20.6 1,842 49.5 -386 706 -386 706 D 22.9 8.9 6.0 1,291 0 D.1 15.6 12.7 1,291 49.7 -393 713 -393 713 F 22.9 12.2 6.0 1,776 0 E.1 26.3 25.3 1,776 40.6 -294 614 -294 614 F 22.9 18.6 6.0 2,702 0 F.1 26.3 24.6 2,702 61.8 -510 830 -510 830 G 22.9 13.5 6.0 1,962 0 G.1 30.1 30.0 1,962 39.1 -278 598 -278 598 H 22.9 13.5 6.0 1,963 0 H.1 22.0 20.2 1,963 53.5 -428 748 -428 748 I 22.9 13.5 6.0 1,962 0 1.1 26.3 25.3 1,962 44.8 -337 657 -337 657 J 22.9 13.5 6.0 1,968 0 J.1 26.3 25.3 1,968 45.0 -339 659 -339 659 K 22.9 18.5 6.0 2,696 0 K.1 23.9 22.5 1,348 33.8 -226 546 -226 546 K.2 23.9 22.5 1,348 33.8 -226 546 -226 546 L 22.9 5.1 6.0 744 0 L.1 4.1 3.0 372 54.1 -496 816 -496 816 L.2 4.1 3.0 372 54.1 -496 816 -496 816 10-11579 L-2.120 5.122 Lateral Load Analysis - Plan 2 Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwnd Width Height Viine Viine Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb M 22.9 15.6 6.0 2,266 0 M.1 14.0 11.0 566 24.3 -132 452 -132 452 M.2 14.0 11.0 566 24.3 -132 452 -132 452 M.3 14.0 11.0 566 24.3 -132 452 -132 452 M.4 14.0 11.0 566 24.3 -132 452 -132 452 N 22.9 16.9 6.0 2,460 0 N.1 16.3 13.5 822 30.3 -193 513 -193 513 N.3 17.3 14.6 891 31.0 -199 519 -199 519 N.5 15.2 12.3 747 29.6 -186 506 -186 506 4th Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pj Width Height Vi Vii Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V,(lb) plf lb lb lb lb 1 21.5 12.5 10.5 2,828 1,781 1.1 19.7 32.4 4,609 140.6 -1,190 1,478 -1,627 2,235 10 21.5 5.0 10.5 1,138 716 10.1 4.1 5.2 290 42.1 -324 612 -386 994 10.2 4.3 5.5 306 43.2 -332 620 -399 1,007 10.3 4.3 5.9 331 46.3 -364 652 -452 1,060 10.4 4.3 5.9 331 46.3 -364 652 -452 1,060 10.5 4.3 5.5 306 43.2 -332 620 -399 1,007 10.6 4.1 5.2 290 42.1 -324 612 -386 994 11 21.5 8.3 10.5 1,880 1,184 11.1 26.3 48.1 3,064 70.0 -534 822 -690 1,298 12 21.5 6.4 10.5 1,437 904 12.1 12.5 16.6 2,341 112.4 -945 1,233 -1,278 1,886 13 21.5 12.3 10.5 2,784 1,753 13.1 18.0 28.5 4,536 151.2 -1,292 1,580 -1,773 2,381 2 21.5 24.4 10.5 5,501 3,464 2.1 26.3 48.1 8,965 204.9 -1,772 2,060 -2,459 3,067 3 21.5 18.6 10.5 4,207 2,649 3.1 30.0 57.5 6,856 137.1 -1,147 1,435 -1,566 2,174 4 21.5 6.0 10.5 1,363 858 4.1 3.7 3.8 167 27.3 -176 464 -188 796 10-11579 L-2.121 5.123 B 22.1 12.7 10.5 2,937 1,844 C 22.1 12.7 10.5 2,933 1,842 D 22.1 8.9 10.5 2,055 1,291 E 22.1 12.2 10.5 2,828 1,776 Lateral Load Analysis - Plan 2 Wind - Shear Wall 4th Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line PwI1d Width Height Vine Vijue Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in Vi(lb) plf lb lb lb lb 4.2 3.8 4.4 192 30.7 -210 498 -224 832 4.3 5.2 7.8 342 39.7 -287 575 -333 941 4.4 3.8 4.4 192 30.7 -210 498 -224 832 4.5 3.7 3.8 167 27.3 -176 464 -188 796 4.6 4.3 5.6 245 34.3 -241 529 -268 876 4.7 9.0 15.3 673 44.9 -319 607 -383 991 4.8 4.3 5.6 245 34.3 -241 529 -268 876 5 21.5 15.5 10.5 3,501 2,204 6 21.5 12.0 10.5 2,703 1,702 7 21.5 3.6 10.5 809 510 5.1 14.0 19.7 2,853 122.3 -1,034 1,322 -1,404 2,012 5.2 14.0 19.7 2,853 122.3 -1,034 1,322 -1,404 2,012 6.1 19.8 32.5 1,042 31.7 -184 472 -193 801 6.3 31.8 62.1 1,990 37.5 -235 523 -260 868 6.4 24.1 42.8 1,372 34.2 -206 494 -222 830 7.1 18.2 28.9 338 11.2 0 283 0 528 7.2 24.0 42.6 499 12.5 0 295 0 543 7.3 23.4 41.2 482 12.4 0 294 0 542 8 21.5 10.5 10.5 2,364 1,488 9 21.5 11.5 10.5 2,598 1,636 8.1 22.5 39.0 3,852 102.7 -837 1,125 -1,123 1,731 9.1 14.0 19.7 2,117 90.7 -739 1,027 -983 1,591 9.2 14.0 19.7 2,117 90.7 -739 1,027 -983 1,591 A 22.1 9.0 10.5 2,086 1,310 A.1 4.3 5.8 861 121.5 -1,132 1,420 -1,514 2,122 A.2 7.1 10.3 1,520 128.7 -1,139 1,427 -1,521 2,129 A.3 3.5 3.4 508 87.0 -895 1,215 -1,220 1,860 A.4 3.5 3.4 508 87.0 -895 1,215 -1,220 1,860 B.1 19.0 30.8 4,780 151.0 -1,287 1,575 -1,765 2,373 C.1 22.3 38.6 4,774 128.3 -1,073 1,361 -1,459 2,067 D.1 15.6 23.1 3,346 128.8 -1,090 1,378 -1,483 2,091 E.1 26.3 48.1 4,604 105.2 -858 1,146 -1,151 1,759 10-11579 L-2.122 5.124 Lateral Load Analysis - Plan 2 Wind - Shear Wail 4th Floor Projected Above Effective Vwail This Level Accumulated (ASD) Line PId Width Height Vhne Vim, Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) pit lb lb lb lb F 22.1 18.6 10.5 4,303 2,702 F.1 26.3 46.5 7,005 160.1 -1,361 1,649 -1,871 2,479 G 22.1 13.5 10.5 3,125 1,962 G.1 30.1 57.7 5,088 101.5 -821 1,109 -1,099 1,707 H 22.1 13.5 10.5 3,126 1,963 H.1 22.0 37.8 5,089 138.8 -1,170 1,458 -1,598 2,206 I 22.1 13.5 10.5 3,125 1,962 1.1 26.3 48.1 5,087 116.3 -959 1,247 -1,296 1,904 J 22.1 13.5 10.5 3,134 1,968 J.1 26.3 48.1 5,102 116.6 -962 1,250 -1,301 1,909 K 22.1 18.5 10.5 4,293 2,696 K.1 23.9 42.4 3,494 87.7 -698 986 -924 1,532 K.2 23.9 42.4 3,494 87.7 -698 986 -924 1,532 L 22.1 5.1 10.5 1,185 744 L.1 4.1 5.8 965 140.3 -1,329 1,617 -1,825 2,433 L.2 4.1 5.8 965 140.3 -1,329 1,617 -1,825 2,433 M 22.1 15.6 10.5 3,608 2,266 M.1 14.0 19.7 1,468 63.0 -480 768 -611 1,219 M.2 14.0 19.7 1,468 63.0 -480 768 -611 1,219 M.3 14.0 19.7 1,468 63.0 -460 768 -611 1,219 M.4 14.0 19.7 1,468 63.0 -480 768 -611 1,219 N 22.1 16.9 10.5 3,918 2,460 N.1 16.3 24.6 2,083 76.9 -606 894 -799 1,407 N.3 17.3 26.8 2,272 79.0 -624 912 -824 1,432 N.5 15.2 23.9 2,024 80.1 -637 925 -823 1,431 3rd Floor Projected Above Effective VaIl This Level Accumulated (ASD) Line Pwind Width Height Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) pIt lb lb lb lb 1 20.5 12.5 10.0 2,563 4,609 1.1 19.7 43.8 7,172 218.8 -1,912 2,200 -3,540 4,436 10 20.5 5.0 10.0 1,031 1,854 10.1 4.1 6.4 446 64.9 -556 844 -942 1,838 10.2 4.3 6.7 472 66.6 -571 859 -970 1,866 10-11579 L-2.123 5.125 11.1 26.3 66.7 4,768 109.0 -892 1,180 -1,582 2,478 12.1 12.5 21.7 3,643 174.9 -1,531 1,819 -2,809 3,705 13.1 18.0 38.3 7,059 235.3 -2,070 2,358 -3,843 4,739 2.1 26.3 66.7 13,951 318.9 -2,818 3,106 -5,277 6,173 12 20.5 6.4 10.0 1,302 2,341 13 20.5 12.3 10.0 2,523 4,536 2 20.5 24.4 10.0 4,986 8,965 Lateral Load Analysis - Plan 2 Wind - Shear Wall 3rd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line P.Ii1d Width Height Vijne Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft Kin V(lb) plf lb lb lb lb 10.3 4.3 7.5 525 73.4 -639 927 -1091 1,987 10.4 4.3 7.5 525 73.4 -639 927 -1,091 1,987 10.5 4.3 6.7 472 66.6 -571 859 -970 1,866 10.6 4.1 6.4 446 64.9 -556 844 -942 1,838 11 20.5 8.3 10.0 1,704 3,064 3 20.5 18.6 10.0 3,813 6,856 4 20.5 6.0 10.0 1,236 2,222 3.1 30.0 80.4 10,670 213.4 -1,845 2,133 -3,411 4,307 5 20.5 15.5 10.0 3,173 5,706 6 20.5 12.0 10.0 2,450 4,404 7 20.5 3.6 10.0 734 1.319 8 20.5 10.5 10.0 2,142 3,852 4.1 3.7 4.6 257 41.9 -329 617 -517 1,413 4.2 3.8 5.3 294 47.1 -381 669 -605 1,501 4.3 5.2 9.7 534 62.0 -510 798 -843 1,739 4.4 3.8 5.3 294 47.1 -381 669 -605 1,501 4.5 3.7 4.6 257 41.9 -329 617 -517 1,413 4.6 4.3 6.9 379 53.0 -432 720 -700 1,596 4.7 9.0 19.2 1,064 70.9 -568 856 -951 1,847 4.8 4.3 6.9 379 53.0 -432 720 -700 1,596 5.1 14.0 25.9 4,440 190.3 -1,668 1,956 -3,072 3,968 5.2 14.0 25.9 4,440 190.3 -1,668 1,956 -3,072 3,968 6.1 19.8 44.1 1,588 48.2 -337 625 -530 1,426 6.3 31.8 87.2 3,143 59.2 -434 722 -693 1,589 6.4 24.1 58.9 2,123 52.9 -378 666 -600 1,496 7.1 18.2 38.9 518 17.1 0 338 0 867 7.2 24.0 58.6 781 19.5 -7 359 -7 903 7.3 23.4 56.6 754 19.3 -4 358 -4 900 I 8.1 22.5 53.4 5,994 159.8 -1,363 1,651 -2,487 3,383 10-11579 L-2.124 5.126 Lateral Load Analysis - Plan 2 Wind - Shear Walt 3rd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwind Width Height Vim, Viine Wall L k Vwa (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 9 20.5 11.5 10.0 2,354 4,233 9.1 14.0 25.9 3,294 141.2 -1,210 1,498 -2,193 3,089 9.2 14.0 25.9 3,294 141.2 -1,210 1,498 -2,193 3,089 A 21.0 9.0 10.0 1,893 3,396 A.1 4.3 7.4 1,358 191.7 -1,848 2,136 -3,362 4,258 A.2 7.1 12.9 2,384 201.9 -1,847 2,135 -3,368 4,264 A.3 3.5 4.2 774 132.6 -1,427 1,747 -2,648 3,608 A.4 3.5 4.2 774 132.6 -1,427 1,747 -2,648 3,608 B 21.0 12.7 10.0 2,665 4,780 C 21.0 12.7 10.0 2,662 4,774 D 21.0 8.9 10.0 1,865 3,346 E 21.0 12.2 10.0 2,567 4,604 E.1 26.3 66.7 7,171 163.9 -1,396 1,684 -2,547 3,443 B.1 19.0 39.6 7,445 235.1 -2,065 2,353 -3,831 4,727 C.1 22.3 52.8 7,436 199.8 -1,731 2,019 -3,190 4,086 D.1 15.6 30.7 5,211 200.6 -1,758 2,046 -3,241 4,137 F 21.0 18.6 10.0 3,905 7,005 G 21.0 13.5 10.0 2,836 5,088 H 21.0 13.5 10.0 2,837 5,089 I 21.0 13.5 10.0 2,836 5,087 J 21.0 13.5 10.0 2,844 5,102 K 21.0 18.5 10.0 3,896 6,989 L 21.0 5.1 10.0 1,076 1,930 I M 21.0 15.6 10.0 3,274 5,874 I N 21.0 16.9 10.0 3,556 6,379 10-11579 L-2.125 5.127 F.1 26.3 63.9 10,911 249.4 -2,180 2,468 -4,051 4,947 G.1 30.1 80.7 7,924 158.0 -1,338 1,626 -2,437 3,333 H.1 22.0 51.7 7,926 216.2 -1,883 2,171 -3,481 4,377 1.1 26.3 66.7 7,923 181.1 -1,553 1,841 -2,849 3,745 J.1 26.3 66.7 7,946 181.6 -1,558 1,846 -2,859 3,755 K.1 23.9 58.3 5,442 136.6 -1,148 1,436 -2,072 2,968 K.2 23.9 58.3 5,442 136.6 -1,148 1,436 -2,072 2,968 L.1 1.0 32.0 3,005 1,803.1 -30,522 30,202 -32,347 32,635 M.1 14.0 25.9 2,287 98.1 -807 1,095 -1,419 2,315 M.2 14.0 25.9 2,287 98.1 -807 1,095 -1,419 2,315 M.3 14.0 25.9 2,287 98.1 -807 1,095 -1,419 2,315 M.4 14.0 25.9 2,287 98.1 -807 1,095 -1,419 2,315 Lateral Load Analysis - Plan 2 Wind - Shear Wall 3rd Floor Projected Above Effective VaIl This Level Accumulated (ASD) Line P1i Width Height Vtjne Vim Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft Kim V(lb) plf lb lb lb lb N.1 7.8 9.8 1,172 90.8 -765 1,053 -1,564 2,460 N.2 7.8 12.4 1,480 114.6 -994 1,282 -994 1,282 N.3 17.3 32.0 3,837 133.5 -1,129 1,417 -1,953 2,849 N.5 15.2 28.8 3,445 136.3 -1,160 1,448 -1,983 2,879 2nd Floor Projected Above Effective V'aIt This Level Accumulated (ASD) Line Pwli1d Width Height Vfine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 1 18.9 12.5 10.5 2,488 16,656 1.1 19.7 28.4 19,144 584.0 -5,872 6,192 -9,412 10,628 10 18.9 5.0 10.5 1,001 2,885 10.1 4.1 6.1 603 87.7 -878 1,198 -1,821 3,037 10.2 4.3 6.5 639 90.2 -902 1,222 -1,872 3,088 10.3 4.3 7.1 701 98.0 -989 1,309 -2,080 3,296 10.4 4.3 7.1 701 98.0 -989 1,309 -2,080 3,296 10.5 4.3 6.5 639 90.2 -902 1,222 -1,872 3,088 10.6 4.1 6.1 603 87.7 -878 1,198 -1,821 3,037 11 18.9 8.3 10.5 1,654 4,768 11.1 26.3 57.3 6,421 146.8 -1,376 1,696 -2,958 4,174 12 18.9 6.4 10.5 1,264 3,643 12.1 12.5 18.2 4,907 235.5 -2,333 2,653 -5,142 6,358 13 18.9 12.3 10.5 2,449 7,059 113.1 18.0 32.6 9,508 316.9 -3,140 3,460 -6983 8,199 3 18.9 18.6 10.5 3,701 19,976 I 3.1 30.0 64.3 23,677 473.5 -4,226 4,514 -7,637 8,821 4 18.9 6.0 10.5 1,199 3,458 4.1 3.7 3.8 303 49.5 -453 773 -970 2,186 4.2 3.8 5.1 403 64.5 -625 945 -1,230 2,446 4.3 5.2 9.4 743 86.2 -835 1,155 -1,677 2,893 4.4 3.8 5.1 403 64.5 -625 945 -1,230 2,446 4.5 3.7 3.8 303 49.5 -453 773 -970 2,186 4.6 4.3 6.6 523 73.1 -708 1,028 -1,407 2,623 4.7 9.0 18.4 1,456 97.1 -908 1,228 -1,859 3,075 10-11579 L-2.126 5.128 A.1 4.3 7.0 1,755 247.7 -2,688 3,008 -6,050 7,266 A.2 7.1 12.0 3,010 255.0 -2,623 2,943 -5,991 7,207 A.3 3.5 4.7 1,183 202.8 -2,246 2,566 -4,893 6,173 A.4 3.5 4.7 1,183 202.8 -2,246 2,566 -4,893 6,173 B.1 19.0 34.5 10,037 317.0 -3,135 3,455 -6,966 8,182 C.1 22.3 51.7 10,025 269.3 -2,635 2,955 -5,825 7,041 D.1 15.6 26.0 7,025 270.5 -2,675 2,995 -5,916 7,132 E.1 26.3 57.3 9,667 221.0 -2,132 2,452 -4,679 5,895 F.1 26.3 54.8 14,709 336.2 -3,307 3,627 -7,358 8,574 G.1 30.1 69.6 10,682 213.1 -2,047 2,367 -4,484 5,700 H.1 22.0 44.2 10,685 291.4 -2,862 3,182 -6,342 7,558 B 19.5 12.7 10.5 2,592 7,445 C 19.5 12.7 10.5 2,589 7,436 D 19.5 8.9 10.5 1,814 5,211 E 19.5 12.2 10.5 2,496 7,171 F 19.5 18.6 10.5 3,798 10,911 G 19.5 13.5 10.5 2,758 7,924 H 19.5 13.5 10.5 2,759 7,926 I 19.5 13.5 10.5 2,758 7,923 Lateral Load Analysis - Plan 2 Wind - Shear Wall 2nd Floor Projected Above Effective Vsvafl This Level Accumulated (ASD) Line Pwind Width Height Viine Vi Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 4.8 4.3 6.6 523 73.1 -708 1,028 -1,407 2,623 5 18.9 15.5 10.5 3,080 8,879 I 6 18.9 12.0 10.5 2,377 6,854 I 5.1 14.0 21.9 5,980 256.4 -2,539 2,859 -5,611 6,827 5.2 14.0 21.9 5,980 256.4 -2,539 2,859 -5,611 6,827 6.1 19.8 42.6 2,082 63.3 -529 849 -1,059 2,275 6.3 31.8 88.2 4,310 81.2 -705 1,025 -1,399 2,615 6.4 24.1 58.1 2,838 70.7 -602 922 -1,202 2,418 7 18.9 3.6 10.5 712 2,053 7.1 18.2 37.3 684 22.6 -83 432 -83 1,299 7.2 24.0 57.8 1,060 26.5 -151 471 -158 1,374 7.3 23.4 55.6 1,021 26.2 -147 467 -151 1,367 8 18.9 10.5 10.5 2,079 5,994 8.1 22.5 45.7 8,074 215.3 -2,082 2,402 -4,569 5,785 9 18.9 11.5 10.5 2,285 6,588 9.1 14.0 21.9 4,436 190.2 -1,852 2,172 4,045 5,261 9.2 14.0 21.9 4,436 190.2 -1,852 2,172 4,045 5,261 A 19.5 9.0 10.5 1,841 5,290 10-11579 L-2.127 5.129 Lateral Load Analysis - Plan 2 Wind - Shear Wall 2nd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pid Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in Vi(lb) plf lb lb lb lb 1.1 26.3 57.3 10,681 244.1 -2,369 2,689 -5,218 6,434 J 19.5 13.5 10.5 2,766 7,946 J.1 26.3 57.3 10,713 244.9 483 -1,059 -2,376 2,696 K 19.5 18.5 10.5 3,789 10,885 K.1 23.9 49.9 7,337 184.2 -1,761 2,081 -3,833 5,049 K.2 23.9 49.9 7,337 184.2 -1,761 2,081 -3,833 5,049 L 19.5 5.1 10.5 1,046 3,005 L.1 4.1 8.1 2,069 301.0 -3,305 3,625 -35,653 36,261 L.2 4.1 7.8 1,982 288.3 -3,160 3,480 -3,160 3,480 M 19.5 15.6 10.5 3,185 9,148 M.1 14.0 21.9 3,083 132.2 -1,251 1,571 -2,669 3,885 M.2 14.0 21.9 3,083 132.2 -1,251 1,571 -2,669 3,885 M.3 14.0 21.9 3,083 132.2 -1,251 1,571 -2,669 3,885 M.4 14.0 21.9 3,083 132.2 -1,251 1,571 -2,669 3,885 N 19.5 16.9 10.5 3,458 9,934 N.1 7.8 8.7 1,111 86.0 -800 1,120 -2,364 3,580 N.2 7.8 10.4 1,332 103.2 -983 1,303 -1,977 2,585 N.3 8.3 9.8 1,249 90.9 -847 1,167 -2,800 4,016 N.4 15.8 39.4 5,029 191.6 -1,859 2,179 -1,859 2,179 N.5 15.2 36.6 4,671 184.8 -1,791 2,111 -3,774 4,990 10-11579 L-2.128 5.130 Lateral Load Analysis - Plan 2 Rigid Diaphram - Load Eccentricity Roof X-X Direction Roof Y-Y Direction Ycm.134.7 X=89.2 L=167.0 L=192.4 Wall k kx d, Wall k, dx k, x d 1.1 17.4 42.7 744 A.1 3.0 -187.3 -553 10.1 2.5 168.2 423 A.2 5.2 -187.3 -969 10.2 2.7 168.2 447 A.3 2.1 -193.1 -403 10.3 3.0 168.2 505 A.4 2.1 -193.1 -403 10.4 3.0 168.2 505 B.1 16.7 -179.2 -2985 10.5 2.7 168.2 447 c.1 20.6 -160.1 -3297 10.6 2.5 168.2 423 D.1 12.7 -153.8 -1960 11.1 25.3 172.5 4365 E.1 25.3 -142.8 -3612 12.1 9.4 184.4 1725 F.1 24.6 -130.1 -3205 13.1 15.5 208.9 3238 G.1 30.0 -104.8 -3144 2.1 25.3 67.2 1699 H.1 20.2 -103.1 -2081 3.1 29.9 90.9 2717 1.1 25.3 -78.6 -1988 4.1 2.0 102.0 208 J.1 25.3 -76.1 -1925 4.2 2.1 102.0 216 K.1 22.5 -51.6 -1159 4.3 3.8 107.9 405 K.2 22.5 -51.6 -1159 4.4 2.1 102.0 216 L.1 3.0 -34.6 -104 4.5 2.0 102.0 208 L.2 3.0 -34.6 -104 4.6 2.7 107.9 292 M.1 11.0 -28.0 -307 4.7 7.6 107.9 819 M.2 11.0 -28.8 -316 4.8 2.7 107.9 292 M.3 11.0 -28.0 -307 5.1 11.0 113.7 1248 M.4 11.0 -28.8 -316 5.2 11.0 114.5 1257 N.1 13.5 -7.5 -101 6.1 17.5 135.0 2368 N.3 14.6 -7.5 -109 6.3 32.1 135.0 4341 N.5 12.3 -7.5 -92 6.4 22.7 135.0 3063 348.3 E -30598.8 7.1 15.7 141.0 2213 7.2 22.6 141.0 3185 7.3 21.9 141.0 3086 8.1 20.8 145.5 3024 9.1 11.0 161.6 1774 9.2 11.0 162.4 1783 E 361.4 E 47236.7 Yck = Z(Rx d)I R = 130.7 XcR = E (R X d)IE R = 87.9' e = [(Ycm ± 5% L) - YCR] e = [(Xcm ± 5% L) - YCRI +5% L -5% L +5% L -5% L -12.32 4.38 -8.28' 10.97' 10-11579 L-2.129 5.131 Lateral Load Analysis - Plan 2 Rigid Diaphram - Load Eccentricity 4th Floor X-X Direction 4th Floor Y-Y Direction Y.=134.7 X,.=-89.2 L=167.0 L=192.4 Wall k d.v kx d) Wall k d k) x d. 1.1 32.4 42.7 1380 A.1 5.8 -187.3 -1091 10.1 5.2 168.2 872 A.2 10.3 -187.3 -1926 10.2 5.5 168.2 920 A.3 3.4 -193.1 -663 10.3 5.9 168.2 997 A.4 3.4 -193.1 -663 10.4 5.9 168.2 997 B.1 30.8 -179.2 -5518 10.5 5.5 168.2 920 c.i 38.6 -160.1 -6186 10.6 5.2 168.2 872 D.1 23.1 -153.8 -3556 11.1 48.1 172.5 8305 E.1 48.1 -142.8 -6872 12.1 16.6 184.4 3061 F.1 46.5 -130.1 -6048 13.1 28.5 208.9 5956 G.1 57.7 -104.8 -6048 2.1 48.1 67.2 3234 H.1 37.8 -103.1 -3900 3.1 57.5 90.9 5226 1.1 48.1 -78.6 -3783 4.1 3.8 102.0 386 J.1 48.1 -76.1 -3663 4.2 4.4 102.0 444 1(1 42.4 -51.6 -2187 4.3 7.8 107.9 837 K.2 42.4 -51.6 -2187 4.4 4.4 102.0 444 L.1 5.8 -34.6 -202 4.5 3.8 102.0 386 L.2 5.6 -34.6 -202 4.6 5.6 107.9 601 M.1 19.7 -28.0 -551 4.7 15.3 107.9 1648 M.2 19.7 -28.8 -567 4.8 5.6 107.9 601 M.3 19.7 -28.0 -551 5.1 19.7 113.7 2240 M.4 19.7 -28.8 -567 5.2 19.7 114.5 2256 N.1 24.6 -7.5 -183 6.1 32.5 135.0 4394 N.3 26.8 -7.5 -200 6.3 62.1 135.0 8388 N.5 23.9 -7.5 -178 6.4 42.8 135.0 5786 E 652.5 E -57494.9 7.1 28.9 141.0 4075 7.2 42.6 141.0 6015 7.3 41.2 141.0 5816 8.1 39.0 145.5 5679 9.1 19.7 161.6 3183 9.2 19.7 162.4 3199 Z 682.9 z 89115.4 Yck = Z(Rxd)/ZR= 130.5 XcR(RyXd)/R 88.1 e = [(Ycm ± 5% L) - YCRI ex = [(Xcm ± 5% L) - YCR] +5% L -5% L +5% L -5% L -12.53' 4.17' -8.53' 10.71' 10-11579 L-2.130 5.132 Lateral Load Analysis - Plan 2 Rigid Diaphram - Load Eccentricity 3rd Floor X-X Direction 3rd Floor Y-Y Direction Ym.= 134.7 X,,,, =-89.2 L=167.0 L,=1 92.4 Wall kx d, kx d, Wall k, d k x d 1.1 43.8 42.7 1869 A.1 7.4 -187.3 -1378 10.1 6.4 168.2 1071 A.2 12.9 -187.3 -2418 10.2 6.7 168.2 1132 A.3 4.2 -193.1 -809 10.3 7.5 168.2 1260 A.4 4.2 -193.1 -809 10.4 7.5 168.2 1260 B.1 39.6 -179.2 -7087 10.5 6.7 168.2 1132 C.1 52.8 -160.1 -8458 10.6 6.4 168.2 1071 D.1 30.7 -153.8 -4724 11.1 66.7 172.5 11497 E.1 66.7 -142.8 -9515 12.1 21.7 184.4 3994 F.1 63.9 -130.1 -8314 13.1 38.3 208.9 8006 G.1 80.7 -104.8 -8458 2.1 66.7 67.2 4477 H.1 51.7 -103.1 -5327 3.1 80.4 90.9 7307 1.1 66.7 -78.6 -5238 4.1 4.6 102.0 473 J.1 66.7 -76.1 -5071 4.2 5.3 102.0 542 K.1 58.3 -51.6 -3007 4.3 9.7 107.9 1041 K.2 58.3 -51.6 -3007 4.4 5.3 102.0 542 L.1 32.0 -38.5 -1231 4.5 4.6 102.0 473 M.1 25.9 -28.0 -726 4.6 6.9 107.9 739 M.2 25.9 -28.8 -747 4.7 19.2 107.9 2074 M.3 25.9 -28.0 -726 4.8 6.9 107.9 739 M.4 25.9 -28.8 -747 5.1 25.9 113.7 2950 N.1 9.8 -7.5 -73 5.2 25.9 114.5 2971 N.2 12.4 -7.5 -92 6.1 44.1 135.0 5950 N.3 32.0 -7.5 -239 6.3 87.2 135.0 11778 N.5 28.8 -7.5 -215 6.4 58.9 135.0 7958 z 883.3 z -78414.5 7.1 38.9 141.0 5481 7.2 58.6 141.0 8270 7.3 56.6 141.0 7981 8.1 53.4 145.5 7770 9.1 25.9 161.6 4191 9.2 25.9 162.4 4213 Z 922.6 E 120212.1 YCR = (Rx d)/ 7 R= 130.3 XCR= Z(R x d)I E R = -88.8' = [(Ycm ± 5% L) - YCRI e = [(Xcm ± 5% Lx) - YCR] +5% L -5% L +5% L -5% L -12.72 3.98' -9.19 10.05' 0-11579 L-2.131 5.133 Lateral Load Analysis - Plan 2 Rigid Diaphram - Load Eccentricity 2nd Floor X-X Direction 2nd Floor Y-Y Direction Y=l35.5 X,=-90.1 L=167.0 L=192.4 Wall k, d, k,, x d, Wall k & k) x d 1.1 28.4 42.7 1210 A.1 7.0 -187.3 -1308 10.1 6.1 168.2 1029 A.2 12.0 -187.3 -2242 10.2 6.5 168.2 1090 A.3 4.7 -193.1 -909 10.3 7.1 168.2 1196 A.4 4.7 -193.1 -909 10.4 7.1 168.2 1196 B.1 34.5 -179.2 -6185 10.5 6.5 168.2 1090 c.1 51.7 -160.1 -8278 10.6 6.1 168.2 1029 D.1 26.0 -153.8 -3999 11.1 57.3 172.5 9876 E.1 57.3 -142.8 -8173 12.1 18.2 184.4 3360 F.1 54.8 -130.1 -7126 13.1 32.6 208.9 6805 G.1 69.6 -104.8 -7292 3.1 64.3 90.9 5842 H.1 44.2 -103.1 -4553 4.1 3.8 102.0 390 1.1 57.3 -78.6 -4499 4.2 5.1 102.0 520 J.1 57.3 -76.1 -4356 4.3 9.4 107.9 1011 K.1 49.9 -51.6 -2576 4.4 5.1 102.0 520 K.2 49.9 -51.6 -2576 4.5 3.8 102.0 390 L.1 8.1 -38.5 -312 4.6 6.6 107.9 712 L.2 7.8 -38.5 -299 4.7 18.4 107.9 1983 M.1 21.9 -28.0 -612 4.8 6.6 107.9 712 M.2 21.9 -28.8 -631 5.1 21.9 113.7 2489 M.3 21.9 -28.0 -612 5.2 21.9 114.5 2508 M.4 21.9 -28.8 -631 6.1 42.6 135.0 5755 N.1 8.7 -7.5 -65 6.3 88.2 135.0 11913 N.2 10.4 -7.5 -78 6.4 58.1 135.0 7844 N.3 9.8 -7.5 -73 7.1 37.3 141.0 5260 N.4 39.4 -7.5 -294 7.2 57.8 141.0 8149 N.5 36.6 -7.5 -273 7.3 55.6 141.0 7846 1 789.0 E -68859.3 8.1 45.7 145.5 6646 9.1 21.9 161.6 3537 9.2 21.9 162.4 3556 771.7 E 105462.8 YCR = E(RXd)/ER = 136.7' XcRE(RXd,)/ER 87.3' ey = [(Ycm ± 5% L) - YCR] ex = [(Xcm ± 5% L) - YcRI +5% L) -5% L) +5% L -5% L -7.23' 9.47' -6.80' 12.44' 10-11579 L-2.132 5.134 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall Roof X-X Direction Story Shear V = 65547.48 (lb) Wall Direct Shear F. = V x k I kx (lb) Wall Torsional Shear F1-= \' x ey x (kx X d) I [(ky X dx2)+(kx X dy)] where e = -12.32 or 4.38 (F + F1)! L Wall L dy k kxx dy kx x dy2 F (max) FT (F,+F1) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb pif Uplift Comp Uplift Comp 1.1 19.7 88.0 17.4 1535 135158 3163 277 3440 175 -1,702 2,022 -1,702 2,022 10.1 4.1 -37.5 2.5 -94 3542 457 48 505 122 -1,300 1,620 -1,300 1,620 10.2 4.3 -37.5 2.7 -100 3737 482 51 532 125 -1,328 1,648 -1,328 1,648 10.3 4.3 -37.5 3.0 -113 4224 544 57 602 140 -1,495 1,815 -1,495 1,815 10.4 4.3 -37.5 3.0 -113 4224 544 57 602 140 -1,495 1,815 -1,495 1,815 10.5 4.3 -37.5 2.7 -100 3737 482 51 532 125 -1328 1,648 -1,328 1,648 10.6 4.1 -37.5 2.5 -94 3542 457 48 505 122 -1,300 1,620 -1,300 1,620 11.1 26.3 -41.8 25.3 -1058 44210 4589 538 5127 195 -1,899 2,219 -1,899 2,219 12.1 12.5 -53.7 9.4 -503 26997 1697 255 1952 156 -1,535 1,855 -1,535 1,855 13.1 18.0 -78.2 15.5 -1212 94818 2811 616 3427 190 -1,866 2,186 -1,866 2,186 2.1 26.3 63.5 25.3 1608 102131 4589 290 4879 186 -1,803 2,123 -1,803 2,123 3.1 30.0 39.8 29.9 1189 47302 5420 215 5635 188 -1,818 2,138 -1,818 2,138 4.1 3.7 28.7 2.0 58 1672 369 11 380 103 -1,106 1,426 -1,106 1,426 4.2 3.8 28.7 2.1 61 1739 384 11 395 105 -1,123 1,443 -1,123 1,443 4.3 5.2 22.8 3.8 86 1955 680 15 696 135 -1,399 1,719 -1,399 1,719 4.4 3.8 28.7 2.1 61 1739 384 11 395 105 -1,123 1,443 -1,123 1,443 4.5 3.7 28.7 2.0 58 1672 369 11 380 103 -1,106 1,426 -1,106 1,426 4.6 4.3 22.8 2.7 62 1408 490 11 501 117 -1,230 1,550 -1,230 1,550 4.7 9.0 22.8 7.6 173 3955 1377 31 1408 156 -1,565 1,885 -1,565 1,885 4.8 4.3 22.8 2.7 62 1408 490 11 501 117 -1,230 1,550 -1,230 1,550 5.1 14.0 17.0 11.0 187 3174 1991 34 2025 145 -1,408 1,728 -1,408 1,728 5.2 14.0 16.2 11.0 178 2870 1991 32 2023 145 -1,407 1,727 -1,407 1,727 6.1 19.8 17.5 -76 331 3180 39 3219 163 -1,580 1,900 -1,580 1,900 6.3 31.8 -4.3 32.1 -140 606 5831 71 5902 185 -1,791 2,111 -1,791 2,111 6.4 24.1 -4.3 22.7 -98 428 4114 50 4164 173 -1,674 1,994 -1,674 1,994 7.1 18.2 -10.3 15.7 -162 1678 2846 82 2928 161 -1,566 1,886 -1,566 1,886 7.2 24.0 -10.3 22.6 -234 2415 4096 119 4214 176 -1,701 2,021 -1,701 2,021 7.3 23.4 -10.3 21.9 -226 2341 3969 115 4084 174 -1,690 2,010 -1,690 2,010 8.1 22.5 -14.8 20.8 -308 4553 3770 156 3926 174 -1,693 2,013 -1,693 2,013 9.1 14.0 -30.9 11.0 -339 10451 1991 172 2163 155 -1,511 1,831 -1,511 1,831 10-11579 L-2.133 5.135 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall 9.2 1 14.0 -31.7 11.0 -348 11023 1 1991 177 2168 1 155 1 -1514 1,834 1 -1,514 1,834 Roof Y-Y Direction Story Shear V = 65547.48 (lb) Wall Direct Shear F,. = V x k / Eky (lb) Wall Torsional Shear FT = V x ex x (ky x d) / [(kx X dy2)+(ky X dx2)] where ex = -8.28 or 10.97 v,,.11 = (F, + FT) / L Wall L dx k ky x dx ky x dx2 F, (max) FT (Fv+FT) V'al1 This Level Accumulated (ASD) ft ft 1K/in lb lb lb plf Uplift Comp Uplift Comp A.1 4.3 318.0 3.0 939 298525 556 133 688 162 -1,743 2,063 -1,743 2,063 A.2 7.1 318.0 5.2 1646 523356 974 233 1207 170 -1,741 2,061 -1,741 2,061 A.3 3.5 323.8 2.1 676 218972 393 99 492 141 -1,549 1,869 -1,549 1,869 A.4 3.5 323.8 2.1 676 218972 393 99 492 141 -1,549 1,869 -1,549 1,869 B.1 19.0 309.9 16.7 5162 1599440 3135 688 3823 201 -1,975 2,295 -1,975 2,295 C.1 22.3 290.8 20.6 5987 1741258 3875 673 4548 204 -1,991 2,311 -1,991 2,311 D.1 15.6 284.5 12.7 3626 1031737 2399 380 2779 178 -1,750 2,070 -1,750 2,070 E.1 26.3 273.4 25.3 6919 1891965 4762 628 5390 205 -2,001 2,321 -2,001 2,321 F.1 26.3 260.8 24.6 6425 1675406 4637 470 5107 195 -1,891 2,211 -1,891 2,211 G.1 30.1 235.5 30.0 7064 1663714 5644 230 5875 195 -1,894 2,214 -1,894 2,214 H.1 22.0 233.8 20.2 4720 1103501 3800 139 3939 179 -1,740 2,060 -1,740 2,060 1.1 26.3 209.3 25.3 5295 1108221 4762 80 4842 184 -1,788 2,108 -1,788 2,108 J.1 26.3 206.8 25.3 5232 1081902 4762 102 4864 185 -1,797 2,117 -1,797 2,117 K.1 23.9 182.3 22.5 4095 746364 4228 278 4506 189 -1,834 2,154 -1,834 2,154 K.2 23.9 182.3 22.5 4095 746364 4228 278 4506 189 -1,834 2,154 -1,834 2,154 L.1 4.1 165.3 3.0 496 82044 565 55 619 150 -1,617 1,937 -1,617 1,937 L.2 4.1 165.3 3.0 496 82044 565 55 619 150 -1,617 1,937 -1,617 1,937 M.1 14.0 158.7 11.0 1742 276381 2066 224 2291 164 -1,605 1,925 -1,605 1,925 M.2 14.0 159.5 11.0 1751 279292 2066 221 2287 163 -1,603 1,923 -1,603 1,923 M.3 14.0 158.7 11.0 1742 276381 2066 224 2291 164 -1,605 1,925 -1,605 1,925 M.4 14.0 159.5 11.0 1751 279292 2066 221 2287 163 -1,603 1,923 -1,603 1,923 N.1 16.3 138.2 13.5 1865 257614 2540 370 2911 179 -1,756 2,076 -1,756 2,076 N.3 17.3 138.2 14.6 2022 279366 2755 402 3156 183 -1,792 2,112 -1,792 2,112 N.5 15.2 138.2 12.3 1696 234336 2311 337 2648 175 -1,713 2,033 -1,713 2,033 10-11579 L-2.134 5.136 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall 4th Floor X-X Direction Story Shear V = 137222 (lb) Wall Direct Shear F, = V x k / Ekx (lb) Wall Torsional Shear FT = V x ey x (kx X d) / [(ky X dx2)+(kx X dy2)] where e = -12.53 or 4.17 v11= (F + F1)! L Wall L dy k kx X dy kx x dy2 F (max) FT (F.+F1) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp 1.1 19.7 87.8 32.4 2841 249526 6500 548 7049 358 -3,227 3,515 -4,929 5,537 10.1 4.1 -37.7 5.2 -195 7372 1041 114 1155 280 -2,784 3,072 -4,084 4,692 10.2 4.3 -37.7 5.5 -206 7783 1099 120 1219 287 -2,843 3,131 -4,171 4,779 10.3 4.3 -37.7 5.9 -224 8431 1191 130 1321 308 -3,052 3,340 -4,547 5,155 10.4 4.3 -37.7 5.9 -224 8431 1191 130 1321 308 -3,052 3,340 -4,547 5,155 10.5 4.3 -37.7 5.5 -206 7783 1099 120 1219 287 -2,843 3,131 -4,171 4,779 10.6 4.1 -37.7 5.2 -195 7372 1041 114 1155 280 -2,784 3,072 -4,084 4,692 11.1 26.3 -42.0 48.1 -2022 84960 9673 1175 10848 413 -3,709 3,997 -5,608 6,216 12.1 12.5 -53.9 16.6 -895 48263 3335 520 3855 308 -2,808 3,096 -4,343 4,951 13.1 18.0 -78.4 28.5 -2236 175357 5729 1299 7027 390 -3,531 3,819 -5,398 6,006 2.1 26.3 63.3 48.1 3049 193048 9673 589 10262 391 -3,504 3,792 -5,307 5,915 3.1 30.0 39.6 57.5 2275 90022 11550 439 11989 400 -3,575 3,863 -5,393 6,001 4.1 3.7 28.4 3.8 108 3064 761 21 781 213 -2,136 2,424 -3,242 3,850 4.2 3.8 28.4 4.4 124 3521 874 24 898 240 -2,405 2,693 -3,528 4,136 4.3 5.2 22.6 7.8 176 3969 1559 34 1593 308 -2,990 3,278 -4,389 4,997 4.4 3.8 28.4 4.4 124 3522 874 24 898 240 -2,405 2,693 -3,528 4,136 4.5 3.7 28.4 3.8 108 3064 761 21 781 213 -2,136 2,424 -3,242 3,850 4.6 4.3 22.6 5.6 126 2848 1119 24 1143 266 -2,631 2,919 -3,861 4,469 4.7 9.0 22.6 15.3 345 7814 3070 67 3136 348 -3,238 3,526 -4,803 5,411 4.8 4.3 22.6 5.6 126 2848 1119 24 1143 266 -2,631 2,919 -3,861 4,469 5.1 14.0 16.8 19.7 331 5556 3958 64 4022 287 -2,600 2,888 -4,008 4,616 5.2 14.0 16.0 19.7 314 5019 3958 61 4019 287 -2,598 2,886 -4,005 4,613 6.1 19.8 -4.6 32.5 -148 674 6538 86 6624 335 -3,014 3,302 -4,594 5,202 6.3 31.8 -4.6 62.1 -283 1286 12480 164 12645 397 -3,549 3,837 -5,341 5,949 6.4 24.1 -4.6 42.8 -195 887 8609 113 8722 362 -3,246 3,534 -4,919 5,527 7.1 18.2 -10.6 28.9 -305 3216 5805 177 5982 329 -2,965 3,253 -4,530 5,138 7.2 24.0 -10.6 42.6 -450 4747 8568 261 8830 368 -3,299 3,587 -5,000 5,608 7.3 23.4 -10.6 41.2 -435 4590 8285 253 8538 365 -3,270 3,558 -4,960 5,568 8.1 22.5 -15.0 39.0 -586 8793 7842 340 8183 364 -3,265 3,553 -4,957 5,565 9.1 14.0 -31.1 19.7 -612 19008 3958 355 4314 308 -2,794 3,082 -4,305 4,913 10-11579 L-2.135 5.137 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall 9.2 1 14.0 -31.9 19.7 -628 20042 1 3958 365 4323 1 309 1 -2800 3,088 1 -4,315 4,923 4th Floor Y-Y Direction Story Shear V = 137222 (lb) Wall Direct Shear F. = V x k I 7-ky (lb) Wall Torsional Shear F1= V x ex x (ky X d) / [(kx X dy2)+(ky X dx2)] where ex = -8.53 or 10.71 (F, + FT) / L Wall L dx k kyX dx ky x dx2 F, (max) FT (F,+FT) Vwall This Level Accumulated (ASO) ft ft K/in lb lb lb pIt Uplift Comp Uplift Comp A.1 4.3 317.8 5.8 1851 588321 1225 287 1512 356 -3,545 3,833 -5,288 5,896 A.2 7.1 317.8 10.3 3267 1038278 2162 506 2668 377 -3,565 3,853 -5,306 5,914 A.3 3.5 323.6 3.4 1112 359760 722 179 901 258 -2,913 3,233 -4,462 5,102 A.4 3.5 323.6 3.4 1112 359760 722 179 901 258 -2,913 3,233 -4,462 5,102 B.1 19.0 309.7 30.8 9538 2953367 6477 1392 7869 414 -3,746 4,034 -5,720 6,328 C.1 22.3 290.6 38.6 11227 3262734 8124 1381 9505 426 -3,835 4,123 -5,826 6,434 D.1 15.6 284.3 23.1 6573 1868779 4861 754 5616 360 -3,268 3,556 -5,018 5,626 E.1 26.3 273.2 48.1 13154 3594328 10124 1306 11430 435 -3,912 4,200 -5,913 6,521 F.1 26.3 260.6 46.5 12115 3156919 9778 969 10746 409 -3,673 3,961 -5,565 6,173 G.1 30.1 235.3 57.7 13576 3194763 12132 479 12611 419 -3,754 4,042 -5,648 6,256 H.1 22.0 233.6 37.8 8838 2064232 7957 281 8238 374 -3,366 3,654 -5,106 5,714 1.1 26.3 209.1 48.1 10065 2104395 10124 181 10306 393 -3,519 3,807 -5,308 5,916 J.1 26.3 206.6 48.1 9945 2054368 10124 229 10353 394 -3,536 3,824 -5,333 5,941 K.1 23.9 182.1 42.4 7720 1405640 8917 612 9529 399 -3,582 3,870 -5,416 6,024 K.2 23.9 182.1 42.4 7720 1405640 8917 612 9529 399 -3,582 3,870 -5,416 6,024 L.1 4.1 165.1 5.8 962 158825 1225 123 1348 327 -3,265 3,553 -4,882 5,490 L.2 4.1 165.1 5.8 962 158825 1225 123 1348 327 -3,265 3,553 -4,882 5,490 M.1 14.0 158.5 19.7 3122 494667 4143 468 4611 329 -2,992 3,280 -4,598 5,206 M.2 14.0 159.3 19.7 3138 499883 4143 462 4605 329 -2,988 3,276 -4,591 5,199 M.3 14.0 158.5 19.7 3122 494666 4143 468 4611 329 -2,992 3,280 -4,598 5,206 M.4 14.0 159.3 19.7 3138 499883 4143 462 4605 329 -2,988 3,276 -4,591 5,199 N.1 16.3 137.9 24.6 3391 467816 5170 784 5953 366 -3,319 3,607 -5,075 5,683 N.3 17.3 137.9 26.8 3699 510272 5639 855 6494 376 -3,406 3,694 -5,199 5,807 N.5 15.2 137.9 23.9 3295 454506 5023 761 5784 381 -3,466 3,754 -5,180 5,788 10-11579 L-2.136 5.138 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall i Story Shear V = 185775.7 (lb) Wall Direct Shear F, = V x k I Ekx (lb) Wall Torsional Shear FT = V x ey x (kx x d) I [(ky X dx2)+(kx X dy2)] where e = -12.72 or 3.98 Vvii = (Fv + F1)! L Wall L dy k kx x dy kx x dy2 F (max) FT (F+F1) Vwall This Level Accumulated (ASD) ft ft KJin lb lb lb plf Uplift Comp Uplift Comp 1.1 19.7 87.6 43.8 3838 336328 8819 732 9551 486 -4,401 4,689 -9,330 10,226 10.1 4.1 -37.9 6.4 -241 9145 1282 147 1429 346 -3,464 3,752 -7,549 8,445 10.2 4.3 -37.9 6.7 -255 9671 1355 156 1511 356 -3,543 3,831 -7,714 8,610 10.3 4.3 -37.9 7.5 -284 10760 1508 173 1681 392 -3,907 4,195 -8,454 9,350 10.4 4.3 -37.9 7.5 -284 10760 1508 173 1681 392 -3,907 4,195 -8,454 9,350 10.5 4.3 -37.9 6.7 -255 9671 1355 156 1511 356 -3,543 3,831 -7,714 8,610 10.6 4.1 -37.9 6.4 -241 9145 1282 147 1429 346 -3,464 3,752 -7,549 8,445 11.1 26.3 -42.2 66.7 -2813 118690 13422 1716 15138 577 -5,208 5,496 -10,816 11,712 12.1 12.5 -54.1 21.7 -1172 63418 4361 715 5076 406 -3,724 4,012 -8,067 8,963 13.1 18.0 -78.6 38.3 -3013 236836 7717 1838 9555 531 -4,831 5,119 -10,229 11,125 2.1 26.3 63.1 66.7 4208 265672 13422 803 14224 542 4,889 5,177 -10,195 11,091 3.1 30.0 39.4 80.4 3165 124667 16184 604 16788 560 -5,039 5,327 -10,432 11,328 4.1 3.7 28.3 4.6 131 3704 934 25 959 261 -2,640 2,928 -5,882 6,778 4.2 3.8 28.3 5.3 150 4245 1071 29 1099 293 -2,961 3,249 -6,489 7,385 4.3 5.2 22.4 9.7 216 4855 1944 41 1985 384 -3,746 4,034 -8,135 9,031 4.4 3.8 28.3 5.3 150 4246 1071 29 1099 293 -2,961 3,249 -6,489 7,385 4.5 3.7 28.3 4.6 131 3704 934 25 959 261 -2,640 2,928 -5,882 6,778 4.6 4.3 22.4 6.9 154 3447 1380 29 1409 328 -3,263 3,551 -7,124 8,020 4.7 9.0 22.4 19.2 431 9671 3872 82 3955 439 -4,104 4,392 -8,907 9,803 4.8 4.3 22.4 6.9 154 3447 1380 29 1409 328 -3,263 3,551 -7,124 8,020 5.1 14.0 16.6 25.9 431 7153 5224 82 5306 379 -3,456 3,744 -7,464 8,360 5.2 14.0 15.8 25.9 409 6453 5224 78 5302 379 -3,453 3,741 -7,458 8,354 6.1 19.8 -4.7 44.1 -209 990 8872 127 9000 456 -4,125 4,413 -8,719 9,615 6.3 31.8 -4.7 87.2 -413 1960 17563 252 17815 560 -5,034 5,322 -10,375 11,271 6.4 24.1 -4.7 58.9 -279 1324 11867 170 12037 500 -4,511 4,799 -9,430 10,326 7.1 18.2 -10.7 38.9 -417 4483 7825 255 8080 445 -4,033 4,321 -8,563 9,459 7.2 24.0 -10.7 58.6 -630 6764 11808 384 12192 508 -4,586 4,874 -9,587 10,483 7.3 23.4 -10.7 56.6 -608 6528 11395 371 11766 502 -4,538 4,826 -9,498 10,394 8.1 22.5 -15.2 53.4 -812 12336 10753 495 11248 500 -4,519 4,807 -9,476 10,372 9.1 14.0 -31.3 25.9 -811 25338 5224 495 5719 409 -3,731 4,019 -8,036 8,932 10-11579 L-2.137 5.139 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall 9.2 1 14.0 -32.1 25.9 -832 26707 5224 508 5732 1 410 1 -3,740 4,028 1 -8,055 8,951 3rd Floor Y-Y Direction Story Shear V = 185775.7 (lb) Wall Direct Shear F. = V x k I Z ky (lb) Wall Torsional Shear F1= V x ex x (ky x dx)! [(kx X dy2)+(ky X dx2)] where ex = -9.19 or 10.05 v,,all = (F. + FT) IL Wall L dx k kyX dx ky x dx 2 F. (max) FT (F,+F1) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb pit Uplift Comp Uplift Comp A.1 4.3 317.6 7.4 2337 742065 1547 349 1897 446 -4,468 4,756 -9,757 10,653 A.2 7.1 317.6 12.9 4100 1302149 2715 613 3328 470 -4,467 4,755 -9,773 10,669 A.3 3.5 323.4 4.2 1355 438310 881 211 1092 312 -3,548 3,868 -8,010 8,970 A.4 3.5 323.4 4.2 1355 438310 881 211 1092 312 -3,548 3,868 -8,010 8,970 B.1 19.0 309.5 39.6 12241 3788106 8319 1723 10042 529 -4,803 5,091 -10,523 11,419 C.1 22.3 290.4 52.8 15342 4455577 11110 1816 12927 579 -5,246 5,534 -11,072 11,968 D.1 15.6 284.1 30.7 8726 2479266 6459 963 7422 476 -4,346 4,634 -9,364 10,260 E.1 26.3 273.1 66.7 18199 4969363 14019 1734 15752 600 -5,423 5,711 -11,336 12,232 F.1 26.3 260.4 63.9 16643 4333497 13443 1272 14716 561 -5,060 5,348 -10,625 11,521 G.1 30.1 235.1 80.7 18971 4460678 16969 624 17594 585 -5,270 5,558 -10,917 11,813 H.1 22.0 233.4 51.7 12060 2814689 10869 356 11225 510 -4,616 4,904 -9,722 10,618 1.1 26.3 208.9 66.7 13923 2908205 14019 300 14318 545 -4,922 5,210 -10,229 11,125 J.1 26.3 206.4 66.7 13756 2839008 14019 373 14392 548 -4,947 5,235 -10,280 11,176 K.1 23.9 181.9 58.3 10601 1928178 12259 956 13215 553 -5,000 5,288 -10,416 11,312 K.2 23.9 181.9 58.3 10601 1928178 12259 956 13215 553 -5,000 5,288 -10,416 11,312 L.1 1.0 168.8 32.0 5400 911353 6730 710 7440 7440 - 128,643 - 134,133 128,963 13,845 M.1 14.0 158.3 25.9 4106 649848 5456 695 6152 440 -4,020 4,308 -8,618 9,514 M.2 14.0 159.1 25.9 4128 656709 5456 686 6142 439 -4,014 4,302 -8,605 9,501 M.3 14.0 158.3 25.9 4106 649847 5456 695 6152 440 -4,020 4,308 -8,618 9,514 M.4 14.0 159.1 25.9 4128 656708 5456 686 6142 439 -4,014 4,302 -8,605 9,501 N.1 7.8 137.8 9.8 1349 185807 2059 351 2410 311 -2,909 3,197 -7,984 8,880 N.2 7.8 137.8 12.4 1703 234573 2600 443 3043 393 -3,695 3,983 -3,695 3,983 N.3 17.3 137.8 32.0 4414 608097 6739 1149 7888 457 -4,156 4,444 -9,354 10,250 N.5 15.2 137.8 28.8 3964 546015 6051 1032 7083 467 -4,264 4,552 -9,443 10,339 10-11579 L-2.138 5.140 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall Story Shear V = 208546.1 (lb) Wall Direct Shear F, = V x k / kx (lb) Wall Torsional Shear FT = V x ey X (kx X d) / [(ky X dx2)+(kx X dy2)J where ey = -7.23 or 9.47 = (F + FT) / L Wall L dy k kx X dv kx X dy2 F (max) FT (F,T) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp 1.1 19.7 94.0 28.4 2665 250490 7662 1616 9278 472 -4748 5,068 -14,078 15,294 10.1 4.1 -31.6 6.1 -193 6092 1654 89 1743 423 -4,717 5,037 -12,266 13,482 10.2 4.3 -31.6 6.5 -204 6451 1751 95 1846 434 -4,830 5,150 -12,544 13,760 10.3 4.3 -31.6 7.1 -224 7077 1921 104 2025 472 -5,249 5,569 -13,703 14,919 10.4 4.3 -31.6 7.1 -224 7077 1921 104 2025 472 -5,249 5,569 -13,703 14,919 10.5 4.3 -31.6 6.5 -204 6451 1751 95 1846 434 -4,830 5,150 -12,544 13,760 10.6 4.1 -31.6 6.1 -193 6092 1654 89 1743 423 -4,717 5,037 -12,266 13,482 11.1 26.3 -35.8 57.3 -2052 73553 15472 951 16423 626 -6,286 6,606 -17,101 18,317 12.1 12.5 -47.8 18.2 -870 41560 4924 403 5327 426 -4,347 4,667 -12,414 13,630 13.1 18.0 -72.3 32.6 -2354 170074 8802 1091 9893 550 -5,561 5,881 -15,790 17,006 3.1 30.0 45.7 64.3 2939 134440 17364 1782 19147 638 -5,759 6,047 -16,191 17,375 4.1 3.7 34.6 3.8 132 4578 1032 80 1113 303 -3,418 3,738 -9,299 10,515 4.2 3.8 34.6 5.1 176 6101 1376 107 1483 395 -4,471 4,791 -10,960 12,176 4.3 5.2 28.8 9.4 270 7765 2533 164 2697 522 -5,686 6,006 -13,821 15,037 4.4 3.8 34.6 5.1 176 6102 1376 107 1483 395 -4,471 4,791 -10,960 12,176 4.5 3.7 34.6 3.8 132 4578 1032 80 1113 303 -3,418 3,738 -9,299 10,515 4.6 4.3 28.8 6.6 190 5469 1784 115 1899 443 -4,917 5,237 -12,041 13,257 4.7 9.0 28.8 18.4 529 15231 4968 321 5289 588 -6,131 6,451 -15,038 16,254 4.8 4.3 28.8 6.6 190 5469 1784 115 1899 443 -4,917 5,237 -12,041 13,257 5.1 14.0 23.0 21.9 503 11543 5917 305 6222 445 -4,518 4,838 -11,982 13,198 5.2 14.0 22.1 21.9 484 10720 5917 294 6211 444 -4,510 4,830 -11,968 13,184 6.1 19.8 1.6 42.6 69 111 11517 42 11559 585 -5,874 6,194 -14,593 15,809 6.3 31.8 1.6 88.2 143 230 23838 86 23925 752 -7,495 7,815 -17,870 19,086 6.4 24.1 1.6 58.1 94 152 15696 57 15753 654 -6,545 6,865 -15,975 17,191 7.1 18.2 -4.4 37.3 -164 717 10078 76 10153 559 -5,655 5,975 -14,219 15,435 7.2 24.0 -4.4 57.8 -253 1111 15613 117 15730 655 -6,602 6,922 -16,188 17,404 7.3 23.4 -4.4 55.6 -244 1069 15033 113 15146 647 -6,517 6,837 -16,015 17,231 8.1 22.5 -8.8 45.7 -404 3572 12343 187 12530 557 -5,604 5,924 -15,080 16,296 9.1 14.0 -24.9 21.9 -545 13571 5917 253 6169 441 -4,480 4,800 -12,516 13,732 9.2 14.0 -25.7 21.9 -563 14495 5917 261 6178 441 -4,486 4,806 -12,541 13,757 10-11579 L-2.139 5.141 Lateral Load Analysis - Plan 2 Rigid Diaphram - Shear Wall 2nd Floor Y-Y Direction Story Shear V = 208546.1 (lb) Wall Direct Shear F,, = V x k / Zkv (lb) Wall Torsional Shear FT = V x ex X (ky X dx)! [(kx x dy2)+(ky x dx2)] where ex = -6.80 or 12.44 v 1= (F + FT) IL Wall L dx k ky X dx ky x dx F (max) FT (F.+FT) Vwall This Level Accumulated (ASD) ft ft On lb lb lb pif Uplift Comp Uplift Comp A.1 4.3 323.9 7.0 2262 732638 1845 557 2402 565 -6311 6,631 -16,068 17,284 A.2 7.1 323.9 12.0 3879 1256446 3164 955 4119 582 -6,165 6,485 -15,938 17,154 A.3 3.5 329.8 4.7 1552 511752 1244 397 1641 469 -5,377 5,697 -13,388 14,668 A.4 3.5 329.8 4.7 1552 511752 1244 397 1641 469 -5,377 5,697 -13,388 14,668 B.1 19.0 315.8 34.5 10902 3443144 9124 2529 11652 613 -6,207 6,527 -16,729 17,945 C.1 22.3 296.8 51.7 15342 4553316 13663 3002 16665 746 -7,541 7,861 -18,613 19,829 D.1 15.6 290.5 26.0 7552 2193767 6871 1379 8251 529 -5,378 5,698 -14,742 15,958 E.1 26.3 279.4 57.3 15997 4469665 15132 2532 17664 673 -6,768 7,088 -18,104 19,320 F.1 26.3 266.7 54.8 14611 3897413 14478 1869 16347 623 -6,256 6,576 -16,881 18,097 G.1 30.1 241.5 69.6 16798 4056465 18384 974 19358 643 -6,452 6,772 -17,369 18,585 H.1 22.0 239.7 44.2 10590 2538850 11675 557 12232 556 -5,597 5,917 -15,319 16,535 1.1 26.3 215.2 57.3 12323 2652454 15132 217 15349 585 -5,869 6,189 -16,098 17,314 J.1 26.3 212.7 57.3 12180 2591195 15132 279 15411 587 4,387 -4,963 -5,893 6,213 K.1 23.9 188.2 49.9 9400 1769499 13198 776 13975 585 -5,880 6,200 -16296 17,512 K.2 23.9 188.2 49.9 9400 1769498 13198 776 13975 585 -5,880 6,200 -16,296 17,512 L.1 4.1 175.1 8.1 1421 248875 2145 173 2318 562 -6,301 6,621 - 140,754 140,146 L.2 4.1 175.1 7.8 1361 238356 2054 165 2220 538 -6,031 6,351 -6,031 6,351 M.1 14.0 164.6 21.9 3605 593409 5787 565 6352 454 -4,615 4,935 -13,233 14,449 M.2 14.0 165.5 21.9 3623 599432 5787 558 6344 453 -4,609 4,929 -13,214 14,430 M.3 14.0 164.6 21.9 3605 593409 5787 565 6352 454 -4,615 4,935 -13,233 14,449 M.4 14.0 165.5 21.9 3623 599432 5787 558 6344 453 -4,609 4,929 -13,214 14,430 N.1 7.8 144.1 8.7 1254 180677 2299 302 2602 336 -3,496 3,816 -11,481 12,697 N.2 7.8 144.1 10.4 1503 216659 2757 363 3120 403 -4,211 4,531 -7,906 8,514 N.3 8.3 144.1 9.8 1410 203151 2585 340 2925 355 -3,682 4,002 -13,037 14,253 N.4 15.8 144.1 39.4 5674 817759 10406 1369 11775 748 -7,629 7,949 -7,629 7,949 N.5 15.2 144.1 36.6 5271 759575 9666 1271 10937 721 -7,365 7,685 -16,808 18,024 10-11579 L-2.140 5.142 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) Roof - VCap VDesigii Uplift Comp. Seismic Drift Wall Sch Vaiio' E-flex E- HD HD Cap Design Design Am Am Aaiio rigid plf plf plf lb lb lb Flex Rigid 1.1 9 260 089 175 5/8 F1554 Gr. 6,673 1,702 2,022 0.56 1.10 3.30 36/A36/A307 10.1 11 464 248 122 5/8"F1554Gr. 6,673 2,734 3,054 2.28 1.12 3.30 36/A36/A307 10.2 11 468 254 125 5/8" F1554 Gr. 6,673 2,791 3,111 2.28 1.12 3.30 36/A36/A307 10.3 11 470 285 140 3/4"F1554Gr. 9,609 3,130 3,450 2.28 1.12 3.30 36/A36/A307 10.4 11 470 285 140 3/4" F1554 Gr. 9,609 3,130 3,450 2.28 1.12 3.30 36/A36/A307 10.5 11 468 254 125 5/8"F1554Gr. 6,673 2,791 3,111 2.28 1.12 3.30 36/A36/A307 10.6 11 464 248 122 5/8" F1554Gr. 6,673 2,734 3,054 2.28 1.12 3.30 36/A36/A307 11.1 9 260 177 195 5/8"F1554Gr. 6,673 1,899 2,219 1.03 1.13 3.30 36/A36/A307 12.1 9 260 170 156 5/8" F1554 Gr. 6,673 1,681 2,001 1.27 1.17 3.30 36/A36/A307 13.1 9 260 151 190 5/8" F1554 Gr. 6,673 1,866 2,186 0.98 1.24 3.30 36/A36/A307 2.1 9 260 130 186 5/8" F1554 Gr. 6,673 1,803 2,123 0.75 1.08 3.30 36/A36/A307 3.1 9 260 128 188 5/8" F1554Gr. 6,673 1,818 2,138 0.72 1.06 3.30 36/A36/A307 4.1 11 446 193 103 5/8" F1554 Gr. 6,673 2,143 2,463 1.95 1.04 3.30 36/A36/A307 4.2 11 449 197 105 5/8" F1554 Gr. 6,673 2,176 2,496 1.95 1.04 3.30 36/A36/A307 4.3 11 490 253 135 5/8"F1554Gr. 6,673 2,707 3,027 1.95 1.04 3.30 36/A36/A307 4.4 11 449 197 105 5/8" F1554 Gr. 6,673 2,176 2,496 1.95 1.04 3.30 36/A36/A307 4.5 11 446 193 103 5/8"F1554Gr. 6,673 2,143 2,463 1.95 1.04 3.30 36/A36/A307 4.6 11 470 219 117 5/8" F1554 Gr. 6,673 2,390 2,710 1.95 1.04 3.30 36/A36/A307 4.7 10 350 294 156 5/8" F1554 Gr. 6,673 3,017 3,337 1.95 1.04 3.30 36/A36/A307 4.8 11 470 219 117 5/8" F1554Gr. 6,673 2,390 2,710 1.95 1.04 3.30 36/A36/A307 5.1 9 260 145 145 5/8" F1554 Gr. 6,673 1,412 1,732 1.04 1.03 3.30 36/A36/A307 5.2 9 260 145 145 5/8' F1554 Gr. 6,673 1,412 1,732 1.04 1.03 3.30 36/A36/A307 6.1 9 260 144 163 5/8" F1554 Gr. 6,673 1,580 1,900 0.91 1.03 3.30 36/A36/A307 6.3 9 260 164 185 5/8"F1554Gr. 6,673 1,791 2,111 0.91 1.03 3.30 36/A36/A307 6.4 9 260 153 173 5/8" F1554 Gr. 6,673 1,674 1,994 0.91 1.03 3.30 36/A36/A307 7.1 9 260 127 161 5/8" F1554 Gr. 6,673 1,566 1,886 0.82 1.05 3.30 36/A36/A307 7.2 9 260 138 176 5/8" F1554 Gr. 6,673 1,701 2,021 0.82 1.05 3.30 36/A36/A307 7.3 9 260 137 174 5/8" F1554Gr. 6,673 1,690 2,010 0.82 1.05 3.30 36/A36/A307 8.1 9 260 134 174 5/8F1554Gr. 6,673 1,693 2,013 0.81 1.06 3.30 10-11579 L-2.141 5.143 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiio rigid plf plf plf lb lb lb Flex Rigid ibIPJbI/AiO I 9.1 9 260 146 155 5/8" F1554 Cr. 6,673 1,511 1,831 1.04 1.10 3.30 36/A36/A307 9.2 9 260 146 155 5/8" F1554 Gr. 6,673 1,514 1,834 1.04 1.11 3.30 36/A36/A307 A.1 11 468 278 162 3/4"F1554Gr. 9,609 3,062 3,382 2.24 1.31 3.30 36/A36/A307 A.2 10 350 293 170 5/8" F1554 Gr. 6,673 3,058 3,378 2.24 1.31 3.30 36/A36/A307 A.3 11 438 239 141 3/4" F1554 Gr. 9,609 2,697 3,017 2.24 1.32 3.30 36/A36/A307 A.4 11 438 239 141 3/4"F1554Gr. 9,609 2,697 3,017 2.24 1.32 3.30 36/A36/A307 B.1 9 260 173 201 5/8" F1554Gr. 6,673 1,975 2,295 1.10 1.29 3.30 36/A36/A307 C,1 9 260 208 204 5/8" F1554 Gr. 6,673 2,038 2,358 1.26 1.24 3.30 36/A36/A307 D.1 9 260 150 178 5/8" F1554 Gr. 6,673 1,750 2,070 1.02 1.22 3.30 36/A36/A307 E.1 9 260 189 205 5/8" F1554 Gr. 6,673 2,001 2,321 1.10 1.19 3.30 36/A36/A307 F.1 9 260 124 195 5/8" F1554Gr. 6,673 1,891 2,211 0.74 1.16 3.30 36/A36/A307 C.1 9 260 142 195 5/8"F1554Gr. 6,673 1,894 2,214 0.80 1.10 3.30 36/A36/A307 H.1 9 260 155 179 5/8" F1554 Cr. 6,673 1,740 2,060 0.94 1.09 3.30 36/A36/A307 1.1 9 260 138 184 5/8"F1554Gr. 6,673 1,788 2,108 0.80 1.07 3.30 36/A36/A307 J.1 9 260 124 185 5/8"F1554Gr. 6,673 1,797 2,117 0.72 1.08 3.30 36/A36/A307 K.1 9 260 153 189 5/8" F1554 Cr. 6,673 1,834 2,154 0.91 1.12 3.30 36/A36/A307 K.2 9 260 153 189 5/8" F1554Gr. 6,673 1,834 2,154 0.91 1.12 3.30 36/A36/A307 L.1 11 464 344 150 3/4" F1554Gr. 9,609 3,828 4,148 2.65 1.16 3.30 36/A36/A307 L.2 11 464 344 150 3/4" F1554 Cr. 9,609 3,828 4,148 2.65 1.16 3.30 36/A36/A307 M.1 9 260 135 164 5/8" F1554 Cr. 6,673 1,605 1,925 0.97 1.17 3.30 36/A36/A307 M.2 9 260 135 163 5/8" F1554 Cr. 6,673 1,603 1,923 0.97 1.17 3.30 36/A36/A307 M.3 9 260 135 164 5/8" F1554 Cr. 6,673 1,605 1,925 0.97 1.17 3.30 36/A36/A307 M.4 9 260 135 163 5/8" F1554Gr. 6,673 1,603 1,923 0.97 1.17 3.30 36/A36/A307 N.1 9 260 203 179 5/8" F1554 Cr. 6,673 2,005 2,325 1.37 1.21 3.30 36/A36/A307 N.3 9 260 208 183 5/8" F1554Gr. 6,673 2,046 2,366 1.37 1.21 3.30 36/A36/A307 N.5 9 260 198 175 5/8" F1554 Cr. 6,673 1,956 2,276 1.37 1.21 3.30 36/A36/A307 10-11579 L-2.142 5.144 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) 4th Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid 1.1 11 490 186 358 5/8 Fl 554 Cr. 6,673 4,929 5,537 0.63 1.22 3.00 36/A36/A307 10.1 13 850 528 280 1" F1554 Gr. 36,816 8,057 8,665 2.35 1.25 3.00 105/A193-137 10.2 13 857 541 287 1" F1554 Cr. 36,816 8,224 8,832 2.35 1.25 3.00 105/A193-137 10.3 13 859 580 308 11/8" F1554 46,595 8,957 9,565 2.35 1.25 3.00 Gr. 105/A193- B7 10.4 13 859 580 308 11/8" F1554 46,595 8,957 9,565 2.35 1.25 3.00 Gr. 105/A193- B7 10.5 13 857 541 287 1" F1554 Gr. 36,816 8,224 8,832 2.35 1.25 3.00 105/Al 93-B7 10.6 13 850 528 280 1" F1554 Cr. 36,816 8,057 8,665 2.35 1.25 3.00 105/A193-B7 11.1 11 490 370 413 5/8" F1554Gr. 6,673 5,608 6,216 1.13 1.26 3.00 36/A36/A307 12.1 11 490 356 308 5/8"F1554Gr. 6,673 4,938 5,546 1.50 1.30 3.00 36/A36/A307 13.1 11 490 317 390 5/8" F1554Gr. 6,673 5,398 6,006 1.12 1.38 3.00 36/A36/A307 2.1 11 490 271 391 5/8' F1554Gr. 6,673 5,307 5,915 0.83 1.19 3.00 36/A36/A307 3.1 11 490 267 400 5/8"F1554Gr. 6,673 5,393 6,001 0.78 1.17 3.00 36/A36/A307 4.1 13 821 373 213 7/8" F1554Gr. 13,079 5,951 6,559 2.03 1.16 3.00 36/A36/A307 4.2 13 827 420 240 1" F1554Gr. 36,816 6,455 7,063 2.03 1.16 3.00 105/Al 93-137 4.3 13 870 544 308 l"F1554Gr. 36,816 8,041 8,649 2.03 1.15 3.00 105/A193-B7 4.4 13 827 420 240 1" F1554 Cr. 36,816 6,455 7,063 2.03 1.16 3.00 105/Al 93-137 4.5 13 821 373 213 7/8' F1554 Gr. 13,079 5,951 6,559 2.03 1.16 3.00 36/A36/A307 4.6 13 859 470 266 1"F1554Gr. 36,816 7,091 7,699 2.03 1.15 3.00 105/A193-137 4.7 12 640 614 348 7/8" F1554 Gr. 13,079 8,789 9,397 2.03 1.15 3.00 36/A36/A307 4.8 13 859 470 266 1" F1554 Cr. 36,816 7,091 7,699 2.03 1.15 3.00 105/A193-B7 5.1 11 490 304 287 5/8"F1554Gr. 6,673 4,163 4,771 1.21 1.14 3.00 36/A36/A307 5.2 11 490 304 287 5/8' Fl554Gr. 6,673 4,163 4,771 1.21 1.14 3.00 36/A36/A307 6.1 11 490 294 335 5/8"F1554Gr. 6,673 4,594 5,202 1.00 1.14 3.00 36/A36/A307 6.3 11 490 348 397 5/8" F1554Gr. 6,673 5,341 5,949 1.00 1.14 3.00 36/A36/A307 6.4 11 490 318 362 5/8"F1554Gr. 6,673 4,919 5,527 1.00 1.14 3.00 36/A36/A307 7.1 11 490 261 329 5/8"Fl554Gr. 6,673 4,530 5,138 0.92 1.16 3.00 36/A36/A307 7.2 11 490 292 368 5/8" F1554Gr. 6,673 5,000 5,608 0.92 1.16 3.00 36/A36/A307 7.3 11 490 289 365 5/8" F1554 Gr. 6,673 4,960 5,568 0.92 1.16 3.00 10-11579 L-2.143 5.145 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) 4th Floor - VCap Vesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiiov pit rigid pit pif lb lb lb Flex Rigid 8.1 11 490 280 364 5/8" F1554Gr. 6,673 4,957 5,565 0.90 1.17 3.00 36/A36/A307 9.1 11 490 305 308 5/8" F1554Gr. 6,673 4,305 4,913 1.21 1.23 3.00 36/A36/A307 9.2 11 490 305 309 5/8" Fl 554 Cr. 6,673 4,315 4,923 1.21 1.23 3.00 36/A36/A307 A.1 13 857 616 356 11/8" F1554 46,595 9,259 9,867 2.52 1.45 3.00 Gr. 105/A193- B7 A.2 12 640 652 377 7/8" F1554Gr. 13,079 9,290 9,898 2.52 1.45 3.00 36/A36/A307 A.3 13 777 441 258 11/8" F1554 46,595 7,749 8,389 2.52 1.47 3.30 Gr. 105/A193- B7 A.4 13 777 441 258 11/8" F1554 46,595 7,749 8,389 2.52 1.47 3.30 Gr. 105/A193- B7 B.1 11 490 362 414 5/8" F1554Gr. 6,673 5,720 6,328 1.25 1.43 3.00 36/A36/A307 C.1 11 490 436 426 5/8" F1554 Cr. 6,673 5,968 6,576 1.41 1.38 3.00 36/A36/A307 D.1 11 490 313 360 5/8' F1554 Cr. 6,673 5,018 5,626 1.18 1.36 3.00 36/A36/A307 E.1 11 490 395 435 5/8" F1554 Gr. 6,673 5,913 6,521 1.21 1.33 3.00 36/A36/A307 F.1 11 490 259 409 5/8" Fl554Gr. 6,673 5,565 6,173 0.82 1.29 3.00 36/A36/A307 G.1 11 490 298 419 5/8"F1554Gr. 6,673 5,648 6,256 0.87 1.22 3.00 36/A36/A307 H.1 11 490 324 374 5/8" F1554Gr. 6,673 5,106 5,714 1.05 1.22 3.00 36/A36/A307 1.1 11 490 288 393 5/8"F1554Gr. 6,673 5,308 5,916 0.88 1.20 3.00 36/A36/A307 J.1 11 490 259 394 5/8" F1554 Gr. 6,673 5,333 5,941 0.79 1.20 3.00 36/A36/A307 K.1 11 490 320 399 5/8" Fl554Gr. 6,673 5,416 6,024 1.01 1.26 3.00 36/A36/A307 K.2 11 490 320 399 5/8"F1554Gr. 6,673 5,416 6,024 1.01 1.26 3.00 36/A36/A307 L.1 13 850 721 327 11/8" F1554 46,595 11,131 11,739 2.86 1.30 3.00 Cr. 105/A193- B7 L.2 13 850 721 327 11/8" F1554 46,595 11,131 11,739 2.86 1.30 3.00 Cr. 105/A193- B7 M.1 11 490 283 329 5/8" F1554Gr. 6,673 4,598 5,206 1.13 1.31 3.00 36/A36/A307 M.2 11 490 283 329 5/8" F1554 Cr. 6,673 4,591 5,199 1.13 1.31 3.00 36/A36/A307 M.3 11 490 283 329 5/8" F1554 Gr. 6,673 4,598 5,206 1.13 1.31 3.00 36/A36/A307 M.4 11 490 283 329 5/8" F1554Gr. 6,673 4,591 5,199 1.13 1.31 3.00 36/A36/A307 N.1 11 490 416 366 5/8" F1554 Cr. 6,673 5,785 6,393 1.54 1.36 3.00 36/A36/A307 N.3 11 490 427 376 5/8" F1554 Cr. 6,673 5,925 6,533 1.54 1.36 3.00 36/A36/A307 10-11579 L-2.144 5.146 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level 4th Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex F- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid N.5 11 490 433 381 3/4 F1554 Gr. 9,609 5,903 6,511 1.54 1.36 3.00 36/A36/A307 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid 1.1 12 640 252 486 3/4" F1554Gr. 20,709 9,330 10,226 0.63 1.22 3.00 105/A193-137 10.1 12a 1,251 707 346 11/8" F1554 46,595 15,213 16,109 2.57 1.26 3.00 Gr. 105/A193- B7 10.2 12a 1,261 726 356 11/8" F1554 46,595 15,542 16,438 2.57 1.26 3.00 Gr. 105/A193- B7 10.3 12a 1,264 799 392 11/4" F1554 26,691 17,017 17,913 2.57 1.26 3.00 Gr. 36/A36/A307* 10.4 12a 1,264 799 392 11/4" F1554 26,691 17,017 17,913 2.57 1.26 3.00 Gr. 36/A36/A307* 10.5 12a 1,261 726 356 11/8" F1554 46,595 15,542 16,438 2.57 1.26 3.00 Gr. 105/A193- B7 10.6 12a 1,251 707 346 11/8" F1554 46,595 15,213 16,109 2.57 1.26 3.00 Gr. 105/A193- B7 11.1 12 640 501 577 3/4"F1554Gr. 20,709 10,816 11,712 1.11 1.27 3.00 105/Al 93-137 12.1 12 640 482 406 3/4" F1554 Gr. 20,709 9,377 10,273 1.56 1.31 3.00 105/Al 93-137 13.1 12 640 429 531 3/4"F1554Gr. 20,709 10,229 11,125 1.13 1.40 3.00 105/A193-137 2.1 12 640 367 542 3/4" F1554Gr. 20,709 10,195 11,091 0.81 1.20 3.00 105/A193-137 3.1 12 640 362 560 3/4" F1554Gr. 20,709 10,432 11,328 0.76 1.17 3.00 105/Al 93-137 4.1 12a 1,208 500 261 l"Fl554Gr. 17,082 11,076 11,972 2.21 1.16 3.00 36/A36/A307 4.2 12a 1,216 561 293 11/8" F1554 46,595 12,195 13,091 2.21 1.16 3.00 Gr. 105/A193- B7 4.3 12a 1,280 739 384 11/8" F1554 46,595 15,322 16,218 2.21 1.15 3.00 Gr. 105/A193- B7 4.4 12a 1,216 561 293 11/8" F1554 46,595 12,195 13,091 2.21 1.16 3.00 Gr. 105/A193- B7 4.5 12a 1,208 500 261 1" Fl554Gr. 17,082 11,076 11,972 2.21 1.16 3.00 36/A36/A307 4.6 12a 1,264 632 328 11/8" F1554 46,595 13,443 14,339 2.21 1.15 3.00 Gr. 105/A193- 10-11579 L-2.145 5.147 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) 3rd Floor - VCap Voesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E HD HD Cap Design Design Am Am Aaiios rigid pit pit pit lb lb lb Flex Rigid B7 4.7 ha 980 845 439 1" F1554 Gr. 17,082 16,759 17,655 2.21 1.15 3.00 36/A36/A307 4.8 12a 1,264 632 328 1 1/8' F1554 46,595 13,443 14,339 2.21 1.15 3.00 Gr. 105/A193- B7 5.1 12 640 411 379 3/4" F1554 Gr. 20,709 7,917 8,813 1.24 1.15 3.00 105/Al 93-137 5.2 12 640 411 379 3/4" F1554Gr. 20,709 7,917 8,813 1.24 1.14 3.00 105/Al 93-137 6.1 12 640 390 456 3/4" F1554 Gr. 20,709 8,719 9,615 0.98 1.14 3.00 105/A193-B7 6.3 12 640 479 560 3/4" F1554Gr. 20,709 10,375 11,271 0.98 1.14 3.00 105/A193-137 6.4 12 640 427 500 3/4' F1554 Gr. 20,709 9,430 10,326 0.98 1.14 3.00 105/Al 93-B7 7.1 12 640 348 445 3/4" F1554 Gr. 20,709 8,563 9,459 0.91 1.16 3.00 105/Al 93-B7 7.2 12 640 397 508 3/4" Fl554Gr. 20,709 9,587 10,483 0.91 1.16 3.00 105/Al 93-137 7.3 12 640 393 502 3/4" F1554 Gr. 20,709 9,498 10,394 0.91 1.16 3.00 105/Al 93-B7 8.1 12 640 379 500 3/4" F1554Gr. 20,709 9,476 10,372 0.89 1.18 3.00 105/A193-137 9.1 12 640 412 409 3/4" F1554 Gr. 20,709 8,036 8,932 1.25 1.23 3.00 105/Al 93-87 9.2 12 640 412 410 3/4" Fl 554 Gr. 20,709 8,055 8,951 1.25 1.24 3.00 105/Al 93-B7 A.1 12a 1,261 844 446 11/4" F1554 26,691 17,787 18,683 2.73 1.44 3.00 Gr. 36/A36/A307* A.2 ha 980 889 470 1' F1554 Gr. 17,082 17,816 18,712 2.73 1.44 3.00 36/A36/A307 A.3 12a 1,143 584 312 11/4" F1554 26,691 14,470 15,430 2.73 1.46 3.30 Gr. 36/A36/A307* A.4 12a 1,143 584 312 11/4" F1554 26,691 14,470 15,430 2.73 1.46 3.30 Gr. 36/A36/A307* 8.1 12 640 490 529 3/4" F1554 Gr. 20,709 10,523 11,419 1.32 1.42 3.00 105/Al 93-87 CA 12 640 590 579 3/4" Fl554Gr. 20,709 11,318 12,214 1.40 1.37 3.00 105/A193-137 D.1 12 640 424 476 3/4" F1554 Gr. 20,709 9,364 10,260 1.21 1.35 3.00 105/A193-137 E.1 12 640 535 600 3/4" F 155 Gr. 20,709 11,336 12,232 1.18 1.32 3.00 105/Al 93-137 F.1 12 640 350 561 3/4' Fl554Gr. 20,709 10,625 11,521 0.81 1.29 3.00 105/Al 93-87 G.1 12 640 404 585 3/4"F1554Gr. 20,709 10,917 11,813 0.84 1.22 3.00 105/Al 93-87 H.1 12 640 439 510 3/4" F1554Gr. 20,709 9,722 10,618 1.05 1.22 3.00 105/A193-137 1.1 12 640 390 545 3/4"Fl554Gr. 20,709 10,229 11,125 0.86 1.20 3.00 105/A193-137 J.1 12 640 351 548 3/4" F1554Gr. 20,709 10,280 11,176 0.77 1.21 3.00 105/A193-137 10-11579 L-2.146 5.148 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiiov rigid plf plf plf lb lb lb Flex Rigid K.1 12 640 433 553 3/4" F1554 Gr. 20,709 10,416 11,312 0.99 1.27 3.00 105/Al 93-137 K.2 12 640 433 553 3/4" F1554 Gr. 20,709 10,416 11,312 0.99 1.27 3.00 105/A193-B7 L.1 MF 001 8,055 7,440 None 001 144,904 145,192 4510 1.30 3.00 Required 7.07 M.1 12 640 383 440 3/4"F1554Gr. 20,709 8,618 9,514 1.16 1.33 3.00 105/A193-B7 M.2 12 640 383 439 3/4" F1554Gr. 20,709 8,605 9,501 1.16 1.33 3.00 105/Al 93-137 M.3 12 640 383 440 3/4" F1554 Gr. 20,709 8,618 9,514 1.16 1.33 3.00 105/A193-B7 M.4 12 640 383 439 3/4" F1554Gr. 20,709 8,605 9,501 1.16 1.33 3.00 105/Al 93-137 N.1 12 640 427 311 3/4"F1554Gr. 20,709 9,807 10,703 1.89 1.38 3.00 105/A193-137 N.2 12 640 539 393 3/4" F1554 Gr. 20,709 5,100 5,388 1.89 1.38 3.00 105/A193-B7 N.3 12 640 627 457 3/4"F1554Gr. 20,709 11,658 12,554 1.89 1.38 3.00 105/A193-137 N.5 12 640 641 467 7/8" F1554 Gr. 13,079 11,784 12,680 1.89 1.38 3.00 36/A36/A307 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiiov rigid plf plf plf lb lb lb Flex Rigid 1.1 12 640 560 472 7/8"F1554 28,187 14,078 15,294 2.18 1.83 3.30 Gr.1 05/Al 93- B7 10.1 13a 1,648 797 423 11/4" F1554 57,524 24,189 25,405 3.01 1.60 3.30 Gr. 105/A193- B7 10.2 13a 1,663 819 434 11/4" F1554 57,524 24,731 25,947 3.01 1.60 3.30 Gr. 105/A193- B7 10.3 13a 1,668 890 472 1 3/8" F1554 69,605 26,995 28,211 3.01 1.60 3.30 Gr. 105/A193- B7 10.4 13a 1,668 890 472 1 3/8" F1554 69,605 26,995 28,211 3.01 1.60 3.30 Gr. 105/A193- B7 10.5 13a 1,663 819 434 11/4" F1554 57,524 24,731 25,947 3.01 1.60 3.30 Gr. 105/A193- B7 10.6 13a 1,648 797 423 11/4" F1554 57,524 24,189 25,405 3.01 1.60 3.30 Gr. 105/A193- B7 11.1 12 640 563 626 7/8"F1554 28,187 17,101 18,317 1.44 1.61 3.30 Gr.105/A193- B7 12.1 12 640 541 426 7/8"F1554 28,187 14,926 16,142 2.08 1.64 3.30 0-11579 L-2.147 5.149 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aallovv plf rigid plf plf lb lb lb Flex Rigid ir. 1 Ut/P1 :dj- B7 13.1 12 640 481 550 7/8"F1554 28,187 15,790 17,006 1.49 1.70 3.30 Gr. 105/Al 93- 67 3.1 12 640 585 638 7/8"F1554 28,187 16,191 17,375 1.53 1.67 3.00 Gr. 105/Al 93- B7 4.1 13a 1,582 491 303 1" F1554 Gr. 36,816 16,673 17,889 2.64 1.63 3.30 105/Al 93-137 4.2 13a 1,595 641 395 11/4" F1554 57,524 19,500 20,716 2.64 1.63 3.30 Gr. 105/A193- B7 4.3 13a 1,740 856 522 11/4" F1554 57,524 24,711 25,927 2.64 1.61 3.30 Gr. 105/A193- B7 4.4 13a 1,595 641 395 11/4" F1554 57,524 19,500 20,716 2.64 1.63 3.30 Gr. 105/A193- B7 4.5 13a 1,582 491 303 1" F1554 Gr. 36,816 16,673 17,889 2.64 1.63 3.30 105/Al 93-137 4.6 13a 1,668 726 443 11/4" F1554 57,524 21,570 22,786 2.64 1.61 3.30 Gr. 105/A193- B7 4.7 12a 1,280 964 588 1" F1554 Gr. 36,816 26,878 28,094 2.64 1.61 3.30 105/A193-137 4.8 13a 1,668 726 443 11/4" F1554 57,524 21,570 22,786 2.64 1.61 3.30 Gr. 105/A193- B7 5.1 12 640 461 445 7/8"F1554 28,187 12,611 13,827 1.65 1.59 3.30 Gr.105/A193- B7 5.2 12 640 461 444 7/8F1554 28,187 12,611 13,827 1.65 1.59 3.30 Gr.105/A193- B7 6.1 13 870 426 585 3/4"Fl554Gr. 20,709 14,593 15,809 1.11 1.52 3.30 105/Al 93-B7 6.3 13 870 547 752 3/4" F1554 Gr. 20,709 17,870 19,086 1.11 1.52 3.30 105/A193-B7 6.4 13 870 476 654 3/4" Fl554Gr. 20,709 15,975 17,191 1.11 1.52 3.30 105/Al 93-137 7.1 13 870 383 559 3/4" F1554 Gr. 20,709 14,219 15,435 1.05 1.52 3.30 105/A193-137 7.2 13 870 449 655 3/4" F1554 Gr. 20,709 16,188 17,404 1.05 1.52 3.30 105/Al 93-137 7.3 13 870 443 647 3/4" F1554Gr. 20,709 16,015 17,231 1.05 1.52 3.30 105/A193-137 8.1 12 640 425 557 7/8'F1554 28,187 15,080 16,296 1.17 1.54 3.30 Gr. 105/Al 93- B7 9.1 12 640 463 441 7/8"F1554 28,187 12,653 13,869 1.66 1.58 3.30 Gr. 105/Al 93- 67 9.2 12 640 463 441 7/8"F1554 28,187 12,653 13,869 1.66 1.58 3.30 Gr.105/A193- B7 A.1 13a 1,663 908 565 1 3/8" F1554 69,605 27,989 29,205 3.10 1.93 3.30 Gr. 105/A193- 10-11579 L-2.148 5.150 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vaiiow E-flex E- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid B7 A.2 12a 1,280 935 582 1"F1554Gr, 36,816 27,782 28,998 3.10 1.93 3.30 105/A193-B7 A.3 13a 1,554 744 469 1 3/8" F1554 69,605 23,053 24,333 3.10 1.95 3.30 Gr. 105/A193- B7 A.4 13a 1,554 744 469 1 3/8" F1554 69,605 23,053 24,333 3.10 1.95 3.30 Gr. 105/A193- B7 B.1 12 640 550 613 7/8"71554 28,187 16,729 17,945 1.69 1.89 3.30 Gr. 105/Al 93- B7 C.1 13 870 662 746 3/4" F1554 Gr. 20,709 18,613 19,829 1.60 1.81 3.30 105/Al 93-137 D.1 12 640 476 529 7/8"F1554 28,187 14,742 15,958 1.60 1.78 3.30 Gr. 105/Al 93- B7 E.1 12 640 601 673 7/8"F1 554 28,187 18,104 19,320 1.54 1.73 3.30 Gr.1 05/Al 93- B7 F.1 12 640 393 623 7/8"F1554 28,187 16,881 18,097 1.05 1.67 3.30 Gr.105/A193- B7 G.1 12 640 453 643 7/8"F1554 28,187 17,369 18,585 1.10 1.56 3.30 Gr.105/A193- B7 H.1 12 640 492 556 7/8"Fl554 28,187 15,319 16,535 1.37 1.55 3.30 Gr.105/Al93- B7 1.1 12 640 438 585 7/8"F1554 28,187 16,098 17,314 1.12 1.50 3.30 Gr.105/A193- B7 JA 12 640 394 587 7/8"F1554 28,187 5,893 6,213 1.01 1.51 3.30 Gr. 105/Al 93- B7 K.1 12 640 486 585 7/8"F1 554 28,187 16,296 17,512 1.30 1.57 3.30 Gr.105/A193- B7 K.2 12 640 486 585 7/8"F1554 28,187 16,296 17,512 1.30 1.57 3.30 Gr.105/Al93- B7 L.1 13a 1,648 1,120 562 1" F1554Gr. 36,816 157,553 158,161 3.19 1.60 3.30 105/A193-137 L.2 13a 1,648 1,072 538 11/4" F1554 57,524 12,111 12,431 3.19 1.60 3.30 Gr. 105/A193- B7 M.1 12 640 430 454 7/8"F1554 28,187 13,233 14,449 1.54 1.62 3.30 Gr.105/A193- B7 M.2 12 640 430 453 7/8"F1554 28,187 13,214 14,430 1.54 1.62 3.30 Gr.1 05/Al 93- B7 M.3 12 640 430 454 7/8"F1554 28,187 13,233 14,449 1.54 1.62 3.30 Gr.105/A193- B7 M.4 12 640 430 453 7/8"Fl554 28,187 13,214 14,430 1.54 1.62 3.30 Gr.105/A193- B7 10-11579 L-2.149 5.151 Lateral Load Analysis - Plan 2 Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiioo plf rigid plf plf lb lb lb Flex Rigid N.1 13 870 337 336 3/4" F1554 Gr. 20,709 13,315 14,531 1.68 1.67 3.30 105/A193-B7 N.2 13 870 404 403 3/4" F1554 Gr. 20,709 9,325 9,933 1.68 1.67 3.30 105/A193-B7 N.3 13 870 356 355 3/4" F1554 Gr. 20,709 15,352 16,568 1.68 167 3.30 105/Al 93-137 N,4 13 870 750 748 3/4" F1554 Gr. 20,709 7,654 7,974 1.68 1.67 3.30 105/A193-137 N.5 13 870 723 721 1 1/8" F1554 21,620 19,173 20,389 1.68 1.67 3.30 Gr. 36/A36/A307* 10-11579 L-2.150 5.152 Lateral Load Analysis Plan 3 5.153 ii PLAN 3 LATERAL ANALYSIS KEY PLAN 5.154 Lateral Load Analysis - Plan 3 D 2nd Floor Framing Aviara - Lateral.vcal9 10-11579 L-3.152 5.155 Lateral Load Analysis - Plan 3 () t) (D ( (IP) 3rd Floor Framing Aviara - Lateral.vcal9 10-11579 L-3.153 5.156 Lateral Load Analysis - Plan 3 I. i. JLLJJ I E1 jJ , M 4th Floor Framing Aviara- Lateral.vcal9 10-11579 L-3.154 5.157 Lateral Load Analysis - Plan 3 bb Roof Framing Aviara - Lateral.vcal9 10-11579 L-3.155 5.158 Lateral Load Analysis - Plan 3 Seismic Parameters Building Parameter Risk Category Importance Factor Seismic Design Category Seismic Force - Resisting System Allowable Story Drift (in) Aa Building Height (ft) Building Period (sec) Response Modification Coef R Overstrength Factor QO Deflection Amplification Factor Cd Redundancy Factor P Seismic Response Coeficient Cs = Mm {SDI x L I PIT. SDS x LI R}> 0.5 S1 x LI R = Seismic Base Shear Eh= Cx W x p X - XDir Y - YDir Bearing Wall System - Bearing Wall System - Light-framed walls Light-framed walls sheathed with wood sheathed with wood structural panels rated for structural panels rated shear resistance or steel for shear resistance or sheets steel sheets 3.3 3.3 44 44 0.35 0.35 6.5 6.5 3 3 4 4 1 1 0.12 0.12 0.12W 0.12W 11 le 1.0 SDC D SDS 0.752 10-11579 L-3.156 5.159 Lateral Load Analysis - Plan 3 Diaphram Area and Center of Mass Roof Roof Dimensions (Max) L= 382.6 ft (Max) L=296 ft Ht= 10.0 ft Roof Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) Xi Yi xj Yj (sq. ft.) (lb) Area 1 27 50.5 -540.5 124.8 -501 2,930 79,097 Area 2 27 183.2 -421.6 207.8 -386.1 873 23,563 Area 3 27 183.2 -386.1 207.8 -352.5 828 22,346 Area 4 27 183.2 -504.5 207.9 -467.7 908 24,503 Area 5 27 133 -504.5 183.2 -457.8 2,343 63,263 Area 6 27 133 -457.8 170.5 -433.1 926 25,003 Area 7 27 207.8 -421.6 242.8 -386.1 1,243 33,548 Area 8 27 133 -433.1 183.2 -386.1 2,360 63,714 Area 9 27 207.8 -386.1 245.1 -350.5 1,332 35,952 Area 10 27 133 -386.1 183.2 -339.6 2,335 63,037 Area 11 27 133 -339.6 172.9 -245.2 3,767 101,700 Area 12 27 124.8 -540.5 208.4 -504.5 3,009 81,243 Area 13 27 13.3 -541.1 50.5 -501 1,495 40,363 Area 14 . 27 -11 -538.5 13.3 -501 911 24,610 Area 15 27 -137.5 -539.8 -11 -504.5 4,467 120,602 Area 16 27 -137.5 -504.5 -51.1 -468.5 3,108 83,916 Area 17 27 -51.1 -504.5 -1 -457.8 2,339 63,158 35,171 949,617 This level Roof X(c.M)= 86.5 Roof Y(cM.)= -451.1 Accumulated from upper levels X(c.M)= 86.5 Y(c.M.)= -451.1 4th Floor 4th Floor Dimensions (Max) L= 382.6 ft (Max) L=296 ft Ht = 9.0 ft 4th Floor Unit Wt (w) (psf) Coordinates (ft) (Points @ Opposite Corners) Xi Yi xi Yj Area (sq. ft.) Weight (lb) Area 1 40 50.5 -540.5 124.8 -501 2,930 117,180 Area 2 40 183.2 -421.6 207.8 -386.1 873 34,908 Area 3 40 183.2 -386.1 207.8 -352.5 828 33,105 Area 4 40 183.2 -504.5 207.9 -467.7 908 36,301 Area 5 40 133 -504.5 183.2 -457.8 2,343 93,722 Area 6 40 133 -457.8 170.5 -433.1 926 37,041 Area 7 40 207.8 -421.6 242.8 -386.1 1,243 49,701 Area 8 40 133 -433.1 183.2 -386.1 2,360 94,392 Area 9 40 207.8 -386.1 245.1 -350.5 1,332 53,263 Area 10 40 133 -386.1 183.2 -339.6 2,335 93,387 Area 11 40 133 -339.6 172.9 -245.2 3,767 150,667 Area 12 40 124.8 -540.5 208.4 -504.5 3,009 120,360 Area 13 40 13.3 -541.1 50.5 -501 1,495 59,797 Area 14 40 -11 -538.5 13.3 -501 911 36,459 10-11579 L-3.157 5.160 Area 15 Area 16 Area 17 40 40 40 -137.5 -539.8 -137.5 -504.5 -51.1 -504.5 -11 -51.1 -1 -504.5 -468.5 -457.8 4,467 178,669 3,108 124,320 2,339 93,567 : 35,171 E 1,406,841 This level 4th FloorX(cM.)= 86.5 4th Floor Y(c.M.) -451.1 Accumulated from upper levels X(c.M.)= 86.5 Y(c.M.)= -451.1 r3rd Floor 3rd Floor Dimensions (Max) L= 382.6 ft (Max) L=296 ft Ht = 9.0 ft 3rd Floor Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) Xi Yi x (sq. ft.) (lb) Area 1 40 50.5 -540.5 124.8 -501 2,930 117,180 Area 2 40 183.2 -421.6 207.8 -386.1 873 34,908 Area 3 40 183.2 -386.1 207.8 -352.5 828 33,105 Area 4 40 183.2 -504.5 207.9 -467.7 908 36,301 Area 5 40 133 -504.5 183.2 -457.8 2,343 93,722 Area 6 40 133 -457.8 170.5 -433.1 926 37,041 Area 7 40 207.8 -421.6 242.8 -386.1 1,243 49,701 Area 8 40 133 -433.1 183.2 -386.1 2,360 94,392 Area 9 40 207.8 -386.1 245.1 -350.5 1,332 53,263 Area 10 40 133 -386.1 183.2 -339.6 2,335 93,387 Area 11 40 133 -339.6 172.9 -245.2 3,767 150,667 Area 12 40 124.8 -540.5 208.4 -504.5 3,009 120,360 Area 13 40 13.3 -541.1 50.5 -501 1,495 59,797 Area 14 40 -11 -538.5 13.3 -501 911 36,459 Area 15 40 -137.5 -539.8 -11 -504.5 4,467 178,669 Area 16 40 -137.5 -504.5 -51.1 -468.5 3,108 124,320 Area 17 40 -51.1 -504.5 -1 -457.8 2,339 93,567 35,171 1,406,841 This level 3rd FloorX(c.M.)= 86.5 3rd Floor Y(c.M.)= -451.1 Accumulated from upper levels X(c.M.)= 86.5 Y(c.M.) -451.1 2nd Floor 2nd Floor Dimensions (Max) L= 382.6 ft (Max) L=296 ft Ht = 10.0 ft 2nd Floor Unit Wt (w) Coordinates (ft) (Points @ Opposite Corners) Area Weight (psf) X Y1 x, Yj (sq. ft.) (lb) Area 1 40 50.5 -540.5 124.8 -501 2,930 117,180 Area 2 40 183.2 -421.6 207.8 -386.1 873 34,908 Area 3 40 183.2 -386.1 207.8 -352.5 828 33,105 Area 4 40 183.2 -504.5 207.9 -467.7 908 36,301 Area 5 40 133 -504.5 183.2 -457.8 2,343 93,722 Area 6 40 133 -457.8 170.5 -433.1 926 37,041 Area 7 40 207.8 -421.6 242.8 -386.1 1,243 49,701 Area 8 40 133 -433.1 183.2 -386.1 2,360 94,392 Area 9 0 207.8 -386.1 245.1 -350.5 1,332 0 Area 10 40 133 -386.1 183.2 -339.6 2,335 93,387 Area 11 40 133 -339.6 172.9 -245.2 3,767 150,667 10-11579 L-3.158 5.161 Area 12 40 124.8 -540.5 208.4 -504.5 3,009 120,360 Area 13 0 13.3 -541.1 50.5 -501 1,495 0 Area 14 40 -11 -538.5 13.3 -501 911 36,459 Area 15 40 -137.5 -539.8 -11 -504.5 4,467 178,669 Area 16 40 -137.5 -504.5 -51.1 -468.5 3,108 124,320 Area 17 40 -51.1 -504.5 -1 -457.8 2,339 93,567 Z 35,171 1,293,781 This level 2nd Floor X(c.M ) 83.2 2nd Floor Y(c.M.) -451.3 Accumulated from upper levels X(c.M.)= 86.1 Y(c,M.)= -451.1 10-11579 L-3.159 5.162 Lateral Load Analysis - Plan 3 Seismic Force Distribution (ASD) Level (i) W(lb) Hi(ft) W, x H, X-X Dir (R = 6.5) F(lb) f(psf) v(psf) Y-Y Dir F(lb) (R = 6.5) f(psf) v(psf) Roof 949,617 42 39ç883,930 130,962 3.72 3.72 130,962 3.72 3.72 4th Floor 1,406,841 31 43,612,060 143,203 4.07 7.8 143,203 4.07 7.8 3rd Floor 1,406,841 21 29,543,650 97,009 2.76 10.55 97,009 2.76 10.55 2nd Floor 1,293,781 11 14,231,590 46,730 1.33 11.88 46,730 1.33 11.88 Sum 5,057,078 127,271,230 417,904 417,904 10-11579 L-3.160 5.163 Lateral Load Analysis - Plan 3 Wind Parameters - Directional Procedure Part 1 (ASCE 7-16 Chapter 27) External Pressure Coefficients Building Dimensions Lx (x-x Dir.) = 382.6 ft Ly (y-y Dir.) = 296.0 ft Roof Area = 100.0 Building Datum 0 ft Wall C, LIB Windward Leeward X - X Dir. (Lx /Ly) = 1.29 0.8 -.44 Y - YDir. (Ly/ Lx) =.77 0.8 -.5 Roof C, X - X is Normal To Ridge Windward Leeward Slope = 18.4 Deg h/L= .11 -.36 .14 -.57 -.57 Y - Y is Normal To Ridge Windward Leeward Slope18.4Deg h/L=.15 -.36 .14 -.57 -.57 Mean Roof Ht. = 43' Qh (psf) = 20.9 Wind Force - MWFRS p = Q(z or h) GC - Qh (GC1) Where G = 0.85 (GC) = ± 0.18 (Enclosed) Y - Y is Normal To Ridge Ave Pres.@ Level (I) Level (i) z (ft) Windward (Q x G x C, = P,, ) (psf) Leeward ( Q1, x G x C, = PL) (psf) P (psf) Roof Q(psf) G C, Pw Q(psf) G C, PL PW+PL Max Roof Ht. 44 20.9 0.85 0.137 0.8 20.9 0.85 -0.569 -3.2 4 Wall Q. (psf) G C, Pw Q, (psf) G Cp PL Pw + PL 20.7 0.85 0.8 14.1 20.9 0.85 -0.5 -8.8 22.9 Roof 42 4th Floor 31 19.4 0.85 0.8 13.2 20.9 0.85 -0.5 -8.8 22.1 3rd Floor 21 17.9 0.85 0.8 12.2 20.9 0.85 -0.5 -8.8 21 2nd Floor 11 15.6 0.85 0.8 10.6 20.9 0.85 -0.5 -8.8 19.5 X - X is Normal To Ridge Ave Pres.© Level (i) Level (i) z (ft) Windward (Q x G x C, = P. (psf) Leeward (Qh x G x C, = PL) (psf) P (psf) Roof Q (psf) G C, Pw Q' (psf) G C, PL P + PL Max Roof Ht. 44 20.9 0.85 0.137 0.8 20.9 0.85 -0.569 -3.2 4 Wall Q(psf) G C, Pw Q) (psf) G C PL PW+PL Roof 42 20.7 0.85 0.8 14.1 20.9 0.85 -0.441 -7.8 21.9 4th Floor 31 19.4 0.85 0.8 13.2 20.9 0.85 -0.441 -7.8 21 3rd Floor 21 17.9 0.85 0.8 12.2 20.9 0.85 -0.441 -7.8 20 2nd Floor 11 15.6 0.85 0.8 10.6 20.9 0.85 -0.441 -7.8 18.4 10-11579 L-3.161 5.164 Lateral Load Analysis - Plan 3 Wood Shear Wall & SW Rigidity (k) Abending = 8 Vallow H3 / E A L Where E= 1.6x 106 (psi) A = Post Area (in2) Vallow = allowable unit shear (pff) AShear = Vallow H / (1000 Ga) where Ga = Shear Stiffness (kip/in) [Table 3.4 A, 2015 NDS - Wind & Seismic provisions] Aanchor = (H / L) [Device or Rod Elongation + Plate Crushing + Shrinkage] where Rod Elongation = (Vailow X L ) X H / ( Arod x Es ATotal Abending + AShear+ Aanchor (kip/in) SW Rigidity (at allowable stress level) k = [vallow/ 1000 (klf) X L/Mow (kip/in) SW 1.1 (Sample Calc) L = 3.8 ft H = 10.0 ft SW Sch = 13a Ga = 102 (kip/in) Abending = 8 X 1740 X 10. 03/ (1.6 X 106 X 12.25 X 3.8 = 0.189" AShear = 1740 X 10.0/( 102x 1000)= 0.171" Aanchor = (10.0/3.8 ) X (0.215 + 0.000 + 0.040 + 0) = 0.788" ATotal = 0.189 + 0.171 + 0.788 = 1.148" k =( 1740/1000) x 3.8 / 1.148 = 5.7 (kip/ in) 10-11579 L-3.162 5.165 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vallow(plt) HD TIC (in') Abending AShear Aanchor L\Total k Line 1 1.1 3.8 10.0 0 11 490 5/8 F1554 Gr. 12 0.053 0.196 0.618 0.868 2.1 1.10 3.7 10.0 0 11 490 5/8 F1554 Gr. 12 0.054 0.196 0.633 0.883 2.0 1.11 3.8 10.0 0 11 490 5/8 F1554Gr. 12 0.053 0.196 0.618 0.868 2.1 1.12 3.8 10.0 0 11 490 5/8 F1554Gr. 12 0.053 0.196 0.618 0.868 2.1 1.13 3.7 10.0 0 11 490 5/8 F1554 Gr. 12 0.054 0.196 0.633 0.883 2.0 1.14 3.7 10.0 0 11 490 5/8 F1554Gr. 12 0.054 0.196 0.633 0.883 2.0 1.15 3.8 10.0 0 11 490 5/8 F1554Gr. 12 0.053 0.196 0.618 0.868 2.1 1.16 3.8 10.0 0 11 490 5/8" F1554Gr. 12 0.053 0.196 0.618 0.868 2.1 1.17 3.7 10.0 0 11 490 5/8 F1554Gr. 12 0.054 0.196 0.633 0.883 2.0 1.18 3.5 10.0 0 11 490 3/4"F1554Gr. 12 0.057 0.196 0.568 0.821 2.1 1.2 3.7 10.0 0 11 490 5/8" F1554Gr. 12 0.054 0.196 0.633 0.883 2.0 1.20 3.5 10.0 0 11 490 5/8 F1554Gr. 12 0.057 0.196 0.552 0.805 2.1 1.3 4.3 10.0 0 11 490 3/4"F1554Gr. 12 0.047 0.196 0.458 0.700 3.0 1.4 4.3 10.0 0 11 490 3/4' F1554Gr. 12 0.047 0.196 0.463 0.706 3.0 1.5 4.3 10.0 0 11 490 3/4" F1554 Gr. 12 0.047 0.196 0.458 0.700 3.0 1.6 4.0 10.0 0 11 490 5/8"F1554Gr. 12 0.050 0.196 0.577 0.823 2.4 1.7 4.1 10.0 0 11 490 3/4" F1554Gr. 12 0.048 0.196 0.477 0.722 2.8 1.8 4.3 10.0 0 11 490 3/4" F1554 Gr. 12 0.047 0.196 0.463 0.706 3.0 1.9 4.1 10.0 0 11 490 3/4"F1554Gr. 12 0.048 0.196 0.477 0.722 2.8 Line 10 10.1 23.9 10.0 0 9 260 5/8' F1554 Gr. 12 0.004 0.200 0.072 0.277 22.5 Line 11 11.1 23.9 10.0 0 9 260 5/8" F1554 Gr. 12 0.004 0.200 0.072 0.277 22.5 Line 12 12.1 3.8 10.0 0 10 350 5/8" F1554Gr. 12 0.038 0.184 0.526 0.747 1.8 12.2 4.1 10.0 0 10 350 5/8" F1554Gr. 12 0.035 0.184 0.482 0.701 2.1 12.3 4.4 10.0 0 10 350 5/8" F1554 Gr. 12 0.032 0.184 0.449 0.665 2.3 12.4 4.3 10.0 0 10 350 5/8 F1554 Gr. 12 0.033 0.184 0.462 0.680 2.2 Line 13 13.1 14.0 10.0 0 9 260 5/8"F1554Gr. 12 0.008 0.200 0.124 0.331 11.0 13.2 14.0 10.0 0 9 260 5/8"F1554Gr. 12 0.008 0.200 0.124 0.331 11.0 Line 14 14.2 23.4 10.0 0 9 260 5/8' F1554 Gr. 12 0.005 0.200 0.074 0.278 21.9 14.3 12.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.009 0.200 0.145 0.354 8.8 Line 15 15.1 23.4 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.074 0.278 21.9 15.2 8.0 10.0 0 9 260 5/8' F1554 Gr. 12 0.013 0.200 0.219 0.432 4.8 Line 16 10-11579 L-3.163 5.166 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending L\Shear L\anthor ATolal k 16.1 14.0 10.0 0 9 260 5/8 F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 16.2 14.0 10.0 0 9 260 5/8' F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 Line 17 17.1 4.0 10.0 0 11 490 3/4" F1554 Gr. 12 0.050 0.196 0.443 0.689 2.8 17.2 4.1 10.0 0 11 490 3/4" F1554 Gr. 12 0.048 0.196 0.429 0.673 3.0 17.3 3.9 10.0 0 11 490 3/4" F1554Gr. 12 0.052 0.196 0.458 0.705 2.7 Line 18 18.1 22.0 10.0 0 9 260 5/8' F1554 Gr. 12 0.005 0.200 0.078 0.283 20.2 Line 19 19.1 26.3 10.0 0 9 260 5/8" F1554Gr. 12 0.004 0.200 0.066 0.270 25.3 Line 2 2.1 19.8 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.087 0.293 17.5 2.10 19.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.089 0.295 17.0 2.2 20.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.086 0.292 17.8 2.4 16.3 10.0 0 9 260 5/8" F1554Gr. 12 0.006 0.200 0.106 0.312 13.6 2.5 19.5 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.089 0.294 17.2 2.6 12.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.009 0.200 0.142 0.350 9.1 2.7 19.8 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.087 0.293 17.5 2.9 19.8 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.087 0.293 17.5 Line 20 20.1 22.3 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.078 0.282 20.5 20.2 19.7 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.088 0.293 17.5 Line 21 21.1 15.5 10.0 0 9 260 5/8" F1554 Gr. 12 0.007 0.200 0.112 0.319 12.6 21.2 4.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.027 0.200 0.447 0.674 1.5 Line 3.2 23.4 10.0 0 9 260 5/8" F1554 Gr. 12 0.005 0.200 0.074 0.278 21.9 Line 4 4.1 31.2 10.0 0 9 260 5/8" F1554 Gr. 12 0.003 0.200 0.055 0.259 31.3 4.2 23.4 10.0 0 9 260 5/8" F1554Gr. 12 0.005 0.200 0.074 0.278 21.9 Line 5 5.1 14.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 5.2 14.0 10.0 0 9 260 5/8"F1554Gr. 12 0.008 0.200 0.124 0.331 11.0 Line 6 6.1 14.0 10.0 0 9 260 5/8" F1554Gr. 12 0.008 0.200 0.124 0.331 11.0 6.2 14.0 10.0 0 9 260 5/8" F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 Line 7.1 4.0 10.0 0 10 350 5/8" F1554 Gr. 12 0.035 0.184 0.492 0.712 2.0 0-11579 L-3.164 5.167 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending L\Shear L\anchor Aioiai k 7.2 4.1 10.0 0 10 350 5/8" F1554 Gr. 12 0.035 0.184 0.482 0.701 2.1 Line 8 8.1 3.8 10.0 0 11 490 5/8 F1554 Gr. 12 0.053 0.196 0.520 0.769 2.4 8.2 3.7 10.0 0 11 490 5/8'F1554Gr. 12 0.054 0.196 0.532 0.782 2.3 8.3 4.1 10.0 0 11 490 3/4 F1554Gr. 12 0.048 0.196 0.416 0.660 3.1 8.5 4.1 10.0 0 11 490 3/4 F1554Gr. 12 0.048 0.196 0.416 0.660 3.1 8.6 3.6 10.0 0 11 490 5/8' F1554 Gr. 12 0.056 0.196 0.432 0.683 2.6 Line 9.1 12.5 10.0 0 9 260 5/8 F1554 Gr. 12 0.008 0.200 0.139 0.347 9.4 Line( [.1 10.3 10.0 0 9 260 5/8 F1554 Gr. 12 0.010 0.200 0.170 0.380 7.0 (.2 4.8 10.0 0 9 260 5/8 F1554 Gr. 12 0.022 0.200 0.367 0.589 2.1 Line A A.2 9.4 10.0 0 10 350 5/8 F1554 Gr. 12 0.015 0.184 0.206 0.405 8.1 A.3 9.4 10.0 0 10 350 5/8 F1554 Gr. 12 0.015 0.184 0.206 0.405 8.1 Line B.1 23.8 10.0 0 9 260 5/8' F1554 Gr. 12 0.004 0.200 0.073 0.277 22.3 B.2 30.1 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.057 0.261 30.0 Line C.1 14.8 10.0 0 9 260 5/8" F1554Gr. 12 0.007 0.200 0.117 0.325 11.8 Line D D.1 26.3 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.066 0.270 25.3 Line E E.1 26.3 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.066 0.270 25.3 Line F F.1 23.9 10.0 0 9 260 5/8" F1554Gr. 12 0.004 0.200 0.072 0.277 22.5 Line G G.1 22.3 10.0 0 9 260 5/8 F1554 Gr. 12 0.005 0.200 0.078 0.282 20.5 Line H.1 14.0 10.0 0 9 260 5/8' F1554 Gr. 12 0.008 0.200 0.124 0.331 11.0 H.2 14.0 10.0 0 9 260 5/8" F1554Gr. 12 0.008 0.200 0.124 0.331 11.0 Line I 1.1 26.3 10.0 0 9 260 5/8' F1554 Gr. 12 0.004 0.200 0.066 0.270 25.3 Line J J.1 15.2 10.0 0 9 260 5/8 F1554 Gr. 12 0.007 0.200 0.114 0.321 12.3 Line K K.1 30.1 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.057 0.261 30.0 10-11579 L-3.165 5.168 18.0 10.0 0 9 260 5/8"F1554Gr. 12 0.009 0.200 0.145 0.354 8.8 0.005 0.200 0.085 0.291 18.1 0.007 0.200 0.114 0.321 12.3 0.009 0.200 0.145 0.354 8.8 0.011 0.200 0.176 0.387 6.7 0.005 0.200 0.087 0.293 17.5 0.011 0.200 0.176 0.387 6.7 0.008 0.200 0.124 0.331 11.0 0.008 0.200 0.124 0.331 11.0 0.008 0.200 0.124 0.331 11.0 0.008 0.200 0.124 0.331 11.0 0.008 0.200 0.124 0.331 11.0 0.008 0.200 0.124 0.331 11.0 0.033 0.184 0.435 0.652 2.3 0.032 0.184 0.378 0.595 2.6 0.033 0.184 0.435 0.652 2.3 0.040 0.184 0.490 0.714 1.8 0.038 0.184 0.469 0.691 1.9 0.032 0.184 0.397 0.613 2.5 I 0.006 0.200 0.096 0.302 15.5 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) Roof Wall me L L.1 L.2 me M M.1 .me N N.1 N.2 .me 0 0.1 0.3 0.4 0.5 0.7 0.8 0.9 me P P.1 P.2 me Q Q.1 Q.2 Q.3 Q.4 .me R R.1 .me S S.1 S.2 me T T.1 T.2 T.3 T.4 T.5 T.6 Jne U U.1 L H Hole SW Sch 15.9 10.0 0 9 14.9 10.0 0 9 28.5 10.0 0 9 15.8 10.0 0 9 14.9 10.0 0 9 12.0 10.0 0 9 20.3 10.0 0 9 15.2 10.0 0 9 12.0 10.0 0 9 9.9 10.0 0 9 19.8 10.0 0 9 9.9 10.0 0 9 14.0 10.0 0 9 14.0 10.0 0 9 14.0 10.0 0 9 14.0 10.0 0 9 14.0 10.0 0 9 14.0 10.0 0 9 18.0 10.0 0 9 4.0 10.0 0 10 4.1 10.0 0 10 4.3 10.0 0 10 4.4 10.0 0 10 4.3 10.0 0 10 3.6 10.0 0 10 3.8 10.0 0 10 4.4 10.0 0 10 Vaiiow(plf) HD TIC (in2) 260 5/8 F1554Gr. 12 260 5/8 F1554Gr. 12 260 5/8' F1554Gr. 12 260 5/8"F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8"F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8"F1554Gr. 12 260 5/8"F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8'F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 260 5/8" F1554Gr. 12 350 5/8" F1554Gr. 12 350 5/8"F1554Gr. 12 350 5/8"F1554Gr. 12 350 3/4" F1554Gr. 12 350 5/8" F1554Gr. 12 350 5/8"F1554Gr. 12 350 5/8" F1554Gr. 12 350 3/4" F1554Gr. 12 0.004 0.200 0.060 0.264 28.0 0.007 0.200 0.110 0.316 13.0 0.007 0.200 0.116 0.323 12.0 0.006 0.200 0.096 0.302 15.5 0.035 0.184 0.492 0.712 2.0 0.035 0.184 0.482 0.701 2.1 bending AShear L\anchor ATotal k 0.007 0.200 0.109 0.316 13.1 0.007 0.200 0.116 0.323 12.0 L-3.166 5.169 ne V Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) Roof Wall L H Hole SW Sch Vallow(plf) HD TIC (in') Abending AShear L\anchor ATotal k V.1 23.9 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.072 0.277 22.5 V.2 23.9 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.072 0.277 22.5 Line W.1 23.9 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.072 0.277 22.5 Line X X.1 26.3 10.0 0 9 260 5/8 F1554 Gr. 12 0.004 0.200 0.066 0.270 25.3 X.2 26.3 10.0 0 9 260 5/8 F1554Gr. 12 0.004 0.200 0.066 0.270 25.3 Line Y Y.1 4.8 10.0 0 9 260 5/8 F1554 Gr. 12 0.022 0.200 0.367 0.589 2.1 Y.2 14.2 10.0 0 9 260 5/8 F1554 Gr. 12 0.007 0.200 0.122 0.330 11.2 Y.3 8.0 10.0 0 9 260 5/8 F1554 Gr. 12 0.013 0.200 0.217 0.431 4.9 V.4 4.7 10.0 0 9 260 5/8 F1554 Gr. 12 0.023 0.200 0.381 0.603 2.0 Line Z Z.1 15.0 10.0 0 9 260 5/8 F1554Gr. 12 0.007 0.200 0.115 0.323 12.1 Wall With Hole(s) Roof P1 I I Wall L H P1 WI P2 W2 Pi Hi H2 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending AShear Aanchor Aiotai k Line 1 1.1 3.8 9.0 0 13 870 1 F1554 Gr. 10 12 0.069 0.154 0.527 0.750 4.4 1.10 3.7 9.0 0 13 870 1' F1554 Gr. 10 12 0.071 0.154 0.539 0.764 4.2 1.11 3.8 9.0 0 13 870 1 F1554 Gr. 10 12 0.069 0.154 0.527 0.750 4.4 1.12 3.8 9.0 0 13 870 V F1554 Gr. 10 12 0.069 0.154 0.527 0.750 4.4 1.13 3.7 9.0 0 13 870 1' F1554 Gr. 10 12 0.071 0.154 0.539 0.764 4.2 1.14 3.7 9.0 0 13 870 1 F1554 Gr. 10 12 0.071 0.154 0.539 0.764 4.2 1.15 3.8 9.0 0 13 870 1" F1554 Gr. 10 12 0.069 0.154 0.527 0.750 4.4 1.16 3.8 9.0 0 13 870 1 F1554 Gr. 10 12 0.069 0.154 0.527 0.750 4.4 1.17 3.7 9.0 0 13 870 V F1554 Gr. 10 12 0.071 0.154 0.539 0.764 4.2 1.18 3.5 9.0 0 13 870 1 1/8' F1554Gr 12 0.074 0.154 0.517 0.744 4.1 1.19 3.6 9.0 0 13 870 1 F1554 Gr. 10 12 0.072 0.154 0.454 0.680 4.6 10-11579 L-3.167 5.170 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in2) Abending AShear Aanchor ATotal k 1.2 3.7 9.0 0 13 870 1" F1554 Gr. 10 12 0.071 0.154 0.539 0.764 4.2 1.20 3.5 9.0 0 13 870 1' F1554 Gr. 10 12 0.074 0.154 0.568 0.795 3.8 1.3 4.3 9.0 0 13 870 1 1/8 F1554 Gr 12 0.060 0.154 0.416 0.630 5.9 1.4 4.3 9.0 0 13 870 1 1/8 F1554 Gr 12 0.061 0.154 0.420 0.635 5.8 1.5 4.3 9.0 0 13 870 1 1/8' F1554 Gr 12 0.060 0.154 0.416 0.630 5.9 1.6 4.0 9.0 0 13 870 1" F1554 Gr. 10 12 0.065 0.154 0.492 0.710 4.9 1.7 4.1 9.0 0 13 870 1 1/8" F1554 Gr 12 0.063 0.154 0.434 0.650 5.5 1.8 4.3 9.0 0 13 870 11/8" F1554 Gr 12 0.061 0.154 0.420 0.635 5.8 1.9 4.1 9.0 0 13 870 1 1/8" F1554 Gr 12 0.063 0.154 0.434 0.650 5.5 Line 10 10.1 23.9 9.0 0 11 490 5/8"F1554Gr. 12 0.006 0.176 0.094 0.276 42.4 Line 11 11.1 23.9 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.094 0.276 42.4 Line 12 12.1 3.8 9.0 0 12 640 1" F1554 Gr. 10 12 0.050 0.148 0.456 0.653 3.7 12.2 4.1 9.0 0 12 640 1" F1554 Gr. 10 12 0.046 0.148 0.418 0.612 4.3 12.3 4.4 9.0 0 12 640 7/8" F1554 Gr. 12 0.043 0.148 0.436 0.627 4.5 12.4 4.3 9.0 0 12 640 7/8" F1554 Gr. 12 0.044 0.148 0.449 0.641 4.3 Line 13 13.1 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 13.2 14.0 9.0 0 11 490 5/8"F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 Line 14 14.2 23.4 9.0 0 11 490 3/4" F1554Gr. 12 0.006 0.176 0.081 0.263 43.6 14.3 12.0 10.0 0 11 490 5/8" F1554 Gr. 12 0.017 0.196 0.229 0.442 13.3 Line 15 15.1 23.4 9.0 0 11 490 3/4" F1554 Gr. 12 0.006 0.176 0.081 0.263 43.6 15.2 8.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.018 0.176 0.286 0.481 8.2 Line 16 16.1 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 16.2 14.0 9.0 0 11 490 5/8"F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 Line 17 17.1 4.0 9.0 0 13 870 11/8" F1554 Gr 12 0.065 0.154 0.414 0.632 5.5 17.2 4.1 9.0 0 13 870 11/8" F1554Gr 12 0.063 0.154 0.401 0.617 5.8 17.3 3.9 9.0 0 13 870 1 1/8" F1554 Gr 12 0.067 0.154 0.428 0.648 5.2 Line 18 18.1 22.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.007 0.176 0.102 0.285 37.8 Line 19 19.1 26.3 9.0 0 11 490 5/8" F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 10-11579 L-3.168 5.171 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC On') Abending AShear Aanchor ATotal k Line 2 2.1 19.8 9.0 0 11 490 314 F1554 Gr. 12 0.007 0.176 0.096 0.280 34.6 2.10 19.3 9.0 0 11 490 3/4" F1554Gr. 12 0.008 0.176 0.098 0.282 33.6 2.2 20.0 9.0 0 11 490 3/4" F1554 Gr. 12 0.007 0.176 0.095 0.278 35.2 2.4 16.3 9.0 0 11 490 3/4"F1554Gr. 12 0.009 0.176 0.116 0.301 26.6 2.5 19.5 9.0 0 11 490 3/4"F1554Gr. 12 0.007 0.176 0.097 0.281 34.0 2.6 12.3 9.0 0 11 490 5/8' F1554 Gr. 12 0.012 0.176 0.185 0.373 16.1 2.7 19.8 9.0 0 11 490 3/4" F1554Gr. 12 0.007 0.176 0.096 0.280 34.6 2.9 19.8 9.0 0 11 490 3/4" F1554 Gr. 12 0.007 0.176 0.096 0.280 34.6 Line 20 20.1 22.3 9.0 0 11 490 5/8"F1554Gr. 12 0.007 0.176 0.101 0.284 38.4 20.2 19.7 9.0 0 11 490 5/8" F1554Gr. 12 0.007 0.176 0.114 0.298 32.4 Line 21 21.1 15.5 9.0 0 11 490 5/8" F1554Gr. 12 0.009 0.176 0.146 0.331 22.9 21.2 4.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.036 0.176 0.594 0.807 2.4 Line 3 3.2 23.4 9.0 0 11 490 3/4" F1554 Gr. 12 0.006 0.176 0.085 0.268 42.9 Line 4.1 31.2 9.0 0 11 490 5/8" F1554 Gr. 12 0.005 0.176 0.090 0.271 56.4 4.2 23.4 9.0 0 11 490 3/4" F1554 Gr. 12 0.006 0.176 0.081 0.263 43.6 Line 5 5.1 14.0 9.0 0 11 490 5/8"F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 5.2 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 Line 6.1 14.0 9.0 0 11 490 5/8" F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 6.2 14.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 Line 7 7.1 4.0 9.0 0 12 640 1" F1554 Gr. 10 12 0.047 0.148 0.427 0.622 4.2 7.2 4.1 9.0 0 12 640 1" F1554 Gr. 10 12 0.046 0.148 0.418 0.612 4.3 Line 8 8.1 3.8 9.0 0 13 870 1" F1554 Gr. 10 12 0.069 0.154 0.463 0.685 4.8 8.2 3.7 9.0 0 13 870 1' F1554 Gr. 10 12 0.071 0.154 0.474 0.698 4.6 8.3 4.1 9.0 0 13 870 11/8" F1554Gr 12 0.063 0.154 0.388 0.604 5.9 8.5 4.1 9.0 0 13 870 11/8" F1554Gr 12 0.063 0.154 0.388 0.604 5.9 8.6 3.6 9.0 0 13 870 1" F1554 Gr. 10 12 0.072 0.154 0.383 0.609 5.1 Line 9 9.1 12.5 9.0 0 11 490 5/8" F1554Gr. 12 0.012 0.176 0.181 0.369 16.6 Line [.1 10.3 9.0 0 11 490 5/8" F1554Gr. 12 0.014 0.176 0.222 0.412 12.2 10-11579 L-3.169 5.172 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending L\Shear Aanchor L\Tolal k [.2 4.8 9.0 0 11 490 5/8 F1554 Gr. 12 0.030 0.176 0.485 0.692 3.4 Line A A.2 9.4 9.0 0 12 640 7/8 F1554 Gr. 12 0.020 0.148 0.200 0.368 16.3 A.3 9.4 9.0 0 12 640 7/8' F1554 Gr. 12 0.020 0.148 0.200 0.368 16.3 Line B B.1 23.8 9.0 0 11 490 5/8' F1554Gr. 12 0.006 0.176 0.094 0.277 42.0 B.2 30.1 9.0 0 11 490 5/8" F1554 Gr. 12 0.005 0.176 0.074 0.256 57.7 Line C C.1 14.8 9.0 0 11 490 5/8" F1554 Gr. 12 0.010 0.176 0.153 0.339 21.3 Line D D.1 26.3 9.0 0 11 490 5/8"F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line E E.1 26.3 9.0 0 11 490 5/8"F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line F F.1 23.9 9.0 0 11 490 5/8" F1554 Gr. 12 0.006 0.176 0.094 0.276 42.4 Line G G.1 22.3 9.0 0 11 490 5/8"F1554Gr. 12 0.007 0.176 0.101 0.284 38.4 Line H H.1 14.0 9.0 0 11 490 5/8 F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 H.2 14.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 Line I 1.1 26.3 9.0 0 11 490 5/8 F1554 Gr. 12 0.006 0.176 0.085 0.267 48.1 Line J J.1 15.2 9.0 0 11 490 3/4" F1554Gr. 12 0.010 0.176 0.125 0.311 23.9 Line K K.1 30.1 9.0 0 11 490 5/8" F1554 Gr. 12 0.005 0.176 0.074 0.256 57.7 Line L L.1 15.9 9.0 0 11 490 5/8' F1554 Gr. 12 0.009 0.176 0.142 0.327 23.8 L.2 14.9 9.0 0 11 490 5/8" F1554 Gr. 12 0.010 0.176 0.151 0.337 21.7 Line M M.1 28.5 9.0 0 11 490 5/8" F1554 Gr. 12 0.005 0.176 0.078 0.260 53.7 Line N N.1 15.8 9.0 0 11 490 5/8 F1554 Gr. 12 0.009 0.176 0.143 0.328 23.6 N.2 14.9 9.0 0 11 490 5/8' F1554 Gr. 12 0.010 0.176 0.151 0.337 21.6 Line 0 0.1 12.0 9.0 0 11 490 5/8' F1554 Gr. 12 0.012 0.176 0.189 0.377 15.6 0.3 20.3 9.0 0 11 490 3/4"F1554Gr. 12 0.007 0.176 0.093 0.277 35.8 10-11579 L-3.170 5.173 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in') Abending AShear Aanchor ATotal k- 0.4 15.2 9.0 0 11 490 5/8 F1554Gr. 12 0.010 0.176 0.149 0.335 22.2 0.5 12.0 9.0 0 11 490 5/8 F1554 Gr. 12 0.012 0.176 0.189 0.377 15.6 0.7 9.9 10.0 0 11 490 5/8F1554Gr. 12 0.020 0.196 0.279 0.495 9.8 0.8 19.8 9.0 0 11 490 3/4" F1554Gr. 12 0.007 0.176 0.096 0.280 34.6 0.9 9.9 10.0 0 11 490 5/8 F1554Gr. 12 0.020 0.196 0.279 0.495 9.8 Line P P.1 14.0 9.0 0 11 490 5/8"F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 P.2 14.0 9.0 0 11 490 5/8 F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 Line Q Q.1 14.0 9.0 0 11 490 5/8 F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 Q.2 14.0 9.0 0 11 490 5/8 F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 Q.3 14.0 9.0 0 11 490 5/8"F1554Gr. 12 0.010 0.176 0.161 0.348 19.7 Q.4 14.0 9.0 0 11 490 5/8 F1554 Gr. 12 0.010 0.176 0.161 0.348 19.7 Line R R.1 18.0 9.0 0 11 490 5/8"F1554Gr. 12 0.008 0.176 0.125 0.309 28.5 Line S S.1 4.0 9.0 0 12 640 7/8 F1554 Gr. 12 0.047 0.148 0.479 0.674 3.8 S.2 4.1 9.0 0 12 640 7/8 F1554Gr. 12 0.046 0.148 0.469 0.662 4.0 Line T T.1 4.3 9.0 0 12 640 1" F1554 Gr. 10 12 0.044 0.148 0.378 0.570 4.8 T.2 4.4 9.0 0 12 640 1 1/8"F1554Gr 12 0.043 0.148 0.344 0.535 5.3 T.3 4.3 9.0 0 12 640 1" F1554 Gr. 10 12 0.044 0.148 0.378 0.570 4.8 T.4 3.6 10.0 0 12 640 1" F1554 Gr. 10 12 0.073 0.164 0.500 0.737 3.1 T.5 3.8 10.0 0 12 640 1' F1554 Gr. 10 12 0.070 0.164 0.479 0.713 3.4 T.6 4.4 9.0 0 12 640 1 1/8"F1554Gr 12 0.043 0.148 0.362 0.553 5.1 Line U U.1 18.0 9.0 0 11 490 5/8F1554Gr. 12 0.008 0.176 0.125 0.309 28.5 Line V.1 23.9 9.0 0 11 490 5/8 F1554 Gr. 12 0.006 0.176 0.094 0.276 42.4 V.2 23.9 9.0 0 11 490 5/8' F1554Gr. 12 0.006 0.176 0.094 0.276 42.4 Line W.1 23.9 9.0 0 11 490 5/8 F1554Gr. 12 0.006 0.176 0.094 0.276 42.4 Line X X.1 26.3 9.0 0 11 490 5/8' F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 X.2 26.3 9.0 0 11 490 5/8'F1554Gr. 12 0.006 0.176 0.085 0.267 48.1 Line Y Y.1 4.8 9.0 0 11 490 5/8 F1554 Gr. 12 0.030 0.176 0.485 0.692 3.4 Y.2 14.2 9.0 0 11 490 5/8'F1554Gr. 12 0.010 0.176 0.159 0.346 20.1 Y.3 8.0 9.0 0 11 490 5/8' F1554 Gr. 12 0.018 0.176 0.285 0.479 8.2 10-11579 L-3.171 5.174 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 4th Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in2) Abending AShear Aanchor ATolal k Y.4 4.7 9.0 0 11 490 5/8 F1554 Gr. 12 0.031 0.176 0.504 0.711 3.2 Line Z Z.1 15.0 9.0 0 11 490 5/8" F1554 Gr. 12 0.010 0.176 0.150 0.336 21.8 Wall With Hole(s) 4th Floor Wall L H P1 WI P2 W2 P3 HI H2 hJJ P1[W1IP21W P 3rd Floor Wall L H Hole SW Sch Vajiow(plf) HD TIC (in 2) Abending AShear Aanchor ATotal k Line 1 1.1 3.8 9.0 0 12a 1280 11/8" F1554Gr 12 0.102 0.148 0.619 0.868 5.5 1.10 3.7 9.0 0 MF 1 11/8" F1554 Gr 12 1.11 3.8 9.0 0 12a 1280 11/8" F1554 Gr 12 0.102 0.148 0.619 0.868 5.5 1.12 3.8 9.0 0 12a 1280 1 1/8"F1554Gr 12 0.102 0.148 0.619 0.868 5.5 1.13 3.7 9.0 0 12a 1280 11/8" F1554Gr 12 0.104 0.148 0.634 0.885 5.3 1.14 3.7 9.0 0 12a 1280 11/8" F1554Gr 12 0.104 0.148 0.634 0.885 5.3 1.15 3.8 9.0 0 12a 1280 11/8" F1554 Gr 12 0.102 0.148 0.619 0.868 5.5 1.16 3.8 9.0 0 12a 1280 1 1/8"F1554Gr 12 0.102 0.148 0.619 0.868 5.5 1.17 3.7 9.0 0 12a 1280 11/8" F1554Gr 12 0.104 0.148 0.634 0.885 5.3 1.18 3.5 9.0 0 12a 1280 1 1/4"F1554Gr 12 0.109 0.148 0.589 0.846 5.3 1.19 3.6 9.0 0 12a 1280 11/8" F1554 Gr 12 0.106 0.148 0.569 0.823 5.6 1.2 3.7 9.0 0 12a 1280 11/8" F1554Gr 12 0.104 0.148 0.634 0.885 5.3 1.20 3.5 9.0 0 12a 1280 11/8" F1554Gr 12 0.109 0.148 0.564 0.821 5.5 1.3 4.3 9.0 0 12a 1280 11/4" F1554 Gr 12 0.089 0.148 0.474 0.710 7.7 1.4 4.3 9.0 0 12a 1280 11/4" F1554 Gr 12 0.090 0.148 0.479 0.716 7.6 1.5 4.3 9.0 0 12a 1280 11/4" F1554Gr 12 0.089 0.148 0.474 0.710 7.7 1.6 4.3 9.0 0 12a 1280 11/8" F1554 Gr 12 0.090 0.148 0.542 0.780 7.0 1.7 4.1 9.0 0 12a 1280 11/4" F1554Gr 12 0.092 0.148 0.494 0.734 7.2 1.8 4.3 9.0 0 12a 1280 11/4" F1554 Gr 12 0.090 0.148 0.479 0.716 7.6 1.9 4.1 9.0 0 12a 1280 11/4" F1554Gr 12 0.092 0.148 0.494 0.734 7.2 Line 10 10.1 23.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.008 0.148 0.107 0.262 58.4 10-11579 L-3.172 5.175 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 3rd Floc Wall .me ii 11.1 .me 12 12.1 12.2 12.3 12.4 .me 13 13.1 13.2 .me 14 14.2 14.3 .me 15 15.1 15.2 .me 16 16.1 16.2 Jne 17 17.1 17.2 17.3 .me 18 18.1 .me 19 19.1 jne 2 2.1 2.10 2.2 2.4 2.5 2.6 2.7 2.8 2.9 .mne 20 20.1 ir L H Hole SW Sch 23.9 9.0 0 12 3.8 9.0 0 ha 4.1 9.0 0 ha 4.4 9.0 0 ha 4.3 9.0 0 ha 14.0 9.0 0 12 14.0 9.0 0 12 23.4 9.0 0 12 12.0 10.0 0 12 23.4 9.0 0 12 8.0 9.0 0 12 14.0 9.0 0 12 14.0 9.0 0 12 4.0 9.0 0 12a 4.1 9.0 0 12a 3.9 9.0 0 12a 22.0 9.0 0 12 26.3 9.0 0 12 19.8 9.0 0 12 19.3 9.0 0 12 20.0 9.0 0 12 16.3 9.0 0 12 11.3 9.0 0 12 12.3 9.0 0 12 19.8 9.0 0 12 8.0 9.0 0 12 19.8 9.0 0 12 22.3 9.0 0 12 Vaiiow(plf) HD TIC (in 2) 640 3/4 F1554Gr. 12 980 1 1/8' F1554Gr 12 980 1 1/8" F1554Gr 12 980 1"F1554 Gr. 36 12 980 1"F1554 Gr. 36 12 640 3/4"F1554Gr. 12 640 3/4" F1554Gr. 12 640 7/8' F1554Gr. 12 640 3/4"F1554Gr. 12 640 7/8" F1554Gr. 12 640 3/4" F1554Gr. 12 640 3/4"F1554Gr. 12 640 3/4"F1554Gr. 12 1280 11/4" F1554Gr 12 1280 11/4" F1554Gr 12 1280 11/4" F1554Gr 12 640 3/4"F1554Gr. 12 640 3/4"F1554Gr. 12 640 7/8"F1554Gr. 12 640 7/8" F1554Gr. 12 640 7/8" F1554Gr. 12 640 7/8" F1554Gr. 12 640 7/8" F1554Gr. 12 640 3/4" F1554Gr. 12 640 7/8" F1554Gr. 12 640 7/8" F1554Gr. 12 640 7/8" F1554Gr. 12 640 3/4"F1554Gr. 12 10-11579 Abending AShear Aanchor ATotal k 0.008 0.148 0.107 0.262 58.4 0.077 0.176 0.553 0.806 4.6 0.071 0.176 0.506 0.753 5.4 0.066 0.176 0.526 0.769 5.6 0.068 0.176 0.543 0.787 5.3 0.014 0.148 0.184 0.345 25.9 0.014 0.148 0.184 0.345 25.9 0.008 0.148 0.101 0.257 58.3 0.022 0.164 0.267 0.453 17.0 0.008 0.148 0.130 0.286 52.4 0.024 0.148 0.327 0.499 10.3 0.014 0.148 0.184 0.345 25.9 0.014 0.148 0.184 0.345 25.9 0;095 0.148 0.480 0.723 7.1 0.092 0.148 0.465 0.705 7.5 0.098 0.148 0.497 0.743 6.7 I 0.009 0.148 0.116 0.272 51.7 I 0.007 0.148 0.108 0.263 63.9 0.010 0.148 0.114 0.271 46.6 0.010 0.148 0.117 0.274 45.1 0.010 0.148 0.113 0.270 47.4 0.012 0.148 0.131 0.291 36.0 0.017 0.148 0.191 0.356 20.2 0.016 0.148 0.211 0.374 21.0 0.010 0.148 0.114 0.271 46.6 0.024 0.148 0.197 0.369 13.9 0.010 0.148 0.114 0.271 46.6 0.009 0.148 0.115 0.271 52.5 L-3.173 5.176 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in2) Abending AShear Aanchor ATotal k 20.2 19.7 9.0 0 12 640 3/4 F1554 Gr. 12 0.010 0.148 0.130 0.287 43.9 Line 21 21.1 15.5 9.0 0 12 640 3/4 F1554 Gr. 12 0.012 0.148 0.166 0.326 30.4 21.2 4.0 9.0 0 12 640 3/4' F1554 Gr. 12 0.048 0.148 0.682 0.877 2.9 Line 3 3.2 23.4 9.0 0 12 640 7/8' F1554Gr. 12 0.008 0.148 0.114 0.270 55.5 Line 4 4.1 31.2 9.0 0 12 640 3/4" F1554 Gr. 12 0.006 0.148 0.117 0.270 73.8 4.2 23.4 9.0 0 12 640 7/8' F1554Gr. 12 0.008 0.148 0.114 0.270 55.5 Line 5 5.1 14.0 9.0 0 12 640 3/4" F1554Gr. 12 0.014 0.148 0.184 0.345 25.9 5.2 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line 6 6.1 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 6.2 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line 7 7.1 4.0 9.0 0 ha 980 11/8" F1554Gr 12 0.072 0.176 0.517 0.766 5.2 7.2 4.1 9.0 0 ha 980 11/8" F1554Gr 12 0.071 0.176 0.506 0.753 5.4 Line 8.1 3.8 9.0 0 12a 1280 11/8" F1554Gr 12 0.102 0.148 0.550 0.799 6.0 8.2 3.7 9.0 0 12a 1280 11/8" F1554Gr 12 0.104 0.148 0.563 0.814 5.8 8.3 4.1 9.0 0 12a 1280 1 1/4".F1554 Gr 12 0.092 0.148 0.446 0.686 7.7 8.5 4.1 9.0 0 12a 1280 11/4" F1554Gr 12 0.092 0.148 0.446 0.686 7.7 8.6 3.6 9.0 0 12a 1280 11/8" F1554Gr 12 0.106 0.148 0.475 0.728 6.3 Line 9 9.1 12.5 9.0 0 12 640 3/4" F1554 Gr. 12 0.015 0.148 0.206 0.369 21.7 Line [.1 9.4 9.0 0 13 870 3/4" F1554 Gr. 12 0.028 0.154 0.303 0.484 16.9 Line A A.2 9.4 9.0 0 ha 980 1" F1554Gr. 36 12 0.031 0.176 0.240 0.447 20.6 A.3 9.4 9.0 0 ha 980 1" F1554Gr. 36 12 0.031 0.176 0.240 0.447 20.6 Line B B.1 23.8 9.0 0 12 640 3/4" F1554Gr. 12 0.008 0.148 0.107 0.263 57.8 B.2 30.1 9.0 0 12 640 3/4" F1554 Gr. 12 0.006 0.148 0.085 0.239 80.7 Line C C.1 14.8 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.174 0.335 28.2 Line D D.1 26.3 9.0 0 12 640 3/4" F1554Gr. 12 0.007 0.148 0.097 0.252 66.7 0-11579 L-3.174 5.177 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vallow(plf) HO TIC (in') Abending AShear Aanchor ATotal k Line E E.1 26.3 9.0 0 12 640 3/4 F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line F F.1 23.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.008 0.148 0.107 0.262 58.3 Line G G.1 22.3 9.0 0 12 640 3/4 F1554 Gr. 12 0.009 0.148 0.115 0.271 52.5 Line H H.1 14.0 9.0 0 12 640 3/4 F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 H.2 14.0 9.0 0 12 640 3/4' F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line I 1.1 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line J J.1 15.2 9.0 0 12 640 7/8" F1554 Gr. 12 0.013 0.148 0.142 0.302 32.1 Line K K.1 30.1 9.0 0 12 640 3/4 F1554 Gr. 12 0.006 0.148 0.085 0.239 80.7 Line L L.1 15.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.012 0.148 0.162 0.321 31.6 L.2 14.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.172 0.333 28.7 Line M.1 28.5 9.0 0 12 640 3/4' F1554 Gr. 12 0.007 0.148 0.089 0.244 74.8 Line N N.1 15.8 9.0 0 12 640 3/4" F1554Gr. 12 0.012 0.148 0.163 0.322 31.4 N.2 14.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.173 0.333 28.6 Line 0 0.1 12.0 9.0 0 12 640 3/4' F1554 Gr. 12 0.016 0.148 0.215 0.379 20.3 0.3 20.3 9.0 0 12 640 7/8" F1554 Gr. 12 0.009 0.148 0.106 0.263 49.3 0.4 15.2 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.169 0.330 29.4 0.5 12.0 9.0 0 12 640 3/4' F1554Gr. 12 0.016 0.148 0.215 0.379 20.3 0.7 9.9 10.0 0 12 640 3/4 F1554 Gr. 12 0.026 0.164 0.325 0.516 12.3 0.8 19.8 9.0 0 12 640 7/8" F1554 Gr. 12 0.010 0.148 0.108 0.266 47.6 0.9 9.9 10.0 0 12 640 3/4" F1554 Gr. 12 0.026 0.164 0.325 0.516 12.3 Line P P.1 14.0 9.0 0 12 640 3/4' F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 P.2 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line 0 Q.1 14.0 9.0 0 12 640 3/4' F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Q.2 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 0.3 14.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 10-11579 L-3.175 5.178 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 3rd Floor Wall L H Hole SW Sch Vanow(plf) HO TIC (in 2) Abending AShear Aanchor ATotal k 0.4 14.0 9.0 0 12 640 3/4 F1554 Gr. 12 0.014 0.148 0.184 0.345 25.9 Line R R.1 18.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.011 0.148 0.142 0.301 38.3 Line S S.1 4.0 9.0 0 ha 980 1" F1554 Gr. 36 12 0.072 0.176 0.579 0.827 4.8 S.2 4.1 9.0 0 ha 980 1" F1554 Gr. 36 12 0.071 0.176 0.566 0.813 5.0 Line T T.1 4.3 9.0 0 ha 980 1 1/8" F1554 Gr 12 0.068 0.176 0.450 0.695 6.1 T.2 4.4 9.0 0 ha 980 1 1/4" F1554Gr 12 0.066 0.176 0.397 0.639 6.7 T.3 4.3 9.0 0 ha 980 11/8" F1554 Gr 12 0.068 0.176 0.450 0.695 6.1 T.4 3.6 10.0 0 ha 980 1 1/8"F1554Gr 12 0.111 0.196 0.600 0.907 3.9 T.5 3.8 10.0 0 ha 980 11/8" F1554 Gr 12 0.107 0.196 0.574 0.877 4.2 T.6 4.4 9.0 0 ha 980 11/4" F1554Gr 12 0.066 0.176 0.423 0.666 6.5 Line U U.1 18.0 9.0 0 12 640 3/4" F1554 Gr. 12 0.011 0.148 0.142 0.301 38.3 Line V V.1 23.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.008 0.148 0.107 0.262 58.4 V.2 23.9 9.0 0 12 640 3/4" F1554Gr. 12 0.008 0.148 0.107 0.262 58.3 Line W W.1 23.9 9.0 0 12 640 3/4" F1554 Gr. 12 0.008 0.148 0.107 0.262 58.4 Line X X.1 26.3 9.0 0 12 640 3/4 F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 X.2 26.3 9.0 0 12 640 3/4" F1554 Gr. 12 0.007 0.148 0.097 0.252 66.7 Line Y Y.1 4.8 9.0 0 12 640 3/4' F1554 Gr. 12 0.039 0.148 0.556 0.743 4.2 Y.2 14.2 9.0 0 12 640 3/4" F1554 Gr. 12 0.013 0.148 0.182 0.343 26.4 Y.3 8.0 9.0 0 12 640 3/4" Fh554Gr. 12 0.024 0.148 0.325 0.497 10.4 Y.4 4.7 9.0 0 12 640 3/4' F1554 Gr. 12 0.041 0.148 0.577 0.766 3.9 Line Z Z.1 15.0 9.0 0 12 640 3/4" F1554Gr. 12 0.013 0.148 0.171 0.332 28.9 10-11579 L-3.176 5.179 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) Wall With Hole(s) 3rd Floor Wall L H P1 WI P2 W2 P3 HI H2 P1 1\JV1lP2W21 P3 I 2nd Floor Wall L H. Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending AShear L\anchor ATotal k Line 1 1.1 3.8 10.0 0 13a 1740 1 114" F1554Gr 12 0.189 0.171 0.788 1.148 5.7 1.10 3.7 10.0 0 13a 1740 1 1/4" F1554Gr 12 0.194 0.171 0.670 1.034 6.2 1.11 3.8 10.0 0 . 13a 1740 1 1/4F1554Gr 12 0.189 0.171 0.788 1.148 5.7 1.12 3.8 10.0 0 13a 1740 1 1/4"F1554Gr 12 0.189 0.171 0.788 1.148 5.7 1.13 3.7 10.0 0 13a 1740 11/4" F1554 Gr 12 0.194 0.171 0.806 1.170 5.5 1.14 3.7 10.0 0 13a 1740 1 1/4" F1554Gr 12 0.194 0.171 0.806 1.170 5.5 1.15 3.8 10.0 0 13a 1740 1 1/4" F1554Gr 12 0.189 0.171 0.788 1.148 5.7 1.16 3.8 10.0 0 13a 1740 1 1/4" F1554Gr 12 0.189 0.171 0.788 1.148 5.7 1.17 3.7 10.0 0 13a 1740 1 1/4" F1554Gr 12 0.194 0.171 0.806 1.170 5.5 1.18 3.5 10.0 0 13a 1740 1 3/8" F1554Gr 12 0.203 0.171 0.770 1.144 5.3 1.19 3.6 10.0 0 13a 1740 1 1/4" F1554Gr 12 0.197 0.171 0.749 1.117 5.6 1.2 3.7 10.0 0 13a 1740 1 1/4" F1554Gr 12 0.194 0.171 0.806 1.170 5.5 1.20 3.5 10.0 0 13a 1740 1 1/4" F1554 Gr 12 0.203 0.171 0.849 1.223 5.0 1.3 4.3 10.0 0 13a 1740 1 3/8 F1554 Gr 12 0.165 0.171 0.618 0.954 7.8 1.4 4.3 10.0 0 13a 1740 1 3/8" F1554Gr 12 0.167 0.171 0.624 0.962 7.7 1.5 4.3 10.0 0 13a 1740 1 3/8" F1554Gr 12 0.165 0.171 0.618 0.954 7.8 1.6 4.3 10.0 0 13a 1740 11/4"F1554Gr 12 0.167 0.171 0.689 1.027 7.2 1.7 4.1 10.0 0 13a 1740 1 3/8 F1554 Gr 12 0.172 0.171 0.645 0.987 7.3 1.8 4.3 10.0 0 13a 1740 1 3/8 F1554 Gr 12 0.167 0.171 0.624 0.962 7.7 1.9 4.1 10.0 0 13a 1740 1 3/8" F1554Gr 12 0.172 0.171 0.645 0.987 7.3 Line 10 10.1 23.9 10.0 0 12 640 7/8F1554 Gr. 1 12 0.011 0.164 0.131 0.306 50.0 Line 11 11.1 23.9 10.0 0 12 640 7/8'F1554 Gr.1 12 0.011 0.164 0.131 0.306 50.0 Line 12 12.1 3.8 10.0 0 12a 1280 1 1/4" F1554Gr 12 0.137 0.164 0.755 1.056 4.6 12.2 4.1 10.0 0 12a 1280 1 1/4' F1554Gr 12 0.127 0.164 0.691 0.981 5.4 12.3 4.0 10.0 0 12a 1280 1" F1554 Gr. 10 12 0.131 0.164 0.953 1.248 4.1 12.4 3.7 10.0 0 12a 1280 1" F1554 Gr. 10 12 0.142 0.164 1.044 1.351 3.5 12.5 13.0 10.0 0 13 870 1" F1554 Gr. 10 12 0.027 0.171 0.144 0.342 33.1 10-11579 L-3.177 5.180 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Valow(pIf) HD TIC (in 2) L\bending L\Shear Aanchor ATotal k Line 13 13.1 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 13.2 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 Line 14 14.2 23.4 10.0 0 13 870 11/8' F1554Gr 12 0.015 0.171 0.107 0.293 69.5 14.3 12.0 10.0 0 13 870 3/4" F1554 Gr. 12 0.030 0.171 0.371 0.571 18.3 Line 15 15.1 23.4 10.0 0 13 870 1 1/8" F1554Gr 12 0.015 0.171 0.107 0.293 69.5 15.2 8.0 10.0 0 13 870 3/4" F1554 Gr. 12 0.044 0.171 0.545 0.760 9.2 Line 16 16.1 14.0 10.0 0 12 640 7/8"F1 554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 16.2 14.0 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 Line 17 17.1 4.0 10.0 0 13a 1740 13/8" F1554Gr 12 0.178 0.171 0.648 0.997 7.0 17.2 4.1 10.0 0 13a 1740 1 3/8" F1554 Gr 12 0.172 0.171 0.627 0.970 7.4 17.3 3.9 10.0 0 13a 1740 1 3/8" F1554 Gr 12 0.183 0.171 0.671 1.025 6.6 Line 18 18.1 22.0 10.0 0 12 640 7/8"F 1554 Gr. 1 12 0.012 0.164 0.143 0.319 44.2 Line 19 19.1 26.3 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.010 0.164 0.126 0.300 56.1 Line 2 2.1 19.8 10.0 0 13 870 11/8" F1554 Gr 12 0.018 0.171 0.128 0.316 54.4 2.10 19.3 10.0 0 13 870 11/8" F1554Gr 12 0.018 0.171 0.130 0.319 52.7 2.2 20.0 10.0 0 13 870 11/8" F1554Gr 12 0.018 0.171 0.126 0.314 55.4 2.4 16.3 10.0 0 13 870 11/8" F1554 Gr 12 0.022 0.171 0.155 0.347 40.9 2.5 1.0 10.0 0 MF 1 11/8" F1554 Gr 12 2.6 12.3 10.0 0 13 870 3/4" F1554Gr. 12 0.029 0.171 0.350 0.550 19.4 2.7 19.8 10.0 0 13 870 1 1/8" F1554 Gr 12 0.018 0.171 0.128 0.316 54.4 2.9 19.8 10.0 0 13 870 11/8" F1554 Gr 12 0.018 0.171 0.128 0.316 54.4 Line 20 20.1 22.3 10.0 0 12 640 7/8"F1554 Gr.1 12 0.012 0.164 0.141 0.317 44.9 20.2 19.7 10.0 0 12 640 7/8"F1554 Gr.1 12 0:013 0.164 0.160 0.337 37.4 Line 21 21.1 15.5 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.017 0.164 0.204 0.385 25.7 21.2 4.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.065 0.164 0.842 1.071 2.4 Line 3 3.2 23.4 10.0 0 13 870 11/8" F1554Gr 12 0.015 0.171 0.119 0.305 66.8 Line 4 4.1 31.2 10.0 0 13 870 3/4" F1554 Gr. 12 0.011 0.171 0.135 0.317 85.5 10-11579 L-3.178 5.181 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vallow(plf) HD TIC (in 2) Abending AShear Aanchor ATotal k 4.2 23.4 10.0 0 13 870 1 1/8 F1554Gr 12 0.015 0.171 0.119 0.305 66.8 Line 5 5.1 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 5.2 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 Line 6 6.1 14.0 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 6.2 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 Line 7 7.1 4.0 10.0 0 12a 1280 1 1/4" F1554 Gr 12 0.129 0.164 0.706 0.999 5.2 7.2 4.1 10.0 0 12a 1280 11/4" F1554 Gr 12 0.127 0.164 0.691 0.981 5.4 Line 8 8.1 3.8 10.0 0 13a 1740 11/4" F1554Gr 12 0.189 0.171 0.734 1.094 6.0 8.2 3.7 10.0 0 13a 1740 1 1/4"F1554Gr 12 0.194 0.171 0.752 1.116 5.7 8.3 4.1 10.0 0 13a 1740 13/8" F1554Gr 12 0.172 0.171 0.604 0.947 7.6 8.5 4.1 10.0 0 13a 1740 1 3/8 F1554Gr 12 0.172 0.171 0.604 0.947 7.6 8.6 3.6 10.0 0 13a 1740 11/4" F1554 Gr 12 0.197 0.171 0.768 1.135 5.5 Line 9 9.1 12.5 10.0 0 12 640 7/8F1554 Gr. 1 12 0.021 0.164 0.254 0.439 18.2 Line [.1 9.4 10.0 0 13 870 7/8'F1554 Gr. 1 12 0.038 0.171 0.389 0.597 13.7 Line A A.2 9.4 10.0 0 12a 1280 1' F1554 Gr. 10 12 0.056 0.164 0.388 0.607 19.8 A.3 9.4 10.0 0 12a 1280 1" F1554 Gr. 10 12 0.056 0.164 0.388 0.607 19.8 Line B.1 23.8 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.011 0.164 0.132 0.307 49.5 B.2 30.1 10.0 0 12 640 7/8"F1554 Gr. 1 12 0.009 0.164 0.116 0.288 66.8 Line C C.1 14.8 10.0 0 12 640 7/8"F 1554 Gr. 1 12 0.018 0.164 0.214 0.396 23.8 Line D D.1 26.3 10.0 0 12 640 7/8"F1554 GO 12 0.010 0.164 0.119 0.293 57.3 Line E E.1 26.3 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 Line - F.1 23.9 10.0 0 12 640 7/8"F1554 Gr.1 12 0.011 0.164 0.131 0.306 49.9 Line G G.1 22.3 10.0 0 12 640 7/8"F1554Gr.1 12 0.012 0.164 0.141 0.317 44.9 Line 10-11579 L-3.179 5.182 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch VaHow(lf HD TIC (in 2) Abending AShear Aanchor ATotal k H.1 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 H.2 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 Line I 1.1 26.3 10.0 0 12 640 7/8F1554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 Line J J.1 15.2 10.0 0 13 870 1 1/8 F1554 Gr 12 0.023 0.171 0.167 0.361 36.6 Line K K.1 30.1 10.0 0 12 640 7/8F1554 Gr. 1 12 0.009 0.164 0.104 0.277 69.6 Line L L.1 15.9 10.0 0 12 640 7/8"F1554 Gr.1 12 0.016 0.164 0.199 0.379 26.8 L.2 14.9 10.0 0 12 640 718'F1554 Gr. 1 12 0.018 0.164 0.212 0.394 24.3 Line M M.1 28.5 10.0 0 12 640 7/8"F 1554 Gr. 1 12 0.009 0.164 0.110 0.283 64.4 Line N N.1 15.8 10.0 0 12 640 7/8'F1554 Gr. 1 12 0.017 0.164 0.200 0.381 26.6 N.2 14.9 10.0 0 12 640 7/8F1554 Gr. 1 12 0.018 0.164 0.212 0.394 24.2 Line 0 0.1 12.0 10.0 0 13 870 3/4 F1554 Gr. 12 0.030 0.171 0.358 0.558 18.7 0.3 20.3 10.0 0 13 870 1 1/8 F1554 Gr 12 0.018 0.171 0.124 0.312 56.4 0.4 15.2 10.0 0 13 870 3/4' F1554 Gr. 12 0.023 0.171 0.281 0.475 27.8 0.5 12.0 10.0 0 13 870 3/4" F1554 Gr. 12 0.030 0.171 0.358 0.558 18.7 0.7 9.9 10.0 0 13 870 3/4" F1554 Gr. 12 0.036 0.171 0.453 0.659 13.1 0.8 19.8 10.0 0 13 870 1 1/8 F1554Gr 12 0.018 0.171 0.128 0.316 54.4 0.9 9.9 10.0 0 13 870 3/4' F1554 Gr. 12 0.036 0.171 0.453 0.659 13.1 Line P P.1 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 P.2 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 Line 0 0.1 14.0 10.0 0 12 640 7/8"F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 Q.2 14.0 10.0 0 12 640 7/8'F1554 Gr.1 12 0.019 0.164 0.226 0.409 21.9 0.3 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 Q.4 14.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.019 0.164 0.226 0.409 21.9 Line R R.1 18.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.015 0.164 0.175 0.354 32.6 Line S S.1 4.0 10.0 0 12a 1280 1"F1554 Gr. 10 12 0.129 0.164 0.948 1.241 4.2 S.2 4.1 10.0 0 12a 1280 1" F1554 Gr. 10 12 0.127 0.164 0.927 1.217 4.3 Line T 10-11579 L-3.180 5.183 Lateral Load Analysis - Plan 3 Shear Wall & SW Rigidity (k) 2nd Floor Wall L H Hole SW Sch Vaiiow(plf) HD TIC (in 2) Abending L\Shear Aanchor ATotal k T.1 4.3 10.0 0 12a 1280 1 1/4 F1554 Gr 12 0.122 0.164 0.581 0.867 6.3 T.2 4.4 10.0 0 12a 1280 1 3/8 F1554Gr 12 0.119 0.164 0.520 0.802 7.0 T.3 4.3 10.0 0 12a 1280 1 1/4 F1554 Gr 12 0.122 0.164 0.581 0.867 6.3 T.4 3.6 10.0 0 12a 1280 1 1/4 F1554 Gr 12 0.145 0.164 0.678 0.987 4.7 T.5 3.8 10.0 0 12a 1280 1 1/4 F1554 Gr 12 0.139 0.164 0.648 0.952 5.0 T.6 4.4 10.0 0 12a 1280 13/8F1554Gr 12 0.119 0.164 0.586 0.869 6.5 Line U U.1 18.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.015 0.164 0.175 0.354 32.6 Line V V.1 23.9 10.0 0 12 640 7/8F1554 Gr. 1 12 0.011 0.164 0.131 0.306 50.0 V.2 23.9 10.0 0 12 640 7/8F1554 Gr. 1 12 0.011 0.164 0.131 0.306 50.0 Line W.1 23.9 10.0 0 12 640 7/8F1554 Gr. 1 12 0.011 0.164 0.131 0.306 50.0 Line X X.1 26.3 10.0 0 12 640 7/8F1554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 X.2 26.3 10.0 0 12 640 7/8F1554 Gr. 1 12 0.010 0.164 0.119 0.293 57.3 Line V V.1 4.8 10.0 0 12 640 7/8F1554 Gr. 1 12 0.054 0.164 0.686 0.904 3.4 Y.2 14.2 10.0 0 12 640 7/8F1554 Gr. 1 12 0.018 0.164 0.224 0.406 22.3 V.3 8.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.032 0.164 0.401 0.597 8.6 V.4 4.7 10.0 0 12 640 7/8F1554 Gr. 1 12 0.056 0.164 0.712 0.932 3.2 Line Z Z.1 15.0 10.0 0 12 640 7/8F1554 Gr. 1 12 0.017 0.164 0.211 0.392 24.5 Wall With Hole(s) 2nd Floor 1 Wall L H P1 WI P2 W2 P3 Hi H2. c'1I L P1[W1lP2JW2l l 10-11579 L-3.181 5.184 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall Roof P.-X= 1.0 py.y = 1.0 Tub above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Vine Vitne Wall L k Vwa (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 3.7 18.2 327.2 22,133 0 10 3.7 12.3 83.8 3,849 0 11 3.7 19.6 52.7 3,850 0 12 3.7 5.6 186.9 3,910 0 13 3.7 14.5 75.4 4,082 0 14 3.7 12.1 144.9 6,545 0 15 3.7 11.8 146.2 6,422 0 16 3.7 14.5 75.7 4,097 0 17 3.7 6.0 181.2 4,073 0 1.1 3.8 2.1 1,044 279 -3,122 3,442 -3,122 3,442 1.10 3.7 2.0 1,004 274 -3,075 3,395 -3,075 3,395 1.11 3.8 2.1 1,044 279 -3,122 3,442 -3,122 3,442 1.12 3.8 2.1 1,044 279 -3,122 3,442 -3,122 3,442 1.13 3.7 2.0 1,004 274 -3,075 3,395 -3,075 3,395 1.14 3.7 2.0 1,004 274 -3,075 3,395 -3,075 3,395 1.15 3.8 2.1 1,044 279 -3,122 3,442 -3,122 3,442 1.16 3.8 2.1 1,044 279 -3,122 3,442 -3,122 3,442 1.17 3.7 2.0 1,004 274 -3,075 3,395 -3,075 3,395 1.18 3.5 2.1 1,030 294 -3,341 3,661 -3,341 3,661 1.2 3.7 2.0 1,004 274 -3,075 3,395 -3,075 3,395 1.20 3.5 2.1 1,051 300 -3,411 3,731 -3,411 3,731 1.3 4.3 3.0 1,481 345 -3,813 4,133 -3,813 4,133 1.4 4.3 3.0 1,456 342 -3,790 4,110 -3,790 4,110 1.5 4.3 3.0 1,481 345 -3,813 4,133 -3,813 4,133 1.6 4.0 2.4 1,175 294 -3,264 3,584 -3,264 3,584 1.7 4.1 2.8 1,381 335 -3,718 4,038 -3,718 4,038 1.8 4.3 3.0 1,456 342 -3,790 4,110 -3,790 4,110 1.9 4.1 2.8 1,381 335 -3,718 4,038 -3,718 4,038 10.1 23.9 22.5 3,849 161 -1,552 1,872 -1,552 1,872 11.1 23.9 22.5 3,850 161 -1,552 1,872 -1,552 1,872 12.1 3.8 1.8 831 219 -2,426 2,746 -2,426 2,746 12.2 4.1 2.1 962 233 -2,562 2,882 -2,562 2,882 12.3 4.4 2.3 1,085 246 -2,679 2,999 -2,679 2,999 12.4 4.3 2.2 1,032 240 -2,630 2,950 -2,630 2,950 13.1 14.0 11.0 2,041 146 -1,420 1,740 -1,420 1,740 13.2 14.0 11.0 2,041 146 -1,420 1,740 -1,420 1,740 14.2 23.4 21.9 4,664 199 -1,943 2,263 -1,943 2,263 14.3 12.0 8.8 1,881 157 -1,544 1,864 -1,544 1,864 15.1 23.4 21.9 5,264 225 -2,205 2,525 -2,205 2,525 15.2 8.0 4.8 1,159 145 -1,453 1,773 -1,453 1,773 16.1 14.0 11.0 2,049 146 -1,426 1,746 -1,426 1,746 16.2 14.0 11.0 2,049 146 -1,426 1,746 -1,426 1,746 17.1 4.0 2.8 1,357 339 -3,785 4,105 -3,785 4,105 10-11579 L-3.182 5.185 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall Roof Px-x= 1.0 py-y = 1.0 Trib above Effective VvaII This Level Accumulated (ASD) Line fi Width Depth Viitie Viii Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 17.2 4.1 3.0 1,432 347 -3,858 4,178 -3,858 4,178 17.3 3.9 2.7 1,284 331 -3,712 4,032 -3,712 4,032 18 3.7 20.8 53.4 4,139 0 18.1 22.0 20.2 4,139 188 -1,833 2,153 -1,833 2,153 19 3.7 27.0 39.9 4,003 0 19.1 26.3 25.3 4,003 152 -1,463 1,783 -1,463 1,783 2 3.7 18.5 371.2 25,573 0 2.1 19.8 17.5 3,520 178 -1,736 2,056 -1,736 2,056 2.10 19.3 17.0 3,422 177 -1,725 2,045 -1,725 2,045 2.2 20.0 17.8 3,578 179 -1,743 2,063 -1,743 2,063 2.4 16.3 13.6 2,728 167 -1,631 1,951 -1,631 1,951 2.5 19.5 17.2 3,461 177 -1,730 2,050 -1,730 2,050 2.6 12.3 9.1 1,825 149 -1,461 1,781 -1,461 1,781 2.7 19.8 17.5 3,520 178 -1,736 2,056 -1,736 2,056 2.9 19.8 17.5 3,520 178 -1,736 2,056 -1,736 2,056 20 3.7 31.9 39.9 4,736 0 20.1 22.3 20.5 2,555 115 -1,083 1,403 -1,083 1,403 20.2 19.7 17.5 2,181 111 -1,043 1,363 -1,043 1,363 21 3.7 22.2 39.9 3,289 0 21.1 15.5 12.6 2,931 189 -1,866 2,186 -1,866 2,186 21.2 4.0 1.5 359 90 -933 1,253 -933 1,253 3 3.7 1.5 739.1 4,128 0 3.2 23.4 21.9 4,128 176 -1,709 2,029 -1,709 2,029 4 3.7 10.5 213.3 8,313 0 4.1 31.2 31.3 4,894 157 -1,504 1,824 -1,504 1,824 4.2 23.4 21.9 3,419 146 -1,400 1,720 -1,400 1,720 5 3.7 10.5 104.8 4,082 0 5.1 14.0 11.0 2,041 146 -1,420 1,740 -1,420 1,740 5.2 14.0 11.0 2,041 146 -1,420 1,740 -1,420 1,740 6 3.7 4.1 268.4 4,075 0 6.1 14.0 11.0 2,037 146 -1,418 1,738 -1,418 1,738 6.2 14.0 11.0 2,037 146 -1,418 1,738 -1,418 1,738 7 3.7 4.6 103.7 1,768 0 7.1 4.0 2.0 868 215 -2,359 2,679 -2,359 2,679 7.2 4.1 2.1 900 218 -2,391 2,711 -2,391 2,711 8 3.7 2.0 791.7 5,773 0 8.1 3.8 2.4 1,030 275 -3,077 3,397 -3,077 3,397 8.2 3.7 2.3 991 270 -3,034 3,354 -3,034 3,354 8.3 4.1 3.1 1,320 320 -3,549 3,869 -3,549 3,869 8.5 4.1 3.1 1,320 320 -3,549 3,869 -3,549 3,869 8.6 3.6 2.6 1,113 309 -3,498 3,818 -3,498 3,818 9 3.7 6.8 83.9 2,122 0 9.1 12.5 9.4 2,122 170 -1,676 1,996 -1,676 1,996 10-11579 L-3.183 5.186 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall Roof Px-x= 1.0 Dy.y 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Vhne Vije Wall 1. k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 3.7 5.4 124.4 2,479 0 A 3.7 18.6 71.3 4,946 0 B 3.7 23.9 81.8 7.286 0 C 3.7 12.3 54.2 2,473 0 D 3.7 13.5 65.4 3,290 0 E 3.7 12.3 77.6 3,552 0 F 3.7 13.5 72.1 3,623 0 G 3.7 11.4 80.2 3,393 0 H 3.7 12.3 82.9 3,794 0 I 3.7 10.5 85.1 3,315 0 J 3.7 5.0 157.3 2,941 0 K 3.7 29.0 41.5 4,481 0 L 3.7 37.2 39.8 5,512 0 M 3.7 37.1 39.5 5,454 0 N 3.7 25.9 54.1 5,222 0 I 0 3.7 13.6 367.2 18,608 0 [.1 10.3 7.0 1,901 185 -1,857 2,177 -1,857 2,177 [.2 4.8 2.1 579 120 -1,243 1,563 -1,243 1,563 A.2 9.4 8.1 2,473 264 -2,695 3,015 -2,695 3,015 A.3 9.4 8.1 2,473 264 -2,695 3,015 -2,695 3,015 B.1 23.8 22.3 3,106 131 -1,244 1,564 -1,244 1,564 B.2 30.1 30.0 4,180 139 -1,321 1,641 -1,321 1,641 C.1 14.8 11.8 2,473 168 -1,643 1,963 -1,643 1,963 D.1 26.3 25.3 3,290 125 -1,186 1,506 -1,186 1,506 E.1 26.3 25.3 3,552 135 -1,287 1,607 -1,287 1,607 F.1 23.9 22.5 3,623 152 -1,456 1,776 -1,456 1,776 G.1 22.3 20.5 3,393 152 -1,468 1,788 -1,468 1,788 H.1 14.0 11.0 1,897 136 -1,314 1,634 -1,314 1,634 H.2 14.0 11.0 1,897 136 -1,314 1,634 -1,314 1,634 1.1 26.3 25.3 3,315 126 -1,195 1,515 -1,195 1,515 J.1 15.2 12.3 2,941 194 -1,913 2,233 -1,913 2,233 K.1 30.1 30.0 4,481 149 -1,423 1,743 -1,423 1,743 L.1 15.9 13.1 2,874 181 -1,777 2,097 -1,777 2,097 L.2 14.9 12.0 2,638 177 -1,737 2,057 -1,737 2,057 M.1 28.5 28.0 5,454 191 -1,856 2,176 -1,856 2,176 N.1 15.8 13.0 2,717 172 -1,684 2,004 -1,684 2,004 N.2 14.9 12.0 2,506 168 -1,648 1,968 -1,648 1,968 0.1 12.0 8.8 2,081 173 -1,718 2,038 -1,718 2,038 0.3 20.3 18.1 4,274 211 -2,072 2,392 -2,072 2,392 0.4 15.2 12.3 2,896 191 -1,882 2,202 -1,882 2,202 0.5 12.0 8.8 2,081 173 -1,718 2,038 -1,718 2,038 0.7 9.9 6.7 1,570 159 -1,578 1,898 -1,578 1,898 0.8 19.8 17.5 4,136 209 -2,056 2,376 -2,056 2,376 0.9 9.9 6.7 1,570 159 -1,578 1,898 -1,578 1,898 10-11579 L-3.184 5.187 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall Roof px.x= 1.0 py-y = 1.0 Trib above Effective ValI This Level Accumulated (ASD) Line f Width Depth Vjine Vii Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb P 3.7 10.5 97.4 3,794 0 P.1 14.0 11.0 1,897 136 -1,314 1,634 -1,314 1,634 P.2 14.0 11.0 1,897 136 -1,314 1,634 -1,314 1,634 Q 3.7 0.9 2,242. 7,601 0 0 Q.1 14.0 11.0 1,900 136 -1,316 1,636 -1,316 1,636 Q.2 14.0 11.0 1,900 136 -1,316 1,636 -1,316 1,636 Q.3 14.0 11.0 1,900 136 -1,316 1,636 -1,316 1,636 Q.4 14.0 11.0 1,900 136 -1,316 1,636 -1,316 1,636 R 3.7 4.8 179.9 3,206 0 R.1 18.0 15.5 3,206 178 -1,740 2,060 -1,740 2,060 S 3.7 4.3 91.4 1,447 0 S.1 4.0 2.0 710 176 -1,913 2,233 -1,913 2,233 S.2 4.1 2.1 736 179 -1,940 2,260 -1,940 2,260 T 3.7 1.3 1,304. 6,273 0 2 T.1 4.3 2.3 1,080 252 -2,757 3,077 -2,757 3,077 T.2 4.4 2.6 1,215 276 -3,024 3,344 -3,024 3,344 T.3 4.3 2.3 1,080 252 -2,757 3,077 -2,757 3,077 T.4 3.6 1.8 828 230 -2,580 2,900 -2,580 2,900 T.5 3.8 1.9 890 237 -2,648 2,968 -2,648 2,968 T.6 4.4 2.5 1,178 268 -2,929 3,249 -2,929 3,249 U 3.7 6.3 130.3 3,072 0 U.1 18.0 15.5 3,072 171 -1,663 1,983 -1,663 1,963 V 3.7 5.3 361.5 7,124 0 V.1 23.9 22.5 3,562 149 -1,429 1,749 -1,429 1,749 V.2 23.9 22.5 3,562 149 -1,429 1,749 -1,429 1,749 W 3.7 12.3 80.6 3,687 0 W.1 23.9 22.5 3,687 154 -1,482 1,802 -1,482 1,802 X 3.7 12.3 161.2 7,404 0 X.1 26.3 25.3 3,702 141 -1,346 1,666 -1,346 1,666 X.2 26.3 25.3 3,702 141 -1,346 1,666 -1,346 1,666 Y 3.7 0.3 3,791. 4,119 0 4 Y.1 4.8 2.1 436 90 -914 1,234 -914 1,234 Y.2 14.2 11.2 2,281 161 -1,577 1,897 -1,577 1,897 Y.3 8.0 4.9 992 123 -1,223 1,543 -1,223 1,543 Y.4 4.7 2.0 411 88 -894 1,214 -894 1,214 Z 3.7 17.5 44.1 2,867 0 Z.1 15.0 12.1 2,867 191 -1,885 2,205 -1,885 2,205 10-11579 L-3.185 5.188 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 4th Floor Px-x= 1.0 py-y = 1.0 Tub above Effective Vwajl This Level Accumulated (ASD) Line f1 Width Depth Vijue Vime Wall L k V'a (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 4.1 18.2 327.2 24,202 22,133 1.1 3.8 4.4 2,131 568 -5,817 6,105 -8,939 9,547 1.10 3.7 4.2 2,047 558 -5,730 6,018 -8,805 9,413 1.11 3.8 4.4 2,131 568 -5,817 6,105 -8,939 9,547 1.12 3.8 4.4 2,131 568 -5,817 6,105 -8,939 9,547 1.13 3.7 4.2 2,047 558 -5,730 6,018 -8,805 9,413 1.14 3.7 4.2 2,047 558 -5,730 6,018 -8,805 9,413 1.15 3.8 4.4 2,131 568 -5,817 6,105 -8,939 9,547 1.16 3.8 4.4 2,131 568 -5,817 6,105 -8,939 9,547 1.17 3.7 4.2 2,047 558 -5,730 6,018 -8,805 9,413 1.18 3.5 4.1 2,004 573 -5,929 6,217 -9,270 9,878 1.19 3.6 4.6 2,256 627 -6,468 6,756 -6,468 6,756 1.2 3.7 4.2 2,047 558 -5,730 6,018 -8,805 9,413 1.20 3.5 3.8 1,875 536 -5,542 5,830 -8,953 9,561 1.3 4.3 5.9 2,902 676 -6,804 7,092 -10,618 11,226 1.4 4.3 5.8 2,851 671 -6,760 7,048 -10,550 11,158 1.5 4.3 5.9 2,902 676 -6,804 7,092 -10,618 11,226 1.6 4.0 4.9 2,399 600 -6,085 6,373 -9,349 9,957 1.7 4.1 5.5 2,702 655 -6,627 6,915 -10,344 10,952 1.8 4.3 5.8 2,851 671 -6,760 7,048 -10,550 11,158 1.9 4.1 5.5 2,702 655 -6,627 6,915 -10,344 10,952 10 4.1 12.3 83.8 4.209 3.849 10.1 23.9 42.4 8,059 337 -3,014 3,302 -4,566 5,174 11 4.1 19.6 52.7 4,209 3,850 111.1 23.9 42.4 8,059 337 -3,014 3,302 -4,566 5,174 12 4.1 5.6 186.9 4,276 3,910 12.1 3.8 3.7 1,811 476 -4,855 5,143 -7,281 7,889 12.2 4.1 4.3 2,099 509 -5,130 5,418 -7,692 8,300 12.3 4.4 4.5 2,194 497 -4,958 5,246 -7,637 8,245 12.4 4.3 4.3 2,083 485 -4,861 5,149 -7,490 8,098 13 4.1 14.5 75.4 4,463 4,082 14 4.1 12.1 144.9 7,157 6,545 15 4.1 11.8 146.2 7,023 6,422 15.1 23.4 43.6 11,327 484 -4,366 4,654 -6,571 7,179 15.2 8.0 8.2 2,118 265 -2,459 2,747 -3,912 4,520 13.1 14.0 19.7 4,272 305 -2,766 3,054 -4,187 4,795 13.2 14.0 19.7 4,272 305 -2,766 3,054 -4,187 4,795 14.2 23.4 43.6 10,496 448 -4,039 4,327 -5,983 6,591 14.3 12.0 13.3 3,206 267 -2,696 3,016 -4,239 4,879 16 4.1 14.5 75.7 4,480 4,097 16.1 14.0 19.7 4,289 306 -2,777 3,065 -4,204 4,812 16.2 14.0 19.7 4,289 306 -2,777 3,065 -4,204 4,812 17 4.1 6.0 181.2 4,453 4,073 10-11579 L-3.186 5.189 Lateral Load Analysis * Plan 3 Flex Diaph - Shear Wall 4th Floor Px-x 1.0 py-y = 1.0 Trib above Effective Va1I This Level Accumulated (ASD) Line fi Width Depth Vhne Viie Wall L k Vwaii (ASO) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 17.1 4.0 5.5 2,841 710 -7222 7,510 -11,008 11,616 17.2 4.1 5.8 3,001 728 -7369 7,657 -11,227 11,835 17.3 3.9 5.2 2,684 693 -7,074 7,362 -10,785 11,393 18 4.1 20.8 53.4 4,526 4,139 18.1 22.0 37.8 8,665 394 -3,544 3,832 -5,377 5,985 19 4.1 27.0 39.9 4,377 4,003 19.1 26.3 48.1 8,380 319 -2,846 3,134 -4,309 4,917 2 4.1 18.5 371.2 27,963 25,573 2.1 19.8 34.6 7,432 376 -3,392 3,680 -5,128 5,736 2.10 19.3 33.6 7,218 373 -3,366 3,654 -5,091 5,699 2.2 20.0 35.2 7,562 378 -3,407 3,695 -5,150 5,758 2.4 16.3 26.6 5,701 349 -3,158 3,446 4,789 5,397 2.5 19.5 34.0 7,303 375 -3,377 3,665 -5,106 5,714 2.6 12.3 16.1 3,455 282 -2,563 2,851 -4,024 4,632 2.7 19.8 34.6 7,432 376 -3,392 3,680 -5,128 5,736 2.9 19.8 34.6 7,432 376 -3,392 3,680 -5,128 5,736 20 4.1 31.9 39.9 5,178 4,736 20.1 22.3 38.4 5,376 242 -2,142 2,430 -3,224 3,832 20.2 19.7 32.4 4,538 230 -2,043 2,331 -3,087 3,695 21 4.1 22.2 39.9 3,597 3,289 21.1 15.5 22.9 6,225 402 -3,660 3,948 -5,526 6,134 21.2 4.0 2.4 661 165 -1,617 1,905 -2,550 3,158 3 4.1 1.5 739.1 4,514 4,128 3.2 23.4 42.9 8,643 369 -3,311 3,599 -5,021 5,629 4 4.1 10.5 213.3 9,090 8,313 4.1 31.2 56.4 9,818 315 -2,799 3,087 -4,303 4,911 4.2 23.4 43.6 7,584 324 -2,896 3,184 -4,295 4,903 5 4.1 10.5 104.8 4,463 4,082 5.1 14.0 19.7 4,273 305 -2,767 3,055 4,187 4,795 5.2 14.0 19.7 4,273 305 -2,767 3,055 4,187 4,795 6 4.1 4.1 268.4 4,456 4,075 6.1 14.0 19.7 4,265 305 -2,762 3,050 -4,180 4,788 6.2 14.0 19.7 4,265 305 -2,762 3,050 -4,180 4,788 7 4.1 4.6 103.7 1,933 1,768 7.1 4.0 4.2 1,817 449 -4,534 4,822 -6,893 7,501 7.2 4.1 4.3 1,885 457 -4,596 4,884 -6,987 7,595 8 4.1 2.0 791.7 6,313 5,773 8.1 3.8 4.8 2,182 582 -5,959 6,247 -9,036 9,644 8.2 3.7 4.6 2,098 572 -5,873 6,161 -8,907 9,515 8.3 4.1 5.9 2,724 660 -6,680 6,968 -10,228 10,836 8.5 4.1 5.9 2,724 660 -6,680 6,968 -10,228 10,836 8.6 3.6 5.1 2,358 655 -6,764 7,052 -10,262 10,870 9 4.1 6.8 83.9 2,320 2,122 10-11579 L-3.187 5.190 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 4th Floor Px-x= 1.0 py-y= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Viine Vii Wall L k V'aii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 9.1 12.5 16.6 4,442 355 -3,249 3,537 -4,925 5,533 4.1 5.4 124.4 2,711 2,479 [.1 10.3 12.2 4,051 395 -3,657 3,945 -5,514 6,122 [.2 4.8 3.4 1,139 236 -2,282 2,570 -3,525 4,133 A 4.1 18.6 71.3 5,409 4,946 A.2 9.4 16.3 5,177 552 -5,168 5,456 -7,862 8,470 A.3 9.4 16.3 5,177 552 -5,168 5,456 -7,862 8,470 B 4.1 23.9 81.8 7,967 7,286 B.1 23.8 42.0 6,429 271 -2,406 2,694 -3,650 4,258 B.2 30.1 57.7 8,823 293 -2,601 2,889 -3,922 4,530 C 4.1 12.3 54.2 2,704 2,473 C.1 14.8 21.3 5,177 351 -3,187 3,475 -4,830 5,438 O 4.1 13.5 65.4 3,597 3,290 D.1 26.3 48.1 6,887 262 -2,324 2,612 -3,510 4,118 E 4.1 12.3 77.6 3,884 3,552 E.1 26.3 48.1 7,436 283 -2,516 2,804 -3,803 4,411 F 4.1 13.5 72.1 3,962 3,623 F.1 23.9 42.4 7,585 317 -2,835 3,123 -4,291 4,899 G 4.1 11.4 80.2 3,710 3,393 G.1 22.3 38.4 7,103 319 -2,856 3,144 -4,324 4,932 H 4.1 12.3 82.9 4,148 3,794 H.1 14.0 19.7 3,971 284 -2,566 2,854 -3,879 4,487 H.2 14.0 19.7 3,971 284 -2,566 2,854 -3,879 4,487 I 4.1 10.5 85.1 3,625 3,315 1.1 26.3 48.1 6,939 264 -2,343 2,631 -3,538 4,146 J 4.1 5.0 157.3 3,215 2,941 J.1 15.2 23.9 6,156 406 -3,695 3,983 -5,608 6,216 K 4.1 29.0 41.5 4,900 4,481 K.1 30.1 57.7 9,380 312 -2,771 3,059 -4,194 4,802 L 4.1 37.2 39.8 6,027 5,512 L.1 15.9 23.8 6,035 380 -3,449 3,737 -5,225 5,833 L.2 14.9 21.7 5,504 369 -3,352 3,640 -5,089 5,697 M 4.1 37.1 39.5 5,964 5,454 M.1 28.5 53.7 11,419 401 -3,587 3,875 -5,443 6,051 N 4.1 25.9 54.1 5,711 5,222 N.1 15.8 23.6 5,703 361 -3,272 3,560 -4,956 5,564 N.2 14.9 21.6 5,230 351 -3,186 3,474 -4,834 5,442 0 4.1 13.6 367.2 20,348 18,608 0.1 12.0 15.6 4,234 353 -3,231 3,519 -4,949 5,557 0.3 20.3 35.8 9,731 481 -4,352 4,640 -6,424 7,032 0.4 15.2 22.2 6,033 398 -3,619 3,907 -5,502 6,110 0.5 12.0 15.6 4,234 353 -3,231 3,519 -4,949 5,557 0.7 9.9 9.8 2,660 269 -2,738 3,058 -4,317 4,957 0.8 19.8 34.6 9,403 476 -4,314 4,602 -6,370 6,978 10-1I579 L-3.188 5.191 11 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 4th Floor Px.x= 1.0 py.y 1.0 Trib above Effective Vall This Level Accumulated (ASD) Line f Width Depth Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 0.9 9.9 9.8 2,660 269 -2,738 3,058 -4,317 4,957 P 4.1 10.5 97.4 4,149 3,794 P.1 14.0 19.7 3,971 284 -2,566 2,854 -3,879 4,487 P.2 14.0 19.7 3,971 284 -2,566 2,854 -3,879 4,487 Q 4.1 0.9 2,242. 8,312 7,601 0 0.1 14.0 19.7 3,978 284 -2,570 2,858 -3,887 4,495 0.2 14.0 19.7 3,978 284 -2,570 2,858 -3,887 4,495 Q.3 14.0 19.7 3,978 284 -2,570 2,858 -3,887 4,495 Q.4 14.0 19.7 3,978 284 -2,570 2,858 -3,887 4,495 R 4.1 4.8 179.9 3,506 3,206 R.1 18.0 28.5 6,712 373 -3,369 3,657 -5109 5,717 S 4.1 4.3 91.4 1,582 1,447 S.1 4.0 3.8 1,486 368 -3,694 3,982 -5,607 6,215 S.2 4.1 4.0 1,542 374 -3,747 4,035 -5,686 6,294 T 4.1 1.3 1,304. 6,859 6,273 2 T.1 4.3 4.8 2,388 556 -5,585 5,873 -8,342 8,950 T.2 4.4 5.3 2,609 593 -5,938 6,226 -8,961 9,569 T.3 4.3 4.8 2,388 556 -5,585 5,873 -8,342 8,950 T.4 3.6 3.1 1,551 431 -4,911 5,231 -7,491 8,131 T.5 3.8 3.4 1,670 445 -5,045 5,365 -7,693 8,333 T.6 4.4 5.1 2,526 574 -5,748 6,036 -8,677 9,285 U 4.1 6.3 130.3 3,359 3,072 U.1 18.0 28.5 6,431 357 -3,225 3,513 -4,888 5,496 V 4.1 5.3 361.5 7,790 7,124 V.1 23.9 42.4 7,457 312 -2,783 3,071 -4,212 4,820 V.2 23.9 42.4 7,456 312 -2,783 3,071 -4,212 4,820 W 4.1 12.3 80.6 4,032 3,687 W.1 23.9 42.4 7,719 323 -2,883 3,171 -4,366 4,974 X 4.1 12.3 161.2 8,096 7,404 X.1 26.3 48.1 7,750 295 -2,626 2,914 -3,972 4,580 X.2 26.3 48.1 7,750 295 -2,626 2,914 -3,972 4,580 V 4.1 0.3 3,791. 4,504 4,119 4 V.1 4.8 3.4 845 175 -1,673 1,961 -2,586 3,194 V.2 14.2 20.1 4,955 350 -3,180 3,468 -4,757 5,365 V.3 8.0 8.2 2,030 252 -2,340 2,628 -3,563 4,171 V.4 4.7 3.2 794 170 -1,632 1,920 -2,525 3,133 Z 4.1 17.5 44.1 3,135 2,867 Z.1 15.0 21.8 6,002 400 -3,642 3,930 -5,527 6,135 10-11579 L-3.189 5.192 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 3rd Floor Px-x 1.0 py-y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Viine Vim, Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 2.8 18.2 327.2 16,395 46,334 1.1 3.8 5.5 2,527 674 -6,915 7,203 -15,854 16,750 1.10 3.7 20.0 9,141 2,491 -25,869 26,157 -34,674 35,570 1.11 3.8 5.5 2,527 674 -6,915 7,203 -15,854 16,750 1.12 3.8 5.5 2,527 674 -6,915 7,203 -15,854 16,750 1.13 3.7 5.3 2,426 661 -6,805 7,093 -15,610 16,506 1.14 3.7 5.3 2,426 661 -6,805 7,093 -15,610 16,506 1.15 3.8 5.5 2,527 674 -6,915 7,203 -15,854 16,750 1.16 3.8 5.5 2,527 674 -6,915 7,203 -15,854 16,750 1.17 3.7 5.3 2,426 661 -6,805 7,093 -15,610 16,506 1.18 3.5 5.3 2,420 692 -7,178 7,466 -16,448 17,344 1.19 3.6 5.6 2,559 711 -7,347 7,635 -13,815 14,391 1.2 3.7 5.3 2,426 661 -6,805 7,093 -15,610 16,506 1.20 3.5 5.5 2,495 713 -7,402 7,690 -16,355 17,251 1.3 4.3 7.7 3,535 824 -8,307 8,595 -18,925 19,821 1.4 4.3 7.6 3,472 817 -8,250 8,538 -18,800 19,696 1.5 4.3 7.7 3,535 824 -8,307 8,595 -18,925 19,821 1.6 4.3 7.0 3,189 750 -7,571 7,859 -16,920 17,816 1.7 4.1 7.2 3,286 797 -8,077 8,365 -18,421 19,317 1.8 4.3 7.6 3,472 817 -8,250 8,538 -18,800 19,696 1.9 4.1 7.2 3,286 797 -8,077 8,365 -18,421 19,317 10 2.8 12.3 83.8 2,851 8,059 10.1 23.9 58.4 10,910 456 -4,110 4,398 -8,675 9,571 11 2.8 19.6 52.7 2,852 8,059 11.1 23.9 58.4 10,911 456 -4,110 4,398 -8,676 9,572 12 2.8 5.6 186.9 2,897 8,186 12.1 3.8 4.6 2,444 643 -6,581 6,869 -13,862 14,758 12.2 4.1 5.4 2,837 688 -6,962 7,250 -14,653 15,549 12.3 4.4 5.6 2,977 674 -6,758 7,046 -14,395 15,291 12.4 4.3 5.3 2,825 658 -6,623 6,911 -14,114 15,010 13 2.8 14.5 75.4 3,023 8,545 I 14 2.8 12.1 144.9 4,848 13,702 I 15 2.8 11.8 146.2 4,757 13,445 I 16 2.8 14.5 75.7 3,035 8,578 I 17 2.8 6.0 181.2 3,017 8,526 13.1 14.0 25.9 5,784 413 -3,775 4,063 -7,961 8,857 13.2 14.0 25.9 5,784 413 -3,775 4,063 -7,961 8,857 14.2 23.4 58.3 14,367 614 -5,559 5,847 -11,542 12,438 14.3 12.0 17.0 4,184 349 -3,546 3,866 -7,785 8,745 15.1 23.4 52.4 15,219 650 -5,894 6,182 -12,465 13,361 15.2 8.0 10.3 2,984 373 -3,498 3,786 -7,409 8,305 16.1 14.0 25.9 5,806 415 -3,790 4,078 -7,993 8,889 16.2 14.0 25.9 5,806 415 -3,790 4,078 -7,993 8,889 10-11579 L-3.190 5.193 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 3rd Floor Px-x 1.0 py.y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Vie Vijie Wall L k V'ai (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 17.1 4.0 7.1 3,846 961 -9,807 10,095 -20,814 21,710 17.2 4.1 7.5 4,069 986 -10,020 10,308 -21,246 22,142 17.3 3.9 6.7 3,628 936 -9,591 9,879 -20,376 21,272 18 2.8 20.8 53.4 3,066 8,665 18.1 22.0 51.7 11,731 533 -4,828 5,116 -10,205 11,101 19 2.8 27.0 39.9 2,965 8,380 2 2.8 18.5 371.2 18.943 53.535 20 2.8 31.9 39.9 3,508 9,914 21 2.8 22.2 39.9 2,436 6,886 3 2.8 1.5 739.1 3,058 8,643 4 2.8 10.5 213.3 6,158 17,402 5 2.8 10.5 104.8 3,024 8,545 19.1 26.3 63.9 11,346 432 -3,883 4,171 -8,191 9,087 2.1 19.8 46.6 10,439 529 -4,798 5,086 -9,926 10,822 2.10 19.3 45.1 10,119 523 -4,753 5,041 -9,844 10,740 2.2 20.0 47.4 10,633 532 -4,825 5,113 -9,975 10,871 2.4 16.3 36.0 8,059 493 -4,498 4,786 -9,287 10,183 2.5 11.3 20.2 4,537 403 -3,715 4,003 -8,822 9,718 2.6 12.3 21.0 4,699 384 -3,516 3,804 -7,540 8,436 2.7 19.8 46.6 10,439 529 -4,798 5,086 -9,926 10,822 2.8 8.0 13.9 3,113 389 -3,653 3,941 -3,653 3,941 2.9 19.8 46.6 10,439 529 -4,798 5,086 -9,926 10,822 20.1 22.3 52.5 7,310 329 -2,942 3,230 -6,167 7,063 20.2 19.7 43.9 6,111 310 -2,781 3,069 -5,867 6,763 21.1 15.5 30.4 8,505 550 -5,031 5,319 -10,556 11,452 21.2 4.0 2.9 818 204 -2,020 2,308 -4,570 5,466 3.2 23.4 55.5 11,701 500 -4,512 4,800 -9,533 10,429 4.1 31.2 73.8 13,440 431 -3,862 4,150 -8,164 9,060 4.2 23.4 55.5 10,120 432 -3,891 4,179 -8,187 9,083 6 2.8 4.1 268.4 3,019 8,531 7 2.8 4.6 103.7 1,310 3,701 8 2.8 2.0 791.7 4,276 12,086 5.1 14.0 25.9 5,785 5.2 14.0 25.9 5,785 6.1 14.0 25.9 5,775 6.2 14.0 25.9 5,775 7.1 4.0 5.2 2,459 7.2 4.1 5.4 2,552 413 -3,775 4,063 -7,962 8,858 413 -3,775 4,063 -7,962 8,858 413 -3,768 4,056 -7,948 8,844 413 -3,768 4,056 -7,948 8,844 608 -6,166 6,454 -13,059 13,955 619 -6,253 6,541 -13,240 14,136 8.1 3.8 6.0 2,933 782 -8,040 8,328 -17,076 17,972 8.2 3.7 '5.8 2,818 768 -7,917 8,205 -16,824 17,720 8.3 4.1 7.7 3,760 912 -9,253 9,541 -19,481 20,377 8.5 4.1 7.7 3,760 912 -9,253 9,541 -19,481 20,377 8.6 3.6 6.3 3,091 859 -8,891 9,179 -19,153 20,049 10-11579 L-3.191 5.194 A.2 9.4 20.6 7,009 748 -7,025 7,313 -14,888 15,784 A.3 9.4 20.6 7,009 748 -7,025 7,313 -14,888 15,784 B.1 23.8 57.8 8,615 363 -3,252 3,540 -6,902 7,798 B.2 30.1 80.7 12,034 400 -3,578 3,866 -7,500 8,396 C.1 14.8 28.2 7,009 475 -4,344 4,632 -9,174 10,070 D.1 26.3 66.7 9,324 355 -3,176 3,464 -6,686 7,582 E.1 26.3 66.7 10,067 383 -3,436 3,724 -7,239 8,135 F.1 23.9 58.3 10,269 430 -3,867 4,155 -8,158 9,054 G.1 22.3 52.5 9,617 432 -3,896 4,184 -8,221 9,117 H.1 14.0 25.9 5,376 384 -3,503 3,791 -7,382 8,278 H.2 14.0 25.9 5,376 384 -3,503 3,791 -7,382 8,278 1.1 26.3 66.7 9,395 358 -3,201 3,489 -6,739 7,635 J.1 15.2 32.1 8,334 550 -5,031 5,319 -10,639 11,535 K.1 30.1 80.7 12,699 422 -3,781 4,069 -7,974 8,870 L.1 15.9 31.6 8,190 516 -4,710 4,998 -9,935 10,831 L.2 14.9 28.7 7,431 498 -4,555 4,843 -9,645 10,541 M.1 28.5 74.8 15,459 542 -4,886 5,174 -10,330 11,226 N.1 15.8 31.4 7,739 490 -4,469 4,757 -9,425 10,321 N.2 14.9 28.6 7,063 474 -4,331 4,619 -9,165 10,061 0.1 12.0 20.3 5,584 465 -4,288 4,576 -9,236 10,132 0.3 20.3 49.3 13,587 671 -6,109 6,397 -12,532 13,428 0.4 15.2 29.4 8,110 535 -4,894 5,182 -10,396 11,292 0.5 12.0 20.3 5,584 465 -4,288 4,576 -9,236 10,132 0.7 9.9 12.3 3,385 342 -3,509 3,829 -7,826 8,786 0.8 19.8 47.6 13,105 664 -6,044 6,332 -12,414 13,310 B 2.8 23.9 81.8 5,397 15,252 C 2.8 12.3 54.2 1,832 5,177 D 2.8 13.5 65.4 2,437 6,887 E 2.8 12.3 77.6 2,631 7,436 F 2.8 13.5 72.1 2,684 7,585 G 2.8 11.4 80.2 2,513 7,103 H 2.8 12.3 82.9 2,810 7,942 I 2.8 10.5 85.1 2,455 6,939 J 2.8 5.0 157.3 2,178 6,156 K 2.8 29.0 41.5 3,319 9,380 L 2.8 37.2 39.8 4,083 11,538 M 2.8 37.1 39.5 4,040 11,419 N 2.8 25.9 54.1 3,868 10,933 I 0 2.8 13.6 367.2 13,784 38,956 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 13rd Floor Px-x= 1.0 Py.y= 1.0 Trib above Effective Vva1l This Level Accumulated (ASD) Line f Width Depth Vine Vii,,, Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 9 2.8 6.8 83.9 1,572 4,442 9.1 12.5 21.7 6,014 481 -4,428 4,716 -9,353 10,249 2.8 5.4 124.4 1,836 5,190 [.1 9.4 16.9 7,026 747 -7,022 7,310 -12,537 13,433 A 2.8 18.6 71.3 3,664 10,355 10-11579 L-3.192 5.195 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 3rd Floor Px.x 1.0 py.y = 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Viine Vi1 Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 0.9 9.9 12.3 3,385 342 -3,509 3,829 -7,826 8,786 P 2.8 10.5 97.4 2,810 7,943 P.1 14.0 25.9 5,376 384 -3,503 3,791 -7,382 8,278 P.2 14.0 25.9 5,376 384 -3,503 3,791 -7,382 8,278 0 2.8 0.9 2,242. 5,631 15,913 0 Q.1 14.0 25.9 5,386 385 -3,509 3,797 -7,396 8,292 Q.2 14.0 25.9 5,386 385 -3,509 3,797 -7,396 8,292 0.3 14.0 25.9 5,386 385 -3,509 3,797 -7,396 8,292 0.4 14.0 25.9 5,386 385 -3,509 3,797 -7,396 8,292 R 2.8 4.8 179.9 2,375 6,712 R.1 18.0 38.3 9,087 505 -4,590 4,878 -9,699 10,595 S 2.8 4.3 91.4 1,072 3,029 S.1 4.0 4.8 2,012 498 -5,029 5,317 -10,636 11,532 S.2 4.1 5.0 2,089 506 -5,102 5,390 -10,789 11,685 T 2.8 1.3 1,304. 4,646 13,132 2 T.1 4.3 6.1 3,222 751 -7,565 7,853 -15,907 16,803 T.2 4.4 6.7 3,589 816 -8,198 8,486 -17,160 18,056 T.3 4.3 6.1 3,222 751 -7,565 7,853 -15,907 16,803 T.4 3.6 3.9 2,070 575 -6,586 6,906 -14,077 15,037 T.5 3.8 4.2 2,230 595 -6,771 7,091 -14,464 15,424 T.6 4.4 6.5 3,445 783 -7,867 8,155 -16,543 17,439 U 2.8 6.3 130.3 2,275 6,431 U.1 18.0 38.3 8,706 484 -4,395 4,683 -9,283 10,179 V 2.8 5.3 361.5 5,277 14,913 V.1 23.9 58.4 10,096 422 -3,797 4,085 -8,009 8,905 V.2 23.9 58.3 10,094 422 -3,797 4,085 -8,009 8,905 W 2.8 12.3 80.6 2,731 7,719 W.1 23.9 58.4 10,450 437 -3,933 4,221 -8,299 9,195 X 2.8 12.3 161.2 5,485 15,501 X.1 26.3 66.7 10,493 400 -3,585 3,873 -7,556 8,452 X.2 26.3 66.7 10,493 400 -3,585 3,873 -7,556 8,452 Y 2.8 0.3 3,791. 3,051 8,624 4 Y.1 4.8 4.2 1,083 224 -2,167 2,455 -4,753 5,649 V.2 14.2 26.4 6,881 486 -4,449 4,737 -9,206 10,102 V.3 8.0 10.4 2,696 335 -3,134 3,422 -6,697 7,593 V.4 4.7 3.9 1,015 217 -2,109 2,397 -4,634 5,530 Z 2.8 17.5 44.1 2,124 6,002 Z.1 15.0 28.9 8,125 542 -4,960 5,248 -10,488 11,384 10-11579 L-3.193 5.196 Lateral Load Analysis - Plan 3 Hex Diaph - Shear Wall 2nd Floor px.x = 1.0 py-y = 1.0 Tub above Effective Vwall This Level Accumulated (ASD) Line f Width Depth Vie Vine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 1 1.3 18.2 327.2 7,898 62,729 1.1 3.8 5.7 3,210 856 -9,784 10,104 -25,638 26,854 1.10 3.7 6.2 3,486 950 -10,904 11,224 -45,578 46,794 1.11 3.8 5.7 3,210 856 -9,784 10,104 -25,638 26,854 1.12 3.8 5.7 3,210 856 -9,784 10,104 -25,638 26,854 1.13 3.7 5.5 3,080 839 -9,623 9,943 -25,233 26,449 1.14 3.7 5.5 3,080 839 -9,623 9,943 -25,233 26,449 1.15 3.8 5.7 3,210 856 -9,784 10,104 -25,638 26,854 1.16 3.8 5.7 3,210 856 -9,784 10,104 -25,638 26,854 1.17 3.7 5.5 3,080 839 -9,623 9,943 -25,233 26,449 1.18 3.5 5.3 3,006 859 -9,928 10,248 -26,376 27,592 1.19 3.6 5.6 3,165 879 -10,117 10,437 -23,932 24,828 1.2 3.7 5.5 3,080 839 -9,623 9,943 -25,233 26,449 1.20 3.5 5.0 2,811 803 7,077 -7,653 -9,278 9,598 1.3 4.3 7.8 4,420 1,030 -11,564 11,884 -30,489 31,705 1.4 4.3 7.7 4,340 1,021 -11,481 11,801 -30,280 31,496 1.5 4.3 7.8 4,420 1,030 -11,564 11,884 -30,489 31,705 1.6 4.3 7.2 4,066 957 -10,751 11,071 -27,671 28,887 1.7 4.1 7.3 4,104 995 -11,229 11,549 -29,650 30,866 1.8 4.3 7.7 4,340 1,021 -11,481 11,801 -30,280 31,496 1.9 4.1 7.3 4,104 995 -11,229 11,549 -29,650 30,866 10 1.3 12.3 83.8 1,374 10,910 10.1 23.9 50.0 12,283 514 -5,153 5,473 -13,828 15,044 11 1.3 19.6 52.7 1,374 10,911 11.1 23.9 50.0 12,284 514 -5,153 5,473 -13,829 15,045 12 1.3 5.6 186.9 1,395 11,083 12.1 3.8 4.6 1,135 299 -3,347 3,667 -17,210 18,426 12.2 4.1 5.4 1,326 322 -3,567 3,887 -18,220 19,436 12.3 4.0 4.1 1,011 253 11,597 -12,173 -2,798 3,118 12.4 3.7 3.5 857 234 11,501 -12,077 -2,612 2,932 12.5 13.0 33.1 8,149 627 -6,427 6,747 -6,427 6,747 13 1.3 14.5 75.4 1,456 11,568 13.1 14.0 21.9 6,512 465 -4,734 5,054 -12,695 13,911 13.2 14.0 21.9 6,512 465 -4,734 5,054 -12,695 13,911 14 1.3 12.1 144.9 2,335 18,550 14.2 23.4 69.5 16,537 706 -7,124 7,444 -18,666 19,882 14.3 12.0 18.3 4,348 362 -3,689 4,009 -11,475 12,755 15 1.3 11.8 146.2 2,292 18,203 15.1 23.4 69.5 18,108 773 -7,810 8,130 -20,274 21,490 15.2 8.0 9.2 2,386 298 -3,090 3,410 -10,499 11,715 16 1.3 14.5 75.7 1,462 11,613 16.1 14.0 21.9 6,537 467 -4,752 5,072 -12,745 13,961 16.2 14.0 21.9 6,537 467 -4,752 5,072 -12,745 13,961 10-11579 L-3.194 5.197 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 12nd Floor Px.x = 1.0 py.y= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line f1 Width Depth Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 17 1.3 6.0 181.2 1,453 11,543 17.1 4.0 7.0 4,330 1,082 -12,279 12,599 -33,094 34,310 17.2 4.1 7.4 4,587 1,112 -12,562 12,882 -33,809 35,025 17.3 3.9 6.6 4,079 1,053 -11,993 12,313 -32,369 33,585 18 1.3 20.8 53.4 1,477 11,731 18.1 22.0 44.2 13,207 600 -6,051 6,371 -16,256 17,472 19 1.3 27.0 39.9 1,428 11,346 19.1 26.3 56.1 12,774 487 -4,869 5,189 -13,060 14,276 2 1.3 18.5 371.2 9,125 72,478 2.1 19.8 54.4 12,443 630 -6,372 6,692 -16,299 17,515 2.10 19.3 52.7 12,060 624 -6,311 6,631 -16,155 17,371 2.2 20.0 55.4 12,675 634 -6,408 6,728 -16,383 17,599 2.4 16.3 40.9 9,375 574 -5,829 6,149 -15,116 16,332 2.5 1.0 25.0 5,723 5,723 -114,376 114,696 -123,198 124,414 2.6 12.3 19.4 4,440 362 -3,686 4,006 -11,227 12,443 2.7 19.8 54.4 12,443 630 -6,372 6,692 -16,299 17,515 2.9 19.8 54.4 12,443 630 -6,372 6,692 -16,299 17,515 20 1.3 31.9 39.9 1,690 13,422 20.1 22.3 44.9 8,243 370 -3,698 4,018 -9,865 11,081 20.2 19.7 37.4 6,868 348 -3,484 3,804 -9,351 10,567 21 1.3 22.2 39.9 1,174 9,322 21.1 15.5 25.7 9,603 621 -6,323 6,643 -16,880 18,096 21.2 4.0 2.4 893 223 -2,459 2,779 -7,029 8,245 3 1.3 1.5 739.1 1,473 11,701 I 3.2 23.4 66.8 13,174 563 -5,657 5,977 -15,190 16,406 I 4 1.3 10.5 213.3 2,966 23,560 4.1 31.2 85.5 14,894 478 -4,765 5,085 -12,929 14,145 4.2 23.4 66.8 11,632 497 -4,984 5,304 -13,170 14,386 I 5 1.3 10.5 104.8 1,457 11,569 5.1 14.0 21.9 6,513 465 -4,734 5,054 -12,696 13,912 5.2 14.0 21.9 6,513 465 -4,734 5,054 -12,696 13,912 I 6 1.3 4.1 268.4 1,454 11,549 6.1 14.0 21.9 6,502 465 -4,726 5,046 -12,674 13,890 6.2 14.0 21.9 6,502 465 -4,726 5,046 -12,674 13,890 I 7 1.3 4.6 103.7 631 5,011 I 8 1.3 2.0 791.7 2,060 16,362 10-11579 L-3.195 5.198 7.1 4.0 5.2 2,766 684 -7,719 8,039 -20,778 21,994 7.2 4.1 5.4 2,875 697 -7,840 8,160 -21,080 22,296 8.1 3.8 6.0 3,394 905 -10,353 10,673 -27,429 28,645 8.2 3.7 5.7 3,258 888 -10,185 10,505 -27,009 28,225 8.3 4.1 7.6 4,315 1,046 -11,811 12,131 -31,292 32,508 8.5 4.1 7.6 4,315 1,046 -11,811 12,131 -31,292 32,508 8.6 3.6 5.5 3,140 872 -10,038 10,358 -29,191 30,407 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 2nd Floor Px-x= 1.0 py.y= 1.0 Trib above Effective Vwall This Level Accumulated (ASp) Line fi Width Depth Vim, Viine Wall L k Vau (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb p11 lb lb lb lb 9 1.3 6.8 83.9 757 6,014 9.1 12.5 18.2 6,771 542 -5,551 5,871 -14,904 16,120 1.3 5.4 124.4 885 7,026 [.1 9.4 13.7 7,911 842 -8,797 9,117 -21,333 22,549 A 1.3 18.6 71.3 1,765 14,019 A.2 9.4 19.8 7,892 842 -8,800 9,120 -23,688 24,904 A.3 9.4 19.8 7,892 842 -8,800 9,120 -23,688 24,904 B 1.3 23.9 81.8 2,600 20,649 B.1 23.8 49.5 9,895 417 -4,164 4,484 -11,065 12,281 B.2 30.1 66.8 13,353 444 -4,422 4,742 -11,922 13,138 C 1.3 12.3 54.2 882 7,009 0.1 14.8 23.8 7,891 535 -5,446 5,766 -14,620 15,836 D 1.3 13.5 65.4 1,174 9,324 D.1 26.3 57.3 10,498 400 -3,985 4,305 -10,671 11,887 E 1.3 12.3 77.6 1,267 10,067 E.1 26.3 57.3 11,334 432 -4,310 4,630 -11,549 12,765 F 1.3 13.5 72.1 1,293 10,269 F.1 23.9 49.9 11,562 .484 -4,849 5,169 -13,007 14,223 G 1.3 11.4 80.2 1,211 9,617 G.1 22.3 44.9 10,827 487 -4,886 5,206 -13,107 14,323 H 1.3 12.3 82.9 1,354 10,752 H.1 14.0 21.9 6,053 433 -4,393 4,713 -11,775 12,991 H.2 14.0 21.9 6,053 433 -4,393 4,713 -11,775 12,991 I 1.3 10.5 85.1 1,183 9,395 1.1 26.3 57.3 10,577 403 -4,016 4,336 -10,754 11,970 J 1.3 5.0 157.3 1,049 8,334 J.1 15.2 36.6 9,384 619 -6,306 6,626 -16,945 18,161 K 1.3 29.0 41.5 1,599 12,699 K.1 30.1 69.6 14,298 475 -4,741 5,061 -12,715 13,931 L 1.3 37.2 39.8 1,967 15,621 L.1 15.9 26.8 9,229 581 -5,908 6,228 -15,843 17,059 L.2 14.9 24.3 8,359 560 -5,705 6,025 -15,350 16,566 M 1.3 37.1 39.5 1,946 15,459 M.1 28.5 64.4 17,405 611 -6,124 6,444 -16,454 .17,670 N 1.3 25.9 54.1 1,863 14,801 N.1 15.8 26.6 8,720 552 -5,607 5,927 -15,032 16,248 N.2 14.9 24.2 7,945 533 -5,425 5,745 -14,591 15,807 0 1.3 13.6 367.2 6,640 52,740 0.1 12.0 18.7 5,501 458 -4,691 5,011 -13,927 15,143 0.3 20.3 56.4 16,567 818 -8,296 8,616 -20,829 22,045 0.4 15.2 27.8 8,162 538 -5,473 5,793 -15,869 17,085 0.5 12.0 18.7 5,501 458 -4,691 5,011 -13,927 15,143 0.7 9.9 13.1 3,839 388 -3,992 4,312 -11,818 13,098 0.8 19.8 54.4 15,972 809 -8,205 8,525 -20,619 21,835 10-11579 L-3.196 5.199 Lateral Load Analysis - Plan 3 Flex Diaph - Shear Wall 2nd Floor Px.x 1.0 Py-y= 1.0 Trib above Effective Vwall This Level Accumulated (ASD) Line fi Width Depth Vime Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft kip/in lb plf lb lb lb lb 0.9 9.9 13.1 3,839 388 -3,992 4,312 -11,818 13,098 P 1.3 10.5 97.4 1,354 10,753 P.1 14.0 21.9 6,053 433 -4,394 4,714 -11,776 12,992 P.2 14.0 21.9 6,053 433 -4,394 4,714 -11,776 12,992 0 1.3 0.9 2,242. 2,712 21,544 0 0.1 14.0 21.9 6,064 433 -4,402 4,722 -11,797 13,013 Q.2 14.0 21.9 6,064 433 -4,402 4,722 -11,797 13,013 Q.3 14.0 21.9 6,064 433 -4,402 4,722 -11,797 13,013 0.4 14.0 21.9 6,064 433 -4,402 4,722 -11,797 13,013 R 1.3 4.8 179.9 1,144 9,087 R.1 18.0 32.6 10,231 568 -5,754 6,074 -15,453 16,669 S 1.3 4.3 91.4 516 4,100 S.1 4.0 4.2 2,262 560 -6,296 6,616 -16,932 18,148 S.2 4.1 4.3 2,354 571 -6,401 6,721 -17,190 18,406 T 1.3 1.3 1,304. 2,238 17,778 2' T.1 4.3 6.3 3,536 824 -9,233 9,553 -25,140 26,356 T.2 4.4 7.0 3,914 890 -9,944 10,264 -27,104 28,320 T.3 4.3 6.3 3,536 824 -9,233 9,553 -25,140 26,356 T.4 3.6 4.7 2,604 723 -8,308 8,628 -22,385 23,665 T.5 3.8 5.0 2,812 750 -8,561 8,881 -23,025 24,305 T.6 4.4 6.5 3,615 822 -9,176 9,496 -25,720 26,936 U 1.3 6.3 130.3 1,096 8,706 U.1 18.0 32.6 9,802 545 -5,509 5,829 -14,792 16,008 V 1.3 5.3 361.5 2,542 20,190 V.1 23.9 50.0 11,367 475 -4,762 5,082 -12,771 13,987 V.2 23.9 50.0 11,365 475 -4,761 5,081 -12,770 13,986 W 1.3 12.3 80.6 1,316 10,450 W.1 23.9 50.0 11,766 492 -4,932 5,252 -13,231 14,447 X 1.3 12.3 161.2 2,642 20,985 X.1 26.3 57.3 11,814 450 -4,496 4,816 -12,052 13,268 X.2 26.3 57.3 11,814 450 -4,496 4,816 -12,052 13,268 Y 1.3 0.3 3,791. 1,470 11,675 4 Y.1 4.8 3.4 1,197 248 -2,670 2,990 -7,423 8,639 Y.2 14.2 22.3 7,812 551 -5,624 5,944 -14,830 16,046 Y.3 8.0 8.6 3,015 375 -3,905 4,225 -10,602 11,818 Y.4 4.7 3.2 1,121 240 -2,598 . 2,918 -7,232 8,448 Z 1.3 17.5 44.1 1,023 8,125 Z.1 15.0 24.5 9,148 610 -6,217 6,537 -16,705 17,921 0-11579 L-3.197 5.200 Lateral Load Analysis - Plan 3 Wind - Shear Wall Roof Projected Above Effective Vwalj This Level Accumulated (ASD) Line Pwind Width Height Vine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) p11 lb lb lb lb 1 21.9 18.2 6.0 2,529 0 1.1 3.8 2.1 119 19.1 -100 420 -100 420 1.10 3.7 2.0 115 18.8 -97 417 -97 417 1.11 3.8 2.1 119 19.1 -100 420 -100 420 1.12 3.8 2.1 119 19.1 -100 420 -100 420 1.13 3.7 2.0 115 18.8 -97 417 -97 417 1.14 3.7 2.0 115 18.8 -97 417 -97 417 1.15 3.8 2.1 119 19.1 -100 420 -100 420 1.16 3.8 2.1 119 19.1 -100 420 -100 420 1.17 3.7 2.0 115 18.8 -97 417 -97 417 1.18 3.5 2.1 118 20.2 -115 435 -115 435 1.2 3.7 2.0 115 18.8 -97 417 -97 417 1.20 3.5 2.1 120 20.6 -120 440 -120 440 1.3 4.3 3.0 169 23.7 -148 468 -148 468 1.4 4.3 3.0 166 23.5 -146 466 -146 466 1.5 4.3 3.0 169 23.7 -148 468 -148 468 1.6 4.0 2.4 134 20.1 -110 430 -110 430 1.7 4.1 2.8 158 23.0 -141 461 -141 461 1.8 4.3 3.0 166 23.5 -146 466 -146 466 1.9 4.1 2.8 158 23.0 -141 461 -141 461 10 21.9 12.3 6.0 1,717 0 110.1 23.9 22.5 1,717 43.1 -320 640 -320 640 11 21.9 19.6 6.0 2,733 0 111.1 23.9 22.5 2,733 68.5 -580 900 -580 900 12 21.9 5.6 6.0 782 0 12.1 3.8 1.8 166 26.3 -182 502 -182 502 12.2 4.1 2.1 192 28.0 -199 519 -199 519 12.3 4.4 2.3 217 29.5 -213 533 -213 533 12.4 4.3 2.2 206 28.9 -207 527 -207 527 13 21.9 14.5 6.0 2.025 0 13.1 14.0 11.0 1,012 43.4 -330 650 -330 650 13.2 14.0 11.0 1.012 43.4 -330 650 -330 650 14 21.9 12.1 6.0 1,689 0 14.2 23.4 21.9 1,204 30.8 -195 515 -195 515 14.3 12.0 8.8 485 24.3 -133 453 -133 453 10-11579 L-3.198 5.201 16.1 14.0 11.0 1,012 43.4 -330 650 -330 650 16.2 14.0 11.0 1,012 43.4 -330 650 -330 650 17.1 4.0 2.8 280 42.0 -360 680 -360 680 17.2 4.1 3.0 295 43.0 -369 689 -369 689 17.3 3.9 2.7 265 41.0 -351 671 -351 671 18.1 22.0 20.2 2,900 79.1 -689 1,009 -689 1,009 19.1 26.3 25.3 3,753 85.8 -755 1,075 -755 1,075 2.1 19.8 17.5 355 10.8 0 311 0 311 2.10 19.3 17.0 345 10.7 0 310 0 310 2.2 20.0 17.8 360 10.8 0 311 0 311 2.4 16.3 13.6 275 10.1 0 304 0 304 2.5 19.5 17.2 349 10.7 0 310 0 310 2.6 12.3 9.1 184 9.0 0 294 0 294 2.7 19.8 17.5 355 10.8 0 311 0 311 2.9 19.8 17.5 355 10.8 0 311 0 311 20.1 22.3 20.5 2,396 64.6 -541 861 -541 861 20.2 19.7 17.5 2,045 62.3 -519 839 -519 839 21.1 15.5 12.6 2,748 106.6 -981 1,301 -981 1,301 21.2 4.0 1.5 336 50.4 -457 777 -457 777 3.2 23.4 21.9 209 5.4 0 255 0 255 4.1 31.2 31.3 858 16.5 -48 368 -48 368 4.2 23.4 21.9 599 15.4 -37 357 -37 357 Lateral Load Analysis - Plan 3 Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASD) Line PwInd Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) pIt lb lb lb lb 15 21.9 11.8 6.0 1,643 0 15.1 23.4 21.9 1,346 34.5 -232 .552 -232 552 15.2 8.0 4.8 296 22.2 -117 437 -117 437 16 21.9 14.5 6.0 2.025 0 17 21.9 6.0 6.0 840 0 18 21.9 20.8 6.0 2,900 0 19 21.9 27.0 6.0 3,753 0 2 21.9 18.5 6.0 2,576 0 I 20 21.9 31.9 6.0 4,441 0 I 21 21.9 22.2 6.0 3,084 0 I 3 21.9 1.5 6.0 209 0 I 4 21.9 10.5 6.0 1,457 0 I 5 21.9 10.5 6.0 1,457 0 5.1 14.0 11.0 729 31.2 -204 524 -204 524 5.2 14.0 11.0 729 31.2 -204 524 -204 524 10-11579 L-3.199 5.202 6.1 14.0 11.0 284 12.2 -6 326 -6 326 6.2 14.0 11.0 284 12.2 -6 326 -6 326 7.1 4.0 2.0 313 46.4 -410 730 -410 730 7.2 4.1 2.1 324 47.2 -417 737 -417 737 8.1 3.8 2.4 49 7.8 0 290 0 290 8.2 3.7 2.3 47 7.7 0 289 0 289 8.3 4.1 3.1 62 9.1 0 303 0 303 8.5 4.1 3.1 62 9.1 0 303 0 303 8.6 3.6 2.6 53 8.8 0 302 0 302 9.1 12.5 9.4 946 45.4 -353 673 -353 673 [.1 10.3 7.0 597 34.9 -247 567 -247 567 [.2 4.8 2.1 182 22.6 -132 452 -132 452 A.2 9.4 8.1 1,354 86.7 -796 1,116 -796 1,116 A.3 9.4 8.1 1,354 86.7 -796 1,116 -796 1,116 B.1 23.8 22.3 1,483 37.5 -263 583 -263 583 B.2 30.1 30.0 1,996 39.8 -285 605 -285 605 C.1 14.8 11.8 1,782 72.5 -630 950 -630 950 D.1 26.3 25.3 1,964 44.9 -338 658 -338 658 E.1 26.3 25.3 1,788 40.9 -297 617 -297 617 F.1 23.9 22.5 1,963 49.3 -383 703 -383 703 G.1 22.3 20.5 1,654 44.6 -336 656 -336 656 H.1 14.0 11.0 894 38.3 -278 598 -278 598 H.2 14.0 11.0 894 38.3 -278 598 -278 598 7 21.9 4.6 6.0 637 0 8 21.9 2.0 6.0 273 0 9 21.9 6.8 6.0 946 0 22.9 5.4 6.0 779 0 A 22.9 18.6 6.0 2,709 0 B 22.9 23.9 6.0 3,479 0 C 22.9 12.3 6.0 1,782 0 D 22.9 13.5 6.0 1,964 0 E 22.9 12.3 6.0 1,788 0 F 22.9 13.5 6.0 1,963 0 G 22.9 11.4 6.0 1,654 0 H 22.9 12.3 6.0 1,788 0 Lateral Load Analysis - Plan 3 Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASD) Line Width Height Viine Vime Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft i</in V,(lb) plf lb lb lb lb 6 21.9 4.1 6.0 568 0 10-11579 L-3.200 5.203 Lateral Load Analysis - Plan 3 Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwind Width Height Viine Vitne Wall L k Vwaii (ASD) Uplift Comp Uplift Camp psf ft ft lb lb ft K/in V1(lb) plf lb lb lb lb I 22.9 10.5 6.0 1,522 0 1.1 26.3 25.3 1,522 34.8 -235 555 -235 555 J 22.9 5.0 6.0 730 0 J.1 15.2 12.3 730 28.9 -179 499 -179 499 K 22.9 29.0 6.0 4,218 0 K.1 30.1 30.0 4,218 84.1 -736 1,056 -736 1,056 L 22.9 37.2 6.0 5,411 0 L.1 15.9 13.1 2,821 106.6 -981 1,301 -981 1,301 L.2 14.9 12.0 2,589 104.1 -957 1,277 -957 1,277 M 22.9 37.1 6.0 5,399 0 M.1 28.5 28.0 5,399 113.7 -1,037 1,357 -1,037 1,357 N 22.9 25.9 6.0 3,771 0 N.1 15.8 13.0 1,962 74.5 -649 969 -649 969 N.2 14.9 12.0 1,809 72.9 -634 954 -634 954 0 22.9 13.6 6.0 1,980 0 0.1 12.0 8.8 221 11.1 0 316 0 316 0.3 20.3 18.1 455 13.5 -18 338 -18 338 0.4 15.2 12.3 308 12.2 -6 326 -6 326 0.5 12.0 8.8 221 11.1 0 316 0 316 0.7 9.9 6.7 167 10.1 0 307 0 307 0.8 19.8 17.5 440 13.4 -17 337 -17 337 0.9 9.9 6.7 167 10.1 0 307 0 307 P 22.9 10.5 6.0 1,522 0 P.1 14.0 11.0 761 32.6 -218 538 -218 538 P.2 14.0 11.0 761 32.6 -218 538 -218 538 Q 22.9 0.9 6.0 132 0 Q.1 14.0 11.0 33 1.4 0 228 0 228 Q.2 14.0 11.0 33 1.4 0 228 0 228 0.3 14.0 11.0 33 1.4 0 228 0 228 0.4 14.0 11.0 33 1.4 0 228 0 228 R 22.9 4.8 6.0 696 0 R.1 18.0 15.5 696 23.2 -119 439 -119 439 S 22.9 4.3 6.0 618 0 S.1 4.0 2.0 303 45.1 -394 714 -394 714 S.2 4.1 2.1 315 45.8 -401 721 -401 721 T 22.9 1.3 6.0 188 0 T.1 4.3 2.3 32 4.5 0 251 0 251 10-11579 L-3.201 5.204 Lateral Load Analysis - Plan 3 Wind - Shear Wall Roof Projected Above Effective Vwall This Level Accumulated (ASD) Line Pnd Width Height Vine Vitne Wall L k Vwall (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft Kim VI(lb) plf lb lb lb lb T.2 4.4 2.6 36 5.0 0 256 0 256 T.3 4.3 2.3 32 4.5 0 251 0 251 1.4 3.6 1.8 25 4.1 0 248 0 248 T.5 3.8 1.9 27 4.3 0 249 0 249 T.6 4.4 2.5 35 4.8 0 254 0 254 U 22.9 6.3 6.0 921 0 U.1 18.0 15.5 921 30.7 -196 516 -196 516 V 22.9 5.3 6.0 770 0 V.1 23.9 22.5 385 9.7 0 299 0 299 V.2 23.9 22.5 385 9.7 0 299 0 299 W 22.9 12.3 6.0 1,788 0 W.1 23.9 22.5 1,788 44.8 -338 658 -338 658 X 22.9 12.3 6.0 1,794 0 X.1 26.3 25.3 897 20.5 -89 409 -89 409 X.2 26.3 25.3 897 20.5 -89 409 -89 409 Y 22.9 0.3 6.0 42 0 V.1 4.8 2.1 4 0.6 0 228 0 228 Y.2 14.2 11.2 24 1.0 0 228 0 228 V.3 8.0 4.9 10 0.8 0 228 0 228 V.4 4.7 2.0 4 0.5 0 228 0 228 Z 22.9 17.5 6.0 2,539 0 Z.1 15.0 12.1 2,539 101.6 -931 1,251 -931 1,251 4th Floor Projected Line Pwind Width Height Viine Above Viine Wall Effective L k Vwall Vwall (ASD) This Level Uplift Comp Accumulated (ASD) Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 21.0 18.2 10.5 4,009 2,529 1.1 3.8 4.4 301 48.1 -392 680 -492 1,100 1.10 3.7 4.2 289 47.2 -384 672 -481 1,089 1.11 3.8 4.4 301 48.1 -392 680 -492 1,100 1.12 3.8 4.4 301 48.1 -392 680 -492 1,100 1.13 3.7 4.2 289 47.2 -384 672 -481 1,089 1.14 3.7 4.2 289 47.2 -384 672 -481 1,089 0-11579 L-3.202 5.205 Lateral Load Analysis - Plan 3 Wind - Shear Wall 4th Floor Line PwId Width Projected Height Viine Above Viiiie Wall Effective L k Vn Vwali (ASD) This Level Uplift Comp Accumulated (ASD) Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 1.15 3.8 4.4 301 48.1 -392 680 -492 1,100 1.16 3.8 4.4 301 48.1 -392 680 -492 1,100 1.17 3.7 4.2 289 47.2 -384 672 -481 1,089 1.18 3.5 4.1 283 48.5 -401 689 -516 1,124 1.19 3.6 4.6 318 53.1 -447 735 -447 735 1.2 3.7 4.2 289 47.2 -384 672 -481 1,089 1.20 3.5 3.8 265 45.4 -368 656 -488 1,096 1.3 4.3 5.9 409 57.2 -475 763 -623 1,231 1.4 4.3 5.8. 402 56.8 -471 759 -618 1,226 1.5 4.3 5.9 409 57.2 -475 763 -623 1,231 1.6 4.0 4.9 338 50.8 -414 702 -524 1,132 1.7 4.1 5.5 381 55.5 -460 748 -601 1,209 1.8 4.3 5.8 402 56.8 -471 759 -618 1,226 1.9 4.1 5.5 381 55.5 -460 748 -601 1,209 10 21.0 12.3 10.5 2,722 1,717 10.1 23.9 42.4 4,439 111.3 -915 1,203 -1,235 1,843 11 21.0 19.6 10.5 4,331 2,733 11.1 23.9 42.4 7,063 177.2 -1,521 1,809 -2,101 2,709 12 21.0 5.6 10.5 1,240 782 12.1 3.8 3.7 447 70.6 -624 912 -806 1,414 12.2 4.1 4.3 519 75.4 -665 953 -863 1,471 12.3 4.4 4.5 542 73.6 -639 927 -852 1,460 12.4 4.3 4.3 515 71.9 -625 913 -832 1,440 13 21.0 14.5 10.5 3,209 2,025 13.1 14.0 19.7 2,617 112.2 -939 1,227 -1,269 1,877 13.2 14.0 19.7 2,617 112.2 -939 1,227 -1,269 1,877 14 21.0 12.1 10.5 2,677 1,689 14.2 23.4 43.6 3,345 85.7 -680 968 -875 1,483 14.3 12.0 13.3 1,021 51.1 -413 733 -546 1,186 15 21.0 11.8 10.5 2,603 1,643 15.1 23.4 43.6 3,577 91.7 -735 1,023 -967 1,575 15.2 8.0 8.2 669 50.2 -374 662 -491 1,099 16 21.0 14.5 10.5 3,209 2,025 16.1 14.0 19.7 2,617 112.2 7939 1,227 -1,269 1,877 16.2 14.0 19.7 2,617 112.2 -939 1,227 -1,269 1,877 17 21.0 6.0 10.5 1,332 840 10-11579 L-3.203 Lateral Load Analysis - Plan 3 Wind - Shear Wall 4th Floor Projected Above Effective V'aIl This Level Accumulated (ASD) Line Pwnd Width Height Vjine Viine Wall L k Vva (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft On V(lb) plf lb lb lb lb 17.1 4.0 5.5 724 108.6 -1009 1,297 -1,369 1,977 17.2 4.1 5.8 765 111.2 -1,031 1,319 -1,400 2,008 17.3 3.9 5.2 684 105.9 -986 1,274 -1,337 1,945 18 21.0 20.8 10.5 4,597 2,900 19 21.0 27.0 10.5 5,949 3,753 2 21.0 18.5 10.5 4,082 2,576 18.1 22.0 37.8 7,497 204.5 -1,775 2,063 -2,464 3,072 19.1 26.3 48.1 9,702 221.8 -1,927 2,215 -2,681 3,289 2.1 19.8 34.6 924 28.1 -142 439 -142 750 2.10 19.3 33.6 898 27.9 -139 437 -139 747 2.2 20.0 35.2 940 28.2 -143 440 -143 751 2.4 16.3 26.6 709 26.0 -118 422 -118 726 2.5 19.5 34.0 908 27.9 -140 438 -140 748 2.6 12.3 16.1 430 21.0 -63 377 -63 671 2.7 19.8 34.6 924 28.1 -142 439 -142 750 2.9 19.8 34.6 924 28.1 -142 439 -142 750 20 21.0 31.9 10.5 7,039 4,441 21 21.0 22.2 10.5 4,888 3,084 5 21.0 10.5 10.5 2,309 1,457 6 21.0 4.1 10.5 900 568 7 21.0 4.6 10.5 1.010 637 20.1 22.3 38.4 6,226 167.9 -1,438 1,726 -1,979 2,587 20.2 19.7 32.4 5,255 160.0 -1,369 1,657 -1,888 2,496 21.1 15.5 22.9 7,207 279.5 -2,492 2,780 -3,473 4,081 21.2 4.0 2.4 765 114.8 -1,073 1,361 -1,529 2,137 3.2 23.4 42.9 540 13.8 0 307 0 562 4.1 31.2 56.4 2,125 40.9 -266 554 -314 922 4.2 23.4 43.6 1.641 42.1 -279 567 -316 924 5.1 14.0 19.7 1,883 80.7 -646 934 -849 1,457 5.2 14.0 19.7 1,883 80.7 -646 934 -849 1,457 6.1 14.0 19.7 734 31.5 -186 474 -192 800 6.2 14.0 19.7 734 31.5 -186 474 -192 800 7.1 4.0 4.2 809 120.0 -1,125 1,413 -1,535 2,143 7.2 4.1 4.3 839 122.0 -1,142 1,430 -1,559 2,167 3 21.0 1.5 10.5 331 209 4 21.0 10.5 10.5 2,309 1,457 10-11579 L-3.204 5.207 C 22.1 12.3 10.5 2,837 1,782 D 22.1 13.5 10.5 3,126 1,964 F 22.1 12.3 10.5 2,846 1,788 F 22.1 13.5 10.5 3,125 1,963 G 22.1 11.4 10.5 2,632 1,654 C.1 14.8 21.3 4,619 187.9 -1,642 1,930 -2,273 2,881 D.1 26.3 48.1 5,090 116.3 -959 1,247 -1,297 1,905 E.1 26.3 48.1 4,634 105.9 -864 1,152 -1,160 1,768 I F.1 23.9 42.4 5,087 127.7 -1,066 1,354 -1,449 2,057 G.1 22.3 38.4 4,286 115.6 -956 1,244 -1,292 1,900 H.1 14.0 19.7 2,318 99.4 -819 1,107 -1,097 1,705 H.2 14.0 19.7 2,318 99.4 -819 1,107 -1,097 1,705 1.1 26.3 48.1 3,945 90.2 -719 1,007 -954 1,562 J.1 15.2 23.9 1,893 74.9 -589 877 -768 1,376 I H 22.1 12.3 10.5 2,847 1,788 I 22.1 10.5 10.5 2,423 1,522 J 22.1 5.0 10.5 1,163 730 Lateral Load Analysis - Plan 3 Wind - Shear Wall 4th Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwd Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft Kiln V1(lb) plf lb lb lb lb 8 21.0 2.0 10.5 432 273 8.1 3.8 4.8 127 20.4 -73 391 -73 681 8.2 3.7 4.6 122 20.0 -69 388 -69 677 8.3 4.1 5.9 159 23.1 -112 417 -112 720 8.5 4.1 5.9 159 23.1 -112 417 -112 720 8.6 3.6 5.1 138 22.9 -113 420 -113 721 9 21.0 6.8 10.5 1,499 946 9.1 12.5 16.6 2,444 117.3 -992 1,280 -1,345 1,953 22.1 5.4 10.5 1,240 779 A 22.1 18.6 10.5 4,312 2,709 B 22.1 23.9 10.5 5,538 3,479 [.1 10.3 12.2 1,576 92.2 -765 1,053 -1,012 1,620 [.2 4.8 3.4 443 55.0 -444 732 -575 1,183 A.2 9.4 16.3 3,510 224.7 -2,028 2,316 -2,823 3,431 A.3 9.4 16.3 3,510 224.7 -2,028 2,316 -2,823 3,431 B.1 23.8 42.0 3,801 96.0 -775 1,063 -1,037 1,645 B.2 30.1 57.7 5,216 104.0 -844 1,132 -1,129 1,737 K 22.1 29.0 10.5 6,716 4,218 L 22.1 37.2 10.5 8,613 5,411 K.1 30.1 57.7 10,934 218.1 -1,888 2,176 -2,623 3,231 10-11579 L-3.205 5.208 Lateral Load Analysis - Plan 3 Wind - Shear Wall 4th Floor Projected Above Effective Vwali This Level Accumulated (ASD) Line Pwind Width Height Vi Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft On V(lb) plf lb lb lb lb L.1 15.9 23.8 7,335 277.1 -2,467 2,755 -3,448 4,056 L.2 14.9 21.7 6,689 269.0 -2,397 2,685 -3,354 3,962 M 22.1 37.1 10.5 8,595 5,399 M.1 28.5 53.7 13,994 294.6 -2,591 2,879 -3,628 4,236 N 22.1 25.9 10.5 6,003 3,771 0 22.1 13.6 10.5 3,151 1,980 P 22.1 10.5 10.5 2,423 1,522 P.1 14.0 19.7 1,972 84.6 -681 969 -900 1,508 P.2 14.0 19.7 1.972 84.6 -681 969 -900 1.508 N.1 15.8 23.6 5,098 193.6 -1,691 1,979 -2,341 2,949 N.2 14.9 21.6 4,675 188.3 -1,645 1,933 -2,279 2,887 0.1 12.0 15.6 558 27.9 -149 442 -149 757 0.3 20.3 35.8 1,282 38.0 -242 530 -261 869 0.4 15.2 22.2 795 31.4 -185 473 -191 799 0.5 12.0 15.6 558 27.9 -149 442 -149 757 0.7 9.9 9.8 350 21.2 -90 424 -90 730 0.8 19.8 34.6 1,239 37.6 -239 527 -257 865 0.9 9.9 9.8 350 21.2 -104 424 -104 730 Q 22.1 0.9 10.5 211 132 Q.1 14.0 19.7 86 3.7 0 205 0 433 Q.2 14.0 19.7 86 3.7 0 205 0 433 Q.3 14.0 19.7 86 3.7 0 205 0 433 Q.4 14.0 19.7 86 3.7 0 205 0 433 R 22.1 4.8 10.5 1,108 696 S 22.1 4.3 10.5 984 618 R.1 18.0 28.5 1,804 60.1 -449 737 -567 1,175 T 22.1 1.3 10.5 299 188 U 22.1 6.3 10.5 1,466 921 S.1 4.0 3.8 786 116.7 -1,091 1,379 -1,485 2,093 S.2 4.1 4.0 816 118.7 -1,108 1,396 -1,509 2,117 T.1 4.3 4.8 89 12.4 0 306 0 557 T.2 4.4 5.3 97 13.2 0 314 0 570 T.3 4.3 4.8 89 12.4 0 306 0 557 T.4 3.6 3.1 58 9.6 0 311 0 559 T.5 3.8 3.4 62 9.9 0 314 0 564 T.6 4.4 5.1 94 12.8 0 310 0 564 10-11579 L-3.206 5.209 Lateral Load Analysis - Plan 3 Wind - Shear Wall 4th Floor Projected Above Effective v.1i This Level Accumulated (ASD) Line Pwind Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft On V(lb) plf lb lb lb lb U.1 18.0 28.5 2,388 79.6 -629 917 -825 1,433 V 22.1 5.3 10.5 1,225 770 V.1 23.9 42.4 998 25.0 -101 410 -101 709 V.2 23.9 42.4 997 25.0 -101 410 -101 709 W 22.1 12.3 10.5 2,846 1,788 W.1 23.9 42.4 4,634 116.2 -960 1,248 -1,298 1,906 X 22.1 12.3 10.5 2,856 1,794 X.1 26.3 48.1 2,325 53.1 -380 668 -469 1,077 X.2 26.3 48.1 2,325 53.1 -380 668 -469 1,077 Y 22.1 0.3 10.5 68 42 Y.1 4.8 3.4 11 1.3 0 205 0 433 Y.2 14.2 20.1 63 2.7 0 205 0 433 Y.3 8.0 8.2 26 1.9 0 205 0 433 Y.4 4.7 3.2 10 1.3 0 205 0 433 Z 22.1 17.5 10.5 4,042 2,539 Z.1 15.0 21.8 6,582 263.3 -2,343 2,631 -3,274 3,882 3rd Floor Projected Line Pwind Width Height Viine Above Vim Wall Effective L k Vwaii Vwall (ASD) This Level Uplift Comp Accumulated (ASD) Uplift Comp psf ft ft lb lb ft K/in Vi(lb) plf lb lb lb lb 20.0 18.2 10.0 3,629 6,538 1.1 3.8 5.5 410 65.5 -573 861 -1,064 1,960 1.10 3.7 20.0 1,482 242.2 -2,416 2,704 -2,897 3,793 1.11 3.8 5.5 410 65.5 -573 861 -1,064 1,960 1.12 3.8 5.5 410 65.5 -573 861 -1,064 1,960 1.13 3.7 5.3 393 64.3 -562 850 -1,043 1,939 1.14 3.7 5.3 393 64.3 -562 850 -1,043 1,939 1.15 3.8 5.5 410 65.5 -573 861 -1,064 1,960 1.16 3.8 5.5 410 65.5 -573 861 -1,064 1,960 1.17 3.7 5.3 393 64.3 -562 850 -1,043 1,939 1.18 3.5 5.3 392 67.3 -598 886 -1,115 2,011 1.19 3.6 5.6 415 69.1 -615 903 -1,061 1,637 1.2 3.7 5.3 393 64.3 -562 850 -1,043 1,939 10-11579 L-3.207 5.210 Lateral Load Analysis - Plan 3 Wind - Shear Wall 3rd Floor Projected Above Effective VaU This Level Accumulated (ASD) Line Pwlnd Width Height Viine Viuie Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft 1K/in V(lb) pIt lb lb lb lb 1.20 3.5 5.5 404 69.3 -620 908 -1108 2,004 1.3 4.3 7.7 573 80.1 -708 996 -1,331 2,227 1.4 4.3 7.6 563 79.4 -702 990 -1,320 2,216 1.5 4.3 7.7 573 80.1 -708 996 -1,331 2,227 1.6 4.3 7.0 517 73.0 -636 924 -1,161 2,057 1.7 4.1 7.2 533 77.5 -686 974 -1,287 2,183 1.8 4.3 7.6 563 79.4 -702 990 -1,320 2,216 1.9 4.1 7.2 533 77.5 -686 974 -1,287 2,183 10 20.0 12.3 10.0 2,464 4,439 10.1 23.9 58.4 6,903 173.1 -1,484 1,772 -2,719 3,615 11 20.0 19.6 10.0 3,920 7,063 11.1 23.9 58.4 10,984 275.5 -2,425 2,713 -4,525 5,421 12 20.0 5.6 10.0 1,123 2,022 12.1 3.8 4.6 693 109.5 -1,027 1,315 -1,833 2,729 12.2 4.1 5.4 805 117.1 -1,091 1,379 -1,955 2,851 12.3 4.4 5.6 845 114.8 -1,057 1,345 -1,909 2,805 12.4 4.3 5.3 802 112.1 -1,034 1,322 -1,865 2,761 13 20.0 14.5 10.0 2,905 5,234 13.1 14.0 25.9 4,069 174.5 -1,520 1,808 -2,790 3,686 13.2 14.0 25.9 4,069 174.5 -1,520 1,808 -2,790 3,686 14 20.0 12.1 10.0 2,423 4,366 14.2 23.4 58.3 5,258 134.7 -1,131 1,419 -2,006 2,902 14.3 12.0 17.0 1,531 76.6 -679 999 -1,225 2,185 15 20.0 11.8 10.0 2,357 4,246 15.1 23.4 52.4 5,520 141.4 -1,193 1,481 -2,160 3,056 15.2 8.0 10.3 1,082 81.2 -671 959 -1,162 2,058 16 20.0 14.5 10.0 2,905 5,234 16.1 14.0 25.9 4,069 174.5 -1,520 1,808 -2,790 3,686 16.2 14.0 25.9 4,069 174.5 -1,520 1,808 -2,790 3,686 17 20.0 6.0 10.0 1,206 2,172 17.1 4.0 7.1 1,126 168.8 -1,629 1,917 -2,997 3,893 17.2 4.1 7.5 1,191 173.2 -1,666 1,954 -3,066 3,962 17.3 3.9 6.7 1,062 164.4 -1,591 1,879 -2,928 3,824 I 18 20.0 20.8 10.0 4,161 7,497 118.1 22.0 51.7 11,659 318.0 -2,820 3,108 -5,285 6,181 I 19 20.0 27.0 10.0 5,385 9,702 10-11579 L-3.208 5.211 Lateral Load Analysis - Plan 3 Wind - Shear Wall 3rd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line P'I11d Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 19.1 26.3 63.9 15,087 344.9 -3,056 3,344 -5,737 6,633 2 20.0 18.5 10.0 3,696 6,658 2.1 19.8 46.6 1,491 45.3 -310 598 -452 1,348 2.10 19.3 45.1 1,446 44.9 -306 594 -446 1,342 2.2 20.0 47.4 1,519 45.6 -313 601 -456 1,352 2.4 16.3 36.0 1,151 42.3 -285 573 -403 1,299 2.5 11.3 20.2 648 34.6 -218 506 -358 1,254 2.6 12.3 21.0 '671 32.9 -200 488 -264 1,160 2.7 19.8 46.6 1,491 45.3 -310 598 -452 1,348 2.8 8.0 13.9 445 33.4 -212 500 -212 500 2.9 19.8 46.6 1,491 45.3 -310 598 -452 1,348 20 20.0 31.9 10.0 6,372 11,480 20.1 22.3 52.5 9,724 262.2 -2,306 2,594 -4,285 5,181 20.2 19.7 43.9 8,129 247.5 -2,177 2,465 -4,065 4,961 21 20.0 22.2 10.0 4,425 7,972 21.1 15.5 30.4 11,310 438.7 -3,972 4,260 -7,445 8,341 21.2 4.0 2.9 1,087 163.1 -1,570 1,858 -3,099 3,995 3 20.0 1.5 10.0 300 540 3.2 23.4 55.5 840 21.5 -44 378 -44 940 4 20.0 10.5 10.0 2,090 3,766 4.1 31.2 73.8 3,341 64.3 -480 768 -794 1,690 4.2 23.4 55.5 2,516 64.5 -485 773 -800 1,696 5 20.0 10.5 10.0 2,090 3,766 5.1 14.0 25.9 2,928 125.5 -1,064 1,352 -1,913 2,809 5.2 14.0 25.9 2,928 125.5 -1,064 1,352 -1,913 2,809 6 20.0 4.1 10.0 815 1,467 6.1 14.0 25.9 1,141 48.9 -349 637 -540 1,436 6.2 14.0 25.9 1,141 48.9 -349 637 -540 1,436 7 20.0 4.6 10.0 914 1,647 7.1 4.0 5.2 1,257 186.6 -1,809 2,097 -3,344 4,240 7.2 4.1 5.4 1,305 189.8 -1,835 2,123 -3,394 4,290 8 20.0 2.0 10.0 391 705 8.1 3.8 6.0 196 31.4 -218 506 -292 1,188 8.2 3.7 5.8 189 30.9 -214 502 -283 1,179 8.3 4.1 7.7 252 36.6 -267 555 -379 1,275 8.5 4.1 7.7 252 36.6 -267 555 -379 1,275 10-11579 L-3.209 5.212 I B.1 23.8 57.8 5,858 148.0 -1,253 1,541 -2,290 3,186 B.2 30.1 80.7 8,183 163.2 -1,386 1,674 -2,515 3,411 C.1 14.8 28.2 7,193 292.6 -2,618 2,906 -4,890 5,786 0.1 26.3 66.7 7,927 181.2 -1,554 1,842 -2,851 3,747 E.1 26.3 66.7 7,217 165.0 -1,405 1,693 -2,566 3,462 F.1 23.9 58.3 7,923 198.9 -1,720 2,008 -3,170 4,066 G.1 22.3 52.5 6,675 180.0 -1,549 1,837 -2,842 3,738 C 21.0 12.3 10.0 2,574 4,619 D 21.0 13.5 10.0 2,837 5,090 E 21.0 12.3 10.0 2,583 4,634 F 21.0 13.5 10.0 2,835 5,087 G 21.0 11.4 10.0 2,389 4,286 Lateral Load Analysis - Plan 3 Wind - Shear Wall 3rd Floor Projected Above Effective Vwa,11 This Level Accumulated (ASD) Line Width Height Viine Vii.,,! Wall L k VwaN (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in Vi(lb) plf lb lb lb lb 8.6 3.6 6.3 207 34.5 -253 541 -366 1,262 9 20.0 6.8 10.0 1,357 2,444 9.1 12.5 21.7 3,801 182.5 -1,603 1,891 -2,947 3,843 21.0 5.4 10.0 1,125 2,018 A 21.0 18.6 10.0 3,913 7,021 [.1 9.4 16.9 3,143 200.6 -1,799 2,087 -2,811 3,707 A.2 9.4 20.6 5,467 349.9 -3,218 3,506 -6,042 6,938 A.3 9.4 20.6 5,467 349.9 -3,218 3,506 -6,042 6,938 B 21.0 23.9 10.0 5,025 9,016 H 21.0 12.3 10.0 2,584 4,635 H.1 14.0 25.9 3,610 154.8 -1,336 1,624 -2,433 3,329 H.2 14.0 25.9 3,610 154.8 -1,336 1,624 -2,433 3,329 .1 26.3 66.7 6,144 140.4 -1,180 1,468 -2,134 3,030 J.1 15.2 32.1 2,948 116.6 -977 1,265 -1,745 2,641 K.1 30.1 80.7 17,028 339.6 -3,000 3,288 -5,624 6,520 L.1 15.9 31.6 11,450 432.6 -3,912 4,200 -7,360 8,256 L.2 14.9 28.7 10,390 417.8 -3,783 4,071 -7,137 8,033 I 21.0 10.5 10.0 2,199 3,945 J 21.0 5.0 10.0 1.055 1.893 K 21.0 29.0 10.0 6,094 10,934 L 21.0 37.2 10.0 7,816 14,024 M 21.0 37.1 10.0 7,800 13,994 N 21.0 25.9 10.0 5,447 9,773 M.1 28.5 74.8 21,794 458.8 -4,095 4,383 -7,723 8,619 N.1 15.8 31.4 7,958 302.2 -2,701 2,989 -5,041 5,937 10-11579 L-3.210 5.213 Lateral Load Analysis - Plan 3 Wind - Shear Wall 3rd Floor Projected Above Effective Vwafl This Level Accumulated (ASD) Line Pwind Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb N.2 14.9 28.6 7,263 292.5 -2,615 2,903 -4,894 5,790 0 21.0 13.6 10.0 2,860 5,131 0.1 12.0 20.3 846 42.3 -289 577 -439 1,335 0.3 20.3 49.3 2,059 61.0 -455 743 -715 1,611 0.4 15.2 29.4 1,229 48.6 -344 632 -535 1,431 0.5 12.0 20.3 846 42.3 -289 577 -439 1,335 0.7 9.9 12.3 513 31.1 -207 527 -298 1,258 0.8 19.8 47.6 1,985 60.3 -449 737 -706 1,602 0.9 9.9 12.3 513 31.1 -207 527 -311 1,258 P 21.0 10.5 10.0 2,199 3,945 Q 21.0 0.9 10.0 191 343 P.1 14.0 25.9 3,072 131.7 -1,121 1,409 -2,021 2,917 P.2 14.0 25.9 3,072 131.7 -1,121 1,409 -2,021 2,917 0.1 14.0 25.9 134 5.7 0 229 0 663 Q.2 14.0 25.9 134 5.7 0 229 0 663 Q.3 14.0 25.9 134 5.7 0 229 0 663 0.4 14.0 25.9 134 5.7 0 229 0 663 R 21.0 4.8 10.0 1,006 1,804 S 21.0 4.3 10.0 893 1,602 R.1 18.0 38.3 2,810 93.7 -759 1,047 -1,326 2,222 T 21.0 1.3 10.0 271 487 W 21.0 12.3 10.0 2,583 4,634 S.1 4.0 4.8 1,224' 181.7 -1,759 2,047 -3,244 4,140 S.2 4.1 5.0 1,271 184.9 -1,785 2,073 -3,294 4,190 T.1 4.3 6.1 137 19.2 -37 376 -37 933 T.2 4.4 6.7 153 20.9 -66 392 -66 962 T.3 4.3 6.1 137 19.2 -37 376 -37 933 T.4 3.6 3.9 88 14.7 0 371 0 930 T.5 3.8 4.2 95 15.2 0 376 0 939 T.6 4.4 6.5 147 20.0 -51 383 -51 947 U.1 18.0 38.3 3,718 123.9 -1,039 1,327 -1,864 2,760 V.1 23.9 58.4 1,554 39.0 -250 538 -351 1,247 V.2 23.9 58.3 1,553 39.0 -250 538 -351 1,247 W.1 23.9 58.4 7,216 181.0 -1,556 1,844 -2,854 3,750 10-11579 L-3.211 5.214 U 21.0 6.3 10.0 1,331 2,388 V 21.0 5.3 10.0 1,112 1,995 Lateral Load Analysis - Plan 3 Wind - Shear Wall 3rd Floor Projected Above Effective Vwaii This Level Accumulated (ASD) Line Nind Width Height Viine Vitne Wall L k Vii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb X 21.0 12.3 10.0 2,591 4,650 X.1 26.3 66.7 3,621 82.8 -651 939 -1,120 2,016 X.2 26.3 66.7 3,621 82.8 -651 939 -1,120 2,016 Y 21.0 0.3 10.0 61 110 Y.1 4.8 4.2 16 2.0 0 205 0 638 Y.2 14.2 26.4 101 4.3 0 205 0 638 Y.3 8.0 10.4 40 3.0 0 205 0 638 Y.4 4.7 3.9 15 1.9 0 205 0 638 Z 21.0 17.5 10.0 3,668 6,582 Z.1 15.0 28.9 10,250 410.0 -3,709 3,997 -6,983 7,879 2nd Floor Projected Line Pwlnd Width Height Vime Above Viine Wall Effective L k Vwaii Vwail (ASD) This Level Uplift Comp Accumulated (ASD) Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb 18.4 18.2 10.5 3,515 10,167 1.1 3.8 5.7 622 99.5 -1,028 1,348 -2,092 3,308 1.10 3.7 6.2 675 110.4 -1,158 1,478 -4,055 5,271 1.11 3.8 5.7 622 99.5 -1,028 1,348 -2,092 3,308 1.12 3.8 5.7 622 99.5 -1,028 1,348 -2,092 3,308 1.13 3.7 5.5 597 97.5 -1,009 1,329 -2,052 3,268 1.14 3.7 5.5 597 97.5 -1,009 1,329 -2,052 3,268 1.15 3.8 5.7 622 99.5 -1,028 1,348 -2,092 3,308 1.16 3.8 5.7 622 99.5 -1,028 1,348 -2,092 3,308 1.17 3.7 5.5 597 97.5 -1,009 1,329 -2,052 3,268 1.18 3.5 5.3 582 99.8 -1,045 1,365 -2,159 3,375 1.19 3.6 5.6 613 102.2 -1,067 1,387 -2,128 3,024 1.2 3.7 5.5 597 97.5 -1,009 1,329 -2,052 3,268 1.20 3.5 5.0 545 93.4 139 -715 -969 1,289 1.3 4.3 7.8 856 119.7 -1,235 1,555 -2,566 3,782 1.4 4.3 7.7 841 118.7 -1,225 1,545 -2,545 3,761 1.5 4.3 7.8 856 119.7 -1,235 1,555 -2,566 3,782 1.6 4.3 7.2 788 111.2 -1,140 1,460 -2,301 3,517 1.7 4.1 7.3 795 115.6 -1,196 1,516 -2,483 3,699 10-11579 L-3.212 5.215 Lateral Load Analysis - Plan 3 Wind - Shear Wall 2nd Floor Projected Above Effective V'alI This Level Accumulated (ASD) Line Pwlnd Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft On V(lb) plf lb lb lb lb 1.8 4.3 7.7 841 118.7 -1,225 1,545 -2,545 3,761 1.9 4.1 7.3 795 115.6 -1,196 1,516 -2,483 3,699 10 18.4 12.3 10.5 2,386 6,903 10.1 23.9 50.0 9,289 233.0 -2,260 2,580 -4,979 6,195 11 18.4 19.6 10.5 3,797 10,984 11.1 23.9 50.0 14,781 370.8 -3,667 3,987 -8,192 9,408 12 18.4 5.6 10.5 1,087 3,145 12.1 3.8 4.6 385 60.8 -580 900 -2,413 3,629 12.2 4.1 5.4 450 65.4 -625 945 -2,579 3,795 12.3 4.0 4.1 343 51.5 1,440 -2,016 -468 788 12.4 3.7 3.5 291 47.5 1,435 -2,011 -430 750 12.5 13.0 33.1 2,764 127.6 -1,207 1,527 -1,207 1,527 13 18.4 14.5 10.5 2,814 8,139 13.1 14.0 21.9 5,476 234.8 -2,315 2,635 -5,104 6,320 13.2 14.0 21.9 5,476 234.8 -2,315 2,635 -5,104 6,320 14 18.4 12.1 10.5 2,347 6,789 14.2 23.4 69.5 7,234 185.4 -1,774 2,094 -3,780 4,996 14.3 12.0 18.3 1,902 95.1 -872 1,192 -2,098 3,378 15 18.4 11.8 10.5 2,283 6,603 15.1 23.4 69.5 7,851 201.2 -1,936 2,256 -4,096 5,312 15.2 8.0 9.2 1,035 77.6 -708 1,028 -1,870 3,086 16 18.4 14.5 10.5 2,814 8,139 16.1 14.0 21.9 5,476 234.8 -2,315 2,635 -5,104 6,320 16.2 14.0 21.9 5,476 234.8 -2,315 2,635 -5,104 6,320 17 18.4 6.0 10.5 1.168 3.378 17.1 4.0 7.0 1,515 227.2 -2,476 2,796 -5,474 6,690 17.2 4.1 7.4 1,605 233.4 -2,536 2,856 -5,602 6,818 17.3 3.9 6.6 1,427 220.9 -2,416 2,736 -5,344 6,560 18 18.4 20.8 10.5 4,031 11,659 118.1 22.0 44.2 15,689 427.9 -4,258 4,578 -9,543 10,759 19 18.4 27.0 10.5 5,216 15,087 19.1 26.3 56.1 20,304 464.1 -4,611 4,931 -10,348 11,564 2 18.4 18.5 10.5 3,580 10,354 2.1 19.8 54.4 2,125 64.5 -542 2.10 19.3 52.7 2,059 63.9 -536 2.2 20.0 55.4 2,164 64.9 -546 2.4 16.3 40.9 1,601 58.8 -487 10-11579 862 -994 2,210 856 -982 2,198 866 -1,002 2,218 807 -889 2,105 L-3.213 5.216 Lateral Load Analysis - Plan 3 Wind - Shear Wall 2nd Floor Projected Above Effective Vwaii This Level Accumulated (ASD) Line Pwnd Width Height Vijue Viine Wall L k VwaH (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft Kim Vi(lb) plf lb lb lb lb 2.5 1.0 25.0 977 586.4 -11,607 11,927 -11,965 13,181 2.6 12.3 19.4 758 37.1 -267 587 -531 1,747 2.7 19.8 54.4 2,125 64.5 -542 862 -994 2,210 2.9 19.8 54.4 2,125 64.5 -542 862 -994 2,210 20 18.4 31.9 10.5 6,172 17,853 I 20.1 22.3 44.9 13,105 353.4 -3,495 3,815 -7,780 8,996 20.2 19.7 37.4 10,919 332.4 -3,291 3,611 -7,356 8,572 21 18.4 22.2 10.5 4,286 12,397 I 21.1 15.5 25.7 15,264 592.0 -5,998 6,318 -13,443 14,659 21.2 4.0 2.4 1,419 212.9 -2,313 2,633 -5,412 6,628 3 18.4 1.5 10.5 290 840 3.2 23.4 66.8 1,130 28.9 -176 496 -220 1,436 4 18.4 10.5 10.5 2,025 5,857 4.1 31.2 85.5 4,425 85.2 -746 1,066 -1,540 2,756 4.2 23.4 66.8 3,456 88.6 -785 1,105 -1,585 2,801 5 18.4 10.5 10.5 2,025 5,857 5.1 14.0 21.9 3,941 168.9 -1,632 1,952 -3,545 4,761 5.2 14.0 21.9 3,941 168.9 -1,632 1,952 -3,545 4,761 6 18.4 4.1 10.5 789 2,282 6.1 14.0 21.9 1,535 65.8 -563 883 -1,103 2,319 6.2 14.0 21.9 1,535 65.8 -563 883 -1,103 2,319 7 18.4 4.6 10.5 886 2.562 7.1 4.0 5.2 1,691 251.0 -2,744 3,064 -6,088 7,304 7.2 4.1 5.4 1,757 255.6 -2,788 3,108 -6,182 7,398 8 18.4 2.0 10.5 379 1,096 8.1 3.8 6.0 272 43.5 -382 702 -673 1,889 8.2 3.7 5.7 261 42.6 -374 694 -656 1,872 8.3 4.1 7.6 345 50.2 -452 772 -831 2,047 8.5 4.1 7.6 345 50.2 -452 772 -831 2,047 8.6 3.6 5.5 251 41.9 -367 687 -733 1,949 I 9 18.4 6.8 10.5 1,314 3,801 I 9.1 12.5 18.2 5,115 245.5 -2,438 2,758 -5,385 6,601 I [ 19.5 5.4 10.5 1,094 3,143 I [.1 9.4 13.7 4,238 270.5 -2,737 3,057 -5,548 6,764 I A 19.5 18.6 10.5 3,806 10,934 A.2 9.4 19.8 7,370 471.7 -4,862 5,182 -10,904 12,120 0-11579 L-3.214 5.217 Lateral Load Analysis - Plan 3 Wind - Shear Wall 2nd Floor Projected Above Effective V'aII This Level Accumulated (ASD) Line P'id Width Height Vijne Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb A.3 9.4 19.8 7,370 471.7 -4,862 5,182 -10,904 12,120 B 19.5 23.9 10.5 4,888 14,042 B.1 23.8 49.5 8,057 203.5 -1,959 2,279 -4,249 5,465 B.2 30.1 66.8 10,873 216.8 -2,085 2,405 -4,600 5,816 C 19.5 12.3 10.5 2,504 7,193 C.1 14.8 23.8 9,697 394.4 -3,963 4,283 -8,853 10,069 D 19.5 13.5 10.5 2,759 7,927 D.1 26.3 57.3 10,686 244.3 -2,370 2,690 -5,221 6,437 E 19.5 12.3 10.5 2,512 7,217 E.1 26.3 57.3 9,729 222.4 -2,147 2,467 -4,713 5,929 F 19.5 13.5 10.5 2,758 7,923 F.1 23.9 49.9 10,680 268.1 -2,619 2,939 -5,788 7,004 G 19.5 11.4 10.5 2,323 6,675 G.1 22.3 44.9 8,998 242.7 -2,362 2,682 -5,204 6,420 H 19.5 12.3 10.5 2,513 7,219 H.1 14.0 21.9 4,866 208.6 -2,043 2,363 -4,477 5,693 H.2 14.0 21.9 4,866 208.6 -2,043 2,363 -4,477 5,693 I 19.5 10.5 10.5 2,139 6,144 1.1 26.3 57.3 8,282 189.3 -1,810 2,130 -3,944 5,160 0 19.5 13.6 10.5 2,781 7,991 J.1 15.2 36.6 3,974 157.2 -1,506 1,826 -3,251 4,467 K.1 30.1 69.6 22,955 457.8 -4,536 4,856 -10,159 11,375 L.1 15.9 26.8 15,449 583.7 -5,907 6,227 -13,267 14,483 L.2 14.9 24.3 13,994 562.8 -5,703 6,023 -12,840 14,056 M.1 28.5 64.4 29,381 618.5 -6,176 6,496 -13,899 15,115 N.1 15.8 26.6 10,737 407.7 -4,090 4,410 -9,132 10,348 N.2 14.9 24.2 9,782 393.9 -3,956 4,276 -8,850 10,066 0.1 12.0 18.7 998 49.9 -401 721 -839 2,055 0.3 20.3 56.4 3,005 89.0 -793 1,113 -1,508 2,724 0.4 15.2 27.8 1,481 58.6 -486 806 -1,021 2,237 0.5 12.0 18.7 998 49.9 -401 721 -839 2,055 0.7 9.9 13.1 696 42.2 -325 645 -622 1,902 10-11579 L-3.215 5.218 J 19.5 5.0 10.5 1.026 2.948 K 19.5 29.0 10.5 5,927 17,028 L 19.5 37.2 10.5 7,602 21,841 M 19.5 37.1 10.5 7,586 21,794 N 19.5 25.9 10.5 5,298 15,221 Lateral Load Analysis - Plan 3 Wind - Shear Wail 2nd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line Pwind Width Height Viine Vime Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) pit lb lb lb lb 0.8 19.8 54.4 2,897 88.0 -783 1,103 -1,489 2,705 0.9 9.9 13.1 696 42.2 -325 645 -636 1,902 P 19.5 10.5 10.5 2,139 6,144 0 19.5 0.9 10.5 186 535 P.1 14.0 21.9 4,141 177.5 -1,721 2,041 -3,742 4,958 P.2 14.0 21.9 4,141 177.5 -1,721 2,041 -3,742 4,958 Q.1 14.0 21.9 180 7.7 0 280 0 943 Q.2 14.0 21.9 180 7.7 0 280 0 943 Q.3 14.0 21.9 180 7.7 0 280 0 943 0.4 14.0 21.9 180 7.7 0 280 0 943 R 19.5 4.8 10.5 978 2,810 S 19.5 4.3 10.5 869 2,495 R.1 18.0 32.6 3,788 126.3 -1,179 1,499 -2,505 3,721 T 19.5 1.3 10.5 264 758 S.1 4.0 4.2 1,649 244.8 -2,673 2,993 -5,917 7,133 S.2 4.1 4.3 1,715 249.5 -2,719 3,039 -6,013 7,229 T.1 4.3 6.3 181 25.2 -166 486 -203 1,419 T.2 4.4 7.0 200 27.3 -188 508 -253 1,469 T.3 4.3 6.3 181 25.2 -166 486 -203 1,419 T.4 3.6 4.7 133 22.2 -108 457 -108 1,388 T.5 3.8 5.0 144 23.0 -124 465 -124 1,404 T.6 4.4 6.5 185 25.2 -164 484 -215 1,431 U.1 18.0 32.6 5,013 167.1 -1,599 1,919 -3,463 4,679 V.1 23.9 50.0 2,094 52.5 -417 737 -767 1,983 V.2 23.9 50.0 2,094 52.5 -417 737 -767 1,983 U 19.5 6.3 10.5 1,294 3,718 V 19.5 5.3 10.5 1,081 3,107 W 19.5 12.3 10.5 2,512 7,216 X 19.5 12.3 10.5 2,520 7,241 I W.1 23.9 50.0 9,728 244.0 -2,372 2,692 -5,227 6,443 Y 19.5 0.3 10.5 60 171 X.1 26.3 57.3 4,881 111.6 -1,017 1,337 -2,137 3,353 X.2 26.3 57.3 4,881 111.6 -1,017 1,337 -2,137 3,353 Y.1 4.8 3.4 21 2.6 0 228 0 866 V.2 14.2 22.3 137 5.8 0 257 0 895 V.3 8.0 8.6 53 4.0 0 228 0 866 10-11579 L-3.216 5.219 Lateral Load Analysis - Plan 3 Wind - Shear Wall 2nd Floor Projected Above Effective Vwall This Level Accumulated (ASD) Line PwId Width Height Viine Viine Wall L k Vwaii (ASD) Uplift Comp Uplift Comp psf ft ft lb lb ft K/in V(lb) plf lb lb lb lb V.4 4.7 3.2 20 2.5 0 228 0 866 Z 19.5 17.5 10.5 3,568 10,250 Z.1 15.0 24.5 13,818 552.7 -5,598 5,918 -12,581 13,797 10-11579 L-3.217 5.220 Lateral Load Analysis - Plan 3 Rigid Diaphram - Load Eccentricity Roof X-X Direction Roof Y-Y Direction Ycm=451.1 Xcrn=86.5 L=296.0 I L=382.6 Wall k., d kx d I Wall k x d 1.1 2.1 -540.5 -1145 [.1 7.0 245.0 1718 1.2 2.0 -540.5 -1100 [.2 2.1 245.0 523 1.3 3.0 -534.6 -1605 A.2 8.1 -137.5 -1112 1.4 3.0 -534.6 -1578 A.3 8.1 -137.5 -1112 1.5 3.0 -534.6 -1605 B.1 22.3 -100.8 -2245 1.6 2.4 -538.5 -1282 B.2 30.0 -100.6 -3016 1.7 2.8 -534.6 -1497 c.i 11.8 -89.3 -1054 1.8 3.0 -534.6 -1578 0.1 25.3 -76.1 -1925 1.9 2.8 -534.6 -1497 E.1 25.3 -63.2 -1598 1.10 2.0 -540.5 -1100 F.1 22.5 -51.6 -1159 1.11 2.1 -540.5 -1145 G.1 20.5 -36.0 -738 1.12 2.1 -540.5 -1145 H.1 11.0 -28.0 -307 1.13 2.0 -540.5 -1100 H.2 11.0 -28.8 -316 1.14 2.0 -540.5 -1100 1.1 25.3 -11.5 -291 1.15 2.1 -540.5 -1145 J.1 12.3 -7.5 -92 1.16 2.1 -540.5 -1145 K.1 30.0 13.0 390 1.17 2.0 -540.5 -1100 L.1 13.1 50.9 666 1.18 2.1 -538.5 -1124 L.2 12.0 50.5 607 1.20 2.1 -538.5 -1147 M.1 28.0 88.1 2470 10.1 22.5 -457.3 -10284 N.1 13.0 124.5 1617 11.1 22.5 -433.6 -9750 N.2 12.0 124.8 1495 12.1 1.8 -420.5 -748 0.1 8.8 139.5 1231 12.2 2.1 -416.6 -858 0.3 18.1 139.5 2529 12.3 2.3 -416.6 -968 0.4 12.3 139.5 1713 12.4 2.2 -416.6 -921 0.5 8.8 139.5 1231 13.1 11.0 -410.8 -4510 0.7 6.7 139.5 929 13.2 11.0 -410.0 -4501 0.8 17.5 139.5 2447 14.2 21.9 -389.5 -8522 0.9 6.7 139.5 929 14.3 8.8 -389.5 -3437 P.1 11.0 160.6 1763 15.1 21.9 -383.5 8391 P.2 11.0 159.8 1754 15.2 4.8 -383.5 -1847 0.1 11.0 160.9 1766 16.1 11.0 -362.9 -3984 Q.2 11.0 160.1 1757 16.2 11.0 -362.1 -3975 Q.3 11.0 160.9 1766 17.1 2.8 -352.5 -1003 Q.4 11.0 160.1 1757 17.2 3.0 -356.3 -1069 R.1 15.5 161.7 2506 17.3 2.7 -350.5 -943 S.1 2.0 170.5 339 18.1 20.2 -339.3 -6851 S.2 2.1 166.7 343 19.1 25.3 -312.2 -7899 T.1 2.3 166.7 384 2.1 17.5 -507.5 -8898 T.2 2.6 166.7 432 2.2 17.8 -507.5 -9046 T.3 2.3 166.7 384 2.4 13.6 -507.5 -6897 T.4 1.8 172.5 305 2.5 17.2 -507.5 -8749 T.5 1.9 172.5 327 2.6 9.1 -507.5 -4612 T.6 2.5 166.7 419 2.7 17.5 -507.5 -8898 U.1 15.5 173.0 2681 2.9 17.5 -507.5 -8898 V.1 22.5 183.7 4130 2.10 17.0 -507.5 -8650 V.2 22.5 182.8 4109 20.1 20.5 -286.1 -5861 W.1 22.5 183.7 4130 20.2 17.5 -285.3 -4989 X.1 25.3 207.4 5248 0-1I579 L-3.218 5.221 dx k.xd 207.4 5248 207.4 443 207.4 2316 207.9 1009 207.9 418 234.4 2834 54097.1 Lateral Load Analysis - Plan 3 Rigid Diaphram - Load Eccentricity -3140 Wall -384 -10973 X.2 25.3 -15708 V.1 2.1 -10973 V.2 11.2 -5271 V.3 4.9 -5280 V.4 2.0 -5280 Z.1 12.1 -5271 z 694.1 -935 -977 -1119 -1077 -1452 -1452 -1217 -4286 E -254890.4 21.1 12.6 -248.9 21.2 1.5 -248.9 3.2 21.9 -501.5 4.1 31.3 -501.5 4.2 21.9 -501.5 5.1 11.0 -480.1 5.2 11.0 -480.9 6.1 11.0 -480.9 6.2 11.0 -480.1 7.1 2.0 -470.5 7.2 2.1 -474.3 8.1 2.4 -468.5 8.2 2.3 -468.5 8.3 3.1 -474.3 8.5 3.1 -474.3 8.6 2.6 -471.4 9.1 9.4 -458.1 578.9 YCR =Z (Rxd)/R= -440.3 XcR=(Rxdx)/R= 77.9 ey = [(Ycm ± 5% Ly) - YCRI ex = [(Xcm ± 5% Lx) - YcRI +5% L -5% L +5% L -5% L -3.99 2 5.6 1 -27.67 10.59 4th Floor X-X Direction Ycm.451.1 L)=296.0 4th Floor Y-Y Direction Xxrn86.5 L=382.6 Wall k,, d, kx d) Wall k dx k, x d. 1.1 4.4 -540.5 -2352 [.1 12.2 245.0 2984 1.2 4.2 -540.5 -2260 [.2 3.4 245.0 839 1.3 5.9 -534.6 -3168 A.2 16.3 -137.5 -2243 1.4 5.8 -534.6 -3114 A.3 16.3 -137.5 -2243 1.5 5.9 -534.6 -3168 B.1 42.0 -100.8 -4235 1.6 4.9 -538.5 -2638 B.2 57.7 -100.6 -5803 1.7 5.5 -534.6 -2951 c.i 21.3 -89.3 -1902 1.8 5.8 -534.6 -3114 D.1 48.1 -76.1 -3663 1.9 5.5 -534.6 -2951 E.1 48.1 -63.2 -3041 1.10 4.2 -540.5 -2260 F.1 42.4 -51.6 -2187 1.11 4.4 -540.5 -2352 G.1 38.4 -36.0 -1384 1.12 4.4 -540.5 -2352 H.1 19.7 -28.0 -551 1.13 4.2 -540.5 -2260 H.2 19.7 -28.8 -567 1.14 4.2 -540.5 -2260 1.1 48.1 -11.5 -554 1.15 4.4 -540.5 -2352 J.1 23.9 -7.5 -178 1.16 4.4 -540.5 -2352 K.1 57.7 13.0 750 1.17 4.2 -540.5 -2260 L.1 23.8 50.9 1210 1.18 4.1 -538.5 -2204 L.2 21.7 50.5 1096 1.19 4.6 -538.5 -2481 M.1 53.7 88.1 4732 1.20 3.8 -538.5 -2062 N.1 23.6 124.5 2937 10.1 42.4 -457.3 -19414 N.2 21.6 124.8 2700 11.1 42.4 -433.6 -18405 0.1 15.6 139.5 2175 10-11579 L-3.219 5.222 Lateral Load Analysis - Plan 3 Rigid Diaphram - Load Eccentricity 12.1 3.7 -420.5 -1565 12.2 4.3 -416.6 -1798 12.3 4.5 -416.6 -1879 12.4 4.3 -416.6 -1784 13.1 19.7 -410.8 -8093 13.2 19.7 -410.0 -8076 14.2 43.6 -389.5 -16974 14.3 13.3 -389.5 -5184 15.1 43.6 -383.5 -16713 15.2 8.2 -383.5 -3125 16.1 19.7 -362.9 -7150 16.2 19.7 -362.1 -7134 17.1 5.5 -352.5 -1940 17.2 5.8 -356.3 -2072 17.3 5.2 -350.5 -1822 18.1 37.8 -339.3 -12839 19.1 48.1 -312.2 -15028 2.1 34.6 -507.5 -17567 2.2 35.2 -507.5 -17872 2.4 26.6 -507.5 -13474 2.5 34.0 -507.5 -17262 2.6 16.1 -507.5 -8165 2.7 34.6 -507.5 -17567 2.9 34.6 -507.5 -17567 2.10 33.6 -507.5 -17059 20.1 38.4 -286.1 -10995 20.2 32.4 -285.3 -9256 21.1 22.9 -248.9 -5692 21.2 2.4 -248.9 -604 3.2 42.9 -501.5 -21509 4.1 56.4 -501.5 -28294 4.2 43.6 -501.5 -21855 5.1 19.7 -480.1 -9458 5.2 19.7 -480.9 -9475 6.1 19.7 -480.9 -9475 6.2 19.7 -480.1 -9458 7.1 4.2 -470.5 -1958 7.2 4.3 -474.3 -2047 8.1 4.8 -468.5 -2230 8.2 4.6 -468.5 -2144 8.3 5.9 -474.3 -2818 8.5 5.9 -474.3 -2818 8.6 5.1 -471.4 -2425 9.1 16.6 -458.1 -7603 1104.9 E -488553.3 YCR = (Rxd)/R= -442.2 e = ± 5% L) - YCR] +5% L. -5% L -5.83 23.76' Wall k, d k, x d. 0.3 35.8 139.5 4999 0.4 22.2 139.5 3099 0.5 15.6 139.5 2175 0.7 9.8 139.5 1367 0.8 34.6 139.5 4830 0.9 9.8 139.5 1367 P.1 19.7 160.6 3165 P.2 19.7 159.8 3148 Q.1 19.7 160.9 3169 Q.2 19.7 160.1 3153 Q.3 19.7 160.9 3169 Q.4 19.7 160.1 3153 R.1 28.5 161.7 4609 S.1 3.8 170.5 655 S.2 4.0 166.7 664 T.1 4.8 166.7 803 T.2 5.3 166.7 877 T.3 4.8 166.7 803 T.4 3.1 172.5 540 T.5 3.4 172.5 581 T.6 5.1 166.7 849 U.1 28.5 173.0 4932 V.1 42.4 183.7 7797 V.2 42.4 182.8 7756 W.1 42.4 183.7 7797 X.1 48.1 207.4 9986 X.2 48.1 207.4 9986 Y.1 3.4 207.4 710 V.2 20.1 207.4 4162 V.3 8.2 207.9 1709 V.4 3.2 207.9 668 Z.1 21.8 234.4 5122 1293.2 E 98669.2 XcR=(Ryx&)/R= 76.3' ex = [(Xcm ± 5% L) - YcRI +5%L. -5%L. -29.32' 8.94 3rd Floor X-X Direction 3rd Floor V-V Direction Ycm.451.1 X,,=86.5 10-11579 L-3.220 5.223 Lateral Load Analysis - Plan 3 Rigid Diaphram - Load Eccentricity L=296.0 L=382.6 Wall k d kx d I Wall k, d x k x d 1.1 5.5 -540.5 -2988 [.1 16.9 245.0 4143 1.2 5.3 -540.5 -2869 A.2 20.6 -137.5 -2825 1.3 7.7 -534.6 -4135 A.3 20.6 -137.5 -2825 1.4 7.6 -534.6 -4061 B.1 57.8 -100.8 -5819 1.5 7.7 -534.6 -4135 B.2 80.7 -100.6 -8115 1.6 7.0 -538.5 -3757 C.1 28.2 -89.3 -2515 1.7 7.2 -534.6 -3844 D.1 66.7 -76.1 -5071 1.8 7.6 -534.6 -4061 E.1 66.7 -63.2 -4210 1.9 7.2 -534.6 -3844 F.1 58.3 -51.6 -3007 1.10 20.0 -540.5 -10809 G.1 52.5 -36.0 -1891 1.11 5.5 -540.5 -2988 H.1 25.9 -28.0 -726 1.12 5.5 -540.5 -2988 H.2 25.9 -28.8 -747 1.13 5.3 -540.5 -2869 1.1 66.7 -11.5 -766 1.14 5.3 -540.5 -2869 J.1 32.1 -7.5 -240 1.15 5.5 -540.5 -2988 K.1 80.7 13.0 1049 1.16 5.5 -540.5 -2988 L.1 31.6 50.9 1610 1.17 5.3 -540.5 -2869 L.2 28.7 50.5 1450 1.18 5.3 -538.5 -2852 M.1 74.8 88.1 6592 1.19 5.6 -538.5 -3015 N.1 31.4 124.5 3906 1.20 5.5 -538.5 -2939 N.2 28.6 124.8 3573 10.1 58.4 -457.3 -26688 0.1 20.3 139.5 2829 11.1 58.4 -433.6 -25302 0.3 49.3 139.5 6882 12.1 4.6 -420.5 -1943 0.4 29.4 139.5 4108 12.2 5.4 -416.6 -2236 0.5 20.3 139.5 2829 12.3 5.6 -416.6 -2346 0.7 12.3 139.5 1715 12.4 5.3 -416.6 -2226 0.8 47.6 139.5 6638 13.1 25.9 -410.8 -10657 0.9 12.3 139.5 1715 13.2 25.9 -410.0 -10636 P.1 25.9 160.6 4167 14.2 58.3 -389.5 -22693 P.2 25.9 159.8 4146 14.3 17.0 -389.5 -6609 Q.1 25.9 160.9 4174 15.1 52.4 -383.5 -20082 Q.2 25.9 160.1 4152 15.2 10.3 -383.5 -3937 Q.3 25.9 160.9 4174 16.1 25.9 -362.9 -9416 Q.4 25.9 160.1 4152 16.2 25.9 -362.1 -9394 R.1 38.3 161.7 6195 17.1 7.1 -352.5 -2496 S.1 4.8 170.5 816 17.2 7.5 -356.3 -2670 S.2 5.0 166.7 829 17.3 6.7 -350.5 -2341 T.1 6.1 166.7 1009 18.1 51.7 -339.3 -17535 T.2 6.7 166.7 1124 19.1 63.9 -312.2 -19952 T.3 6.1 166.7 1009 2.1 46.6 -507.5 -23631 T.4 3.9 172.5 671 2.2 47.4 -507.5 -24069 T.5 4.2 172.5 723 2.4 36.0 -507.5 -18243 T.6 6.5 166.7 1079 2.5 20.2 -507.5 -10270 U.1 38.3 173.0 6629 2.6 21.0 -507.5 -10636 V.1 58.4 183.7 10718 2.7 46.6 -507.5 -23631 V.2 58.3 182.8 10662 2.8 13.9 -507.5 -7047 W.1 58.4 183.7 10718 2.9 46.6 -507.5 -23631 X.1 66.7 207.4 13825 2.10 45.1 -507.5 -22905 X.2 66.7 207.4 13825 20.1 52.5 -286.1 -15030 Y.1 4.2 207.4 863 20.2 43.9 -285.3 -12532 V.2 26.4 207.4 5486 21.1 30.4 -248.9 -7557 V.3 10.4 207.9 2154 10-11579 L-3.221 5.224 Lateral Load Analysis - Plan 3 Rigid Diaphram - Load Eccentricity 21.2 2.9 -248.9 -727 Wall k, d k, x d. 3.2 55.5 -501.5 -27848 4.1 73.8 -501.5 -36986 Y.4 3.9 207.9 811 4.2 55.5 -501.5 -27848 Z.1 28.9 234.4 6783 5.1 25.9 -480.1 -12455 z1744.3 z 131174.8 5.2 25.9 -480.9 -12477 6.1 25.9 -480.9 -12477 6.2 25.9 -480.1 -12455 7.1 5.2 -470.5 -2433 7.2 5.4 -474.3 -2545 8.1 6.0 -468.5 -2813 8.2 5.8 -468.5 -2702 8.3 7.7 -474.3 -3651 8.5 7.7 -474.3 -3651 8.6 6.3 -471.4 -2983 9.1 21.7 -458.1 -9920 1460.7 E -646184.0 YCR =Z (Rxd)/R= -442.4' XcR=(RYxd)/ R= 75.2' e = [(Ycm ± 5% Ly) - YCR] e = [(Xcm ± 5% Lx) - YCR] +5% L -5% L +5% L -5% L -6.05' 23.55' -30.41' 7.84' 2nd Floor X-X Direction Y,.=-451.1 L=296.0 2nd Floor Y-Y Direction X,=86.1 L'382.6 Wall k kx d, Wall k d k, x d 1.1 5.7 -540.5 -3073 [.1 13.7 245.0 3355 1.2 5.5 -540.5 -2949 A.2 19.8 -137.5 -2715 1.3 7.8 -534.6 -4186 A.3 19.8 -137.5 -2715 1.4 7.7 -534.6 -4110 B.1 49.5 -100.8 -4985 1.5 7.8 -534.6 -4186 B.2 66.8 -100.6 -6716 1.6 7.2 -538.5 -3879 C.1 23.8 -89.3 -2126 1.7 7.3 -534.6 -3887 D.1 57.3 -76.1 -4356 1.8 7.7 -534.6 -4110 E.1 57.3 -63.2 -3616 1.9 7.3 -534.6 -3887 F.1 49.9 -51.6 -2576 1.10 6.2 -540.5 -3337 G.1 44.9 -36.0 -1617 1.11 5.7 -540.5 -3073 H.1 21.9 -28.0 -612 1.12 5.7 -540.5 -3073 H.2 21.9 -28.8 -631 1.13 5.5 -540.5 -2949 1.1 57.3 -11.5 -658 1.14 5.5 -540.5 -2949 J.1 36.6 -7.5 -273 1.15 5.7 -540.5 -3073 K.1 69.6 13.0 904 1.16 5.7 -540.5 -3073 L.1 26.8 50.9 1364 1.17 5.5 -540.5 -2949 L.2 24.3 50.5 1226 1.18 5.3 -538.5 -2867 M.1 64.4 88.1 5675 1.19 5.6 -538.5 -3019 N.1 26.6 124.5 3308 1.20 5.0 -538.5 -2681 N.2 24.2 124.8 3021 10.1 50.0 -457.3 -22866 0.1 18.7 139.5 2612 11.1 50.0 -433.6 -21679 0.3 56.4 139.5 7867 12.1 4.6 -420.5 -1936 0.4 27.8 139.5 3876 10-11579 L-3.222 5.225 Lateral Load Analysis - Plan 3 Rigid Diaphram - Load Eccentricity 12.2 5.4 -416.6 -2241 12.3 4.1 -422.6 -1734 12.4 3.5 -422.6 -1470 12.5 33.1 -418.5 -13835 13.1 21.9 -410.8 -8995 13.2 21.9 -410.0 -8976 14.2 69.5 -389.5 -27069 14.3 18.3 -389.5 -7118 15.1 69.5 -383.5 -26652 15.2 9.2 -383.5 -3512 16.1 21.9 -362.9 -7947 16.2 21.9 -362.1 -7929 17.1 7.0 -352.5 -2462 17.2 7.4 -356.3 -2636 17.3 6.6 -350.5 -2306 18.1 44.2 -339.3 -14989 19.1 56.1 -312.2 -17498 2.1 54.4 -507.5 -27582 2.2 55.4 -507.5 -28095 2.4 40.9 -507.5 -20780 2.5 25.0 -507.5 -12686 2.6 19.4 -507.5 -9841 2.7 54.4 -507.5 -27582 2.9 54.4 -507.5 -27582 2.10 52.7 -507.5 -26732 20.1 44.9 -286.1 -12852 20.2 37.4 -285.3 -10680 21.1 25.7 -248.9 -6396 21.2 2.4 -248.9 -595 3.2 66.8 -501.5 -33491 4.1 85.5 -501.5 -42886 4.2 66.8 -501.5 -33491 5.1 21.9 -480.1 -10512 5.2 21.9 -480.9 -10530 6.1 21.9 -480.9 -10530 6.2 21.9 -480.1 -10512 7.1 5.2 -470.5 -2435 7.2 5.4 -474.3 -2552 8.1 6.0 -468.5 -2794 8.2 5.7 -468.5 -2681 8.3 7.6 -474.3 -3595 8.5 7.6 -474.3 -3595 8.6 5.5 -471.4 -2601 9.1 18.2 -458.1 -8346 1485.6 E -663112.6 Ycg = E(RXd)/R = -446.3 ey = [(Ycm ± 5% L) - YCRI +5% L -5% L -10.01 19.59 Wall k d k x d. 0.5 18.7 139.5 2612 0.7 13.1 139.5 1823 0.8 54.4 139.5 7585 0.9 13.1 139.5 1823 P.1 21.9 160.6 3517 P.2 21.9 159.8 3499 Q.1 21.9 160.9 3523 Q.2 21.9 160.1 3504 Q.3 21.9 160.9 3523 Q.4 21.9 160.1 3504 R.1 32.6 161.7 5266 S.1 4.2 170.5 711 S.2 4.3 166.7 723 T.1 6.3 166.7 1057 1.2 7.0 166.7 1170 T.3 6.3 166.7 1057 T.4 4.7 172.5 806 T.5 5.0 172.5 870 T.6 6.5 166.7 1080 U.1 32.6 173.0 5635 V.1 50.0 183.7 9183 V.2 50.0 182.8 9135 W.1 50.0 183.7 9183 X.1 57.3 207.4 11875 X.2 57.3 207.4 11875 Y.1 3.4 207.4 710 Y.2 22.3 207.4 4631 Y.3 8.6 207.9 1791 V.4 3.2 207.9 666 Z.1 24.5 234.4 5736 1545.6 F 117684.3 XcR=(Ryxd)/R = 76.1 ex = (Xcm ± 5% L) - YCRI +5% L, -5% L -29.11 9.15 10-11579 L-3. 223 5.226 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall Roof X-X Direction Story Shear V = 130961.6 (lb) Wall Direct Shear F'r = V x kx / kx (lb) Wall Torsional Shear FT = V x ey x (kx X dy) I [(ky X dx2)+(k X dy2)j where e = -3.99 or 25.61 + FT) IL Wall L dy k kxX dy kx x dy2 F. (max) FT (F+FT) Vwafl This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp 1.1 3.8 100.2 2.1 212 21240 479 56 535 143 -1555 1,875 -1,555 1,875 1.10 3.7 100.2 2.0 204 20419 461 54 514 140 -1,531 1,851 -1,531 1,851 1.11 3.8 100.2 2.1 212 21240 479 56 535 143 -1,555 1,875 -1,555 1,875 1.12 3.8 100.2 2.1 212 21240 479 56 535 143 -1,555 1,875 -1,555 1,875 1.13 3.7 100.2 2.0 204 20419 461 54 514 140 -1,531 1,851 -1,531 1,851 1.14 3.7 100.2 2.0 204 20419 461 54 514 140 -1,531 1,851 -1,531 1,851 1.15 3.8 100.2 2.1 212 21240 479 56 535 143 -1,555 1,875 -1,555 1,875 1.16 3.8 100.2 2.1 212 21240 479 56 535 143 -1,555 1,875 -1,555 1,875 1.17 3.7 100.2 2.0 204 20419 461 54 514 140 -1,531 1,851 -1,531 1,851 1.18 3.5 98.2 2.1 205 20117 472 54 527 150 -1,663 1,983 -1,663 1,983 1.2 3.7 100.2 2.0 204 20419 461 54 514 140 -1,531 1,851 -1,531 1,851 1.20 3.5 98.2 2.1 209 20525 482 55 537 154 -1,699 2,019 -1,699 2,019 1.3 4.3 94.3 3.0 283 26707 679 75 754 176 -1,897 2,217 -1,897 2,217 1.4 4.3 94.3 3.0 278 26253 668 74 741 174 -1,885 2,205 -1,885 2,205 1.5 4.3 94.3 3.0 283 26707 679 75 754 176 -1,897 2,217 -1,897 2,217 1.6 4.0 98.2 2.4 234 22941 539 62 601 150 -1,624 1,944 -1,624 1,944 1.7 4.1 94.3 2.8 264 24909 633 70 703 171 -1,848 2,168 -1,848 2,168 1.8 4.3 94.3 3.0 278 26253 668 74 741 174 -1,885 2,205 -1,885 2,205 1.9 4.1 94.3 2.8 264 24909 633 70 703 171 -1,848 2,168 -1,848 2,168 10.1 23.9 17.0 22.5 383 6518 5087 101 5188 217 -2,123 2,443 -2,123 2,443 11.1 23.9 -6.7 22.5 -151 1017 5087 6 5093 213 -2,083 2,403 -2,083 2,403 12.1 3.8 -19.8 1.8 -35 701 403 1 404 106 -1,132 1,452 -1,132 1,452 12.2 4.1 -23.7 2.1 -49 1155 466 2 468 113 -1,199 1,519 -1,199 1,519 12.3 4.4 -23.7 2.3 -55 1304 526 2 528 120 -1,256 1,576 -1,256 1,576 12.4 4.3 -23.7 2.2 -52 1239 500 2 502 117 -1,232 1,552 -1,232 1,552 13.1 14.0 -29.5 11.0 -324 9556 2484 13 2497 178 -1,758 2,078 -1,758 2,078 13.2 14.0 -30.3 11.0 -333 10104 2484 14 2497 178 -1,758 2,078 -1,758 2,078 14.2 23.4 -50.8 21.9 -1113 56580 4950 46 4996 213 -2,088 2,408 -2,088 2,408 14.3 12.0 -50.8 8.8 -449 22815 1996 18 2015 168 -1,660 1,980 -1,660 1,980 15.1 23.4 -56.8 21.9 -1244 70720 4950 51 5002 214 -2,091 2,411 -2,091 2,411 15.2 8.0 -56.8 4.8 -274 15565 1090 11 1101 138 -1,376 1,696 -1,376 1,696 10-11579 L-3.224 5.227 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall 16.1 14.0 -77.4 11.0 -849 65700 2484 35 2519 180 -1,774 2,094 -1,774 2,094 16.2 14.0 -78.2 11.0 -858 67123 2484 35 2519 180 -1,775 2,095 -1,775 2,095 17.1 4.0 -87.8 2.8 -250 21957 644 10 654 163 -1,776 2,096 -1,776 2,096 17.2 4.1 -84.0 3.0 -252 21188 679 10 689 167 -1,810 2,130 -1,810 2,130 17.3 3.9 -89.8 2.7 -242 21728 609 10 619 160 -1,742 2,062 -1,742 2,062 18.1 22.0 -101.0 20.2 -2039 205858 4568 84 4652 211 -2,072 2,392 -2,072 2,392 19.1 26.3 -128.1 25.3 -3242 415464 5724 134 5858 223 -2,183 2,503 -2,183 2,503 2.1 19.8 67.2 17.5 1177 79064 3967 311 4278 217 -2,130 2,450 -2,130 2,450 2.10 19.3 67.2 17.0 1145 76867 3856 303 4159 215 -2,116 2,436 -2,116 2,436 2.2 20.0 67.2 17.8 1197 80386 4033 317 4350 217 -2,139 2,459 -2,139 2,459 2.4 16.3 67.2 13.6 913 61285 3075 241 3316 203 -2,002 2,322 -2,002 2,322 2.5 19.5 67.2 17.2 1158 77745 3900 306 4207 216. -2,122 2,442 -2,122 2,442 2.6 12.3 67.2 9.1 610 40986 2056 161 2218 181 -1,795 2,115 -1,795 2,115 2.7 19.8 67.2 17.5 1177 79064 3967 311 4278 217 -2,130 2,450 -2,130 2,450 2.9 19.8 67.2 17.5 1177 79064 3967 311 4278 217 -2,130 2,450 -2,130 2,450 20.1 22.3 -154.2 20.5 -3160 487311 4635 130 4765 214 -2,099 2,419 -2,099 2,419 20.2 19.7 -155.0 17.5 -2710 419938 3956 112 4067 206 -2,025 2,345 -2,025 2,345 21.1 15.5 -191.4 12.6 -2415 462119 2854 99 2954 191 -1,881 2,201 -1,881 2,201 21.2 4.0 -191.4 1.5 -296 56560 349 12 361 90 -941 1,261 -941 1,261 3.2 23.4 61.2 21.9 1338 81827 4950 354 5304 227 -2,223 2,543 -2,223 2,543 4.1 31.2 61.2 31.3 1916 117137 7087 507 7593 244 -2,384 2,704 -2,384 2,704 4.2 23.4 61.2 21.9 1338 81827 4950 354 5304 227 -2,223 2,543 -2,223 2,543 5.1 14.0 39.8 11.0 437 17394 2484 116 2599 186 -1,834 2,154 -1,834 2,154 5.2 14.0 40.6 11.0 446 18130 2484 118 2601 186 -1,836 2,156 -1,836 2,156 6.1 14.0 40.6 11.0 446 18130 2484 118 2601 186 -1,836 2,156 -1,836 2,156 6.2 14.0 39.8 11.0 437 17394 2484 116 2599 186 -1,834 2,154 -1,834 2,154 7.1 4.0 30.2 2.0 60 1806 449 16 465 115 -1,222 1,542 -1,222 1,542 7.2 4.1 34.0 2.1 70 2379 466 19 485 117 -1,245 1,565 -1,245 1,565 8.1 3.8 28.2 2.4 67 1893 540 18 558 149 -1,625 1,945 -1,625 1,945 8.2 3.7 28.2 2.3 65 1821 520 17 537 146 -1,602 1,922 -1,602 1,922 8.3 4.1 34.0 3.1 104 3535 692 28 720 175 -1,894 2,214 -1,894 2,214 8.5 4.1 34.0 3.1 104 3535 692 28 720 175 -1,894 2,214 -1,894 2,214 8.6 3.6 31.1 2.6 80 2491 584 21 605 168 -1,860 2,180 -1,860 2,180 9.1 12.5 17.8 9.4 166 2956 2117 44 2161 173 -1,708 2,028 -1,708 2,028 10-11579 L-3.225 5.228 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall Roof Y-Y Direction Story Shear V = 130961.6 (lb) Wall Direct Shear F, = V x ky I E ky (lb) Wall Torsional Shear F1-= V x ex x (ky X dx) / [(kx X d 2)+(ky X dx2)J where ex = -27.67 or v,,,u=(F,. + F1) /L 10.59 Wall L dx k ky x dx ky x dx' F (max) FT (F+FT) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp [.1 10.3 -685.3 7.0 -4804 3292370 1323 335 1657 162 -1608 1,928 -1,608 1,928 [.2 4.8 -685.3 2.1 -1462 1002189 403 102 504 104 -1,072 1,392 -1,072 1,392 A.2 9.4 -302.8 8.1 -2451 742177 1527 191 1717 183 -1,843 2,163 -1,843 2,163 A.3 9.4 -302.8 8.1 -2451 742177 1527 191 1717 183 -1,843 2,163 -1,843 2,163 B.1 23.8 -339.6 22.3 -7566 2569136 4204 435 4640 195 -1,904 2,224 -1,904 2,224 B.2 30.1 -339.7 30.0 -10188 3461213 5659 585 6244 208 -2,019 2,339 -2,019 2,339 C.1 14.8 -351.1 11.8 -4147 1455776 2229 216 2445 166 -1,624 1,944 -1,624 1,944 D.1 26.3 -364.2 25.3 -9216 3356572 4774 426 5200 198 -1,927 2,247 -1,927 2,247 E.1 26.3 -377.1 25.3 -9542 3598865 4774 390 5164 197 -1,914 2,234 -1,914 2,234 F.1 23.9 -388.7 22.5 -8732 3394232 4238 318 4556 191 -1,855 2,175 -1,855 2,175 G.1 22.3 -404.3 20.5 -8283 3349075 3866 255 4121 185 -1,803 2,123 -1,803 2,123 H.1 14.0 -412.3 11.0 -4527 1866488 2071 127 2198 157 -1,537 1,857 -1,537 1,857 H.2 14.0 -411.5 11.0 -4517 1858952 2071 128 2199 157 -1,538 1,858 -1,538 1,858 1.1 26.3 -428.8 25.3 -10850 4652466 4774 247 5022 191 -1,858 2,178 -1,858 2,178 J.1 15.2 -432.8 12.3 -5314 2300172 2316 115 2431 160 -1,566 1,886 -1,566 1,886 K.1 30.1 -453.3 30.0 -13595 6162563 5659 213 5872 195 -1,893 2,213 -1,893 2,213 L.1 15.9 -491.2 13.1 -6424 3155747 2468 39 2506 158 -1,538 1,858 -1,538 1,858 L.2 14.9 -490.9 12.0 -5891 2891657 2265 36 2300 154 -1,503 1,823 -1,503 1,823 M.1 28.5 -528.4 28.0 -14819 7830456 5292 81 5373 189 -1,827 2,147 -1,827 2,147 N.1 15.8 -564.8 13.0 -7336 4143209 2451 173 2623 166 -1,623 1,943 -1,623 1,943 N.2 14.9 -565.1 12.0 -6769 3825431 2260 160 2421 162 -1,589 1,909 -1,589 1,909 0.1 12.0 -579.8 8.8 -5117 2966806 1665 155 1820 152 -1,491 1,811 -1,491 1,811 0.3 20.3 -579.8 18.1 -10507 6092613 3419 319 3738 185 -1,801 2,121 -1,801 2,121 0.4 15.2 -579.8 12.3 -7119 4127786 2316 216 2533 167 -1,635 1,955 -1,635 1,955 0.5 12.0 -579.8 8.8 -5117 2966806 1665 155 1820 152 -1,491 1,811 -1,491 1,811 0.7 9.9 -579.8 6.7 -3860 2238193 1256 117 1373 139 -1,369 1,689 -1,369 1,689 0.8 19.8 -579.8 17.5 -10167 5895317 3308 309 3617 183 -1,787 2,107 -1,787 2,107 0.9 9.9 -579.8 6.7 -3860 2238193 1256 117 1373 139 -1,369 1,689 -1,369 1,689 P.1 14.0 -600.9 11.0 -6597 3964500 2071 259 2331 167 -1,635 1,955 -1,635 1,955 10-11579 L-3.226 5.229 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall P.2 14.0 -600.1 11.0 -6588 3953512 2071 257 2328 166 -1,633 1,953 -1,633 1,953 Q.1 14.0 -601.2 11.0 -6600 3967800 2071 260 2332 167 -1,636 1,956 -1,636 1,956 Q.2 14.0 -600.4 11.0 -6591 3956807 2071 258 2329 166 -1,634 1,954 -1,634 1,954 Q.3 14.0 -601.2 11.0 -6600 3967800 2071 260 2332 167 -1,636 1,956 -1,636 1,956 Q.4 14.0 -600.4 11.0 -6591 3956807 2071 258 2329 166 -1,634 1,954 -1,634 1,954 R.1 18.0 -602.0 15.5 -9330 5616235 2924 371 3295 183 -1,791 2,111 -1,791 2,111 S.1 4.0 -610.8 2.0 -1214 741297 375 53 427 106 -1,115 1,435 -1,115 1,435 S.2 4.1 -607.0 2.1 -1250 759067 389 52 441 107 -1,124 1,444 -1,124 1,444 T.1 4.3 -607.0 2.3 -1398 848375 434 58 493 115 -1,208 1,528 -1,208 1,528 T.2 4.4 -607.0 2.6 -1572 954286 489 66 554 126 -1,329 1,649 -1,329 1,649 T.3 4.3 -607.0 2.3 -1398 848375 434 58 493 115 -1,208 1,528 -1,208 1,528 T.4 3.6 -612.8 1.8 -1082 663138 333 48 381 106 -1,137 1,457 -1,137 1,457 T.5 3.8 -612.8 1.9 -1163 712884 358 51 409 109 -1,168 1,488 -1,168 1,488 T.6 4.4 -607.0 2.5 -1524 925390 474 64 538 122 -1,286 1,606 -1,286 1,606 U.1 18.0 -613.3 15.5 -9505 5829699 2924 421 3345 186 -1,820 2,140 -1,820 2,140 V.1 23.9 -624.0 22.5 -14031 8755012 4243 679 4922 206 -2,010 2,330 -2,010 2,330 V.2 23.9 -623.1 22.5 -14008 8727741 4242 673 4916 206 -2,007 2,327 -2,007 2,327 W.1 23.9 -624.0 22.5 -14031 8755012 4243 679 4922 206 -2,010 2,330 -2,010 2,330 X.1 26.3 -647.7 25.3 -16389 10615460 4774 936 5710 218 -2,126 2,446 -2,126 2,446 X.2 26.3 -647.7 25.3 -16389 10615460 4774 936 5710 218 -2,126 2,446 -2,126 2,446 Y.1 4.8 -647.7 2.1 -1382 895165 403 79 482 100 -1,019 1,339 -1,019 1,339 Y.2 14.2 -647.7 11.2 -7233 4684997 2107 413 2520 178 -1,752 2,072 -1,752 2,072 Y.3 8.0 -648.2 4.9 -3147 2039826 916 180 1096 136 -1,362 1,682 -1,362 1,682 Y.4 4.7 -648.2 2.0 -1303 844865 379 75 454 97 -998 1,318 -998 1,318 Z.1 15.0 -674.7 12.1 -8158 5504349 2281 541 2822 188 -1,854 2,174 -1,854 2,174 4th Floor X-X Story Shear V = 274164.7 (lb) Wall Direct Shear F. = V x k I Ekx (lb) Wall Torsional Shear FT = V x ey x (kx X dy) I [(ky X dx2)+(kx X dy2)] where ey = -5.83 or 23.76 v = (F + FT) / L Wall L dy k kx x dy kx x dy2 F (max) FT (F,.+FT) Vwalt This Level Accumulated (ASD) ft ft Kiln lb lb lb plf Uplift Comp Uplift Comp 1.1 3.8 98.3 4.4 428 42056 1080 117 1196 319 -3,230 3,518 -4,785 5,393 1.10 3.7 98.3 4.2 411 40414 1038 112 1150 313 -3,181 3,469 -4,712 5,320 1.11 3.8 98.3 4.4 428 42056 1080 117 1196 319 -3,230 3,518 -4,785 5,393 1.12 3.8 98.3 4.4 428 42057 1080 117 1196 319 -3,230 3,518 -4,785 5,393 10-11579 L-3.227 5.230 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall 1.13 3.7 98.3 4.2 411 40414 1038 112 1150 313 -3181 3,469 -4,712 5,320 1.14 3.7 98.3 4.2 411 40414 1038 112 1150 313 -3,181 3,469 -4,712 5,320 1.15 3.8 98.3 4.4 428 42056 1080 117 1196 319 -3,230 3,518 -4,785 5,393 1.16 3.8 98.3 4.4 428 42056 1080 117 1196 319 -3,230 3,518 -4,785 5,393 1.17 3.7 98.3 4.2 411 40414 1038 112 1150 313 -3,181 3,469 -4,712 5,320 1.18 3.5 96.3 4.1 394 37960 1016 107 1123 321 -3,286 3,574 -4,949 5,557 1.19 3.6 96.3 4.6 444 42742 1143 121 1264 351 -3,588 3,876 -3,588 3,876 1.2 3.7 98.3 4.2 411 40414 1038 112 1150 313 -3,181 3,469 -4,712 5,320 1.20 3.5 96.3 3.8 369 35519 950 100 1051 300 -3,069 3,357 -4,768 5,376 1.3 4.3 92.5 5.9 548 50679 1470 149 1620 377 -3,762 4,050 -5,659 6,267 1.4 4.3 92.5 5.8 539 49801 1445 147 1592 375 -3,737 4,025 -5,622 6,230 1.5 4.3 92.5 5.9 548 50679 1470 149 1620 377 -3,762 4,050 -5,659 6,267 1.6 4.0 96.3 4.9 472 45441 1216 129 1344 336 -3,374 3,662 -4,998 5,606 1.7 4.1 92.5 5.5 510 47200 1370 139 1509 366 -3,663 3,951 -5,511 6,119 1.8 4.3 92.5 5.8 539 49801 1445 147 1592 375 -3,737 4,025 -5,622 6,230 1.9 4.1 92.5 5.5 510 47200 1370 139 1509 366 -3,663 3,951 -5,511 6,119 10.1 23.9 15.2 42.4 644 9784 10533 176 10708 448 -4,032 4,320 -6,156 6,764 11.1 23.9 -8.6 42.4 -364 3116 10533 24 10557 441 -3,974 4,262 -6,057 6,665 12.1 3.8 -21.7 3.7 -81 1752 924 5 929 244 -2,451 2,739 -3,583 4,191 12.2 4.1 -25.5 4.3 -110 2813 1071 7 1078 261 -2,595 2,883 -3,794 4,402 12.3 4.4 -25.5 4.5 -115 2939 1119 8 1127 255 -2,506 2,794 -3,763 4,371 12.4 4.3 -25.5 4.3 -109 2790 1062 7 1070 249 -2,457 2,745 -3,689 4,297 13.1 14.0 -31.3 19.7 -618 19359 4888 41 4929 352 -3,205 3,493 -4,963 5,571 13.2 14.0 -32.2 19.7 -634 20402 4888 42 4930 352 -3,205 3,493 -4,964 5,572 14.2 23.4 -52.7 43.6 -2297 121013 10814 154 10968 468 -4,225 4,513 -6,313 6,921 14.3 12.0 -52.7 13.3 -701 36960 3303 47 3350 279 -2,821 3,141 -4,481 5,121 15.1 23.4 -58.7 43.6 -2558 150141 10814 171 10985 469 -4,231 4,519 -6,322 6,930 15.2 8.0 -58.7 8.2 -478 28077 2022 32 2054 257 -2,382 2,670 -3,758 4,366 16.1 14.0 -79.2 19.7 -1560 123587 4888 104 4992 357 -3,247 3,535 -5,021 5,629 16.2 14.0 -80.0 19.7 -1577 126201 4888 105 4994 357 -3,247 3,535 -5,022 5,630 17.1 4.0 -89.7 5.5 -494 44284 1366 33 1399 350 -3,514 3,802 -5,291 5,899 17.2 4.1 -85.9 5.8 -499 42872 1443 33 1476 358 -3,583 3,871 -5,393 6,001 17.3 3.9 -91.7 5.2 -477 43719 1290 32 1322 341 -3,443 3,731 -5,184 5,792 18.1 22.0 -102.8 37.8 -3890 399990 9388 260 9648 439 -3,956 4,244 -6,028 6,636 19.1 26.3 -130.0 48.1 -6258 813415 11945 419 12364 471 -4,239 4,527 -6,421 7,029 2.1 19.8 65.3 34.6 2261 147640 8589 616 9205 466 -4,221 4,509 -6,351 6,959 2.10 19.3 65.3 33.6 2195 143372 8341 598 8939 462 -4,189 4,477 -6,305 6,913 2.2 20.0 65.3 35.2 2300 150208 8739 627 9365 468 -4,240 4,528 -6,378 6,986 2.4 16.3 65.3 26.6 1734 113247 6588 472 7061 432 -3,931 4,219 -5,933 6,541 10-11579 L-3.228 5.231 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall 2.5 19.5 65.3 34.0 2221 145077 8440 605 9045 464 -4,202 4,490 -6,324 6,932 2.6 12.3 65.3 16.1 1051 68622 3992 286 4279 349 -3,194 3,482 -4,990 5,598 2.7 19.8 65.3 34.6 2261 147640 8589 616 9205 466 -4,221 4,509 -6,351 6,959 2.9 19.8 65.3 34.6 2261 147640 8589 616 9205 466 -4,221 4,509 -6,351 6,959 20.1 22.3 -156.1 38.4 -5998 936113 9536 401 9937 447 -4,029 4,317 -6,128 6,736 20.2 19.7 -156.8 32.4 -5087 797767 8049 340 8389 426 -3,848 4,136 -5,873 6,481 21.1 15.5 -193.2 22.9 -4419 853872 5674 296 5970 386 -3,506 3,794 -5,387 5,995 21.2 4.0 -193.2 2.4 -469 90672 603 31 634 158 -1,547 1,835 -2,488 3,096 3.2 23.4 59.3 42.9 2544 150865 10643 693 11336 484 -4,369 4,657 -6,592 7,200 4.1 31.2 59.3 56.4 3346 198460 14000 912 14912 478 -4,293 4,581 -6,678 7,286 4.2 23.4 59.3 43.6 2585 153297 10814 704 11518 492 -4,441 4,729 -6,663 7,271 5.1 14.0 38.0 19.7 748 28390 4888 204 5092 364 -3,313 3,601 -5,147 5,755 5.2 14.0 38.8 19.7 764 29650 4888 208 5096 364 -3,316 3,604 -5,152 5,760 6.1 14.0 38.8 19.7 764 29650 4888 208 5096 364 -3,316 3,604 -5,152 5,760 6.2 14.0 38.0 19.7 748 28390 4888 204 5092 364 -3,313 3,601 -5,147 5,755 7.1 4.0 28.3 4.2 118 3334 1032 32 1065 263 -2,622 2,910 -3,844 4,452 7.2 4.1 32.1 4.3 139 4459 1071 38 1109 269 -2,670 2,958 -3,915 4,523 8.1 3.8 26.3 4.8 125 3294 1181 34 1215 324 -3,282 3,570 -4,907 5,515 8.2 3.7 26.3 4.6 120 3167 1136 33 1168 318 -3,234 3,522 -4,836 5,444 8.3 4.1 32.1 5.9 191 6138 1474 52 1526 370 -3,707 3,995 -5,601 6,209 8.5 4.1 32.1 5.9 191 6138 1474 52 1526 370 -3,707 3,995 -5,601 6,209 8.6 3.6 29.2 5.1 150 4393 1276 41 1317 366 -3,742 4,030 -5,602 6,210 9.1 12.5 15.9 16.6 264 4213 4118 72 4190 335 -3,060 3,348 -4,768 5,376 oor Y-Y Story Shear V = 274164.7 (lb) Wall Direct Shear F. = V x ky / Zky (lb) Wall Torsional Shear FT = V x ex X (ky X dx) / (kx X dy2)+(ky X d 2)] where ex = -29.32 or + FT) /L 8.94 Wall L dx k ky X dx ky X d X2 F (max) FT (Fv4T) Vwaij This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp [.1 10.3 -687.2 12.2 -8369 5751125 2582 691 3273 319 -2,938 3,226 -4,546 5,154 [.2 4.8 -687.2 3.4 -2352 1616320 726 194 920 190 -1,827 2,115 -2,900 3,508 A.2 9.4 -304.7 16.3 -4972 1514993 3460 358 3817 407 -3,788 4,076 -5,631 6,239 A.3 9.4 -304.7 16.3 -4972 1514993 3460 358 3817 407 -3,788 4,076 -5,631 6,239 B.1 23.8 -341.4 42.0 -14352 4899753 8912 763 9675 407 -3,662 3,950 -5,566 6,174 B.2 30.1 -341.6 57.7 -19705 6730711 12230 1046 13276 441 -3,956 4,244 -5,975 6,583 10-11579 L-3.229 5.232 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall C.1 14.8 -352.9 21.3 -7520 2653953 4518 362 4879 331 -2,999 3,287 -4,622 5,230 D.1 26.3 -366.1 48.1 -17623 6451348 10206 752 10958 417 -3,747 4,035 -5,675 6,283 E.1 26.3 -379.0 48.1 -18245 6914651 10206 688 10894 415 -3,725 4,013 -5,639 6,247 F.1 23.9 -390.6 42.4 -16561 6468020 8989 556 9545 399 -3,588 3,876 -5,443 6,051 G.1 22.3 -406.2 38.4 -15609 6339805 8148 442 8590 386 -3,472 3,760 -5,274 5,882 H.1 14.0 -414.2 19.7 -8159 3379473 4176 211 4387 313 -2,843 3,131 -4,380 4,988 H.2 14.0 -413.3 19.7 -8143 3365888 4176 212 4389 314 -2,844 3,132 -4,382 4,990 1.1 26.3 -430.7 48.1 -20733 8928500 10206 433 10639 405 -3,636 3,924 -5,494 6,102 J.1 15.2 -434.7 23.9 -10382 4513020 5063 205 5268 347 -3,150 3,438 -4,716 5,324 K.1 30.1 -455.2 57.7 -26258 11951380 12230 374 12605 419 -3,752 4,040 -5,645 6,253 L.1 15.9 -493.1 23.8 -11719 5778201 5039 62 5100 321 -2,902 3,190 -4,439 5,047 L.2 14.9 -492.7 21.7 -10680 5261994 4595 57 4653 312 -2,821 3,109 -4,324 4,932 M.1 28.5 -530.2 53.7 -28485 15103960 11389 213 11602 407 -3,646 3,934 -5,473 6,081 N.1 15.8 -566.7 23.6 -13368 7575086 5001 382 5384 341 -3,084 3,372 -4,707 5,315 N.2 14.9 -566.9 21.6 -12265 6953416 4586 353 4939 331 -3,004 3,292 -4,593 5,201 0.1 12.0 -581.7 15.6 -9067 5273947 3304 331 3636 303 -2,762 3,050 -4,253 4,861 0.3 20.3 -581.7 35.8 -20838 12121230 7594 762 8356 413 -3,725 4,013 -5,526 6,134 0.4 15.2 -581.7 22.2 -12919 7515060 4708 472 5181 342 -3,096 3,384 -4,731 5,339 0.5 12.0 -581.7 15.6 -9067 5273947 3304 331 3636 303 -2,762 3,050 -4,253 4,861 0.7 9.9 -581.7 9.8 -5697 3313891 2076 208 2284 231 -2,338 2,658 -3,707 4,347 0.8 19.8 -581.7 34.6 -20136 11713140 7339 736 8075 409 -3,692 3,980 -5,479 6,087 0.9 9.9 -581.7 9.8 -5697 3313891 2076 208 2284 231 -2,338 2,658 -3,707 4,347 P.1 14.0 -602.8 19.7 -11875 7158097 4176 558 4735 338 -3,075 3,363 -4,710 5,318 P.2 14.0 -602.0 19.7 -11859 7138319 4176 553 4729 338 -3,071 3,359 -4,704 5,312 Q.1 14.0 -603.0 19.7 -11880 7164035 4176 560 4737 338 -3,076 3,364 -4,712 5,320 0.2 14.0 -602.2 19.7 -11863 7144250 4176 555 4731 338 -3,072 3,360 -4,706 5,314 Q.3 14.0 -603.0 19.7 -11880 7164035 4176 560 4737 338 -3,076 3,364 -4,712 5,320 Q.4 14.0 -602.2 19.7 -11863 7144250 4176 555 4731 338 -3,072 3,360 -4,706 5,314 R.1 18.0 -603.8 28.5 -17215 10394810 6044 818 6862 381 -3,446 3,734 -5,237 5,845 S.1 4.0 -612.7 3.8 -2352 1441308 814 122 936 231 -2,295 2,583 -3,410 4,018 S.2 4.1 -608.9 4.0 -2426 1477278 845 121 966 234 -2,315 2,603 -3,440 4,048 T.1 4.3 -608.9 4.8 -2932 1784930 1021 146 1167 272 -2,687 2,975 -3,895 4,503 T.2 4.4 -608.9 5.3 -3203 1950072 1115 160 1275 290 -2,860 3,148 -4,189 4,797 T.3 4.3 -608.9 4.8 -2932 1784930 1021 146 1167 272 -2,687 2,975 -3,895 4,503 T.4 3.6 -614.7 3.1 -1922 1181535 663 101 764 212 -2,373 2,693 -3,509 4,149 T.5 3.8 -614.7 3.4 -2069 1272086 714 109 823 219 -2,439 2,759 -3,607 4,247 T.6 4.4 -608.9 5.1 -3102 1888504 1080 155 1235 281 -2,767 3,055 -4,053 4,661 U.1 18.0 -615.2 28.5 -17538 10788680 6044 927 6971 387 -3,502 3,790 -5,322 5,930 10-11579 L-3.230 5.233 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall V.1 23.9 -625.8 42.4 -26566 16625330 8999 1532 10531 440 -3,964 4,252 -5,974 6,582 V.2 23.9 -624.9 42.4 -26522 16573490 8998 1519 10516 440 -3,959 4,247 -5,966 6,574 W.1 23.9 -625.8 42.4 -26566 16625330 8999 1532 10531 440 -3,964 4,252 -5,974 6,582 X.1 26.3 -649.6 48.1 -31272 20313090 10206 2122 12328 470 -4,226 4,514 -6,352 6,960 X.2 26.3 -649.6 48.1 -31272 20313090 10206 2122 12328 470 -4,226 4,514 -6,352 6,960 Y.1 4.8 -649.6 3.4 -2223 1444164 726 151 876 181 -1,738 2,026 -2,757 3,365 Y.2 14.2 -649.6 20.1 -13033 8465689 4254 884 5138 363 -3,301 3,589 -5,053 5,661 Y.3 8.0 -650.0 8.2 -5344 3473476 1743 364 2106 262 -2,431 2,719 -3,793 4,401 V.4 4.7 -650.0 3.2 -2089 1357997 681 142 823 176 -1,696 1,984 -2,694 3,302 Z.1 15.0 -676.6 21.8 -14782 10001270 4632 1161 5793 386 -3,513 3,801 -5,367 5,975 I Story Shear V = 371173.3 (lb) Wall Direct Shear F, = V x kx / Ekx (lb) Wall Torsional Shear FT =v x ey x (kx X dy) / [(ky X dx2)+(kx X dy2)] where ey = -6.05 or 23.55 = (F,, + FT) / L Wall L dy k kx x dy kx x dy2 F, (max) FT (F,+FT) Vwall This Level Accumulated (ASD) ft ft Kfln lb lb lb pif Uplift Comp Uplift Comp 1.1 3.8 98.1 5.5 542 53201 1405 148 1552 414 -4,216 4,504 -9,001 9,897 1.10 3.7 98.1 20.0 1962 192442 5082 534 5616 1530 -15,860 16,148 -20,572 21,468 1.11 3.8 98.1 5.5 542 53201 1405 148 1552 414 -4,216 4,504 -9,001 9,897 1.12 3.8 98.1 5.5 542 53201 1405 148 1552 414 -4,216 4,504 -9,001 9,897 1.13 3.7 98.1 5.3 521 51075 1349 142 1490 406 -4,149 4,437 -8,861 9,757 1.14 3.7 98.1 5.3 521 51075 1349 142 1490 406 -4,149 4,437 -8,861 9,757 1.15 3.8 98.1 5.5 542 53201 1405 148 1552 414 -4,216 4,504 -9,001 9,897 1.16 3.8 98.1 5.5 542 53201 1405 148 1552 414 -4,216 4,504 -9,001 9,897 1.17 3.7 98.1 5.3 521 51075 1349 142 1490 406 -4,149 4,437 -8,861 9,757 1.18 3.5 96.1 5.3 509 48901 1346 138 1484 424 -4,369 4,657 -9,319 10,215 1.19 3.6 96.1 5.6 538 51704 1423 146 1569 436 -4,473 4,761 -8,061 8,637 1.2 3.7 98.1 5.3 521 51075 1349 142 1490 406 -4,149 4,437 -8,861 9,757 1.20 3.5 96.1 5.5 525 50405 1387 143 1530 437 -4,506 4,794 -9,275 10,171 1.3 4.3 92.3 7.7 714 65828 1965 194 2159 503 -5,042 5,330 -10,701 11,597 1.4 4.3 92.3 7.6 701 64660 1930 191 2121 499 -5,007 5,295 -10,629 11,525 1.5 4.3 92.3 7.7 714 65828 1965 194 2159 503 -5,042 5,330 -10,701 11,597 1.6 4.3 96.1 7.0 671 64433 1773 182 1955 460 -4,610 4,898 -9,608 10,504 1.7 4.1 92.3 7.2 663 61206 1827 180 2008 487 -4,902 5,190 -10,412 11,308 1.8 4.3 92.3 7.6 701 64660 1930 191 2121 499 -5,007 5,295 -10,629 11,525 1.9 4.1 92.3 7.2 663 61206 1827 180 2008 487 -4,902 5,190 -10,412 11,308 10-11579 L-3.231 5.234 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall 10.1 23.9 15.0 58.4 873 13073 11.1 23.9 -8.8 58.4 -513 4501 12.1 3.8 -21.9 4.6 -101 2218 12.2 4.1 -25.7 5.4 -138 3556 12.3 4.4 -25.7 5.6 -145 3731 12.4 4.3 -25.7 5.3 -138 3541 13.1 14.0 -31.6 25.9 -819 25843 13.2 14.0 -32.4 25.9 -840 27226 14.2 23.4 -52.9 58.3 -3083 163108 14.3 12.0 -52.9 17.0 -898 47500 15.1 23.4 -58.9 52.4 -3085 181735 15.2 8.0 -58.9 10.3 -605 35630 16.1 14.0 -79.4 25.9 -2060 163629 16.2 14.0 -80.3 25.9 -2082 167081 17.1 4.0 -89.9 7.1 -637 57244 17.2 4.1 -86.1 7.5 -645 55512 17.3 3.9 -91.9 6.7 -614 56423 18.1 22.0 -103.0 51.7 -5324 548575 19.1 26.3 -130.2 63.9 -8322 1083491 2.1 19.8 65.1 46.6 3031 197311 2.10 19.3 65.1 45.1 2938 191246 2.2 20.0 65.1 47.4 3087 200967 2.4 16.3 65.1 36.0 2340 152323 2.5 11.3 65.1 20.2 1317 85747 2.6 12.3 65.1 21.0 1364 88807 2.7 19.8 65.1 46.6 3031 197311 2.8 8.0 65.1 13.9 904 58842 2.9 19.8 65.1 46.6 3031 197311 20.1 22.3 -156.3 52.5 -8211 1283167 20.2 19.7 -157.0 43.9 -6897 1083066 21.1 15.5 -193.4 30.4 -5873 1136163 21.2 4.0 -193.4 2.9 -565 109232 3.2 23.4 59.1 55.5 3282 193918 4.1 31.2 59.1 73.8 4358 257552 4.2 23.4 59.1 55.5 3282 193918 5.1 14.0 37.7 25.9 979 36964 5.2 14.0 38.6 25.9 1001 38614 6.1 14.0 38.6 25.9 1001 38614 14828 238 15066 630 -5,707 5,995 -11,862 12,758 14828 36 14864 621 -5,629 5,917 -11,686 12,582 1174 7 1181 311 -3,139 3,427 -6,722 7,618 1364 10 1373 333 -3,327 3,615 -7,120 8,016 1431 10 1441 326 -3,228 3,516 -6,990 7,886 1358 10 1367 319 -3,163 3,451 -6,851 7,747 6592 57 6649 475 -4,352 4,640 -9,314 10,210 6592 59 6651 475 -4,353 4,641 -9,316 10,212 14806 215 15022 641 -5,817 6,105 -12,129 13,025 4312 63 4375 365 -3,712 4,032 -8,193 9,153 13308 216 13523 577 -5,228 5,516 -11,550 12,446 2609 42 2651 331 -3,099 3,387 -6,857 7,753 6592 144 6736 481 -4,409 4,697 -9,430 10,326 6592 145 6737 481 -4,410 4,698 -9,432 10,328 1799 44 1844 461 -4,659 4,947 -9,949 10,845 1904 45 1949 472 -4,756 5,044 -10,149 11,045 1697 43 1740 449 4,558 4,846 -9,742 10,638 13131 372 13503 614 -5,569 5,857 -11,597 12,493 16241 581 16822 641 -5,797 6,085 -12,218 13,114 11833 824 12657 641 -5,835 6,123 -12,186 13,082 11469 799 12268 635 -5,780 6,068 -12,085 12,981 12052 840 12892 645 -5,867 6,155 -12,245 13,141 9135 636 9771 598 -5,471 5,759 -11,405 12,301 5142 358 5501 489 -4,522 4,810 -10,846 11,742 5326 371 5697 465 -4,281 4,569 -9,271 10,167 11833 824 12657 641 -5,835 6,123 -12,186 13,082 3529 246 3775 472 -4,447 4,735 -4,447 4,735 11833 824 12657 641 -5,835 6,123 -12,186 13,082 13349 574 13923 626 -5,678 5,966 -11,806 12,702 11160 482 11642 591 -5,372 5,660 -11,246 12,142 7715 410 8125 525 -4,802 5,090 -10,189 11,085 742 39 781 195 -1,926 2,214 -4,414 5,310 14111 893 15003 641 -5,809 6,097 -12,401 13,297 18741 1185 19927 639 -5,765 6,053 -12,443 13,339 14111 893 15003 641 -5,809 6,097 -12,473 13,369 6592 266 6858 490 -4,491 4,779 -9,638 10,534 6592 272 6864 490 -4,495 4,783 -9,647 10,543 6592 272 6864 490 -4,495 4,783 -9,647 10,543 10-11579 L-3.232 5.235 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall 6.2 14.0 37.7 25.9 979 36964 6592 266 6858 490 -4,491 4,779 -9,638 10,534 7.1 4.0 28.1 5.2 145 4081 1314 40 1354 335 -3,357 3,645 -7,201 8,097 7.2 4.1 31.9 5.4 171 5470 1364 47 1410 342 -3,418 3,706 -7,333 8,229 8.1 3.8 26.1 6.0 157 4089 1526 43 1569 418 -4,261 4,549 -9,169 10,065 8.2 3.7 26.1 5.8 151 3927 1466 41 1507 411 -4,195 4,483 -9,031 9,927 8.3 4.1 31.9 7.7 246 7846 1956 67 2023 490 -4,940 5,228 -10,541 11,437 8.5 4.1 31.9 7.7 246 7846 1956 67 2023 490 -4,940 5,228 -10,541 11,437 8.6 3.6 29.0 6.3 184 5325 1608 50 1658 461 -4,731 5,019 -10,333 11,229 9.1 12.5 15.7 21.7 340 5350 5503 93 5595 448 -4,114 4,402 -8,882 9,778 3rd Floor Y-Y Direction Story Shear V = 371173.3 (lb) Wall Direct Shear F. = V x k / Zkv (lb) Wall Torsional Shear FT =v x ex X (ky X dx) / (kx X dy2)+(ky X dx2)] where ex = -30.41 or 7.84 v,.ii =(F. + F1) /L Wall L dx k ky x dx ky x dx' F. (max) FT (F+FT) Vwall This Level Accumulated (ASD) ft ft K/in lb lb lb plf Uplift Comp Uplift Comp [.1 9.4 -687.4 16.9 -11622 7988757 3597 1009 4606 490 -4,575 4,863 -9,121 10,017 A.2 9.4 -304.9 20.6 -6266 1910520 4373 396 4769 509 -4,753 5,041 -10,384 11,280 A.3 9.4 -304.9 20.6 -6266 1910520 4373 396 4769 509 -4,753 5,041 -10,384 11,280 B.1 23.8 -341.6 57.8 -19731 6740412 12290 921 13211 556 -5,031 5,319 -10,597 11,493 B.2 30.1 -341.8 80.7 -27575 9424716 17168 1285 18453 613 -5,531 5,819 -11,506 12,402 C.1 14.8 -353.1 28.2 -9952 3514147 5997 420 6417 435 -3,970 4,258 -8,592 9,488 D.1 26.3 -366.3 66.7 -24413 8942213 14183 914 15096 575 -5,194 5,482 -10,868 11,764 E.1 26.3 -379.2 66.7 -25274 9584014 14183 836 15018 572 -5,166 5,454 -10,805 11,701 F.1 23.9 -390.8 58.3 -22777 8900740 12402 669 13072 547 -4,945 5,233 -10,388 11,284 G.1 22.3 -406.4 52.5 -21349 8675540 11179 529 11708 526 -4,762 5,050 -10,036 10,932 H.1 14.0 -414.4 25.9 -10750 4454895 5520 242 5763 412 -3,760 4,048 -8,140 9,036 H.2 14.0 -413.6 25.9 -10729 4436996 5520 244 5765 412 -3,762 4,050 -8,144 9,040 1.1 26.3 -430.9 66.7 -28718 12373620 14183 524 14706 560 -5,057 5,345 -10,551 11,447 J.1 15.2 -434.9 32.1 -13981 6080412 6840 241 7081 467 -4,262 4,550 -8,978 9,874 K.1 30.1 -455.4 80.7 -36739 16729750 17168 455 17622 586 -5,278 5,566 -10,923 11,819 L.1 15.9 -493.3 31.6 -15599 7694528 6729 70 6798 428 -3,895 4,183 -8,335 9,231 L.2 14.9 -492.9 28.7 -14144 6971611 6106 64 6170 414 -3,768 4,056 -8,092 8,988 M.1 28.5 -530.4 74.8 -39696 21056670 15924 339 16262 571 -5,144 5,432 -10,618 11,514 N.1 1 15.8 -566.9 31.4 -17786 10082060 6676 543 7220 457 -4,164 4,452 -8,871 9,767 10-11579 L-3.233 5.236 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall N.2 14.9 -567.2 28.6 -16240 9210519 6093 499 6592 442 -4,037 4,325 -8,630 9,526 0.1 12.0 -581.9 20.3 -11796 6863897 4313 458 4771 398 -3,651 3,939 -7,905 8,801 0.3 20.3 -581.9 49.3 -28699 16700370 10495 1115 11609 573 -5,207 5,495 -10,733 11,629 0.4 15.2 -581.9 29.4 -17131 9968689 6264 665 6930 457 -4,170 4,458 -8,900 9,796 0.5 12.0 -581.9 20.3 -11796 6863897 4313 458 4771 398 -3,651 3,939 -7,905 8,801 0.7 9.9 -581.9 12.3 -7150 4160609 2615 278 2892 292 -2,985 3,305 -6,692 7,652 0.8 19.8 -581.9 47.6 -27680 16107320 10122 1075 11197 567 -5,152 5,440 -10,631 11,527 0.9 9.9 -581.9 12.3 -7150 4160609 2615 278 2892 292 -2,985 3,305 -6,692 7,652 P.1 14.0 -603.0 25.9 -15643 9432903 5520 779 6299 450 -4,118 4,406 -8,828 9,724 P.2 14.0 -602.2 25.9 -15622 9406850 5520 771 6291 450 -4,113 4,401 -8,817 9,713 Q.1 14.0 -603.3 25.9 -15650 9440726 5520 781 6301 450 -4,119 4,407 -8,831 9,727 Q.2 14.0 -602.4 25.9 -15628 9414663 5520 773 6293 450 -4,114 4,402 -8,821 9,717 Q.3 14.0 -603.3 25.9 -15650 9440726 5520 781 6301 450 -4,119 4,407 -8,831 9,727 Q.4 14.0 -602.4 25.9 -15628 9414663 5520 773 6293 450 -4,114 4,402 -8,821 9,717 R.1 18.0 -604.0 38.3 -23147 13981450 8154 1164 9318 518 -4,709 4,997 -9,947 10,843 S.1 4.0 -612.9 4.8 -2934 1798224 1019 160 1179 292 -2,913 3,201 -6,323 7,219 S.2 4.1 -609.1 5.0 -3027 1843665 1058 160 1217 295 -2,939 3,227 -6,379 7,275 T.1 4.3 -609.1 6.1 -3688 2246222 1288 195 1483 346 -3,437 3,725 -7,333 8,229 T.2 4.4 -609.1 6.7 -4107 2501697 1435 217 1652 375 -3,729 4,017 -7,918 8,814 T.3 4.3 -609.1 6.1 -3688 2246222 1288 195 1483 346 -3,437 3,725 -7,333 8,229 1.4 3.6 -614.9 3.9 -2392 1470982 828 133 961 267 -3,007 3,327 -6,517 7,477 T.5 3.8 -614.9 4.2 -2577 1584827 892 143 1035 276 -3,093 3,413 -6,700 7,660 T.6 4.4 -609.1 6.5 -3943 2401428 1377 208 1586 360 -3,576 3,864 -7,629 8,525 IJ.1 18.0 -615.4 38.3 -23581 14511040 8154 1317 9471 526 -4,788 5,076 -10,110 11,006 V.1 23.9 -626.0 58.4 -36532 22870410 12417 2223 14641 612 -5,543 5,831 -11,517 12,413 V.2 23.9 -625.1 58.3 -36471 22798880 12415 2204 14619 611 -5,536 5,824 -11,502 12,398 W.1 23.9 -626.0 58.4 -36532 22870410 12417 2223 14641 612 -5,543 5,831 -11,517 12,413 X.1 26.3 -649.8 66.7 -43309 28141590 14183 3096 17278 658 -5,956 6,244 -12,308 13,204 X.2 26.3 -649.8 66.7 -43309 28141590 14183 3096 17278 658 -5,956 6,244 -12,308 13,204 Y.1 4.8 -649.8 4.2 -2705 1757554 886 193 1079 223 -2,158 2,446 -4,915 5,811 Y.2 14.2 -649.8 26.4 -17185 11166560 5628 1228 6856 484 -4,432 4,720 -9,485 10,381 Y.3 8.0 -650.2 10.4 -6737 4380518 2205 483 2687 334 -3,124 3,412 -6,917 7,813 Y.4 4.7 -650.2 3.9 -2536 1648997 830 182 1012 217 -2,102 2,390 -4,796 5,692 Z.1 15.0 -676.8 28.9 -19583 13253320 6157 1618 7775 518 -4,743 5,031 -10,110 11,006 10-11579 L-3.234 5.237 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall 2nd Floor Story Shear V = 417903.6 (lb) Wall Direct Shear F,. = V x kx / Zkx (lb) Wall Torsional Shear FT = V x ey x (kx x dv) / [(ky X dx2)+(kx X dy2)] where ey = -10.01 or 19.59 v,,all = (F + FT)/ L Wall L dy k kx x dy kx x dy2 F (max) F1 (F+F1) Vwall This Level Accumulated (ASD) ft ft <un lb lb lb plf Uplift Comp Uplift Comp 1.1 3.8 94.1 5.7 535 50361 1599 153 1752 467 -5,300 5,620 -14,301 15,517 1.10 3.7 94.1 6.2 581 54692 1737 166 1903 519 -5,911 6,231 -26,484 27,700 1.11 3.8 94.1 5.7 535 50361 1599 153 1752 467 -5,300 5,620 -14,301 15,517 1.12 3.8 94.1 5.7 535 50361 1599 153 1752 467 -5,300 5,620 -14,301 15,517 1.13 3.7 94.1 5.5 513 48322 1535 147 1681 458 -5,212 5,532 -14,073 15,289 1.14 3.7 94.1 5.5 513 48322 1535 147 1681 458 -5,212 5,532 -14,073 15,289 1.15 3.8 94.1 5.7 535 50361 1599 153 1752 467 -5,300 5,620 -14,301 15,517 1.16 3.8 94.1 5.7 535 50361 1599 153 1752 467 -5,300 5,620 -14,301 15,517 1.17 3.7 94.1 5.5 513 48322 1535 147 1681 458 -5,212 5,532 -14,073 15,289 1.18 3.5 92.1 5.3 491 45182 1498 140 1638 468 -5,368 5,688 -14,687 15,903 1.19 3.6 92.1 5.6 516 47571 1577 148 1725 479 -5,472 5,792 -13,532 14,428 1.2 3.7 94.1 5.5 513 48322 1535 147 1681 458 -5,212 5,532 -14,073 15,289 1.20 3.5 92.1 5.0 459 42253 1401 131 1532 438 4,260 -4,836 -5,014 5,334 1.3 4.3 88.3 7.8 691 61018 2202 198 2400 559 -6,238 6,558 -16,939 18,155 1.4 4.3 88.3 7.7 679 59915 2163 194 2357 554 -6,192 6,512 -16,822 18,038 1.5 4.3 88.3 7.8 691 61018 2202 198 2400 559 -6,238 6,558 -16,939 18,155 1.6 4.3 92.1 7.2 663 61116 2026 190 2216 521 -5,817 6,137 -15,425 16,641 1.7 4.1 88.3 7.3 642 56657 2045 183 2228 540 -6,055 6,375 -16,468 17,684 1.8 4.3 88.3 7.7 679 59915 2163 194 2357 554 -6,192 6,512 -16,822 18,038 1.9 4.1 88.3 7.3 642 56657 2045 183 2228 540 -6,055 6,375 -16,468 17,684 10.1 23.9 11.0 50.0 549 6036 14064 157 14221 595 -5,980 6,300 -17,843 19,059 11.1 23.9 -12.8 50.0 -638 8144 14064 93 14157 592 -5,953 6,273 -17,639 18,855 12.1 3.8 -25.9 4.6 -119 3085 1295 17 1312 345 -3,885 4,205 -10,607 11,823 12.2 4.1 -29.7 5.4 -160 4752 1513 23 1537 373 -4,147 4,467 -11,268 12,484 12.3 4.0 -23.7 4.1 -97 2309 1154 14 1168 292 3,744 -4,320 -3,246 3,566 12.4 3.7 -23.7 3.5 -82 1957 978 12 990 270 3,819 -4,395 -3,032 3,352 12.5 13.0 -27.8 33.1 -919 25554 9298 134 9433 726 -7,454 7,774 -7,454 7,774 13.1 14.0 -35.5 21.9 -778 27659 6159 114 6273 448 -4,556 4,876 -13,871 15,087 13.2 14.0 -36.4 21.9 -796 28971 6159 116 6275 448 -4,558 4,878 -13,875 15,091 14.2 23.4 -56.9 69.5 -3954 224930 19551 577 20129 860 -8,691 9,011 -20,821 22,037 14.3 12.0 -56.9 18.3 -1040 59144 5141 152 5293 441 -4,510 4,830 -12,703 13,983 10-11579 L-3.235 5.238 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall 15.1 23.4 -62.9 69.5 -4371 274879 19551 638 20190 862 -8,718 9,038 -20,268 21,484 15.2 8.0 -62.9 9.2 -576 36226 2577 84 2661 333 -3,456 3,776 -10,313 11,529 16.1 14.0 -83.4 21.9 -1826 152291 6159 267 6426 459 -4,669 4,989 -14,100 15,316 16.2 14.0 -84.2 21.9 -1844 155349 6159 269 6428 459 -4,671 4,991 -14,104 15,320 17.1 4.0 -93.9 7.0 -656 61563 1965 96 2060 515 -5,795 6,115 -15,744 16,960 17.2 4.1 -90.1 7.4 -666 60003 2081 97 2179 528 -5,918 6,238 -16,067 17,283 17.3 3.9 -95.9 6.6 -631 60489 1851 92 1943 501 -5,664 5,984 -15,406 16,622 18.1 22.0 -107.0 44.2 -4727 505850 12426 690 13116 596 -6,008 6,328 -17,605 18,821 19.1 26.3 -134.2 56.1 -7521 1009177 15767 1098 16866 642 -6,458 6,778 -18,676 19,892 2.1 19.8 61.1 54.4 3322 202997 15289 949 16239 822 -8,344 8,664 -20,530 21,746 2.10 19.3 61.1 52.7 3219 196739 14818 920 15738 814 -8,264 8,584 -20,350 21,566 2.2 20.0 61.1 55.4 3383 206771 15573 967 16540 827 -8,390 8,710 -20,636 21,852 2.4 16.3 61.1 40.9 2503 152938 11519 715 12234 749 -7,635 7,955 -19,039 20,255 2.5 1.0 61.1 25.0 1528 93369 7032 437 7469 7469 - 149,608 - 161,350 149,288 160,134 2.6 12.3 61.1 19.4 1185 72426 5455 339 5794 473 -4,839 5,159 -14,109 15,325 2.7 19.8 61.1 54.4 3322 202997 15289 949 16239 822 -8,344 8,664 -20,530 21,746 2.9 19.8 61.1 54.4 3322 202997 15289 949 16239 822 -8,344 8,664 -20,530 21,746 20.1 22.3 -160.3 44.9 -7199 1153796 12637 1051 13688 615 -6,201 6,521 -18,008 19,224 20.2 19.7 -161.0 37.4 -6026 970332 10528 880 11408 579 -5,847 6,167 -17,093 18,309 21.1 15.5 -197.4 25.7 -5073 1001589 7228 741 7969 515 -5,232 5,552 -15,421 16,637 21.2 4.0 -197.4 2.4 -472 93137 672 69 741 185 -2,025 2,345 -6,439 7,655 3.2 23.4 55.1 66.8 3681 202859 18787 1052 19839 847 -8,565 8,885 -20,966 22,182 4.1 31.2 55.1 85.5 4713 259767 24057 1347 25404 815 -8,192 8,512 -20,635 21,851 4.2 23.4 55.1 66.8 3681 202859 18787 1052 19839 847 -8,565 8,885 -21,038 22,254 5.1 14.0 33.8 21.9 739 24966 6159 211 6370 455 -4,628 4,948 -14,266 15,482 5.2 14.0 34.6 21.9 758 26213 6159 217 6376 456 -4,632 4,952 -14,279 15,495 6.1 14.0 34.6 21.9 758 26213 6159 217 6376 456 -4,632 4,952 -14,279 15,495 6.2 14.0 33.8 21.9 739 24966 6159 211 6370 455 -4,628 4,948 -14,266 15,482 7.1 4.0 24.1 5.2 125 3010 1456 36 1492 369 -4,120 4,440 -11,321 12,537 7.2 4.1 27.9 5.4 150 4202 1513 43 1556 377 -4,201 4,521 -11,534 12,750 8.1 3.8 22.1 6.0 132 2916 1677 38 1715 457 -5,185 5,505 -14,354 15,570 8.2 3.7 22.1 5.7 127 2799 1610 36 1646 449 -5,101 5,421 -14,132 15,348 8.3 4.1 27.9 7.6 212 5920 2132 61 2193 532 -5,957 6,277 -16,498 17,714 8.5 4.1 27.9 7.6 212 5920 2132 61 2193 532 -5,957 6,277 -16,498 17,714 8.6 3.6 25.0 5.5 138 3456 1552 39 1591 442 -5,041 5,361 -15,374 16,590 9.1 12.5 11.7 18.2 214 2510 5125 61 5186 415 -4,230 4,550 -13,112 14,328 0-11579 L-3.236 5.239 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall Story Shear V = 417903.6 (lb) Wall Direct Shear F. = V x k I kv (lb) Wall Torsional Shear F1 V x ex X (ky X dx) / [(kx X dy2)+(ky X dxi)] where ex = -29.11 or 9.15 v,,,j = (F + FT) /L Wall L dx k ky x dx ky x dx2 F, (max) FT (F+FT) Vwall This Level Accumulated (ASD) ft ft Iqin lb lb lb plf Uplift Comp Uplift Comp [.1 9.4 -691.4 13.7 -9465 6543915 3702 982 4684 498 -5,170 5,490 -14,291 15,507 A.2 9.4 -308.9 19.8 -6102 1884792 5341 563 5905 630 -6,561 6,881 -16,945 18,161 A.3 9.4 -308.9 19.8 -6102 1884792 5341 563 5905 630 -6,561 6,881 -16,945 18,161 B.1 23.8 -345.6 49.5 -17099 5909340 13378 1168 14546 612 -6,164 6,484 -16,761 17,977 B.2 30.1 -345.8 66.8 -23087 7982500 18054 1575 19629 652 -6,543 6,863 -18,049 19,265 C.1 14.8 -357.1 23.8 -8507 3037635 6441 526 6967 472 -4,797 5,117 -13,389 14,605 D.1 26.3 -370.3 57.3 -21199 7849076 15481 1163 16644 634 -6,372 6,692 -17,240 18,456 E.1 26.3 -383.2 57.3 -21938 8406261 15481 1065 16545 630 -6,333 6,653 -17,138 18,354 F.1 23.9 -394.8 49.9 -19713 7782068 13502 851 14354 601 -6,042 6,362 -16,430 17,646 G.1 22.3 -410.3 44.9 -18434 7564254 12147 672 12819 576 -5,802 6,122 -15,838 17,054 H.1 14.0 -418.4 21.9 -9160 3832502 5920 304 6224 445 -4,520 4,840 -12,661 13,877 1-1.2 14.0 -417.5 21.9 -9142 3817250 5920 307 6227 445 -4,522 4,842 -12,666 13,882 1.1 26.3 -434.8 57.3 -24896 10826040 15481 670 16150 615 -6,180 6,500 -16,731 17,947 J.1 15.2 -438.9 36.6 -16051 7044576 9889 408 10297 679 -6,928 7,248 -15,907 17,123 K.1 30.1 -459.3 69.6 -31951 14676650 18808 586 19394 645 -6,464 6,784 -17,387 18,603 L.1 15.9 -497.3 26.8 -13319 6622823 7242 90 7332 462 -4,675 4,995 -13,010 14,226 L.2 14.9 -496.9 24.3 -12055 5990160 6560 83 6643 445 -4,515 4,835 -12,607 13,823 M.1 28.5 -534.4 64.4 -34431 18400740 17420 327 17746 623 -6,246 6,566 -16,864 18,080 N.1 15.8 -570.8 26.6 -15168 8658567 7184 546 7730 489 -4,960 5,280 -13,831 15,047 N.2 14.9 -571.1 24.2 -13827 7896998 6546 500 7046 473 -4,801 5,121 -13,431 14,647 0.1 12.0 -585.9 18.7 -10968 6425914 5062 504 5566 464 -4,748 5,068 -12,652 13,868 0.3 20.3 -585.9 56.4 -33031 19352450 15244 1518 16762 828 -8,395 8,715 -19,128 20,344 0.4 15.2 -585.9 27.8 -16274 9534811 7511 748 8258 545 -5,539 5,859 -14,439 15,655 0.5 12.0 -585.9 18.7 -10968 6425914 5062 504 5566 464 -4,748 5,068 -12,652 13,868 0.7 9.9 -585.9 13.1 -7654 4484410 3532 352 3884 392 -4,040 4,360 -10,732 12,012 0.8 19.8 -585.9 54.4 -31845 18657560 14696 1464 16160 818 -8,303 8,623 -18,934 20,150 0.9 9.9 -585.9 13.1 -7654 4484410 3532 352 3884 392 -4,040 4,360 -10,732 12,012 P.1 14.0 -607.0 21.9 -13290 8066819 5920 786 6706 479 -4,877 5,197 -13,705 14,921 P.2 14.0 -606.1 21.9 -13272 8044684 5920 778 6698 479 -4,871 5,191 -13,689 14,905 10-11579 L-3.237 5.240 Lateral Load Analysis - Plan 3 Rigid Diaphram - Shear Wall Q.1 14.0 -607.2 21.9 -13296 8073465 Q.2 14.0 -606.4 21.9 -13277 8051322 Q.3 14.0 -607.2 21.9 -13296 8073465 Q.4 14.0 -606.4 21.9 -13277 8051322 R.1 18.0 -608.0 32.6 -19804 12041290 S.1 4.0 -616.9 4.2 -2572 1586540 S.2 4.1 -613.1 4.3 -2659 1630157 T.1 4.3 -613.1 6.3 -3886 2382585 T.2 4.4 -613.1 7.0 -4303 2637737 T.3 4.3 -613.1 6.3 -3886 2382585 T.4 3.6 -618.9 4.7 -2890 1788341 T.5 3.8 -618.9 5.0 -3121 1931410 T.6 4.4 -613.1 6.5 -3973 2435892 U.1 18.0 -619.3 32.6 -20174 12494370 V.1 23.9 -630.0 50.0 -31500 19845230 V.2 23.9 -629.1 50.0 -31447 19783450 W.1 23.9 -630.0 50.0 -31500 19845230 X.1 26.3 -653.8 57.3 -37430 24470300 X.2 26.3 -653.8 57.3 -37430 24470300 Y.1 4.8 -653.8 3.4 -2237 1462232 Y.2 14.2 -653.8 22.3 -14598 9543639 Y.3 8.0 -654.2 8.6 -5637 3687738 Y.4 4.7 -654.2 3.2 -2095 1370875 Z.1 15.0 -680.8 24.5 -16657 11339740 5920 788 6708 479 -4,879 5,199 -13,710 14,926 5920 780 6701 479 -4,873 5,193 -13,694 14,910 5920 788 6708 479 -4,879 5,199 -13,710 14,926 5920 780 6701 479 4,873 5,193 -13,694 14,910 8807 1183 9990 555 -5,617 5,937 -15,563 16,779 1127 167 1294 320 -3,563 3,883 -9,885 11,101 1173 167 1340 325 -3,604 3,924 -9,983 11,199 1714 244 1958 456 -5,072 5,392 -12,404 13,620 1898 270 2168 493 -5,466 5,786 -13,384 14,600 1714 244 1958 456 -5,072 5,392 -12,404 13,620 1262 191 1454 404 -4,597 4,917 -11,114 12,394 1363 206 1570 419 -4,738 5,058 -11,439 12,719 1752 249 2002 455 -5,041 5,361 -12,670 13,886 8807 1340 10147 564 -5,706 6,026 -15,816 17,032 13519 2283 15802 661 -6,655 6,975 -18,173 19,389 13516 2263 15780 660 -6,647 6,967 -18,149 19,365 13519 2283 15802 661 -6,655 6,975 -18,173 19,389 15481 3192 18673 711 -7,160 7,480 -19,467 20,683 15481 3192 18673 711 -7,160 7,480 -19,467 20,683 925 191 1116 231 -2,483 2,803 -7,398 8,614 6038 1245 7283 514 -5,237 5,557 -14,721 15,937 2330 482 2812 350 -3,636 3,956 -10,553 11,769 866 179 1045 224 -2,417 2,737 -7,213 8,429 6616 1645 8261 551 -5,605 5,925 -15,716 16,932 10-11579 L-3.238 5.241 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) Roof - VCap Voesign Uplift Comp. Seismic Drift Wall Sch Vaiiow E-flex E- HD HD Cap Design Design Am Am Aaiios plf rigid plf plf lb lb lb Flex Rigid 1.1 11 449 279 143 5/8" F1554Gr. 6,673 3,122 3,442 2.76 1.42 3.30 36/A36/A307 1.10 11 446 274 140 5/8"Fl554Gr. 6,673 3,075 3,395 2.76 1.42 3.30 36/A36/A307 1.11 11 449 279 143 5/8" F1554Gr. 6,673 3,122 3,442 2.76 1.42 3.30 36/A36/A307 1.12 11 449 279 143 5/8" F1554 Gr. 6,673 3,122 3,442 2.76 1.42 3.30 36/A36/A307 1.13 11 446 274 140 5/8" F1554 Gr. 6,673 3,075 3,395 2.76 1.42 3.30 36/A36/A307 1.14 11 446 274 140 5/8" F1554 Gr. 6,673 3,075 3,395 2.76 1.42 3.30 36/A36/A307 1.15 11 449 279 143 5/8" F1554 Gr. 6,673 3,122 3,442 2.76 1.42 3.30 36/A36/A307 1.16 11 449 279 143 5/8" F1554Gr. 6,673 3,122 3,442 2.76 1.42 3.30 36/A36/A307 1.17 11 446 274 140 5/8" F1554 Gr. 6,673 3,075 3,395 2.76 1.42 3.30 36/A36/A307 1.18 11 438 294 150 3/4" F1554 Gr. 9,609 3,341 3,661 2.76 1.41 3.30 36/A36/A307 1.2 11 446 274 140 5/8" F1554Gr. 6,673 3,075 3,395 2.76 1.42 3.30 36/A36/A307 1.20 11 438 300 154 5/8" Fl 554 Gr. 6,673 3,411 3,731 2.76 1.41 3.30 36/A36/A307 1.3 11 470 345 176 3/4" F1554 Gr. 9,609 3,813 4,133 2.76 1.41 3.30 36/A36/A307 1.4 11 468 342 174 3/4" F1554 Gr. 9,609 3,790 4,110 2.76 1.41 3.30 36/A36/A307 1.5 11 470 345 176 3/4" F1554Gr. 9,609 3,813 4,133 2.76 1.41 3.30 36/A36/A307 1.6 11 459 294 150 5/8" F1554 Gr. 6,673 3,264 3,584 2.76 1.41 3.30 36/A36/A307 1.7 11 464 335 171 3/4" Fl 554 Gr. 9,609 3,718 4,038 2.76 1.41 3.30 36/A36/A307 1.8 11 468 342 174 3/4" F1554 Gr. 9,609 3,790 4,110 2.76 1.41 3.30 36/A36/A307 1.9 11 464 335 171 3/4" F1554 Gr. 9,609 3,718 4,038 2.76 1.41 3.30 36/A36/A307 10.1 9 260 161 217 5/8" Fl554Gr. 6,673 2,123 2,443 0.96 1.29 3.30 36/A36/A307 11.1 9 260 161 213 5/8" Fl554Gr. 6,673 2,083 2,403 0.96 1.27 3.30 36/A36/A307 12.1 10 322 219 106 5/8" Fl554Gr. 6,673 2,426 2,746 2.62 1.27 3.30 36/A36/A307 12.2 10 331 233 113 5/8"F1554Gr. 6,673 2,562 2,882 2.62 1.27 3.30 36/A36/A307 12.3 10 338 246 120 5/8" F1554Gr. 6,673 2,679 2,999 2.62 1.27 3.30 36/A36/A307 12.4 10 336 240 117 5/8" F1554Gr. 6,673 2,630 2,950 2.62 1.27 3.30 36/A36/A307 13.1 9 260 146 178 5/8" F1554 Gr. 6,673 1,758 2,078 1.04 1.27 3.30 36/A36/A307 13.2 9 260 146 178 5/8" F1554 Gr. 6,673 1,758 2,078 1.04 1.27 3.30 36/A36/A307 14.2 9 260 199 213 5/8" F1554 Gr. 6,673 2,088 2,408 1.19 1.28 3.30 36/A36/A307 14.3 9 260 157 168 5/8" F1554 Gr. 6,673 1,660 1,980 1.19 1.28 3.30 10-11579 L-3.239 5.242 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiio rigid plf plf plf lb lb lb Flex Rigid ib/Pib/MiU f 15.1 9 260 225 214 5/8 F1554 Gr. 6,673 2,205 2,525 1.35 1.28 3.30 36/A36/A307 15.2 9 260 145 138 5/8 F1554 Gr. 6,673 1,453 1,773 1.35 1.28 3.30 36/A36/A307 16.1 9 260 146 180 5/8 F1554 Gr. 6,673 1,774 2,094 1.05 1.28 3.30 36/A36/A307 16.2 9 260 146 180 5/8' F1554 Gr. 6,673 1,775 2,095 1.05 1.28 3.30 36/A36/A307 17.1 11 459 339 163 3/4" F1554 Gr. 9,609 3,785 4,105 2.67 1.29 3.30 36/A36/A307 17.2 11 464 347 167 3/4"F1554Gr. 9,609 3,858 4,178 2.67 1.29 3.30 36/A36/A307 17.3 11 454 331 160 3/4" F1554Gr. 9,609 3,712 4,032 2.67 1.29 3.30 36/A36/A307 18.1 9 260 188 211 5/8" F1554 Gr. 6,673 2,072 2,392 1.15 1.29 3.30 36/A36/A307 19.1 9 260 152 223 5/8" F1554Gr. 6,673 2,183 2,503 0.89 1.30 3.30 36/A36/A307 2.1 9 260 178 217 5/8" F1554 Gr. 6,673 2,130 2,450 1.12 1.37 3.30 36/A36/A307 2.10 9 260 177 215 5/8" F1554Gr. 6,673 2,116 2,436 1.12 1.37 3.30 36/A36/A307 2.2 9 260 179 217 5/8" F1554 Gr. 6,673 2,139 2,459 1.12 1.37 3.30 36/A36/A307 2.4 9 260 167 203 5/8" F1554 Gr. 6,673 2,002 2,322 1.12 1.37 3.30 36/A36/A307 2.5 9 260 177 216 5/8" F1554Gr. 6,673 2,122 2,442 1.12 1.37 3.30 36/A36/A307 2.6 9 260 149 181 5/8" F1554 Gr. 6,673 1,795 2,115 1.12 1.37 3.30 36/A36/A307 2.7 9 260 178 217 5/8" F1554 Gr. 6,673 2,130 2,450 1.12 1.37 3.30 36/A361A307 2.9 9 260 178 217 5/8" F1554 Gr. 6,673 2,130 2,450 1.12 1.37 3.30 36/A36/A307 20.1 9 260 115 214 5/8" F1554 Gr. 6,673 2,099 2,419 0.70 1.30 3.30 36/A36/A307 20.2 9 260 111 206 5/8" Fl 554 Gr. 6,673 2,025 2,345 0.70 1.30 3.30 36/A36/A307 21.1 9 260 189 191 5/8" F1554 Gr. 6,673 1,881 2,201 1.30 1.31 3.30 36/A36/A307 21.2 9 244 090 090 5/8" F1554 Gr. 6,673 941 1,261 1.30 1.31 3.30 36/A36/A307 3.2 9 260 176 227 5/8" F1554 Gr. 6,673 2,223 2,543 1.06 1.36 3.30 36/A36/A307 4.1 9 260 157 244 5/8" F1554 Gr. 6,673 2,384 2,704 0.87 1.36 3.30 36/A36/A307 4.2 9 260 146 227 5/8" F1 554 Gr. 6,673 2,223 2,543 0.87 1.36 3.30 36/A36/A307 5.1 9 260 146 186 5/8" F1554Gr. 6,673 1,834 2,154 1.04 1.33 3.30 36/A36/A307 5.2 9 260 146 186 5/8" Fl 554 Gr. 6,673 1,836 2,156 1.04 1.33 3.30 36/A36/A307 6.1 9 260 146 186 5/8" F1554 Gr. 6,673 1,836 2,156 1.04 1.33 3.30 36/A36/A307 6.2 9 260 146 186 5/8" F1554 Gr. 6,673 1,834 2,154 1.04 1.33 3.30 36/A36/A307 10-11579 L-3.240 5.243 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch VaHo' E-flex E- HD HD Cap Design Design Am Am Aaiio' plf rigid plf plf lb lb lb Flex Rigid 7.1 10 329 215 115 5/8 F1554 Gr. 6,673 2,359 2,679 2.45 1.31 3.30 36/A36/A307 7.2 10 331 218 117 5/8 F1554 Gr. 6,673 2,391 2,711 2.45 1.32 3.30 36/A36/A307 8.1 11 449 275 149 5/8' F1554 Gr. 6,673 3,077 3,397 2.41 1.31 3.30 36/A36/A307 8.2 11 446 270 146 5/8" F1554 Gr. 6,673 3,034 3,354 2.41 1.31 3.30 36/A36/A307 8.3 11 464 320 175 3/4" F1554Gr. 9,609 3,549 3,869 2.41 1.32 3.30 36/A36/A307 8.5 11 464 320 175 3/4" F1554 Gr. 9,609 3,549 3,869 2.41 1.32 3.30 36/A36/A307 8.6 11 442 309 168 5/8" F1554Gr. 6,673 3,498 3,818 2.41 1.31 3.30 36/A36/A307 9.1 9 260 170 173 5/8" F1554 Gr. 6,673 1,708 2,028 1.27 1.29 3.30 36/A36/A307 [.1 9 260 185 162 5/8°F1554Gr. 6,673 1,857 2,177 1.52 1.32 3.30 36/A36/A307 [.2 9 258 120 104 5/8" F1554 Gr. 6,673 1,243 1,563 1.52 1.32 3.30 36/A36/A307 A.2 10 350 264 183 5/8" F1554 Gr. 6,673 2,695 3,015 1.71 1.19 3.30 36/A36/A307 A.3 10 350 264 183 5/8" F1554 Gr. 6,673 2,695 3,015 1.71 1.19 3.30 36/A36/A307 B.1 9 260 131 195 5/8" F1554 Gr. 6,673 1,904 2,224 0.78 1.17 3.30 36/A36/A307 B.2 9 260 139 208 5/8" F1554Gr. 6,673 2,019 2,339 0.78 1.17 3.30 36/A36/A307 C.1 9 260 168 166 5/8" F1554 Gr. 6,673 1,643 1,963 1.17 1.16 3.30 36/A36/A307 D.1 9 260 125 198 5/8" F1554 Gr. 6,673 1,927 2,247 0.73 1.15 3.30 36/A36/A307 E.1 9 260 135 197 5/8"F1554Gr. 6,673 1,914 2,234 0.79 1.14 3.30 36/A36/A307 F.1 9 260 152 191 5/8" F1554 Gr. 6,673 1,855 2,175 0.90 1.14 3.30 36/A36/A307 G.1 9 260 152 185 5/8" F1554 Gr. 6,673 1,803 2,123 0.93 1.13 3.30 36/A36/A307 H.1 9 260 136 157 5/8" F1554 Gr. 6,673 1,537 1,857 0.97 1.12 3.30 36/A36/A307 H.2 9 260 136 157 5/8' F1554 Gr. 6,673 1,538 1,858 0.97 1.12 3.30 36/A36/A307 1.1 9 260 126 191 5/8" F1554 Gr. 6,673 1,858 2,178 0.73 1.11 3.30 36/A36/A307 J.1 9 260 194 160 5/8" F1554 Gr. 6,673 1,913 2,233 1.34 1.11 3.30 36/A36/A307 K.1 9 260 149 195 5/8 F1554 Gr. 6,673 1,893 2,213 0.84 1.10 3.30 36/A36/A307 L.1 9 260 181 158 5/8" F1554 Gr. 6,673 1,777 2,097 1.23 1.07 3.30 36/A36/A307 L.2 9 260 177 154 5/8" F1554 Gr. 6,673 1,737 2,057 1.23 1.07 3.30 36/A36/A307 M.1 9 260 191 189 5/8" F1554Gr. 6,673 1,856 2,176 1.09 1.07 3.30 36/A36/A307 N.1 9 260 172 166 5/8" F1554Gr. 6,673 1,684 2,004 1.17 1.13 3.30 36/A36/A307 N.2 9 260 168 162 5/8"F1554Gr. 6,673 1,648 1,968 1.17 1.13 3.30 10-11579 L-3.241 5.244 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vaiio' E-flex E- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid 36/A36/A307 0.1 9 260 173 152 5/8 F1554 Gr. 6,673 1,718 2,038 1.32 1.16 3.30 36/A36/A307 0.3 9 260 211 185 5/8" F1554 Gr. 6,673 2,072 2,392 1.32 1.16 3.30 36/A36/A307 0.4 9 260 191 167 5/8"F1554Gr. 6,673 1,882 2,202 1.32 1.16 3.30 36/A36/A307 0.5 9 260 173 152 5/8 F1554 Gr. 6,673 1,718 2,038 1.32 1.16 3.30 36/A36/A307 0.7 9 260 159 139 5/8" F1554 Gr. 6,673 1,578 1,898 1.32 1.16 3.30 36/A36/A307 0.8 9 260 209 183 5/8" F1554 Gr. 6,673 2,056 2,376 1.32 1.16 3.30 36/A36/A307 0.9 9 260 159 139 5/8" F1554Gr. 6,673 1,578 1,898 1.32 1.16 3.30 36/A36/A307 P.1 9 260 136 167 5/8" F1554 Gr. 6,673 1,635 1,955 0.97 1.19 3.30 36/A36/A307 P.2 9 260 136 166 5/8" F1554Gr. 6,673 1,633 1,953 0.97 1.19 3.30 36/A36/A307 0.1 9 260 136 167 5/8' F1554 Gr. 6,673 1,636 1,956 0.97 1.19 3.30 36/A36/A307 Q.2 9 260 136 166 5/8" F1554Gr. 6,673 1,634 1,954 0.97 1.19 3.30 36/A36/A307 Q.3 9 260 136 167 5/8" F1554 Gr. 6,673 1,636 1,956 0.97 1.19 3.30 36/A36/A307 Q.4 9 260 136 166 5/8" F1554 Gr. 6,673 1,634 1,954 0.97 1.19 3.30 36/A36/A307 R.1 9 260 178 183 5/8"F1554Gr. 6,673 1,791 2,111 1.16 1.19 3.30 36/A36/A307 S.1 10 329 176 106 5/8" F1554 Gr. 6,673 1,913 2,233 2.00 1.20 3.30 36/A36/A307 S.2 10 331 179 107 5/8" F1554 Gr. 6,673 1,940 2,260 2.00 1.20 3.30 36/A36/A307 T.1 10 336 252 115 5/8" F1554 Gr. 6,673 2,757 3,077 2.63 1.20 3.30 36/A36/A307 T.2 10 338 276 126 3/4" F1554Gr. 9,609 3,024 3,344 2.63 1.20 3.30 36/A36/A307 T.3 10 336 252 115 5/8"F1554Gr. 6,673 2,757 3,077 2.63 1.20 3.30 36/A36/A307 T.4 10 316 230 106 5/8" F1554 Gr. 6,673 2,580 2,900 2.63 1.21 3.30 36/A36/A307 T.5 10 321 237 109 5/8"F1554Gr. 6,673 2,648 2,968 2.63 1.21 3.30 36/A36/A307 T.6 10 338 268 122 3/4" F1554 Gr. 9,609 2,929 3,249 2.63 1.20 3.30 36/A36/A307 U.1 9 260 171 186 5/8" F1554Gr. 6,673 1,820 2,140 1.11 1.21 3.30 36/A36/A307 V.1 9 260 149 206 5/8" F1554 Gr. 6,673 2,010 2,330 0.89 1.23 3.30 36/A36/A307 V.2 9 260 149 206 5/8" F1554 Gr. 6,673 2,007 2,327 0.89 1.22 3.30 36/A36/A307 W.1 9 260 154 206 5/8" F1554 Gr. 6,673 2,010 2,330 0.92 1.23 3.30 36/A36/A307 X.1 9 260 141 218 5/8 F1554Gr. 6,673 2,126 2,446 0.82 1.26 3.30 36/A36/A307 X.2 9 260 141 218 5/8" F1554 Gr. 6,673 2,126 2,446 0.82 1.26 3.30 36/A36/A307 10-11579 L-3.242 5.245 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) Roof - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailo' E-flex E- HD HD Cap Design Design Am Am Aaiio' plf rigid plf plf lb lb lb Flex Rigid V.1 9 258 090 100 5/8 F1554 Gr. 6,673 1,019 1,339 1.14 1.26 3.30 36/A36/A307 V.2 9 260 161 178 5/8" F1554 Gr. 6,673 1,752 2,072 1.14 1.26 3.30 36/A36/A307 V.3 9 260 123 136 5/8" F1554 Gr. 6,673 1,362 1,682 1.14 1.26 3.30 36/A36/A307 V.4 9 255 088 097 5/8" F1554 Gr. 6,673 998 1,318 1.14 1.26 3.30 36/A36/A307 Z.1 9 260 191 188 5/8" F1554 Gr. 6,673 1,885 2,205 1.33 1.31 3.30 36/A36/A307 4th Floor - VCap VDes gn Uplift Comp. Seismic Drift Wall Sch Vaiiow E-flex F- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid 1.1 13 827 568 319 1'F1554Gr. 36,816 8,939 9,547 2.74 1.54 3.00 105/Al 93-137 1.10 13 821 558 313 1" F1554 Gr. 36,816 8,805 9,413 2.74 1.54 3.00 105/A193-137 1.11 13 827 568 319 1"F1554Gr. 36,816 8,939 9,547 2.74 1.54 3.00 105/Al 93-137 1.12 13 827 568 319 l"F1554Gr. 36,816 8,939 9,547 2.74 1.54 3.00 105/Al 93-87 1.13 13 821 558 313 l"Fl554Gr. 36,816 8,805 9,413 2.74 1.54 3.00 105/A193-B7 1.14 13 821 558 313 1" F1554 Gr. 36,816 8,805 9,413 2.74 1.54 3.00 105/A193-137 1.15 13 827 568 319 1" F1554 Gr. 36,816 8,939 9,547 2.74 1.54 3.00 105/Al 93-137 1.16 13 827 568 319 l"F1554Gr. 36,816 8,939 9,547 2.74 1.54 3.00 105/Al 93-87 1.17 13 821 558 313 1" F1554 Gr. 36,816 8,805 9,413 2.74 1.54 3.00 105/Al 93-137 1.18 13 808 573 321 11/8" F1554 46,595 9,270 9,878 2.74 1.54 3.00 Gr. 105/A193- B7 1.19 13 816 627 351 1" Fl 554 Gr. 36,816 6,468 6,756 2.74 1.54 3.00 105/A193-B7 1.2 13 821 558 313 1" Fl554Gr. 36,816 8,805 9,413 2.74 1.54 3.00 105/A193-137 1.20 13 808 536 300 1" F1554 Gr. 36,816 8,953 9,561 2.74 1.54 3.00 105/A193-137 1.3 13 859 676 377 11/8" F1554 46,595 10,618 11,226 2.74 1.53 3.00 Gr. 105/A193- 87 1.4 13 857 671 375 11/8" F1554 46,595 10,550 11,158 2.74 1.53 3.00 Gr. 105/A193- 87 1.5 13 859 676 377 11/8" F1554 46,595 10,618 11,226 2.74 1.53 3.00 Gr. 105/A193- B7 10-11579 L-3.243 5.246 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 4th Floor - VCap Voesign Uplift Comp. Seismic Drift Wall Sch Vaiiow E-flex E- HD HD Cap Design Design Am Am Aaiios plf rigid plf plf lb lb lb Flex Rigid 1.6 13 843 600 336 1" F1554 Cr. 36,816 9,349 9,957 2.74 1.54 3.00 105/A193-B7 1.7 13 850 655 366 11/8" F1554 46,595 10,344 10,952 2.74 1.53 3.00 Gr. 105/A193- B7 1.8 13 857 671 375 1 1/8" F1554 46,595 10,550 11,158 2.74 1.53 3.00 Gr. 105/A193- B7 1.9 13 850 655 366 11/8" F1554 46,595 10,344 10,952 2.74 1.53 3.00 Gr. 105/A193- B7 10.1 11 490 337 448 5/8"F1554Gr. 6,673 6,156 6,764 1.06 1.41 3.00 36/A36/A307 11.1 11 490 337 441 5/8" F1554 Cr. 6,673 6,057 6,665 1.06 1.39 3.00 36/A36/A307 12.1 12 611 476 244 1" F1554 Cr. 36,816 7,281 7,889 2.72 1.40 3.00 105/A193-B7 12.2 12 625 509 261 1" Fl 554 Cr. 36,816 7,692 8,300 2.72 1.40 3.00 105/A193-B7 12.3 12 637 497 255 7/8" Fl554Gr. 13,079 7,637 8,245 2.72 1.40 3.00 36/A36/A307 12.4 12 632 485 249 7/8" F1554 Cr. 13,079 7,490 8,098 2.72 1.40 3.00 36/A36/A307 13.1 11 490 305 352 5/8" F1554 Cr. 6,673 4,963 5,571 1.21 1.40 3.00 36/A36/A307 13.2 11 490 305 352 5/8"F1554Gr. 6,673 4,964 5,572 1.21 1.40 3.00 36/A36/A307 14.2 11 490 448 468 3/4"Fl554Gr. 9,609 6,313 6,921 1.35 1.41 3.00 36/A36/A307 14.3 11 490 267 279 5/8"Fl554Gr. 6,673 4,481 5,121 1.35 1.41 3.30 36/A36/A307 15.1 11 490 484 469 3/4" Fl554Gr. 9,609 6,571 7,179 1.46 1.41 3.00 36/A36/A307 15.2 11 490 265 257 5/8" Fl554Gr. 6,673 3,912 4,520 1.46 1.41 3.00 36/A36/A307 16.1 11 490 306 357 5/8" F1554 Cr. 6,673 5,021 5,629 1.22 1.42 3.00 36/A36/A307 16.2 11 490 306 357 5/8" Fl 554 Cr. 6,673 5,022 5,630 1.22 1.42 3.00 36/A36/A307 17.1 13 843 710 350 11/8" F1554 46,595 11,008 11,616 2.89 1.42 3.00 Cr. 105/A193- B7 17.2 13 850 728 358 11/8" F1554 46,595 11,227 11,835 2.89 1.42 3.00 Cr. 105/A193- B7 17.3 13 835 693 341 11/8" F1 554 46,595 10,785 11,393 2.89 1.42 3.00 Gr. 105/A193- B7 18.1 11 490 394 439 5/8" F1554 Cr. 6,673 6,028 6,636 1.28 1.43 3.00 36/A36/A307 19.1 11 490 319 471 5/8" Fl554Gr. 6,673 6,421 7,029 0.97 1.44 3.00 36/A36/A307 2.1 11 490 376 466 3/4" F1554Gr. 9,609 6,351 6,959 1.20 1.49 3.00 36/A36/A307 2.10 11 490 373 462 3/4" F1554 Cr. 9,609 6,305 6,913 1.20 1.49 3.00 36/A36/A307 2.2 11 490 378 468 3/4" Fl554Gr. 9,609 6,378 6,986 1.20 1.49 3.00 36/A36/A307 10-11579 L-3.244 5.247 Lateral Load Analysis -, Plan 3 Shear Wall - Summary (ASD Level) 4th Floor VCap VDesign Uplift Comp. Seismic Drift Wall Sch Valiow E-flex E- HD HD Cap Design Design Am Am Aaiiov pif rigid pif plf lb lb lb Flex Rigid 2.4 11 490 349 432 3/4° F1554 Gr. 9,609 5,933 6,541 1.20 1.49 3.00 36/A36/A307 2.5 11 490 375 464 3/4" F1554 Gr. 9,609 6,324 6,932 1.20 1.49 3.00 36/A36/A307 2.6 11 490 282 349 5/8" F1554 Gr. 6,673 4,990 5,598 1.20 1.49 3.00 36/A36/A307 2.7 11 490 376 466 3/4" F1554 Gr. 9,609 6,351 6,959 1.20 1.49 3.00 36/A36/A307 2.9 11 490 376 466 3/4" Fl 554 Gr. 9,609 6,351 6,959 1.20 1.49 3:00 36/A36/A307 20.1 11 490 242 447 5/8" Fl554Gr. 6,673 6,128 6,736 0.78 1.45 3.00 36/A36/A307 20.2 11 490 230 426 5/8" F1554 Gr. 6,673 5,873 6,481 0.78 1.45 3.00 36/A36/A307 21.1 11 490 402 386 5/8"F1554Gr. 6,673 5,526 6,134 1.52 1.46 3.00 36/A36/A307 21.2 11 475 165 158 5/8"F1554Gr. 6,673 2,550 3,158 1.52 1.46 3.00 36/A36/A307 3.2 11 490 369 484 3/4"F1554Gr. 9,609 6,592 7,200 1.13 1.48 3.00 36/A36/A307 4.1 11 490 315 478 5/8" F1554 Gr. 6,673 6,678 7,286 0.97 1.48 3.00 36/A36/A307 4.2 11 490 324 492 3/4" F1554Gr. 9,609 6,663 7,271 0.97 1.48 3.00 36/A36/A307 5.1 11 490 305 364 5/8" F1554 Gr. 6,673 5,147 5,755 1.21 1.45 3.00 36/A36/A307 5.2 11 490 305 364 5/8"F1554Gr. 6,673 5,152 5,760 1.21 1.45 3.00 36/A36/A307 6.1 11 490 305 364 5/8" F1554 Gr. 6,673 5,152 5,760 1.21 1.45 3.00 36/A36/A307 6.2 11 490 305 364 5/8" F1554Gr. 6,673 5,147 5,755 1.21 1.45 3.00 36/A36/A307 7.1 12 622 449 263 1" F1554 Gr. 36,816 6,893 7,501 2.45 1.43 3.00 105/A193-137 7.2 12 625 457 269 1" F1554 Gr. 36,816 6,987 7,595 2.45 1.44 3.00 105/A193-137 8.1 13 827 582 324 1" F1 554 Gr. 36,816 9,036 9,644 2.57 1.43 3.00 105/A193-137 8.2 13 821 572 318 1" F1554 Gr. 36,816 8,907 9,515 2.57 1.43 3.00 105/A193-137 8.3 13 850 660 370 1 1/8" F1554 46,595 10,228 10,836 2.57 1.44 3.00 Gr. 105/A193- B7 8.5 13 850 660 370 1 1/8" F1554 46,595 10,228 10,836 2.57 1.44 3.00 Gr. 105/A193- B7 8.6 13 816 655 366 1" F1 554 Gr. 36,816 10,262 10,870 2.57 1.43 3.00 105/Al 93-137 9.1 11 490 355 335 5/8" F1554Gr. 6,673 4,925 5,533 1.50 1.41 3.00 36/A36/A307 [.1 11 490 395 319 5/8"F1554Gr. 6,673 5,514 6,122 1.86 1.50 3.00 36/A36/A307 [.2 11 490 236 190 5/8" F1554 Gr. 6,673 3,525 4,133 1.86 1.50 3.00 36/A36/A307 A.2 12 640 552 407 7/8" F1554 Gr. 13,079 7,862 8,470 1.78 1.31 3.00 36/A36/A307 10-11579 L-3.245 5.248 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 4th Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex F- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid A.3 12 640 552 407 7/8 F1554 Gr. 13,079 7,862 8,470 1.78 1.31 3.00 36/A36/A307 6.1 11 490 271 407 5/8" F1554 Gr. 6,673 5,566 6,174 0.86 1.29 3.00 36/A36/A307 B.2 11 490 293 441 5/8" Fl 554 Gr. 6,673 5,975 6,583 0.86 1.29 3.00 36/A36/A307 C.1 11 490 351 331 5/8" F1554 Gr. 6,673 4,830 5,438 1.36 1.28 3.00 36/A36/A307 D.1 11 490 262 417 5/8" F1554 Gr. 6,673 5,675 6,283 0.80 1.27 3.00 36/A36/A307 E.1 11 490 283 415 5/8" Fl554Gr. 6,673 5,639 6,247 0.86 1.27 3.00 36/A36/A307 F.1 11 490 317 399 5/8" F1554 Gr. 6,673 5,443 6,051 1.00 1.26 3.00 36/A36/A307 G.1 11 490 319 386 5/8" F1554 Gr. 6,673 5,274 5,882 1.04 1.25 3.00 36/A36/A307 H.1 11 490 284 313 5/8" F1554Gr. 6,673 4,380 4,988 1.13 1.25 3.00 36/A36/A307 H.2 11 490 284 314 5/8" F1554Gr. 6,673 4,382 4,990 1.13 1.25 3.00 36/A36/A307 1.1 11 490 264 405 5/8" F1554 Gr. 6,673 5,494 6,102 0.81 1.24 3.00 36/A36/A307 J.1 11 490 406 347 3/4" F1554Gr. 9,609 5,608 6,216 1.44 1.24 3.00 36/A36/A307 K.1 11 490 312 419 5/8" F1554Gr. 6,673 5,645 6,253 0.91 1.22 3.00 36/A36/A307 L.1 11 490 380 321 5/8" F1554 Gr. 6,673 5,225 5,833 1.42 1.20 3.00 36/A36/A307 L.2 11 490 369 312 5/8" F1554 Gr. 6,673 5,089 5,697 1.42 1.20 3.00 36/A36/A307 M.1 11 490 401 407 5/8" F1554Gr. 6,673 5,473 6,081 1.19 1.21 3.00 36/A36/A307 N.1 11 490 361 341 5/8" F1554Gr. 6,673 4,956 5,564 1.35 1.28 3.00 36/A36/A307 N.2 11 490 351 331 5/8 F1554 Gr. 6,673 4,834 5,442 1.35 1.28 3.00 36/A36/A307 0.1 11 490 353 303 5/8" F1554Gr. 6,673 4,949 5,557 1.52 1.31 3.00 36/A36/A307 0.3 11 490 481 413 3/4" F1554Gr. 9,609 6,424 7,032 1.52 1.31 3.00 36/A36/A307 0.4 11 490 398 342 5/8"F1554Gr. 6,673 5,502 6,110 1.52 1.31 3.00 36/A36/A307 0.5 11 490 353 303 5/8" Fl 554 Gr. 6,673 4,949 5,557 1.52 1.31 3.00 36/A36/A307 0.7 11 490 269 231 5/8" F1554 Gr. 6,673 4,317 4,957 1.52 1.31 3.30 36/A36/A307 0.8 11 490 476 409 3/4" F1554 Gr. 9,609 6,370 6,978 1.52 1.31 3.00 36/A36/A307 0.9 11 490 269 231 5/8" Fl 554 Gr. 6,673 4,317 4,957 1.52 1.31 3.30 36/A36/A307 P.1 11 490 284 338 5/8" F1554 Gr. 6,673 4,710 5,318 1.13 1.35 3.00 36/A36/A307 P.2 11 490 284 338 5/8"Fl554Gr. 6,673 4,704 5,312 1.13 1.34 3.00 36/A36/A307 Q.1 11 490 284 338 5/8" F1554Gr. 6,673 4,712 5,320 1.13 1.35 3.00 36/A36/A307 0.2 11 490 284 338 5/8'F1554Gr. 6,673 4,706 5,314 1.13 1.34 3.00 10-11579 L-3.246 5.249 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Levels 4th Floor - Vap VDesjl) Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaiioj plf rigid plf plf lb lb lb Flex Rigid 36/A36/A307 Q.3 11 490 284 338 5/8"Fl554Gr. 6,673 4,712 5,320 1.13 1.35 3.00 36/A36/A307 Q.4 11 490 284 338 5/8" Fl554Gr. 6,673 4,706 5,314 1.13 1.34 3.00 36/A36/A307 R.1 11 490 373 381 5/8"F1554Gr. 6,673 5,237 5,845 1.32 1.35 3.00 36/A36/A307 S.1 12 622 368 231 7/8' F1554 Gr. 13,079 5,607 6,215 2.17 1.36 3.00 36/A36/A307 S.2 12 625 374 234 7/8" F1554 Gr. 13,079 5,686 6,294 2.17 1.36 3.00 36/A36/A307 T.1 12 632 556 272 1" F1554 Gr. 36,816 8,342 8,950 2.78 1.36 3.00 105/Al 93-137 1.2 12 636 593 290 11/8" F1554 46,595 8,961 9,569 2.78 1.36 3.00 Gr. 105/A193- B7 T.3 12 632 556 272 1" F1554 Gr. 36,816 8,342 8,950 2.78 1.36 3.00 105/Al 93-137 T.4 12 578 431 212 1" F1554 Gr. 36,816 7,491 8,131 2.78 1.37 3.30 105/Al 93-B7 T.5 12 587 445 219 1" F1554 Gr. 36,816 7,693 8,333 2.78 1.37 3.30 105/Al 93-137 T.6 12 636 574 281 11/8" F 15 54 46,595 8,677 9,285 2.78 1.36 3.00 Gr. 105/A193- B7 U.1 11 490 357 387 5/8"Fl554Gr. 6,673 5,322 5,930 1.26 1.37 3.00 36/A36/A307 V.1 11 490 312 440 5/8" F1554 Gr. 6,673 5,974 6,582 0.98 1.39 3.00 36/A36/A307 V.2 11 490 312 440 5/8" F1554Gr. 6,673 5,966 6,574 0.98 1.39 3.00 36/A36/A307 W.1 11 490 323 440 5/8" F1554Gr. 6,673 5,974 6,582 1.02 1.39 3.00 36/A36/A307 X.1 11 490 295 470 5/8" F1554 Gr. 6,673 6,352 6,960 0.90 1.43 3.00 36/A36/A307 X.2 11 490 295 470 5/8" F1554 Gr. 6,673 6,352 6,960 0.90 1.43 3.00 36/A36/A307 Y.1 11 490 175 181 5/8" F1554 Gr. 6,673 2,757 3,365 1.38 1.43 3.00 36/A36/A307 Y.2 11 490 350 363 5/8" Fl 554 Gr. 6,673 5,053 5,661 1.38 1.43 3.00 36/A36/A307 Y.3 11 490 252 262 5/8" F1554 Gr. 6,673 3,793 4,401 1.38 1.43 3.00 36/A36/A307 Y.4 11 490 170 176 5/8" Fl 554 Gr. 6,673 2,694 3,302 1.38 1.43 3.00 36/A36/A307 Z.1 11 490 400 386 5/8"Fl554Gr. 6,673 5,527 6,135 1.54 1.48 3.00 36/A36/A307 10-11579 L-3.247 5.250 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 3rd Floor - Vap VDesign Uplift Comp. Seismic Drift Wall Sch Vailow E-flex E- HD HD Cap Design Design Am Am Aaov rigid plf plf plf lb lb lb Flex Rigid 1.1 12a 1,216 674 414 1 1/8" F1554 46,595 15,854 16,750 2.56 1.57 3.00 Gr. 105/A193- B7 1.10 MF 001 2,491 1,530 1 1/8" F1554 46,595 34,674 35,570 1394 1.57 3.00 Gr. 105/A193- 7.66 B7 1.11 12a 1,216 674 414 1 1/8" F1554 46,595 15,854 16,750 2.56 1.57 3.00 Gr. 105/A193- B7 1.12 12a 1,216 674 414 11/8" F1554 46,595 15,854 16,750 2.56 1.57 3.00 Gr. 105/A193- B7 1.13 12a 1,208 661 406 1 1/8' F 15 54 46,595 15,610 16,506 2.56 1.57 3.00 Gr. 105/A193- B7 1.14 12a 1,208 661 406 11/8" F1554 46,595 15,610 16,506 2.56 1.57 3.00 Gr. 105/A193- B7 1.15 12a 1,216 674 414 11/8" F1554 46,595 15,854 16,750 2.56 1.57 3.00 Gr. 105/A193- B7 1.16 12a 1,216 674 414 11/8" F1554 46,595 15,854 16,750 2.56 1.57 3.00 Gr. 105/A193- B7 1.17 12a 1,208 661 406 11/8" F1554 46,595 15,610 16,506 2.56 1.57 3.00 Gr. 105/A193- B7 1.18 12a 1,189 692 424 11/4" F1554 26,691 16,448 17,344 2.56 1.57 3.00 Gr. 36/A36/A307* 1.19 12a 1,200 711 436 11/8" F1554 46,595 13,815 14,391 2.56 1.57 3.00 Gr. 105/A193- B7 1.2 12a 1,208 661 406 11/8" F1554 46,595 15,610 16,506 2.56 1.57 3.00 Gr. 105/A193- B7 1.20 12a 1,189 713 437 11/8" F1554 46,595 16,355 17,251 2.56 1.57 3.00 Gr. 105/A193- B7 1.3 12a 1,264 824 503 11/4" F1554 26,691 18,925 19,821 2.56 1.56 3.00 Gr. 36/A36/A307* 1.4 12a 1,261 817 499 11/4" F1554 26,691 18,800 19,696 2.56 1.56 3.00 Gr. 36/A36/A307* 1.5 12a 1,264 824 503 11/4" F1554 26,691 18,925 19,821 2.56 1.56 3.00 Gr. 36/A36/A307* 1.6 12a 1,261 750 460 11/8" F1554 46,595 16,920 17,816 2.56 1.57 3.00 Gr. 105/A193- B7 1.7 12a 1,251 797 487 1 1/4' F1554 26,691 18,421 19,317 2.56 1.56 3.00 Gr. 36/A36/A307* 1.8 12a 1,261 817 499 11/4" F1554 26,691 18,800 19,696 2.56 1.56 3.00 Gr. 36/A36/A307* 1.9 12a 1,251 797 487 11/4" F1554 26,691 18,421 19,317 2.56 1.56 3.00 Gr. 10-11579 L-3.248 5.251 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid 36/A36/A307* 10.1 12 640 456 630 3/4"Fl554Gr. 20,709 11,862 12,758 1.05 1.45 3.00 105/A193-137 11.1 12 640 456 621 3/4" F1554Gr. 20,709 11,686 12,582 1.05 1.43 3.00 105/A193-B7 12.1 ha 935 643 311 1 1/8 F1 554 46,595 13,862 14,758 2.96 1.43 3.00 Or. 105/A193- B7 12.2 ha 958 688 333 11/8" F1554 46,595 14,653 15,549 2.96 1.43 3.00 Gr. 105/A193- B7 12.3 iha 975 674 326 1" F1554 Gr. 17,082 14,395 15,291 2.96 1.43 3.00 36/A36/A307 12.4 ha 968 658 319 1"F1554Gr. 17,082 14,114 15,010 2.96 1.43 3.00 36/A36/A307 13.1 12 640 413 475 3/4" F1554 Gr. 20,709 9,314 10,210 1.25 1.44 3.00 105/A193-B7 13.2 12 640 413 475 3/4" F1554 Gr. 20,709 9,316 10,212 1.25 1.44 3.00 105/A193-137 14.2 12 640 614 641 7/8"Fl554Gr. 13,079 12,129 13,025 1.38 1.44 3.00 36/A36/A307 14.3 12 640 349 365 3/4" F1554 Gr. 20,709 8,193 9,153 1.38 1.44 3.30 105/A193-137 15.1 12 640 650 577 7/8" F1554 Gr. 13,079 12,465 13,361 1.63 1.45 3.00 36/A36/A307 15.2 12 640 373 331 3/4' F1554 Gr. 20,709 7,409 8,305 1.63 1.45 3.00 105/Al 93-137 16.1 12 640 415 481 3/4" F1554 Gr. 20,709 9,430 10,326 1.25 1.45 3.00 105/A193-B7 16.2 12 640 415 481 3/4" Fl554Gr. 20,709 9,432 10,328 1.25 1.45 3.00 105/A193-B7 17.1 12a 1,240 961 461 11/4" F1554 26,691 20,814 21,710 3.04 1.46 3.00 Or. 36/A36/A307* 17.2 12a 1,251 986 472 11/4" F1554 26,691 21,246 22,142 3.04 1.46 3.00 Or. 36/A36/A307* 17.3 12a 1,228 936 449 11/4" F1554 26,691 20,376 21,272 3.04 1.46 3.00 Gr. 36/A36/A307* 18.1 12 640 533 614 3/4" Fl554Gr. 20,709 11,597 12,493 1.27 1.46 3.00 105/Al 93-137 19.1 12 640 432 641 3/4"Fl554Gr. 20,709 12,218 13,114 0.99 1.47 3.00 105/Al 93-67 2.1 12 640 529 641 7/8"Fl554Gr. 13,079 12,186 13,082 1.26 1.52 3.00 36/A36/A307 2.10 12 640 523 635 7/8" F1554 Or. 13,079 12,085 12,981 1.26 1.52 3.00 36/A36/A307 2.2 12 640 532 645 7/8" F1554 Gr. 13,079 12,245 13,141 1.26 1.52 3.00 36/A36/A307 2.4 12 640 493 598 7/8" F1554 Gr. 13,079 11,405 12,301 1.26 1.52 3.00 36/A36/A307 2.5 12 640 403 489 7/8" Fl554Gr. 13,079 10,846 11,742 1.26 1.52 3.00 36/A36/A307 2.6 12 640 384 465 3/4" F1554 Gr. 20,709 9,271 10,167 1.26 1.52 3.00 105/A193-137 2.7 12 640 529 641 7/8" Fl554Gr. C I A ') C IA tV7 13,079 12,186 13,082 1.26 1.52 3.00 10-11579 L-3.249 5.252 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Valiow E-flex E- HD HD Cap Design Design Am Am Aaiioo rigid plf plf plf lb lb lb Flex Rigid 2.8 12 640 389 472 JUItQU!r%,U I 7/8 F1554 Gr. 13,079 4,447 4,735 1.26 1.52 3.00 36/A36/A307 2.9 12 640 529 641 7/8" F1554Gr. 13,079 12,186 13,082 1.26 1.52 3.00 36/A36/A307 20.1 12 640 329 626 3/4" F1554 Gr. 20,709 11,806 12,702 0.78 1.48 3.00 105/A193-137 20.2 12 640 310 591 3/4" F1554Gr. 20,709 11,246 12,142 0.78 1.48 3.00 105/Al 93-137 21.1 12 640 550 525 3/4" F1554 Gr. 20,709 10,556 11,452 1.57 1.50 3.00 105/A193-137 21.2 12 620 204 195 3/4" F1554Gr. 20,709 4,570 5,466 1.57 1.50 3.00 105/Al 93-137 3.2 12 640 500 641 7/8" F1554 Gr. 13,079 12,401 13,297 1.18 1.51 3.00 36/A36/A307 4.1 12 640 431 639 3/4" F1554Gr. 20,709 12,443 13,339 1.02 1.51 3.00 105/Al 93-B7 4.2 12 640 432 641 7/8" Fl554Gr. 13,079 12,473 13,369 1.02 1.51 3.00 36/A36/A307 5.1 12 640 413 490 3/4" F1554 Gr. 20,709 9,638 10,534 1.25 1.48 3.00 105/A193-137 5.2 12 640 413 490 3/4" F1554Gr. 20,709 9,647 10,543 1.25 1.48 3.00 105/Al 93-137 6.1 12 640 413 490 3/4" F1554 Gr. 20,709 9,647 10,543 1.25 1.48 3.00 105/A193-137 6.2 12 640 413 490 3/4" F1554Gr. 20,709 9,638 10,534 1.25 1.48 3.00 105/Al 93-137 7.1 ha 952 608 335 11/8" F1554 46,595 13,059 13,955 2.66 1.47 3.00 Gr. 105/A193- B7 7.2 ila 958 619 342 11/8" F1554 46,595 13,240 14,136 2.66 1.47 3.00 Gr. 105/A193- B7 8.1 12a 1,216 782 418 11/8" F1554 46,595 17,076 17,972 2.74 1.46 3.00 Gr. 105/A193- B7 8.2 12a 1,208 768 411 11/8" F1554 46,595 16,824 17,720 2.74 1.46 3.00 Gr. 105/A193- B7 8.3 12a 1,251 912 490 11/4" F1554 26,691 19,481 20,377 2.74 1.47 3.00 Gr. 36/A36/A307* 8.5 12a 1,251 912 490 11/4" F1554 26,691 19,481 20,377 2.74 1.47 3.00 Gr. 36/A36/A307* 8.6 12a 1,200 859 461 11/8" F1554 46,595 19,153 20,049 2.74 1.47 3.00 Gr. 105/A193- B7 9.1 12 640 481 448 3/4" F1554 Gr. 20,709 9,353 10,249 1.56 1.45 3.00 105/A193-137 [.1 13 870 747 490 3/4" F1554 Gr. 20,709 12,537 13,433 2.33 1.53 3.00 105/A193-137 A.2 ha 980 748 509 1" F1554Gr. 17,082 14,888 15,784 1.91 1.30. 3.00 36/A36/A307 A.3 ha 980 748 509 1" F1554 Gr. 17,082 14,888 15,784 1.91 1.30 3.00 36/A36/A307 B.1 12 640 363 556 3/4"F1554Gr. 20,709 10,597 11,493 0.84 1.28 3.00 105/A193-137 10-11579 L-3.250 5.253 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 3rd Floor - VCap Voesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid B.2 12 640 400 613 3/4"Fl554Gr. 20,709 11,506 12,402 0.54 1.28 3.00 105/A193-137 C.1 12 640 475 435 3/4"F1554Gr. 20,709 9,174 10,070 1.39 1.28 3.00 105/A193-B7 D.1 12 640 355 575 3/4" F1554 Gr. 20,709 10,868 11,764 0.78 1.27 3.00 105/Al 93-137 E.1 12 640 383 572 3/4" Fl554Gr. 20,709 10,805 11,701 0.85 1.26 3.00 105/A193-B7 F.1 12 640 430 547 3/4"F1554Gr. 20,709 10,388 11,284 0.99 1.26 3.00 105/A193-137 G.1 12 640 432 526 3/4" F1554Gr. 20,709 10,036 10,932 1.03 1.25 3.00 105/Al 93-137 H.1 12 640 384 412 3/4" F1554Gr. 20,709 8,140 9,036 1.16 1.24 3.00 105/Al 93-137 H.2 12 640 384 412 3/4"Fl554Gr. 20,709 8,144 9,040 1.16 1.24 3.00 105/A193-B7 1.1 12 640 358 560 3/4" F1554 Gr. 20,709 10,551 11,447 0.79 1.24 3.00 105/Al 93-137 J.1 12 640 550 467 7/8" F1554 Gr. 13,079 10,639 11,535 1.45 1.23 3.00 36/A36/A307 K.1 12 640 422 586 3/4"F1554Gr. 20,709 10,923 11,819 0.88 1.22 3.00 105/Al 93-137 L.1 12 640 516 428 3/4" F1554 Gr. 20,709 9,935 10,831 1.45 1.20 3.00 105/A193-B7 L.2 12 640 498 414 3/4" F1554Gr. 20,709 9,645 10,541 1.45 1.20 3.00 105/Al 93-137 M.1 12 640 542 571 3/4"Fl554Gr. 20,709 10,618 11,514 1.16 1.22 3.00 105/A193-137 N.1 12 640 490 457 3/4" F1554 Gr. 20,709 9,425 10,321 1.38 1.29 3.00 105/A193-B7 N.2 12 640 474 442 3/4" F1554 Gr. 20,709 9,165 10,061 1.38 1.29 3.00 105/A193-137 0.1 12 640 465 398 3/4" Fl554Gr. 20,709 9,236 10,132 1.54 1.32 3.00 105/Al 93-137 0.3 12 640 671 573 7/8" F1554 Gr. 13,079 12,532 13,428 1.54 1.32 3.00 36/A36/A307 0.4 12 640 535 457 3/4"Fl554Gr. 20,709 10,396 11,292 1.54 1.32 3.00 105/A193-B7 0.5 12 640 465 398 3/4" F 155 Gr. 20,709 9,236 10,132 1.54 1.32 3.00 105/A193-137 0.7 12 640 342 292 3/4" F1554Gr. 20,709 7,826 8,786 1.54 1.32 3.30 105/Al 93-137 0.8 12 640 664 567 7/8" F1554 Gr. 13,079 12,414 13,310 1.54 1.32 3.00 36/A36/A307 0.9 12 640 342 292 3/4" F1554 Gr. 20,709 7,826 8,786 1.54 1.32 3.30 105/Al 93-137 P.1 12 640 384 450 3/4" F1554 Gr. 20,709 8,828 9,724 1.16 1.36 3.00 105/A193-137 P.2 12 640 384 450 3/4"F1554Gr. 20,709 8,817 9,713 1.16 1.36 3.00 105/A193-B7 Q.1 12 640 385 450 3/4"Fl554Gr. 20,709 8,831 9,727 1.16 1.36 3.00 105/A193-B7 Q.2 12 640 385 450 3/4" F1554 Gr. 20,709 8,821 9,717 1.16 1.36 3.00 105/A193-137 Q.3 12 640 385 450 3/4" F1554 Gr. 20,709 8,831 9,727 1.16 1.36 3.00 105/A193-B7 Q.4 12 640 385 450 314'F1554Gr. 20,709 8,821 9,717 1.16 1.36 3.00 10-11579 L-3.251 5.254 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 3rd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Valiow E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid 105/Al 93-137 R.1 12 640 505 518 3/4" F1554 Gr. 20,709 9,947 10,843 1.33 1.36 3.00 l05/A193-B7 S.1 ha 952 498 292 l"Fl554Gr. 17,082 10,636 11,532 2.35 1.38 3.00 36/A36/A307 S.2 11 a 958 506 295 1 Fl 554 Gr. 17,082 10,789 11,685 2.35 1.37 3.00 36/A36/A307 T.1 Ila 968 751 346 11/8" F 15 54 46,595 15,907 16,803 2.98 1.37 3.00 Gr. 105/A193- B7 T.2 ha 974 816 375 11/4" F1554 26,691 17,160 18,056 2.98 1.37 3.00 Gr. 36/A36/A307* T.3 ila 968 751 346 11/8" F 15 54 46,595 15,907 16,803 2.98 1.37 3.00 Gr. 105/A193- B7 T.4 ha 885 575 267 11/8" F1554 46,595 14,077 15,037 2.98 1.38 3.30 Gr. 105/A193- B7 T.5 ha 898 595 276 11/8" F1554 46,595 14,464 15,424 2.98 1.38 3.30 Gr. 105/A193- 87 T.6 ha 974 783 360 11/4" F1554 26,691 16,543 17,439 2.98 1.37 3.00 Gr. 36/A36/A307* U.1 12 640 484 526 3/4" F1554Gr. 20,709 10,110 11,006 1.27 1.38 3.00 105/Al 93-87 V.1 12 640 422 612 3/4"Fl554Gr. 20,709 11,517 12,413 0.97 1.40 3.00 105/Al 93-137 V.2 12 640 422 611 3/4" F1554Gr. 20,709 11,502 12,398 0.97 1.40 3.00 105/Al 93-B7 W.1 12 640 437 612 3/4"Fl554Gr. 20,709 11,517 12,413 1.00 1.40 3.00 105/Al 93-137 X.1 12 640 400 658 3/4" F1554 Gr. 20,709 12,308 13,204 0.88 1.45 3.00 105/Al 93-B7 X.2 12 640 400 658 3/4" F1554 Gr. 20,709 12,308 13,204 0.88 1.45 3.00 105/Al 93-B7 Y.1 12 640 224 223 3/4"Fl554Gr. 20,709 4,915 5,811 1.46 1.45 3.00 105/Al 93-137 Y.2 12 640 486 484 3/4" Fl 554 Gr. 20,709 9,485 10,381 1.46 1.45 3.00 105/Al 93-87 Y.3 12 640 335 334 3/4" F1554 Gr. 20,709 6,917 7,813 1.46 1.45 3.00 105/Al 93-137 Y.4 12 640 217 217 3/4" F1554 Gr. 20,709 4,796 5,692 1.46 1.45 3.00 105/Al 93-B7 Z.1 12 640 542 518 3/4"Fl554Gr. 20,709 10,488 11,384 1.57 1.50 3.00 105/Al 93-B7 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Valiow E-flex HD HD Cap Design Design Am Am Aaiio', plf rigid plf plf lb lb lb Flex Rigid 10-11579 L-3.252 5.255 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 2nd Floor VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid 1.1 13a 1,595 856 467 11/4" F1554 57,524 25,638 26,854 3.16 1.73 3.30 Gr. 105/A193- B7 1.10 13a 1,582 950. 519 1 1/4" F1554 57,524 45,578 46,794 3.16 1.73 3.30 Gr. 105/A193- B7 1.11 13a 1,595 856 467 1 1/4"F1554 57,524 25,638 26,854 3.16 1.73 3.30 Gr. 105/A193- B7 1.12 13a 1,595 856 467 1 1/4" F1554 57,524 25,638 26,854 3.16 1.73 3.30 Gr. 105/A193- B7 1.13 13a 1,582 839 458 11/4" F1554 57,524 25,233 26,449 3.16 1.73 3.30 Gr. 105/A193- B7 1.14 13a 1,582 839 458 11/4" F1554 57,524 25,233 26,449 3.16 1.73 3.30 Gr. 105/A193- B7 1.15 13a 1,595 856 467 11/4" F1554 57,524 25,638 26,854 3.16 1.73 3.30 Gr. 105/A193- B7 1.16 13a 1,595 856 467 11/4" F1554 57,524 25,638 26,854 3.16 1.73 3.30 Gr. 105/A193- 87 1.17 13a 1,582 839 458 11/4" F1554 57,524 25,233 26,449 3.16 1.73 3.30 Gr. 105/A193- B7 1.18 13a 1,554 859 468 1 3/8" F1554 69,605 26,376 27,592 3.16 1.72 3.30 Gr. 105/A193- B7 1.19 13a 1,571 879 479 11/4" F1554 57,524 23,932 24,828 3.16 1.72 3.30 Gr. 105/A193- B7 1.2 13a 1,582 839 458 11/4" F1554 57,524 25,233 26,449 3.16 1.73 3.30 Gr. 105/A193- 87 1.20 13a 1,554 803 438 11/4" F1554 57,524 9,278 9,598 3.16 1.72 3.30 Gr. 105/A193- B7 1.3 13a 1,668 1,030 559 1 3/8" F1554 69,605 30,489 31,705 3.16 1.72 3.30 Gr. 105/A193- B7 1.4 13a 1,663 1,021 554 1 3/8" F1554 69,605 30,280 31,496 3.16 1.72 3.30 Gr. 105/A193- B7 1.5 13a 1,668 1,030 559 1 3/8" F1554 69,605 30,489 31,705 3.16 1.72 3.30 Gr. 105/A193- B7 1.6 13a 1,663 957 521 11/4" F1554 57,524 27,671 28,887 3.16 1.72 3.30 Gr. 105/A193- B7 1.7 13a 1,648 995 540 1 3/8" F1554 69,605 29,650 30,866 3.16 1.72 3.30 Gr. 105/A193- 67 1.8 13a 1,663 1,021 554 1 3/8" F1554 69,605 30,280 31,496 3.16 1.72 3.30 Gr. 105/A193- B7 1.9 13a 1,648 995 540 1 3/8" F1554 69,605 29,650 30,866 3.16 1.72 3.30 Gr. 105/A193- 10-11579 L-3.253 5.256 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch VaIlo E-flex E- HD HD Cap Design Design Am Am Aaiiov plf rigid plf plf lb lb lb Flex Rigid B7 10.1 12 640 514 595 7/8"F1554 28,187 17,843 19,059 1.38 1.59 3.30 Gr. 105/Al 93- B7 11.1 12 640 514 592 7/8"F1554 28,187 17,639 18,855 1.38 1.59 3.30 Gr. 105/Al 93- B7 12.1 12a 1,179 299 345 1 1/4" F1554 57,524 17,210 18,426 1.38 1.60 3.30 Gr. 105/A193- B7 12.2 12a 1,212 322 373 11/4" F1554 57,524 18,220 19,436 1.38 1.60 3.30 Gr. 1051A193- B7 12.3 12a 1,200 253 292 1" F1554 Gr. 36,816 3,246 3,566 1.38 1.59 3.30 105/A193-137 12.4 12a 1,164 234 270 1" F1 554 Gr. 36,816 3,032 3,352 1.38 1.59 3.30 105/A193-137 12.5 13 870 627 726 1" F1554 Gr. 36,816 7,454 7,774 1.38 1.60 3.30 105/A193-137 13.1 12 640 465 448 7/8"F1554 28,187 13,871 15,087 1.67 1.60 3.30 Gr.l 05/Al 93- B7 13.2 12 640 465 448 7/8"Fl554 28,187 13,875 15,091 1.67 1.60 3.30 Gr.1 05/Al 93- B7 14.2 13 870 706 860 11/8" F1554 21,620 20,821 22,037 1.33 1.62 3.30 Gr. 36/A36/A307* 14.3 13 870 362 441 3/4" F1554Gr. 20,709 12,703 13,983 1.33 1.62 3.30 105/A193-137 15.1 13 870 773 862 11/8" F1554 21,620 20,274 21,490 1.46 1.63 3.30 Gr. 36/A36/A307* 15.2 13 870 298 333 3/4" F1554 Gr. 20,709 10,499 11,715 1.46 1.63 3.30 105/A193-137 16.1 12 640 467 459 7/8"F1554 28,187 14,100 15,316 1.67 1.64 3.30 Gr. 105/Al 93- B7 16.2 12 640 467 459 7/8"F1554 28,187 14,104 15,320 1.67 1.64 3.30 Gr.105/A193- B7 17.1 13a 1,631 1,082 515 1 3/8" F1554 69,605 33,094 34,310 3.47 1.65 3.30 Gr. 105/A193- B7 17.2 13a 1,648 1,112 528 1 3/8" F1554 69,605 33,809 35,025 3.47 1.65 3.30 Gr. 105/A193- B7 17.3 13a 1,614 1,053 501 1 3/8" F1554 69,605 32,369 33,585 3.47 1.65 3.30 Gr. 105/A193- B7 18.1 12 640 600 596 7/8"F1554 28,187 17,605 18,821 1.67 1.66 3.30 Gr.105/A193- B7 19.1 12 640 487 642 7/8"F1554 28,187 18,676 19,892 1.28 1.68 3.30 Gr.105/A193- B7 2.1 13 870 630 822 11/8" F1554 21,620 20,530 21,746 1.28 1.67 3.30 Gr. 10-11579 L-3.254 5.257 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesigI1 Uplift Comp. Seismic Drift Wall Sch Valiow E-flex E- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid 36/A361A307* 2.10 13 870 624 814 1 1/8 F1554 21,620 20,350 21,566 1.28 1.67 3.30 Gr. 36/A36/A307* 2.2 13 870 634 827 11/8" F1554 21,620 20,636 21,852 1.28 1.67 3.30 Gr. 361A361A307* 2.4 13 870 574 749 11/8" F1554 21,620 19,039 20,255 1.28 1.67 3.30 Gr. 36/A36/A307* 2.5 MF 001 5,723 7,469 11/8" F 15 54 21,620 160,134 161,350 3205 1.67 3.30 Gr. 1.08 36/A36/A307* 2.6 13 870 362 473 3/4" F1554 Gr. 20,709 14,109 15,325 1.28 1.67 3.30 105/A193-B7 2.7 13 870 630 822 11/8" F1554 21,620 20,530 21,746 1.28 1.67 3.30 Gr. 36/A36/A307* 2.9 13 870 630 822 11/8" F1554 21,620 20,530 21,746 1.28 1.67 3.30 Gr. 361A36/A307* 20.1 12 640 370 615 7/8"F1554 28,187 18,008 19,224 1.03 1.71 3.30 Gr.1 05/Al 93- B7 20.2 12 640 348 579 7/871554 28,187 17,093 18,309 1.03 1.71 3.30 Gr.105/A193- B7 21.1 12 640 621 515 7/8"F1554 28,187 16,880 18,096 2.09 1.74 3.30 Gr. 105/Al 93- B7 21.2 12 600 223 185 7/8"F1554 28,187 7,029 8,245 2.09 1.74 3.30 Gr.105/A193- B7 3.2 13 870 563 847 11/8" F1554 21,620 20,966 22,182 1.10 1.66 3.30 Gr. 36/A36/A307* 4.1 13 870 478 815 3/4" F1554 Gr. 20,709 20,635 21,851 0.98 1.66 3.30 105/Al 93-137 4.2 13 870 497 847 11/8" F1554 21,620 21,038 22,254 0.98 1.66 3.30 Gr. 36/A36/A307* 5.1 12 640 465 455 7/8"F1554 28,187 14,266 15,482 1.67 1.63 3.30 Gr. 105/Al 93- 67 5.2 12 640 465 456 7/8"F1554 28,187 14,279 15,495 1.67 1.63 3.30 Gr.l 05/Al 93- B7 6.1 12 640 465 456 7/8"F1554 28,187 14,279 15,495 1.66 1.63 3.30 Gr.l 05/Al 93- B7 6.2 12 640 465 455 7/8"F1554 28,187 14,266 15,482 1.66 1.63 3.30 Gr. 105/Al 93- B7 7.1 12a 1,204 684 369 11/4" F1554 57,524 20,778 21,994 2.99 1.61 3.30 Gr. 105/A193- B7 7.2 12a 1,212 697 377 11/4" F1554 57,524 21,080 22,296 2.99 1.62 3.30 Gr. 105/A193- 10-11579 L-3.255 5.258 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 2nd Floor VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiioa pit rigid pIt pIt lb lb lb Flex Rigid B7 8.1 13a 1,595 905 457 11/4" F1554 57,524 27,429 28,645 3.19 1.61 3.30 Gr. 105/A193- B7 8.2 13a 1,582 888 449 1 1/4" F1554 57,524 27,009 28,225 3.19 1.61 3.30 Gr. 105/A193- B7 8.3 13a 1,648 1,046 532 1 3/8" F1554 69,605 31,292 32,508 3.19 1.62 3.30 Gr. 105/A193- B7 8.5 13a 1,648 1,046 532 1 3/8" F1554 69,605 31,292 32,508 3.19 1.62 3.30 Gr. 105/A193- B7 8.6 13a 1,571 872 442 11/4" F1554 57,524 29,191 30,407 3.19 1.62 3.30 Gr. 105/A193- B7 9.1 12 640 542 415 7/8"F1554 28,187 14,904 16,120 2.08 1.59 3.30 Gr.105/A193- B7 [.1 13 870 842 498 7/8"F1554 28,187 21,333 22,549 3.24 1.92 3.30 Gr.105/A193- B7 A.2 12a 1,280 842 630 1" F1554 Gr. 36,816 23,688 24,904 2.24 1.67 3.30 105/Al 93-137 A.3 12a 1,280 842 630 1" F1554 Gr. 36,816 23,688 24,904 2.24 1.67 3.30 105/A193-137 B.1 12 640 417 612 7/8"F1554 28,187 16,761 17,977 1.12 1.65 3.30 Gr. 105/Al 93- B7 8.2 12 640 444 652 7/8"F1554 28,187 18,049 19,265 1.12 1.65 3.30 Gr.105/A193- B7 CA 12 640 535 472 7/8"F1554 28,187 14,620 15,836 1.86 1.64 3.30 Gr.105/A193- B7 D.1 12 640 400 634 7/8"F1554 28,187 17,240 18,456 1.03 1.63 3.30 Gr.1 05/Al 93- B7 E.1 12 640 432 630 7/8"F1554 28,187 17,138 18,354 1.11 1.62 3.30 Gr.105/A193- B7 F.1 12 640 484 601 7/8"F1554 28,187 16,430 17,646 1.30 1.61 3.30 Gr. 105/Al 93- B7 G.1 12 640 487 576 7/8"F1554 28,187 15,838 17,054 1.35 1.60 3.30 Gr.105/A193- 87 H.1 12 640 433 445 7/8'F1554 28,187 12,661 13,877 1.55 1.59 3.30 Gr.l 05/Al 93- B7 H.2 12 640 433 445 7/8"F1554 28,187 12,666 13,882 1.55 1.59 3.30 Gr. 105/Al 93- B7 1.1 12 640 403 615 7/8"F1554 28,187 16,731 17,947 1.03 1.58 3.30 Gr.105/A193- 87 J.1 13 870 619 679 1 1/8' F1554 21,620 16,945 18,161 1.44 1.58 3.30 Gr. 10-11579 L-3.256 5.259 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiiov rigid plf plf plf lb lb lb Flex Rigid 36/A36/A307* K.1 12 640 475 645 7/8"F1554 28,187 17,387 18,603 1.15 1.56 3.30 Gr. 105/Al 93- B7 L.1 12 640 581 462 7/8"F1554 28,187 15,843 17,059 1.93 1.53 3.30 Gr.105/A193- B7 L.2 12 640 560 445 7/8"F1554 28,187 15,350 16,566 1.93 1.53 3.30 Gr.105/A193- B7 M.1 12 640 611 623 7/8"F1554 28,187 16,864 18,080 1.51 1.54 3.30 Gr.105/A193- B7 N.1 12 640 552 489 7/8"F1554 28,187 15,032 16,248 1.84 1.63 3.30 Gr. 105/Al 93- B7 N.2 12 640 533 473 7/8"F1554 28,187 14,591 15,807 1.84 1.63 3.30 Gr.105/A193- 87 0.1 13 870 458 464 3/4" F1554 Gr. 20,709 13,927 15,143 1.65 1.66 3.30 105/A193-137 0.3 13 870 818 828 11/8" F1554 21,620 20,829 22,045 1.65 1.66 3.30 Gr. 36/A36/A307* 0.4 13 870 538 545 3/4" F1554Gr. 20,709 15,869 17,085 1.65 1.66 3.30 105/Al 93-137 0.5 13 870 458 464 3/4" F1554 Gr. 20,709 13,927 15,143 1.65 1.66 3.30 105/A193-B7 0.7 13 870 388 392 3/4" F1554 Gr. 20,709 11,818 13,098 1.65 1.66 3.30 105/A193-B7 0.8 13 870 809 818 11/8" F 15 54 21,620 20,619 21,835 1.65 1.66 3.30 Gr. 36/A36/A307* 0.9 13 870 388 392 3/4" F1554 Gr. 20,709 11,818 13,098 1.65 1.66 3.30 105/A193-137 P.1 12 640 433 479 7/8"F1554 28,187 13,705 14,921 1.55 1.72 3.30 Gr.105/A193- B7 P.2 12 640 433 479 7/8"F1554 28,187 13,689 14,905 1.55 1.71 3.30 Gr.105/A193- B7 Q.1 12 640 433 479 7/8"F1554 28,187 13,710 14,926 1.55 1.72 3.30 Gr.1 05/Al 93- B7 Q.2 12 640 433 479 7/8"Fl554 28,187 13,694 14,910 1.55 1.71 3.30 Gr.l 05/Al 93- B7 Q.3 12 640 433 479 7/8"Fl554 28,187 13,710 14,926 1.55 1.72 3.30 Gr.105/A193- B7 Q.4 12 640 433 479 7/8"F1554 28,187 13,694 14,910 1.55 1.71 3.30 Gr.l 05/Al 93- B7 R.1 12 640 568 555 7/8"F1554 28,187 15,563 16,779 1.76 1.72 3.30 Gr.1 05/Al 93- B7 S.1 12a 1,204 560 320 1" F1 554 Gr. 36,816 16,932 18,148 3.04 1.74 3.30 105/A193-B7 0-11579 L-3.257 5.260 Lateral Load Analysis - Plan 3 Shear Wall - Summary (ASD Level) 2nd Floor - VCap VDesign Uplift Comp. Seismic Drift Wall Sch Vallow E-flex E- HD HD Cap Design Design Am Am Aaiio plf rigid plf plf lb lb lb Flex Rigid S.2 12a 1,212 571 325 1" F1554 Gr. 36,816 17,190 18,406 3.04 1.73 3.30 105/A193-137 T.1 12a 1,227 824 456 11/4" F1554 57,524 25,140 26,356 3.12 1.73 3.30 Gr. 105/A193- B7 T.2 12a 1,236 890 493 1 3/8 F1554 69,605 27,104 28,320 3.12 1.73 3.30 Gr. 105/A193- B7 T.3 12a 1,227 824 456 11/4" F1554 57,524 25,140 26,356 3.12 1.73 3.30 Gr. 105/A193- B7 1.4 12a 1,156 723 404 11/4" F1554 57,524 22,385 23,665 3.12 1.74 3.30 Cr. 105/A193- B7 T.5 12a 1,173 750 419 11/4" F1554 57,524 23,025 24,305 3.12 1.74 3.30 Gr. 105/A193- B7 T.6 12a 1,236 822 455 1 3/8" F1554 69,605 25,720 26,936 3.12 1.73 3.30 Cr. 105/A193- B7 U.1 12 640 545 564 7/8"F1554 28,187 15,816 17,032 1.69 1.74 3.30 Cr105/A1 93- B7 V.1 12 640 475 661 7/8'F1554 28,187 18,173 19,389 1.27 1.77 3.30 Cr105/A1 93- B7 V.2 12 640 475 660 7/8"F1554 28,187 18,149 19,365 1.27 1.77 3.30 Gr.1 05/Al 93- B7 W.1 12 640 492 661 7/8"F1554 28,187 18,173 19,389 1.32 1.77 3.30 Gr.105/A193- B7 X.1 12 640 450 711 7/8"F1554 28,187 19,467 20,683 1.16 1.83 3.30 Cr. 105/A193- B7 X.2 12 640 450 711 7/8"F1554 28,187 19,467 20,683 1.16 1.83 3.30 Cr. 105/A193- B7 V.1 12 634 248 231 7/8"F1554 28,187 7,423 8,639 1.96 1.83 3.30 Gr.1 05/Al 93- B7 V.2 12 640 551 514 7/8"F1554 28,187 14,830 16,046 1.96 1.83 3.30 Cr. 105/A193- B7 Y.3 12 640 375 350 7/8'F1554 28,187 10,602 11,818 1.96 1.83 3.30 Cr105/A1 93- B7 V.4 12 629 240 224 7/8"F1554 28,187 7,232 8,448 1.96 1.83 3.30 Gr.1 05/Al 93- B7 Z.1 12 640 610 551 7/8'F1554 28,187 16,705 17,921 2.09 1.89 3.30 Cr. 105/A193- 67 10-11579 L-3.258 5.261 Vertical Load Analysis SMF - Gravity Loading Only 5.262 Beam Calculations - LEASING [B8(MF1) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (1k) Ext Wall 18 0 0 20 0 13.75 Floor 24 40 0 1.33 0 13.75 Roof 19 0 20 16.5 0 13.75 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (1k) X (1k) 132 - j 12398 14708 0 1 1 0 136 - j 17078 16744 1722 1 1 13.75 Gay. Load Combo Main Span /J\ 13.8 ft 1.2 D + .5 L + 1.6 Lr 17248 lbs D 21928 lbs V = -55684 lb 32322 lbs TL (max) 39038 lbs 1 M. = 33111 ft-lb 17248 lbs TL(min) 21928 lbs Select W1 4X30 Gr 50 LP = 5.26'[ AISC F2-5] Lr = 14.85'[ AISC F2-6] 4>b=0.9 = 1.0 Unity Check Lb (ft) M,(fl-kip) M/bxMfl V, V. /4,x V. Deflection (in) D L Span /L TL Span/TL Main Span 0.0 197 0.19 112 0.50 Main Span Max 0.07 0.04 4518 0.10 1591 Min 0.00 0.00 0 0.00 0 B8 (MF-1) Subjected to Seismic Load Source 000.7E(ol)K XI(ft) X2 (ft) 3 4150.0 3.4 0.0 Coy. Load Combo Main Span (1.2+0.2SDs)D + Omega E + fi * L V. = 43.93 K M= 63.34 ft-K Unity Check M(ft-kip) M/4 Mn V(kip) Main Span 197 0.36 112 T- 13.8 ft /J\ -1.03K +0.7 * E 1.03 K 1.03 K -0.7 * E -1.03 K V0 I4V 0.39 5.263 Beam Calculations - CLUB ROOM I' B25 (M2) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Deck 46 60 0 3 0 25.5 Ext Wall 18 0 0 20 11.25 14.25 Roof 15 0 20 3 11.25 14.25 Deck 46 60 0 6 11.25 14.25 Ext Wall 18 0 0 20 0 2.5 Roof 15 0 20 3 0 2.5 Deck 46 60 0 6 0 2.5 Ext Wall 18 0 0 20 22.75 25.5 Roof 15 0 20 3 22.75 25.5 Deck 46 60 0 6 22.75 25.5 Beam Weight 64.94 0 0 1 0 25.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Beam 1670 857 569 1 1 0 Beam 1670 857 569 1 1 11.25 Beam 1670 857 569 1 1 14.25 Beam 1670 857 569 1 1 25.5 Deck 46 60 0 3 5.5 0 Deck 46 60 0 3 5.5 11.25 Deck 46 60 0 3 5.5 14.25 Deck 46 60 0 3 5.5 25.5 Roof 15 0 20 3 5.5 0 Roof 15 0 20 3 5.5 11.25 Roof 15 0 20 3 5.5 14.25 Roof 15 0 20 3 5.5 25.5 B17 - i 22962 16609 0 1 1 12 B15 - i 18331 15673 0 1 1 0 B15 - i 18331 15673 0 1 1 25.5 Gov. Load Combo Main Span 25.5 ft 1.2 D + 1.6 L + .5 Lr 41169 lbs D 39954 lbs V = 101470 lb 73074 lbs TL (max) 70953 lbs M, = 491471 ft-lb 41169 lbs TL(min) 39954 lbs Select WI 8X65 Gr 50 LP = 5.97 [AISC F2-5] Lr = 18.78 [AISC F261 4b0.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) MU/bXM. V V. /4x v, Deflection (in) D L Span /L TL Span/TL Main Span 0.0 554 0.99 248 0.41 Main Span Max 0.65 0.51 603 1.16 264 Min 0.00 0.00 0 0.00 0 5.264 Beam Calculations - CLUB ROOM 1813 (MF-3) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (fi) X End (ft) mt Wall 10 0 0 30 0 29.25 Ext Wall 18 0 0 30 0 5.5 tnt Wall 10 0 0 30 5.5 29.25 Deck 46 60 0 2 0 5.5 Floor 24 40 0 5.75 0 11.25 Floor 24 40 0 3.9 11.25 29.25 Floor 24 40 0 6 5.5 29.25 Floor 24 40 0 1.33 5.5 18.25 Floor 24 40 0 16.6 18.25 29.25 Floor 24 40 0 1.33 0 29.25 Beam Weight 75.82 0 0 1 0 29.25 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Beam 7i FITNE 14500 12100 0 1 1 5.5 Beam 16i FITNE 2900 3900 0 1 1 18.25 812 - j 4389 4117 0 1 1 11.25 B9 - j 1868 1680 0 1 1 19.33 Gov. Load Combo Main Span /J\ 29.3 ft /J\ 1.2 D + 1.6 L +.5 Lr 32430 lbs D 25201 lbs V = 75420 lb 55245 lbs TL (max) 45477 lbs M, = 507841 ft-lb /J\ 32430 lbs TL(min) 25201 lbs Select WI 8X86 Gr 50 Lp = 9.29'[ AISC F2-5] Lr = 28.57- [AISC F26] 4b=0.9 4 = 1.0 Unity Check Lb(ft) M(ft-kip) M0 'b x M0 V V0 /4 x V,, Deflection (in) D L Span IL TL Span/TL Main Span 0.0 775 0.73 265 0.28 Main Span Max 0.74 0.57 615 1.31 267 Min 0.00 0.00 0 0.00 0 5.265 Beam Calculations - Drive Tunnel #1 IB13(MF4) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Ext Wall 18 0 0 20 18.75 23.5 Floor 24 40 0 6.5 18.75 23.5 Beam Weight 59.84 0 0 1 0 23.5 Deck 46 60 0 3 0 5 Floor 24 40 0 1.33 0 23.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) 61 - j 29088 24606 1536 1 1 5 B7 - j 22016 21898 1484 1 1 18.75 Deck 46 60 0 4.75 10 5 Roof 19 0 20 4.75 5 5 Gov. Load Combo Main Span /J\ 23.5 ft /]\ 1.2 D + 1.6 L +.5 Lr 313671b5 D 27671 lbs V = 82733 lb 58962 lbs TL (max) 52815 lbs M0 = 405556 ft-lb 31367 lbs TL(min) 27671 lbs Select W1 8X60 G 50 L = 5.931 AISC F25] Lr = 18.22- [AISC F2-6] 4b 0-9 4 = 1.0 Unity Check Lb(ft) M(ft-kip) M/bxM V, V0 /4,x V0 Deflection (in) D L Span /L TL Span/TL Main Span 0.0 513 0.88 229 0.36 Main Span Max 0.56 0.53 530 1.09 259 Min 0.00 0.00 0 0.00 0 5.266 Beam Calculations - Drive Tunnel #1 JB2(MF5) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) Floor 25 40 0 0.667 0 23.5 Floor 25 40 0 15 0 5 Floor 25 40 0 1.333 5 18.75 Floor 25 40 0 17 18.75 23.5 Roof 21 0 20 16.417 0 5 Roof 21 0 20 19.333 5 18.75 Roof 21 0 20 18.417 18.75 23.5 Corridor 29 100 0 9 0 23.5 Int Wall 10 0 0 30 0 23.5 Beam Weight 86.02 0 0 1 0 23.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) Bi - I 20971 21150 316 1 1 5 B7 - i 19196 20286 166 1 1 18.75 B3 - j 4439 5216 1127 1 1 0 B15 - i 4175 5474 1190 1 1 23.5 Gov. Load Combo Main Span 1.2 D+ 1.6 L + .5 Lr V, =-114321 lb M, = 508642 ft-lb /J\ /J\ 23.5 ft /J\ 39220 lbs D 38653 lbs 79445 lbs TL (max) 79294 lbs 39220 lbs TL(min) 38653 lbs Select WI 8X86 Gr 50 Lp = 9.29'[ AISC F2-5] Lr = 28.57'[ AISC F2-6] db0.9 4 = 1.0 Unity Check Lb (ft) M(fi-kip) M,, 4b x M V V, /4 x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 775 0.73 265 0.43 Main Span Max 0.43 0.49 579 0.92 308 Min 0.00 0.00 0 0.00 0 B2 (MF- 5) Subjected to Seismic Load Source 00 0.7E(OT) K XI(fl) X2 (ft) 3 11900.0 9.3 0.0 Gov. Load Combo Main Span /j\ 23.5 ft (1.2+0.2SDs)D + Omega E + fi * L -4.68 K +0.7 * E 4.68 K V0 = 103.38 K 4.68 K -0.7 * E -4.68 K M0= 703.24 ft-K Unity Check M0(ft-kip) M/ M. V,(kip) V. /4 V. Main Span 775 1.01 265 0.39 5.267 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 IB12 (MF-6) Uniform Loads D(psf) L(psl) Lr(psf) Trib(ft) X Start (1'!) X End (ft) Ext Wall 18 0 0 20 8 12.5 Floor 24 40 0 6.5 8 12.5 Floor 24 40 0 1.33 0 35.666 Deck 46 60 0 3.5 24.5 35.666 Roof 19 0 20 15.25 0 35.666 Ext Wall 18 0 0 20 0 1.75 Roof 15 0 20 15.25 0 1.75 Floor 24 40 0 6.5 0 1.75 Beam Weight 130.22 0 0 1 0 35.666 Deck 46 60 0 1.5 0 12.5 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B5 (w/ cant for r 20423 15328 2840 1 1 10.5 B6 (w/ cant for r 23166 18105 4547 1 1 24.5 Gov. Load Combo Main Span 35.7 ft 1.2 D + 1.6 L + .5 Lr 33640 lbs D 32351 lbs V = 77070 lb 55684 lbs TL (max) 54725 lbs M. = 773384 ft-lb 33640 lbs TL(min) 32351 lbs Select W18X130 Gr 50 LP = 9.54'[ AISC F2-5] L( = 36.65'[ AISC F2-6] bO.9 4 = 1.0 Unity Check Lb (ft) M0(ft-kip) M /t1b x M0 V x V. Deflection (in) D L Span / L TL Span/TL Main Span 0.0 1208 0.71 388 0.20 Main Span Max 1.10 0.99 433 2.09 205 Min 0.00 0.00 0 0.00 0 5.268 Beam Calculations - DRIVE TUNNEL #2 SEGMENT 5 B17 (MF- 7) Uniform Loads D(psf) L(psf) Lr(psf) Trib(ft) X Start (ft) X End (ft) mt Wall 10 0 0 30 0 23 Corridor 25 100 0 9.75 0 23 Roof 19 0 20 19.25 0 23 Floor 24 40 0 0.67 0 23 Floor 24 40 0 8.5 0 4.5 Floor 24 40 0 0.67 4.5 18.25 Floor 24 40 0 7.5 18.25 23 Beam Weight 59.84 0 0 1 0 23 Point Loads D(psf) L(psf) Lr(psf) Trib D(ft) Trib W (ft) X (ft) B5 - i 12800 14330 0 1 1 4.5 B6 - i 16975 16416 0 1 1 18.25 B15 - j 3250 4146 1125 1 1 0 B16 - i 3395 4238 1250 1 1 23 Gov. Load Combo Main Span 1.2 D + 1.6 L + .5 Lr V= -93956 lb M = 405930 ft-lb 1 23.0 ft 29412 lbs D 31667 lbs 61709 lbs TL (max) 64865 lbs 29412 lbs TL(min) 31667 lbs Select W1 8X60 Gr 50 L0 = 5.93'[ AISC F2-51 Lr = 18.22 [AlSC F261 4b=0.9 = 1.0 Unity Check Lb (ft) M(ftkip) M/4bxM V. v,, x v, Deflection (in) D L Span /L TL Span/TL Main Span 0.0 513 0.88 229 0.41 Main Span Max 0.49 0.59 465 1.08 255 Min 0.00 0.00 0 0.00 0 B17 (MF- 7) Subjected to Seismic Load Source 00 0.7F1(oT) K X1(ft) X2 (ft) 3 11.0 12.5 0.0 Gov. Load Combo Main Span (1.2+0.2SDs)D + Omega E + fj * L V. = -59.39 K M0= 337.89 ft-K Unity Check M(ft-kip) M" M. V(kip) 23.0 ft -0.01 K -i-0.7 * E 0.01 K 0.01 K -0.7 * E -0.01 K V,. /4V Main Span 513 0.73 229 -0.26 5.269 Vertical Load Analysis SMF - Ev Loading Only 5.270 Beam Calculations - Typical IMF-1 - Ev Loading Only Gay. Load Combo Main Span 30.0 ft 1.2 D + .5 L + .5 Lr 01bs D 01bs V, = 0 lb 0 lbs TL (max) 0 lbs 1 M,, = 0 ft-lb 0 lbs TL(min) 0 lbs Select W8XI 3 Gr 50 LP = 8.72'[ AISC F2-5] L = 27.84'[ AISC F26] 4>b =0.9 4 = 1.0 Unity Check Lb(ft) M,(ft-kip) M,, '4>b x M V- V. /4>,. x V,, Deflection (in) D L Span! L TL Span/TL Main Span 0.0 625 0.00 228 0.00 Main Span Max 0.00 0.00 0 0.00 0 Min 0.00 0.00 0 0.00 0 MF-1 - Ev Loading Only Subjected to Seismic Load Source Q00.7E(oT) K XI(ft) X2 (ft) Plan 3-4th Floor - 17.3- I - Flex Gov. Load Combo V, = 38.65 K M,,= 141.28 ft-K 3 10484.3 Main Span 3.8 0.1 /J\I L 30.0 ft T -T- 1.28 K +0.7 * E 1.28 K 1.28 K -0.7 * E -1.28 K Unity Check M0(ft-kip) M,, / 4> M. V(kip) V, /4> V Main Span 625 0.25 228 0.17 5.271 Beam Calculations - Typical IMF-3 - Ev Loading Only Gov. Load Combo Main Span 29.0 ft 1.2 D + .5 L + .5 Lr 01bs D 01bs V = 0 lb 0 lbs TL (max) 0 lbs M,, = 0 ft-lb /f\ 0 lbs TL(min) 0 lbs Select W8X13 Gr 50 Lp = 8.72'[ AISC F2-5] Lr = 27.84' [AISC F26] 4b=0.9 j = 1.0 Unity Check Lb (ft) M(ft-kip) M !4'b x MnV, V !1, x V. Deflection (in) D L Span! L TL Span/TL Main Span 0.0 625 0.00 228 0.00 Main Span Max 0.00 0.00 0 0.00 0 Min 0.00 0.00 0 0.00 0 MF-3 - Ev Loading Only Subjected to Seismic Load Source Q00.7EoT) K X1(ft) X2 (if) Plan 2- 3rd Floor- 3.1 - I - Rigid 3 10380.1 29.0 0.1 Gov. Load Combo Main Span /F 29.0 ft /J\ -10.34 K +0.7 * E 10.34 K = -43.47 K 10.34 K -0.7 * E -10.34 K M= 3.62 ft-K Unity Check M(ft-kip) M/4M V0(kip) V,, V. Main Span 625 0.01 228 -0.19 5.272 Beam Calculations - Typical MF-4 - Ev Loading Only Gay. Load Combo Main Span /J\ 23.5 ft 1.2 D + .5 L + .5 Lr 01bs D 0lbs V = 0 lb 0 lbs TL (max) 0 lbs /f\ M = 0 ft-lb /J\ 0 lbs TL(min) 0 lbs Select W8X13 Gr 50 LP = 8.721 AISC F2-5] Lr = 27.84 [AISC F26] 4)b0.9 4) = i.e Unity Check Lb (ft) M(ft-kip) M. /4), x M V,, V /4)'r X V. Deflection (in) D L Span! L TL Span/TL Main Span 0.0 625 0.00 228 0.00 Main Span Max 0.00 0.00 0 0.00 0 Min 0.00 0.00 0 0.00 0 MF-4 - Ev Loading Only Subjected to Seismic Load Source Q0 0.7E(OT) K XI(ft) X2 (ft) Plan 1 - 3rd Floor- 10.22-I - Flex 3 16463.6 9.0 5.0 Plan 1 - 3rd Floor - 10.23-I - Flex 3 15820.1 19.0 15.0 Gov. Load Combo Main Span V, = 46.07 K M 115.4 ft-K Unity Check M,,(ft-kip) MU/4)M V. (kip) Main Span 625 0.21 228 i T -- 23.5 ft /F --- -5.5 K +0.7 * E 5.5 K 5.5 K -0.7 * F -5.5 K V, /4)V 0.20 5.273 Beam Calculations - Typical MF-5 - Ev Loading Only Gov. Load Combo Main Span 23.5 ft 1.2 D + .5 L + .5 Lr 01bs D Olbs V = 0 lb 0 lbs TL (max) 0 lbs /f\ M = 0 ft-lb II" 0 lbs TL(min) 0 lbs Select W8XI 3 Gr 50 LP = 8.72'[ AISC F2-5] Lr = 27.84 [AISC F2-6] 4b=0.9 l = 1.0 Unity Check Lb (ft) M(fi-kip) M/bxM. v v. Idxv. Deflection (in) D L Span /L TL Span/TL Main Span 0.0 625 0.00 228 0.00 Main Span Max 0.00 0.00 0 0.00 0 Min 0.00 0.00 0 0.00 0 IMF-5 - Ev Loading Only Subjected to Seismic Load Source Q00.7E(OT) K X1(ft) X2 (ft) Plan 1 - 3rd Floor- 9.18-I - Rigid 3 12697.7 10.5 Gov. Load Combo Main Span /J\ 23.5 ft -7.02 K +0.7 * F -5.67 K = -29.5 K 7.02 K -0.7 * E 5.67 K M= 309.77 ft-K Unity Check M(ft-kip) MI4 M V. (kip) V. i V. Main Span 625 0.55 228 -0.13 5.274 Beam Calculations - Typical [MF7 - Ev Loading Only Gov. Load Combo Main Span /j\ 23.5 ft 1.2 D + .5 L + .5 Lr Olbs D 01bs V = 0 lb 0 lbs TL (max) 0 lbs M = 0 ft-lb 0 lbs TL(min) 0 lbs Select W8XI 3 Gr 50 LP = 8.72'[ AISC F2-5] Lr = 27.84'[ AISC F26] bO.9 4 = 1.0 Unity Check Lb (ft) M(ft-kip) M,/4bxMfl V V. /4,xV Deflection (in) D L Span /L TL Span/T1. Main Span 0.0 625 0.00 228 0.00 Main Span Max 0.00 0.00 0 0.00 0 Min 0.00 0.00 0 0.00 0 rM7 - Ev Loading Only Subjected to Seismic Load Source QO 0.7E(OT)K X1(ft) X2 (ft) Plan 3-3rd Floor -2.5-I - Rigid 3 11462.0 11.5 Gov. Load Combo Main Span V,, = -24.58 K M= 282.7 ft-K Unity Check M,(ft-kip) MI4 Mn V. (kip) Main Span 625 0.50 228 T- 23.5 ft -5.85 K +0.7 * E -5.61 K 5.85 K -0.7 * E 5.61 K V, / V -0.11 5.275 SPECIAL MOMENT FRAME CONNECTION DESIGN Prequalified Connection Type: Reduced Beam Section (RBS) Governing Code: AISC 341 - 16 AISC 358 - 16 AISC 36O-16 AISC DISCLAIMER: The information presented in this spreadsheet has been prepared in accordance with recognized engineering principles and is for general information only. While it is believed to be accurate, this information should not be used or relied upon for any specific application without competent professional examination and verification of its accuracy, suitability, and applicability by a licensed professional engineer, designer, or architect. The publication of the material contained herein is not intended as a representation or warranty on the part of the American Institute of Steel Construction or of any other person named herein, that this information is suitable for any general or particular use or of freedom from infringement of any patent or patents. Anyone making use of this information assumes all liability arising from such use. Z:\2021\1O-11579 -AO - Aviara Apts -West Parcel (Carlsbad)\Engineering\Calcs\RAM ElementstAviara - RBS Connection—(2019 CBC-V 5.276 Design By: EK Date: 3/18/2022 CONNECTION NO. 1 BEAM AND COLUMN SECTION PROPERTIES Right Beam W14X82 A (in.) d (in.) b3 (in.) t (in.) t,, (in.) Z, (in.) W (kips/ft( K n K1 F3 (ksi( F. (ksi( R3 ry 24 14.3 10.1 0.855 0.51 139 0.082 1.6875 1 1.0625 50 65 1.1 2.48 Columns RnIr,,, %A/1 RYRr Hni,ht fl ft P.. QA 16- A (in .2) d (in.) b3 (in.) t3 (in.) t,, (in.) Z. (in.) W (kips/ft( Kdet K1 F3 (ksi( F. (ksi( 25.3 18.4 11.1 0.77 0.48 186 0.086 1.625 1.0625 50 65 1.1 Resistance Factors C, 1 0.9 1 RIGHT BEAM Span Length 14 ft RBS Value Mm. Value Max. Value a 6.00 5.05 7.58 in b 10.00 9.30 12.16 in C 1.88 1.01 2.53 in Sh 11.00 in 7R85 95.89 in Cpr 1.15 Mpr 505.43 Kip-ft L3 10.63 ft Lb 10.31 ft CALCULATED STRENGTH 23.00 Kips V135, 118.07 Kips VIB,. -72.07 Kips M3 613.66 Kip-ft M3. -571.49 Kip-It 4)Mpe 637.08 Kip-ft V, 118.07 Kips ,V, 154.38 Kips Mf<=4dMpe. Flexural strength of beam is sufficient at the column face. Vu<=4,vVn. Shear strength of beam is sufficient. A/SC 358 2A1ab and .4/SC 360 6210 0,5h,, <a!_~0,75b&,, AThC358Eq. 5,8-1 0.65db 5 6 < 0.85db .4/SC 358 Eq, 5.8 2 0.1b :5 c 2~ 0,25bbf A/SC 358 Eq. 5.8- 3 = .4/SC 358 F(9.5,2 Z. - 2ctzf (d, - tf) A/SC 358 Eq. 5.8-4 Cp,= (F + E,,)/(2F) 5 1.2 A/SC 358 Eq. 2.4-2. = CF.Z g A/SC 358 Eq.58 -5 L. = L - d.. - 2S In accordance with A/SC 358 5.8 Stop & = 2M ,1L,+V, .4/SC 358 Eq.5.8 -9 + AISC3SS Eq. 58-6 M 4, =RrF.ZX A/SC 358 Eq 5.8 - 7 V 2M C /L4 + A/SC358 Eq. 5.8-9 =0.6FAç A15C360G2-1 5.277 'Z\2021\1O-11579- AO- A,i,r, ApIs -West Parcel (Carlsbad)lErrgineeringlCalcslRAM Elernerrtsl BEAM TO COLUMN CONNECTION CONTINUITY PLATE REQUIREMENTS Requirements for continuity plates are checked in accordance with AISC 341 E3,6f and AISC 360 ilO tf~ 1.68 in. without Continuity plates AISC 341 Eq. E3 - S R 46 kips R1 —M1/(-1) tbR 167 kips 6,25.1- AISC 360 110 1 118 kips R5 Ft.(Ck + 4) AISC 360)10-2 &3 113 kips AISC 36OJIO-4, So. &5b Continuity plates are required. 1tztC + ((4 - 0.2) t ./t1)t] J(Et w Qt Continuity Plate Thickness t 0.86 in t Ad, 3.84 in Wd,P 4.49 in 11WP = - Continuity plate to column web OP weld area A 9.96 in = — 2(k + 175)) Required strength of the continuity plate weld to the the column web is the minimum of the following Z&FAf p 345 Kips AISC 341 E3.6f,2.c.1 4V 598 Kips AISC 341 E3.6f2,c2 265 Kips tw AISC 341 E3.6f2.c.3 265 Kips Continuity plate to column web weld strength Weld Type OP Fnw 70 ksi Dweld n/a (290.6F,Az.ts,p if cJP AISC 360 Eq.G2 - 1 598 Kips = t4 O,6FnwDsa oc45) (ci - 2(ke t.0 + i,m)) If Fillet AISC 360 Eq J2 —4 PANEL ZONE REQUIREMENTS Panel Zone Shear Strength F., /(d, - tbf RMI 548 Kips V,= ZMj/CDisctc bn Colwrs.n Splices) VC 31 Kips f 1'- AISC 341 E3.69 R, 517 Kips t 0.480 in tdptotel 3/4 in 720 Kips F. F. R,= 0.6dc(t. ~ + + tp AISC 360 110 11 Minimum panel zone thickness Tnn 0.33 in r ((d - 2E,,) + (dc - 2tq))I90 AISC 341 E3 7 Panel zone is sufficient. BEAM/COLUMN STRENGTH CHECK Column-Beam moment Ratio MtPb 8450 Kip-in . = E1pr + V a (Sh + dI2) AISC 341 E3 3 0 Kip-in Mb 8609 Kip-in 8609 Kip-in EM EZ(F - F., /A,9 AISC 341 E3 - 2 1.02 Column-Beam moment ratio is sufficient. 5.278 "Z .i.2021110.11579 - AO - Avara Apt - West Parcel lCriewdliEngineerng\CeicuRAM Elerpentu Current Date: 3/21/2022 10:00 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: DL=Dead Load Loads................................................................................... Shear force Distributed user loads - Members Concentrated user loads - Members -17. 1[Kip] 12 4{K p] 100,20,0) 55 (114,20,0) N 82 MF-1 N 84 A992 Gr50 W 14X82 C) 00 0 00 -6 CI4 Co ,: J) NS1 5.279 Current Date: 3/21/2022 10:01 AM Units system: English File name: Z:\2021\10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: LL=Live Load Loads................................................................................ Shear force Distributed user loads - Members ss Concentrated user loads - Members I-168[Kip] -14 8{Kip] -O.4[KpIft] 'V (100,20,0) 55 (114,20,0) N82 ME-i N84 A992 Gr50 W 14X82 0 ct 0 I 00 V A N 31 c-p3 5.280 H Current Date: 3/21/2022 10:02 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: Eh=E Horizontal Loads........................................................................ Shear force Concentrated user loads - Members 8.9[Kipj (100,20,0) 55 (114,20,0) N 82 MF-1 IN 84 A992 Gr50 W14X82 to Oo ø) ': .N31 N3 5.281 Current Date: 3/21/2022 10:02 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: Ev=E Vertical from HD Above Loads Shear force a Concentrated user loads - Members 100,20,0)55 /NJ82 MF-1 A992 Gr50 W 14X82 0 CO Ex 00 AA (114,20,0) N 84 N31 5.282 Current Date: 3/21/2022 10:02 AM Units system: English File name: Z:\2021\10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB P05 : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in V TZ : Translation in Z Nodes Node X Y Z Rigid Floor [ft] [ft] [ft] 81 ------------------------------------------------------------------------------------------------------------- 100.00 0.00 0.00 0 82 100.00 20.00 0.00 0 83 114.00 0.00 0.00 0 84 114.00 20.00 0.00 0 97 114.00 10.00 0.00 0 Restraints Node TX TV TZ RX RY RZ 81 1 1 1 0 0 0 83 1 1 1 0 0 0 Pagel 5.283 Members Member NJ NK Description Section Material dO dL Ig factor [in] [in] 55 82 84 MF-1 ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- W 14X82 A992 Gr50 0.00 0.00 0.00 56 81 82 Column W 18X86 A992 Gr50 0.00 0.00 0.00 57 83 84 Column W 18X86 A992 Gr50 0.00 0.00 0.00 Page2 5.284 Current Date: 3/21/2022 10:05 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Analysis result Translations Translations [ml Rotations [Radi Node TX TY TZ RX RY RZ Condition SDI=1.4DL 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00012 82 0.00325 -0.00889 0.00000 0.00000 0.00000 -0.00030 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00015 84 0.00309 -0.01105 0.00000 0.00000 0.00000 0.00027 97 0.01417 -0.00562 0.00000 0.00000 0.00000 -0.00004 Condition SD2=1.2DL+1.6LL 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00017 82 0.00446 -0.01683 0.00000 0.00000 0.00000 -0.00041 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00020 84 0.00425 -0.01973 0.00000 0.00000 0.00000 0.00038 97 0.01955 -0.00995 0.00000 0.00000 0.00000 -0.00006 Condition SD31.6DL+O.5LL+Eh+3Ev ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00436 82 0.95650 -0.00478 0.00000 0.00000 0.00000 -0.00318 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00553 84 0.95477 -0.02410 0.00000 0.00000 0.00000 -0.00066 97 0.62379 -0.01216 0.00000 0.00000 0.00000 -0.00431 Condition SD41.6DL+O.5LL-Eh-3Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00467 82 -0.94697 -0.02131 0.00000 0.00000 0.00000 0.00239 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.00513 84 -0.94560 -0.00757 0.00000 0.00000 0.00000 0.00138 97 -0.58537 -0.00390 0.00000 0.00000 0.00000 0.00419 Condition SD5=0.5DL+Eh+Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00429 82 0.85057 0.00233 0.00000 0.00000 0.00000 -0.00195 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00465 84 0.84930 -0.00945 0.00000 0.00000 0.00000 -0.00115 97 0.52974 -0.00476 0.00000 0.00000 0.00000 -0.00378 Condition SD60.5DL-Eh-Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00437 82 -0.84805 -0.00869 0.00000 0.00000 0.00000 0.00173 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.00454 84 -0.84686 0.00156 0.00000 0.00000 0.00000 0.00135 97 -0.51913 0.00075 0.00000 0.00000 0.00000 0.00374 Condition RBSII.6DL+O.5LL+Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00013 82 0.04370 -0.01172 0.00000 0.00000 0.00000 -0.00084 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00049 84 0.04334 -0.01715 0.00000 0.00000 0.00000 0.00049 97 0.05124 -0.00869 0.00000 0.00000 0.00000 -0.00025 Condition RBS2=1 .6DL+O.5LL-Ev Pagel 5.285 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00019 82 -0.03513 -0.01436 0.00000 0.00000 0.00000 0.00006 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.00011 84 -0.03517 -0.01451 0.00000 0.00000 0.00000 0.00022 97 -0.01414 -0.00737 0.00000 0.00000 0.00000 0.00014 Condition RBS3I.6DL+0.5LL+3Eh+Ev --------------------------------------------------------------------------------------------------------------------------------------------------------------------- 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01315 82 2.54464 0.00119 0.00000 0.00000 0.00000 -0.00514 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01379 84 2.54118 -0.03006 0.00000 0.00000 0.00000 -0.00376 97 1.57249 -0.01514 0.00000 0.00000 0.00000 -0.01126 Condition RBS4I.6DL+0.5LL-3Eh-Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.01349 82 -2.53521 -0.02727 0.00000 0.00000 0.00000 0.00432 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.01337 84 -2.53193 -0.00160 0.00000 0.00000 0.00000 0.00450 97 -1.53197 -0.00091 0.00000 0.00000 0.00000 0.01115 Condition FDI=DL+LL 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00012 82 0.00333 -0.01211 0.00000 0.00000 0.00000 -0.00031 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00015 84 0.00317 -0.01430 0.00000 0.00000 0.00000 0.00028 97 0.01471 -0.00722 0.00000 0.00000 0.00000 -0.00004 Condition FD2=DL+LL+0.714Eh+0.714Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00305 82 0.62466 -0.00810 0.00000 0.00000 0.00000 -0.00165 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00352 84 0.62363 -0.01831 0.00000 0.00000 0.00000 -0.00063 97 0.39858 -0.00922 0.00000 0.00000 0.00000 -0.00279 Condition FD3DL+LL-0.714Eh-0.714Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00330 82 -0.61787 -0.01612 0.00000 0.00000 0.00000 0.00103 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.00321 84 -0.61714 -0.01030 0.00000 0.00000 0.00000 0.00120 97 -0.36888 -0.00522 0.00000 0.00000 0.00000 0.00271 Condition FD40.9DL+0.714Eh+0.714Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00304 82 0.61287 -0.00176 0.00000 0.00000 0.00000 -0.00151 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00340 84 0.61190 -0.01106 0.00000 0.00000 0.00000 -0.00072 97 0.38638 -0.00559 0.00000 0.00000 0.00000 -0.00273 Condition FD50.9DL-0.714Eh-0.714Ev 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00319 82 -0.60861 -0.00967 0.00000 0.00000 0.00000 0.00113 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.00321 84 -0.60782 -0.00315 0.00000 0.00000 0.00000 0.00108 97 -0.36794 -0.00164 0.00000 0.00000 0.00000 0.00268 Condition BPII.4DL 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00012 82 0.00325 -0.00889 0.00000 0.00000 0.00000 -0.00030 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00015 Page2 5.286 84 0.00309 -0.01105 0.00000 0.00000 0.00000 0.00027 97 0.01417 -0.00562 0.00000 0.00000 0.00000 -0.00004 Condition BP21.20L+1.6LL ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00017 82 0.00446 -0.01683 0.00000 0.00000 0.00000 -0.00041 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00020 84 0.00425 -0.01973 0.00000 0.00000 0.00000 0.00038 97 0.01955 -0.00995 0.00000 0.00000 0.00000 -0.00006 Condition BP31.6DL+0.5LL+3Eh+3Ev+Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01321 82 2.62418 0.00383 0.00000 0.00000 0.00000 -0.00605 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01440 84 2.62043 -0.03270 0.00000 0.00000 0.00000 -0.00349 97 1.63873 -0.01646 0.00000 0.00000 0.00000 -0.01165 Condition BP4=1.6DL+0.5LL-3Eh-3Ev-Er ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.01354 82 -2.61333 -0.02991 0.00000 0.00000 0.00000 0.00523 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.01396 84 -2.60970 0.00104 0.00000 0.00000 0.00000 0.00424 97 -1.59651 0.00041 0.00000 0.00000 0.00000 0.01153 Condition BP50.5DL+3Eh+3Ev+Er 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01294 82 2.55018 0.01335 0.00000 0.00000 0.00000 -0.00565 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01387 84 2.54656 -0.02047 0.00000 0.00000 0.00000 -0.00364 97 1.58080 -0.01027 0.00000 0.00000 0.00000 -0.01130 Condition BP60.5DL-3Eh-3Ev-Er 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.01304 82 -2.54571 -0.01970 0.00000 0.00000 0.00000 0.00540 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.01371 84 -2.54194 0.01258 0.00000 0.00000 0.00000 0.00387 97 -1.56585 0.00626 0.00000 0.00000 0.00000 0.01126 Condition BP7=1.6DL+0.5LL+Eh+Ev+Er 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00430 82 0.87730 -0.00742 0.00000 0.00000 0.00000 -0.00227 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00492 84 0.87589 -0.02146 0.00000 0.00000 0.00000 -0.00093 97 0.55802 -0.01084 0.00000 0.00000 0.00000 -0.00392 Condition BP81.6DL+O.5LL-Eh-Ev-Er 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00462 82 -0.86852 -0.01867 0.00000 0.00000 0.00000 0.00149 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.00453 84 -0.86748 -0.01021 0.00000 0.00000 0.00000 0.00165 97 -0.52038 -0.00522 0.00000 0.00000 0.00000 0.00381 Condition BP90.5DL+Eh+Ev+Er 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00429 82 0.85057 0.00233 0.00000 0.00000 0.00000 -0.00195 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00465 84 0.84930 -0.00945 0.00000 0.00000 0.00000 -0.00115 97 0.52974 -0.00476 0.00000 0.00000 0.00000 -0.00378 Page3 5.287 Condition BP10=05DL-Eh-Ev-Er 81 0.00000 0.00000 0.00000 0.00000 0.00000 0.00437 82 -0.84805 -0.00869 0.00000 0.00000 0.00000 0.00173 83 0.00000 0.00000 0.00000 0.00000 0.00000 0.00454 84 -0.84686 0.00156 0.00000 0.00000 0.00000 0.00135 97 -0.51913 0.00075 0.00000 0.00000 0.00000 0.00374 Condition Drift=Eh+Ev+Er 81 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00429 82 0.84197 0.00547 0.00000 0.00000 0.00000 -0.00183 83 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00456 84 0.84075 -0.00547 0.00000 0.00000 0.00000 -0.00124 97 0.52003 -0.00274 0.00000 0.00000 0.00000 -0.00373 Maximum forces at members Condition SDII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -0.64 8.63 0.00 0.00 0.00 17.33 Mm -0.64 -8.64 0.00 0.00 0.00 -12.90 MEMBER 56 Max -25.99 -0.64 0.00 0.00 0.00 0.00 Mm -28.39 -0.64 0.00 0.00 0.00 -12.88 MEMBER 57 Max -32.58 0.64 0.00 0.00 0.00 12.90 Mm -34.97 0.64 0.00 0.00 0.00 0.00 Condition : SD21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -0.89 11.88 0.00 0.00 0.00 23.87 Mm -0.89 -11.88 0.00 0.00 0.00 -17.74 MEMBER 56 Max -50.44 -0.89 0.00 0.00 0.00 0.00 Min -52.49 -0.89 0.00 0.00 0.00 -17.70 MEMBER 57 Max -59.28 0.89 0.00 0.00 0.00 17.74 Mm -61.34 0.89 0.00 0.00 0.00 0.00 Condition : SD31.6DL+0.5LL+Eh+3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -7.14 31.00 0.00 0.00 0.00 139.23 Mm -7.14 -36.54 0.00 0.00 0.00 -148.72 MEMBER 56 Max -13.24 1.76 0.00 0.00 0.00 36.32 Mm -15.97 1.76 0.00 0.00 0.00 0.00 MEMBER 57 Page4 5.288 Max -72.30 7.14 0.00 0.00 0.00 148.72 Mm -75.04 7.14 ---------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD4=1.6DL+0.5LL-Eh-3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------ [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max 5.67 30.34 0.00 0.00 0.00 115.19 Min 5.67 -14.10 0.00 0.00 0.00 -109.81 MEMBER 56 Max -63.77 -3.23 0.00 0.00 0.00 0.00 Mm -66.51 -3.23 0.00 0.00 0.00 -69.79 MEMBER 57 Max -21.76 -5.67 0.00 0.00 0.00 0.00 Mm -24.50 -5.67 0.00 0.00 0.00 -115.19 Condition SD5=0.5DL+Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -5.27 1.24 0.00 0.00 0.00 73.82 Mm -5.27 -19.93 0.00 0.00 0.00 -107.47 MEMBER 56 Max 7.56 3.63 0.00 0.00 0.00 72.07 Min 6.70 3.63 0.00 0.00 0.00 0.00 MEMBER 57 Max -28.48 5.27 0.00 0.00 0.00 107.47 Mm -29.33 5.27 --------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD60.5DL-Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 -------------------------------------------------------------------------------------------------------------- Max 4.93 18.23 0.00 0.00 0.00 98.35 Min 4.93 3.38 0.00 0.00 0.00 -81.19 MEMBER 56 Max -26.13 -3.97 0.00 0.00 0.00 0.00 Mm -26.98 -3.97 0.00 0.00 0.00 -81.19 MEMBER 57 Max 5.21 -4.93 0.00 0.00 0.00 0.00 Min 4.35 -4.93 0.00 0.00 0.00 -98.35 Condition : RBSII.6DL+O.5LL+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -1.50 22.23 0.00 0.00 0.00 42.66 Mm -1.50 -15.31 0.00 0.00 0.00 -30.14 MEMBER 56 Max -34.47 -1.50 0.00 0.00 0.00 0.00 Mm -37.21 -1.50 0.00 0.00 0.00 -29.82 Page5 5.289 MEMBER 57 Max -51.07 1.50 0.00 0.00 0.00 30.14 Mm -53.81 1.50 0.00 0.00 0.00 0.00 Condition : RBS2I.6DL+0.5LL-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -0.18 9.11 0.00 0.00 0.00 12.73 Mm -0.18 -7.23 0.00 0.00 0.00 -13.03 MEMBER 56 Max -42.55 -0.18 0.00 0.00 0.00 0.00 Mm -45.28 -0.18 0.00 0.00 0.00 -3.78 MEMBER 57 Max -42.99 0.18 0.00 0.00 0.00 3.52 Mm -45.73 0.18 0.00 0.00 0.00 0.00 Condition : RBS3I.6DL+0.5LL+3Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 --------------------------------------------------------------------------------------------------------------- Max -14.32 -17.23 0.00 0.00 0.00 246.89 Mm -14.32 -54.77 0.00 0.00 0.00 -305.84 MEMBER 56 Max 4.99 12.38 0.00 0.00 0.00 246.89 Min 2.25 12.38 0.00 0.00 0.00 0.00 MEMBER 57 Max -90.53 14.32 0.00 0.00 0.00 305.84 Mm -93.27 14.32 0.00 0.00 0.00 0.00 Condition RBS4I.6DL+0.5LL-3Eh-Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max 13.59 48.56 0.00 0.00 0.00 272.91 Min 13.59 32.22 0.00 0.00 0.00 -279.77 MEMBER 56 Max -82.00 -13.11 0.00 0.00 0.00 0.00 Mm -84.74 -13.11 0.00 0.00 0.00 -279.77 MEMBER 57 Max -3.54 -13.59 0.00 0.00 0.00 0.00 Mm -6.27 -13.59 0.00 0.00 0.00 -272.91 Condition : FDIDL+LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -0.67 8.97 0.00 0.00 0.00 18.01 Mm -0.67 -8.97 0.00 0.00 0.00 -13.39 MEMBER 56 Max -36.17 -0.67 0.00 0.00 0.00 0.00 Page6 5.290 Mm -37.88 -0.67 0.00 0.00 0.00 -13.37 MEMBER 57 Max -42.87 0.67 0.00 0.00 0.00 13.39 Mm -44.58 0.67 ------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : FD2DL+LL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -4.27 7.43 0.00 0.00 0.00 61.08 Mm -4.27 -21.22 0.00 0.00 0.00 -88.38 MEMBER 56 Max -23.92 2.08 0.00 0.00 0.00 42.92 Mm -25.63 2.08 0.00 0.00 0.00 0.00 MEMBER 57 Max -55.12 4.27 0.00 0.00 0.00 88.38 Mm -56.83 4.27 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 0.00 Condition : FD3DL+LL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max 3.00 16.28 0.00 0.00 0.00 61.64 Min 3.00 3.28 0.00 0.00 0.00 -69.61 MEMBER 56 Max -48.41 -3.35 0.00 0.00 0.00 0.00 Mm -50.12 -3.35 0.00 0.00 0.00 -69.61 MEMBER 57 Max -30.62 -3.00 0.00 0.00 0.00 0.00 Min -32.34 -3.00 0.00 0.00 0.00 -61.64 Condition : FD40.9DL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -4.02 4.17 0.00 0.00 0.00 56.65 Mm -4.02 -17.64 0.00 0.00 0.00 -82.19 MEMBER 56 Max -4.62 2.33 0.00 0.00 0.00 46.90 Mm -6.16 2.33 0.00 0.00 0.00 0.00 MEMBER 57 Max -33.03 4.02 0.00 0.00 0.00 82.19 Mm -34.57 4.02 0.00 0.00 0.00 0.00 Condition FD50.9DL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max 3.26 14.59 0.00 0.00 0.00 65.65 Min 3.26 4.15 0.00 0.00 0.00 -63.43 MEMBER 56 Page7 5.291 Max -28.80 -3.10 0.00 0.00 0.00 0.00 Mm -30.34 -3.10 0.00 0.00 0.00 -63.43 MEMBER 57 Max -8.85 -3.26 0.00 0.00 0.00 0.00 Mm -10.39 -3.26 ------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -65.65 Condition : BPII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 --------------------------------------------------------------------------------------------------------- Max -0.64 8.63 0.00 0.00 0.00 17.33 Mm -0.64 -8.64 0.00 0.00 0.00 -12.90 MEMBER 56 Max -25.99 -0.64 0.00 0.00 0.00 0.00 Mm -28.39 -0.64 0.00 0.00 0.00 -12.88 MEMBER 57 Max -32.58 0.64 0.00 0.00 0.00 12.90 Mm -34.97 0.64 0.00 0.00 0.00 0.00 Condition BP21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -0.89 11.88 0.00 0.00 0.00 23.87 Mm -0.89 -11.88 0.00 0.00 0.00 -17.74 MEMBER 56 Max -50.44 -0.89 0.00 0.00 0.00 0.00 Mm -52.49 -0.89 0.00 0.00 0.00 -17.70 MEMBER 57 Max -59.28 0.89 0.00 0.00 0.00 17.74 Mm -61.34 0.89 0.00 0.00 0.00 0.00 Condition : BP31.6DL+0.5LL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -15.53 4.69 0.00 0.00 0.00 227.74 Mm -15.53 -62.85 0.00 0.00 0.00 -332.41 MEMBER 56 Max 13.07 11.17 0.00 0.00 0.00 220.91 Min 10.33 11.17 0.00 0.00 0.00 0.00 MEMBER 57 Max -98.61 15.53 0.00 0.00 0.00 332.41 Mm -101.35 15.53 0.00 0.00 0.00 0.00 Page8 5.292 Condition : BP41.6DL+0.5LL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 -------------------------------------------------------------------------------------------------------------------- Max 15.01 56.64 0.00 0.00 0.00 299.59 Min 15.01 12.20 0.00 0.00 0.00 -253.67 MEMBER 56 Max -90.08 -11.69 0.00 0.00 0.00 0.00 Mm -92.82 -11.69 0.00 0.00 0.00 -253.67 MEMBER 57 Max 4.54 -15.01 0.00 0.00 0.00 0.00 Min 1.80 -15.01 0.00 0.00 0.00 -299.59 Condition : BP50.5DL+3Eh+3Ev+Er Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] ---------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -14.98 -2.45 0.00 0.00 0.00 225.68 Mm -14.98 -53.61 0.00 0.00 0.00 -312.94 MEMBER 56 Max 41.25 11.72 0.00 0.00 0.00 225.68 Min 40.39 11.72 0.00 0.00 0.00 0.00 MEMBER 57 Max -62.16 14.98 0.00 0.00 0.00 312.94 Mm -63.02 14.98 0.00 0.00 0.00 0.00 Condition : BP60.5DL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max 15.63 51.91 0.00 0.00 0.00 304.53 Min 15.63 7.07 0.00 0.00 0.00 -234.11 MEMBER 56 Max -59.81 -11.07 0.00 0.00 0.00 0.00 Mm -60.66 -11.07 0.00 0.00 0.00 -234.11 MEMBER 57 Max 38.89 -15.63 0.00 0.00 0.00 0.00 Min 38.04 -15.63 0.00 0.00 0.00 -304.53 Condition : BP7=1.6DL+O.5LL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -5.87 9.07 0.00 0.00 0.00 84.25 Mm -5.87 -28.46 0.00 0.00 0.00 -122.11 MEMBER 56 Max -21.31 3.03 0.00 0.00 0.00 62.35 Mm -24.05 3.03 0.00 0.00 0.00 0.00 MEMBER 57 Max -64.22 5.87 0.00 0.00 0.00 122.11 Mm -66.96 5.87 0.00 0.00 0.00 0.00 Page9 5.293 Condition : BP81.6DL+0.5LL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 ------------------------------------------------------------------------------------------------------------- Max 4.31 22.26 0.00 0.00 0.00 88.55 Min 4.31 5.92 0.00 0.00 0.00 -95.85 MEMBER 56 Max -55.70 -4.59 0.00 0.00 0.00 0.00 Mm -58.44 -4.59 0.00 0.00 0.00 -95.85 MEMBER 57 Max -29.84 -4.31 0.00 0.00 0.00 0.00 Mm -32.58 -4.31 ---------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -88.55 Condition BP90.5DL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 ----------------------------------------------------------------------------------------------------------------- Max -5.27 1.24 0.00 0.00 0.00 73.82 Mm -5.27 -19.93 0.00 0.00 0.00 -107.47 MEMBER 56 Max 7.56 3.63 0.00 0.00 0.00 72.07 Min 6.70 3.63 0.00 0.00 0.00 0.00 MEMBER 57 Max -28.48 5.27 0.00 0.00 0.00 107.47 Mm -29.33 5.27 0.00 0.00 0.00 0.00 Condition : BPI00.5DL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max 4.93 18.23 0.00 0.00 0.00 98.35 Min 4.93 3.38 0.00 0.00 0.00 -81.19 MEMBER 56 Max -26.13 -3.97 0.00 0.00 0.00 0.00 Mm -26.98 -3.97 0.00 0.00 0.00 -81.19 MEMBER 57 Max 5.21 -4.93 0.00 0.00 0.00 0.00 Min 4.35 -4.93 0.00 0.00 0.00 -98.35 Condition : Drift=Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 55 Max -5.05 -1.73 0.00 0.00 0.00 75.89 Mm -5.05 -16.73 0.00 0.00 0.00 -102.10 MEMBER 56 Max 16.73 3.85 0.00 0.00 0.00 75.89 Min 16.73 3.85 0.00 0.00 0.00 0.00 MEMBER 57 Max -16.73 5.05 0.00 0.00 0.00 102.10 Mm -16.73 5.05 0.00 0.00 0.00 0.00 PagelO 5.294 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITION SDI=1.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.02484 (L/6764) ------------------------------------------------------------------------------------------------------------------------------------------ 50.00000 0.00000 (<L/10000) 0.00000 56 0.01277 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 57 0.01281 (< L/10000) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD21.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.03420 (L/4913) 50.00000 0.00000 (<L/10000) 0.00000 56 0.01759 (<1110000) 62.50000 0.00000 (<1110000) 0.00000 57 0.01768 (<1110000) ------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD31.6DL+0.5LL+Eh+3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.12185 (L/1379) 37.50000 0.00000 (<1110000) 0.00000 56 0.03597 (L/6672) 62.50000 0.00000 (<1110000) 0.00000 57 0.14854 (111616) 62.50000 0.00000 (<1110000) 0.00000 CONDITION SD41.6DL+0.5LL-Eh-3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.06775 (112480) 25.00000 0.00000 (<1110000) 0.00000 56 0.06947 (113455) 62.50000 0.00000 (<1110000) 0.00000 57 0.11429 (112100) 62.50000 0.00000 (<1110000) 0.00000 CONDITION SD50.5DL+Eh+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.04841 (113470) 25.00000 0.00000 (<1110000) 0.00000 56 0.07121 (L/3370) 62.50000 0.00000 (<1110000) 0.00000 57 0.10669 (112249) 62.50000 0.00000 (<1110000) 0.00000 CONDITION SD60.5DL-Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.03611 (114652) 25.00000 0.00000 (<L/10000) 0.00000 56 0.08050 (112981) 62.50000 0.00000 (<1110000) 0.00000 57 0.09720 (L/2469) 62.50000 0.00000 (<1110000) 0.00000 CONDITION RBSII.6DL+O.5LL+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.05690 (112953) 50.00000 0.00000 (<1110000) 0.00000 56 0.02959 (118110) 62.50000 0.00000 (<1110000) 0.00000 57 0.03001 (117996) 62.50000 0.00000 (<1110000) 0.00000 Pagell 5.295 CONDITION RBS2I.6DL+O.5LL-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.01055 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 56 0.00375 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 57 0.00350 (<1110000) ---------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION RBS3I.6DL+O.5LL+3Eh+Ev Member Defl. (2) [in] Defl. (3) [in] 55 0.10383 (L/1618) ----------------------------------------------------------------------------------------------------------------------------------- 25.00000 0.00000 (<L/10000) 0.00000 56 0.24405 (11983) 62.50000 0.00000 (<1110000) 0.00000 57 0.30624 (11784) 62.50000 0.00000 (< U10000) 0.00000 CONDITION RBS4=1.6DL+0.5LL-3Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.06739 (112493) 75.00000 0.00000 (<1110000) 0.00000 56 0.27901 (L1860) . 62.50000 0.00000 (<1110000) 0.00000 57 0.27013 (11888) 62.50000 0.00000 (<1110000) 0.00000 CONDITION FDI=DL+LL Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.02580 (116512) 50.00000 0.00000 (<1110000) 0.00000 56 0.01327 (<1110000) 62.50000 0.00000 (<1110000) 0.00000 57 0.01332 (<L/10000) 62.50000 0.00000 (<1110000) 0.00000 CONDITION FD2DL+LL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.05129 (113276) 37.50000 0.00000 (<1110000) 0.00000 56 0.04255 (115640) 62.50000 0.00000 (<1110000) 0.00000 57 0.08805 (112726) 62.50000 0.00000 (<1110000) 0.00000 CONDITION FD3DL+LL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.02247 (L/7477) 75.00000 0.00000 (<1110000) 0.00000 56 0.06918 (113469) 62.50000 0.00000 (<L/10000) 0.00000 57 0.06122 (113920) 62.50000 0.00000 (<1110000) 0.00000 CONDITION FD4=0.9DL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.04210 (113990) 37.50000 0.00000 (<1110000) 0.00000 56 0.04641 (115172) 62.50000 0.00000 (<1110000) 0.00000 57 0.08165 (112939) 62.50000 0.00000 (<1110000) 0.00000 Page12 5.296 CONDITION FD5=0.9DL-0.714Eh-0714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.01928 (L/8715) ---------------------------------------------------------------------------------------------------------------------------------------- 25.00000 0.00000 (< L/10000) 0.00000 56 0.06291 (L/3815) 62.50000 0.00000 (< U10000) 0.00000 57 0.06502 (L/3691) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (< L/10000) 0.00000 CONDITION BPI=1.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.02484 (L/6764) ------------------------------------------------------------------------------------------------------------------------------------------ 50.00000 0.00000 (<L/10000) 0.00000 56 0.01277 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 57 0.01281 (<1110000) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.03420 (114913) --------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (<L/10000) 0.00000 56 0.01759 (<1110000) 62.50000 0.00000 (<L/10000) 0.00000 57 0.01768 (<1110000) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP3=1.6DL+0.5LL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.15125 (111111) 25.00000 0.00000 (<1110000) 0.00000 56 0.21818 (111100) 62.50000 0.00000 (<1110000) 0.00000 57 0.33319 (L1720) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP41.6DL+O.5LL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.10555 (111592) ------------------------------------------------------------------------------------------------------------------------------------ 25.00000 0.00000 (<L/10000) 0.00000 56 0.25320 (L/948) 62.50000 0.00000 (<L/10000) 0.00000 57 0.29621 (L/810) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP50.5DL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.13342 (L/1259) 25.00000 0.00000 (<1110000) 0.00000 56 0.22224 (111080) 62.50000 0.00000 (<L/10000) 0.00000 57 0.31206 (11769) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP6=O.5DL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.12015 (111398) 25.00000 0.00000 (<1110000) 0.00000 56 0.23293 (U1 030) 62.50000 0.00000 (< U10000) 0.00000 57 0.29963 (U801) 62.50000 0.00000 (< U10000) 0.00000 Page13 5.297 CONDITION BP71.6DL+0.5LL+Eh+Ev+Er Member Defl. (2) [in] ----------------------------------------------------------------------------------------------------------------------------------------- @(%) Defl. (3) [in] 55 0.06850 (U2453) 37.50000 0.00000 (< L/10000) 0.00000 56 0.06179 (L13884) 62.50000 0.00000 (<U10000) 0.00000 57 0.12184 (L/1970) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (< U10000) 0.00000 CONDITION 8P81 .6DL+O.5LL-Eh-Ev-Er Member Defl. (2) [in] @(%). Defl. (3) [in] 55 0.02899 (L/5795) 75.00000 0.00000 (<U10000) 0.00000 56 0.09533 (L/2518) 62.50000 0.00000 (<U10000) 0.00000 57 0.08796 (L12729) 62.50000 0.00000 (< U10000) 0.00000 CONDITION BP90.5DL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.04841 (U3470) 25.00000 0.00000 (<U10000) 0.00000 56 0.07121 (L13370) 62.50000 0.00000 (<U10000) 0.00000 57 0.10669 (U2249) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BPIOO.5DL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.03611 (U4652) 25.00000 0.00000 (<Lu 0000) 0.00000 56 0.08050 (L/2981) 62.50000 0.00000 (< L/10000) 0.00000 57 0.09720 (LJ2469) 62.50000 0.00000 (<U10000) 0.00000 CONDITION DriftEh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 55 0.04215 (U3986) 25.00000 0.00000 (<L/10000) 0.00000 56 0.07492 (U3203) 62.50000 0.00000 (< U10000) 0.00000 57 0.10119 (U2372) 62.50000 0.00000 (<L/10000) 0.00000 Page 14 5.298 Current Date: 3/21/2022 10:06 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design: SD1 =1.4DL SD2=1.2DL+1.6LL SD31 .6DL+0.5LL+Eh+3Ev SD41 .6DL+0.5LL-Eh-3Ev SD5=0.5DL+Eh+Ev SD6=0.5DL-Eh-Ev Description Section Member Ctrl Eq. Ratio Status Reference Column W 18X86 56 SD1 at 0.00% 0.05 OK SD2 at 0.00% 0.08 OK SD3 at 100.00% 0.06 OK SD4 at 100.00% 0.15 OK Eq. Hi-lb SD5 at 100.00% 0.11 OK SD6 at 100.00% 0.13 OK Eq. Hi-lb 57 SDl at 0.00% 0.06 ------------------------------------------------------------------------------------ OK SD2 at 0.00% 0.10 OK SD3 at 100.00% 0.25 OK Eq. Hi -lb SD4 at 100.00% 0.18 OK SD5 at 100.00% 0.17 OK SD6 at 100.00% 0.14 OK ME1 IN 14X82 55 SDl at 100.00% 0.04 OK SD2 at 100.00% 0.05 OK SD3 at 100.00% 0.29 OK Eq. Hi-lb SD4 at 100.00% 0.22 OK SD5 at 100.00% 0.21 OK SD6 at 100.00% 0.19 OK Pagel 5.299 I![41 Strcsal CONNECTION NO. 2 BEAM AND COLUMN SECTION PROPERTIES Design By: EK Date: 3/18/2022 Right Beam W18X86 A (in .2) d (in.) b (in.) t (in.) t )in.) 7, (in.) W )kips/ft) K,3 K1 F )ksi) 13 )ksi) R3 ry 25.3 18.4 11.1 0.77 0.48 186 0.086 1.625 1.0625 50 65 1.1 2.63 Columns R.'In.,, WiRxiiq H'iht 70 ft P hR I(r A (in.') d (in.) bf (in.) t3 (in.) t,, (in.) Z. (in.) W )kips/ft) Kd,t I K1 F )ksi) F. (ksi) R 35.1 19.0 11.3 1.06 0.655 262 0.119 1.9375 1 1.1875 50 65 1.1 Resistance Factors Cv 1 0.9 1 RIGHT BEAM Span Length 25.5 ft RBS Value Mm. Value Max. Value a 6.00 5.55 8.33 in b 12.00 11.96 15.64 in c 2.00 1.11 2.78 in Sh 12.00 in Z85 131.70 in Cpr 1.15 Mpr 694.17 Kip-ft Lh 21.92 ft Lb 10.93 ft CALCULATED STRENGTH V 46.00 Kips VRBS, 109.35 Kips V. -17.35 Kips M3,, 803.51 Kip-ft Mf, -711.51 Kip-ft dMpe 852.50 Kip-ft V3 109.35 Kips 4,V,, 206.78 Kips Mf<=4dMpe. Flexural strength of beam is sufficient at the column face. Vu<=4tvVn. Shear strength of beam is sufficient. .4/SC 338 2,4,1o, b cnd .4/SC 360 62.1a 0.3bt.,Ss~50,75bb/ A/SC 358Eq, 5.8-1 0.63d6 5 b :5 0,85dt .4/SC 358 Eq, 5.8- 2 0.1by :5- c LZ 0.25b 1 A/SC 358 Eq. 5.8- 3 +bf2 A/SC 358 Fig. 5.2 -2c c'C -41) .4/SC 338 Eq.5,8-4 C( 1.2 A/5C358 Eq.2.4-2 xtr = Cpr v.Z3g .4/SC 358 Eq. 52-3 L - d -2S /n accordance with .4/SC 358 5,8 St4pp 8 = 2M./L9 + V g .4/5C 358 Eq. 5.8 -9 .41f = Al;,, + Sp, A/SC 358 Eq. 5.8- 6 M. ,4/SC35S Eq. 5.8-7 = 2M../L:: + V -/SC 338 Eq. 3.8- 9 = Cp .4/SC 360 62 - 1 5.300 "Zt.2O2ltlO-1 1579- AO- Avivr, Apts -West Parcel (Cvrlsbvd)\Ertpneer3tg\Cvlcs\RAM tlentents\ BEAM TO COLUMN CONNECTION CONTINUITY PLATE REQUIREMENTS Requirements for continuity plates are checked in accordance with AISC 341 E3.6f and AISC 360.110 t~! 1.85 in. without continuity plates /6 AISC 341 Eq. E3 - 8 Ru 46 kips Ru = -tbf 316 kips Rr, 6.25Ftif .4/SC 360110— 1 184 kips Ft.(Ck .4/SC 360 110 - 2 &3 209 kips ( r CE 2 1 Rn 1 AISC 360 J10 —4.5o,&5b . [i + ((4 ,. 'c') 0.2) /t) 1 )/t Q1 Continuity plates are required. . Continuity Plate Thickness tp 0.77 in t, = tbf A,1 3.44 in' .4f4, = 1pWclp Wrf,p 4.46 in W.jp = - k1 .. Continuity plate to column web OP weld area A55 8.95 in' — 2(k 52 + 1.75)) Required strength of the continuity plate weld to the the column web is the minimum of the following 309 Kips Zri4:f .413C EI.6f, 2,c, 1 537 Kips qs,p . 341 53.6f.2.C.2 373 Kips .4/SC 341 E3,6f.2.c.3 R, 309 Kips Continuity plate to column web weld strength Weld Type OP Fnw 70 ksi D—id n/a if cJP .4/SC 360 Eq.G2 - 1 4tR. 537 Kips Re. j 4*pvo.6F. If Fu .4/5C 360 Eq.j2 4 PANEL ZONE REQUIREMENTS Panel Zone Shear Strength - - R.p2 .F t",tbf RMI 547 Kips M1i(Di$EflC btw C 'i l/cs) V 40 Kips Ru = Rsjj - ISC 341 E3.6 507 Kips t 0.655 in 3/4 in 863 Kips . F. R 0,6dcct + t ) (1 (3b,t,)/cdd + t,AISC 360 110 - 11 Minimum panel zone thickness T,,,, 0.37 in T 11 ((db 2 + (d 2t2 ))/9O 341 E3 7 L'f) .4/SC Panel zone is sufficient. BEAM/COLUMN STRENGTH CHECK Column-Beam moment Ratio 1M Pb 10681 Kip-in F vb Mpy + 14(S + d/2) AISC 343 E3 3 Mr,., 0 Kip-in MPC.b 12219 Kip-in ZM P, 12219 Kip-in = EZ(F1, —P/.4) A15C341 E3 —2 IM*ps/ M*pb Ca, 1.14 Column-Beam moment ratio is sufficient. 5.301 7:\2021110.11579 - AO - Avura Apis - West Parcel lCarisbadliEngineeringiCaicsiRAM Eierr,er,ts\ + NN. Current Date: 3/21/2022 10:07 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'viara - SMF Calcs.retx Load condition: DL=Dead Load Loads....................................................................... ___ Shear force Distributed user loads - Members am Concentrated user loads - Members -23[Kip] -18 4[Kipl 18.4[Kip] -0.7Kip/ft] 1 (26680) 1 KØJ7[Kip] - (30 0) N86 MF-2 N88 A992 Gr50 W18X86 00) GL- . 0 CD tE D) Y N85 ;N87 5.302 Current Date: 3/21/2022 10:07 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: LL=Live Load Loads ___ Shear force Distributed user loads - Members Concentrated user loads - Members 15{KP1 16 LKJ -0.4[K:p..t N 86 MF-2 A992 Gr50 W18X86 157[Kip] (9!oo) IN 88 00) LI) Y 1) 0,0) A N 87 . z x 5.303 1T1 FT:.r iu Current Date: 3/21/2022 10:07 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: Eh=E Horizontal Loads.................................................................................... Shear force Concentrated user loads - Members 11.2[Kip] (200,20,0) 58 (225.5,200) N86 MF-2 N88 A992 Gr5O W 18X86 CC: Ln) 0) 00) 0 E in CO Oo = y 10) A N85 \J37 z x ................ 5.304 CON cn Current Date: 3/21/2022 10:07 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: Ev=E Vertical from HD Above Loads Shear force Concentrated user loads - Members 200) 86 MF-2 F*] A992 Gr50 W 18X86 N185 Y A N 87 ç40,0) Ill 5.305 S Current Date: 3/21/2022 10:07 AM Units system: English File name: Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM ElementsV\viara - SMF Calcs.retx Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis V DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member lg factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TV : Translation in V TZ : Translation in Z Nodes Node X V Z Rigid Floor [ft] [ft] [ft] 85 200.00 0.00 0.00 0 86 200.00 20.00 0.00 0 87 225.50 0.00 0.00 0 88 225.50 20.00 0.00 0 98 225.50 10.00 0.00 0 Restraints Node TX TV TZ RX RY RZ 85 1 1 1 0 0 0 87 1 1 1 0 0 0 Pagel 5.306 Members Member NJ NK Description Section Material dO dL Ig fact [in] [in] 58 86 88 MF-2 -------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- W 18X86 A992 Gr50 0.00 0.00 0.00 59 85 86 Column W 18X119 A992 Gr50 0.00 0.00 0.00 60 87 88 Column W 18X119 A992 Gr50 0.00 0.00 0.00 Page2 5.307 Ekrniwt Nr Current Date: 3/21/2022 10:08 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Analysis result Translations Translations [ml Rotations [Radi Node TX TY TZ RX RY RZ Condition SDII.4DL 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00084 86 0.02288 -0.01491 0.00000 0.00000 0.00000 -0.00209 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00102 88 0.02020 -0.01447 0.00000 0.00000 0.00000 0.00191 98 0.09815 -0.00733 0.00000 0.00000 0.00000 -0.00028 Condition SD21.2DL+1.6LL 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00132 86 0.03937 -0.02464 0.00000 0.00000 0.00000 -0.00333 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00163 88 0.03513 -0.02390 0.00000 0.00000 0.00000 0.00303 98 0.15767 -0.01203 0.00000 0.00000 0.00000 -0.00046 Condition SD31 .6DL+O.5LL+Eh+3Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00330 86 0.89294 -0.01856 0.00000 0.00000 0.00000 -0.00462 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00584 88 0.88695 -0.02231 0.00000 0.00000 0.00000 0.00089 98 0.64572 -0.01127 0.00000 0.00000 0.00000 -0.00415 Condition SD41.6DL+0.5LL-Eh-3Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00559 86 -0.82778 -0.02293 0.00000 0.00000 0.00000 -0.00113 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.00303 88 -0.82910 -0.01794 0.00000 0.00000 0.00000 0.00436 98 -0.37478 -0.00908 0.00000 0.00000 0.00000 0.00337 Condition SD5=O.5DL+Eh+Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00396 86 0.83235 -0.00323 0.00000 0.00000 0.00000 -0.00242 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00461 88 0.82907 -0.00727 0.00000 0.00000 0.00000 -0.00098 98 0.52329 -0.00367 0.00000 0.00000 0.00000 -0.00370 Condition SD60.5DL-Eh-Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00455 86 -0.81625 -0.00743 0.00000 0.00000 0.00000 0.00093 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.00388 88 -0.81486 -0.00307 0.00000 0.00000 0.00000 0.00235 98 -0.45344 -0.00157 0.00000 0.00000 0.00000 0.00350 Condition RBSII.6DL+0.5LL+Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00114 86 0.03250 -0.02075 0.00000 0.00000 0.00000 -0.00287 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00140 88 0.02883 -0.02013 0.00000 0.00000 0.00000 0.00262 98 0.13536 -0.01018 0.00000 0.00000 0.00000 -0.00039 Condition RBS2I .6DL+O.5LL-Ev Pagel 5.308 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00114 86 0.03250 -0.02075 0.00000 0.00000 0.00000 -0.00287 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00140 88 0.02883 -0.02013 0.00000 0.00000 0.00000 0.00262 98 0.13536 -0.01018 0.00000 0.00000 0.00000 -0.00039 Condition RBS3I.6DL+O.5LL+3Eh+Ev ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01219 86 2.61428 -0.01419 0.00000 0.00000 0.00000 -0.00811 87 . 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01472 88 2.60372 -0.02669 0.00000 0.00000 0.00000 -0.00258 98 1.66710 -0.01346 0.00000 0.00000 0.00000 -0.01166 Condition RBS4I.6DL+0.5LL-3Eh-Ev ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.01448 86 -2.54789 -0.02730 0.00000 0.00000 0.00000 0.00235 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.01190 88 -2.54443 -0.01357 0.00000 0.00000 0.00000 0.00783 98 -1.39439 -0.00690 0.00000 0.00000 0.00000 0.01088 Condition FDIDL+LL ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00097 86 0.02832 -0.01806 0.00000 0.00000 0.00000 -0.00245 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00120 88 0.02519 -0.01752 0.00000 0.00000 0.00000 0.00223 98 0.11565 -0.00883 0.00000 0.00000 0.00000 -0.00034 Condition FD2DL+LL+0.714Eh+0.714Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00218 86 0.63798 -0.01651 0.00000 0.00000 0.00000 -0.00369 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00434 88 0.63319 -0.01907 0.00000 0.00000 0.00000 0.00100 98 0.47717 -0.00960 0.00000 0.00000 0.00000 -0.00300 Condition FD3DL+LL-0.714Eh-0.714Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00412 86 -0.58126 -0.01961 0.00000 0.00000 0.00000 -0.00121 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.00195 88 -0.58271 -0.01597 0.00000 0.00000 0.00000 0.00346 98 -0.24576 -0.00805 0.00000 0.00000 0.00000 0.00233 Condition F040.9DL+0.714Eh+0.714Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00254 86 0.61000 -0.00807 0.00000 0.00000 0.00000 -0.00255 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00372 88 0.60662 -0.01082 0.00000 0.00000 0.00000 0.00003 98 0.41580 -0.00547 0.00000 0.00000 0.00000 -0.00278 Condition FD5=0.9DL-0.714Eh-0.714Ev 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00361 86 -0.58090 -0.01110 0.00000 0.00000 0.00000 -0.00013 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.00242 88 -0.58095 -0.00779 0.00000 0.00000 0.00000 0.00243 98 -0.28996 -0.00396 0.00000 0.00000 0.00000 0.00242 Condition BPII.4DL 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00084 86 0.02288 -0.01491 0.00000 0.00000 0.00000 -0.00209 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00102 Page2 5.309 88 0.02020 -0.01447 0.00000 0.00000 0.00000 0.00191 98 0.09815 -0.00733 0.00000 0.00000 0.00000 -0.00028 Condition BP21.2DL+1.6LL ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00132 86 0.03937 -0.02464 0.00000 0.00000 0.00000 -0.00333 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00163 88 0.03513 -0.02390 0.00000 0.00000 0.00000 0.00303 98 0.15767 -0.01203 0.00000 0.00000 0.00000 -0.00046 Condition BP31.6DL+0.5LL+3Eh+3Ev+Er ---------------------------------------------------------------------------------------------------------------------------------------------------------------- 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01219 86 2.61428 -0.01419 0.00000 0.00000 0.00000 -0.00811 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01472 88 2.60372 -0.02669 0.00000 0.00000 0.00000 -0.00258 98 1.66710 -0.01346 0.00000 0.00000 0.00000 -0.01166 Condition BP4=1.6DL+0.5LL-3Eh-3Ev-Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.01448 86 -2.54789 -0.02730 0.00000 0.00000 0.00000 0.00235 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.01190 88 -2.54443 -0.01357 0.00000 0.00000 0.00000 0.00783 98 -1.39439 -0.00690 0.00000 0.00000 0.00000 0.01088 Condition BP50.5DL+3Eh+3Ev+Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01246 86 2.48150 0.00097 0.00000 0.00000 0.00000 -0.00577 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01310 88 2.47366 -0.01147 0.00000 0.00000 0.00000 -0.00431 98 1.50083 -0.00577 0.00000 0.00000 0.00000 -0.01090 Condition BP60.5DL-3Eh-3Ev-Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.01307 86 -2.46429 -0.01162 0.00000 0.00000 0.00000 0.00427 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.01236 88 -2.45812 0.00113 0.00000 0.00000 0.00000 0.00568 98 -1.42937 0.00053 0.00000 0.00000 0.00000 0.01069 Condition BP71.6DL+0.5LL+Eh+Ev+Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00330 86 0.89294 -0.01856 0.00000 0.00000 0.00000 -0.00462 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00584 88 0.88695 -0.02231 0.00000 0.00000 0.00000 0.00089 98 0.64572 -0.01127 0.00000 0.00000 0.00000 -0.00415 Condition 8P8=1.6DL+0.5LL-Eh-Ev-Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00559 86 -0.82778 -0.02293 0.00000 0.00000 0.00000 -0.00113 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.00303 88 -0.82910 -0.01794 0.00000 0.00000 0.00000 0.00436 98 -0.37478 -0.00908 0.00000 0.00000 0.00000 0.00337 Condition 6P90.5DL+Eh+Ev+Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00396 86 0.83235 -0.00323 0.00000 0.00000 0.00000 -0.00242 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00461 88 0.82907 -0.00727 0.00000 0.00000 0.00000 -0.00098 98 0.52329 -0.00367 0.00000 0.00000 0.00000 -0.00370 Page3 5.310 Condition BPI0=0.5DL-Eh-Ev-Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 0.00455 86 -0.81625 -0.00743 0.00000 0.00000 0.00000 0.00093 87 0.00000 0.00000 0.00000 0.00000 0.00000 0.00388 88 -0.81486 -0.00307 0.00000 0.00000 0.00000 0.00235 98 -0.45344 -0.00157 0.00000 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 0.00000 0.00000 0.00350 Condition DriftEh+Ev+Er 85 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00419 86 0.81260 0.00207 0.00000 0.00000 0.00000 -0.00165 87 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00418 88 0.81028 -0.00207 0.00000 0.00000 0.00000 -0.00164 98 0.48132 -0.00104 0.00000 0.00000 0.00000 -0.00355 Maximum forces at members Condition : SDII.4DL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -6.43 33.44 0.00 0.00 0.00 190.29 Mm -6.43 -31.56 0.00 0.00 0.00 -128.63 MEMBER 59 Max -61.58 -6.43 0.00 0.00 0.00 0.00 Mm -64.90 -6.43 0.00 0.00 0.00 -128.40 MEMBER 60 Max -59.70 6.43 0.00 0.00 0.00 128.63 Mm -63.03 6.43 0.00 0.00 0.00 0.00 Condition : SD21.2DL+1.6LL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -10.18 52.39 0.00 0.00 0.00 306.18 Mm -10.18 -49.25 0.00 0.00 0.00 -203.85 MEMBER 59 Max -103.07 -10.18 0.00 0.00 0.00 0.00 Mm -105.92 -10.18 0.00 0.00 0.00 -203.19 MEMBER 60 Max -99.93 10.18 0.00 0.00 0.00 203.85 Mm -102.78 10.18 0.00 0.00 0.00 0.00 Condition : SD31.6DL+0.5LL+Eh+3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -14.37 36.36 0.00 0.00 0.00 268.17 Mm -14.37 -52.28 0.00 0.00 0.00 -294.42 MEMBER 59 Max -76.82 -3.17 0.00 0.00 0.00 0.00 Mm -80.62 -3.17 0.00 0.00 0.00 -57.53 MEMBER 60 Page4 5.311 Max -92.74 14.37 0.00 0.00 0.00 294.42 Mm -96.54 14.37 --------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD41.6DL+0.5LL-Eh-3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 ------------------------------------------------------------------------------------------------------------------ Max -3.17 54.90 0.00 0.00 0.00 256.28 Mm -3.17 -33.74 0.00 0.00 0.00 -294.03 MEMBER 59 Max -95.36 -14.37 0.00 0.00 0.00 0.00 Mm -99.16 -14.37 0.00 0.00 0.00 -294.03 MEMBER 60 Max -74.20 3.17 0.00 0.00 0.00 58.07 Mm -78.00 3.17 ------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD50.5DL+Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -7.86 3.04 0.00 0.00 0.00 79.48 Mm -7.86 -20.18 0.00 0.00 0.00 -159.37 MEMBER 59 Max -13.09 3.34 0.00 0.00 0.00 67.71 Mm -14.28 3.34 0.00 0.00 0.00 0.00 MEMBER 60 Max -30.23 7.86 0.00 0.00 0.00 159.37 Mm -31.41 7.86 0.00 0.00 0.00 0.00 Condition : SD60.50L-Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max 3.33 20.85 0.00 0.00 0.00 74.65 Min 3.33 -2.37 0.00 0.00 0.00 -159.49 MEMBER 59 Max -30.90 -7.87 0.00 0.00 0.00 0.00 Mm -32.09 -7.87 0.00 0.00 0.00 -159.49 MEMBER 60 Max -12.42 -3.33 0.00 0.00 0.00 0.00 Mm -13.60 -3.33 0.00 0.00 0.00 -67.54 Condition : RBSI=1.6DL+0.5LL+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -8.80 45.63 0.00 0.00 0.00 262.21 Mm -8.80 -43.01 0.00 0.00 0.00 -176.26 MEMBER 59 Max -86.09 -8.80 0.00 0.00 0.00 0.00 Mm -89.89 -8.80 0.00 0.00 0.00 -175.80 Page5 5.312 MEMBER 60 Max -83.47 8.80 0.00 0.00 0.00 176.26 Mm -87.27 8.80 ------------------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 0.00 Condition : RBS2I.60L+0.5LL-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ---------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -8.80 45.63 0.00 0.00 0.00 262.21 Mm -8.80 -43.01 0.00 0.00 0.00 -176.26 MEMBER 59 Max -86.09 -8.80 0.00 0.00 0.00 0.00 Mm -89.89 -8.80 0.00 0.00 0.00 -175.80 MEMBER 60 Max -83.47 8.80 0.00 0.00 0.00 176.26 Mm -87.27 8.80 -------------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : RBS3=1.6DL+0.5LL+3Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -25.30 17.81 0.00 0.00 0.00 286.91 Mm -25.30 -70.83 0.00 0.00 0.00 -530.62 MEMBER 59 Max -58.27 8.30 0.00 0.00 0.00 179.10 Mm -62.07 8.30 0.00 0.00 0.00 0.00 MEMBER 60 Max -111.29 25.30 0.00 0.00 0.00 530.62 Mm -115.08 25.30 0.00 0.00 0.00 0.00 Condition : RBS4I.6DL+0.5LL-3Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max 8.31 73.44 0.00 0.00 0.00 257.63 Min 8.31 -15.20 0.00 0.00 0.00 -530.39 MEMBER 59 Max -113.90 -25.29 0.00 0.00 0.00 0.00 Mm -117.70 -25.29 0.00 0.00 0.00 -530.39 MEMBER 60 Max -55.66 -8.31 0.00 0.00 0.00 0.00 Mm -59.45 -8.31 0.00 0.00 0.00 -178.42 Condition : FDIDL+LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -7.51 38.72 0.00 0.00 0.00 225.30 Mm -7.51 -36.41 0.00 0.00 0.00 -150.36 MEMBER 59 Max -75.42 -7.51 0.00 0.00 0.00 0.00 Page6 5.313 Mm -77.79 -7.51 0.00 0.00 0.00 -150.01 MEMBER 60 Max -73.11 7.51 0.00 0.00 0.00 150.36 Mm -75.49 7.51 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 0.00 Condition FD2=DL+LL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 ------------------------------------------------------------------------------------------------------------- Max -11.49 32.15 0.00 0.00 0.00 229.53 Mm -11.49 -42.98 0.00 0.00 0.00 -234.12 MEMBER 59 Max -68.85 -3.50 0.00 0.00 0.00 0.00 Mm -71.22 -3.50 0.00 0.00 0.00 -66.18 MEMBER 60 Max -79.68 11.49 0.00 0.00 0.00 234.12 Mm -82.06 11.49 0.00 0.00 0.00 0.00 Condition : FD3=DL+LL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -3.49 45.29 0.00 0.00 0.00 221.09 Mm -3.49 -29.84 0.00 0.00 0.00 -233.83 MEMBER 59 Max -81.99 -11.49 0.00 0.00 0.00 0.00 Mm -84.37 -11.49 0.00 0.00 0.00 -233.83 MEMBER 60 Max -66.54 3.49 0.00 0.00 0.00 66.59 Mm -68.91 3.49 0.00 0.00 0.00 0.00 Condition : FD40.9DL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -8.11 15.07 0.00 0.00 0.00 126.46 Mm -8.11 -26.72 0.00 0.00 0.00 -164.59 MEMBER 59 Max -33.16 -0.12 0.00 0.00 0.00 0.00 Mm -35.30 -0.12 0.00 0.00 0.00 -0.58 MEMBER 60 Max -44.81 8.11 0.00 0.00 0.00 164.59 Mm -46.94 8.11 0.00 0.00 0.00 0.00 Condition : FD50.9DL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -0.12 27.93 0.00 0.00 0.00 118.17 Mm -0.12 -13.86 0.00 0.00 0.00 -164.58 MEMBER 59 Page7 5.314 Max -46.02 -8.12 0.00 0.00 0.00 0.00 Mm -48.15 -8.12 0.00 0.00 0.00 -164.58 MEMBER 60 Max -31.95 0.12 0.00 0.00 0.00 0.77 Mm -34.09 0.12 ------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : BPI=1.4DL Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] ---------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -6.43 33.44 0.00 0.00 0.00 190.29 Mm -6.43 -31.56 0.00 0.00 0.00 -128.63 MEMBER 59 Max -61.58 -6.43 0.00 0.00 0.00 0.00 Mm -64.90 -6.43 0.00 0.00 0.00 -128.40 MEMBER 60 Max -59.70 6.43 0.00 0.00 0.00 128.63 Mm -63.03 6.43 ---------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : BP21.20L+1.6LL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -10.18 52.39 0.00 0.00 0.00 306.18 Mm -10.18 -49.25 0.00 0.00 0.00 -203.85 MEMBER 59 Max -103.07 -10.18 0.00 0.00 0.00 0.00 Mm -105.92 -10.18 0.00 0.00 0.00 -203.19 MEMBER 60 Max -99.93 10.18 0.00 0.00 0.00 203.85 Mm -102.78 10.18 0.00 0.00 0.00 0.00 Condition : BP3=1.6DL+0.5LL+3Eh+3Ev+Er Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -25.30 17.81 0.00 0.00 0.00 286.91 Mm -25.30 -70.83 0.00 0.00 0.00 -530.62 MEMBER 59 Max -58.27 8.30 0.00 0.00 0.00 179.10 Mm -62.07 8.30 0.00 0.00 0.00 0.00 MEMBER 60 Max -111.29 25.30 0.00 0.00 0.00 530.62 Mm -115.08 25.30 0.00 0.00 0.00 0.00 Page8 5.315 Condition : BP4=1.6DL+0.5LL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] . [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 ------------------------------------------------------------------------------------------------------------------ Max 8.31 73.44 0.00 0.00 0.00 257.63 Min 8.31 -15.20 0.00 0.00 0.00 -530.39 MEMBER 59 Max -113.90 -25.29 0.00 0.00 0.00 0.00 Mm -117.70 -25.29 0.00 0.00 0.00 -530.39 MEMBER 60 Max -55.66 -8.31 0.00 0.00 0.00 0.00 Mm -59.45 -8.31 ---------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -178.42 Condition : BP505DL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 -------------------------------------------------------------------------------------------------------------- Max -18.81 -14.77 0.00 0.00 0.00 295.04 Mm -18.81 -37.98 0.00 0.00 0.00 -386.15 MEMBER 59 Max 4.72 14.79 0.00 0.00 0.00 295.04 Min 3.53 14.79 0.00 0.00 0.00 0.00 MEMBER 60 Max -48.03 18.81 0.00 0.00 0.00 386.15 Mm -49.22 18.81 0.00 0.00 0.00 0.00 Condition : BP60.5DL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max 14.78 38.66 0.00 0.00 0.00 294.58 Min 14.78 15.44 0.00 0.00 0.00 -386.57 MEMBER 59 Max -48.71 -18.82 0.00 0.00 0.00 0.00 Mm -49.89 -18.82 0.00 0.00 0.00 -386.57 MEMBER 60 Max 5.39 -14.78 0.00 0.00 0.00 0.00 Min 4.20 -14.78 0.00 0.00 0.00 -294.58 Condition : BP71.6DL+0.5LL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -14.37 36.36 0.00 0.00 0.00 268.17 Mm -14.37 -52.28 0.00 0.00 0.00 -294.42 MEMBER 59 Max -76.82 -3.17 0.00 0.00 0.00 0.00 Mm -80.62 -3.17 0.00 0.00 0.00 -57.53 MEMBER 60 Max -92.74 14.37 0.00 0.00 0.00 294.42 Mm -96.54 14.37 0.00 0.00 0.00 0.00 Page9 5.316 Condition : BP81.6DL+0.5LL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 ------------------------------------------------------------------------------------------------------------------- Max -3.17 54.90 0.00 0.00 0.00 256.28 Mm -3.17 -33.74 0.00 0.00 0.00 -294.03 MEMBER 59 Max -95.36 -14.37 0.00 0.00 0.00 0.00 Mm -99.16 -14.37 0.00 0.00 0.00 -294.03 MEMBER 60 Max -74.20 3.17 0.00 0.00 0.00 58.07 Mm -78.00 3.17 --------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : BP90.5DL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 ---------------------------------------------------------------------------------------------------------------- Max -7.86 3.04 0.00 0.00 0.00 79.48 Mm -7.86 -20.18 0.00 0.00 0.00 -159.37 MEMBER 59 Max -13.09 3.34 0.00 0.00 0.00 67.71 Mm -14.28 3.34 0.00 0.00 0.00 0.00 MEMBER 60 Max -30.23 7.86 0.00 0.00 0.00 159.37 Mm -31.41 7.86 0.00 0.00 0.00 0.00 Condition : BPIOO.5DL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max 3.33 20.85 0.00 0.00 0.00 74.65 Min 3.33 -2.37 0.00 0.00 0.00 -159.49 MEMBER 59 Max -30.90 -7.87 0.00 0.00 0.00 0.00 Mm -32.09 -7.87 0.00 0.00 0.00 -159.49 MEMBER 60 Max -12.42 -3.33 0.00 0.00 0.00 0.00 Mm -13.60 -3.33 0.00 0.00 0.00 -67.54 Condition : DriftEh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 58 Max -5.57 -8.78 0.00 0.00 0.00 112.10 Mm -5.57 -8.78 0.00 0.00 0.00 -111.90 MEMBER 59 Max 8.78 5.63 0.00 0.00 0.00 112.10 Min 8.78 5.63 0.00 0.00 0.00 0.00 MEMBER 60 Max -8.78 5.57 0.00 0.00 0.00 111.90 Mm -8.78 5.57 0.00 0.00 0.00 0.00 PagelO 5.317 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITION SDI=1.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.36055 (L/849) 50.00000 0.00000 (<L/10000) 0.00000 59 0.08910 (U2694) 62.50000 0.00000 (<U10000) 0.00000 60 0.08937 (L12685) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.57442 (U533) ---------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (<U1 0000) 0.00000 59 0.14142 (L11697) 62.50000 0.00000 (<L/10000) 0.00000 60 0.14216 (U1688) 62.50000 0.00000 (< U10000) 0.00000 CONDITION SD3=1 .6DL+0.5LL+Eh+3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.49546 (L1618) 50.00000 0.00000 (<U10000) 0.00000 59 0.03997 (U6004) 62.50000 0.00000 (< U10000) 0.00000 60 0.20522 (U1169) 62.50000 0.00000 (<U10000) 0.00000 CONDITION SD4=1.6DL+O.5LL-Eh-3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.49481 (U618) 50.00000 0.00000 (< U10000) 0.00000 59 0.20454 (U1173) 62.50000 0.00000 (<U10000) 0.00000 60 0.04037 (L/5945) 62.50000 0.00000 (<U10000) 0.00000 CONDITION SD50.5DL+Eh+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.14470 (LI2115) 37.50000 0.00000 (<U10000) 0.00000 59 0.04682 (U5126) 62.50000 0.00000 (<L/10000) 0.00000 60 0.11042 (U2173) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD60.5DL-Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.14034 (U2180) 62.50000 0.00000 (<U1 0000) 0.00000 59 0.11043 (U2173) 62.50000 0.00000 (<U10000) 0.00000 60 0.04672 (U5137) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBSII.6DL+O.5LL+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.49508 (U618) 50.00000 0.00000 (< U10000) 0.00000 59 0.12221 (U1964) 62.50000 0.00000 (<U10000) 0.00000 60 0.12274 (U1955) 62.50000 0.00000 (<U10000) 0.00000 Pagell 5.318 CONDITION RBS2I.6DL+0.5LL-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.49508 (L/618) 50.00000 0.00000 (< L/10000) 0.00000 59 0.12221 (L11964) 62.50000 0.00000 (<L/10000) 0.00000 60 0.12274 (L/1955) ------------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< L/10000) 0.00000 CONDITION RBS3I.6DL+0.5LL+3Eh+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.53673 (L1570) ----------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (<L/10000) 0.00000 59 0.12426 (L/1931) 62.50000 0.00000 (<L/10000) 0.00000 60 0.37054 (L1648) --------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION RBS4I.6DL+0.5LL-3Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.51972 (L/589) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (< U10000) 0.00000 59 0.36945 (L1650) 62.50000 0.00000 (<U10000) 0.00000 60 0.12401 (U1935) 62.50000 0.00000 (<U10000) 0.00000 CONDITION FDI=DL+LL Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.42321 (U723) 50.00000 0.00000 (<U10000) 0.00000 59 0.10420 (U2303) 62.50000 0.00000 (< U10000) 0.00000 60 0.10459 (L12295) 62.50000 0.00000 (< U10000) 0.00000 CONDITION FD2DL+LL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.42346 (L/723) 50.00000 0.00000 (<U10000) 0.00000 59 0.04595 (L/5223) 62.50000 0.00000 (<U10000) 0.00000 60 0.16296 (L/1473) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD3DL+LL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.42301 (L1723) 50.00000 0.00000 (<U10000) 0.00000 59 0.16250 (L/1477) 62.50000 0.00000 (<U10000) 0.00000 60 0.04628 (L/5186) 62.50000 0.00000 (<U10000) 0.00000 CONDITION FD40.9DL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.23191 (L/1319) 50.00000 0.00000 (<L/10000) 0.00000 59 0.00040 (<U10000) 62.50000 0.00000 (<U1 0000) 0.00000 60 0.11420 (L/2102) 62.50000 0.00000 (< U10000) 0.00000 Page12 5.319 CONDITION F050.9DL.0.714Eh-0.714Ev Member Defl. (2) [in] c(%) Defl. (3) [in] 58 0.23149 (U1 322) 50.00000 0.00000 (<L/10000) 0.00000 59 0.11408 (U2104) 62.50000 0.00000 (< L/10000) 0.00000 60 0.00052 (<L/10000) ---------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<U1 0000) 0.00000 CONDITION BPI=1.4DL Member Defl. (2) [in] --------------------------------------------------------------------------------------------------------------------------------------- @(%) Defl. (3) [in] 58 0.36055 (U849) 50.00000 0.00000 (< U10000) 0.00000 59 0.08910 (U2694) 62.50000 0.00000 (< U10000) 0.00000 60 0.08937 (U2685) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BP2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.57442 (U533) 50.00000 0.00000 (<U10000) 0.00000 59 0.14142 (U1697) 62.50000 0.00000 (<L/10000) 0.00000 60 0.14216 (U1688) 62.50000 0.00000 (< U10000) 0.00000 CONDITION BP31.6DL+O.5LL+3Eh+3Ev+Er Member Defl. (2) [in] §(%) Defl. (3) [in] 58 0.53673 (U570) 37.50000 0.00000 (<U10000) 0.00000 59 0.12426 (U1931) 62.50000 0.00000 (<U10000) 0.00000 60 0.37054 (U648) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BP4=1.6DL+0.5LL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.51972 (U589) 62.50000 0.00000 (< U10000) 0.00000 59 0.36945 (U650) 62.50000 0.00000 (< U10000) 0.00000 60 0.12401 (U1 935) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BP50.5DL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.21834 (U1401) 25.00000 0.00000 (< U10000) 0.00000 59 0.20376 (U1178) 62.50000 0.00000 (<U10000) 0.00000 60 0.26800 (U896) 62.50000 0.00000 (< U10000) 0.00000 CONDITION BP60.5DL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.21286 (U1438) 75.00000 0.00000 (< U10000) 0.00000 59 0.26800 (L1896) 62.50000 0.00000 (< U10000) 0.00000 60 0.20344 (U1 i80) 62.50000 0.00000 (<U10000) 0.00000 Page13 5.320 CONDITION BP7=1.6DL+0.5LL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.49546 (U618) ------------------------------------------------------------------------------------------------------------------------------------------ 50.00000 0.00000 (<U10000) 0.00000 59 0.03997 (L16004) 62.50000 0.00000 (< U10000) 0.00000 60 0.20522 (L/1169) ------------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< L/10000) 0.00000 CONDITION BP8=1.6DL+0.5LL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.49481 (L/618) ----------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (<L/10000) 0.00000 59 0.20454 (Ui173) 62.50000 0.00000 (<U1 0000) 0.00000 60 0.04037 (U5945) 62.50000 0.00000 (<U1 0000) 0.00000 CONDITION BP9=0.5DL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.14470 (L/2115) ------------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (<L/10000) 0.00000 59 0.04682 (U5126) 62.50000 0.00000 (< U10000) 0.00000 60 0.11042 (L/2173) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BPIO=0.5DL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.14034 (L/2180) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (<U10000) 0.00000 59 0.11043 (U2173) 62.50000 0.00000 (< U10000) 0.00000 60 0.04672 (L/5137) ----------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION DriftEh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 58 0.04457 (U6866) 25.00000 0.00000 (< U10000) 0.00000 59 0.07739 (U3101) 62.50000 0.00000 (< U10000) 0.00000 60 0.07737 (U3102) 62.50000 0.00000 (<L/10000) 0.00000 Page14 5.321 Current Date: 3/21/2022 10:08 AM Units system: English File name: Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design: SD1 =1.4DL SD2=1.2DL+1.6LL SD31 .6DL+0.5LL+Eh+3Ev SD41 .6DL+0.5LL-Eh-3Ev SD50.5DL+Eh+Ev SD60.5DL-Eh-Ev Description Section Member Ctrl Eq. Ratio Status Reference Column W18X119 59 SD1 at 100.00% 0.15 OK SD2 at 100.00% 0.24 OK SD3 at 100.00% 0.10 OK Eq. Hi-lb SD4 at 100.00% 0.33 OK Eq. Hi-lb SD5 at 100.00% 0.07 OK SD6 at 100.00% 0.17 OK 60 SD1 at 100.00% 0.15 OK SD2 at 100.00% 0.24 OK SD3 at 100.00% 0.33 OK Eq. Hi-lb SD4 at 100.00% 0.10 OK Eq. Hi-lb SD5 at 100.00% 0.17 OK SD6 at 100.00% 0.07 OK ME W 18X86 58 SD1 at 50.00% 0.26 OK SD2 at 50.00% 0.42 OK Eq. Hi-lb SD3 at 100.00% 0.43 OK Eq. Hi-lb SD4 at 0.00% 0.42 OK Eq. Hi-lb SD5 at 100.00% 0.23 OK SD6 at 0.00% 0.23 OK Pagel 5.322 114' AN VCAI Design By: EK Date: 3/18/2022 CONNECTION NO. 3 BEAM AND COLUMN SECTION PROPERTIES A (in .2) d (in.) b1 (in.) t (in.) t,, (in.) Z, (in.) W )kips/ft) K3et K3 F3 )ksi) F. )ksi) R3 ry 25.3 18.4 11.1 0.77 0.48 186 0.086 1.625 1.0625 50 65 1.1 2.63 Columns A (in.2) d (in.) b, (in.) t (in.) t,, (in.) Z. (in.) W )kips/ft) Kdet K1 F3 )ksi) F, )ksi) R3 35.1 1 19.0 11.3 1.06 0.655 262 0.119 1.9375 1.1875 50 65 1.1 Resistance Factors 1 0.9 1 RIGHT BEAM Span Length 29 ft RBS Value Mm. Value Max. Value a 6.00 5.55 8.33 in b 12.00 11.96 15.64 in C 2.00 1.11 2.78 in 53 12.00 in ZRBS 131.70 in' C3, 1.15 Mpr 694.17 Kip-ft L3 25.42 ft Lb 10.93 ft CALCULATED STRENGTH V1 64.00 Kips VRBS. 118.62 Kips VRBS. 9.38 Kips M3,, 812.79 Kip-ft M3, -684.79 Kip-ft 43dMpe 852.50 Kip-ft V, 118.62 Kips 43,V 206.78 Kips Mf<mdMpe. Flexural strength of beam is sufficient at the column face. Vu<=43vVn. Shear strength of beam is sufficient. A/SC 358 24,la, b and A/SC 360 G2,1a 0.5b! !~, a ~5 0.75bbf A/SC 358 2q. 5.8-I 0.65d 5 6 5 0.85db .4/SC 352 £. 5.8- 2 0.1b ,f c i5 0.25b, .4/5C 358 2q. 52-3 = a + .4/5C 358 Fig. 5,2 Zp 2c41(d8 - t) .4/SC 358 Eq.5.8 -4 ~ 1.2 A!SC35S Eq.2.4-2 = CRF.Zp,g A/SC 358 Eq. 5,8 - S Lh = L - d. -2S In accordance with A/SC 358 5.8 Step a = 2M53 fL + 11, A/SC 358 Eq. 5.8 -9 = M + .4/SC 358 Eq. 58 -6 Up,= R Z .4/SC 358 Eq. 5.8 - 7 Vu = 2 Alp r /Lp + I A/SC 358 Eq. 5.8 - 9 = O.6F,,.A3cC.. A/SC 360 62 - 1 5.323 Z 0021)10-11579 - AO . Av,r, Aple - Wee Parcel (C,rIcbd)kEng,r1eer11g\CIcc\RAM Elercecle\ BEAM TO COLUMN CONNECTION CONTINUITY PLATE REQUIREMENTS Requirements for continuity plates are checked in accordance with AISC 341 E3.6f and AISC 360 J10 t0~ 1.85 in. without continuity plates t4. 16 A/SC 341 Eq, F3 8 R0 46 kips Rsc OR0 316 kips Rn .4/SC 360 110 OR0 184 kips Rn F.t15.(Ck+ tbf) .4/SC 350 1102&3 OR0 209 kips J . .j( c/)Ca Qi Rn A/SC 360 310 Continuity plates are required. + ( 41' - 0.2) (t hci)}j(fft)/;re. Q1 Continuity Plate Thickness tp 0.77 in A01, 3.44 in2 W,f,P 4.46 in . Wcf P = b, f/2 - Continuity plate to column web OP weld area A, 8.95 in = t p( 2(k + 1.75) Required strength of the continuity plate weld to the the column web is the minimum of the following 4flFAp 309 Kips ZP,Fy'1c1,P A/SC 341 E36f.2.c.1 537 Kips .415 341 ff3.6f. 2. c. 2 373 Kips .4/SC 34.1 E3.6!. 2. c.3 R, 309 Kips Continuity plate to column web weld strength Weld Type OP 70 ksi 0we1d n/a 29O4 If C/P A/SC 360 Eq.G2 - 1 diR0 537 Kips I 4V 0.6D5 4con(45) (d 2(k + 1.75)) if Fl//et .4/SC 360 Eq,J2 - PANEL ZONE REQUIREMENTS Panel Zone Shear Strength RMf 553 Kips M;l(Dlttrnce btws Cor SpZice.c) V0 81 Kips R R1 - . A/SC 341 E3.6e R, 472 Kips t 0.655 in tdP total 3/4 in 863 Kips p F. R = 0.6Fdcct + tp*) (' + (3b1 1')/( ( + t, A/SC 360 J10— 11 Minimum panel zone thickness yc T,0 0.37 in F t ((dc - 2t1) + (d 2t1))/90 .4/SC 341 E3 7 Panel zone is sufficient. BEAM/COLUMN STRENGTH CHECK Column-Beam moment Ratio M*pb 10880 Kip-in + V, + d/2) A/SC 341 E3 - 3 M 00 0 Kip-in 12309 Kip-in 12309 Kip-in = FZ,(F - PIA) A/SC 341 E3 - 2 ZM*pbroac 1.13 Column-Beam moment ratio is sufficient. 5.324 "Z\2021\10-11579- AO- Aviara Apto - West Parcel (Carisbad)tEngineering\Calco\RAM Elerroente\ Current Date: 3/21/2022 10:09 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: DL=Dead Load Loads Shear force Distributed user loads - Members Concentrated user loads Members -14 5[Kip] - [1pftI 300,10,0) 490 4.4[Kpi r29f ' 61 MF-3 A992 Gr50 W 18X86 (32910,0) N 92 C, 0) QO - CD 00) -1 N1 :J) N 39 5.325 LJ ifl1 Current Date: 3/21/2022 10:09 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM ElementsV\viara - SMF Calcs.retx Lnd inndjtion: LL=Live Load Loads............................................................... Shear force Distributed user loads Members Concentrated user loads - Members i2.[Kip] Kip/1 I 4.2[Kip] - 9[Kip] 1 7[Kip] (300,100) -.61 (32910,0) N 90 MF-3 N 92 A992Gr50 00) W18X86 . N1 5.326 wil MF-3 A992 Gr50 W 18X86 245[Kip] _- Current Date: 3/21/2022 10:09 AM Units system: English File name: Z:\2021 \10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: Eh=E Horizontal Loads Shear force Concentrated user loads - Members 4 N91 5.327 Current Date: 3/21/2022 10:09 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'viara - SMF Calcs.retx Load condition: Ev=E Vertical from HO Above Loads Shear force Concentrated user loads - Members 14.9[Kip] I 3OO,10.0) 61 (329100) N 90 MF-3 'N 92 / \ A992Gr50 Ln '- W18X86 (o— c' O- OC) 00) 00) -., Y A 5.328 Current Date: 3/21/2022 10:10 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member lg factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Rigid Floor [ft] [ft] IN 89 300.00 0.00 0.00 0 90 300.00 10.00 0.00 0 91 329.00 0.00 0.00 0 92 329.00 10.00 0.00 0 Restraints Node TX TV TZ RX RY RZ 89 1 1 1 0 0 0 91 1 1 1 0 0 0 Members Pagel 5.329 Member NJ NK Description Section Material dO dL Ig factor [in] [in] 61 90 92 MF-3 ------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------ W 18X86 A992 Gr50 0.00 0.00 0.00 62 89 90 Column W 18X119 A992 Gr50 0.00 0.00 0.00 63 91 92 Column W 18X119 A992 Gr50 0.00 0.00 0.00 Page2 5.330 0.00000 0.00000 0.00008 0.00000 0.00000 -0.00321 0.00000 0.00000 -0.00159 0.00000 0.00000 0.00171 0.00000 0.00000 -0.00345 0.00000 0.00000 -0.00471 0.00000 0.00000 -0.00475 0.00000 0.00000 -0.00066 0.00000 0.00000 0.00357 0.00000 0.00000 -0.00052 0.00000 0.00000 0.00217 0.00000 0.00000 0.00344 0.00000 0.00000 -0.00343 0.00000 0.00000 -0.00271 0.00000 0.00000 -0.00372 0.00000 -------------------------------------------------------------------- 0.00000 -0.00166 0.00000 0.00000 0.00347 0.00000 0.00000 0.00140 0.00000 0.00000 0.00308 0.00000 0.00000 0.00236 0.00000 0.00000 0.00005 0.00000 0.00000 -0.00262 0.00000 0.00000 -0.00130 0.00000 0.00000 0.00138 0.00000 0.00000 0.00007 0.00000 0.00000 -0.00260 0.00000 0.00000 -0.00128 0.00000 0.00000 0.00140 0.00000 0.00000 -0.01039 Pagel 5.331 Current Date: 3/21/2022 10:10 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Analysis result Translations Translations lini Node TX TY TZ Condition SDII.4DL ------------------------------------------------------------------------------------- 89 0.00000 0.00000 0.00000 90 0.05535 -0.00535 0.00000 91 0.00000 0.00000 0.00000 92 0.04749 -0.00395 0.00000 Condition S021.2DL+1.6LL 89 0.00000 0.00000 0.00000 90 0.09741 -0.00921 0.00000 91 0.00000 0.00000 0.00000 92 0.08363 -0.00672 0.00000 Condition SD31.6DL+0.5LL+Eh+3Ev 89 0.00000 0.00000 0.00000 90 0.45447 -0.00128 0.00000 91 0.00000 0.00000 0.00000 92 0.43757 -0.01184 0.00000 Condition SD41.6DL+0.5LL-Eh-3Ev 89 0.00000 0.00000 0.00000 90 -0.29638 -0.01384 0.00000 91 0.00000 0.00000 0.00000 92 -0.30169 0.00072 0.00000 Condition SD50.5DL+Eh+Ev --------------------------------------------------------------------------------------- 89 0.00000 0.00000 0.00000 90 0.38849 0.00084 0.00000 91 0.00000 0.00000 0.00000 92 0.37993 -0.00417 0.00000 Condition SD60.5DL-Eh-Ev 89 0.00000 0.00000 0.00000 90 -0.34899 -0.00467 0.00000 91 0.00000 0.00000 0.00000 92 -0.34597 0.00135 0.00000 Condition RBSI=1.6DL+O.5LL+Ev 89 0.00000 0.00000 0.00000 90 0.08024 -0.00581 0.00000 91 0.00000 0.00000 0.00000 92 0.06906 -0.00731 0.00000 Condition RBS2I .6DL+O.5LL-Ev 89 0.00000 0.00000 0.00000 90 0.07772 -0.00932 0.00000 91 0.00000 0.00000 0.00000 92 0.06653 -0.00380 0.00000 Condition RBS3I.6DL+0.5LL+3Eh+Ev 89 0.00000 0.00000 0.00000 Rotations FRadi RX RY RZ 0.00000 0.00000 0.00005 0.00000 0.00000 -0.00183 0.00000 0.00000 -0.00090 0.00000 0.00000 0.00098 90 1.19631 -0.00278 0.00000 0.00000 0.00000 -0.00882 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01160 92 1.16789 -0.01034 0.00000 0.00000 0.00000 -0.00470 Condition RBS4I.6DL+0.5LL-3Eh-Ev ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.01050 90 -1.03610 -0.01235 0.00000 0.00000 0.00000 0.00358 91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00900 92 -1.02970 -0.00077 0.00000 0.00000 0.00000 0.00746 Condition FDIDL+LL ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.00006 90 0.07051 -0.00671 0.00000 0.00000 0.00000 -0.00233 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00115 92 0.06050 -0.00491 0.00000 0.00000 0.00000 0.00125 Condition FD2DL+LL+0J14Eh+0.714Ev 89 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00243 90 0.33637 -0.00474 0.00000 0.00000 0.00000 -0.00381 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00360 92 0.32223 -0.00688 0.00000 0.00000 0.00000 -0.00020 Condition FD3DL+LL-0.714Eh-0.714Ev 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.00255 90 -0.19523 -0.00869 0.00000 0.00000 0.00000 -0.00086 91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00130 92 -0.20108 -0.00293 0.00000 0.00000 0.00000 0.00269 Condition FD4=0.90L+0.714Eh+0.714Ev 89 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00244 90 0.29960 -0.00147 0.00000 0.00000 0.00000 -0.00265 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00302 92 0.29042 -0.00451 0.00000 0.00000 0.00000 -0.00081 Condition FD50.9DL-0.714Eh-0.714Ev 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.00250 90 -0.22856 -0.00541 0.00000 0.00000 0.00000 0.00029 91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00185 92 -0.22946 -0.00057 0.00000 0.00000 0.00000 0.00207 Condition BPI=1.4DL 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.00005 90 0.05535 -0.00535 0.00000 0.00000 0.00000 -0.00183 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00090 92 0.04749 -0.00395 0.00000 0.00000 0.00000 0.00098 Condition BP21.2DL+1.6LL 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.00008 90 0.09741 -0.00921 0.00000 0.00000 0.00000 -0.00321 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00159 92 0.08363 -0.00672 0.00000 0.00000 0.00000 0.00171 Condition BP3=1.6DL+0.5LL+3Eh+3Ev+Er 89 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01041 90 1.19868 0.00074 0.00000 0.00000 0.00000 -0.00885 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01162 92 1.17040 -0.01386 0.00000 0.00000 0.00000 -0.00471 Condition BP41.6DL+O.5LL-3Eh-3Ev-Er Page2 5.332 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.01053 90 -1.03874 -0.01586 0.00000 0.00000 0.00000 0.00360 91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00902 92 -1.03222 0.00274 0.00000 0.00000 0.00000 0.00748 Condition BP5=0.5DL+3Eh+3Ev+Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 89 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01034 90 1.12680 0.00636 0.00000 0.00000 0.00000 -0.00682 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01053 92 1.10693 -0.00968 0.00000 0.00000 0.00000 -0.00569 Condition BP60.5DL-3Eh-3Ev-Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.01036 90 -1.08559 -0.01018 0.00000 0.00000 0.00000 0.00549 91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00986 92 -1.07071 0.00686 0.00000 0.00000 0.00000 0.00637 Condition BP71.6DL+0.5LL+Eh+Ev+Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 89 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00343 90 0.45200 -0.00480 0.00000 0.00000 0.00000 -0.00469 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00473 92 0.43505 -0.00832 0.00000 0.00000 0.00000 -0.00064 Condition BP81 .6DL+0.5LL-Eh-Ev-Er ----------------------------------------------------------------------------------------------------------------------------------------------------------------- 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.00355 90 -0.29382 -0.01033 0.00000 0.00000 0.00000 -0.00054 91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00215 92 -0.29917 -0.00279 0.00000 0.00000 0.00000 0.00342 Condition BP90.5DL+Eh+Ev+Er 89 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00343 90 0.38849 0.00084 0.00000 0.00000 0.00000 -0.00271 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00372 92 0.37993 -0.00417 0.00000 0.00000 0.00000 -0.00166 Condition BPI0=0.5DL-Eh-Ev-Er 89 0.00000 0.00000 0.00000 0.00000 0.00000 0.00347 90 -0.34899 -0.00467 0.00000 0.00000 0.00000 0.00140 91 0.00000 0.00000 0.00000 0.00000 0.00000 0.00308 92 -0.34597 0.00135 0.00000 0.00000 0.00000 0.00236 Condition DriftEh+Ev+Er 89 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00344 90 0.36745 0.00275 0.00000 0.00000 0.00000 -0.00204 91 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00339 92 0.36170 -0.00275 0.00000 0.00000 0.00000 -0.00200 Maximum forces at members Page3 5.333 Condition SDII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 -------------------------------------------------------------------------------------------------------------------------------------- Max -16.58 44.59 0.00 0.00 0.00 125.02 Mm -16.58 -32.66 0.00 0.00 0.00 -165.88 MEMBER 62 Max -44.59 -16.58 0.00 0.00 0.00 0.00 Mm -46.25 -16.58 0.00 0.00 0.00 -165.54 MEMBER 63 Max -32.66 16.58 0.00 0.00 0.00 165.88 Mm -34.32 16.58 -------------------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] MEMBER 61 Max -29.05 77.41 0.00 0.00 0.00 219.61 Mm -29.05 -56.33 0.00 0.00 0.00 -290.91 MEMBER 62 Max -77.41 -29.05 0.00 0.00 0.00 0.00 Mm -78.83 -29.05 0.00 0.00 0.00 -289.88 MEMBER 63 Max -56.33 29.05 0.00 0.00 0.00 290.91 Mm -57.75 29.05 0.00 0.00 0.00 0.00 Condition : 5031.6DL+0.5LL+Eh+3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -35.63 54.64 0.00 0.00 0.00 203.19 Mm -35.63 -54.75 0.00 0.00 0.00 -359.96 MEMBER 62 Max -9.94 -11.13 0.00 0.00 0.00 0.00 Mm -11.84 -11.13 0.00 0.00 0.00 -110.88 MEMBER 63 Max -99.45 35.63 0.00 0.00 0.00 359.96 Mm -101.35 35.63 0.00 0.00 0.00 0.00 Condition : SD4=1.6DL+0.5LL-Eh-3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -11.21 71.77 0.00 0.00 0.00 173.01 Mm -11.21 -37.62 0.00 0.00 0.00 -359.96 MEMBER 62 Max -116.47 -35.71 0.00 0.00 0.00 0.00 Mm -118.37 -35.71 0.00 0.00 0.00 -359.96 MEMBER 63 Max 7.08 11.21 0.00 0.00 0.00 112.21 Min 5.18 11.21 0.00 0.00 0.00 0.00 Page4 5.334 Condition : SD50.5DL+Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 ----------------------------------------------------------------------------------------------------------------- Max -18.06 7.45 0.00 0.00 0.00 96.10 Mm -18.06 -20.14 0.00 0.00 0.00 -181.70 MEMBER 62 Max 7.45 6.44 0.00 0.00 0.00 64.19 Min 6.86 6.44 0.00 0.00 0.00 0.00 MEMBER 63 Max -35.04 18.06 0.00 0.00 0.00 181.70 Mm -35.63 18.06 ------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD6=0.5DL-Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max 6.37 24.41 0.00 0.00 0.00 72.68 Min 6.37 -3.18 0.00 0.00 0.00 -182.48 MEMBER 62 Max -39.31 -18.13 0.00 0.00 0.00 0.00 Mm -39.90 -18.13 0.00 0.00 0.00 -182.48 MEMBER 63 Max 11.72 -6.37 0.00 0.00 0.00 0.00 Min 11.12 -6.37 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 -63.34 Condition : RBSI=1.6DL+0.5LL+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -23.57 63.20 0.00 0.00 0.00 178.01 Mm -23.57 -46.18 0.00 0.00 0.00 -236.11 MEMBER 62 Max -48.30 -23.57 0.00 0.00 0.00 0.00 Mm -50.20 -23.57 0.00 0.00 0.00 -235.42 MEMBER 63 Max -61.08 23.57 0.00 0.00 0.00 236.11 Mm -62.98 23.57 ----------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition RBS2I.6DL+O.5LL-Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -23.59 63.21 0.00 0.00 0.00 178.02 Mm -23.59 -46.18 0.00 0.00 0.00 -236.11 MEMBER 62 Max -78.11 -23.59 0.00 0.00 0.00 0.00 Mm -80.00 -23.59 0.00 0.00 0.00 -235.42 MEMBER 63 Max -31.28 23.59 0.00 0.00 0.00 236.11 Mm -33.18 23.59 0.00 0.00 0.00 0.00 Page5 5.335 Condition : RBS3I.6DL+0.5LL+3Eh+Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 ---------------------------------------------------------------------------------------------------------------------------------- Max -59.92 37.51 0.00 0.00 0.00 311.86 Mm -59.92 -71.88 0.00 0.00 0.00 -607.70 MEMBER 62 Max -22.61 13.58 0.00 0.00 0.00 138.19 Mm -24.51 13.58 0.00 0.00 0.00 0.00 MEMBER 63 Max -86.78 59.92 0.00 0.00 0.00 607.70 Mm -88.68 59.92 0.00 0.00 0.00 0.00 Condition : RBS4I.6DL+0.5LL-3Eh-Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max 13.50 88.90 0.00 0.00 0.00 235.94 Min 13.50 -20.49 0.00 0.00 0.00 -609.05 MEMBER 62 Max -103.80 -60.00 0.00 0.00 0.00 0.00 Mm -105.70 -60.00 0.00 0.00 0.00 -609.05 MEMBER 63 Max -5.59 -13.50 0.00 0.00 0.00 0.00 Mm -7.48 -13.50 --------------------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -135.56 Condition : FDI=DL+LL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -21.11 56.35 0.00 0.00 0.00 159.60 Mm -21.11 -41.03 0.00 0.00 0.00 -211.32 MEMBER 62 Max -56.35 -21.11 0.00 0.00 0.00 0.00 Mm -57.53 -21.11 0.00 0.00 0.00 -210.78 MEMBER 63 Max -41.03 21.11 0.00 0.00 0.00 211.32 Mm -42.22 21.11 0.00 0.00 0.00 0.00 Condition : FD2DL+LL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -29.80 . 50.24 0.00 0.00 0.00 177.56 Mm -29.80 -47.14 0.00 0.00 0.00 -299.61 MEMBER 62 Max -39.60 -12.31 0.00 0.00 0.00 0.00 Mm -40.79 -12.31 0.00 0.00 0.00 -121.99 MEMBER 63 Max -57.78 29.80 0.00 0.00 0.00 299.61 Mm -58.97 29.80 0.00 0.00 0.00 0.00 Page6 5.336 Condition : FD3DL+LL-0.714Eh-0.714Ev Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 ------------------------------------------------------------------------------------------------------------------- Max -12.34 62.45 0.00 0.00 0.00 153.63 Mm -12.34 -34.93 0.00 0.00 0.00 -299.57 MEMBER 62 Max -73.09 -29.84 0.00 0.00 0.00 0.00 Mm -74.28 -29.84 0.00 0.00 0.00 -299.57 MEMBER 63 Max -24.29 12.34 0.00 0.00 0.00 123.02 Mm -25.47 12.34 -------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : F040.9DL+0.714Eh+0.714Ev Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -19.34 22.60 0.00 0.00 0.00 100.23 Mm -19.34 -27.06 0.00 0.00 0.00 -194.32 MEMBER 62 Max -11.96 -1.85 0.00 0.00 0.00 0.00 Mm -13.03 -1.85 0.00 0.00 0.00 -18.15 MEMBER 63 Max -37.70 19.34 0.00 0.00 0.00 194.32 Mm -38.77 19.34 0.00 0.00 0.00 0.00 Condition : FD50.9DL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -1.89 34.74 0.00 0.00 0.00 83.44 Mm -1.89 -14.92 0.00 0.00 0.00 -194.74 MEMBER 62 Max -45.38 -19.39 0.00 0.00 0.00 0.00 Mm -46.45 -19.39 0.00 0.00 0.00 -194.74 MEMBER 63 Max -4.29 1.89 0.00 0.00 0.00 18.84 Mm -5.35 1.89 0.00 0.00 0.00 0.00 Condition : BPII.40L Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -16.58 44.59 0.00 0.00 0.00 125.02 Mm -16.58 -32.66 0.00 0.00 0.00 -165.88 MEMBER 62 Max -44.59 -16.58 0.00 0.00 0.00 0.00 Mm -46.25 -16.58 0.00 0.00 0.00 -165.54 MEMBER 63 Max -32.66 16.58 0.00 0.00 0.00 165.88 Mm -34.32 16.58 0.00 0.00 0.00 0.00 Page7 5.337 Condition BP21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -29.05 77.41 0.00 0.00 0.00 219.61 Mm -29.05 -56.33 0.00 0.00 0.00 -290.91 MEMBER 62 Max -77.41 -29.05 0.00 0.00 0.00 0.00 Mm -78.83 -29.05 0.00 0.00 0.00 -289.88 MEMBER 63 Max -56.33 29.05 0.00 0.00 0.00 290.91 Mm -57.75 29.05 0.00 0.00 0.00 0.00 Condition : BP3=1.6DL+O.5LL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -59.62 37.51 0.00 0.00 0.00 311.86 Mm -59.62 -71.88 0.00 0.00 0.00 -607.66 MEMBER 62 Max 7.19 13.88 0.00 0.00 0.00 138.18 Min 5.29 13.88 0.00 0.00 0.00 0.00 MEMBER 63 Max -116.58 59.62 0.00 0.00 0.00 607.66 Mm -118.48 59.62 0.00 0.00 0.00 0.00 Condition : BP41.6DL+0.5LL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max 13.76 88.91 0.00 0.00 0.00 235.96 Min 13.76 -20.48 0.00 0.00 0.00 -609.05 MEMBER 62 Max -133.61 -59.74 0.00 0.00 0.00 0.00 Mm -135.50 -59.74 0.00 0.00 0.00 -609.05 MEMBER 63 Max 24.22 -13.76 0.00 0.00 0.00 0.00 Min 22.32 -13.76 0.00 0.00 0.00 -135.60 Condition : BP50.5DL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -41.91 -9.50 0.00 0.00 0.00 310.85 Mm -41.91 -37.09 0.00 0.00 0.00 -426.66 MEMBER 62 Max 54.20 31.59 0.00 0.00 0.00 310.85 Min 53.61 31.59 0.00 0.00 0.00 0.00 MEMBER 63 Max -81.79 41.91 0.00 0.00 0.00 426.66 Mm -82.39 41.91 0.00 0.00 0.00 0.00 Page8 5.338 Condition : BP60.5DL-3Eh-3Ev-Er Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 -------------------------------------------------------------------------------------------------------------------- Max 31.36 41.36 0.00 0.00 0.00 308.44 Min 31.36 13.77 0.00 0.00 0.00 -429.18 MEMBER 62 Max -86.06 -42.14 0.00 0.00 0.00 0.00 Mm -86.66 -42.14 0.00 0.00 0.00 -429.18 MEMBER 63 Max 58.47 -31.36 0.00 0.00 0.00 0.00 Min 57.88 -31.36 ---------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -308.44 Condition : BP71.6DL+0.5LL+Eh+Ev+Er Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -35.74 54.64 0.00 0.00 0.00 203.19 Mm -35.74 -54.75 0.00 0.00 0.00 -359.97 MEMBER 62 Max -39.74 -11.24 0.00 0.00 0.00 0.00 Mm -41.64 -11.24 0.00 0.00 0.00 -110.88 MEMBER 63 Max -69.65 35.74 0.00 0.00 0.00 359.97 Mm -71.55 35.74 0.00 0.00 0.00 0.00 Condition : BP8=1.6DL+0.5LL-Eh-Ev-Er Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 Max -11.28 71.77 0.00 0.00 0.00 173.00 Mm -11.28 -37.62 0.00 0.00 0.00 -359.96 MEMBER 62 Max -86.67 -35.78 0.00 0.00 0.00 0.00 Mm -88.57 -35.78 0.00 0.00 0.00 -359.96 MEMBER 63 Max -22.72 11.28 0.00 0.00 0.00 112.22 Mm -24.62 11.28 0.00 0.00 0.00 0.00 Condition : BP90.5DL+Eh+Ev+Er Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 -------------------------------------------------------------------------------------------------------------- Max -18.06 7.45 0.00 0.00 0.00 96.10 Mm -18.06 -20.14 0.00 0.00 0.00 -181.70 MEMBER 62 Max 7.45 6.44 0.00 0.00 0.00 64.19 Min 6.86 6.44 0.00 0.00 0.00 0.00 MEMBER 63 Max -35.04 18.06 0.00 0.00 0.00 181.70 Mm -35.63 18.06 0.00 0.00 0.00 0.00 Page9 5.339 Condition : BPI00.5DL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 ------------------------------------------------------------------------------------------------------------------ Max 6.37 24.41 0.00 0.00 0.00 72.68 Min 6.37 -3.18 0.00 0.00 0.00 -182.48 MEMBER 62 Max -39.31 -18.13 0.00 0.00 0.00 0.00 Mm -39.90 -18.13 0.00 0.00 0.00 -182.48 MEMBER 63 Max 11.72 -6.37 0.00 0.00 0.00 0.00 Min 11.12 -6.37 ------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -63.34 Condition : DriftEh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 61 ---------------------------------------------------------------------------------------------------------------- Max -12.14 -8.45 0.00 0.00 0.00 122.93 Mm -12.14 -8.45 0.00 0.00 0.00 -122.06 MEMBER 62 Max 23.35 12.36 0.00 0.00 0.00 122.93 Min 23.35 12.36 0.00 0.00 0.00 0.00 MEMBER 63 Max -23.35 12.14 0.00 0.00 0.00 122.06 Mm -23.35 12.14 0.00 0.00 0.00 0.00 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITION SDI=1.4DL Member Defl. (2) [in] Defl. (3) [in] 61 0.35212 (L/988) 50.00000 0.00000 (<U10000) 0.00000 62 0.02861 (L/4194) 62.50000 0.00000 (<L/10000) 0.00000 63 0.02867 (L/4186) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD2=1.2DL+1.6LL. Member Defl. (2) [in] Defl. (3) [in] 61 0.61915 (L/562) 50.00000 0.00000 (<L/10000) 0.00000 62 0.05013 (L/2394) 62.50000 0.00000 (<L/10000) 0.00000 63 0.05029 (U2386) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD31.6DL+0.5LL+Eh+3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.52011 (L/669) 37.50000 0.00000 (<L/10000) 0.00000 62 0.01915 (U6265) 62.50000 0.00000 (<L/10000) 0.00000 63 0.06228 (U1927) 62.50000 0.00000 (<U10000) 0.00000 PagelO 5.340 CONDITION SD4=1.6DL+0.5LL-Eh-3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.49980 (L1696) ---------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (< L/10000) 0.00000 62 0.06230 (L/1926) 62.50000 0.00000 (< U10000) 0.00000 63 0.01938 (L/6193) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (< U10000) 0.00000 CONDITION SD5=0.5DL+Eh+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.16104 (L/2161) ------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (<L/10000) 0.00000 62 0.01109 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 63 0.03140 (U3822) 62.50000 0.00000 (<U10000) 0.00000 CONDITION SD60.5DL-Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.14642 (L12377) 62.50000 0.00000 (< U10000) 0.00000 62 0.03154 (U3805) 62.50000 0.00000 (<L/10000) 0.00000 63 0.01094 (<U10000) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBSII.6DL+0.5LL+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.50162 (U694) 50.00000 0.00000 (<U10000) 0.00000 62 0.04069 (U2949) 62.50000 0.00000 (<U10000) 0.00000 63 0.04082 (U2940) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBS2I.6DL+0.5LL-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.50162 (U694) 50.00000 0.00000 (<U10000) 0.00000 62 0.04072 (U2947) 62.50000 0.00000 (<U10000) 0.00000 63 0.04080 (U2941) 62.50000 0.00000 (< U10000) 0.00000 CONDITION RBS3I.6DL+0.5LL+3Eh+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.60337 (U577) 37.50000 0.00000 (<U10000) 0.00000 62 0.02388 (U5026) 62.50000 0.00000 (<U10000) 0.00000 63 0.10512 (U1142) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBS4=1.6DL+O.51.L-3Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.54822 (U635) 62.50000 0.00000 (<U1 0000) 0.00000 62 0.10538 (U1139) 62.50000 0.00000 (<U10000) 0.00000 63 0.02341 (U5125) 62.50000 0.00000 (<U10000) 0.00000 Pagell 5.341 CONDITION FDI=DL+LL Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.44979 (L1774) ------------------------------------------------------------------------------------------------------------------------------------------ 50.00000 0.00000 (<L/10000) 0.00000 62 0.03644 (L13293) 62.50000 0.00000 (<L/10000) 0.00000 63 0.03652 (L13285) 62.50000 0.00000 (< U10000) 0.00000 CONDITION FD2DL+LL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.45844 (U759) ----------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (<L/10000) 0.00000 62 0.02108 (L15692) 62.50000 0.00000 (< L/10000) 0.00000 63 0.05180 (L12317) -------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD3=DL+LL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.44848 (U776) 50.00000 0.00000 (<L/10000) 0.00000 62 0.05181 (L/2316) 62.50000 0.00000 (< U10000) 0.00000 63 0.02126 (U5645) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD4=0.9DL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.24540 (U1418) 37.50000 0.00000 (<U10000) 0.00000 62 0.00314 (< U10000) 62.50000 0.00000 (<U10000) 0.00000 63 0.03358 (U3573) 62.50000 0.00000 (<U10000) 0.00000 CONDITION FD5=0.9DL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.22505 (U1546) 50.00000 0.00000 (<U10000) 0.00000 62 0.03366 (U3565) 62.50000 0.00000 (<U10000) 0.00000 63 0.00325 (<U10000) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BPI=1.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.35212 (L1988) 50.00000 0.00000 (<U10000) 0.00000 62 0.02861 (U4194) 62.50000 0.00000 (<U10000) 0.00000 63 0.02867 (U4186) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BP21.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.61915 (L/562) 50.00000 0.00000 (<U10000) 0.00000 62 0.05013 (U2394) 62.50000 0.00000 (<U10000) 0.00000 63 0.05029 (U2386) 62.50000 0.00000 (<U10000) 0.00000 Page12 5.342 CONDITION BP31.6DL+0.5LL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.60342 (L/577) ------------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (<L/10000) 0.00000 62 0.02386 (L15029) 62.50000 0.00000 (< L/10000) 0.00000 63 0.10517 (L/1141) 62.50000 0.00000 (< L/10000) 0.00000 CONDITION BP41.6DL+0.5LL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.54828 (L1635) 62.50000 0.00000 (<L/10000) 0.00000 62 0.10544 (L/1138) 62.50000 0.00000 (< LI10000) 0.00000 63 0.02341 (L/5126) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP50.5DL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.28443 (L/1223) --------------------------------------------------------------------------------------------------------------------------------------- 25.00000 0.00000 (<L/10000) 0.00000 62 0.05363 (L/2237) 62.50000 0.00000 (<L/10000) 0.00000 63 0.07380 (L/1626) ----------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP60.5DL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.25790 (L/1349) ------------------------------------------------------------------------------------------------------------------------------------------ 75.00000 0.00000 (<L/10000) 0.00000 62 0.07424 (L/1616) 62.50000 0.00000 (<L/10000) 0.00000 63 0.05322 (L/2255) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP71.6DL+0.5LL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.52010 (L/669) 37.50000 0.00000 (<L/10000) 0.00000 62 0.01916 (L/6262) 62.50000 0.00000 (<L/10000) 0.00000 63 0.06225 (L/1928) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP81.6DL+0.5LL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.49978 (U696) 50.00000 0.00000 (<1110000) 0.00000 62 0.06227 (L/1927) 62.50000 0.00000 (<1110000) 0.00000 63 0.01939 (L/6189) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP9=0.5DL+Eh+Ev+Er Member Defl. (2) [in] ON Defl. (3) [in] ON 61 0.16104 (112161) 37.50000 0.00000 (<1110000) 0.00000 62 0.01109 (<1110000) 62.50000 0.00000 (<1110000) 0.00000 63 0.03140 (L/3822) 62.50000 0.00000 (<1110000) 0.00000 Page13 5.343 CONDITION BPI00.5DL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 61 0.14642 (L/2377) 62.50000 0.00000 (<L/10000) 0.00000 62 0.03154 (L13805) 62.50000 0.00000 (<L/10000) 0.00000 63 0.01094 (<L/10000) ----------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<U1 0000) 0.00000 CONDITION DriftEh+Ev+Er Member Defl. (2) [in] ---------------------------------------------------------------------------------------------------------------------------------------- Defl. (3) [in] 61 0.06408 (U5431) 25.00000 0.00000 (<L/10000) 0.00000 62 0.02122 (115654) 62.50000 0.00000 (<1110000) 0.00000 63 0.02109 (115690) 62.50000 0.00000 (<1110000) 0.00000 Page14 5.344 Current Date: 3/21/2022 10:10 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design: SD1 =1.4DL SD2=1.2DL+1.6LL SD3=1.6DL+0.5LL+Eh+3Ev SD41 .6DL+0.5LL-Eh-3Ev SD5=0.5DL+Eh+Ev SD6=0.5DL-Eh-Ev Description Section Member Ctrl Eq. Ratio Status Reference Column W18X119 62 SDI at 100.00% 0.18 OK SD2 at 100.00% 0.32 OK SD3 at 100.00% 0.12 OK SD4 at 100.00% 0.40 OK Eq. Hi-lb SD5 at 100.00% 0.07 OK SD6 at 100.00% 0.20 OK 63 SDI at 100.00% 0.18 ---------------------------------------------------------------------------------- OK SD2 at 100.00% 0.31 OK SD3 at 100.00% 0.40 OK Eq. Hi-lb SD4 at 100.00% 0.12 OK SD5 at 100.00% 0.20 OK SD6 at 100.00% 0.07 OK MF-3 W18X86 61 SDI at 100.00% 0.25 OK SD2 at 100.00% 0.43 OK SD3 at 100.00% 0.53 OK Eq. Hi-lb SD4 at 0.00% 0.52 OK Eq. Hi-lb SD5 at 100.00% 0.27 OK SD6 at 0.00% 0.26 OK Pagel 5.345 Design By: EK Date: 3/18/2022 CONNECTION NO.4 BEAM AND COLUMN SECTION PROPERTIES Rieht Beam W18X86 A (in.') d (in.) b3 (in.) t3 (in.) t,, (in.) Z, (in.) W (kips/ft) Kdet K1 F3 )ksi) F, )ksi) R3 ry 25.3 18.4 11.1 0.77 0.48 186 0.086 1.625 1.0625 50 65 1.1 2.63 Columns Below WiRX119 Hpieht in ft P 11717 16- A (in .2) d (in.) b3 (in.) t (in.) t,, (in.) Z. (in.) W )kips/ft) Kdt I K F3 )ksi) F, )ksi) B3 35.1 19.0 11.3 1.06 0.655 262 0.119 1.9375 1 1.1875 50 65 1.1 Resistance Factors 4), 4), C, 1 0.9 1 RIGHT BEAM Span Length 23.5 ft BBS Value Mm. Value Max. Value a 6.00 5.55 8.33 in b 12.00 11.96 15.64 in 2.00 1.11 2.78 in 5h 12.00 in ZRBs 131.70 in' C9, 1.15 694.17 Kip-ft Lh 19.92 ft Lb 10.93 ft CALCULATED STRENGTH Vg 84.00 Kips V365, 153.71 Kips VeBs. 14.29 Kips M3,, 847.87 Kip-ft M3,. -679.87 Kip-ft 4)dMpe 852.50 Kip-ft V, 153.71 Kips 4),V, 206.78 Kips Mf<4dMpe. Flexural strength of beam is sufficient at the column face. Vu<4)vVn. Shear strength of beam is sufficient. A/SC 358 2.4,la, , cnd A/SC 360 G2,1a 0.5b1 a 0.756w A/SC 358 Eq. 3.8-1 0.63d5 5 b 085d. A/SC 358 Eq. 58- 2 0.1b :-5 c 15 0.25b, A/SC 358 Eq. 5,8-3 /2 AiSC358Ff9.5.2 = - 2f -t) .4/SC 358 Eq5.8-4 cp,= 1.2 AISC3SS Eq, 2A-2 = R, A/SC 358 Eq. 58- S Lh = L - d -2S N accordance wfth A/SC 358 5.8 Stop 1-7 = + A/SC 358 Eq. 5.8 -O Aff = M + V 35S .4/SC 358 Eq. 3.9 -6 A/SC 358 Eq. 3.3- 7 = 2MpriL + A/SC 358 Eq. 5.8 - = O.ó.J A,7C. A/SC 360 G2 - 1 5.346 'Z:52021310-11579- AO - Av,r, Aptl - We,) Parcel Cerl5bed)tEngir)eenng\CeIctlRAM Elements) BEAM TO COLUMN CONNECTION CONTINUITY PLATE REQUIREMENTS Requirements for continuity plates are checked in accordance with AISC 341 E3.6f and AISC 360 J10 t 1a 1.85 in. without continuity plates r,f bbfl6 4/5C 341 lq13 R 48 kips = 141/lë t8R 316 kips Rn 6.25Ft, .4/SC 360 JiG 184 kips Rn = F t.(Ck + tj.) .4/5C 360 JiG - 2 & 3 C) R, 209 kips Ct . 3( b,'c)( ] ( ) ,Qf Rn .4/SC 360 J10 —45a.&5b Continuity nItn are rnniiired (i + ((4 t Id, ) o.z) (, i(E.tf)/t q1 J IJ Continuity Plate Thickness tp 0.77 in tbf 3.44 in' = wdP 4.46 in ,f;, = b.,f12 - Continuity plate to column web OP weld area = t51(d0 2(k 0 + A, 8.95 in2 Required strength of the continuity plate weld to the the column web is the minimum of the following 309 Kips zvnF5Azrp .4/SC 341 E3,6f.2,c1 537 Kips .4/5C 341 £36!. 2. c. 2 373 Kips .4/SC 341 E3,6f. 2. c.3 309 Kips Continuity plate to column web weld strength Weld Type OP 70 ksi n/a (290.6F.vkwp if P AiSC 360 Eq.62 - I 537 Kips = .45') (o - 2(kd + 1.75)) if FiUt .4/SC 368 Eq,12 ..- 4 PANEL ZONE REQUIREMENTS R., = EM /(d9 rb;) Panel Zone Shear Strength RMI 577 Kips Vc = ./(DtancQ btivn Column Sp1ics) V 85 Kips R. = R - I'. .4/SC 341 £3.69 R 492 Kips t 0.655 in tdptot.I 3/4 in iR9 863 Kips F / F R = 0.6Fd0(t 5. + 42.) (i — (3bjt 1)/(ddc (tnn. + t 42))) AISC 360 /10 11 tyc Minimum panel zone thickness Trnin 0.37 in P ~ ((d - 2t1) + (d0 - 2t01))/90 .4/SC 341 £3 7 Panel zone is sufficient. BEAM/COLUMN STRENGTH CHECK Column-Beam moment Ratio 11635 Kip-in ZMv, + CS + d/2) ,415C 341 E3 3 0 Kip-in 12301 Kip-in 12301 Kip-in EM O. EZ0(F - ?/A) .4/SC 341 £3 - 2 ZM PJ 1.06 Column-Beam moment ratio is sufficient. 5.347 'Z\2021\10-11579 - AO - Avnr Apin -Went Parcel (Ca bad)\Engneerng\CaicstRAM Elemental Current Date: 3/21/2022 10:11 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: DL=Dead Load Loads Shear force Distributed user loads - Members Concentrated user loads - Members -2o 7[Ki,] -21 7[KIp1 -o 66[Kinft] I 1• .f '.1 2. (40O,1öö -f1 64 - (423.5,100) N 94 MF-4 N 96 A992 Gr50 00) W18X86 C) 0) q L2 LO X CO cLfl- E RO — cN Oo 00) N9 -. . N95 ± x - 5.348 1 Current Date: 3/21/202210:11 AM Units system: English File name: Z:\.2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: LL=Live Load Loads Shear force Distributed user loads - Members Concentrated user loads - Members 24 7[Kp] 21 9Kip' K4U0,lO,O) IN 94 C. 0) C LO L$) 00) 0o A -O 3[K p ft] / :2 9ft pi 64 MF-4 A992 Gr50 W 18X86 (423.5100) iN 96 C) o) LO - (N CO 00) 0) N 95 Y 4 5.349 Current Date: 3/21/2022 10:11 AM Units system: English File name: Z:\2021\10-1 1579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load tnndition: Eh=E Horizontal Loads ........................................................................................ Shear force Concentrated user loads - Members 15.9Kip} - .... 94 MF-4 A992 Gr50 W 18X86 423.5,10,0) '.1 96 N 9 3 5.350 (400100) A 64 A N94 MF-4 A992 Gr50 W18X86 cU -CO - 0) 0c 23.6[Kip] 22.8[Kip] N9 423.5,100) 'J 96 C) 0) Co CO - CO 0 00) N 95 Y I Current Date: 3/21/2022 10:11 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: Ev=E Vertical from HD Above Loads.................................................................................... Shear force Concentrated user loads - Members -216[Kip] 22.8[Kip] 5.351 Current Date: 3/21/2022 10:12 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Geometry data GLOSSARY Cb22, Cb33 : Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : I = Tension only member 0 = Normal member TX : Translation in X TY : Translation in V TZ : Translation in Z Nodes Node X V Z Rigid Floor [ft] [ft] IN 93 400.00 0.00 0.00 0 94 400.00 10.00 0.00 0 95 423.50 0.00 0.00 0 96 423.50 10.00 0.00 0 Restraints Node TX TV TZ RX RY RZ 93 1 1 1 0 0 0 95 1 1 1 0 0 0 Members Pagel 5.352 Member NJ NK Description 64 94 96 MF-4 65 93 94 Column 66 95 96 Column Section Material dO dL Ig factor [in] [in] W 18X86 ------------------------------------------------------------------------------------------------------------- A992 Gr50 0.00 0.00 0.0 W18X119 A992Gr50 0.00 0.00 0.( W18X119 A992Gr50 0.00 0.00 0.00 Page2 5.353 Rotations [Radl RX RY RZ 0.00000 0.00000 0.00025 0.00000 0.00000 -0.00155 0.00000 0.00000 -0.00067 0.00000 0.00000 0.00114 0.00000 0.00000 0.00050 0.00000 0.00000 -0.00270 0.00000 0.00000 -0.00114 0.00000 0.00000 0.00207 0.00000 0.00000 -0.00086 0.00000 0.00000 -0.00249 0.00000 0.00000 -0.00214 0.00000 0.00000 0.00132 0.00000 0.00000 0.00162 0.00000 0.00000 -0.00191 0.00000 0.00000 0.00025 0.00000 0.00000 0.00196 0.00000 0.00000 -0.00166 0.00000 0.00000 -0.00138 0.00000 0.00000 -0.00195 0.00000 0.00000 -0.00042 0.00000 0.00000 0.00184 0.00000 0.00000 0.00027 0.00000 0.00000 0.00148 0.00000 0.00000 0.00123 0.00000 0.00000 0.00064 0.00000 0.00000 -0.00193 0.00000 0.00000 -0.00067 0.00000 0.00000 0.00190 0.00000 0.00000 0.00011 0.00000 0.00000 -0.00248 0.00000 0.00000 -0.00121 0.00000 0.00000 0.00138 0.00000 0.00000 -0.00546 Pagel 5.354 Current Date: 3/21/2022 10:12 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM ElementsV\viara - SMF Calcs.retx Analysis result Translations Translations [ml Node TX TY TZ Condition SDII.4DL 93 0.00000 0.00000 0.00000 94 0.02796 -0.00638 0.00000 95 0.00000 0.00000 0.00000 96 0.02184 -0.00547 0.00000 Condition SD2=1.2DL+1.6LL 93 0.00000 0.00000 0.00000 94 0.04382 -0.01111 0.00000 95 0.00000 0.00000 0.00000 96 0.03297 -0.00971 0.00000 Condition SD31 .6DL+O.5LL+Eh+3Ev 93 0.00000 0.00000 0.00000 94 0.15631 -0.00546 0.00000 95 0.00000 0.00000 0.00000 96 0.14466 -0.01142 0.00000 Condition SD41.6DL+O.5LL-Eh-3Ev 93 0.00000 0.00000 0.00000 94 -0.07990 -0.01266 0.00000 95 0.00000 0.00000 0.00000 96 -0.08571 -0.00422 0.00000 Condition SD5O5DL+Eh+Ev 93 0.00000 0.00000 0.00000 94 0.18983 -0.00055 0.00000 95 0.00000 0.00000 0.00000 96 0.18465 -0.00368 0.00000 Condition SD60.5DL-Eh-Ev 93 0.00000 0.00000 0.00000 94 -0.16996 -0.00401 0.00000 95 0.00000 0.00000 0.00000 96 -0.16913 -0.00022 0.00000 Condition RBSII.6DL+O.5LL+Ev 93 0.00000 0.00000 0.00000 94 0.00618 -0.00813 0.00000 95 0.00000 0.00000 0.00000 96 -0.00252 -0.00875 0.00000 Condition RBS2=1.6DL+O.5LL-Ev 93 0.00000 0.00000 0.00000 94 0.07025 -0.00999 0.00000 95 0.00000 0.00000 0.00000 96 0.06147 -0.00689 0.00000 Condition RBS3=1 .6DL+O.5LL+3Eh+Ev 93 0.00000 0.00000 0.00000 94 0.64905 -0.00570 0.00000 0.00000 0.00000 -0.00527 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00670 96 0.63125 -0.01118 0.00000 0.00000 0.00000 -0.00138 Condition RBS4=1.6DL+0.5LL-3Eh-Ev 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00621 94 -0.57217 -0.01242 0.00000 0.00000 0.00000 0.00086 95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00480 96 -0.57175 -0.00446 0.00000 0.00000 0.00000 0.00466 Condition FDIDL+LL --------------------------------------------------------------------------------------------------------------------------------------------------------------------- 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00036 94 0.03226 -0.00809 0.00000 0.00000 0.00000 -0.00196 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00083 96 0.02439 -0.00705 0.00000 0.00000 0.00000 0.00150 Condition FD2DL+LL+0.714Eh+0.714Ev ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 93 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00090 94 0.16212 -0.00684 0.00000 0.00000 0.00000 -0.00256 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00207 96 0.15210 -0.00829 0.00000 0.00000 0.00000 0.00090 Condition FD3DL+LL-0.714Eh-0.714Ev ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00162 94 -0.09758 -0.00933 0.00000 0.00000 0.00000 -0.00137 95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00041 96 -0.10330 -0.00580 0.00000 0.00000 0.00000 0.00209 Condition FD40.9DL+0.714Eh+0.714Ev 93 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00109 94 0.14679 -0.00287 0.00000 0.00000 0.00000 -0.00159 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00166 96 0.14072 -0.00475 0.00000 0.00000 0.00000 0.00014 Condition FD50.9DL-0.714Eh-0.714Ev 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00142 94 -0.11096 -0.00534 0.00000 0.00000 0.00000 -0.00040 95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00080 96 -0.11274 -0.00228 0.00000 0.00000 0.00000 0.00132 Condition BPII.4DL 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00025 94 0.02796 -0.00638 0.00000 0.00000 0.00000 -0.00155 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00067 96 0.02184 -0.00547 0.00000 0.00000 0.00000 0.00114 Condition BP21.20L+1.6LL 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00050 94 0.04382 -0.01111 0.00000 0.00000 0.00000 -0.00270 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00114 96 0.03297 -0.00971 0.00000 0.00000 0.00000 0.00207 Condition BP31 .6DL+O.5LL+3Eh+3Ev+Er ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 93 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00493 94 0.58489 -0.00384 0.00000 0.00000 0.00000 -0.00472 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00616 96 0.56720 -0.01304 0.00000 0.00000 0.00000 -0.00087 Condition BP4=1.6DL+0.5LL-3Eh-3Ev-Er Page2 5.355 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00569 94 -0.50818 -0.01428 0.00000 0.00000 0.00000 0.00031 95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00426 96 -0.50782 -0.00260 0.00000 0.00000 0.00000 0.00415 Condition BP50.5DL+3Eh+3Ev+Er 93 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00515 94 0.54973 0.00291 0.00000 0.00000 0.00000 -0.00304 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00538 96 0.53861 -0.00715 0.00000 0.00000 0.00000 -0.00207 Condition BP60.5DL-3Eh-3Ev-Er 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00533 94 -0.52962 -0.00747 0.00000 0.00000 0.00000 0.00193 95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00490 96 -0.52272 0.00324 0.00000 0.00000 0.00000 0.00288 Condition 6P71.6DL+0.5LL+Eh+Ev+Er 93 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00139 94 0.22041 -0.00732 0.00000 0.00000 0.00000 -0.00304 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00268 96 0.20867 -0.00956 0.00000 0.00000 0.00000 0.00081 Condition BP8=1.6DL+0.5LL-Eh-Ev-Er -------------------------------------------------------------------------------------------------------------------------------------------------------------------- 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00215 94 -0.14395 -0.01080 0.00000 0.00000 0.00000 -0.00136 95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00079 96 -0.14967 -0.00608 0.00000 0.00000 0.00000 0.00248 Condition BP90.5DL+Eh+Ev+Er 93 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00166 94 0.18983 -0.00055 0.00000 0.00000 0.00000 -0.00138 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00195 96 0.18465 -0.00368 0.00000 0.00000 0.00000 -0.00042 Condition BPI O=O.5DL-Eh-Ev-Er 93 0.00000 0.00000 0.00000 0.00000 0.00000 0.00184 94 -0.16996 -0.00401 0.00000 0.00000 0.00000 0.00027 95 0.00000 0.00000 0.00000 0.00000 0.00000 0.00148 96 -0.16913 -0.00022 0.00000 0.00000 0.00000 0.00123 Condition DriftEh+Ev+Er 93 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00174 94 0.17916 0.00173 0.00000 0.00000 0.00000 -0.00082 95 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00171 96 0.17616 -0.00173 0.00000 0.00000 0.00000 -0.00082 Maximum forces at members Page3 5.356 Condition : SDI=1.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 -------------------------------------------------------------------------------------------------------------------------------------- Max -15.92 53.33 0.00 0.00 0.00 102.74 Mm -15.92 -45.54 0.00 0.00 0.00 -159.28 MEMBER 65 Max -53.33 -15.92 0.00 0.00 0.00 0.00 Mm -54.99 -15.92 0.00 0.00 0.00 -159.07 MEMBER 66 Max -45.54 15.92 0.00 0.00 0.00 159.28 Mm -47.20 15.92 0.00 0.00 0.00 0.00 Condition : SD21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -28.23 93.55 0.00 0.00 0.00 177.04 Mm -28.23 -81.67 0.00 0.00 0.00 -282.55 MEMBER 65 Max -93.55 -28.23 0.00 0.00 0.00 0.00 Mm -94.98 -28.23 0.00 0.00 0.00 -281.98 MEMBER 66 Max -81.67 28.23 0.00 0.00 0.00 282.55 Mm -83.10 28.23 0.00 ------------------------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 Condition : SD31.6DL+O.5LL+Eh+3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] ------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] MEMBER 64 Max -30.33 45.37 0.00 0.00 0.00 229.80 Mm -30.33 -95.89 0.00 0.00 0.00 -304.47 MEMBER 65 Max -45.37 -14.43 0.00 0.00 0.00 0.00 Mm -47.27 -14.43 0.00 0.00 0.00 -143.70 MEMBER 66 Max -95.89 30.33 0.00 0.00 0.00 304.47 Mm -97.79 30.33 0.00 0.00 0.00 0.00 Condition : SD41.6DL+O.5LL-Eh-3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -15.12 106.41 0.00 0.00 0.00 203.60 Mm -15.12 -96.94 0.00 0.00 0.00 -310.88 MEMBER 65 Max -106.41 -31.02 0.00 0.00 0.00 0.00 Mm -108.31 -31.02 0.00 0.00 0.00 -310.88 MEMBER 66 Max -34.86 15.12 0.00 0.00 0.00 150.91 Mm -36.76 15.12 0.00 0.00 0.00 0.00 Page4 5.357 Condition : SD50.5DL+Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 ------------------------------------------------------------------------------------------------------------------- Max -13.48 10.29 0.00 0.00 0.00 78.33 Mm -13.48 -30.95 0.00 0.00 0.00 -135.29 MEMBER 65 Max -4.36 2.42 0.00 0.00 0.00 24.26 Mm -4.95 2.42 0.00 0.00 0.00 0.00 MEMBER 66 Max -30.95 13.48 0.00 0.00 0.00 135.29 Mm -31.54 13.48 0.00 0.00 0.00 0.00 Condition : S060.5DL-Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 -------------------------------------------------------------------------------------------------------- Max 2.16 33.73 0.00 0.00 0.00 71.89 Min 2.16 -22.62 0.00 0.00 0.00 -137.91 MEMBER 65 Max -33.73 -13.74 0.00 0.00 0.00 0.00 Min 34.33 -13.74 0.00 0.00 0.00 -137.91 MEMBER 66 Max -1.58 -2.16 0.00 0.00 0.00 0.00 Mm -2.17 -2.16 0.00 0.00 0.00 -21.60 Condition : RBS11.6DL+O5LL+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -22.65 68.01 0.00 0.00 0.00 166.60 Mm -22.65 -73.26 0.00 0.00 0.00 -226.45 MEMBER 65 Max -68.01 -22.65 0.00 0.00 0.00 0.00 Mm -69.91 -22.65 0.00 0.00 0.00 -226.43 MEMBER 66 Max -73.26 22.65 0.00 0.00 0.00 226.45 Mm -75.16 22.65 0.00 0.00 0.00 0.00 Condition : RBS21.6DL+O.SLL-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] .[Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -22.87 83.77 0.00 0.00 0.00 170.83 Mm -22.87 -73.98 0.00 0.00 0.00 -228.96 MEMBER 65 Max -83.77 -22.87 0.00 0.00 0.00 0.00 Mm -85.67 -22.87 0.00 0.00 0.00 -228.16 MEMBER 66 Max -57.49 22.87 0.00 0.00 0.00 228.96 Mm -59.39 22.87 0.00 0.00 0.00 0.00 Page5 5.358 Condition : RBS3I.6DL+O.5LL+3Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -46.31 47.39 0.00 0.00 0.00 236.73 Mm -46.31 -93.88 0.00 0.00 0.00 -468.06 MEMBER 65 Max -47.39 1.39 0.00 0.00 0.00 16.54 Mm -49.29 1.39 0.00 0.00 0.00 0.00 MEMBER 66 Max -93.88 46.31 0.00 0.00 0.00 468.06 Mm -95.78 46.31 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 0.00 Condition : RBS4I.6DL+0.5LL-3Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max 1.09 104.40 0.00 0.00 0.00 208.18 Min 1.09 -53.36 0.00 0.00 0.00 -471.13 MEMBER 65 Max -104.40 -46.61 0.00 0.00 0.00 0.00 Mm -106.30 -46.61 0.00 0.00 0.00 -471.13 MEMBER 66 Max -36.87 -1.09 0.00 0.00 0.00 0.00 Mm -38.77 -1.09 0.00 0.00 0.00 -12.70 Condition FDIDL+LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -20.48 68.00 0.00 0.00 0.00 129.01 Mm -20.48 -59.17 0.00 0.00 0.00 -204.97 MEMBER 65 Max -68.00 -20.48 0.00 0.00 0.00 0.00 Mm -69.18 -20.48 0.00 0.00 0.00 -204.66 MEMBER 66 Max -59.17 20.48 0.00 0.00 0.00 204.97 Mm -60.36 20.48 0.00 0.00 0.00 0.00 Condition : FD2DL+LL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -26.06 57.47 0.00 0.00 0.00 158.84 Mm -26.06 -69.70 0.00 0.00 0.00 -261.50 MEMBER 65 Max -57.47 -14.71 0.00 0.00 0.00 0.00 Mm -58.65 -14.71 0.00 0.00 0.00 -146.30 MEMBER 66 Max -69.70 26.06 0.00 0.00 0.00 261.50 Mm -70.89 26.06 0.00 0.00 0.00 0.00 Page6 5.359 Condition : FD3DL+LL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 ---------------------------------------------------------------------------------------------------------------- Max -14.89 78.52 0.00 0.00 0.00 138.55 Mm -14.89 -60.01 0.00 0.00 0.00 -263.03 MEMBER 65 Max -78.52 -26.24 0.00 0.00 0.00 0.00 Mm -79.71 -26.24 0.00 0.00 0.00 -263.03 MEMBER 66 Max -48.65 14.89 0.00 0.00 0.00 148.44 Mm -49.83 14.89 0.00 0.00 0.00 0.00 Condition : FD40.9DL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -15.81 23.78 0.00 0.00 0.00 95.81 Mm -15.81 -39.77 0.00 0.00 0.00 -158.53 MEMBER 65 Max -23.78 -4.45 0.00 0.00 0.00 0.00 Mm -24.85 -4.45 0.00 0.00 0.00 -44.23 MEMBER 66 Max -39.77 15.81 0.00 0.00 0.00 158.53 Mm -40.84 15.81 0.00 0.00 0.00 0.00 Condition : FD50.9DL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -4.64 44.78 0.00 0.00 0.00 83.88 Mm -4.64 -31.90 0.00 0.00 0.00 -160.32 MEMBER 65 Max -44.78 -15.99 0.00 0.00 0.00 0.00 Mm -45.85 -15.99 0.00 0.00 0.00 -160.32 MEMBER 66 Max -18.78 4.64 0.00 0.00 0.00 46.19 Mm -19.84 4.64 0.00 0.00 0.00 0.00 Condition : BPII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -15.92 53.33 0.00 0.00 0.00 102.74 Mm -15.92 -45.54 0.00 0.00 0.00 -159.28 MEMBER 65 Max -53.33 -15.92 0.00 0.00 0.00 0.00 Mm -54.99 -15.92 0.00 0.00 0.00 -159.07 MEMBER 66 Max -45.54 15.92 0.00 0.00 0.00 159.28 Mm -47.20 15.92 0.00 0.00 0.00 0.00 Page7 5.360 Condition BP2=1.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 -------------------------------------------------------------------------------------------------------------------- Max -28.23 93.55 0.00 0.00 0.00 177.04 Mm -28.23 -81.67 0.00 0.00 0.00 -282.55 MEMBER 65 Max -93.55 -28.23 0.00 0.00 0.00 0.00 Mm -94.98 -28.23 0.00 0.00 0.00 -281.98 MEMBER 66 Max -81.67 28.23 0.00 0.00 0.00 282.55 Mm -83.10 28.23 0.00 0.00 0.00 0.00 Condition : BP3=1.6DL+0.5LL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 -------------------------------------------------------------------------------------------------------------------- Max -46.03 31.63 0.00 0.00 0.00 270.64 Mm -46.03 -109.64 0.00 0.00 0.00 -465.53 MEMBER 65 Max -31.63 1.67 0.00 0.00 0.00 18.28 Mm -33.53 1.67 0.00 0.00 0.00 0.00 MEMBER 66 Max -109.64 46.03 0.00 0.00 0.00 465.53 Mm -111.54 46.03 ---------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : BP41.6DL+0.5LL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max 0.93 120.16 0.00 0.00 0.00 245.90 Min 0.93 -83.20 0.00 0.00 0.00 -472.86 MEMBER 65 Max -120.16 -46.77 0.00 0.00 0.00 0.00 Mm -122.06 -46.77 0.00 0.00 0.00 -472.86 MEMBER 66 Max -21.11 -0.93 0.00 0.00 0.00 0.00 Mm -23.01 -0.93 0.00 0.00 0.00 -10.21 Condition : BP50.5DL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -28.94 28.12 0.00 0.00 0.00 186.44 Mm -28.94 -60.32 0.00 0.00 0.00 -292.15 MEMBER 65 Max 25.01 18.76 0.00 0.00 0.00 186.44 Min 24.42 18.76 0.00 0.00 0.00 0.00 MEMBER 66 Max -60.32 28.94 0.00 0.00 0.00 292.15 Mm -60.92 28.94 0.00 0.00 0.00 0.00 Page8 5.361 Condition : BP6=0.5DL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max 17.97 63.11 0.00 0.00 0.00 178.52 Min 17.97 -38.85 0.00 0.00 0.00 -300.08 MEMBER 65 Max -63.11 -29.73 0.00 0.00 0.00 0.00 Mm -63.70 -29.73 0.00 0.00 0.00 -300.08 MEMBER 66 Max 27.80 -17.97 0.00 0.00 0.00 0.00 Min 27.20 -17.97 0.00 0.00 0.00 -178.52 Condition BP71.6DL+0.5LL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -30.56 61.14 0.00 0.00 0.00 187.02 Mm -30.56 -80.13 0.00 0.00 0.00 -306.99 MEMBER 65 Max -61.14 -14.66 0.00 0.00 0.00 0.00 Mm -63.04 -14.66 0.00 0.00 0.00 -145.44 MEMBER 66 Max -80.13 30.56 0.00 0.00 0.00 306.99 Mm -82.03 30.56 0.00 0.00 0.00 0.00 Condition : BP8=1.6DL+0.5LL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -14.91 90.65 0.00 0.00 0.00 162.62 Mm -14.91 -67.11 0.00 0.00 0.00 -309.15 MEMBER 65 Max -90.65 -30.81 0.00 0.00 0.00 0.00 Mm -92.55 -30.81 0.00 0.00 0.00 -309.15 MEMBER 66 Max -50.62 14.91 0.00 0.00 0.00 148.41 Mm -52.52 14.91 0.00 0.00 0.00 0.00 Condition : BP9=O.5DL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -13.48 10.29 0.00 0.00 0.00 78.33 Mm -13.48 -30.95 0.00 0.00 0.00 -135.29 MEMBER 65 Max -4.36 2.42 0.00 0.00 0.00 24.26 Mm -4.95 2.42 0.00 0.00 0.00 0.00 MEMBER 66 Max -30.95 13.48 0.00 0.00 0.00 135.29 Mm -31.54 13.48 0.00 0.00 0.00 0.00 Page9 5.362 Condition : BPI0=0.5DL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max 2.16 33.73 0.00 0.00 0.00 71.89 Min 2.16 -22.62 0.00 0.00 0.00 -137.91 MEMBER 65 Max -33.73 -13.74 0.00 0.00 0.00 0.00 Mm -34.33 -13.74 0.00 0.00 0.00 -137.91 MEMBER 66 Max -1.58 -2.16 0.00 0.00 0.00 0.00 Mm -2.17 -2.16 0.00 0.00 0.00 -21.60 Condition : Drift=Eh+Ev+Er Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] ----------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 64 Max -7.79 8.94 0.00 0.00 0.00 80.83 Mm -7.79 -14.66 0.00 0.00 0.00 -78.16 MEMBER 65 Max 14.66 8.11 0.00 0.00 0.00 80.83 Min 14.66 8.11 0.00 0.00 0.00 0.00 MEMBER 66 Max -14.66 7.79 0.00 0.00 0.00 78.16 Mm -14.66 7.79 0.00 0.00 0.00 0.00 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITION SDI=1.40L Member Defl. (2) [in] ®(%) Defl. (3) [in] 64 0.23456 (L11202) 50.00000 0.00000 (<U10000) 0.00000 65 0.02750 (U4364) 62.50000 0.00000 (<L/10000) 0.00000 66 0.02753 (L/4358) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.41205 (L/684) 50.00000 0.00000 (<L/10000) 0.00000 65 0.04878 (U2460) 62.50000 0.00000 (<L/10000) 0.00000 66 0.04887 (L/2455) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD3=1.6DL+O.5LL+Eh+3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.33591 (L/840) 37.50000 0.00000 (< U10000) 0.00000 65 0.02484 (L14831) 62.50000 0.00000 (<L/10000) 0.00000 66 0.05268 (L/2278) 62.50000 0.00000 (<L/10000) 0.00000 PagelO 5.363 CONDITION SD41.6DL+O.5LL-Eh-3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.33394 (U844) 50.00000 0.00000 (<U1 0000) 0.00000 65 0.05379 (L/2231) 62.50000 0.00000 (<Lu 0000) 0.00000 66 0.02608 (L14601) ---------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< L/10000) 0.00000 CONDITION SD50.5DL+Eh+Ev Member Defl. (2) [in] Defl. (3) [in] 64 0.09724 (L/2900) ------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (< L/10000) 0.00000 65 0.00419 (< U10000) 62.50000 0.00000 (<U10000) 0.00000 66 0.02338 (L/5133) 62.50000 0.00000 (< U10000) 0.00000 CONDITION SD6=0.5DL-Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.09271 (L/3042) 62.50000 0.00000 (<L/10000) 0.00000 65 0.02383 (U5035) 62.50000 0.00000 (<U1 0000) 0.00000 66 0.00373 (<1110000) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION RBSI =1.6DL+O.5LL+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.33381 (L1845) 50.00000 0.00000 (<U10000) 0.00000 65 0.03915 (L/3065) 62.50000 0.00000 (<U10000) 0.00000 66 0.03916 (113064) 62.50000 0.00000 (<1110000) 0.00000 CONDITION RBS2I.6DL+O.5LL-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.33425 (U844) 50.00000 0.00000 (<U10000) 0.00000 65 0.03946 (113041) 62.50000 0.00000 (<1110000) 0.00000 66 0.03958 (113032) 62.50000 0.00000 (< L/10000) 0.00000 CONDITION RBS3=1.6DL+0.5LL+3Eh+Ev Member Defl. (2) [in] c(%) Defl. (3) [in] 64 0.37222 (L/758) 37.50000 0.00000 (<1110000) 0.00000 65 0.00286 (<1110000) 62.50000 0.00000 (<Ui0000) 0.00000 66 0.08097 (111482) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBS4=1.6DL+O.5LL-3Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.35073 (11804) 62.50000 0.00000 (< U10000) 0.00000 65 0.08152 (L/1472) 62.50000 0.00000 (<L/10000) 0.00000 66 0.00219 (<1110000) 62.50000 0.00000 (<1110000) 0.00000 Pagell 5.364 CONDITION FDI=DL+LL Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.29937 (L1942) ------------------------------------------------------------------------------------------------------------------------------------------ 50.00000 0.00000 (<L/10000) 0.00000 65 0.03539 (L/3391) 62.50000 0.00000 (< L/10000) 0.00000 66 0.03544 (L13386) --------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD2DL+LL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.29976 (L/941) 50.00000 0.00000 (<L/10000) 0.00000 65 0.02529 (L14744) 62.50000 0.00000 (< L/10000) 0.00000 66 0.04522 (L/2654) ----------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< L/10000) 0.00000 CONDITION FD3=DL+LL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.29899 (L/943) -------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (<U10000) 0.00000 65 0.04549 (L12638) 62.50000 0.00000 (<L/10000) 0.00000 66 0.02566 (U4677) ----------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<U10000) 0.00000 CONDITION FD40.9DL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.15655 (L11801) 37.50000 0.00000 (< U10000) 0.00000 65 0.00764 (<L/10000) 62.50000 0.00000 (< U10000) 0.00000 66 0.02740 (U4380) ------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<U10000) 0.00000 CONDITION FD50.9DL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.15039 (U1 875) 50.00000 0.00000 (<U10000) 0.00000 65 0.02771 (U4331) 62.50000 0.00000 (<L/10000) 0.00000 66 0.00798 (< U10000) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BPi=1.4DL Member Defl. (2) [in] c(%) Defl. (3) [in] 64 0.23456 (L/1202) ------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (<U10000) 0.00000 65 0.02750 (L/4364) 62.50000 0.00000 (<U10000) 0.00000 66 0.02753 (L/4358) ----------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< U10000) 0.00000 CONDITION BP2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.41205 (U684) 50.00000 0.00000 (<U1 0000) 0.00000 65 0.04878 (U2460) 62.50000 0.00000 (< U10000) 0.00000 66 0.04887 (U2455) 62.50000 0.00000 (<U10000) 0.00000 Page12 5.365 CONDITION BP31.6DL+0.5LL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.37135 (L1759) -------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (< L/10000) 0.00000 65 0.00316 (< U10000) 62.50000 0.00000 (<L/10000) 0.00000 66 0.08056 (U1490) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP4=1.6DL+0.5LL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.35362 (L/797) 62.50000 0.00000 (<U1 0000) 0.00000 65 0.08184 (U1466) 62.50000 0.00000 (< L/10000) 0.00000 66 0.00176 (< L/10000) 62.50000 0.00000 (< L/10000) 0.00000 CONDITION BP5=0.5DL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.13142 (U2146) 37.50000 0.00000 (<U10000) 0.00000 65 0.03219 (L13728) 62.50000 0.00000 (<U10000) 0.00000 66 0.05051 (U2376) 62.50000 0.00000 (< U10000) 0.00000 CONDITION BP60.5DL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Dell. (3) [in] 64 0.12780 (L/2207) 62.50000 0.00000 (< L/10000) 0.00000 65 0.05188 (U2313) 62.50000 0.00000 (< U10000) 0.00000 66 0.03082 (U3894) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP71.6DL+O.5LL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.33678 (L1837) 37.50000 0.00000 (<U10000) 0.00000 65 0.02515 (L/4772) 62.50000 0.00000 (<U10000) 0.00000 66 0.05310 (U2260) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BP81 .6DL+O.5LL-Eh-Ev-Er Member Defl. (2) [in] c(%) Defl. (3) [in] 64 0.33349 (U846) 50.00000 0.00000 (<L/10000) 0.00000 65 0.05348 (U2244) 62.50000 0.00000 (<U10000) 0.00000 66 0.02565 (U4677) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BP90.5DL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.09724 (U2900) 37.50000 0.00000 (< U10000) 0.00000 65 0.00419 (<U10000) 62.50000 0.00000 (<U10000) 0.00000 66 0.02338 (U5133) 62.50000 0.00000 (<U10000) 0.00000 Page13 5.366 CONDITION BPI0=0.5DL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.09271 (U3042) 62.50000 0.00000 (<L/10000) 0.00000 65 0.02383 (L/5035) 62.50000 0.00000 (< L/10000) 0.00000 66 0.00373 (< L/10000) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (< U10000) 0.00000 CONDITION DriftEh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 64 0.01749 (<L/10000) ----------------------------------------------------------------------------------------------------------------------------------- 75.00000 0.00000 (< U10000) 0.00000 65 0.01396 (L18598) 62.50000 0.00000 (<L/10000) 0.00000 66 0.01350 (U8887) 62.50000 0.00000 (<L/10000) 0.00000 Page14 5.367 Current Date: 3/21/2022 10:12 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design SD1=1.4DL SD2=1.2DL+1.6LL SD31.6DL+0.5LL+Eh+3Ev SD41.6DL+0.5LL-Eh-3Ev SD5=0.5DL+Eh+Ev S060.5DL-Eh-Ev Description Section Member Ctrl Eq. Ratio Status Reference Column W18X119 65 SD1 at 100.00% 0.18 OK SD2 at 100.00% 0.32 OK SD3 at 100.00% 0.16 OK SD4 at 100.00% 0.35 OK Eq. Hi-lb SD5 at 100.00% 0.03 OK SD6 at 100.00% 0.15 OK 66 SD1 at 100.00% 0.18 OK SD2 at 100.00% 0.31 OK SD3 at 100.00% 0.34 OK Eq. Hi-lb SD4 at 100.00% 0.16 OK SD5 at 100.00% 0.15 OK SD6 at 100.00% 0.02 OK MF-4 W18X86 64 SD1 at 100.00% 0.24 OK SD2 at 100.00% 0.42 OK SD3 at 100.00% 0.45 OK Eq. Hi-lb SD4 at 0.00% 0.45 OK Eq. Hi-lb SD5 at 100.00% 0.20 OK SD6 at 0.00% 0.20 OK Pagel 5.368 Design By: EK Date: 3/18/2022 S1ru5ul CONNECTION NO. 5 BEAM AND COLUMN SECTION PROPERTIES Di ..I. a... 35/1 5Vl/ A (in .2) d (in.) b3 (in.) t (in.) t (in.) Z (in.) W )kips/ft) Kd/ K1 F (ksi) F. (ksi( R3 ry 25.3 18.4 11.1 0.77 0.48 186 0.086 1.625 1.0625 50 65 1.1 2.63 Columns .1...... sail Ov,lfl u..;..k, In 5+ 0., 121 W..-. A (in .2) d (in.) b1 (in.) t3(in.) t,, (in.) Z (in.) W )kips/ft( Kd,/ I K5 F5 )ksi) F, )ksi) R3 35.1 19.0 11.3 1.06 1 0.655 262 0.119 1.9375 1 1.1875 50 65 1.1 Resistance Factors 1 1 0.9 1 1 RIGHT BEAM Span Length 23.5 ft RBS Value Mm. Value Max. Value a 6.00 5.55 8.33 in b 12.00 11.96 15.64 in 2.00 1.11 2.78 in Sh 12.00 in Z585 131.70 in Cpr 1.15 M, 694.17 Kip-ft L5 19.92 ft Lb 10.93 ft CALCULATED STRENGTH V5 88.00 Kips V555 157.71 Kips V555. 18.29 Kips M5, 851.87 Kip-ft M1,. -675.87 Kip-ft 4Mpa 852.50 Kip-ft V, 157.71 Kips 206.78 Kips Mf<=4dMpe. Flexural strength of beam is sufficient at the column face. Vu<=(tmVn. Shear strength of beam is sufficient. .4/SC 358 2.4,1a.b and .4/SC 360 G2,1a 0.56w < a 5 0.75b RISC 358 Eq. 3.8- 1 0.65db 5 6 5 O.SSdt .4/5C 358 Eq. 5.8- 2 0.1b ,f c f 0.25bLf RISC 358 Eq. 5.8- 3 Sk = a +' RISC 358 Fig. 5.2 Z Z - 2c - tç) A/SC 358 Eq, 5.8 - Cpr = + E,,)I2?5 ) 1.2 .4/5C 358 Eq. 2.4- 2 M. = RISC 338 Eq. 3.8- 5 = - - 2S In accordance arcordance with RISC 358 5.8 Step 8 = 2147,./L +1V .4/SC 358 Eq. 5.8 -9 = M, + RISC 358 Eq 5.8 - 6 = RF.Zr RISC 358 Eq. 5.8 - 7 + F RISC 358 Eq, 5.8 -9 = O.6FyAC. RISC 360 C2 1 5.369 "Z:\2021\10-11579- AO - Avs,ra Apra- West Parcel (Cetlsb,d)\Engineerirsg\COICS\RAM Elements/ BEAM TO COLUMN CONNECTION CONTINUITY PLATE REQUIREMENTS Requirements for continuity plates are checked in accordance with AISC 341 E36f and AISC 360 J10 td~ 1.85 in. without continuity plates t1 41 b/6 .4/SC 341 Eq. £3 - B R0 48 kips = 511(d 316 kips Rn 6,25Fyt .4/SC 360 118 - 1 184 kips Rn .4i.(Ck + thy) .4/SC 360 j10 2 &3 209 kips f c, [a + 3(Jd, i(Eti)/ cw Q1 .4/SC 360 J1.0 —4.5a,&56 Continuity plates are required. [1 ~ (4 1.1d) - 0.2 (t.Itc;) I (E cf)/z Q1 Continuity Plate Thickness tp 0.77 in Au,p 3.44 in' = W,,,, 4.46 in Continuity plate to column web OP weld area A 8.95 in Ac w.. = t(d — 2(k,, + Required strength of the continuity plate weld to the the column web is the minimum of the following 309 Kips E'n.f.p .4/SC 341 E3,6f.2.c.1 537 Kips (PVVm AISC 341 E3,6f,1c,2 4iV 373 Kips .4/SC 341 £3.6!. 2. 309 Kips Continuity plate to column web weld strength Weld Type OP 70 ksi 0weid n/a If C/F AESC 360 £q.C2 - 1 537 Kips 2(k +1.75)) if Filbot AISC 360 Eq,J2 _4 PANEL ZONE REQUIREMENTS Panel Zone Shear Strength RMI 580 Kips hvn Con c) VC 85 Kips R = R.,/ - V .4/SC 341 53.6. R, 495 Kips t, 0.655 in tdp= 3/4 in 863 Kips F, Ry + t., )(1 + + t p. ,4ISC 360/10 - 11 Minimum panel zone thickness FYI Tmin 0.37 in F ~ - 2.t,,) + - 2t,))/90 AISC 341 53 —7 Panel zone is sufficient. BEAM/COLUMN STRENGTH CHECK Column-Beam moment Ratio ZM*Pb 11721 Kip-in + V. (S + d/2) .4/SC 341 £3 - 3 0 Kip-in M.5 12122 Kip-in 12122 Kip-in = EZt..F.c P/.4) A/SC 341 £3 2 M*pbne, 1.03 Column-Beam moment ratio is sufficient. 5.370 "2:\2021\10-11579 - AO - Avir Apt s- Weal PrceI (Crtbd)\Eogineerin9\C21c\RAM Eieneois\ Current Date: 3/21/2022 10:13 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: DL=Dead Load Loads.......................................................................... Shear force Distributed user loads - Members Concentrated user loads - Members 5f K p] - 18. 9[ Kip] 4[Kip/fi] -4 '-)[Ki p,] 475,10,0) IN 100 67 MF-5 A992 Gr50 W 18X86 I / 4.2[Kip] 4985,10,0) 'J 102 475,8 Ci 98.59 0) Y N 99 N101 5.371 Current Date: 3/21/2022 10:13 AM Units system: English File name: Z:\2021\10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: LL=Live Load Loads ___ Shear force Distributed user loads - Members Concentrated user loads- Members I 5 3Vpj / 0/ -5.5[Kip] (475,10,0) 67 N 100 MF-5 A992 Gr50 C) 0-) W18X86 (0C)>< (0- c' CO 00) (475,0 N95 (498.5, 10,0) N 102 OQ) LI).- :0) - CO 0 00) 498.5O) Y N 1C'i •.• ± x 5.372 Current Date: 3/21/2022 10:13 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'viara - SMF Calcs.retx Load condition: Eh=E Horizontal Loads................................................................................ Shear force Concentrated user loads - Members 22.3[Kip] 475,1010) 67 (498.5,10,0) N 100 MF-5 N 102 A992 Gr50 W18X86 LO 00) (0—c\jcO 00) 0a-. 00) (475,0,D) (498 50,0) N9 v N1C1 5.373 LA Current Date: 3/21/2022 10:14 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: Ev=E Vertical from HO Above Loads.................................................................................... Shear force Concentrated user loads - Members (475,10,0) A 67 (498.5,10,0) N 100 AF-5 N 102 Gr5O o vJ\8X86 LO OØ) 0c 475 18 2[Kip] i 0) N 9 9 N.1Q 5.374 Current Date: 3/21/2022 10:14 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM ElementsAviara - SMF Calcs.retx Geometry data GLOSSARY Cb22, Cb33 Moment gradient coefficients Cm22, Cm33 : Coefficients applied to bending term in interaction formula dO : Tapered member section depth at J end of member DJX : Rigid end offset distance measured from J node in axis X DJY : Rigid end offset distance measured from J node in axis Y DJZ : Rigid end offset distance measured from J node in axis Z DKX : Rigid end offset distance measured from K node in axis X DKY : Rigid end offset distance measured from K node in axis Y DKZ : Rigid end offset distance measured from K node in axis Z dL : Tapered member section depth at K end of member Ig factor : Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members K22 : Effective length factor about axis 2 K33 : Effective length factor about axis 3 L22 : Member length for calculation of axial capacity L33 : Member length for calculation of axial capacity LB pos : Lateral unbraced length of the compression flange in the positive side of local axis 2 LB neg : Lateral unbraced length of the compression flange in the negative side of local axis 2 RX : Rotation about X RY : Rotation about Y RZ : Rotation about Z TO : 1 = Tension only member 0 = Normal member TX : Translation in X TY : Translation in Y TZ : Translation in Z Nodes Node X Y Z Rigid Floor [ft] IN [ft] 99 475.00 0.00 0.00 0 100 475.00 10.00 0.00 0 101 498.50 0.00 0.00 0 102 498.50 10.00 0.00 0 Restraints Node TX TY TZ RX RY RZ 99 1 1 1 0 0 0 101 1 1 1 0 0 0 Members Pagel 5.375 Description Section Material dO dL Ig factor [in] [in] MF-5 W 18X86 -------------------------------------------------------------------------------------------------------------------------------------------------- A992 Gr50 0.00 0.00 0.00 Column W 18X119 A992 Gr50 0.00 0.00 0.00 Column W 18X119 A992 Gr50 0.00 0.00 0.00 Member NJ NK 67 100 102 68 99 100 69 101 102 Page2 5.376 Rotations [Rad] RX ----------------------------------------------------------------- RY RZ 0.00000 0.00000 0.00045 0.00000 0.00000 -0.00145 0.00000 0.00000 -0.00052 0.00000 0.00000 0.00138 0.00000 0.00000 0.00096 0.00000 0.00000 -0.00299 0.00000 0.00000 -0.00106 0.00000 0.00000 0.00288 0.00000 0.00000 -0.00230 0.00000 0.00000 -0.00243 0.00000 0.00000 -0.00299 0.00000 0.00000 -0.00029 0.00000 0.00000 0.00372 0.00000 0.00000 -0.00195 0.00000 0.00000 0.00145 0.00000 0.00000 0.00452 0.00000 0.00000 -0.00270 0.00000 0.00000 -0.00162 0.00000 0.00000 -0.00276 0.00000 0.00000 -0.00131 0.00000 0.00000 0.00303 0.00000 0.00000 0.00059 0.00000 0.00000 0.00240 0.00000 0.00000 0.00230 0.00000 0.00000 0.00065 0.00000 0.00000 -0.00176 0.00000 0.00000 -0.00058 0.00000 0.00000 0.00182 0.00000 0.00000 0.00074 0.00000 0.00000 -0.00264 0.00000 0.00000 -0.00099 0.00000 0.00000 0.00240 0.00000 0.00000 -0.00793 Pagel 5.377 Current Date: 3/21/2022 10:14 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Analysis result Translations Translations [in] Node TX TV TZ Condition ------------------------------------------------------------------------------------- SDI=1.4DL 99 0.00000 0.00000 0.00000 100 0.00731 -0.00705 0.00000 101 0.00000 0.00000 0.00000 102 0.00088 -0.00685 0.00000 Condition ----------------------------------------------------------------------------------- SD21.2DL+1.6LL 99 0.00000 0.00000 0.00000 100 0.01293 -0.01455 0.00000 101 0.00000 0.00000 0.00000 102 -0.00041 -0.01432 0.00000 Condition SD3=1.6DL+0.5LL+Eh+3Ev 99 0.00000 0.00000 0.00000 100 0.28013 -0.00602 0.00000 101 0.00000 - 0.00000 0.00000 102 0.27106 -0.00872 0.00000 Condition SD41.6DL+0.5LL-Eh-3Ev 99 0.00000 0.00000 0.00000 100 -0.26272 -0.01542 0.00000 101 0.00000 0.00000 0.00000 102 -0.27323 -0.01220 0.00000 Condition SD50.5DL+Eh+Ev 99 0.00000 0.00000 0.00000 100 0.28900 -0.00021 0.00000 101 0.00000 0.00000 0.00000 102 0.28410 -0.00261 0.00000 Condition SD60.5DL-Eh-Ev 99 0.00000 0.00000 0.00000 100 -0.28493 -0.00483 0.00000 101 0.00000 0.00000 0.00000 102 -0.28461 -0.00228 0.00000 Condition RBSI=1.6DL+0.5LL+Ev 99 0.00000 0.00000 0.00000 100 0.00037 -0.00953 0.00000 101 0.00000 0.00000 0.00000 102 -0.00776 -0.00951 0.00000 Condition -------------------------------------------------------------------------------- RBS2I.6DL+0.5LL-Ev 99 0.00000 0.00000 0.00000 100 0.02056 -0.01190 0.00000 101 0.00000 0.00000 0.00000 102 0.00910 -0.01143 0.00000 Condition RBS3I.60L+0.5LL+3Eh+Ev 99 0.00000 0.00000 0.0000C 100 0.90400 -0.00611 0.00000 0.00000 0.00000 -0.00646 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00905 102 0.88313 -0.01292 0.00000 0.00000 0.00000 -0.00279 Condition RBS4I.6DL+0.5LL-3Eh-Ev 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00935 100 -0.88599 -0.01533 0.00000 0.00000 0.00000 0.00207 101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00750 102 -0.88454 -0.00800 0.00000 0.00000 0.00000 0.00702 Condition FDIDL+LL 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00068 100 0.00936 -0.01035 0.00000 0.00000 0.00000 -0.00212 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00076 102 -0.00013 -0.01017 0.00000 0.00000 0.00000 0.00205 Condition FD2DL+LL+0.714Eh+0.714Ev ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 99 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00140 100 0.21713 -0.00869 0.00000 0.00000 0.00000 -0.00292 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00262 102 0.20579 -0.01030 0.00000 0.00000 0.00000 0.00074 Condition FD3DL+LL-0.714Eh-0.714Ev 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00276 100 -0.19901 -0.01201 0.00000 0.00000 0.00000 -0.00132 101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00112 102 -0.20662 -0.01004 0.00000 0.00000 0.00000 0.00335 Condition FD4=0.9DL+0.714Eh+0.714Ev 99 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00176 100 0.21009 -0.00288 0.00000 0.00000 0.00000 -0.00172 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00218 102 0.20410 -0.00452 0.00000 0.00000 0.00000 -0.00040 Condition FD50.9DL-0.714Eh-0.714Ev 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00235 100 -0.20130 -0.00619 0.00000 0.00000 0.00000 -0.00014 101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00152 102 -0.20356 -0.00428 0.00000 0.00000 0.00000 0.00218 Condition BPII.4DL 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00045 100 0.00731 -0.00705 0.00000 0.00000 0.00000 -0.00145 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00052 102 0.00088 -0.00685. 0.00000 0.00000 0.00000 0.00138 Condition BP2=1.2DL+1.6LL 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00096 100 0.01293 -0.01455 0.00000 0.00000 0.00000 -0.00299 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00106 102 -0.00041 -0.01432 0.00000 0.00000 0.00000 0.00288 Condition BP3=1.6DL+0.5LL+3Eh+3Ev+Er 99 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00799 100 0.88003 -0.00375 0.00000 0.00000 0.00000 -0.00555 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00861 102 0.86250 -0.01099 0.00000 0.00000 0.00000 -0.00335 Condition BP41.6DL+O.5LL-3Eh-3Ev-Er Page2 5.378 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00949 100 -0.86964 -0.01772 0.00000 0.00000 0.00000 0.00120 101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00713 102 -0.87151 -0.00990 0.00000 0.00000 0.00000 0.00762 Condition BP50.5DL+3Eh+3Ev+Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 99 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00839 100 0.85843 0.00439 0.00000 0.00000 0.00000 -0.00380 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00787 102 0.84840 -0.00292 0.00000 0.00000 0.00000 -0.00489 Condition BP6=0.5DL-3Eh-3Ev-Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00882 100 -0.86340 -0.00947 0.00000 0.00000 0.00000 0.00281 101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00760 102 -0.85778 -0.00193 0.00000 0.00000 0.00000 0.00593 Condition BP71.6DL+0.5LL+Eh+Ev+Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 99 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00221 100 0.30147 -0.00839 0.00000 0.00000 0.00000 -0.00332 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00340 102 0.28907 -0.01065 0.00000 0.00000 0.00000 0.00028 Condition BP81.6DL+0.5LL-Eh-Ev-Er 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00361 100 -0.28174 -0.01304 0.00000 0.00000 0.00000 -0.00107 101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00184 102 -0.28892 -0.01028 0.00000 0.00000 0.00000 0.00394 Condition BP9=0.5DL+Eh+Ev+Er 99 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00270 100 0.28900 -0.00021 0.00000 0.00000 0.00000 -0.00162 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00276 102 0.28410 -0.00261 0.00000 0.00000 0.00000 -0.00131 Condition BPIO=O.5DL-Eh-Ev-Er 99 0.00000 0.00000 0.00000 0.00000 0.00000 0.00303 100 -0.28493 -0.00483 0.00000 0.00000 0.00000 0.00059 101 0.00000 0.00000 0.00000 0.00000 0.00000 0.00240 102 -0.28461 -0.00228 0.00000 0.00000 0.00000 0.00230 Condition DriftEh+Ev+Er 99 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00285 100 0.28502 0.00230 0.00000 0.00000 0.00000 -0.00109 101 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00256 102 0.28242 -0.00016 0.00000 0.00000 0.00000 -0.00179 Maximum forces at members Page3 5.379 Condition SDII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -16.73 52.66 0.00 0.00 0.00 114.16 Mm -16.73 -51.38 0.00 0.00 0.00 -167.33 MEMBER 68 Max -58.96 -16.73 0.00 0.00 0.00 0.00 Mm -60.62 -16.73 0.00 0.00 0.00 -167.29 MEMBER 69 Max -57.26 16.73 0.00 0.00 0.00 167.33 Mm -58.92 16.73 0.00 0.00 0.00 0.00 Condition SD21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -34.71 108.83 0.00 0.00 0.00 236.93 Mm -34.71 -106.91 0.00 0.00 0.00 -347.12 MEMBER 68 Max -122.71 -34.71 0.00 0.00 0.00 0.00 Mm -124.13 -34.71 0.00 0.00 0.00 -346.99 MEMBER 69 Max -120.75 34.71 0.00 0.00 0.00 347.12 Mm -122.17 34.71 0.00 0.00 0.00 0.00 Condition : SD31.6DL+O.5LL+Eh+3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -23.58 40.27 0.00 0.00 0.00 144.41 Mm -23.58 -63.57 0.00 0.00 0.00 -237.51 MEMBER 68 Max -50.12 -1.28 0.00 0.00 0.00 0.00 Mm -52.02 -1.28 0.00 0.00 0.00 -11.64 MEMBER 69 Max -73.04 23.58 0.00 0.00 0.00 237.51 Mm -74.94 23.58 0.00 0.00 0.00 0.00 Condition : SD41.6DL+0.5LL-Eh-3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -27.34 120.00 0.00 0.00 0.00 346.12 Mm -27.34 -93.04 0.00 0.00 0.00 -499.24 MEMBER 68 Max -129.85 -49.64 0.00 0.00 0.00 0.00 Mm -131.75 -49.64 0.00 0.00 0.00 -499.24 MEMBER 69 Max -102.51 27.34 0.00 0.00 0.00 271.02 Mm -104.41 27.34 0.00 0.00 0.00 0.00 Page4 5.380 Condition : SD50.5DL+Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 -------------------------------------------------------------------------------------------------------------------- Max -12.73 -0.68 0.00 0.00 0.00 95.71 Mm -12.73 -19.73 0.00 0.00 0.00 -127.86 MEMBER 68 Max -1.48 9.57 0.00 0.00 0.00 95.71 Mm -2.07 9.57 0.00 0.00 0.00 0.00 MEMBER 69 Max -21.83 12.73 0.00 0.00 0.00 127.86 Mm -22.42 12.73 --------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD60.5DL-Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 ------------------------------------------------------------------------------------------------------------------- Max 0.84 38.43 0.00 0.00 0.00 93.73 Min 0.84 -16.93 0.00 0.00 0.00 -215.60 MEMBER 68 Max -40.68 -21.46 0.00 0.00 0.00 0.00 Mm -41.27 -21.46 0.00 0.00 0.00 -215.60 MEMBER 69 Max -19.03 -0.84 0.00 0.00 0.00 0.00 Mm -19.62 -0.84 ----------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -8.83 Condition RBSII.6DL+0.5LL+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -21.16 70.02 0.00 0.00 0.00 130.53 Mm -21.16 -70.22 0.00 0.00 0.00 -211.56 MEMBER 68 Max -79.87 -21.16 0.00 0.00 0.00 0.00 Mm -81.77 -21.16 0.00 0.00 0.00 -211.56 MEMBER 69 Max -79.69 21.16 0.00 0.00 0.00 211.51 Mm -81.59 21.16 0.00 0.00 0.00 0.00 Condition : RBS2I .6DL+O.5LL-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -29.82 90.15 0.00 0.00 0.00 234.27 Mm -29.82 -86.50 0.00 0.00 0.00 -298.31 MEMBER 68 Max -100.00 -29.82 0.00 0.00 0.00 0.00 Mm -101.89 -29.82 0.00 0.00 0.00 -298.06 MEMBER 69 Max -95.97 29.82 0.00 0.00 0.00 298.31 Mm -97.87 29.82 0.00 0.00 0.00 0.00 Page5 5.381 Condition : RBS3I.6DL+0.5LL+3Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 -------------------------------------------------------------------------------------------------------------- Max -54.30 41.04 0.00 0.00 0.00 290.05 Mm -54.30 -99.21 0.00 0.00 0.00 -551.05 MEMBER 68 Max -50.89 12.60 0.00 0.00 0.00 129.92 Mm -52.79 12.60 0.00 0.00 0.00 0.00 MEMBER 69 Max -108.68 54.30 0.00 0.00 0.00 551.05 Mm -110.57 54.30 --------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : RBS4I.6DL+0.5LL-3Eh-Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max 3.78 119.25 0.00 0.00 0.00 290.25 Min 3.78 -57.40 0.00 0.00 0.00 -640.84 MEMBER 68 Max -129.10 -63.12 0.00 0.00 0.00 0.00 Mm -130.99 -63.12 0.00 0.00 0.00 -640.84 MEMBER 69 Max -66.87 -3.78 0.00 0.00 0.00 0.00 Mm -68.77 -3.78 0.00 0.00 0.00 -42.76 Condition : FDIDL+LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -24.68 77.42 0.00 0.00 0.00 168.50 Mm -24.68 -75.99 0.00 0.00 0.00 -246.78 MEMBER 68 Max -87.22 -24.68 0.00 0.00 0.00 0.00 Mm -88.41 -24.68 0.00 0.00 0.00 -246.72 MEMBER 69 Max -85.69 24.68 0.00 0.00 0.00 246.78 Mm -86.88 24.68 0.00 0.00 0.00 0.00 Condition : FD2=DL+LL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -29.51 63.34 0.00 0.00 0.00 149.81 Mm -29.51 -77.08 0.00 0.00 0.00 -296.62 MEMBER 68 Max -73.14 -13.59 0.00 0.00 0.00 0.00 Mm -74.33 -13.59 0.00 0.00 0.00 -134.56 MEMBER 69 Max -86.78 29.51 0.00 0.00 0.00 296.62 Mm -87.96 29.51 0.00 0.00 0.00 0.00 Page6 5.382 Condition : FD3DL+LL-0.714Eh-0.714Ev Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -19.82 91.52 0.00 0.00 0.00 205.58 Mm -19.82 -74.88 0.00 0.00 0.00 -359.09 MEMBER 68 Max -101.32 -35.74 0.00 0.00 0.00 0.00 Mm -102.51 -35.74 0.00 0.00 0.00 -359.09 MEMBER 69 Max -84.58 19.82 0.00 0.00 0.00 196.71 Mm -85.77 19.82 0.00 0.00 0.00 0.00 Condition : FD40.9DL+0.714Eh+0.714Ev Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] -------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] MEMBER 67 Max -15.59 19.84 0.00 0.00 0.00 84.70 Mm -15.59 -34.04 0.00 0.00 0.00 -156.53 MEMBER 68 Max -23.89 0.33 0.00 0.00 0.00 3.78 Mm -24.96 0.33 0.00 0.00 0.00 0.00 MEMBER 69 Max -37.82 15.59 0.00 0.00 0.00 156.53 Mm -38.89 15.59 0.00 -------------------------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 Condition : FD50.9DL-0.714Eh-0.714Ev Axial ShearV2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -5.90 47.88 0.00 0.00 0.00 110.66 Mm -5.90 -31.99 0.00 0.00 0.00 -219.06 MEMBER 68 Max -51.93 -21.82 0.00 0.00 0.00 0.00 Mm -53.00 -21.82 0.00 0.00 0.00 -219.06 MEMBER 69 Max -35.77 5.90 0.00 0.00 0.00 58.35 Mm -36.84 5.90 0.00 0.00 0.00 0.00 Condition : BPII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -16.73 52.66 0.00 0.00 0.00 114.16 Mm -16.73 -51.38 0.00 0.00 0.00 -167.33 MEMBER 68 Max -58.96 -16.73 0.00 0.00 0.00 0.00 Mm -60.62 -16.73 0.00 0.00 0.00 -167.29 MEMBER 69 Max -57.26 16.73 0.00 0.00 0.00 167.33 Mm -58.92 16.73 0.00 0.00 0.00 0.00 Page7 5.383 Condition : BP21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 N133 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 -------------------------------------------------------------------------------------------------------------- Max -34.71 108.83 0.00 0.00 0.00 236.93 Mm -34.71 -106.91 0.00 0.00 0.00 -347.12 MEMBER 68 Max -122.71 -34.71 0.00 0.00 0.00 0.00 Mm -124.13 -34.71 0.00 0.00 0.00 -346.99 MEMBER 69 Max -120.75 34.71 0.00 0.00 0.00 347.12 Mm -122.17 34.71 ----------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : BP31.6DL+O.5LL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -45.62 21.03 0.00 0.00 0.00 278.91 Mm -45.62 -82.82 0.00 0.00 0.00 -462.89 MEMBER 68 Max -30.88 21.28 0.00 0.00 0.00 215.15 Mm -32.78 21.28 0.00 0.00 0.00 0.00 MEMBER 69 Max -92.29 45.62 0.00 0.00 0.00 462.89 Mm -94.19 45.62 0.00 0.00 0.00 0.00 Condition BP41.6DL+0.5LL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -4.87 139.48 0.00 0.00 0.00 332.48 Mm -4.87 -73.56 0.00 0.00 0.00 -728.64 MEMBER 68 Max -149.33 -71.77 0.00 0.00 0.00 0.00 Mm -151.23 -71.77 0.00 0.00 0.00 -728.64 MEMBER 69 Max -83.03 4.87 0.00 0.00 0.00 42.65 Mm -84.93 4.87 0.00 0.00 0.00 0.00 Condition : BP50.5DL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -26.10 -3.33 0.00 0.00 0.00 405.36 Mm -26.10 -57.50 0.00 0.00 0.00 -262.72 MEMBER 68 Max 37.58 40.80 0.00 0.00 0.00 405.36 Min 36.98 40.80 0.00 0.00 0.00 0.00 MEMBER 69 Max -24.48 26.10 0.00 0.00 0.00 262.72 Mm -25.08 26.10 0.00 0.00 0.00 0.00 Page8 5.384 Condition : BP6=0.5DL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max 14.62 77.78 0.00 0.00 0.00 208.41 Min 14.62 -13.98 0.00 0.00 0.00 -528.59 MEMBER 68 Max -80.03 -52.28 0.00 0.00 0.00 0.00 Mm -80.62 -52.28 0.00 0.00 0.00 -528.59 MEMBER 69 Max -16.08 -14.62 0.00 0.00 0.00 0.00 Mm -16.67 -14.62 -------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -147.36 Condition : BP71.60L+0.5LL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -32.25 60.36 0.00 0.00 0.00 164.54 Mm -32.25 -79.89 0.00 0.00 0.00 -324.70 MEMBER 68 Max -70.21 -9.95 0.00 0.00 0.00 0.00 Mm -72.11 -9.95 0.00 0.00 0.00 -97.73 MEMBER 69 Max -89.36 32.25 0.00 0.00 0.00 324.70 Mm -91.25 32.25 0.00 0.00 0.00 0.00 Condition : BP8=1.6DL+0.5LL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -18.67 99.85 0.00 0.00 0.00 225.86 Mm -18.67 -76.80 0.00 0.00 0.00 -412.32 MEMBER 68 Max -109.70 -40.97 0.00 0.00 0.00 0.00 Mm -111.59 -40.97 0.00 0.00 0.00 -412.32 MEMBER 69 Max -86.27 18.67 0.00 0.00 0.00 184.63 Mm -88.17 18.67 0.00 0.00 0.00 0.00 Condition : BP90.5DL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -12.73 -0.68 0.00 0.00 0.00 95.71 Mm -12.73 -19.73 0.00 0.00 0.00 -127.86 MEMBER 68 Max -1.48 9.57 0.00 0.00 0.00 95.71 Mm -2.07 9.57 0.00 0.00 0.00 0.00 MEMBER 69 Max -21.83 12.73 0.00 0.00 0.00 127.86 Mm -22.42 12.73 0.00 0.00 0.00 0.00 Page9 5.385 Condition : BPI0=0.5DL-Eh-Ev-Er Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 1 Max 0.84 38.43 0.00 0.00 0.00 93.73 Min 0.84 -16.93 0.00 0.00 0.00 -215.60 MEMBER 68 Max -40.68 -21.46 0.00 0.00 0.00 0.00 Mm -41.27 -21.46 0.00 0.00 0.00 -215.60 MEMBER 69 Max -19.03 -0.84 0.00 0.00 0.00 0.00 Mm -19.62 -0.84 0.00 0.00 0.00 -8.83 Condition : DriftEh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 67 Max -6.76 -1.34 0.00 0.00 0.00 154.96 Mm -6.76 -19.54 0.00 0.00 0.00 -67.61 MEMBER 68 Max 19.54 15.54 0.00 0.00 0.00 154.96 Min 19.54 15.54 0.00 0.00 0.00 0.00 MEMBER 69 Max -1.34 6.76 0.00 0.00 0.00 67.61 Mm -1.34 6.76 0.00 0.00 0.00 0.00 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITION SDI=1.4DL Member Defl. (2) [in] Defl. (3) [in] 67 0.25468 (L/1107) 50.00000 0.00000 (<L/10000) 0.00000 68 0.02892 (U4149) 62.50000 0.00000 (<L/10000) 0.00000 69 0.02893 (L14148) 62.50000 0.00000 (<U10000) 0.00000 CONDITION 5D2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.52862 (L/533) 50.00000 0.00000 (<L/10000) 0.00000 68 0.06006 (L/1998) 62.50000 0.00000 (< U10000) 0.00000 69 0.06008 (L/1997) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION 5D3=1.6DL+0.5LL+Eh+3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.15030 (L/1876) 37.50000 0.00000 (<L/10000) 0.00000 68 0.00201 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 69 0.04107 (L/2922) 62.50000 0.00000 (< U10000) 0.00000 PagelO 5.386 CONDITION SD4=1.6DL+0.5LL-Eh-3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.63855 (L1442) ----------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (< L/10000) 0.00000 68 0.08642 (L/1388) 62.50000 0.00000 (< L/10000) 0.00000 69 0.04689 (L/2559) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD5=0.5DL+Eh+Ev Member Defl. (2) [in] ON Defl. (3) [in] 67 0.04845 (L/5820) 25.00000 0.00000 (<U10000) 0.00000 68 0.01653 (L/7260) 62.50000 0.00000 (<L/10000) 0.00000 69 0.02209 (L/5432) --------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD60.5DL-Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.17501 (L/1611) ----------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<U10000) 0.00000 68 0.03726 (L/3220) 62.50000 0.00000 (< U10000) 0.00000 69 0.00153 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION RBSI=1.6DL+0.5LL+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.30421 (L1927) 50.00000 0.00000 (<L/10000) 0.00000 68 0.03659 (L/3279) 62.50000 0.00000 (<L/10000) 0.00000 69 0.03658 (L/3280) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION RBS2=1.6DL+O.5LL-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.47190 (L/598) 50.00000 0.00000 (<L/10000) 0.00000 68 0.05157 (L/2327) 62.50000 0.00000 (< U10000) 0.00000 69 0.05161 (L/2325) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION RBS3I.6DL+O.5LL+3Eh+Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.35591 (L/792) 37.50000 0.00000 (<1110000) 0.00000 68 0.02246 (115343) 62.50000 0.00000 (<1110000) 0.00000 69 0.09536 (111258) 62.50000 0.00000 (<1110000) 0.00000 CONDITION RBS4I.6DL+0.5LL-3Eh-Ev Member Defl. (2) [in] ON Defl. (3) [in] 67 0.49385 (L/571) 62.50000 0.00000 (<1110000) 0.00000 68 0.11094 (L/1082) 62.50000 0.00000 (<1110000) 0.00000 69 0.00739 (<1110000) 62.50000 0.00000 (<L/10000) 0.00000 Pagell 5.387 CONDITION FDIDL+LL Member Defl. (2) [in] Defl. (3) [in] 67 0.37579 (L1750) 50.00000 0.00000 (<L/10000) 0.00000 68 0.04268 (U2812) 62.50000 0.00000 (<L/10000) 0.00000 69 0.04269 (L12811) 62.50000 0.00000 (< L/10000) 0.00000 CONDITION FD2DL+LL+0.714Eh+0.714Ev. Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.31669 (U890) 50.00000 0.00000 (<L/10000) 0.00000 68 0.02327 (L/5157) 62.50000 0.00000 (<L/10000) 0.00000 69 0.05131 (L/2339) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD3DL+LL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.43488 (L/648) 50.00000 0.00000 (<L/10000) 0.00000 68 0.06213 (L/1931) 62.50000 0.00000 (<L/10000) 0.00000 69 0.03402 (L/3527) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD40.9DL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.11356 (L/2483) 37.50000 0.00000 (<L/10000) 0.00000 68 0.00065 (<1110000) 62.50000 0.00000 (<L/10000) 0.00000 69 0.02705 (L/4436) 62.50000 0.00000 (<1110000) 0.00000 CONDITION FD50.9DL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.22278 (111266) 50.00000 0.00000 (<1110000) 0.00000 68 0.03787 (113169) 62.50000 0.00000 (<1110000) 0.00000 69 0.01008 (<1110000) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BPI=1.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.25468 (L11107) 50.00000 0.00000 (<1110000) 0.00000 68 0.02892 (114149) 62.50000 0.00000 (<1110000) 0.00000 69 0.02893 (114148) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.52862 (11533) 50.00000 0.00000 (<1110000) 0.00000 68 0.06006 (111998) 62.50000 0.00000 (<L/10000) 0.00000 69 0.06008 (111997) 62.50000 0.00000 (<1110000) 0.00000 Page12 5.388 CONDITION BP3=1.6DL+O.5LL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.22748 (L11240) ------------------------------------------------------------------------------------------------------------------------------------------ 25.00000 0.00000 (< L/10000) 0.00000 68 0.03718 (L/3228) 62.50000 0.00000 (< L110000) 0.00000 69 0.08008 (LJ1499) --------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP4=1.6DL+0.5LL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.63640 (L/443) 50.00000 0.00000 (<L/10000) 0.00000 68 0.12618 (L1951) 62.50000 0.00000 (<L/10000) 0.00000 69 0.00738 (< L/10000) 62.50000 0.00000 (< U10000) 0.00000 CONDITION BP5=0.5DL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.19103 (L/1476) 62.50000 0.00000 (<1110000) 0.00000 68 0.06996 (111715) 62.50000 0.00000 (<1110000) 0.00000 69 0.04539 (L/2643) --------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< L/10000) 0.00000 CONDITION BP6=0.5DL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.35857 (L/786) 62.50000 0.00000 (<1110000) 0.00000 68 0.09142 (111313) 62.50000 0.00000 (<1110000) 0.00000 69 0.02546 (L/4714) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP7=1.6DL+0.5LL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.30608 (11921) 37.50000 0.00000 (<1110000) 0.00000 68 0.01690 (117100) 62.50000 0.00000 (<L/10000) 0.00000 69 0.05617 (112136) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP8=1.6DL+0.5LL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.47082 (L/599) 50.00000 0.00000 (<1110000) 0.00000 68 0.07135 (111682) 62.50000 0.00000 (<1110000) 0.00000 69 0.03194 (L/3757) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP9=0.5DL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 67 0.04845 (L/5820) 25.00000 0.00000 (<L/10000) 0.00000 68 0.01653 (117260) 62.50000 0.00000 (<1110000) 0.00000 69 0.02209 (115432) 62.50000 0.00000 (<1110000) 0.00000 Page13 5.389 CONDITION BPI00.5DL-Eh-Ev-Er Member Defl. (2) [in] 67 0.17501 (L/1611) 62.50000 68 0.03726 (L13220) 62.50000 69 0.00153 (<L/10000) 62.50000 Defl. (3) [in] 0.00000 (< L/10000) 0.00000 0.00000 (< L110000) 0.00000 0.00000 (<L/10000) 0.00000 CONDITION DriftEh+Ev+Er Member Defl. (2) [in] 67 0.09144 (L13084) 62.50000 68 0.02675 (L/4485) 62.50000 69 0.01168 (<L/10000) 62.50000 Defl. (3) [in] 0.00000 (<L/10000) 0.00000 0.00000 (< L/10000) 0.00000 0.00000 (<L/10000) 0.00000 Page14 5.390 Current Date: 3/21/2022 10:14 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design: SD1=1.4DL SD2=1 .2DL+1.6LL SD31 .6DL+0.5LL+Eh+3Ev SD41 .6DL+0.5LL-Eh-3Ev SD5=0.5DL+Eh+Ev SD6=0.5DL-Eh-Ev Description Section Member Ctrl Eq. Ratio Status Reference Column W18X119 68 SD1 at 100.00% 0.19 OK SD2 at 100.00% 0.39 OK SD3 at 0.00% 0.04 OK SD4 at 100.00% 0.55 OK Eq. Hi-lb SD5 at 100.00% 0.10 OK SD6 at 100.00% 0.23 OK 69 SD1 at 100.00% 0.19 OK SD2 at 100.00% 0.39 OK Eq. Hi-lb SD3 at 100.00% 0.27 OK SD4 at 100.00% 0.31 OK SD5 at 100.00% 0.14 OK SD6 at 100.00% 0.02 OK Eq. Hi-lb MF-5 IN 18X86 67 SD1 at 100.00% 0.25 ----------------------------------------------------------------------------------- OK SD2 at 100.00% 0.51 OK Eq. Hi-lb SD3 at 100.00% 0.35 OK SD4 at 0.00% 0.73 OK Eq. Hl-lb SD5 at 100.00% 0.19 OK SD6 at 0.00% 0.31 OK Pagel 5.391 Design By: EK Date: 3/18/2022 CONNECTION NO. 6 BEAM AND COLUMN SECTION PROPERTIES Pj.,hlla- aiiev11a A (in.2) d (in.) b3 (in.) tf (in.) t, (in.) 4 (in.) W (kips/ft) K3et I K1 F3 (ksi( F, (ksi) R3 ry 35.1 1 19 11.3 1.06 0.655 262 0.119 1.9375 1 1.1875 50 65 1.1 2.69 Columns 115-... 33/1511 Al I-1,,.,ht fl ft P.. 11,1 Vine A (in.) d (in.) b3 (in.) t3 (in.) t,, (in.) Z, (in.) W (kips/ft) K3et K1 F3 (ksi) F. (ksi) R3 42 19.5 11.2 1.32 0.73 322 0.143 2.1875 1.1875 50 65 1.1 Resistance Factors tkd fl & C, 1 0.9 1 1 RIGHT BEAM Span Length 36 ft RBS Value Mm. Value Max. Value a 6.00 5.65 8.48 in b 12.50 12.35 16.15 in c 2.00 1.13 2.83 in 5h 12.25 in ZRBS 185.93 in' Cpr 1.15 Mpr 980.03 Kip-ft L3 32.33 ft Lb 11.18 ft CALCULATED STRENGTH V3 79.00 Kips VRBs. 139.62 Kips V335. 18.38 Kips M,, 1122.56 Kip-ft M3,. -961.27 Kip-ft 4)dMpe 1200.83 Kip-ft V, 139.62 Kips &V. 282.57 Kips Mf<=ctdMpe. Flexural strength of beam is sufficient at the column face. Vu<=4niVn. Shear strength of beam is sufficient. A/SC 358 2.4,1a b and A/SC 360 C2,1a 0.5btf S a < 0.75b, A/SC 358 Eq. 5.8- 1 0.634 5 b ~5 0854 .4/SC 358 Eq, 5.8- 2 0.1bhp ~5 c i5 0.25b A/SC 358 Eq. 5.8- 3 a b/2 .4I5C358Fi9.5.2 - - t) .4/SC 358 Eq.5.8 -4 3 3.2 .4/SC 358 Eq.2,4-2 M.C.R,Zxss .415C358E9.5.3-5 Lh = L -4 -25? ilL arcordanco with AISC 358 5.8 St. = 2M./L + V9 .4ISC 358 Eq. 5.8 -9 141 = M + .4!SC 358 Eq. 5.8-6 F F2 .4ISC 358 Eq, 5Z-7 . + 1 .415C 358 Eq, 5.8- 9 AISC 360 G2 - 1. 5.392 2\2021X10-11579- AO- Avi,r, APIs- Well Parcel (Carlsb,d)\Engineering/C,Ice\RAM Elenlenll\ BEAM TO COLUMN CONNECTION CONTINUITY PLATE REQUIREMENTS Requirements for continuity plates are checked in accordance with AISC 341 E3.6f and AISC 360 ilO t2: 1.88 in. without continuity plates R 63 kips tDR 490 kips 238 kips /6 AISC 341 Eq. £3 - 8 Ru = M1 td Rn 6,25F.t .4ISC 360110— 1 R0 Ft2 iCk + t) .415C 360110— 2 &3 276 kips Continuity plates are required. f c + CEW [i + (4 tf /dr ) - 0.2) (tfl /tf)] (E.t(f)/:2W AISC 360)10 4.5,&5b QI Continuity Plate Thickness tP 1.06 in t = A 1 4.68 in' p = Lp 4.41 in bCJ12 - Continuity plate to column web OP weld area = - 2(k + A_P 12.32 in2 Required strength of the continuity plate weld to the the column web is the minimum of the following 421 Kips AISC 341 E3,6f.2.c.1 739 Kips ,4I5C 341 E3.6f.2. c. 2 427 Kips .415C 341 E3.6f 2.r3 421 Kips Continuity plate to column web weld strength Weld Type OP Fnw 70 ksi 0weid n/a (24v0.6Fk.p If CJP .415C 360 Eq,62 - I ctRn 739 Kips t4.v0.6wDwcos(45) - 2(k z, + 1.75)) If FiiEt .415C 360 EqJ2 —4 PANEL ZONE REQUIREMENTS Panel Zone Shear Strength R: = EM, I(d - tbf RMi 751 Kips V, = yAtf I(Diszwire btw,s Citnn Splices) V, 56 Kips R. - AISC 341 E3.6Q 695 Kips t 0.730 in t 0 1 3/4 in 958 Kips F.., R = 0.6Fd(t + t) ( + (3bft)/dbdz (t + , AISC 360 110 ii Fyc Minimum panel zone thickness 0.37 in T > - + (d - 2t,,,)) /90 AISC 341 £3 —7 Panel zone is sufficient. BEAM/COLUMN STRENGTH CHECK Column-Beam moment Ratio ZM Pb 14832 Kip-in EM EMpr + 11Rz, (5k + d/2) AISC 341 E3 - 3 0 Kip-in MP.b 15226 Kip-in ZM P, 15226 Kip-in EM- = E_7_, (F,, - P/.49) AISC 341 £3 —2 ZM*PC/ 1.03 Column-Beam moment ratio is sufficient. 5.393 "Z\2021\10-11579-AO- Avuu Apt s- West Parcel Eiernerds\ Current Date: 3/21/2022 10:15 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\.Aviara - SMF Calcs.retx Load condition: DL=Dead Load Loads ___ Shear force Distributed user loads - Members Concentrated user loads - Members (550,20,0) 70 104 MF-6 106 A992 Gr50 W18X119 Y Th5000) 56Q,0) 03 5.394 Current Date: 3/21/2022 10:15 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: LL=Live Load Loads Shear force Distributed user loads - Members Concentrated user loads - Members 5.4 Kp] S.2[Kp} -o 3[t4p/fl] 70 MF-6 A992 Gr50 W 18X119 (566,20.0) N 106 55OO,0) N 103 Y - 5O0.0) V N 105 5.395 Current Date: 3/21/2022 10:16 AM Units system: English File name: Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements\Aviara - SMF Calcs.retx Load condition: Eh=E Horizontal Loads .................... Shear force Concentrated user loads - Members 172[Kip] ff N 104 MF-6 W. A992 Gr50 W 18X119 5O,O) 103 Y A 5.396 Current Date: 3/21/2022 10:16 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: Ev=E Vertical from HD Above Loads............................................................................ Shear force Concentrated user loads - Members 5020,0) 70 (586,20,0) 104, MF-6 N 106 A992 Gr50 W 18X119 0 CO LO E o rl-- c-.J £0 Oo, 4: S86Q,0) N1O5 04u, 0) ' NO3 5.397 Current Date: 3/21/2022 10:16 AM Units system: English File name: Z:\2021\10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Geometry data GLOSSARY Cb22, Cb33 Cm22, Cm33 dO DJX DJY DJZ DKX DKY DKZ dL Ig factor K22 K33 L22 L33 LB POS LB neg RX RY RZ TO TX TV TZ Nodes Moment gradient coefficients Coefficients applied to bending term in interaction formula Tapered member section depth at J end of member Rigid end offset distance measured from J node in axis X Rigid end offset distance measured from J node in axis V Rigid end offset distance measured from J node in axis Z Rigid end offset distance measured from K node in axis X Rigid end offset distance measured from K node in axis V Rigid end offset distance measured from K node in axis Z Tapered member section depth at K end of member Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members Effective length factor about axis 2 Effective length factor about axis 3 Member length for calculation of axial capacity Member length for calculation of axial capacity Lateral unbraced length of the compression flange in the positive side of local axis 2 Lateral unbraced length of the compression flange in the negative side of local axis 2 Rotation about X Rotation about V Rotation about Z 1 = Tension only member 0 = Normal member Translation in X Translation in V Translation in Z Node X Y Z Rigid Floor [if] [if] [if] 103 550.00 0.00 0.00 0 104 550.00 20.00 0.00 0 105 586.00 0.00 0.00 0 106 586.00 20.00 0.00 0 Restraints Node TX TV TZ RX RY RZ 103 1 1 1 0 0 0 105 1 1 1 0 0 0 Members Pagel 5.398 Member NJ NK Description Section Material dO dL Ig factor [in] [in] 70 104 106 MF-6 ---------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- W18X119 A992 Gr50 0.00 0.00 0.0 71 103 104 Column W 18X143 A992 Gr50 0.00 0.00 0.0 72 105 106 Column W 18X143 A992 Gr50 0.00 0.00 0.0 Page2 5.399 Rotations lRad RX ------------------------------------------------------------- RY RZ 0.00000 0.00000 0.00146 0.00000 0.00000 -0.00281 0.00000 0.00000 -0.00122 0.00000 0.00000 0.00304 0.00000 0.00000 0.00229 0.00000 0.00000 -0.00427 0.00000 0.00000 -0.00183 0.00000 ----------------------------------------------------------------------- 0.00000 0.00471 0.00000 0.00000 -0.00378 0.00000 0.00000 -0.00633 0.00000 0.00000 -0.00740 0.00000 0.00000 0.00162 0.00000 0.00000 0.00776 0.00000 0.00000 -0.00128 0.00000 0.00000 0.00411 0.00000 0.00000 0.00664 0.00000 0.00000 -0.00508 0.00000 0.00000 -0.00345 0.00000 0.00000 -0.00602 0.00000 0.00000 -0.00135 0.00000 0.00000 0.00611 0.00000 0.00000 0.00144 0.00000 0.00000 0.00514 0.00000 0.00000 0.00352 0.00000 0.00000 0.00199 0.00000 0.00000 -0.00380 0.00000 0.00000 -0.00164 0.00000 0.00000 0.00413 0.00000 0.00000 0.00199 0.00000 0.00000 -0.00380 0.00000 0.00000 -0.00164 0.00000 0.00000 0.00413 0.00000 0.00000 -0.01533 Pagel 5.400 Current Date: 3/21/2022 10:16 AM Units system: English File name: Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Anal ysis result Translations Translations [ml Node TX TY TZ Condition SDI=1.4DL 103 0.00000 0.00000 0.00000 104 -0.02504 -0.01179 0.00000 105 0.00000 0.00000 0.00000 106 -0.03004 -0.00963 0.00000 Condition SD21.2DL+1.6LL 103 0.00000 0.00000 0.00000 104 -0.05040 -0.01797 0.00000 105 0.00000 0.00000 0.00000 106 -0.05806 -0.01436 0.00000 Condition 5D31.6DL+0.5LL+Eh+3Ev 103 0.00000 0.00000 0.00000 104 1.10114 -0.01397 0.00000 105 0.00000 0.00000 0.00000 106 1.09072 -0.01487 0.00000 Condition SD41.6DL+0.5LL-Eh-3Ev 103 0.00000 0.00000 0.00000 104 -1.17638 -0.01788 0.00000 105 0.00000 0.00000 0.00000 106 -1.17945 -0.01096 0.00000 Condition SD50.5DL+Eh+Ev 103 0.00000 0.00000 0.00000 104 1.09549 -0.00231 0.00000 105 0.00000 0.00000 0.00000 106 1.09007 -0.00534 0.00000 Condition SD60.5DL-Eh-Ev 103 0.00000 0.00000 0.00000 104 -1.11245 -0.00611 0.00000 105 0.00000 0.00000 0.00000 106 -1.11056 -0.00154 0.00000 Condition RBSII.6DL+0.5LL+Ev 103 0.00000 0.00000 0.00000 104 -0.03787 -0.01593 0.00000 105 0.00000 0.00000 0.00000 106 -0.04464 -0.01291 0.00000 Condition RBS2I .6DL+O.5LL-Ev 103 0.00000 0.00000 0.00000 104 -0.03787 -0.01593 0.00000 105 0.00000 0.00000 0.00000 106 -0.04464 -0.01291 0.00000 Condition ------------------------------------------------------------------------------- RBS3I.6DL+0.5LL+3Eh+Ev 103 0.00000 0.00000 0.00000 104 3.38064 -0.01006 0.00000 0.00000 0.00000 -0.01139 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01893 106 3.36306 -0.01878 0.00000 0.00000 0.00000 -0.00340 Condition RBS4=1.6DL+O.5LL-3Eh-Ev ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.01931 104 -3.45184 -0.02179 0.00000 0.00000 0.00000 0.00376 105 0.00000 O00000 0.00000 0.00000 0.00000 0.01561 106 -3.44742 -0.00705 0.00000 0.00000 0.00000 0.01166 Condition FDI=DL+LL ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00168 104 -0.03552 -0.01333 0.00000 0.00000 0.00000 -0.00317 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00136 106 -0.04120 -0.01069 0.00000 0.00000 0.00000 0.00348 Condition FD2DL+LL+0714Eh+0.714Ev --------------------------------------------------------------------------------------------------------------------------------------------------------------------- 103 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00241 104 0.77189 -0.01195 0.00000 0.00000 0.00000 -0.00496 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00544 106 0.76361 -0.01208 0.00000 0.00000 0.00000 0.00170 Condition FD3=DL+LL-0.714Eh-0.714Ev 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00578 104 -0.84268 -0.01472 0.00000 0.00000 0.00000 -0.00138 105 0.00000 0.00000 0.00000 0.00000 0.00000 0.00272 106 -0.84573 -0.00931 0.00000 0.00000 0.00000 0.00526 Condition F040.9DL+0.714Eh+0.714Ev 103 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00310 104 0.77950 -0.00621 0.00000 0.00000 0.00000 -0.00357 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00481 106 0.77369 -0.00756 0.00000 0.00000 0.00000 0.00020 Condition FD50.9DL-0.714Eh-0.714Ev 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00496 104 -0.81099 -0.00894 0.00000 0.00000 0.00000 -0.00004 105 0.00000 0.00000 0.00000 0.00000 0.00000 0.00323 106 -0.81158 -0.00483 0.00000 0.00000 0.00000 0.00371 Condition BPI=1.4DL 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00146 104 -0.02504 -0.01179 0.00000 0.00000 0.00000 -0.00281 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00122 106 -0.03004 -0.00963 0.00000 0.00000 0.00000 0.00304 Condition BP21.2DL+1.6LL 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00229 104 -0.05040 -0.01797 0.00000 0.00000 0.00000 -0.00427 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00183 106 -0.05806 -0.01436 0.00000 0.00000 0.00000 0.00471 Condition BP31.6DL+O.5LL+3Eh+3Ev+Er 103 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01533 104 3.38064 -0.01006 0.00000 0.00000 0.00000 -0.01139 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01893 106 3.36306 -0.01878 0.00000 0.00000 0.00000 -0.00340 Condition BP41.6DL+0.5LL-3Eh-3Ev-Er Page2 5.401 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.01931 104 -3.45184 -0.02179 0.00000 0.00000 0.00000 0.00376 105 0.00000 0.00000 0.00000 0.00000 0.00000 0.01561 106 -3.44742 -0.00705 0.00000 0.00000 0.00000 0.01166 Condition BP50.5DL+3Eh+3Ev+Er --------------------------------------------------------------------------------------------------------------------------------------------------------------------- 103 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01627 104 3.30530 0.00149 0.00000 0.00000 0.00000 -0.00837 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.01718 106 3.29273 -0.00913 0.00000 0.00000 0.00000 -0.00623 Condition BP60.5DL-3Eh-3Ev-Er 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.01730 104 -3.31846 -0.00990 0.00000 0.00000 0.00000 0.00633 105 0.00000 0.00000 0.00000 0.00000 0.00000 0.01628 106 -3.30912 0.00225 0.00000 0.00000 0.00000 0.00839 Condition BP71.6DL+0.5LL+Eh+Ev+Er ------------------------------------------------------------------------------------------------------------------------------------------------------------------------ 103 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00378 104 1.10114 -0.01397 0.00000 0.00000 0.00000 -0.00633 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00740 106 1.09072 -0.01487 0.00000 0.00000 0.00000 0.00162 Condition BP8=1.6DL+0.5LL-Eh-Ev-Er 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00776 104 -1.17638 -0.01788 0.00000 0.00000 0.00000 -0.00128 105 0.00000 0.00000 0.00000 0.00000 0.00000 0.00411 106 -1.17945 -0.01096 0.00000 0.00000 0.00000 0.00664 Condition BP90.5DL+Eh+Ev+Er 103 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00508 104 1.09549 -0.00231 0.00000 0.00000 0.00000 -0.00345 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00602 106 1.09007 -0.00534 0.00000 0.00000 0.00000 -0.00135 Condition BPIOO.5DL-Eh-Ev-Er 103 0.00000 0.00000 0.00000 0.00000 0.00000 0.00611 104 -1.11245 -0.00611 0.00000 0.00000 0.00000 0.00144 105 0.00000 0.00000 0.00000 0.00000 0.00000 0.00514 106 -1.11056 -0.00154 0.00000 0.00000 0.00000 0.00352 Condition DriftEh+Ev+Er 103 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00553 104 1.09216 0.00188 0.00000 0.00000 0.00000 -0.00243 105 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00552 106 1.08854 -0.00188 0.00000 0.00000 0.00000 -0.00241 Maximum forces at members Page3 5.402 Condition : SDII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 ------------------------------------------------------------------------------------------------------------------ Max -11.77 57.96 0.00 0.00 0.00 224.83 Mm -11.77 -47.00 0.00 0.00 0.00 -235.61 MEMBER 71 Max -57.96 -11.77 0.00 0.00 0.00 0.00 Mm -61.95 -11.77 0.00 0.00 0.00 -235.61 MEMBER 72 Max -47.00 11.77 0.00 0.00 0.00 235.36 Mm -50.99 11.77 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 0.00 Condition : SD21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 ------------------------------------------------------------------------------------------------------------------ Max -18.05 89.69 0.00 0.00 0.00 358.18 Mm -18.05 -71.32 0.00 0.00 0.00 -361.38 MEMBER 71 Max -89.69 -18.05 0.00 0.00 0.00 0.00 Mm -93.11 -18.05 0.00 0.00 0.00 -361.38 MEMBER 72 Max -71.32 18.05 0.00 0.00 0.00 360.64 Mm -74.73 18.05 0.00 0.00 0.00 0.00 Condition : SD31.6DL+05LL+Eh+3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -24.54 68.80 0.00 0.00 0.00 272.90 Mm -24.54 -73.35 0.00 0.00 0.00 -497.58 MEMBER 71 Max -68.80 -7.34 0.00 0.00 0.00 0.00 Mm -73.36 -7.34 0.00 0.00 0.00 -140.18 MEMBER 72 Max -73.35 24.54 0.00 0.00 0.00 497.58 Mm -77.91 24.54 0.00 0.00 0.00 0.00 Condition : SD4=1.6DL+0.5LL-Eh-3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -7.26 88.69 0.00 0.00 0.00 371.34 Mm -7.26 -53.47 0.00 0.00 0.00 -498.02 MEMBER 71 Max -88.69 -24.46 0.00 0.00 0.00 0.00 Mm -93.24 -24.46 0.00 0.00 0.00 -498.02 MEMBER 72 Max -53.47 7.26 0.00 0.00 0.00 139.62 Mm -58.03 7.26 0.00 0.00 0.00 0.00 Page4 5.403 Condition : SD50.5DL+Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 -------------------------------------------------------------------------------------------------------------------- Max -12.76 11.04 0.00 0.00 0.00 127.71 Mm -12.76 -26.44 0.00 0.00 0.00 -257.75 MEMBER 71 Max -11.04 4.44 0.00 0.00 0.00 89.79 Mm -12.47 4.44 0.00 0.00 0.00 0.00 MEMBER 72 Max -26.44 12.76 0.00 0.00 0.00 257.75 Mm -27.87 12.76 0.00 0.00 0.00 0.00 Condition : SD60.5DL-Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max 4.44 30.35 0.00 0.00 0.00 141.33 Min 4.44 -7.13 0.00 0.00 0.00 -257.98 MEMBER 71 Max -30.35 -12.76 0.00 0.00 0.00 0.00 Mm -31.78 -12.76 0.00 0.00 0.00 -257.98 MEMBER 72 Max -7.13 -4.44 0.00 0.00 0.00 0.00 Mm -8.56 -4.44 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 -89.62 Condition : RBSII.6DL+0.5LL+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -15.94 78.74 0.00 0.00 0.00 308.66 Mm -15.94 -63.41 0.00 0.00 0.00 -319.12 MEMBER 71 Max -78.74 -15.94 0.00 0.00 0.00 0.00 Mm -83.30 -15.94 0.00 0.00 0.00 -319.12 MEMBER 72 Max -63.41 15.94 0.00 0.00 0.00 318.62 Mm -67.97 15.94 0.00 0.00 0.00 0.00 Condition : RBS2I.6DL+0.5LL-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -15.94 78.74 0.00 0.00 0.00 308.66 Mm -15.94 -63.41 0.00 0.00 0.00 -319.12 MEMBER 71 Max -78.74 -15.94 0.00 0.00 0.00 0.00 Mm -83.30 -15.94 0.00 0.00 0.00 -319.12 MEMBER 72 Max -63.41 15.94 0.00 0.00 0.00 318.62 Mm -67.97 15.94 0.00 0.00 0.00 0.00 Page5 5.404 Condition : RBS3I.6DL+0.5LL+3Eh+Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 ------------------------------------------------------------------------------------------------------------------- Max -41.43 48.92 0.00 0.00 0.00 393.92 Mm -41.43 -93.24 0.00 0.00 0.00 -855.38 MEMBER 71 Max -48.92 10.17 0.00 0.00 0.00 217.81 Mm -53.47 10.17 0.00 0.00 0.00 0.00 MEMBER 72 Max -93.24 41.43 0.00 0.00 0.00 855.38 Mm -97.79 41.43 ----------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition RBS4I.6DL+0.5LL-3Eh-Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------ [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max 10.41 108.57 0.00 0.00 0.00 496.82 Min 10.41 -33.59 0.00 0.00 0.00 -855.70 MEMBER 71 Max -108.57 -41.19 0.00 0.00 0.00 0.00 Mm -113.12 -41.19 0.00 0.00 0.00 -855.70 MEMBER 72 Max -33.59 -10.41 0.00 0.00 0.00 0.00 Mm -38.14 -10.41 0.00 0.00 0.00 -218.49 Condition : FDIDL+LL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -13.38 66.40 0.00 0.00 0.00 264.00 Mm -13.38 -52.97 0.00 0.00 0.00 -267.87 MEMBER 71 Max -66.40 -13.38 0.00 0.00 0.00 0.00 Mm -69.25 -13.38 0.00 0.00 0.00 -267.87 MEMBER 72 Max -52.97 13.38 0.00 0.00 0.00 267.48 Mm -55.82 13.38 0.00 0.00 0.00 0.00 Condition : FD2DL+LL+0.714Eh+0.714Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -19.52 59.35 0.00 0.00 0.00 230.02 Mm -19.52 -60.02 0.00 0.00 0.00 -394.38 MEMBER 71 Max -59.35 -7.24 0.00 0.00 0.00 0.00 Mm -62.20 -7.24 0.00 0.00 0.00 -140.95 MEMBER 72 Max -60.02 19.52 0.00 0.00 0.00 394.38 Mm -62.87 19.52 0.00 0.00 0.00 0.00 Page6 5.405 Condition : FD3DL+LL-0.714Eh-0.714Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 ----------------------------------------------------------------------------------------------------------------- Max -7.20 73.45 0.00 0.00 0.00 308.43 Min, -7.20 -45.92 0.00 0.00 0.00 -394.77 MEMBER 71 Max -73.45 -19.48 0.00 0.00 0.00 0.00 Mm -76.30 -19.48 0.00 0.00 0.00 -394.77 MEMBER 72 Max -45.92 7.20 0.00 0.00 0.00 140.56 Mm -48.77 7.20 0.00 0.00 0.00 0.00 Condition : F040.9DL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 ----------------------------------------------------------------------------------------------------------------- Max -13.70 30.31 0.00 0.00 0.00 133.39 Mm -13.70 -37.17 0.00 0.00 0.00 -276.40 MEMBER 71 Max -30.31 -1.42 0.00 0.00 0.00 0.00 Mm -32.87 -1.42 0.00 0.00 0.00 -26.25 MEMBER 72 Max -37.17 13.70 0.00 0.00 0.00 276.40 Mm -39.73 13.70 0.00 0.00 0.00 0.00 Condition : FD50.9DL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -1.40 44.21 0.00 0.00 0.00 188.28 Mm -1.40 -23.27 0.00 0.00 0.00 -276.59 MEMBER 71 Max -44.21 -13.68 0.00 0.00 0.00 0.00 Mm -46.77 -13.68 0.00 0.00 0.00 -276.59 MEMBER 72 Max -23.27 1.40 0.00 0.00 0.00 26.24 Mm -25.83 1.40 0.00 0.00 0.00 0.00 Condition : BPII.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -11.77 57.96 0.00 0.00 0.00 224.83 Mm -11.77 -47.00 0.00 0.00 0.00 -235.61 MEMBER 71 Max -57.96 -11.77 0.00 0.00 0.00 0.00 Mm -61.95 -11.77 0.00 0.00 0.00 -235.61 MEMBER 72 Max -47.00 11.77 0.00 0.00 0.00 235.36 Mm -50.99 11.77 0.00 0.00 0.00 0.00 Page7 5.406 Condition : BP21.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] --------------------------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] MEMBER 70 Max -18.05 89.69 0.00 0.00 0.00 358.18 Mm -18.05 -71.32 0.00 0.00 0.00 -361.38 MEMBER 71 Max -89.69 -18.05 0.00 0.00 0.00 0.00 Mm -93.11 -18.05 0.00 0.00 0.00 -361.38 MEMBER 72 Max -71.32 18.05 0.00 0.00 0.00 360.64 Mm -74.73 18.05 0.00 0.00 0.00 0.00 Condition : BP31.6DL+0.5LL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -41.43 48.92 0.00 0.00 0.00 393.92 Mm -41.43 -93.24 0.00 0.00 0.00 -855.38 MEMBER 71 Max -48.92 10.17 0.00 0.00 0.00 217.81 Mm -53.47 10.17 0.00 0.00 0.00 0.00 MEMBER 72 Max -93.24 41.43 0.00 0.00 0.00 855.38 Mm -97.79 41.43 0.00 ------------------------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 Condition : BP41.6DL+0.5LL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max 10.41 108.57 0.00 0.00 0.00 496.82 Min 10.41 -33.59 0.00 0.00 0.00 -855.70 MEMBER 71 Max -108.57 -41.19 0.00 0.00 0.00 0.00 Mm -113.12 -41.19 0.00 0.00 0.00 -855.70 MEMBER 72 Max -33.59 -10.41 0.00 0.00 0.00 0.00 Mm -38.14 -10.41 0.00 0.00 0.00 -218.49 Condition : BP50.5DL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -29.61 -8.27 0.00 0.00 0.00 437.69 Mm -29.61 -45.75 0.00 0.00 0.00 -604.98 MEMBER 71 Max 8.27 21.99 0.00 0.00 0.00 437.69 Min 6.84 21.99 0.00 0.00 0.00 0.00 MEMBER 72 Max -45.75 29.61 0.00 0.00 0.00 604.98 Mm -47.18 29.61 0.00 0.00 0.00 0.00 Page8 5.407 Condition : BP60.5DL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 ------------------------------------------------------------------------------------------------------------------- Max 22.02 49.66 0.00 0.00 0.00 437.15 Min 22.02 12.18 0.00 0.00 0.00 -605.62 MEMBER 71 Max -49.66 -29.58 0.00 0.00 0.00 0.00 Mm -51.09 -29.58 0.00 0.00 0.00 -605.62 MEMBER 72 Max 12.18 -22.02 0.00 0.00 0.00 0.00 Min 10.75 -22.02 0.00 0.00 0.00 -437.15 Condition : BP71.6DL+0.5LL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ftl [Kip*ft] MEMBER 70 Max -24.54 68.80 0.00 0.00 0.00 272.90 Mm -24.54 -73.35 0.00 0.00 0.00 -497.58 MEMBER 71 Max -68.80 -7.34 0.00 0.00 0.00 0.00 Mm -73.36 -7.34 0.00 0.00 0.00 -140.18 MEMBER 72 Max -73.35 24.54 0.00 0.00 0.00 497.58 Mm -77.91 24.54 --------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : BP81.6DL+0.5LL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -7.26 88.69 0.00 0.00 0.00 371.34 Mm -7.26 -53.47 0.00 0.00 0.00 -498.02 MEMBER 71 Max -88.69 -24.46 0.00 0.00 0.00 0.00 Mm -93.24 -24.46 0.00 0.00 0.00 -498.02 MEMBER 72 Max -53.47 7.26 0.00 0.00 0.00 139.62 Mm -58.03 7.26 0.00 0.00 0.00 0.00 Condition : BP90.5DL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -12.76 11.04 0.00 0.00 0.00 127.71 Mm -12.76 -26.44 0.00 0.00 0.00 -257.75 MEMBER 71 Max -11.04 4.44 0.00 0.00 0.00 89.79 Mm -12.47 4.44 0.00 0.00 0.00 0.00 MEMBER 72 Max -26.44 12.76 0.00 0.00 0.00 257.75 Mm -27.87 12.76 0.00 0.00 0.00 0.00 Page9 5.408 Condition : BPI 00.5DL-Eh-Ev-Er Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max 4.44 30.35 0.00 0.00 0.00 141.33 Min 4.44 -7.13 0.00 0.00 0.00 -257.98 MEMBER 71 Max -30.35 -12.76 0.00 0.00 0.00 0.00 Mm -31.78 -12.76 0.00 0.00 0.00 -257.98 MEMBER 72 Max -7.13 -4.44 0.00 0.00 0.00 0.00 Mm -8.56 -4.44 0.00 0.00 0.00 -89.62 Condition : DriftEh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 70 Max -8.55 -9.56 0.00 0.00 0.00 172.16 Mm -8.55 -9.56 0.00 0.00 0.00 -171.84 MEMBER 71 Max 9.56 8.65 0.00 0.00 0.00 172.16 Min 9.56 8.65 0.00 0.00 0.00 0.00 MEMBER 72 Max -9.56 8.55 0.00 0.00 0.00 171.84 Mm -9.56 8.55 0.00 0.00 0.00 0.00 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITION SDII.4DL Member Defl. (2) [in] 70 0.67125 (U644) 50.00000 71 0.13006 (U1845) 62.50000 72 0.12985 (U1848) 62.50000 CONDITION SD2=1.2DL+1.6LL Member Defl. (2) [in] 70 1.02587 (U421) 50.00000 71 0.19985 (U1201) 62.50000 72 0.19923 (U1205) 62.50000 CONDITION SD3=1.6DL+0.5LL+Eh+3Ev Member Defl. (2) [in] 70 ------------------------------------------------------------------- 0.90898 (U475) 50.00000 71 0.07743 (U3099) 62.50000 72 0.27492 (U873) 62.50000 Defl. (3) [in] 0.00000 (< U10000) 0.00000 0.00000 U10000) 0.00000 0.00000 (<U10000) 0.00000 Defl. (3) [in] 0.00000 (<U1 0000) 0.00000 0.00000 (<U10000) 0.00000 0.00000 (<U10000) 0.00000 Defl. (3) [in] ----------------------------------------------- 0.00000 (<U10000) 0.00000 0.00000 (<L/10000) 0.00000 0.00000 (<L/10000) 0.00000 PagelO 5.409 CONDITION SD41.6DL+O.5LL-Eh-3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.92403 (L1468) 62.50000 0.00000 (<L/10000) 0.00000 71 0.27541 (L1871) 62.50000 0.00000 (<L/10000) 0.00000 72 0.07706 (L/3115) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD50.5DL+Eh+Ev Member Defl. (2) [in] ------------------------------------------------------------------------------------------------------------------------------------------ Defl. (3) [in] 70 0.27234 (U1586) 37.50000 0.00000 (<L/10000) 0.00000 71 0.04943 (L/4855) 62.50000 0.00000 (<L/10000) 0.00000 72 0.14202 (L/1690) ------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<U10000) 0.00000 CONDITION SD60.5DL-Eh-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.28637 (L/1509) 62.50000 0.00000 (<L/10000) 0.00000 71 0.14218 (L/1688) 62.50000 0.00000 (<U10000) 0.00000 72 0.04933 (L/4865) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBSII.6DL+0.5LL+Ev Member Defl. (2) [in] @(%) Defl. (3) (in] 70 0.90812 (U476) 50.00000 0.00000 (< U10000) 0.00000 71 0.17637 (L11361) 62.50000 0.00000 (<L/10000) 0.00000 72 0.17594 (U1364) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBS2I.6DL+0.5LL-Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.90812 (U476) 50.00000 0.00000 (<L/10000) 0.00000 71 0.17637 (U1361) 62.50000 0.00000 (<U10000) 0.00000 72 0.17594 (L/1364) 62.50000 0.00000 (<U10000) 0.00000 CONDITION RBS3=1.6DL+O.5LL+3Eh+Ev Member Defl. (2) [in] 70 0.98949 (U437) 37.50000 71 0.12018 (U1997) 62.50000 72 0.47315 (U507) 62.50000 CONDITION RBS4=1.6DL+O.5LL-3Eh-Ev Member Defl. (2) [in] 70 1.04632 (U413) 62.50000 71 0.47374 (U507) 62.50000 72 0.12045 (U1993) 62.50000 Defl. (3) [in] 0.00000 (<U10000) 0.00000 0.00000 (<U10000) 0.00000 0.00000 (<U1 0000) 0.00000 Defl. (3) [in] 0.00000 (<U10000) 0.00000 0.00000 (<U10000) 0.00000 0.00000 (<U10000) 0.00000 Pagell 5.410 CONDITION FDIDL+LL Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.76074 (L1568) ----------------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (<L/10000) 0.00000 71 0.14794 (L/1622) 62.50000 0.00000 (<U10000) 0.00000 72 0.14761 (L/1626) 62.50000 0.00000 (< L/10000) 0.00000 CONDITION FD2DL+LL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.76132 (L/567) ------------------------------------------------------------------------------------------------------------------------------------ 50.00000 0.00000 (<L/10000) 0.00000 71 0.07781 (L/3084) 62.50000 0.00000 (< U10000) 0.00000 72 0.21773 (L/1102) 62.50000 0.00000 (< U10000) 0.00000 CONDITION FD3DL+LL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.76862 (L1562) 62.50000 0.00000 (<L/10000) 0.00000 71 0.21811 (U1100) 62.50000 0.00000 (<L/10000) 0.00000 72 0.07754 (L/3095) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD4=0.9DL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.43186 (L/1000) 50.00000 0.00000 (<L/10000) 0.00000 71 0.01447 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 72 0.15239 (L11575) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION F050.9DL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.45158 (L/957) 62.50000 0.00000 (<L/10000) 0.00000 71 0.15256 (L11573) 62.50000 0.00000 (<L/10000) 0.00000 72 0.01446 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BPI=1.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.67125 (L/644) 50.00000 0.00000 (<L/10000) 0.00000 71 0.13006 (L/1845) 62.50000 0.00000 (<L/10000) 0.00000 72 0.12985 (L/1848) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 70 1.02587 (L/421) ----------------------------------------------------------------------------------------------------------------------------------- 50.00000 0.00000 (<L/10000) 0.00000 71 0.19985 (U1201) 62.50000 0.00000 (<L/10000) 0.00000 72 0.19923 (L/1205) 62.50000 0.00000 (<L/10000) 0.00000 Page12 5.411 CONDITION BP31.6DL+0.5LL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.98949 (L/437) ----------------------------------------------------------------------------------------------------------------------------------------- 37.50000 0.00000 (< U10000) 0.00000 71 0.12018 (L/1997) 62.50000 0.00000 (< U10000) 0.00000 72 0.47315 (L/507) ------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<U1 0000) 0.00000 CONDITION BP41.60L+O.5LL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 1.04632 (L/413) 62.50000 0.00000 (<L/10000) 0.00000 71 0.47374 (L/507) 62.50000 0.00000 (< U10000) 0.00000 72 0.12045 (L/1993) -------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< U10000) 0.00000 CONDITION 8P50.5DL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.44242 (L/976) --------------------------------------------------------------------------------------------------------------------------------------- 25.00000 0.00000 (<U10000) 0.00000 71 0.24069 (L1997) 62.50000 0.00000 (<U10000) 0.00000 72 0.33371 (L/719) 62.50000 0.00000 (< U10000) 0.00000 CONDITION BP6=0.5DL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.45458 (U950) 75.00000 0.00000 (< U10000) 0.00000 71 0.33414 (L/718) 62.50000 0.00000 (<L/10000) 0.00000 72 0.24035 (11999) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP71.6DL+0.5LL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.90898 (11475) 50.00000 0.00000 (<L/10000) 0.00000 71 0.07743 (113099) 62.50000 0.00000 (<U10000) 0.00000 72 0.27492 (L/873) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP81.6DL+0.5LL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.92403 (11468) 62.50000 0.00000 (<L/10000) 0.00000 71 0.27541 (11871) 62.50000 0.00000 (<1110000) 0.00000 72 0.07706 (113115) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP90.5DL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.27234 (111586) 37.50000 0.00000 (<1110000) 0.00000 71 0.04943 (114855) 62.50000 0.00000 (<U10000) 0.00000 72 0.14202 (111690) 62.50000 0.00000 (<1110000) 0.00000 Page13 5.412 CONDITION BPI0=0.5DL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.28637 (L/1509) --------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< L/10000) 0.00000 71 0.14218 (L/1688) 62.50000 0.00000 (<L/10000) 0.00000 72 0.04933 (L/4865) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (<L/10000) 0.00000 CONDITION DriftEh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 70 0.09534 (L/4531) 25.00000 0.00000 (<L/10000) 0.00000 71 0.09466 (L12535) 62.50000 0.00000 (<L/10000) 0.00000 72 0.09459 (L12537) 62.50000 0.00000 (< U10000) 0.00000 Page14 5.413 Current Date: 3/21/2022 10:16 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM ElementsV\viara - SMF Calcs.retx Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design SD1 =l.4DL SD2=l.2DL+1.6LL SD31 .6DL+0.5LL+Eh+3Ev SD41 .6DL+0.5LL-Eh-3Ev SD50.5DL+Eh+Ev SD6=0.5DL-Eh-Ev Description Section Member Ctrl Eq. Ratio Status Reference Column IN 18X143 71 SD1 at 100.00% 0.21 OK SD2 at 100.00% 0.32 OK SD3 at 100.00% 0.14 OK SD4 at 100.00% 0.44 OK Eq. Hi-lb SD5 at 100.00% 0.08 OK SD6 at 100.00% 0.22 OK 72 SD1 at 100.00% 0.21 OK SD2 at 100.00% 0.32 OK SD3 at 100.00% 0.43 OK Eq. Hl-lb SD4 at 100.00% 0.13 OK SD5 at 100.00% 0.22 OK SD6 at 100.00% 0.08 OK MF-6 W 18X119 70 SD1 at 0.00% 0.30 OK SD2 at 0.00% 0.45 OK SD3 at 100.00% 0.52 OK Eq. Hi-lb SD4 at 0.00% 0.51 OK Eq. Hi-lb SD5 at 100.00% 0.27 OK SD6 at 0.00% 0.26 OK Pagel 5.414 CONNECTION NO. 7 Design By: EK Date: 3/18/2022 SEAM AND COLUMN SECTION PROPERTIES Rc'ht Rn 1AI1x)(RI A (in.) d (in.) b3 (in.) t (in.) t, (in.) Z. (in .3) W )kips/ft) Kd,t K1 F )ksi) F )ksi) Ry ry 25.3 18.4 11.1 0.77 0.48 186 0.086 1.625 1.0625 50 65 1.1 2.63 Columns WiRyliq H.iht 10 ft Pit inq Kinc A (in .2) d (in.) of (in.) t3 (in.) t, (in.) 7, (in.) W )kips/ft) Kdet I K1 F )ksi) F. (ksi) R5 35.1 19.0 11.3 1.06 1 0.655 262 0.119 1.9375 1 1.1875 50 65 1.1 Resistance Factors tt,d On Cy 1 0.9 1 1 RIGHT BEAM Span Length 23 ft RBS Value Mm. Value Max. Value a 6.00 5.55 8.33 in b 12.00 11.96 15.64 in 2.00 1.11 2.78 in Sh 12.00 in ZRBS 131.70 in' Cpr 1.15 M, 694.17 Kip-ft Lh 19.42 ft Lb 10.93 ft CALCULATED STRENGTH Vg 71.00 Kips VRBS, 142.50 Kips V 85,. -0.50 Kips M3,, 836.67 Kip-ft M3 -694.67 Kip-ft 852.50 Kip-ft V, 142.50 Kips 0,v 206.78 Kips Mf<=dMpe. Flexural strength of beam is sufficient at the column face. Vu<=(tvVn. Shear strength of beam is sufficient. .4/5C 338 2.4,1a,b and .415C 360 62,1a 0.5bf < a 2~_ 0.73bbf .415C 358 Eq. 3,8? 0.65d b 5 0.85db .4/SC 358 Eq. 5.8- 2 0.1b 2~ c 15 0.25b, A/SC 358 Eq. 5.8- 3 Q .4/SC358Ffg.5.2 Z,,,,,=Z,-2crb f(db -tbf) .4/SC 356 Eq.5.8 -4 (F.,. + F.,)J(2F) 15- 1.2 A/SC 338 Eq. 2.4- 2 MP, = CpryF.Z s .4/SC 358 Eq. 5.8-3 = L - - 2S In accordance with 4ISC 358 5.8 Stop & 2M fL + Vi .4ISC 358 Eq. 5.8 -9 = Mpr + VssSy. iUSC 358 Eq. 5.8- 6 = RF Z AISC 356 Eq 5.8- 7 2M/L +1 AISC352 Eq, 5.8-9 = 0,6F1A,.C1, ,415C 360 G2 - 1 5.415 "Z\.2121\11-11579 - AO - Av,r, Aptl -West Parcel lCerI,bedltEngrreerngtCelcl\RAM elernent,\ BEAM TO COLUMN CONNECTION CONTINUITY PLATE REQUIREMENTS Requirements for continuity plates are checked in accordance with AISC 341 E3.6f and AISC 360 ilO t~ 1.85 in. without continuity plates &,,f16 AISC 341 Eq. £3 - S R 47 kips Ru = MI(db bf) 316 kips R. = 6.25Fj41 AISC 360 110— 1 184 kips R F.E(Ck + tbf) AISC 360110 - 2 &3 209 kips Yj I (EF..t.j)fc. Q1 R5 = AISC 360J10-4.5.&5b j(E is, t)/t. q, Continuity plates are required. Continuity Plate Thickness 0.77 in tp = tLf A1 3.44 in' = wci,p 4.46 in Wcfp = b/2 Continuity plate to column web OP weld area A, 8.95 in2 = - 2(k 5 + 1.75)) Required strength of the continuity plate weld to the the column web is the minimum of the following 309 Kips AISC 341 £3.6!. 2. C. I 537 Kips .415C 341 E3,61.2,c,2 373 Kips V,, .4I5C 341 E3.6f.2.c.3 309 Kips Continuity plate to column web weld strength Weld Type OP Fnw 70 ksi Dweld n/a 20,cw.p If CIF AISC 360 Eq,62 - 1 537 Kips Rn (dc 2(k +1.75)) If Fillet, 149t,0.6F,,wD,,,sjjcos(45z) .41SC 360 Eq.J2 —4 PANEL ZONE REQUIREMENTS Panel Zone Shear Strength Rv = E/1! /(db - RMf 569 Kips = Iif; /(Dt.cnscQ btwn Column Splices) vc 84 Kips Ru = R - .415C 341 E3,6e R, 486 Kips t 0.655 in tp tothl 3/4 in F. - F.. \ 4 R5 863 Kips R =06(E 4-tpt)(1+( 1(d + ) AISC3t0J10— 11 Minimum panel zone thickness T 55 0.37 in T--a ((db—.2t,)+(d _2t ):go AISC 341 £3 —7 Panel zone is sufficient. BEAM/COLUMN STRENGTH CHECK Column-Beam moment Ratio M*Pb 11394 Kip-in EM EMpr + + dz./2) MSC 341 £3 - 3 0 Kip-in M 5.b 12286 Kip-in ZM*. 12286 Kip-in Z5 - ?I.4) AISC 341 £3 - 2 ZM PJ 1.08 Column-Beam moment ratio is sufficient. 5.416 Z.\2021\10-11579 - AO - Avisre Apts. West Parcel (C a rlsbad)\Engineering\CalcMRAM Elerrrents\ Current Date: 3/21/2022 10:17 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: DL=Dead Load Loads........................................................ Shear force Distributed user loads- Members Concentrated user loads - Members -1 7[K p] 12.8iKp] 3.3[KJ 25,1 0,0) N 108 00) - C\j co 00)- 0) . NJ107 1 1 [Kio:ft 73 MF-7 A992 Gr50 W 18X86 .4[Kip] (648,10,0) N 110 00) Lt) N- - c'j 0' 00) 4B4O 3) 4_109 Y ± x 5.417 Current Date: 3/21/2022 10:17 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: LLLive Load ~Loads ..................................................................... Shear force Distributed user loads - Members Concentrated user loads - Members -16 5[K'p] '-14.4[Kip] -1 3[Krp.lt] 42[Kip] / / 4.3[Kip] (625,10,0) 73 - - (648.10,0) 108 MF-7 IN11O A992Gr50 0O) W18X86 O N CO Q)- CO OØ) 00) 4; 5.418 Current Date: 3/21/2022 10:18 AM Units system: English File name: Z:\2021\10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Load condition: Eh=E Horizontal Loads Shear force r Concentrated user loads - Members 23.2[Kip] L_--T(625,10,0) 73 (648,10,0) N108 MF-7 Nib A992Gr50 00) W18X86 CN CO OQ)- 0c C25 0) *64SU J) Ni7 N1O9 5.419 Current Date: 3/21/2022 10:18 AM Units system: English File name: Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\R.AM Elements'Aviara - SMF Calcs.retx Load condition: Ev=E Vertical from HD Above Loads Shear force Concentrated user loads - Members (625,10,0) (64810,0) N108 M7 N 11 AC fl 00) . 00) c: LO WI 6 O Cq CO O0)- Q)- 0o 0 C 0) 16 5[Kip] 3) () 5.420 Current Date: 3/21/2022 10:19 AM Units system: English File name: Z:\2021\10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Geometry data GLOSSARY Cb22, Cb33 Cm22, Cm33 dO DJX DJY DJZ DKX DKY DKZ dL lg factor K22 K33 L22 L33 LB pos LB neg RX RY RZ TO TX TY Tz Nodes Moment gradient coefficients Coefficients applied to bending term in interaction formula Tapered member section depth at J end of member Rigid end offset distance measured from J node in axis X Rigid end offset distance measured from J node in axis Y Rigid end offset distance measured from J node in axis Z Rigid end offset distance measured from K node in axis X Rigid end offset distance measured from K node in axis Y Rigid end offset distance measured from K node in axis Z Tapered member section depth at K end of member Inertia reduction factor (Effective Inertia/Gross Inertia) for reinforced concrete members Effective length factor about axis 2 Effective length factor about axis 3 Member length for calculation of axial capacity Member length for calculation of axial capacity Lateral unbraced length of the compression flange in the positive side of local axis 2 Lateral unbraced length of the compression flange in the negative side of local axis 2 Rotation about X Rotation about Y Rotation about Z 1 = Tension only member 0 = Normal member Translation in X Translation in Y Translation in Z Node X Y Z [ft] [ft] [ft] 107 625.00 0.00 0.00 108 625.00 10.00 0.00 109 648.00 0.00 0.00 110 648.00 10.00 0.00 Rigid Floor 0 0 0 0 Restraints Node TX TY TZ RX RY RZ 107 1 1 1 0 0 0 109 1 1 1 0 0 0 Members Pagel 5.421 Member NJ NK Description 73 108 110 MF-7 74 107 108 Column 75 109 110 Column Section Material dO dL Ig factor [in] [in] W 18X86 ------------------------------------------------------------------------------------------------------------- A992 Gr50 0.00 0.00 0.00 W18X119 A992Gr50 0.00 0.00 0.00 W18X119 A992Gr50 0.00 0.00 0.00 Page2 5.422 Rotations [Rad RX ---------------------------------------------------------------- RY RZ 0.00000 0.00000 0.00045 0.00000 0.00000 -0.00094 0.00000 0.00000 -0.00026 0.00000 0.00000 0.00112 0.00000 0.00000 0.00088 0.00000 0.00000 -0.00199 0.00000 0.00000 -0.00059 0.00000 0.00000 0.00227 0.00000 0.00000 -0.00259 0.00000 0.00000 -0.00205 0.00000 0.00000 -0.00296 0.00000 ------------------------------------------------------------------------ 0.00000 -0.00084 0.00000 0.00000 0.00396 0.00000 0.00000 -0.00082 0.00000 0.00000 0.00216 0.00000 0.00000 0.00425 0.00000 0.00000 -0.00285 0.00000 0.00000 -0.00158 0.00000 0.00000 -0.00284 0.00000 0.00000 -0.00147 0.00000 0.00000 0.00318 0.00000 0.00000 0.00092 0.00000 0.00000 0.00266 0.00000 0.00000 0.00227 0.00000 0.00000 0.00055 0.00000 0.00000 -0.00111 0.00000 0.00000 -0.00030 0.00000 0.00000 0.00136 0.00000 0.00000 0.00078 0.00000 0.00000 -0.00177 0.00000 0.00000 -0.00053 0.00000 0.00000 0.00202 0.00000 0.00000 -0.00824 Pagel 5.423 Current Date: 3/21/2022 10:19 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Analysis result Translations Translations Fin Node TX TV TZ Condition SDII.4DL ---------------------------------------------------------------------------------------- 107 0.00000 0.00000 0.00000 108 -0.00893 -0.00525 0.00000 109 0.00000 0.00000 0.00000 110 -0.01352 -0.00547 0.00000 Condition SD21.2DL+1.6LL ----------------------------------------------------------------------------------------- 107 0.00000 0.00000 0.00000 108 -0.01211 -0.01103 0.00000 109 0.00000 0.00000 0.00000 110 -0.02161 -0.01123 0.00000 Condition SD31.6DL+0.5LL+Eh+3Ev 107 0.00000 0.00000 0.00000 108 0.29328 -0.00392 0.00000 109 0.00000 0.00000 0.00000 110 0.28633 -0.00658 0.00000 Condition ------------------------------------------------------------------------------------- SD4=1.6DL+0.5LL-Eh-3Ev 107 0.00000 0.00000 0.00000 108 -0.32000 -0.01217 0.00000 109 0.00000 0.00000 0.00000 110 -0.32699 -0.01000 0.00000 Condition SD50.5DL+Eh+Ev 107 0.00000 0.00000 0.00000 108 0.30060 0.00029 0.00000 109 0.00000 0.00000 0.00000 110 0.29608 -0.00217 0.00000 Condition SD60.5DL-Eh-Ev 107 0.00000 0.00000 0.00000 108 -0.30798 -0.00404 0.00000 109 0.00000 0.00000 0.00000 110 -0.30671 -0.00173 0.00000 Condition RBSII.6DL+O.5LL+Ev 107 0.00000 0.00000 0.00000 108 -0.01232 -0.00707 0.00000 109 0.00000 0.00000 0.00000 110 -0.01784 -0.00732 0.00000 Condition RBS2I.6DL+0.5LL-Ev 107 0.00000 0.00000 0.00000 108 -0.01092 -0.00901 0.00000 109 0.00000 0.00000 0.00000 110 -0.01936 -0.00927 0.00000 Condition ----------------------------------------------------------------------------------- RBS3I.6DL+0.5LL+3Eh+Ev 107 0.00000 0.00000 0.00000 108 0.91259 -0.00345 0.00000 0.00000 0.00000 -0.00589 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00898 110 0.89410 -0.01094 0.00000 0.00000 0.00000 -0.00332 Condition RBS4=1.6DL+0.5LL-3Eh-Ev --------------------------------------------------------------------------------------------------------------------------------------------------------------------- 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00960 108 -0.93838 -0.01264 0.00000 0.00000 0.00000 0.00302 109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00818 110 -0.93368 -0.00564 0.00000 0.00000 0.00000 0.00671 Condition FDIDL+LL 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00063 108 -0.00911 -0.00783 0.00000 0.00000 0.00000 -0.00141 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00042 110 -0.01586 -0.00800 0.00000 0.00000 0.00000 0.00162 Condition FD2DL+LL+0.714Eh+0.714Ev 107 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00155 108 0.21044 -0.00628 0.00000 0.00000 0.00000 -0.00232 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00240 110 0.20162 -0.00816 0.00000 0.00000 0.00000 0.00027 Condition FD3DL+LL-0.714Eh-0.714Ev 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00280 108 -0.22921 -0.00939 0.00000 0.00000 0.00000 -0.00051 109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00157 110 -0.23389 -0.00783 0.00000 0.00000 0.00000 0.00297 Condition FD4=0.9DL+0.714Eh+0.714Ev 107 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00187 108 0.21192 -0.00183 0.00000 0.00000 0.00000 -0.00149 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00213 110 0.20692 -0.00368 0.00000 0.00000 0.00000 -0.00062 Condition FD50.9DL-0.714Eh-0.714Ev --------------------------------------------------------------------------------------------------------------------------------------------------------------------- 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00245 108 -0.22390 -0.00492 0.00000 0.00000 0.00000 0.00029 109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00180 110 -0.22477 -0.00336 0.00000 0.00000 0.00000 0.00206 Condition BPI =1.40L 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00045 108 -0.00893 -0.00525 0.00000 0.00000 0.00000 -0.00094 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00026 110 -0.01352 -0.00547 0.00000 0.00000 0.00000 0.00112 Condition BP21.2DL+1.6LL 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00088 108 -0.01211 -0.01103 0.00000 0.00000 0.00000 -0.00199 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00059 110 -0.02161 -0.01123 0.00000 0.00000 0.00000 0.00227 Condition BP31 .6DL+O.5LL+3Eh+3Ev+Er 107 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00843 108 0.90762 -0.00152 0.00000 0.00000 0.00000 -0.00522 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00872 110 0.89205 -0.00898 0.00000 0.00000 0.00000 -0.00396 Condition BP41.6DL+0.5LL-3Eh-3Ev-Er Page2 5.424 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00986 108 -0.94060 -0.01460 0.00000 0.00000 0.00000 0.00238 109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00799 110 -0.93880 -0.00757 0.00000 0.00000 0.00000 0.00739 Condition BP50.5DL+3Eh+3Ev+Er ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 107 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00883 108 0.90497 0.00460 0.00000 0.00000 0.00000 -0.00406 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00829 110 0.89474 -0.00260 0.00000 0.00000 0.00000 -0.00519 Condition BP60.5DL-3Eh-3Ev-Er ----------------------------------------------------------------------------------------------------------------------------------------------------------------------- 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00924 108 -0.92079 -0.00839 0.00000 0.00000 0.00000 0.00343 109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00820 110 -0.91365 -0.00127 0.00000 0.00000 0.00000 0.00604 Condition BP71.6DL+O.5LL+Eh+Ev+Er ---------------------------------------------------------------------------------------------------------------------------------------------------------------------- 107 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00238 108 0.29587 -0.00586 0.00000 0.00000 0.00000 -0.00271 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00319 110 0.28600 -0.00853 0.00000 0.00000 0.00000 -0.00020 Condition BP81.6DL+O.5LL-Eh-Ev-Er 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00372 108 -0.32019 -0.01022 0.00000 0.00000 0.00000 -0.00017 109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00238 110 -0.32427 -0.00806 0.00000 0.00000 0.00000 0.00358 Condition BP90.5DL+Eh+Ev+Er 107 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00285 108 0.30060 0.00029 0.00000 0.00000 0.00000 -0.00158 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00284 110 0.29608 -0.00217 0.00000 0.00000 0.00000 -0.00147 Condition BPI00.5DL-Eh-Ev-Er 107 0.00000 0.00000 0.00000 0.00000 0.00000 0.00318 108 -0.30798 -0.00404 0.00000 0.00000 0.00000 0.00092 109 0.00000 0.00000 0.00000 0.00000 0.00000 0.00266 110 -0.30671 -0.00173 0.00000 0.00000 0.00000 0.00227 Condition Drift=Eh+Ev+Er 107 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00300 108 0.30263 0.00216 0.00000 0.00000 0.00000 -0.00124 109 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00273 110 0.29975 -0.00021 0.00000 0.00000 0.00000 -0.00186 Maximum forces at members Page3 5.425 Condition : SDII.4DL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -12.18 39.07 0.00 0.00 0.00 84.53 Mm -12.18 -40.83 0.00 0.00 0.00 -121.88 MEMBER 74 Max -43.69 -12.18 0.00 0.00 0.00 0.00 Mm -45.35 -12.18 0.00 0.00 0.00 -121.88 MEMBER 75 Max -45.59 12.18 0.00 0.00 0.00 121.79 Mm -47.25 12.18 0.00 0.00 0.00 0.00 Condition S021.2DL+1.6LL Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -25.25 82.19 0.00 0.00 0.00 174.65 Mm -25.25 -83.57 0.00 0.00 0.00 -252.62 MEMBER 74 Max -92.87 -25.25 0.00 0.00 0.00 0.00 Mm -94.29 -25.25 0.00 0.00 0.00 -252.62 MEMBER 75 Max -94.53 25.25 0.00 0.00 0.00 252.35 Mm -95.96 25.25 0.00 0.00 0.00 0.00 Condition : SD3=1.6DL+0.5LL+Eh+3Ev Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -18.47 24.93 0.00 0.00 0.00 127.10 Mm -18.47 -47.28 0.00 0.00 0.00 -186.07 MEMBER 74 Max -32.31 4.73 0.00 0.00 0.00 48.07 Mm -34.21 4.73 0.00 0.00 0.00 0.00 MEMBER 75 Max -54.87 18.47 0.00 0.00 0.00 186.07 Mm -56.77 18.47 0.00 0.00 0.00 0.00 Condition : SD41.6DL+0.5LL-Eh-3Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -18.58 94.92 0.00 0.00 0.00 295.02 Mm -18.58 -76.29 0.00 0.00 0.00 -420.53 MEMBER 74 Max -102.30 -41.78 0.00 0.00 0.00 0.00 Mm -104.20 -41.78 0.00 0.00 0.00 -420.53 MEMBER 75 Max -83.88 18.58 0.00 0.00 0.00 183.47 Mm -85.78 18.58 0.00 0.00 0.00 0.00 Page4 5.426 Condition : SD50.5DL+Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] -------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -12.02 -1.12 0.00 0.00 0.00 111.78 Mm -12.02 -17.28 0.00 0.00 0.00 -120.61 MEMBER 74 Max 2.75 11.18 0.00 0.00 0.00 111.78 Min 2.16 11.18 0.00 0.00 0.00 0.00 MEMBER 75 Max -18.14 12.02 0.00 0.00 0.00 120.61 Mm -18.73 12.02 ------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 0.00 Condition : SD60.5DL-Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 ----------------------------------------------------------------------------------------------------------------- Max 3.37 32.34 0.00 0.00 0.00 91.35 Min 3.37 -12.69 0.00 0.00 0.00 -199.21 MEMBER 74 Max -33.99 -19.83 0.00 0.00 0.00 0.00 Mm -34.59 -19.83 0.00 0.00 0.00 -199.21 MEMBER 75 Max -14.39 -3.37 0.00 0.00 0.00 0.00 Mm -14.98 -3.37 0.00 0.00 0.00 -34.05 Condition : RBSII.6DL+0.5LL+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -14.68 51.62 0.00 0.00 0.00 95.07 Mm -14.68 -53.59 0.00 0.00 0.00 -146.87 MEMBER 74 Max -59.00 -14.68 0.00 0.00 0.00 0.00 Mm -60.90 -14.68 0.00 0.00 0.00 -146.87 MEMBER 75 Max -61.18 14.68 0.00 0.00 0.00 146.72 Mm -63.08 14.68 0.00 0.00 0.00 0.00 Condition RBS2I.6DL+O.5LL-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -22.43 68.12 0.00 0.00 0.00 183.04 Mm -22.43 -70.09 0.00 0.00 0.00 -224.33 MEMBER 74 Max -75.50 -22.43 0.00 0.00 0.00 0.00 Mm -77.40 -22.43 0.00 0.00 0.00 -224.33 MEMBER 75 Max -77.68 22.43 0.00 0.00 0.00 224.13 Mm -79.58 22.43 0.00 0.00 0.00 0.00 Page5 5.427 Condition : RBS3I.6DL+0.5LL+3Eh+Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -49.14 20.95 0.00 0.00 0.00 269.86 Mm -49.14 -84.26 0.00 0.00 0.00 -498.29 MEMBER 74 Max -28.33 20.46 0.00 0.00 0.00 206.85 Mm -30.23 20.46 0.00 0.00 0.00 0.00 MEMBER 75 Max -91.85 49.14 0.00 0.00 0.00 498.29 Mm -93.75 49.14 0.00 0.00 0.00 0.00 Condition : RBS4I.6DL+0.5LL-3Eh-Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] (Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max 12.51 98.90 0.00 0.00 0.00 291.97 Min 12.51 -39.31 0.00 0.00 0.00 -579.25 MEMBER 74 Max -106.28 -57.09 0.00 0.00 0.00 0.00 Mm -108.18 -57.09 0.00 0.00 0.00 -579.25 MEMBER 75 Max -46.90 -12.51 0.00 0.00 0.00 0.00 Mm -48.80 -12.51 0.00 0.00 0.00 -128.85 Condition : FDIDL+LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -17.96 58.34 0.00 0.00 0.00 124.26 Mm -17.96 -59.53 0.00 0.00 0.00 -179.61 MEMBER 74 Max -65.84 -17.96 0.00 0.00 0.00 0.00 Mm -67.03 -17.96 0.00 0.00 0.00 -179.61 MEMBER 75 Max -67.23 17.96 0.00 0.00 0.00 179.47 Mm -68.41 17.96 0.00 0.00 0.00 0.00 Condition : FD2DL+LL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -23.44 45.15 0.00 0.00 0.00 105.78 Mm -23.44 -60.93 0.00 0.00 0.00 -235.52 MEMBER 74 Max -52.65 -6.87 0.00 0.00 0.00 0.00 Mm -53.84 -6.87 0.00 0.00 0.00 -67.78 MEMBER 75 Max -68.63 23.44 0.00 0.00 0.00 235.52 Mm -69.82 23.44 0.00 0.00 0.00 0.00 Page6 5.428 Condition : FD3=DL'-LL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ----------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -12.45 71.55 0.00 0.00 0.00 166.00 Mm -12.45 -58.10 0.00 0.00 0.00 -291.66 MEMBER 74 Max -79.05 -29.01 0.00 0.00 0.00 0.00 Mm -80.24 -29.01 0.00 0.00 0.00 -291.66 MEMBER 75 Max -65.80 12.45 0.00 0.00 0.00 123.19 Mm -66.98 12.45 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 0.00 Condition : FD40.9DL+0.714Eh+0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] ------------------------------------------------------------------------------------------------------------------- [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -13.31 11.99 0.00 0.00 0.00 72.13 Mm -13.31 -27.59 0.00 0.00 0.00 -133.64 MEMBER 74 Max -14.96 3.25 0.00 0.00 0.00 32.82 Mm -16.02 3.25 0.00 0.00 0.00 0.00 MEMBER 75 Max -30.65 13.31 0.00 0.00 0.00 133.64 Mm -31.72 13.31 0.00 0.00 0.00 0.00 Condition : FD50.9DL-0.714Eh-0.714Ev Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -2.33 38.26 0.00 0.00 0.00 96.74 Mm -2.33 -24.88 0.00 0.00 0.00 -189.69 MEMBER 74 Max -41.23 -18.89 0.00 0.00 0.00 0.00 Mm -42.30 -18.89 0.00 0.00 0.00 -189.69 MEMBER 75 Max -27.94 2.33 0.00 0.00 0.00 22.73 Mm -29.01 2.33 0.00 0.00 0.00 0.00 Condition : BPI=1.4DL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -12.18 39.07 0.00 0.00 0.00 84.53 Mm -12.18 -40.83 0.00 0.00 0.00 -121.88 MEMBER 74 Max -43.69 -12.18 0.00 0.00 0.00 0.00 Mm -45.35 -12.18 0.00 0.00 0.00 -121.88 MEMBER 75 Max -45.59 12.18 0.00 0.00 0.00 121.79 Mm -47.25 12.18 0.00 0.00 0.00 0.00 Page7 5.429 Condition BP2=1.2DL+1.6LL Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 ----------------------------------------------------------------------------------------------------------- Max -25.25 82.19 0.00 0.00 0.00 174.65 Mm -25.25 -83.57 0.00 0.00 0.00 -252.62 MEMBER 74 Max -92.87 -25.25 0.00 0.00 0.00 0.00 Mm -94.29 -25.25 0.00 0.00 0.00 -252.62 MEMBER 75 Max -94.53 25.25 0.00 0.00 0.00 252.35 Mm -95.96 25.25 ------------------------------------------------------------------------------------------------------------------ 0.00 0.00 0.00 0.00 Condition : BP31.6DL+0.5LL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 ------------------------------------------------------------------------------------------------------------------ Max -41.39 4.56 0.00 0.00 0.00 287.16 Mm -41.39 -67.65 0.00 0.00 0.00 -419.55 MEMBER 74 Max -11.94 28.21 0.00 0.00 0.00 283.08 Mm -13.84 28.21 0.00 0.00 0.00 0.00 MEMBER 75 Max -75.24 41.39 0.00 0.00 0.00 419.55 Mm -77.14 41.39 0.00 0.00 0.00 0.00 Condition : BP41.6DL+O.5LL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max 4.77 115.51 0.00 0.00 0.00 310.48 Min 4.77 -55.70 0.00 0.00 0.00 -657.96 MEMBER 74 Max -122.89 -64.83 0.00 0.00 0.00 0.00 Mm -124.79 -64.83 0.00 0.00 0.00 -657.96 MEMBER 75 Max -63.29 -4.77 0.00 0.00 0.00 0.00 Mm -65.18 -4.77 0.00 0.00 0.00 -52.77 Condition BP5=0.5DL+3Eh+3Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -27.19 -4.72 0.00 0.00 0.00 421.19 Mm -27.19 -53.88 0.00 0.00 0.00 -273.51 MEMBER 74 Max 39.35 42.41 0.00 0.00 0.00 421.19 Min 38.76 42.41 0.00 0.00 0.00 0.00 MEMBER 75 Max -21.74 27.19 0.00 0.00 0.00 273.51 Mm -22.33 27.19 0.00 0.00 0.00 0.00 Page8 5.430 Condition : BP60.5DL-3Eh-3Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 ------------------------------------------------------------------------------------------------------------------- Max 18.97 69.24 0.00 0.00 0.00 226.59 Min 18.97 -8.80 0.00 0.00 0.00 -511.80 MEMBER 74 Max -70.89 -50.63 0.00 0.00 0.00 0.00 Mm -71.48 -50.63 0.00 0.00 0.00 -511.80 MEMBER 75 Max -10.50 -18.97 0.00 0.00 0.00 0.00 Mm -11.09 -18.97 ------------------------------------------------------------------------------------------------------------------- 0.00 0.00 0.00 -190.48 Condition : BP7=1.6DL+0.5LL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -26.22 41.40 0.00 0.00 0.00 118.63 Mm -26.22 -63.81 0.00 0.00 0.00 -263.91 MEMBER 74 Max -48.78 -3.02 0.00 0.00 0.00 0.00 Mm -50.68 -3.02 0.00 0.00 0.00 -28.96 MEMBER 75 Max -71.40 26.22 0.00 0.00 0.00 263.91 Mm -73.30 26.22 0.00 0.00 0.00 0.00 Condition : BP8=1.6DL+O.5LL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -10.83 78.38 0.00 0.00 0.00 187.39 Mm -10.83 -59.83 0.00 0.00 0.00 -342.64 MEMBER 74 Max -85.76 -34.03 0.00 0.00 0.00 0.00 Mm -87.66 -34.03 0.00 0.00 0.00 -342.64 MEMBER 75 Max -67.42 10.83 0.00 0.00 0.00 106.48 Mm -69.32 10.83 0.00 0.00 0.00 0.00 Condition 6P90.5DL+Eh+Ev+Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 -------------------------------------------------------------------------------------------------------------- Max -12.02 -1.12 0.00 0.00 0.00 111.78 Mm -12.02 -17.28 0.00 0.00 0.00 -120.61 MEMBER 74 Max 2.75 11.18 0.00 0.00 0.00 111.78 Min 2.16 11.18 0.00 0.00 0.00 0.00 MEMBER 75 Max -18.14 12.02 0.00 0.00 0.00 120.61 Mm -18.73 12.02 0.00 0.00 0.00 0.00 Page9 5.431 Condition : BPI00.5DL-Eh-Ev-Er Axial ShearV2 ShearV3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 ------------------------------------------------------------------------------------------------------------------- Max 3.37 32.34 0.00 0.00 0.00 91.35 Min 3.37 -12.69 0.00 0.00 0.00 -199.21 MEMBER 74 Max -33.99 -19.83 0.00 0.00 0.00 0.00 Mm -34.59 -19.83 0.00 0.00 0.00 -199.21 MEMBER 75 Max -14.39 -3.37 0.00 0.00 0.00 0.00 Mm -14.98 -3.37 0.00 0.00 0.00 -34.05 Condition : Drift=Eh+Ev+Er Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip*ft] [Kip*ft] [Kip*ft] MEMBER 73 Max -7.66 -1.82 0.00 0.00 0.00 154.89 Mm -7.66 -18.32 0.00 0.00 0.00 -76.69 MEMBER 74 Max 18.32 15.54 0.00 0.00 0.00 154.89 Min 18.32 15.54 0.00 0.00 0.00 0.00 MEMBER 75 Max -1.82 7.66 0.00 0.00 0.00 76.69 Mm -1.82 7.66 0.00 0.00 0.00 0.00 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITION SDII.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.17899 (U1542) 50.00000 0.00000 (<U10000) 0.00000 74 0.02107 (L/5696) 62.50000 0.00000 (< U10000) 0.00000 75 0.02105 (U5700) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION SD2=1.2DL+1.6LL Member Defl. (2) [in] Defl. (3) [in] 73 0.37123 (L/743) 50.00000 0.00000 (<L/10000) 0.00000 74 0.04370 (L/2746) 62.50000 0.00000 (< U10000) 0.00000 75 0.04366 (L/2749) 62.50000 0.00000 (< U10000) 0.00000 CONDITION S031.6DL+O.5LL+Eh+3Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.09100 (L/3033) 25.00000 0.00000 (<L/10000) 0.00000 74 0.00831 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 75 0.03217 (L/3730) 62.50000 0.00000 (<U10000) 0.00000 PagelO 5.432 CONDITION SO4=1.6DL+0.5LL-Eh-3Ev Member Defl. (2) [in] 73 ----------------------------------------------------------------------- 0.49609 (L/556) 50.00000 74 0.07276 (L/1649) 62.50000 75 0.03173 (L/3781) 62.50000 Defl. (3) [in] ------------------------------------------------- 0.00000 (<L/10000) 0.00000 0.00000 (< L/10000) 0.00000 0.00000 (< L/10000) 0.00000 CONDITION SD5=0.5DL+Eh+Ev Member Defl. (2) [in] 73 0.03756 (L/7349) 25.00000 74 0.01931 (L16216) 62.50000 75 0.02084 (L15759) 62.50000 Defl. (3) [in] 0.00000 (< L/10000) 0.00000 0.00000 (<L/10000) 0.00000 0.00000 (<L/10000) 0.00000 CONDITION SD60.5DL-Eh-Ev Member Defl. (2) [in] 73 -------------------------------------------------------------------- 0.14699 (L11878) 62.50000 74 0.03443 (L13486) 62.50000 75 0.00588 (<L/10000) 62.50000 Defl. (3) [in] ----------------------------------------------- 0.00000 (<L/10000) 0.00000 0.00000 (<L/10000) 0.00000 0.00000 (<U10000) 0.00000 CONDITION RBSI=1.6DL+0.5LL+Ev Member Defl. (2) [in] 73 ------------------------------------------------ 0.19781 (L/1395) 74 0.02539 (L/4726) 75 0.02537 (L14730) CONDITION RBS2=1.6DL+0.5LL-Ev Member Defl. (2) [in] ----------------------------------------------- 73 0.34747 (L/794) 74 0.03880 (L/3093) 75 0.03876 (L/3096) Defl. (3) [in] 50.00000 ---------------------------------------------------------------------------- 0.00000 (<L/10000) 0.00000 62.50000 0.00000 (<L/10000) 0.00000 62.50000 ----------------------------------------------------------------------------- 0.00000. (<L/10000) 0.00000 Defl. (3) [in] 50.00000 ---------------------------------------------------------------------------- 0.00000 (<1110000) 0.00000 62.50000 0.00000 (<1110000) 0.00000 62.50000 0.00000 (<1110000) 0.00000 CONDITION RBS3I.6DL+0.5LL+3Eh+Ev Member Defl. (2) [in] --------------------------------------------------------------------- 73 0.25540 (111081) 37.50000 74 0.03574 (L/3357) 62.50000 75 0.08620 (L/1392) 62.50000 Defl. (3) [in] ON --------------------------------------------- 0.00000 (<1110000) 0.00000 0.00000 (<1110000) 0.00000 0.00000 (<L/10000) 0.00000 CONDITION RBS4I.6DL+0.5LL-3Eh-Ev Member Defl. (2) [in] 73 0.38930 (L/709) 62.50000 74 0.10023 (111197) 62.50000 75 0.02227 (L/5388) 62.50000 Defl. (3) [in] 0.00000 (<L/10000) 0.00000 0.00000 (<1110000) 0.00000 0.00000 (<1110000) 0.00000 Pagell 5.433 CONDITION FDI=DL+LL Member Defl. (2) [in] ------------------------------------------------------------------------------------------------------------------------------------------ @(%) Defl. (3) [in] 73 0.26394 (U1 046) 50.00000 0.00000 (<L/10000) 0.00000 74 0.03106 (L13864) 62.50000 0.00000 (<L/10000) 0.00000 75 0.03103 (U3867) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD2DL+LL+0.714Eh+0.714Ev Member Defl. (2) [in] Defl. (3) [in] 73 0.21127 (L/1306) 50.00000 0.00000 (<L/10000) 0.00000 74 0.01172 (<L/10000) 62.50000 0.00000 (< U10000) 0.00000 75 0.04073 (L/2946) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD3DL+LL-0.714Eh-0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.31662 (L/872) 50.00000 0.00000 (<L/10000) 0.00000 74 0.05044 (L/2379) 62.50000 0.00000 (<L/10000) 0.00000 75 0.02130 (U5633) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD4=0.9DL+0.714Eh+0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.07503 (LJ3678) 37.50000 0.00000 (<U10000) 0.00000 74 0.00567 (<L/10000) 62.50000 0.00000 (<L/10000) 0.00000 75 0.02309 (U5196) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION FD50.9DL-0.714Eh.0.714Ev Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.17055 (U1618) 62.50000 0.00000 (<U10000) 0.00000 74 0.03279 (U3660) 62.50000 0.00000 (<L/10000) 0.00000 75 0.00393 (< U10000) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BPI=1.4DL Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.17899 (L/1542) 50.00000 0.00000 (<U10000) 0.00000 74 0.02107 (U5696) 62.50000 0.00000 (<L/10000) 0.00000 75 0.02105 (L/5700) 62.50000 0.00000 (<U10000) 0.00000 CONDITION BP2=1.2DL+1.6LL Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.37123 (U743) 50.00000 0.00000 (< L/10000) 0.00000 74 0.04370 (L/2746) 62.50000 0.00000 (< U10000) 0.00000 75 0.04366 (U2749) 62.50000 0.00000 (<1110000) 0.00000 Page12 5.434 CONDITION BP3=1.6DL+0.5LL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.16811 (L/1642) ------------------------------------------------------------------------------------------------------------------------------------ 25.00000 0.00000 (< L/10000) 0.00000 74 0.04890 (L/2454) 62.50000 0.00000 (<L/10000) 0.00000 75 0.07256 (L/1654) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP4=1.6DL+0.5LL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.51792 (L/533) --------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 74 0.11389 (L/1054) 62.50000 0.00000 (<L/10000) 0.00000 75 0.00913 (<L/10000) ------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP5=0.5DL+3Eh+3Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.19907 (L11386) ----------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (< U10000) 0.00000 74 0.07269 (L/1651) 62.50000 0.00000 (<L/10000) 0.00000 75 0.04726 (L12539) -------------------------------------------------------------------------------------------------------------------------------------- 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP6=0.5DL-3Eh-3Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.32049 (L1861) 62.50000 0.00000 (<L/10000) 0.00000 74 0.08851 (L/1356) 62.50000 0.00000 (<L/10000) 0.00000 75 0.03290 (L/3647) 62.50000 0.00000 (<1110000) 0.00000 CONDITION BP7=1.6DL+O.5LL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.20600 (111 340) 37.50000 0.00000 (<L/10000) 0.00000 74 0.00501 (<L/10000) 62.50000 0.00000 (<1110000) 0.00000 75 0.04564 (112629) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP8=1.6DL+0.5LL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.34641 (11797) 50.00000 0.00000 (<1110000) 0.00000 74 0.05927 (L/2025) 62.50000 0.00000 (<1110000) 0.00000 75 0.01841 (L/6517) 62.50000 0.00000 (<L/10000) 0.00000 CONDITION BP9=0.5DL+Eh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.03756 (L/7349) 25.00000 0.00000 (<L/10000) 0.00000 74 0.01931 (116216) 62.50000 0.00000 (<L/10000) 0.00000 75 0.02084 (L/5759) 62.50000 0.00000 (<L/10000) 0.00000 Page13 5.435 CONDITION BPIO=O.5DL-Eh-Ev-Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.14699 (L/1878) 62.50000 0.00000 (<L/10000) 0.00000 74 0.03443 (L13486) 62.50000 0.00000 (<L/10000) 0.00000 75 0.00588 (< L/10000) ------------------------------------------------------------------------------------------------------------------------------------------ 62.50000 0.00000 (<L/10000) 0.00000 CONDITION DriftEh+Ev+Er Member Defl. (2) [in] @(%) Defl. (3) [in] 73 0.08646 (L/3192) 62.50000 0.00000 (<L/10000) 0.00000 74 0.02674 (L/4487) 62.50000 0.00000 (<L/10000) 0.00000 75 0.01325 (L/9060) 62.50000 0.00000 (<L/10000) 0.00000 Page14 5.436 ff Current Date: 3/21/2022 10:20 AM Units system: English File name: Z:\2021\1 0-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\RAM Elements'Aviara - SMF Calcs.retx Steel Code Check Report: Summary - For all selected load conditions Load conditions to be included in design SD1 =1.4DL SD2=1.2DL+1.6LL SD31 .6DL+0.SLL+Eh+3Ev SD4=1.60L+0.5LL-Eh-3Ev SD50.5DL+Eh+Ev SD6r0.5DLEhEv Description Section Member Ctrl Eq. Ratio Status Reference Column W18X119 74 SD1 at 100.00% 0.14 OK SD2 at 100.00% 0.29 OK SD3 at 100.00% 0.06 OK SD4 at 100.00% 0.46 OK Eq. Hi-lb SD5 at 100.00% 0.11 OK SD6 at 100.00% 0.21 OK 75 SDi at 100.00% 0.14 OK SD2 at 100.00% 0.29 OK Eq. Hi-lb SD3 at 100.00% 0.21 OK SD4 at 100.00% 0.21 OK SD5 at 100.00% 0.13 OK SD6 at 100.00% 0.04 OK MF-7 IN 18X86 73 SD1 at 0.00% 0.18 OK SD2 at 0.00% 0.37 OK SD3 at 100.00% 0.28 OK SD4 at 0.00% 0.61 OK Eq. Hi-lb SD5 at 100.00% 0.18 OK SD6 at 0.00% 0.29 OK Pagel 5.437 Foundation Analysis 6.1 9) TTJ BLOCK 5 H L +BLOCK61 J I I I I L —I BLOCK KEY OU1 000RYARD ..._-..-. REFER LIBLOCK 7 1 BLOCK 1 I! AND INDSCAPE BLOCK 1 - 70 xl 18' 14 L... I : BLOCK 240x190' ARFU% 41L YARD IT- REFE TO CIVIL i..: BLOCK 3-39,5 x161 - -AND DSCAPE L H •ktT1 .1 IT, \- I BLOCK4-70x153 1 7 114WJLIJ t 1 BLOCK o-40x138 IA F .OK 1L& H BLOCK 9-69x13T BLOCK 11 - - I - - -A ---- BLOCK 10 -38x1785 LI BLOCK 11 - 68x113' t\ I - P 1 BLOCK 12-37.5x111' POOL COURTYARD = (Sim. Block 8) - if I REFER TO CML - I AND LANDSCAPE BLOCK 13 -39 5x165' '- I I r PASSIVE COURTYARD REFER TO I --- (sm. Block 10) BLOC 12 1 SPLE I L BLOCKS (BLK. - SIM. BLOCK ) _I_1_I LThHir _ I _ _ PTI BLOCK KEY PLAN VCA STRUCTURAL Structural Engineers 1845 West Orangewood Ave. Suite 200 Structural Orange, CA 92868 Project: AvO'a Job No: 101 579 Date: 12/9/202 Designer: EK P11 General Info/Loading/Cable Spacing: Expansive Design Soil Parameters: Sulfates = Negligible Allow. Bearing Pressure = 4500 psf Mm. Conc. Req. = 3000 psi Subgrade Modulus (K5) = 25 p c i Soil Design = Expansive (Low Expansive Soil) Center Lift Edge Lift em (ft)= 5.3 2.9 ym (in.)= 0.62 1.49 Inout Values: Slab Thickness = 1. 1.5 Tendon Prestress = 70.0 psi Max. Tendon Spacing = 29" No. of Stories= 4 Super Imposed Loading: Load Combinations: D = 176 psf D+L = 236 psf D+Lr = 196 psf D + 0.75L + 0.751-r = 236 psf Loading: DL (psf( LL (psi) Lr (psi) RLL (psf( Roof 21 20 20 Floor 25 40 20 Corridor 29 100 Ext. Wall 18 In). Wall 10 Wall Super 20 Decks 49 60 - Mm (ASCE7-10 Sec. 2.4. 1) - Max (ASCE7-10 Sec. 2.4. 1) )ASCE7-10 Sec. 2.4.1) - Max (ASCE7-l0 Sec. 2.4.1( Super Imposed Load = 236 psf (Governing Load) Perimeter Line Loads: MAX Line: Loading (PSF( Trib./Level D L I Lr Roof = 21 12 16.5 Floor = 25 20 7.5 Ext. Wall = 18 10.0' Deck = 49 30 3.5' Trib. Slab DL = 561 lb/ft Line Load = 3475 lb/ft (MAX. LC = 2) MIN Line: Loading (PSF( Trib./Level D L Roof = 21 12 16.5 Floor = 25 20 0.7 Ext. Wall = 18 100' Deck = 49 30 0.0 Trib. Slab DL = 561 lb/ft Line Load = 1677 lb/ft (MIN. LC=1( Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\10-11579 PTI - Loading 86C4ble Spacing_ PAD Ftg Sch_MAX PT Load Interior Line Loads (Corridors & Partvwalls): long (Corridor) Short (Party) Loading (PSF) Loading (PSF) Trib./Level Trib./Level D L Lr D L Lr Roof = 21 12 16.5' Roof = 21 12 2.0 Floor = 25 20 6.0 Floor = 25 20 16.0 Int. Wall = 10 10.01 Int. Wall = 10 20.0' Corridor = 29 50 3.0' Corridor = 29 50 0.0' Line Load = 2273 lb/ft Line Load = 3008.809 (MAX. LC = 2) (MAX. LC = 2) Max Point Load on Slab: w/o reinf. WI reinf.(2-#5) w/ reinf.(4-#5( Point Load Edge Distance Condition Point Load = 20.0 kips 27.0 kips 33.0 kips (Interior of Slab) (60" away from edges min.( Point Load= 13.0 kips 18.0 kips 22.5 kips (Edge of Slab) L= 0.25-3' Point Load = 12.0 kips 16.0 kips 20.0 kips (Corner of Slab) L= 0.25' MAT Cable Spacing Tables: Block Cable Spacing Shod (in.) Long (in.) 1 70x118 1.93' (23") 1.62' (19" 2 40x190 2.24' (27') 1.31' (16") 3 40x 161 2.24' (27") 1.36' (16") 4 70x105 1.96• (24" ( 1.48' (18" 5 70x95 1.94' (23") 1.79' 6 40x138 2.19' (26") 1.52' (18") 7 38x220 2.25' (27") 1.20' (14") 8 38x112 2.24' (27") 1.57' (19") 9 69x137 1.99' (24") 1.52' (18") 10 38x179 2.27' (27") 1.33' (16") 11 68x113 .98' (24") .69' 0.00' (0") 0.00' (0" Length (ft.) Sacinp lin.( < 30 = 29" 31 - 40 = 27" 41 - 50 = 25" 51 - 69 = 24" 70 - 85 = 23" 86 - 95 = 22" 96 - 105 = 21" 106 - 115 = 20" 116 - 130 = 19" 131 - 145 = 18" 146 - 165 = 17" 166 - 190 = 16" 191 - 210 = 15" 211 - 230 = 14" > 230 = 13" Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\10-11579 PTI - Loading gle Spacing_ PAD Ftg Sch_MAX PT Load Build 011313 PTISIab 3.5 BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION DESIGN SUMMARY Slab Dimensions: 70.00 FT 118.00 FT 4.00 Inches Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 261.9 Cubic Yards Prestressing Tendon: 7,488 Linear Feet Number of End Anchorages: 164 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 35 0 Depth of Beams: 11.2 Inches 0.0 Inches Width of Beams: 14.0 Inches 00 Inches Tendons per Beam: 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 33 Slab Tendon Spacing: 2.06 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 59 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 49 Slab Tendon Spacing: 2.38 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab Page 1 of 13 Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - pu 10:5321 AM 6.6 Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number : 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:'2021\10-11579 -AO -Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - ".pti 1053:21AM 6.7 Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) Short Direction Long Direction 49 33 0 0 2.38 2.06 5.53 4.85 2.00 2.00 3.53 2.85 920.0 494.0 1,187.4 823.0 72 72 93 120 7.29 FT-K/FT 6.95 FT-K/FT Tension in Top Fiber (KS I) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.097 -0.113 Actual Stress 0.338 0.423 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)178,497 72,713 Required Moment of Inertia (Inch 4)158,560 71,567 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.37 K/FT Maximum Shear, Long Direction 1.20 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 155 Actual Shear Stress (PSI) 27 15 Page 3 of 13 Z:'.2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - '.pti 10:53:21 AM 6.8 Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS I) Short Long Direction Direction 1,124.1 644.1 430.4 243.2 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.196 -0.254 Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.317 0.407 Short Long Direction Direction 178,497 72,713 93,910 48,283 6*Beta 6*Beta 2.33 K/FT 2.30 K/FT Short Long Direction Direction 150 155 26 29 Short Long Direction Direction 0.0 0.0 127.5 82.0 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (Inch 4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 4 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - .pti 1053:21AM We Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 12,809 6,863 Moment of Inertia (inch 4): 178,497 72,713 Section Modulus, Top (inch 3): 32,289 15,005 Section Modulus, Bottom (Inch) : 25,063 11,534 Center of Gravity of Concrete - from top (Inch) : 5.53 4.85 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.53 2.85 Beta Distance (Feet): 10.66 8.52 Jacking Force: 33.05 KIPS Page 5 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x11 B - .pti 10:53:21 AM 6.10 Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 70.00 FTx 118.00 FTx 11.50 Inches Uniform Thickness Slab: 11.50 (11.48) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 293.2 Cubic Yards Prestressing Tendon: 9,552.0 Linear Feet Number of End Anchorages: 208 In the LONG direction Number of Slab Tendons: 43 Slab Tendon Spacing : 1.62 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 61 Slab Tendon Spacing: 1.93 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (inch 2): 16,284 9,660 Moment of Inertia (inch 4): 179,463 106,461 Section Modulus, Top and Bottom (Inch3) : 31,211 18,515 Beta Distance (Feet) : 10.67 9.37 Jacking Force: 33.05 KIPS Page 6 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Errgirreering\Calcs\PTI\Block 1 - 70x118 - .pti 10:53:21 AM 6.11 Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title : Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:t2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engirieering\Catcs\PTI\Block 1 - 70x118 - .pti 10:5321 AM 6.12 Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.48) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 61 43 Spacing of Tendons (FT) 1.93 1.62 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,193.5 714.3 Beta Distance Effective Prestress Force (K) 1,492.7 1,076.4 Minimum Effective Prestress (PSI) 73 74 Beta Distance Effective Prestress (PSI) 92 111 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.29 FT-K/FT Maximum Moment, Long Dir. (calculated with Em5.0 per PTI 4.3.2) 6.95 FT-K/FT Tension in Top Fiber (KS I) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.239 -0.204 Actual Stress 0.423 0.427 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)179,463 106,461 Required Moment of Inertia (inch 4)158,774 78,724 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.37 K/FT Maximum Shear, Long Direction 1.20 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 154 Actual Shear Stress (PSI) 17 9 Page 8 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - ".pti 10:53.21 AM 6.13 Build 011313 PTISIab 3.5 BLOCK 1 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 747.7 523.0 430.4 243.2 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KS I) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.190 0.218 Short Long Direction Direction 179,463 106,461 94,037 53,112 6*Beta 6*Beta 2.33 K/FT 2.30 K/FT Short Long Direction Direction 150 154 17 17 Short Long Direction Direction 747.7 523.0 127.5 82.0 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.006 0.005 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (Inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 9 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Block 1 - 70x118 - .pti 10:53:21 AM 6.14 Build 011313 PTISIab 3.5 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, fc: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Label: Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 1 -70x118 70.00 FT 118.00 FT 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 35 0 11.2 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity : 59 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - .pti 10:53:21 AM 6.15 Build 011313 PTlSIab 3.5 BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number i 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Allowable Bearing Pressure: Edge Moisture Variation Distance, em, Differential Soil Movement, Ym Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load Total Perimeter Load Smallest Load Intensity Stiffness Coefficients Center Lift: Edge Lift: Expansive Soil 4,000.0 PSF Center Lift Edge Lift 5.30 Feet 2.90 Feet 0.620 Inches 1.490 Inches 233.00 PSF 3,500.00 PLF 1,677.00 PLF 360 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z \2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - ".pti 10:5321 AM 6.16 Build 011313 PTISIab 3.5 BLOCK 1 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:'2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - .pti 10:53:21 AM 6.17 Build 011313 PTISIab 35 - BLOCK 1 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of Input Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, Ks: Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab): Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 2,275.0 lb/ft Parallel to Short Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 1.59 Ft-K/Ft 5.28 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.526 0.670 Applied Stress (Uniform Thickness Foundation) -0.166 0.313 Prestress at Line Load (4.00 In. Thick Slab): 72.0 PSI Prestress at Line Load (Uniform Thickness Foundation): 73.9 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 60.0% Page 13 of 13 Z:'2021\10-11579 - AO - Aviara Apis - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 1 - 70x118 - pb 10:53:21 AM 6.18 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 40.00 FT 190.00 FTx4.00 Inches Material Properties Concrete Strength, f'c: Tendon Strength, Fpu: Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages: In the LONG direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid Beam Spacing: Number of Slab Tendons: Slab Tendon Spacing Slab Tendon Centroid In the SHORT direction Quantity of Beams: Depth of Beams: Width of Beams: Tendons per Beam: Beam Tendon Centroid Beam Spacing Number of Slab Tendons: Slab Tendon Spacing Slab Tendon Centroid: 3,000 PSI 270 KSI 1/2 Inch 251.2 Cubic Yards 7,698 Linear Feet 188 Type I Beam Type II Beam 20 0 11.9 Inches 0.0 Inches 14.0 Inches 0.0 Inches 0 0 0.00 Inches 0.00 Inches 6.00 Feet O.C. 25 1.50 Feet O.C. 2.00 Inches from top of slab Type I Beam Type II Beam 95 0 12.7 Inches 0.0 Inches 14.0 Inches 0.0 Inches 0 0 0.00 Inches 0.00 Inches 6.00 Feet O.C. 69 2.74 Feet O.C. 2.00 Inches from top of slab Page 1 of 13 Z:\2021\10-11579 -AG -AviaraApts - West Parcel (Carlsbad)\Errgineering\Calcs\PTI\Block 2- 40x190 - .pti 10:55:42 AM 6.19 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To VGA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:',2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engirieering\Calcs\PTI\Block 2- 40x190 - .pti 1055:42 AM 6.20 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress FOrce (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) Short Direction Long Direction 69 25 0 0 2.74 1.50 5.53 5.19 2.00 2.00 3.53 3.19 1,468.1 296.7 1,615.5 635.4 71 72 78 154 7.69 FT-K/FT 7.33 FT-K/FT Tension in Top Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 Actual Stress -0.149 Compression in Bottom Fiber (KSI) Short Long Direction Direction -0.329 Allowable Stress 1.350 1.350 0.000 Actual Stress 0.372 0.353 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)287,410 50,452 Required Moment of Inertia (Inch 4)168,405 39,366 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.13 K/FT Maximum Shear, Long Direction 1.29 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 162 Actual Shear Stress (PSI) 24 15 Page 3 of 13 Z:t2021 tb-i 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Block 2 - 40x190 - .pti 10:55:42AM 6.21 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,588.8 523.2 730.9 146.6 2.26 FT-K/FT 2.46 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.287 0.483 Short Long Direction Direction 287,410 50,452 99,092 26,386 Width 6*Beta 2.25 K/FT 2.44 K/FT Short Long Direction Direction 147 162 25 29 Short Long Direction Direction 0.0 0.0 215.0 49.1 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.191 -0.272 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 4 of 13 Z:\2021\10-11 579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 2 - 40x190 - .pti 10 55 42 AM 6.22 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (inch 2): 20,624 4,132 Moment of Inertia (Inch4): 287,410 50,452 Section Modulus, Top (Inch 3)•: 51,990 9,730 Section Modulus, Bottom (inch 3): 40,356 7,514 Center of Gravity of Concrete - from top (Inch) : 5.53 5.19 Center of Gravity of Prestressing Tendons - from top (Inch): 2.00 2.00 Eccentricity of Prestress (Inch) : 3.53 3.19 Beta Distance (Feet) : 12.01 7.77 Jacking Force: 33.05 KIPS Page 5 of 13 Z:\2021\10-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 2- 40x190 - ".pti 10:55:42 AM 6.23 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 40.00 FT 190.00 FT 11.50 Inches Uniform Thickness Slab: 11.50 (11.48) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 269.8 Cubic Yards Prestressing Tendon: 9,330.0 Linear Feet Number of End Anchorages: 230 In the LONG direction Number of Slab Tendons: 30 Slab Tendon Spacing: 1.31 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 85 Slab Tendon Spacing: 2.24 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (Inch2): 26,220 5,520 Moment of Inertia (inch 4): 288,966 60,835 Section Modulus, Top and Bottom (Inch3) : 50,255 10,580 Beta Distance (Feet) : 12.02 8.14 Jacking Force: 33.05 KIPS Page 6 of 13 Z:\2021\10-11579 - AO - Aviara Apts - Weal Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 2- 40x190 - ph 10:55.42 AM 6.24 Build 011313 PTISIab 3.5 BLOCK 2 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer.: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:\.2021 110-11579 -AO - Aviara Apts - West Parcel (Cartsbad)\Engineering\Calcs\PTI\Block 2 - 40x190 - '.pti 10:55:42 AM 6.25 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.48) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 85 30 Spacing of Tendons (FT) 2.24 1.31 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,866.8 402.6 Beta Distance Effective Prestress Force (K) 2,024.8 764.7 Minimum Effective Prestress (PSI) 71 73 Beta Distance Effective Prestress (PSI) 77 139 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.69 FT-K/FT Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.33 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.272 -0.194 Actual Stress 0.426 0.471 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)288,966 60,835 Required Moment of Inertia (Inch 4)168,405 41,252 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.13 K/FT Maximum Shear, Long Direction 1.29 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 159 Actual Shear Stress (PSI) 15 9 Page 8 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (CarIsbad)Engineering\Calcs\PTl\Block 2- 40x190 - .pti 10:55:42 AM 6.26 Build 011313 PTISIab 3.5 BLOCK 2 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS I) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.025 0.027 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edue Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,047.6 361.0 730.9 146.6 2.26 FT-K/FT 2.46 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.180 0.250 Short Long Direction Direction 288,966 60,835 99,092 27,650 Width 6*Beta 2.25 K/FT 2.44 K/FT Short Long Direction Direction 147 159 16 18 Short Long Direction Direction 1,047.6 361.0 215.0 49.1 Page 9 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 2- 40x190 - '.pti 10:55:42 AM 6.27 Build 011313 PTISIab 3.5 BLOCK 2 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, fc: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fp Tendon Diameter: Slab Properties Rectangle Label Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch LIH!II] 40.00 FT 190.00 FT 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 20 0 11.9 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity: 95 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineeririg\Calcs\PTl\Block 2- 40x190 - pb 10 5542 AM 6.28 Build 011313 PTISIab 3.5 BLOCK 2 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA -Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 5.30 Feet 2.90 Feet Differential Soil Movement, Ym: 0.620 Inches 1.490 Inches Load. Deflection and Subcirade Prooerties Slab Loading Uniform Superimposed Total Load : 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSl Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTl\Block 2 - 40x190 - .pti 10:55:42 AM 6.29 Build 011313 PTISIab 3.5 BLOCK 2 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:'2021\10-11579 -AO - Aviara Apts -West Parcel (Carlsbad)\Engineering\Calcs\PTbBlock 2- 40x190 - .pti 1055:42 AM 6.30 Build 011313 PTISIab 3.5 -BLOCK 2 Geostructural Tool Kit, Inc. Registered To i VGA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of InDut Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, K: Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4:00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 3,010.0 lb/ft Parallel to Long Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500000.0 PSI 2.11 Ft-K/Ft 6.99 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab): -0.720 0.862 Applied Stress (Uniform Thickness Foundation) -0.246 0.388 Prestress at Line Load (4.00 In. Thick Slab): 71.2 PSI Prestress at Line Load (Uniform Thickness Foundation): 71.2 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 119.0% Page 13 of 13 Z:'2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 2 - 40x1 90 - .pti 10:55:42 AM 6.31 Build 011313 PTISIab 3.5 -BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 40.00 FT 161.00 FTx4.00 Inches Material Properties Concrete Strength, f : 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 208.0 Cubic Yards Prestressing Tendon: 6,185 Linear Feet Number of End Anchorages: 162 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 20 0 Depth of Beams: 11.5 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 23 Slab Tendon Spacing: 1.64 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 80 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 58 Slab Tendon Spacing: 2.75 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab Page 1 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 3- 40x161 - ph 10:58:47 AM 6.32 Build 011313 PTISIab 3.5 - BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:'2021\10-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Engineeririg\Calcs\PTI\Block 3- 40x1 61 - "ph 10:58:47 AM 6.33 Build 011313 PTISIab 3.5 BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summa Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 58 23 Number of Beam Tendons 0 0 Spacing of Slab Tendons (Feet) 2.75 1.64 Center of Gravity of Concrete (from top of slab) (Inch) 5.52 5.00 Center of Gravity of Tendons (from top of slab) (Inch) 2.00 2.00 Eccentricity of Prestressing (Inch) 3.52 3.00 Minimum Effective Prestress Force (K) 1,238.7 306.9 Beta Distance Effective Prestress Force (K) 1,368.3 583.6 Minimum Effective Prestress (PSI) 71 76 Beta Distance Effective Prestress (PSI) 79 145 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.50 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.14 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.141 -0.039 Actual Stress 0.363 0.384 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)242,689 45,565 Required Moment of Inertia (inch 4)139,084 37,404 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.13 K/FT Maximum Shear, Long Direction 1.25 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 160 Actual Shear Stress (PSI) 24 16 Page 3 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Block 3 - 40x161 - .pti 10.58:47 AM 6.34 Build 011313 PTISIab 3.5 -BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction 1,335.6 462.9 603.7 142.8 2.21 FT-K/FT 2.39 FT-K/FT Compression in Top Fiber (KS I) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.188 -0.269 Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.285 0.464 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch 4)242,689 45,565 Required Moment of Inertia (inch 4)81,846 25,073 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Edae Lift Mode Maximum Shear, Short Direction 2.25 K/FT Maximum Shear, Long Direction 2.38 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 160 Actual Shear Stress (PSI) 26 30 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.0 0.0 0.5 Moment (FT-K) 177.6 47.9 Page 4 of 13 Z:'2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 3- 40x161 - '.pti 1058:47 AM 6.35 Build 011313 PTISIab 3.5 BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (inch 2): 17,416 4,020 Moment of Inertia (Inch4): 242,689 45,565 Section Modulus, Top (Inch 3): 43,978 9,106 Section Modulus, Bottom (inch 3): 34,030 7,014 Center of Gravity of Concrete - from top (Inch) : 5.52 5.00 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.52 3.00 Beta Distance (Feet) : 11.51 7.58 Jacking Force: 33.05 KIPS Page 5 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineerirrg\Calcs\PTI\Block 3- 40x161 - pti 1058.47 AM 6.36 Build 011313 PTISIab 3.5 - BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 40.00 FT 161.00 FT 11.50 Inches Uniform Thickness Slab: 11.50 (11.47) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 228.6 Cubic Yards Prestressing Tendon: 7,751.0 Linear Feet Number of End Anchorages: 202 In the LONG direction Number of Slab Tendons: 29 Slab Tendon Spacing: 1.36 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 72 Slab Tendon Spacing: 2.24 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (Inch2) : 22,218 5,520 Moment of Inertia (Inch 4): 244,861 60,835 Section Modulus, Top and Bottom (Inch3): 42,585 10,580 Beta Distance (Feet): 11.54 8.14 Jacking Force: 33.05 KIPS Page 6 of 13 Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 3 - 40x161 - .pti 10:58:47 AM 6.37 Build 011313 PTISIab 3.5 -BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Errgineering\Calcs\PTI\Block 3 - 40x161 - "pb 10:58:47 AM 6.38 Build 011313 PTISIab 3.5 -BLOCK 3 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Number of Tendons Spacing of Tendons (FT) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) 11.50 (11.47) Inches Short Direction Long Direction 72 29 2.24 1.36 5.75 5.75 5.75 5.75 0.00 0.00 1,581.2 436.5 1,723.2 738.1 71 79 78 134 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.50 FT-K/FT Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.14 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.263 -0.190 Actual Stress 0.418 0.458 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)244,861 60,835 Required Moment of Inertia (inch 4)139,084 40,206 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.13 K/FT Maximum Shear, Long Direction 1.25 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 158 Actual Shear Stress (PSI) - 15 9 Page 8 of 13 Z '2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 3 - 40x161 - p11 10 58:47 AM 6.39 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 887.4 349.6 177.6 47.9 Build 011313 PTISIab 3.5 BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: AViara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Short Long Direction Direction 887.4 349.6 603.7 142.8 2.21 FT-K/FT 2.39 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.023 0.025 Actual Stress 0.178 0.242 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch 4)244,861 60,835 Required Moment of Inertia (inch 4)81,846 26,951 Required Moment of Inertia controlled by Width 6*Beta Shear Stress Analysis - Edge Lift Mode Maximum Shear, Short Direction 2.25 K/FT Maximum Shear, Long Direction 2.38 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 158 Actual Shear Stress (PSI) 16 17 Cracked Section Analysis - Edge Lift Mode Page 9 of 13 Z:\2021\10-11 579 - AO Aviara Apts West Parcel (Carlsbad)\Engirreering\Calcs\PTI\Blocic 3 . 40x161 . ".pit 10:58:47 AM Build 011313 PTISIab 3.5 -BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, fc Concrete Creep Modulus, E: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Label Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 3- 40x161 40.00 FT 161.00 FTx4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 20 0 11.5 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity : 80 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Block 3 - 40x161 - ".pti 10:58:47 AM 6.41 Build 011313 PTISIab 3.5 BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil ProDerties Soil Label : Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 5.30 Feet 2.90 Feet Differential Soil Movement, Ym : 0.620 Inches 1.490 Inches Load. Deflection and Subcirade Prooerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity : 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Cartsbad)\Engineering\Calcs\PTI\Block 3- 40x161 - .pti 10:58:47 AM 6.42 Build 011313 PTISIab 3.5 -BLOCK 3 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:\2021\10-11579 -AO - AviaraApts -West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 3- 40x161 - .pti 10:58:47 AM 6.43 Build 011313 PTISIab 3.5 BLOCK 3 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of Inøut Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, Ks: Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation): Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 3,010.0 lb/ft Parallel to Long Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 2.11 Ft-KJFt 6.99 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress : -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.720 0.862 Applied Stress (Uniform Thickness Foundation) -0.246 0.388 Prestress at Line Load (4.00 In. Thick Slab): 71.1 PSI Prestress at Line Load (Uniform Thickness Foundation): 71.2 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB -TENSION IN EXTREME FIBER: 119.0% Page 13 of 13 Z:'2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 3- 40x161 - .pti 10:5847 AM 6.44 Build 011313 PTISIab 3.5 -BLOCK 4 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 70.00 FT x 153.00 FT x 4.00 Inches Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 355.9 Cubic Yards Prestressing Tendon: 10,653 Linear Feet Number of End Anchorages: 206 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 35 0 Depth of Beams: 12.0 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 39 Slab Tendon Spacing: 1.74 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 76 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 64 Slab Tendon Spacing: 2.37 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab Page 1 of 13 Z:\2021\10-11579 -AO -Aviara Apts - West Parcel (Carlsbad)\Engineeriag\Calcs\PTI\Block 4- 70x105 - .pti 11:01:04 AM 6.45 Build 011313 PTISIab 3.5 -BLOCK 4 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4- 70x105 - pti 11:01:04AM 6.46 Build 011313 PTISIab 3.5 -BLOCK 4 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Project Number Project Date: Report Date: Report Number 10-11579 December 9, 2021 November 11, 2021 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC1O.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PT! Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) Short Direction Long Direction 64 39 0 0 2.37 1.74 5.54 5.23 2.00 2.00 3.54 3.23 1,181.3 515.7 1,533.6 976.8 71 71 92 134 7.72 FT-K/FT 7.35 FT-K/FT Allowable Stress -0.329 Actual Stress -0.115 Compression in Bottom Fiber (KSl) Short Long Direction Direction -0.329 Allowable Stress 1.350 1.350 -0.040 Actual Stress 0.360 0.360 Tension in Top Fiber (KS!) Short Long Direction Direction Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)233,304 90,519 Required Moment of Inertia (Inch 4)232,533 79,966 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.37 K/FT Maximum Shear, Long Direction 1.27 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 158 Actual Shear Stress (PSI) 27 15 Page 3 of 13 Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4 - 70x105 - .pti 11:01:04AM 6.47 Build 011313 PTISIab 3.5 -BLOCK 4 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,474.6 829.3 590.3 257.2 2.28 FT-K/FT 2.48 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.321 0.437 Short Long Direction Direction 233,304 90,519 137,701 53,867 6* Beta 6* Beta 2.34 K/FT 2.41 K/FT Short Long Direction Direction 150 158 26 29 Short Long Direction Direction 0.0 0.0 174.8 86.6 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.203 -0.257 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Page 4 of 13 Z:/2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engirieering\Catcs\PTI\Block 4- 70x105 - .pti 11:01:04AM 6.48 Build 011313 PTISIab 3.5 BLOCK 4 Geostructural Tool Kit, Inc. Registered To: VCA Structural - Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 16,601 7,280 Moment of Inertia (inch 4): 233,304 90,519 Section Modulus, Top (Inch 3): 42,106 17,305 Section Modulus, Bottom (inch 3): 32,588 13,372 Center of Gravity of Concrete - from top (Inch) : 5.54 5.23 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.54 3.23 Beta Distance (Feet): 11.40 9.00 Jacking Force: 33.05 KIPS Page 5 of 13 Z:\2021\10-11579 -AO - AviaraApts -West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4- 70x105 - pb 11:01:04AM 6.49 Build 011313 PTISIab 3.5 -BLOCK 4 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 70.00 FT 153.00 FT 11.50 Inches Uniform Thickness Slab : 11.50 (11.51) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, c: 3,000 PSI Tendon Strength, Fpu: 270 KSl Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 380.1 Cubic Yards Prestressing Tendon: 12,901.0 Linear Feet Number of End Anchorages: 250 In the LONG direction Number of Slab Tendons: 47 Slab Tendon Spacing: 1.48 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 78 Slab Tendon Spacing : 1.96 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (inch 2) 21,114 9,660 Moment of Inertia (inch 4): 232,694 106,461 Section Modulus, Top and Bottom (Inch3) : 40,469 18,515 Beta Distance (Feet) : 11.39 9.37 Jacking Force: 33.05 KIPS Page 6of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Catcs\PTBBlock 4- 70x105 - '.pti 11:01:04AM 6.50 Build 011313 PTISIab 3.5 -BLOCK 4 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT. MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z12021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4 - 70x105 - pti 11 0104 AM 6.51 Build 011313 PTISIab 3.5 BLOCK 4 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.51) inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 78 47 Spacing of Tendons (FT) 1.96 1.48 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,518.4 693.1 Beta Distance Effective Prestress Force (K) 1,894.9 1,182.9 Minimum Effective Prestress (PSI) 72 72 Beta Distance Effective Prestress (PSI) 90 122 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.72 FT-K/FT Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.35 FT-K/FT Tension in Top Fiber (KSl) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.260 -0.211 Actual Stress 0.440 0.456 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)232,694 106,461 Required Moment of Inertia (inch 4)232,381 83,276 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.37 K/FT Maximum Shear, Long Direction 1.27 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 149 156 Actual Shear Stress (PSI) 17 9 Page 8 of 13 Z.\2021\10-11579 -AO - AvaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4- 70x105 - .pti 11 01 04 AM 6.52 Short Long Direction Direction 956.6 569.1 590.3 257.2 2.28 FT-K/FT 2.48 FT-K/FT Compression in Top Fiber (KS I) Short Long Direction Direction Short Direction 232,694 137,611 6*Beta Long Direction 106,461 56,097 6*Beta 2.34 K/FT 2.41 K/FT Short Long Direction Direction 149 156 17 17 Short Long Direction Direction 956.6 569.1 174.8 86.6 Build 011313 PTISIab 3.5 - BLOCK 4 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.014 0.010 Actual Stress 0.193 0.235 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edcie Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 9 of 13 Z:\2021k10-11 579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4 - 70x105 - .pti 11:01:04AM 6.53 Build 011313 PTISIab 3.5 BLOCK 4 Geostructural Tool Kit, Inc. Registered To i VCA Structural Serial Number: 100-350-299 Project Title : Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, f'c: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Label Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 4 - 70x 153 70.00 FT 153.00 FT 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 35 0 12.0 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity: 76 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021\10-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Engirreering\Calcs\PTI\Block 4- 70x1 05- .pti 11:01:04 AM 6.54 Build 011313 PTISIab 3.5 BLOCK 4 Geostructural Tool Kit, Inc. Registered To: VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 5.30 Feet 2.90 Feet Differential Soil Movement, Ym: 0.620 Inches 1.490 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:t2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4 . 70x1 05 - .pti 11:01:04 AM 6.55 Build 011313 PTISIab 3.5 BLOCK 4 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z \2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineeririg\Calcs\PTI\Block 4- 70x1 05- ".pti 11:01:04 AM 6.56 Build 011313 PTISIab 3.5 -BLOCK 4 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of Inout Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, K5 : Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 3,010.0 lb/ft Parallel to Long Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 2.11 Ft-K/Ft 6.99 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.720 0.862 Applied Stress (Uniform Thickness Foundation) -0.245 0.389 Prestress at Line Load (4.00 In. Thick Slab): 71.2 PSI Prestress at Line Load (Uniform Thickness Foundation): 71.9 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 119.0% Page 13 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 4 - 70x1 05 - pti 11:01:04 AM 6.57 Build 011313 PTISIab 3.5 BLOCK 5 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 70.00 FT x 95.00 FT x 4.00 Inches Material Properties Concrete Strength, f : 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 / 2 Inch Material Quantities Concrete Volume: 210.4 Cubic Yards Prestressing Tendon: 5,718 Linear Feet Number of End Anchorages: 138 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 35 0 Depth of Beams: 11.2 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 30 Slab Tendon Spacing: 2.28 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 47 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 39 Slab Tendon Spacing: 2.39 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab Page 1 of 13 Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Cartsbad)\Engirreering\Calcs\PTI\Block 5- 70x95 - pti 11 01 32 AM Build 011313 PTISIab 3.5 - BLOCK 5 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineerirrg\Calcs\PTI\Block 5- 70x95 - .pti 11:01:32 AM 6.59 Build 011313 PTISIab 3.5 - BLOCK 5 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 39 30 Number of Beam Tendons 0 0 Spacing of Slab Tendons (Feet) 2.39 2.28 Center of Gravity of Concrete (from top of slab) (Inch) 5.51 4.85 Center of Gravity of Tendons (from top of slab) (Inch) 2.00 2.00 Eccentricity of Prestressing (Inch) 3.51 2.85 Minimum Effective Prestress Force (K) 729.4 489.8 Beta Distance Effective Prestress Force (K) 949.3 743.3 Minimum Effective Prestress (PSI) 71 71 Beta Distance Effective Prestress (PSI) 93 108 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.29 FT-K/FT Maximum Moment, Long Dir. (controlled by Em5.0 per PTI 4.3.2) 6.94 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.099 -0.139 Actual Stress 0.341 0.431 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)142,851 72,713 Required Moment of Inertia (Inch 4)120,674 71,529 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.37 K/FT Maximum Shear, Long Direction 1.18 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 153 Actual Shear Stress (PSI) 27 15 Page 3 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 5- 70x95 - .pti 11:01:32 AM Build 011313 PTISIab 3.5 -BLOCK 5 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 894.7 587.7 0.5 Moment (FT-K) 346.3 243.0 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 2.16 FT-K/FT Maximum Moment, Long Direction 2.34 FT-K/FT Tension in Bottom Fiber (KSl) Compression in Top Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.197 -0.246 Actual Stress 0.316 0.381 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (Inch 4)142,851 72,713 Required Moment of Inertia (Inch 4) 71,543 48,306 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 2.33 K/FT Maximum Shear, Long Direction 2.27 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 153 Actual Shear Stress (PSI) 27 29 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.0 0.0 0.5 Moment (FT-K) 102.7 82.1 Page 4 of 13 Z:\2021 \10-11579 - AO - Aviara Apts -West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 5 - 70x95 - .pti 11:01:32AM 6.61 Build 011313 PTISIab 3.5 - BLOCK 5 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 10,252 6,863 Moment of Inertia (inch 4): 142,851 72,713 Section Modulus, Top (Inch 3): 25,918 15,005 Section Modulus, Bottom (Inch) : 20,012 11,534 Center of Gravity of Concrete - from top (Inch) : 5.51 4.85 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.51 2.85 Beta Distance (Feet) : 10.08 8.52 Jacking Force : 33.05 KIPS Page 5 of 13 Z:\2021 \1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Eng,neering\Calcs\PTI\Block 5- 70x95 - pti 11 01 32 AM 6.62 Build 011313 PTISIab 3.5 - BLOCK 5 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 70.00 FT 95.00 FT 11.50 Inches Uniform Thickness Slab: 11.50 (11.46) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 236.0 Cubic Yards Prestressing Tendon: 7,311.0 Linear Feet Number of End Anchorages: 176 In the LONG direction Number of Slab Tendons: 39 Slab Tendon Spacing: 1.79 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 49 Slab Tendon Spacing: 1.94 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (inch 2): 13,110 9,660 Moment of Inertia (Inch4): 144,483 106,461 Section Modulus, Top and Bottom (Inch3) : 25,128 18,515 Beta Distance (Feet): 10.11 9.37 Jacking Force: 33.05 KIPS Page 6 of 13 Z:\2021\1 0-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 5 - 70x95 - ph 11:01:32 AM 6.63 Build 011313 PTISIab 3.5 - BLOCK 5 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:\2021\10-11579 - AO - Aviara Apis - West Parcel (Carlsbad)\Engirreering\Calcs\PTI\Block 5- 70x95 - "ph 11:01:32 AM 6.64 Build 011313 PTISIab 3.5 - BLOCK 5 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.46) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 49 39 Spacing of Tendons (FT) 1.94 1.79 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 958.0 691.7 Beta Distance Effective Prestress Force (K) 1,204.4 969.9 Minimum Effective Prestress (PSI) 73 72 Beta Distance Effective Prestress (PSI) 92 100 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.29 FT-K/FT Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.3.2) 6.94 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KS I) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.239 -0.215 Actual Stress 0.423 0.415 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment ofInertia (inch 4)144,483 106,461 Required Moment of Inertia (inch 4)121,018 78,682 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.37 K/FT Maximum Shear, Long Direction 1.18 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 152 Actual Shear Stress (PSI) 17 9 Page 8 of 13 Z:'.2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 5 - 70x95 - '.pti 11:01:32 AM 6.65 Build 011313 PTISIab 3.5 BLOCK 5 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KS I) Short Long Direction Direction Short Long Direction Direction 600.7 476.5 346.3 243.0 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KS I) Short Long Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress Actual Stress -0.006 -0.006 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch4) Required Moment of Inertia (Inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edae Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) 1.350 1.350 0.190 0.207 Short Long Direction Direction 144,483 106,461 71,747 53,137 6*Beta 6*Beta 2.33 K/FT 2.27 K/FT Short Long Direction Direction 150 152 17 16 Short Long Direction Direction 600.7 476.5 102.7 82.1 Page 9 of 13 Z\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 5 - 70x95 - ".pti 11 01 32 AM M. Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Build 011313 PTISIab 3.5 -BLOCK 5 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Material Properties Material Label: Concrete Strength, fc Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Label: Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 5 - 70x95 70.00 FT x 95.00 FT x 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 35 0 11.2 0.0 Inches 14.0 0.0 Inches 0 0 300 0.00 Inches Short Direction Type I Type II Quantity : 47 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Block 5 - 70x95 - pu 11:01:32 AM 6.67 Build 011313 PTISIab 3.5 BLOCK 5 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number. 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 5.30 Feet 2.90 Feet Differential Soil Movement, Ym : 0.620 Inches 1.490 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:'2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineerirrg\Calcs\PTI\Block 5 - 70x95 - ".pti 11:01 32 AM Build 011313 PTISIab 3.5 -BLOCK 5 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:\2021\10-11579 -AO -AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 5- 70x95 - ".pti 11:01:32 AM Build 011313 PTISIab 3.5 BLOCK 5 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of Inøut Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, K5 : Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 2,275.0 lb/ft Parallel to Short Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 1.59 Ft-K/Ft 5.28 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.526 0.669 Applied Stress (Uniform Thickness Foundation) -0.168 0.311 Prestress at Line Load (4.00 In. Thick Slab): 71.4 PSI Prestress at Line Load (Uniform Thickness Foundation): 71.6 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 60.2% Page 13 of 13 Z:'2021\10-11579 - AO -Aviara Apts - West Parcel (Cartsbad)\Engineering\Calcs\PTI\Block 5- 70x95 - .pti 11:01:32 AM 6.70 Build 011313 PTISIab 3.5 - BLOCK 6 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 40.00 FT 138.00 FT 4.00 Inches Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 175.0 Cubic Yards Prestressing Tendon: 4,900 Linear Feet Number of End Anchorages: 140 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 20 0 Depth of Beams: 11.2 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 20 Slab Tendon Spacing: 1.89 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 69 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 50 Slab Tendon Spacing: 2.73 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab Page 1 of 13 Z:'2021 \10-11579 -AO - Aviara Apts -West Parcel (Carlsbad)\Engirieering\Calcs\PTI\Block 6 -40x138 - pt 11:03:15 AM 6.71 Build 011313 PTISIab 3.5 BLOCK 6 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number :100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:'2021\10-11579 -AO - Aviara Apis - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 6- 40x138 - ph 11:03:15 AM 6.72 Build 011313 PTISIab 3.5 -BLOCK 6 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summa Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 50 20 Number of Beam Tendons 0 0 Spacing of Slab Tendons (Feet) 2.73 1.89 Center of Gravity of Concrete (from top of slab) (Inch) 5.53 4.85 Center of Gravity of Tendons (from top of slab) (Inch) 2.00 2.00 Eccentricity of Prestressing (Inch) 3.53 2.85 Minimum Effective Prestress Force (K) 1,074.1 275.5 Beta Distance Effective Prestress Force (K) 1,188.7 504.9 Minimum Effective Prestress (PSI) 72 70 Beta Distance Effective Prestress (PSI) 79 129 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.33 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 6.98 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.131 -0.094 Actual Stress 0.350 0.419 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)208,750 41,550 Required Moment of Inertia (inch 4)116,473 35,710 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.13 K/FT Maximum Shear, Long Direction 1.22 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 157 Actual Shear Stress (PSI) 24 16 Page 3 of 13 Z:\.2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineering\Calcs\PTl\Block 6 - 40x138 - pu 11:03:15 AM 6.73 Build 011313 PTISIab 3.5 -BLOCK 6 Geostructural Toot Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,151.4 389.4 505.5 139.6 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.285 0.427 Short Long Direction Direction 208,750 41,550 68,551 23,941 Width 6*Beta 2.25 K/FT 2.33 K/FT Short Long Direction Direction 147 157 25 30 Short Long Direction Direction 0.0 0.0 148.8 46.8 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.186 -0.260 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (Inch 4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 4 of 13 Z:'2021 \10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 6 - 40x136 - pti 11:0315 AM 6.74 Build 011313 PTISIab 3.5 - BLOCK 6 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (inch 2): 14,980 3,922 Moment of Inertia (Inch 4): 208,750 41,550 Section Modulus, Top (Inch3) : 37,761 8,575 Section Modulus, Bottom (inch 3): 29,311 6,591 Center of Gravity of Concrete - from top (Inch) : 5.53 4.85 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.53 2.85 Beta Distance (Feet): 11.09 7.40 Jacking Force: 33.05 KIPS Page 5 of 13 Z 2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 6 - 40x1 38 - pti 11:03:15 AM 6.75 Build 011313 PTISIab 3.5 -BLOCK 6 Geostructural Tool Kit, Inc. Registered To VCA Structural - Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 40.00 FT 138.00 FT 11.50 Inches Uniform Thickness Slab : 11.50 (11.48) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, fc: Tendon Strength, Fpu Tendon Diameter: Material Quantities Concrete Volume: Prestressing Tendon: Number of End Anchorages In the LONG direction Number of Slab Tendons: Slab Tendon Spacing Slab Tendon Centroid: In the SHORT direction Number of Slab Tendons: Slab Tendon Spacing Slab Tendon Centroid: 3,000 PSI 270 KSI 1/2 Inch 195.9 Cubic Yards 6,286.0 Linear Feet 178 26 1.52 Feet O.C. 5.75 Inches from top of slab 63 2.19 FeetO.C. 5.75 Inches from top of slab Selected Variables Cross Sectional Area (inch 2) Moment of Inertia (inch 4) Section Modulus, Top and Bottom (inch 3) Beta Distance (Feet): Jacking Force: Short Long Direction Direction 19,044 5,520 209,881 60,835 36,501 10,580 11.10 8.14 33.05 KIPS Page 6 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 6- 40x138 - .pti 11 03:15AM 6.76 Build 011313 PTISIab 3.5 - BLOCK 6 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number :100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTt\Block 6- 40x138 - .pti 11:03:15AM 6.77 Build 011313 PTISIab 3.5 BLOCK 6 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.48) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 63 26 Spacing of Tendons (FT) 2.19 1.52 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,389.5 404.5 Beta Distance Effective Prestress Force (K) 1,517.5 658.2 Minimum Effective Prestress (PSI) 73 73 Beta Distance Effective Prestress (PSI) 80 119 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.33 FT-K/FT Maximum Moment, Long Dir. (calculated with Em=5.0 per PTI 4.3.2) 6.98 FT-K/FT Tension in Top Fiber (KS I) Compression in Bottom Fiber (KS I) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.253 -0.197 Actual Stress 0.412 0.436 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)209,881 60,835 Required Moment of Inertia (Inch 4)116,473 39,281 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.13 K/FT Maximum Shear, Long Direction 1.22 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 155 Actual Shear Stress (PSI) 15 9 Page 8 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 6 - 40x138 - .pti 1103:15AM 6.78 Build 011313 PTISIab 3.5 BLOCK 6 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 775.9 315.4 505.5 139.6 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KS I) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.178 0.225 Short Long Direction Direction 209,881 60,835 68,551 26,336 Width 6*Beta 2.25 K/FT 2.33 K/FT Short Long Direction Direction 147 155 16 17 Short Long Direction Direction 775.9 315.4 148.8 46.8 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.018 0.013 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (inch 4) Required Moment of Inertia (Inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edae Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 9 of 13 Z:\2021\10-11579 -AO - Aviara ApIs - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 6 - 40x138 - p11 11:03:15AM Build 011313 PTISIab 3.5 - BLOCK 6 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label Concrete Strength, 'c Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Label Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 6 - 40x1 38 40.00 FT 138.00 FTx4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 20 0 11.2 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity : 69 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021\10-1 1579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Btock 6 - 40x138 - 11 031SAM 6.80 Build 011313 PTISIab 3.5 -BLOCK 6 Geostructural Tool Kit, Inc. Registered To: VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial t'tumber. 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 5.30 Feet 2.90 Feet Differential Soil Movement, Ym : 0.620 Inches 1.490 Inches Load. Deflection and Subarade Prooerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Block 6 - 40x138 - .pti 11:03 15AM 6.81 Build 011313 PTISIab 3.5 -BLOCK 6 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number :100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engirieering\Calcs\PTI\Block 6- 40x138 - pb 11:03:15AM 6.82 Build 011313 PTISIab 3.5 -BLOCK 6 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number. 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of InDut Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, K5 : Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 2275.0 lb/ft Parallel to Short Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 1.59 Ft-K/Ft 5.28 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab): -0.528 0.668 Applied Stress (Uniform Thickness Foundation) -0.166 0.313 Prestress at Line Load (4.00 In. Thick Slab): 70.2 PSI Prestress at Line Load (Uniform Thickness Foundation): 73.3 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 400 INCH THICK SLAB - TENSION IN EXTREME FIBER: 60.5% Page 13 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Block 6 - 40x136 - ".pti 11:03:15 AM Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 38.00 FT x 220.00 FT x 4.00 Inches Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 276.4 Cubic Yards Prestressing Tendon: 8,932 Linear Feet Number of End Anchorages: 210 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 19 0 Depth of Beams: 11.9 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 26 Slab Tendon Spacing: 1.36 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 110 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 79 Slab Tendon Spacing : 2.77 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab Page 1 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Block 7 - 38x220 - .pti 11:04:52 AM 6.84 Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:t2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7 - 38x220 - .pti 11:04:52 AM 6.85 Build 011313 PTISIab 3.5 BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number. 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Number of Slab Tendons Number of Beam Tendons Spacing of Slab Tendons (Feet) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) Short Direction Long Direction 79 26 0 0 2.77 1.36 5.53 5.19 2.00 2.00 3.53 3.19 1,697.4 286.4 1,837.1 663.9 71 73 77 169 7.71 FT-K/FT 7.34 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KS I) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.153 0.036 Actual Stress 0.374 0.342 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)332,790 47,930 Required Moment of Inertia (inch 4)185,599 36,992 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.11 K/FT Maximum Shear, Long Direction 1.30 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 165 Actual Shear Stress (PSI) 24 16 Page 3of13 Z:'.2021\10-11579 -AO -Aviara Apis - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7- 36x220 - pb 11:04:52 AM 6.86 Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,819.6 541.6 848.0 139.5 2.26 FT-K/FT 2.45 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.284 0.519 Short Long Direction Direction 332,790 47,930 108,898 24,724 Width 6*Beta 2.24 K/FT 2.47 K/FT Short Long Direction Direction 147 165 25 30 Short Long Direction Direction 0.0 0.0 248.8 46.6 Cracked Section Capacity' (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.190 -0.284 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch4) Required Moment of Inertia (Inch4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 4 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\B?ock 7- 38x220 - ph 11:04:52AM 6.87 Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 23,881 3,925 Moment of Inertia (Inch 4): 332,790 47,930 Section Modulus, Top (inch 3): 60,199 9,244 Section Modulus, Bottom (Inch 3): 46,728 7,138 Center of Gravity of Concrete - from top (Inch) : 5.53 5.19 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.53 3.19 Beta Distance (Feet): 12.46 7.67 Jacking Force: 33.05 KIPS Page 5of13 Z:\2021\10-1t579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7- 38x220 - pti 11:04:52AM Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 38.00 FT 220.00 FT 11.50 Inches Uniform Thickness Slab: 11.50 (11.48) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu: 270 KSl Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 296.7 Cubic Yards Prestressing Tendon: 10,802.0 Linear Feet Number of End Anchorages: 258 In the LONG direction Number of Slab Tendons: 31 Slab Tendon Spacing : 1.20 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 98 Slab Tendon Spacing : 2.25 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (Inch 2): 30,360 5,244 Moment of Inertia (Inch4): 334,593 57,793 Section Modulus, Top and Bottom (Inch3) : 58,190 10,051 Beta Distance (Feet): 12.47 8.04 Jacking Force: 33.05 KIPS Page 6 of 13 Z12021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7 - 38x220 - '.pti 11:04:52 AM 6.89 Build 011313 PTISIab 3.5 BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7- 38x220 - '.pti 11:04 52 AM Short Long Direction Direction 334,593 57,793 185,599 38,764 Width 6*Beta 2.11 K/FT 1.30 K/FT Short Long Direction Direction 147 162 15 9 Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Number of Tendons Spacing of Tendons (FT) Center of Gravity of Concrete (from top of slab) (Inch) Center of Gravity of Tendons (from top of slab) (Inch) Eccentricity of Prestressing (Inch) Minimum Effective Prestress Force (K) Beta Distance Effective Prestress Force (K) Minimum Effective Prestress (PSI) Beta Distance Effective Prestress (PSI) 11.50 (11.48) Inches Short Direction Long Direction 98 31 2.25 1.20 5.75 5.75 5.75 5.75 0.00 0.00 2,173.3 389.6 2,323.0 793.4 72 74 77 151 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em5.0 per PTI 4.3.2) 7.71 FT-K/FT Maximum Moment, Long Dir. (calculated with Em5.0 per PTI 4.3.2) 7.34 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.273 -0.182 Actual Stress 0.426 0.484 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Available Moment of Inertia (Inch 4) Required Moment of Inertia (Inch 4) Required Moment of Inertia controlled by Shear Analysis - Center Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Page 8 of 13 Z:\2021\10-11579 -AO -AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7- 35x220 - .pti 11:04:52 AM 6.91 Build 011313 PTISIab 3.5 BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,208.0 371.0 848.0 139.5 2.26 FT-K/FT 2.45 FT-K/FT Compression in Top Fiber (KSl) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.179 0.263 Short Long Direction Direction 334,593 57,793 108,898 25,908 Width 6*Beta 2.24 K/FT 2.47 K/FT Short Long Direction Direction 147 162 16 18 Short Long Direction Direction 1,208.0 371.0 248.8 46.6 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.026 0.040 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (Inch4) Required Moment of Inertia controlled by Shear Stress Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 9 of 13 Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7 - 38x220 - '.pti 11:04:52AM 6.92 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number : 100-350-299 Material Properties Material Label Concrete Strength, f'c: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Label Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 7 - 38x220 38.00 FT x 220.00 FT x 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 19 0 11.9 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity: 110 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z \2021\10-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7 - 35x220 - pti 11:04:52AM 6.93 Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number. 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 5.30 Feet 2.90 Feet Differential Soil Movement, Ym : 0.620 Inches 1.490 Inches Load. Deflection and Subarade Proøerties Slab Loading Uniform Superimposed Total Load : 233.00 PSF Total Perimeter Load : 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:\2021\10-11 579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7 - 38x220 - .pti 11:04:52 AM 6.94 Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Cartsbad)\Engineerirrg\Calcs\PTI\Block 7- 38x220 - ".pti 11:04:52 AM 6.95 Build 011313 PTISIab 3.5 -BLOCK 7 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of InDut Data Line Load: Direction Of Line Load Prestress at Line Load Soil Modulus, Ks: Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 3,010.0 lb/ft Parallel to Long Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 2.11 Ft-K/Ft 6.99 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.720 0.862 Applied Stress (Uniform Thickness Foundation) -0.245 0.389 Prestress at Line Load (4.00 In. Thick Slab): 71.1 PSI Prestress at Line Load (Uniform Thickness Foundation): 71.6 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB -TENSION IN EXTREME FIBER: 119.1% Page 13 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 7 - 38x220 - '.pti 11:04:52 AM Build 011313 PTISIab 3.5 BLOCK 8 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date : November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 38.00 FTx 112.00 FTx4.00 Inches Material Properties Concrete Strength, f's : 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 134.9 Cubic Yards Prestressing Tendon: 3,652 Linear Feet Number of End Anchorages: 116 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 19 0 Depth of Beams: 11.2 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 18 Slab Tendon Spacing : 2.00 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 56 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 40 Slab Tendon Spacing: 2.77 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab Page 1 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engirieering\Calcs\PTI\Block 8 - 38x112 - ".pti 11:05:48 AM 6.97 Build 011313 PTISIab 3.5 - BLOCK 8 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:'2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 8 - 38x112 - '.pti 11:05:48AM 6.98 Build 011313 PTISIab 3.5 -BLOCK 8 Geostructural Tool Kit, Inc. Registered To: VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 40 18 Number of Beam Tendons 0 0 Spacing of Slab Tendons (Feet) 2.77 2.00 Center of Gravity of Concrete (from top of slab) (Inch) 5.53 4.85 Center of Gravity of Tendons (from top of slab) (Inch) 2.00 2.00 Eccentricity of Prestressing (Inch) 3.53 2.85 Minimum Effective Prestress Force (K) 866.8 281.1 Beta Distance Effective Prestress Force (K) 955.2 453.3 Minimum Effective Prestress (PSI) 71 75 Beta Distance Effective Prestress (PSI) 79 122 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.31 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 6.96 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.132 -0.109 Actual Stress 0.350 0.422 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)169,420 39,473 Required Moment of Inertia (Inch 4)89,559 33,402 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.11 K/FT Maximum Shear, Long Direction 1.19 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 156 Actual Shear Stress (PSI) 24 15 Page 3 of 13 Z:'.2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Btock 8- 38x112 - pu 11:05:48 AM Build 011313 PTISIab 3.5 BLOCK 8 Geostructural Tool Kit, Inc. Registered To: VGA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction 921.4 351.3 409.2 132.2 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KS I) Short Long Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress Actual Stress -0.185 -0.255 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (Inch 4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) 1.350 1.350 0.283 0.411 Short Long Direction Direction 169,420 39,473 52,926 22,485 Width 6*Beta 2.24 K/FT 2.29 K/FT Short Long Direction Direction 147 156 25 29 Short Long Direction Direction 0.0 0.0 120.9 44.5 Page 4 of 13 T\2021 \10-11579 - AO - Aviara Apts - West Parcel (Garlsbad)\Engineering\Galcs\PTI\Block 8 - 38x112 - .pti 11 05 48 AM 6.100 Build 011313 PTISIab 3.5 - BLOCK 8 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number. 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 12,158 3,726 Moment of Inertia (Inch 4): 169,420 39,473 Section Modulus, Top (inch 3) 30,647 8,146 Section Modulus, Bottom (inch 3): 23,789 6,261 Center of Gravity of Concrete - from top (Inch) : 5.53 4.85 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.53 2.85 Beta Distance (Feet): 10.52 7.31 Jacking Force: 33.05 KIPS Page 5 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engirreering\Calcs\PTI\Block 8 - 38x112 - "ph 11:05:48AM 6.101 Build 011313 PTISIab 3.5 -BLOCK 8 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 38.00 FT 112.00 FT 11.50 Inches Uniform Thickness Slab : 11.50 (11.48) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f: 3,000 PSI Tendon Strength, Fp : 270 KSI Tendon Diameter: 1 / 2 Inch Material Quantities Concrete Volume : 151.1 Cubic Yards Prestressing Tendon: 4,736.0 Linear Feet Number of End Anchorages: 148 In the LONG direction Number of Slab Tendons: 24 Slab Tendon Spacing: 1.57 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 50 Slab Tendon Spacing : 2.24 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (inch 2): 15,456 5,244 Moment of Inertia (Inch 4): 170,338 57,793 Section Modulus, Top and Bottom (Inch3) : 29,624 10,051 Beta Distance (Feet): 10.54 8.04 Jacking Force: 33.05 KIPS Page 6 of 13 Z.\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 8- 38x112 - '.pti 11:05:48 AM 6.102 Build 011313 PTISlab 3.5 -BLOCK 8 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:'.2021\10-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Blocic 8- 38x112 - ph 11:05:48 AM 6.103 Build 011313 PTISIab 3.5 BLOCK 8 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title : Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.48) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 50 24 Spacing of Tendons (FT) 2.24 1.57 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,109.3 417.2 Beta Distance Effective Prestress Force (K) 1,208.1 607.1 Minimum Effective Prestress (PSI) 72 80 Beta Distance Effective Prestress (PSI) 78 116 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.31 FT-K/FT Maximum Moment, Long Dir. (calculated with Em5.0 per PTI 4.3.2) 6.96 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.253 -0.200 Actual Stress 0.410 0.431 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)170,338 57,793 Required Moment of Inertia (Inch 4)89,559 36,742 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.11 K/FT Maximum Shear, Long Direction 1.19 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 155 Actual Shear Stress (PSI) 15 9 Page 8 of 13 Z'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineeririg\Calcs\PTI\Block 8- 38x112 - ".pti 11:05:48 AM 6.104 Build 011313 PTISIab 3.5 -BLOCK 8 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.020 0.010 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edae Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 616.3 291.5 409.2 132.2 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.176 0.222 Short Long Direction Direction 170,338 57,793 52,926 24,734 Width 6*Beta 2.24 K/FT 2.29 K/FT Short Long Direction Direction 147 155 16 17 Short Long Direction Direction 616.3 291.5 120.9 44.5 Page 9 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engirieering\Calcs\PTI\Block 8- 38x112 - .pti 11 05.48 AM 6.105 Build 011313 PTISIab 3.5 -BLOCK 8 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label Concrete Strength, f'c: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Label Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 8- 38x112 38.00 FT 112.00 FT 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 19 0 11.2 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity : 56 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021 \10-11579 - AU - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block B - 38x112 - pti 11 05 48 AM 6.106 Build 011313 PTISlab 3.5 - BLOCK 8 Geostructural Tool Kit, Inc. Registered To : VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA -Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 5.30 Feet 2.90 Feet Differential Soil Movement, Ym: 0.620 Inches 1.490 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load : 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:\2021\10-11579 - AO - Aviara Apts -West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 8- 38x112 - .pti 11:05:48 AM 6.107 Build 011313 PTISIab 3.5 BLOCK 8 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST e 12 of 13 Z:',2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineerirrg\Calcs\PTI\Block B - 38x112 - .pti 11:05:48 AM 6.108 Build 011313 PTISIab 3.5 -BLOCK 8 Geostructural Tool Kit, Inc. Registered To : VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of Input Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, Ks: Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 2,275.0 lb/ft Parallel to Short Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 1.59 Ft-K/Ft 5.28 Ft-K/Ft - Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.522 0.673 Applied Stress (Uniform Thickness Foundation) -0.160 0.319 Prestress at Line Load (4.00 In. Thick Slab): 75.4 PSI Prestress at Line Load (Uniform Thickness Foundation): 79.5 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 59.0% Page 13 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calca\PTBBlock 8- 38x112 - .pti 11:05:48 AM 6.109 Build 011313 PTISIab 3.5 BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 69.00 FT 137.00 FTx4.00 Inches Material Properties Concrete Strength, f : 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 / 2 Inch Material Quantities Concrete Volume: 298.8 Cubic Yards Prestressing Tendon: 8,841 Linear Feet Number of End Anchorages: 182 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 34 0 Depth of Beams: 11.2 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 35 Slab Tendon Spacing: 1.91 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 68 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 56 Slab Tendon Spacing: 2.42 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab Page 1 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 9 - 69x137 - .pti 11:07:05 AM 6.110 Build 011313 PTISIab 3.5 -BLOCK 9 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 9 - 69x137 - pb 11:07:05 AM 6.111 Build 011313 PTISIab 3.5 - BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC1O.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 56 35 Number of Beam Tendons 0 0 Spacing of Slab Tendons (Feet) 2.42 1.91 Center of Gravity of Concrete (from top of slab) (Inch) 5.52 4.83 Center of Gravity of Tendons (from top of slab) (Inch) 2.00 2.00 Eccentricity of Prestressing (Inch) 3.52 2.83 Minimum Effective Prestress Force (K) 1,052.2 493.2 Beta Distance Effective Prestress Force (K) . 1,350.3 877.5 Minimum Effective Prestress (PSI) 71 73 Beta Distance Effective Prestress (PSI) 91 131 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.33 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 6.98 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.104 -0.093 Actual Stress 0.343 0.424 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)206,384 71,085 Required Moment of Inertia (inch 4)191,702 70,444 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.37 K/FT Maximum Shear, Long Direction 1.21 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 158 Actual Shear Stress (PSI) 27 16 Page 3 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Cartsbad)\Engineering\Calcs\PTI\Block 9- 69x1 37- .pti 11:07:05AM 6.112 Build 011313 PTISIab 3.5 -BLOCK 9 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number; 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 1285.0 680.7 0.5 Moment (FT-K) 501.8 240.7 Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction 2.16 FT-K/FT Maximum Moment, Long Direction 2.34 FT-K/FT Tension in Bottom Fiber (KS I) Compression in Top Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.195 -0.262 Actual Stress 0.313 0.43 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (inch 4) 206,384 71,085 Required Moment of Inertia (Inch 4) 112,844 47,235 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction 2.33 K/FT Maximum Shear, Long Direction 2.33 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 158 Actual Shear Stress (PSI) 27 30 Cracked Section Analysis - Edge Lift Mode Short Long Direction Direction Cracked Section Capacity (FT-K) 0.0 0.0 0.5 Moment (FT-K) 147.7 80.7 Page 4 of 13 Z;\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 9- 69x137 - .pti 11 ;07;05 AM 6.113 Build 011313 PTISIab 3.5 BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 14,811 6,715 Moment of Inertia (inch 4): 206,384 71,085 Section Modulus, Top (inch 3): 37,411 14,731 Section Modulus, Bottom (Inch 3) 28,933 11,240 Center of Gravity of Concrete - from top (Inch) : 5.52 4.83 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.52 2.83 Beta Distance (Feet): 11.05 8.47 Jacking Force: 33.05 KIPS Page 5 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 9- 69x1 37- '.pti 11:07:05 AM 6.114 Build 011313 PTISIab 3.5 - BLOCK 9 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number :100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 69.00 FT 137.00 FT 11.50 Inches Uniform Thickness Slab: 11.50 (11.46) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 335.5 Cubic Yards Prestressing Tendon: 11,154.0 Linear Feet Number of End Anchorages: 228 In the LONG direction Number of Slab Tendons: 45 Slab Tendon Spacing: 1.52 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 69 Slab Tendon Spacing : 1.99 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (Inch2): 18,906 9,522 Moment of Inertia (Inch 4): 208,360 104,940 Section Modulus, Top and Bottom (Inch) : 36,237 18,251 Beta Distance (Feet): 11.08 9.33 Jacking Force: 33.05 KIPS Page 6 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 9 - 69x137 - .pti 11:07:05AM 6.115 Build 011313 PTISIab 3.5 BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number : 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:'2021\10-11579- AO - Aviara Apts - West Parcel (Carlsbad)\Engineerirrg\Calcs\PTI\Block 9- 69x137 - '.pti 11 0705AM 6.116 Build 011313 PTISIab 3.5 - BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.46) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 69 45 Spacing of Tendons (FT) 1.99 1.52 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,344.3 705.4 Beta Distance Effective Prestress Force (K) 1,678.7 1,130.9 Minimum Effective Prestress (PSI) 71 74 Beta Distance Effective Prestress (PSI) 89 119 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.33 FT-K/FT Maximum Moment, Long Dir. (calculated with Em5.0 per PTI 4.3.2) 6.98 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.244 -0.198 Actual Stress 0.421 0.435 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)208,360 104,940 Required Moment of Inertia (inch 4)192,159 77,648 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.37 K/FT Maximum Shear, Long Direction 1.21 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 149 155 Actual Shear Stress (PSI) 17 9 Page 8 of 13 Z:\2021\10-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Btock 9 - 69x1 37 - ".pti 11:07:05 AM 6.117 Build 011313 PTISIab 3.5 BLOCK 9 Geostructural Tool Kit, Inc. Registered To : VGA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 846.7 545.7 501.8 240.7 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.187 0.225 Short Long Direction Direction 208,360 104,940 113,113 52,066 6*Beta 6*Beta 2.33 K/FT 2.33 K/FT Short Long Direction Direction 149 155 17 17 Short Long Direction Direction 846.7 545.7 147.7 80.7 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.009 0.013 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 9 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 9 - 69x137 - pb 11 07:OSAM 6.118 Build 011313 PTISIab 3.5 - BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label: Concrete Strength, f c: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu: Tendon Diameter: Slab Properties Rectangle Label: Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 9 - 69x137 69.00 FT x 137.00 FT x 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 34 0 11.2 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity: 68 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z12021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTl\Block 9 - 69x137 - ".pti 11:07:05 AM 6.119 Build 011313 PTISIab 3.5 -BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA -Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 5.30 Feet 2.90 Feet Differential Soil Movement, Ym: 0.620 Inches 1.490 Inches Load. Deflection and Subcirade ProDerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTl\Block 9. 69x137 . ph 11:07:05AM 6.120 Build 011313 PTISIab 3.5 -BLOCK 9 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number. 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:\2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTl\Block 9 - 69x137 - .pti 11:07:05 AM 6.121 Build 011313 PTISIab 3.5 -BLOCK 9 Geostructural Tool Kit, Inc. Registered To. VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of InDut Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, K5 : Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, E: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 2,275.0 lb/ft Parallel to Short Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 1.59 Ft-K/Ft 5.28 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.524 0.671 Applied Stress (Uniform Thickness Foundation) -0.165 0.314 Prestress at Line Load (4.00 In. Thick Slab): 73.4 PSI Prestress at Line Load (Uniform Thickness Foundation): 74.1 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 59.6% Page 13 of 13 Z:'2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engirieering\Catcs\PTIBlock 9- 69x137 - .pti 11:07:05 AM 6.122 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 38.00 FT 179.00 FT 4.00 Inches Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 215.4 Cubic Yards Prestressing Tendon: 6,502 Linear Feet Number of End Anchorages: 170 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 19 0 Depth of Beams : 11.2 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 22 Slab Tendon Spacing : 1.62 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 89 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid: 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 63 Slab Tendon Spacing: 2.82 Feet O.C. Slab Tendon Centroid: 2.00 Inches from top of slab Page 1 of 13 Z \2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 10 - 38x179 - .pti 11:08:03AM 6.123 Build 011313 PTISIab 3.5 BLOCK 10 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title : Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:\.2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Catcs\PTt\Btock 10 - 38x179 - .pti 11:08 03 AM 6.124 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summa Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 63 22 Number of Beam Tendons 0 0 Spacing of Slab Tendons (Feet) 2.82 1.62 Center of Gravity of Concrete (from top of slab) (Inch) 5.52 4.85 Center of Gravity of Tendons (from top of slab) (Inch) 2.00 2.00 Eccentricity of Prestressing (Inch) 3.52 2.85 Minimum Effective Prestress Force (K) 1,360.9 269.4 Beta Distance Effective Prestress Force (K) 1,480.4 559.9 Minimum Effective Prestress (PSI) 70 72 Beta Distance Effective Prestress (PSI) 76 150 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per P11 4.3.2) 7.35 FT-K/FT Maximum Moment, Long Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.00 FT-K/FT Tension in Top Fiber (KSl) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.140 -0.046 Actual Stress 0.356 0.406 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (inch 4)269,918 39,473 Required Moment of Inertia (inch 4)144,009 33,606 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.11 K/FT Maximum Shear, Long Direction 1.24 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 162 Actual Shear Stress (PSI) 24 16 Page 3 of 13 Z:\2021\10-11579 -AO -AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 10- 38x179 . ".pti 11:06:03AM 6.125 Build 011313 PTISIab 3.5 BLOCK 10 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title : Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,451.6 425.5 657.9 133.0 2.15 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.278 0.477 Short Long Direction Direction 269,918 39,473 84,329 22,417 Width 6*Beta 2.24 K/FT 2.37 K/FT Short Long Direction Direction 147 162 25 30 Short Long Direction Direction 0.0 0.0 192.6 44.4 Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.183 -0.274 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Page 4 of 13 Z:'2021\10-11579 - AO - Aviara Apis - West Parcel (Carlsbad)\Engineeririg\CalcsPTI\Block 10 - 38x179 - "ph 11 0803 AM 6.126 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 19,370 3,726 Moment of Inertia (inch 4): 269,918 39,473 Section Modulus, Top (Inch 3): 48,904 8,146 Section Modulus, Bottom (Inch) : 37,853 6,261 Center of Gravity of Concrete - from top (Inch) : 5.52 4.85 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.52 2.85 Beta Distance (Feet): 11.82 7.31 Jacking Force: 33.05 KIPS Page 5 of 13 Z:'2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Block 10- 38x179 - .pti 11:08:03AM 6.127 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 38.00 FT 179.00 FT 11.50 Inches Uniform Thickness Slab: 11.50 (11.47) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu: 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 241.4 Cubic Yards Prestressing Tendon: 8,228.0 Linear Feet Number of End Anchorages: 214 In the LONG direction Number of Slab Tendons: 28 Slab Tendon Spacing: 1.33 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 79 Slab Tendon Spacing: 2.27 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (Inch 2) 24,702 5,244 Moment of Inertia (Inch4) : 272,237 57,793 Section Modulus, Top and Bottom (Inch3) : 47,346 10,051 Beta Distance (Feet): 11.85 8.04 Jacking Force: 33.05 KIPS Page 6 of 13 Z:\2021\10-11579 -AO - Aviara Apts -West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 10- 38x179 - .pti 11:08:03 AM 6.128 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE: RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:\2021\10-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 10- 38x179 - ".pt! 11:08:03AM 6.129 Build 011313 PTISIab 3.5 BLOCK 10 Geostructu rat Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.47) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 79 28 Spacing of Tendons (FT) 2.27 1.33 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,748.7 391.0 Beta Distance Effective Prestress Force (K) 1,882.1 713.6 Minimum Effective Prestress (PSI) 71 75 Beta Distance Effective Prestress (PSI) 76 136 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em5.0 per P11 4.3.2) 7.35 FT-K/FT Maximum Moment, Long Dir. (calculated with Em5.0 per PTI 4.3.2) 7.00 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSl) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.257 -0.182 Actual Stress 0.410 0.454 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)272,237 57,793 Required Moment of Inertia (Inch 4)144,009 36,967 Required Moment of Inertia controlled by Width 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.11 K/FT Maximum Shear, Long Direction 1.24 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 159 Actual Shear Stress (PSI) 15 9 Page 8 of 13 Z:'2021\10-11579 - AO - Aviara ApIs - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Block 10- 38x179 - pb 11 0803 AM 6.130 Short Long Direction Direction 974.1 337.3 657.9 133.0 2.15 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KSI) Short Long Direction Direction Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 974.1 337.3 192.6 44.4 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum. Moment, Long Direction Tension in Bottom Fiber (KSI) Short Long Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.021 0.030 Actual Stress 0.174 0.242 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Short Long Direction Direction Available Moment of Inertia (inch 4)272,237 57,793 Required Moment of Inertia (Inch 4)84,329 24,658 Required Moment of Inertia controlled by Width 6*Beta Shear Stress Analysis - Edge Lift Mode Maximum Shear, Short Direction 2.24 K/FT Maximum Shear, Long Direction 2.37 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 147 159 Actual Shear Stress (PSI) 16 17 Cracked Section Analysis - Edge Lift Mode Page 9 of 13 Z:\2021%10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)Engineering\Calcs\PTl\Block 10 - 38x179 - .pti 11:05:03AM 6.131 Build 011313 PTISIab 3.5 BLOCK 10 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number. 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label Concrete Strength, f: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Label: Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 10 - 38x179 38.00 FT 179.00 FT 4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Long Direction Type I Type II 19 0 11.2 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Short Direction Type I Type II Quantity : 89 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Page 10 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 10- 38x1 79- .pti 11:08:03 AM 6.132 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructu rat Tool Kit, Inc. Registered To: VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em: 5.30 Feet 2.90 Feet Differential Soil Movement, Ym : 0.620 Inches 1.490 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 10 - 38x179 - '.pti 11:08:03 AM 6.133 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engirreering\Calcs\PTI\Block 10- 38x179 - ".pti 11:08:03 AM 6.134 Build 011313 PTISIab 3.5 -BLOCK 10 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of Innut Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, K: Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab): Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSl) 2,275.0 lb/ft Parallel to Short Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 1.59 Ft-K/Ft 5.28 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.526 0.670 Applied Stress (Uniform Thickness Foundation) -0.165 0.314 Prestress at Line Load (4.00 In. Thick Slab): 72.3 PSI Prestress at Line Load (Uniform Thickness Foundation): 74.6 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 59.9% Page 13 of 13 Z \2021\10-11579 -AO - Aviara Apis - West Parcel (Carlsbad)\Engir,eering\Calcs\PTI\Block 10 - 38x179 - ph 11:08:03AM 6.135 Build 011313 PTISIab 3.5 BLOCK 11 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN SUMMARY Slab Dimensions: 68.00 FT 113.00 FTx4.00 Inches Material Properties Concrete Strength, f'c: 3,000 PSI Tendon Strength, Fpu : 270 KSI Tendon Diameter: 1 I 2 Inch Material Quantities Concrete Volume: 243.2 Cubic Yards Prestressing Tendon: 6,785 Linear Feet Number of End Anchorages : 154 In the LONG direction Type I Beam Type II Beam Quantity of Beams: 34 0 Depth of Beams: 11.2 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam : 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 31 Slab Tendon Spacing: 2.13 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab In the SHORT direction Type I Beam Type II Beam Quantity of Beams: 56 0 Depth of Beams: 12.7 Inches 0.0 Inches Width of Beams: 14.0 Inches 0.0 Inches Tendons per Beam: 0 0 Beam Tendon Centroid : 0.00 Inches 0.00 Inches Beam Spacing: 6.00 Feet O.C. Number of Slab Tendons: 46 Slab Tendon Spacing: 2.42 Feet O.C. Slab Tendon Centroid : 2.00 Inches from top of slab Page 1 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Block 11 - 68x113 - .pti 11:09:19AM 6.136 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: CRACKED MOMENT CAPACITY IN SHORT DIRECTION : COULD NOT BE CALCULATED CRACKED MOMENT CAPACITY IN LONG DIRECTION : COULD NOT BE CALCULATED Page 2 of 13 Z:\202110-11579 -AO - AviaraApts - West Parcel (Carlsbad)\Engineerirrg\Calcs\PTI\Block 11 - 68x113 - pb 11:09:19 AM 6.137 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS Soil Bearing Analysis Section 6.2.4 of PTI DC10.5-12 Standard states: Applied soil bearing pressure shall be evaluated using generally accepted techniques and shall not exceed qallow as specified by the Licensed Design Professional with geotechnical experience. Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Slab Tendons 46 31 Number of Beam Tendons 0 0 Spacing of Slab Tendons (Feet) 2.42 2.13 Center of Gravity of Concrete (from top of slab) (Inch) 5.51 4.85 Center of Gravity of Tendons (from top of slab) (Inch) 2.00 2.00 Eccentricity of Prestressing (Inch) 3.51 2.85 Minimum Effective Prestress Force (K) 867.6 468.2 Beta Distance Effective Prestress Force (K) 1,114.0 771.9 Minimum Effective Prestress (PSI) 71 70 Beta Distance Effective Prestress (PSI) 91 116 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (controlled by Em=5.0 per PTI 4.3.2) 7.31 FT-K/FT Maximum Moment, Long Dir. (controlled by Em5.0 per PTI 4.3.2) 6.96 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KSI) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.103 -0.123 Actual Stress 0.343 0.427 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)170,080 70,635 Required Moment of Inertia (Inch 4)150,277 69,139 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction. 2.36 K/FT Maximum Shear, Long Direction 1.19 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 150 155 Actual Shear Stress (PSI) 27 15 Page 3 of 13 Z:\2021\10-11 579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 11 - 69x113 - ".pti 1109.19 AM 6.138 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD RIBBED FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Allowable Stress -0.329 -0.329 Actual Stress -0.196 -0.251 Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (Inch4) Required Moment of Inertia (Inch4) Required Moment of Inertia controlled by Shear Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Short Long Direction Direction 1,055.6 605.9 412.9 236.6 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KS I) Short Long Direction Direction Allowable Stress 1.350 1.350 Actual Stress 0.313 0.398 Short Long Direction Direction 170,080 70,635 88,792 46,534 6*Beta 6*Beta 2.33 K/FT 2.30 K/FT Short Long Direction Direction 150 155 27 29 Short Long Direction Direction 0.0 0.0 122.0 79.6 Page 4 of 13 Z:'2021 \10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTl\Block 11 - 68x113 - '.pti 11:09:19AM 6.139 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11 2021 Report Number: 3740-SD RIBBED FOUNDATION - SELECTED VARIABLES Short Long Direction Direction Cross Sectional Area (Inch 2): 12,206 6,667 Moment of Inertia (inch 4): 170,080 70,635 Section Modulus, Top (Inch3) : 30,844 14,577 Section Modulus, Bottom (inch 3): 23,835 11,204 Center of Gravity of Concrete - from top (Inch) : 5.51 4.85 Center of Gravity of Prestressing Tendons - from top (Inch) : 2.00 2.00 Eccentricity of Prestress (Inch) : 3.51 2.85 Beta Distance (Feet): 10.53 8.45 Jacking Force: 'IsL:1I Page 5 of 13 Z:\2021\10-11579 -AO -AviaraApts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 11 - 68x113 - ".pti 11:09:19 AM 6.140 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructu rat Tool Kit, Inc. Registered To VCA Structural Serial Number :100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN SUMMARY Slab Dimensions: 68.00 FT 113.00 FT 11.50 Inches Uniform Thickness Slab: 11.50 (11.46) Inches (rounded to the nearest 0.25 inch) Material Properties Concrete Strength, f : 3,000 PSI Tendon Strength, Fpu : 270 KSl Tendon Diameter: 1 /2 Inch Material Quantities Concrete Volume: 272.7 Cubic Yards Prestressing Tendon: 8,590.0 Linear Feet Number of End Anchorages : 194 In the LONG direction Number of Slab Tendons: 40 Slab Tendon Spacing: 1.69 Feet O.C. Slab Tendon Centroid : 5.75 Inches from top of slab In the SHORT direction Number of Slab Tendons: 57 Slab Tendon Spacing: 1.98 Feet O.C. Slab Tendon Centroid: 5.75 Inches from top of slab Selected Variables Short Long Direction Direction Cross Sectional Area (inch 2): 15,594 9,384 Moment of Inertia (Inch4): 171,859 103,420 Section Modulus, Top and Bottom (Inch 3): 29,889 17,986 Beta Distance (Feet): 10.56 9.30 Jacking Force: 33.05 KIPS Page 6 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineerirrg\Calcs\PTI\Block 11 - 68x113 . ".pti 11:09:19AM 6.141 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To : VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - DESIGN COMPLIANCE SUMMARY The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: RIBBED FOUNDATION COMPLIANCE RIBBED FOUNDATION IN COMPLIANCE. CENTER LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. EDGE LIFT MODE: ALL VALUES WITHIN ALLOWABLE LIMITS. Page 7 of 13 Z:'2021 \10-11 579 - AO - Aviara Apts - West Parcel (Carlsbad)\EngineeringCalcs\PTl\Btock 11 - 68x113 - ".pti 11:09:19AM 6.142 Build 011313 PTISIab 3.5 - BLOCK 11 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS Uniform Thickness Slab 11.50 (11.46) Inches (rounded to nearest 0.25 inch) Prestress Summary Subgrade Friction calculated by method prescribed in PTI Manual Short Long Direction Direction Number of Tendons 57 40 Spacing of Tendons (FT) 1.98 1.69 Center of Gravity of Concrete (from top of slab) (Inch) 5.75 5.75 Center of Gravity of Tendons (from top of slab) (Inch) 5.75 5.75 Eccentricity of Prestressing (Inch) 0.00 0.00 Minimum Effective Prestress Force (K) 1,117.0 664.5 Beta Distance Effective Prestress Force (K) 1,393.1 999.0 Minimum Effective Prestress (PSI) 72 71 Beta Distance Effective Prestress (PSI) 89 106 Moment Analysis - Center Lift Mode Maximum Moment, Short Dir. (calculated with Em=5.0 per PTI 4.3.2) 7.31 FT-K/FT Maximum Moment, Long Dir. (calculated with Em5.0 per PTI 4.3.2) 6.96 FT-K/FT Tension in Top Fiber (KSI) Compression in Bottom Fiber (KS I) Short Long Short Long Direction Direction Direction Direction Allowable Stress -0.329 -0.329 Allowable Stress 1.350 1.350 Actual Stress -0.242 -0.209 Actual Stress 0.421 0.422 Stiffness Analysis - Center Lift Mode Based on a Stiffness Coefficient of 360 Short Long Direction Direction Available Moment of Inertia (Inch 4)171,859 103,420 Required Moment of Inertia (Inch 4)150,668 76,054 Required Moment of Inertia controlled by 6*Beta 6*Beta Shear Analysis - Center Lift Mode Maximum Shear, Short Direction 2.36 K/FT Maximum Shear, Long Direction 1.19 K/FT Short Long Direction Direction Allowable Shear Stress (PSI) 149 153 Actual Shear Stress (PSI) 17 9 Page 8 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 11 - 68x113 - pti 11:09:19AM 6.143 Short Direction 149 17 2.33 K/FT 2.30 K/FT Long Direction 153 17 Short Long Direction Direction 699.4 487.5 122.0 79.6 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD UNIFORM THICKNESS FOUNDATION - RESULTS OF ANALYSIS continued Cracked Section Analysis - Center Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Moment Analysis - Edge Lift Mode Maximum Moment, Short Direction Maximum Moment, Long Direction Tension in Bottom Fiber (KSl) Short Long Direction Direction Short Long Direction Direction 699.4 487.5 412.9 236.6 2.16 FT-K/FT 2.34 FT-K/FT Compression in Top Fiber (KS!) Short Long Direction Direction 1.350 1.350 0.187 0.213 Short Long Direction Direction 171,859 103,420 89,024 51,188 6*Beta 6*Beta Allowable Stress -0.329 -0.329 Allowable Stress Actual Stress -0.009 0.000 Actual Stress Stiffness Analysis - Edge Lift Mode Based on a Stiffness Coefficient of 720 Available Moment of Inertia (inch 4) Required Moment of Inertia (inch 4) Required Moment of Inertia controlled by Shear Stress Analysis - Edge Lift Mode Maximum Shear, Short Direction Maximum Shear, Long Direction Allowable Shear Stress (PSI) Actual Shear Stress (PSI) Cracked Section Analysis - Edge Lift Mode Cracked Section Capacity (FT-K) 0.5 Moment (FT-K) Page 9 of 13 Z:\2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 11 - 68x113 - .pti 11:09:19 AM 6.144 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA Material Properties Material Label Concrete Strength, fc: Concrete Creep Modulus, Ec: Concrete Unit Weight: Tendon Strength, Fpu Tendon Diameter: Slab Properties Rectangle Label Rectangle Geometry: Minimum Permissible Prestress Beam Properties 3,000.0 PSI 1,500,000.0 PSI 145.0 PCF 270.0 KSI 1/2 Inch Block 11 -68x113 68.00 FTx 113.00 FTx4.00 Inches Short Direction Long Direction 70.00 PSI 70.00 PSI Short Direction Type I Type II Quantity: 56 0 Depth: 12.7 0.0 Width: 14.0 0.0 Tendons: 0 0 Cover: 3.00 0.00 Average beam spacing used in analysis Long Direction Type I Type II 34 0 11.2 0.0 Inches 14.0 0.0 Inches 0 0 3.00 0.00 Inches Page 10 of 13 Z:\2021\1 0-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Catcs\PTI\Block 11 - 68s113 - '.pti 11:09:19AM 6.145 Build 011313 PTISIab 3.5 BLOCK 11 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number: 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD SUMMARY OF INPUT DATA - Continued Soil Properties Soil Label: Expansive Soil Allowable Bearing Pressure: 4,000.0 PSF Center Lift Edge Lift Edge Moisture Variation Distance, em : 5.30 Feet 2.90 Feet Differential Soil Movement, Ym : 0.620 Inches 1.490 Inches Load. Deflection and Subarade ProDerties Slab Loading Uniform Superimposed Total Load: 233.00 PSF Total Perimeter Load: 3,515.00 PLF Smallest Load Intensity: 1,717.00 PLF Stiffness Coefficients Center Lift: 360 Edge Lift: 720 Prestress Calculation Subgrade Friction calculated by method prescribed in PTI Manual Prestress Loss: 15.0 KSI Subgrade Friction Coefficient: 0.75 Page 11 of 13 Z:\2021\10-11579 -AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 11 - 68x113 - .pti 11:09:19AM 6.146 Build 011313 PTISIab 3.5 -BLOCK 11 Geostructural Tool Kit, Inc. Registered To: VCA Structural Serial Number: 100-350-299 Project Title: Aviara Project Engineer: EK Project Number: 10-11579 Project Date: December 9, 2021 Geotechnical Report: Geotek Report Date: November 11, 2021 Report Number: 3740-SD PTI EXCEPTION SUMMARY The following elements of the design are not in strict compliance with the Design of Post-Tensioned Slabs-On-Ground 3rd Edition manual published by the Post-Tensioning Institute. NO PTI EXCEPTIONS EXIST Page 12 of 13 Z:\2021\10-11579 -AO - Aviara ApIs - West Parcel (Carlsbad)\Erigineering\Calcs\PTI\Block 11 - 68x113 - ".pti 11:09:19 AM 6.147 Build 011313 PTISIab 3.5 BLOCK 11 Geostructural Tool Kit, Inc. Registered To VCA Structural Project Title: Aviara Project Engineer: EK Geotechnical Report: Geotek Serial Number 100-350-299 Project Number: 10-11579 Project Date: December 9, 2021 Report Date: November 11, 2021 Report Number: 3740-SD LINE LOAD ANALYSIS Summary of Input Data Line Load: Direction Of Line Load Prestress at Line Load: Soil Modulus, K: Slab Thickness (Ribbed Slab) Slab Thickness (Uniform Thickness Foundation) Concrete Creep Modulus, Ec: Summary of Line Load Analysis Applied Moment (4.00 Inch Thick Slab) Applied Moment (Uniform Thickness Foundation) Bending Stresses (KSI) 2,275.0 lb/ft Parallel to Short Direction Minimum Effective Prestress 25 PCI 4.00 Inch 11.50 Inch 1,500,000.0 PSI 1.59 Ft-K/Ft 5.28 Ft-K/Ft Tension in Extreme Fiber Compression in Extreme Fiber Allowable Stress: -0.329 1.350 Applied Stress (4.00 Inch Thick Slab) : -0.528 0.668 Applied Stress (Uniform Thickness Foundation) -0.169 0.310 Prestress at Line Load (4.00 In. Thick Slab): 70.2 PSI Prestress at Line Load (Uniform Thickness Foundation): 70.8 PSI Design Compliance Summary The BOLD values exceed allowable or are less than minimum limits by the percentage indicated: 4.00 INCH THICK SLAB - TENSION IN EXTREME FIBER: 60.5% Page 13 of 13 Z:'2021\10-11579 - AO - Aviara Apts - West Parcel (Carlsbad)\Engineering\Calcs\PTI\Block 11 - 68x113 - .pti 11:09:19 AM 6.148 Soils Report Excerpts 7.1 WERMERS COMPANIES Project No. 3740-SD Geocechnical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page 8 probability of exceedance in 50 years (MCER) were determined using the web interface provided by SEAOC/OSHPD (https://seismicmaps.org) to access the USGS Seismic Design Parameters. Using the ASCE 7-16 option on the SEAOC/OSHPD website results in the values for SMI and SD reported as "null-See Section 11.4.8" (of ASCE 7-16). As noted in ASCE 7-16, Section I I .4.8, a site-specific ground motion procedure is recommended for Site Class D when the value S I exceeds 0.2. The value S I for the subject site exceeds 0.2. For a site Class D, an exception to performing a site-specific ground motion analysis is allowed in ASCE 7-16 where S I exceeds 0.2 provided the value of the seismic response coefficient, Cs, is conservatively calculated by Eq 12.8-2 of ASCE 7-16 for values of T:5 I 5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. 12.8-3 for TL~!T> I .5Ts or Eq. 12.8- 4 for T>TL. Based on the explorations performed at this site, the reviewed geologic map, and planned grading activities, the site structural improvements will be underlain by engineered fill, alluvium, and bedrock. For these soil conditions, a Site Class D is considered appropriate. Assuming that the Cs value calculated by and used by the structural engineer allows for the exclusion per ASCE 7-16, noted above, then a site-specific ground motion analysis is not required. For this assumption and condition, the following seismic design parameters, based on the 2015 National Earthquake Hazards Reduction Program (NEHRP), are presented on the following table SITE SEISMIC PARAMETERS Mapped 0.2 sec Period Spectral Acceleration, Ss 1.041g Mapped 1.0 sec Period Spectral Acceleration, S 0.377g Site Coefficient for Site Class "D," Fa 1.084 Site Coefficient for Site Class "D," Fv 1.923 Maximum Considered Earthquake Spectral Response Acceleration for 0.2 Second, SMS 1. I 28g Maximum Considered Earthquake Spectral Response Acceleration for 1.0 Second, SM I 0.725g 5% Damped Design Spectral Response Acceleration Parameter at 0.2 Second, SIDS 0.752g 51 Damped Design Spectral Response Acceleration Parameter at I second, SD I 0.483 PGAM 0.523g Seismic Design Category I D Final selection of the appropriate seismic design coefficients should be made by the project structural engineer based upon the local practices and ordinances, expected building response and desired level of conservatism. Should it be determined that the exclusion as outlined in ASCE 7-16 is not appropriate for this site, then a site-specific ground motion analysis will be necessary. 4.4.2 Liquefaction/Seismic Settlement Liquefaction describes a phenomenon in which cyclic stresses, produced by earthquake-induced ground motion, create excess pore pressures in relatively cohesionless soils. These soils may thereby acquire a high degree of mobility, which can lead to lateral movement, sliding, settlement ),CY-, 7.3 G EOTEI( WERMERS COMPANIES Project No. 3740-SD Geotechriical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page II contained in this report. The Grading Guidelines included in Appendix E outline general procedures and do not anticipate all site specific situations. In the event of conflict, the recommendations presented in the text of this report supersede those contained in Appendix E. 5.2.2 Site Clearing and Preparation In areas of planned grading and improvements, the site should be cleared of existing structures and foundations, vegetation and other deleterious materials and properly disposed of off-site. Voids resulting from site clearing should be replaced with engineered fill after remedial removals/over-excavations have occurred. Existing underground improvements, utilities and trench backfill should also be removed or be further evaluated as part of site development operations. 5.2.3 Remedial Grading (Removals/Over-excavations) There have been two distinct fills previously placed within the site. The fill associated with the graded pad (Afpad) and embankment fills placed, later, for the construction Aviara Parkway (Afroad). Remedial Grading for the Residential and Parking Structure Buildings Based on evaluation and discussions with project parties, it is recommended that the upper 10 feet of existing soils should be removed below all areas to receive improvements and engineered fill. These areas include the new buildings, any retaining wall and screen wall footings, and pavement and hardscape areas. Remedial Grading for the Entrance Road Grades for the proposed entry road are proposed to remain relatively unchanged from current grades. Although documentation of the road fills are not available, evidence of distress due to low density fills is not evident. The existing driveway appears to exhibit normal distress associated with normal use and lack of maintenance. However, the upper two feet of subgrade soils should be removed and replaced with engineered fills, to mitigate weathering of the surface fills. 5.2.4 Horizontal Extent of Removals The horizontal limits of removals outside the perimeter of building pads or lots, retaining wall and screen wall footings should be at least ten feet or equal to the depth of the soil removals below the bottom of the footings, whichever is greater. Where removals are performed for proposed retaining walls supporting existing ascending slopes, the extent of the lateral removal can be terminated at the proposed face of wall. The depth of removal should still be extended to the face of wall. 7.4 G EOTEI( WERMERS COMPANIES Project No. 3740-SD Geotechnical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page IS will have a "medium" expansion index potential. These parameters are in general conformance with Design of Post-Tensioned Slabs-on-Ground, Third Edition with 2008 Supplement (P11, 2008). These recommendations are minimal recommendations and are not intended to supersede the design by the project structural engineer. DESIGN PARAMTERS FOR POST-TENSIONED SLABS Design Value Foundation Design Parameter Medium" Expansion Ptensl (LL85 Pi43 Passing #200 Sieve = 84% Clay fines = 56%) Edge Moisture Variation Distance, e,,1 Edge Lift (swelling) 2.9 ft Center Lift (shrinkage) ' N // 5 3 ft Soil Differential Movement, y, -Edge Lift (swelling) .. 1.49 in -Center Lift (shrinkage) .\ .> -0.62 in Exterior Perimeter Beam Embedment .,'> Four Story - 24 inches' Presaturation of Subgrade Soil / Minimum 120% to (Percent of Optimiin a depth of 18 inches *Required depth of perimeter beam/stiffening rib per structural calculations may govern. The following assumptions were used to eerierate em and m values: Thornthwaite Moisture Index = -20: constant suction value = 3 9pF post equilibrium case assumed A ich vet (swelling) cycle going from 3 9pF to 3 0pF and drying (shrinking) cycle going from 3.9pF to 4SpF. Post-tensioned slabs should be designed in accordance with the 2019 CBC and PTI design methodology. Bearing capacity values are presented in Section 5.3.4. The bottom of the perimeter edge beam/deepened footing should be designed to resist tension forces using either cable or conventional reinforcement, per the structural engineer. Expansion Index, soil classification, and soluble sulfate evaluation of the soils should be performed during construction to evaluate the as-graded conditions. Final recommendations should be based upon the as-graded soils conditions. It should be noted that the above recommendations are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions. 'r~ 7.5 G EOTEK WERMERS COMPANIES Project No. 3740-SD Geotechnical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page I 6 5.3.4 Conventional Foundation Recommendations Foundation design criteria for a conventional foundation system, in general conformance with the• 2019 CBC, are presented below. Following site grading, the site soils are anticipated as having a "medium" (51-90) expansion potential in accordance with ASTM D 4829. These are minimal recommendations and are not intended to supersede the design by the project structural engineer. The conventional foundation elements for the proposed structures should bear entirely in engineered fill soils. Foundations should be designed in accordance with the 2019 or current applicable version of the CBC. A summary of GeoTek's preliminary foundation design recommendations is presented in the table below: Design Parameter Four Story Building Foundation Depth or Minimum Perimeter Beam L)nth (inches below lowest adjce n t d) Minimum Foundation Width for Pj1meter Beam (Inches) Minimum Foundation Width for Isolated/Column Footings (inches) Minimum SI b Thickness (actual) l'lirtmiutn Slab Reinforcing Minimum Footing Reinforcement Presaturation of Subgrade Soil (Percent of Optimum) "Code minimums per Table 1809.7 of the 2019 CBC. "Medium" Expansion Potential (5 I!~El~90) 24-Inches I 8-inches 24-inches 5 inches (actual) No. 4 reinforcing bars at 18-inch centers each way placed in middle of slab. Four (4) No. 4 Reinforcing Bars, Two (2) top and two (2) bottom Minimum 120% of the optimum moisture content to a depth of at least 18 inches prior to placing concrete It should be noted that the criteria provided are based on soil support characteristics only. The structural engineer should design the slab and beam reinforcement based on actual loading conditions. The following recommendations should be implemented into the design: An allowable bearing capacity of 4,500 pounds per square foot (psf) may be used for design of continuous and perimeter footings that meet the depth and width 7.6 G EOTEK WERMERS COMPANIES Project No. 3740-SD Getechnical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page 17 requirements in the table above. This value may be increased by 300 pounds per square foot for each additional 12 inches in depth and 200 pounds per squat e foot for each additional 12 inches in width to a maximum value of 6,500 psf."Additionally, an increase of one-third may be applied when considering short-term live loads (e.g., seismic and wind loads). Based on experience in the area, structural foundations may be designed in accordance with the 2019 CBC to withstand a total settlement of I irt"ch.and maximum differential settlement of one-half of the total settlement over a horizo'ptal distance of 40 feet. The passive earth pressure may be computed as an equivalent fluid having 'a density of 300 psf per foot of depth to a maximum earth pressure of 3,000 psf for footings founded on engineered fill. A coefficient of friction between soil and concrete of 033 may be used with dead load forces, passive pressure and frictional resistance can be combined without reduction. A grade beam a minimum of 18 inches wide and 24 riches deep should be utilized across large entrances, however, the base of the grade beam should be at the same elevation as the bottom of the adjoining footings. / 5.3.5 Foundation Setbacks Minimum setbacksfor atf'foundations should comply with the 2019 CBC or City of Carlsbad requirements whichever is more stringent Improvements not conforming to these setbacks are subject to the increased likelihood of excessive lateral movement and/or differential settlement If large enough, these movements can compromise the integrity of the improvements. The outside bottom edge of all footings should be set back a minimum of H/3 (where H is the slope height) from the face of any descending slope. The setback should be at least seven feet and need not exceed 40 feet. The bottom of any proposed foundations should be deepened so as to extend below a 1: upward projection from the bottom edge of the nearest excavation and the bottom edge of the closest footing. 5.3.6 Miscellaneous Foundation Recommendations To minimize moisture penetration beneath the slab-on-grade areas, utility trenches should be backfilled with engineered fill, lean concrete or concrete slurry where they intercept the perimeter footing or thickened slab edge. 7.7 G EOTE K WERMERS COMPANIES Project No. 3740-SD Geotechnical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page 18 Soils from the footing excavations should not be placed in the slab-on-grade areas unless properly compacted and tested. The excavations should be free of loose/sloughed materials and be neatly trimmed at the time of concrete placement. 5.3.7 Moisture and Vapor Retarding System A moisture and vapor retarding system should be placed below slabs-on-grade where moisture migration through the slab is undesirable. As a minimum, the capillary break and moisture retarder should be in conformance with the 2019 CBC Section 19 I 0. I or, if adopted by the local agency, the current California Green Building Standards Code CALGreen) Section 4.505.2. It should be realized that the effectiveness of the vapor retarding membrane can be adversely impacted as the result of construction related punctures ke.g. stake penetrations, tears, punctures from walking on the aggregate layer, etc.). These occurrences should be limited as much as possible during construction. Thicker membranes are generally more puncture resistant than thinner ones. Products specifically desiiied for use as moisture/vapor retarders may also be more puncture resistant. It is GeoTek's opinion that a minimum 10 mil thick membrane with joints properly overlapped and sealed should be used. Although, thinner specifically design retarder may be acceptable. Moisture and vapor retarding systems constructed in compliance with Code minimums provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used. Ultimately, the vapor retarding system should be comprised of suitable elements to limit migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e. thickness, composition, strength, and permeance) to achieve the desired performance level. Consideration should be given to consulting with an individual possessing specific expertise in this area for additional evaluation. Moisture and vapor retarding systems are intended to provide a certain level of resistance to vapor and moisture transmission through the concrete, but do not eliminate it. The acceptable level of moisture transmission through the slab is to a large extent based on the type of flooring used and environmental conditions. Ultimately, the vapor retarding system should be comprised of suitable elements to limited migration of water and reduce transmission of water vapor through the slab to acceptable levels. The selected elements should have suitable properties (i.e. thickness, composition, strength, and permeability) to achieve the desired performance level. Moisture retarders can reduce, but not eliminate, moisture vapor rise from the underlying soils up through the slab. Moisture retarder systems should be designed and constructed in AE~ 7.8 G EOTEK WERMERS COMPANIES Project No. 3740-SD Geotechriical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page I 9 accordance with applicable American Concrete Institute, Portland Cement Association, Post- Tensioning Concrete Institute, ASTM and California Building Code requirements and guidelines. GeoTek recommends that a qualified person, such as the flooring contractor, structural engineer, architect, and/or other experts specializing in moisture control within the building be consulted to evaluate the general and specific moisture and vapor transmission paths and associated potential impact on the proposed construction. That person (or persons) should provide recommendations relative to the slab moisture and vapor retarder systems and for migration of potential adverse impact of moisture vapor transmission -on \vaI ious components of the structures, as deemed appropriate In addition, the recommendations in this report and GeoTek's services in general are not intended to address mold prevention, since GeoTek along with geotechnical consultants in general do not practice in the area of mold prevention If specific recommendations addressing potential mold issues are desired, then a professional mold prevention consultant should be contacted. 5.3.8 Soil Corrosivity and Sulfate Content Corrosion testing was performed by GeoTek's subconsultant Project X Corrosion Engineering on soil samples obtained from the borings. The results indicate a soil water-soluble sulfate content of less than 0 I percent by weight which is considered negligible' per Table 4.2 .1 of ACI 318. Based on the test results and ACl 3 18, no special recommendations for concrete on this project are required for this project due to soil sulfate exposure. The laboratory results are presented in Appendix C 5.4 RETAINING WALL DESIGN AND CONSTRUCTION 5.4.1 General Design Criteria Recommendations presented herein may apply to typical masonry or concrete vertical retaining walls to a maximum height of up to 15 feet. Additional review and recommendations should be requested for higher walls. Retaining wall foundations at least 12 inches wide embedded a minimum of 18 inches into engineered fill deposits should be designed using an allowable bearing capacity of 2,500 psf, This value may be increased by 300 pounds per square foot for each additional 12 inches in depth and 200 pounds per square foot for each additional 12 inches in width to a maximum value of 4,500 psf. Additionally, an increase of one-chi rd may be applied when considering short-term term live loads seismic and wind loads). "C~ 7.9 G EOTEK WERMERS COMPANIES Project No. 3740-SD Geotechnical Evaluation Report November 11, 2021 Aviara Apartments, 6145 Laurel Tree Lane, Carlsbad, San Diego County, California Page 20 The passive earth pressure may be computed as an equivalent fluid having a density of 300 psf per foot of depth. to a maximum earth pressure of 3,000 psf for footings founded on engineered fill. A coefficient of friction between soil and concrete of 0.33 may be used with dead load forces. passive pressure and frictional resistance can be combined without reduction. Retaining walls, including basement walls, should consider the use of a waterproofing to reduce moisture transmission through the wall facing elements and resulting efflorescence. 5.4.2 Cantilevered Walls The recommendations presented below are for cantilevered retaining walls up to 15 feet high. Active earth pressure may be used for retaining wall design, provided the top of the wall is not restrained from minor deflections. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below for specific slope gradients-of the retained material. These do not include other superimposed loading conditions such as traffic, structures, seismic events, or adverse geologic conditions. ACTIVE EARTH PRESSURES Surface Slope of Retained Materials (h v) Equivalent Fluid Pressure(pcf) Granular Materials Level 45 2:1 65 *Certain on-site granular soils may be used as backfill if they possess a Sand Equivalent, greater than 30 (SE>30). Backfill zone includes area between back of vvtW to plane (1:1, h:v) up from back of wall foundation to ground surface. It should be noted that the 2019 CBC requires the inclusion of an additional earthquake-induced lateral force to be considered on retaining walls retaining more than 6 feet of soil. An incremental seismic (dynamic) lateral earth pressure of 15 pcf is recommended for cantilever (unrestrained) walls with level backfill while an incremental earth pressure of 25 pcf is recommended for cantilever (unrestrained) walls with a sloping backfill (up to a maximum slope of 2:1 (h:v). The point of application of the dynamic load increment is at I/3H, where H is the retained height. Additional surcharge loads from adjacent structures, pavements, retaining walls, etc. should be incorporated by the structural engineer into the retaining wall design as necessary. 5.4.3 Retaining Wall Backfill and Drainage Retaining and/or basement wall backfill should consist of very low expansive soil (El<20), be free of deleterious and/or oversized materials. The wall backfill should also include a minimum one- foot wide section of 3/4 to I -inch clean crushed rock (or approved equivalent). The rock should be placed immediately adjacent to the back of wall and extend up from the back drain to within 7.10 G EOTE K (rc C ity of Bui lding Permit Finaed Carlbad Revision Permit Print Date: 07/08/2025 Permit No: PREV2023-0212 Job Address: 1205 AVIARA PKWY, CARLSBAD, CA 92011-1276 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel U: 2120405600 Track U: Applied: 10/06/2023 Valuation: $0.00 Lot U: Issued: 01/03/2024 Occupancy Group: Project U: DEV2017-0033 Finaled Close Out: 07/08/2025 #of Dwelling Units: Plan U: Bedrooms: Construction Type: Final Inspection: Bathrooms: Orig. Plan Check U: PC2021-0065 INSPECTOR: Occupant Load: Plan Check U: Code Edition: Sprinkled: Project Title: AVIARA APARTMENTS Description: AVIARA APARTMENTS; REVISED ELECTRICAL/PLUMBING Property Owner: JAMES UKEGAWA 1205 AVIARA PKWY CARLSBAD, CA 92011-1276 (760) 603-9608 FEE AMOUNT BUILDING PLAN CHECK FEE (manual) $240.00 Total Fees: $240.00 Total Payments To Date: $240.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1442-339-2719 1760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services City of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 442-339-2719 B 1 www.carlsbadca.gov Original Plan Check Number PC202i-ooc05 Plan Revision NumL. Project Address 1TJ-9 5 Air1 14 ra General Scope of Revision/Deferred Submittal: P/Q'Y1 t=7,! E6 I J Pt I CONTACT INFORMATION: Name To ____________ Phone -f (9630 Fax Address City Zip Email Address £9rV J 'erieri Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 11. Elements revised: M Plans 0 Calculations Soils 0 Energy Other 2. Describe revisions in detail 3. List page(s) where each revision is shown ev Efri/ /fi:; p/ 4. Does this revision, in any way, alter the exterior of the project? Yes JI No Does this revision add ANY new floor area(s)? LI Yes No Does this revision affect any fire related issues? Yes ff No Is this a complete set? M Yes No Signature Date 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Fax.-760-602-8558Email: building@carlsbadca.gov www.carlsbadca.gov True Noih COMPLIANCE SERVICES October 10, 2023 City of Carlsbad Community Development Department - Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: Commercial Revision Address: 1205 Aviara Parkway Applicant Name: Corey Johnson Applicant Email: coreyjwermerscompanies.com City of Carlsbad - FINAL REVIEW City Permit No: PREV2023-0212 True North No.: 23-018-984 OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: N/A Occupant Load: N/A Type of Construction: N/A Sprinklers: N/A Stories: N/A Area of Work (sq. ft.): N/A sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: See Notes Below Scope of Work: Confirmed Floor Area: See Notes Below Notes: Revision, no valuation or floor area. Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: Drawings: One (1) copy dated September 27, 2023, by AO. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments, however, we bring the following to your attention: This project is Hourly. Please charge the applicant the following hours of plan review. True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T/ 562.733.8030 Review No. Hourly Rate Hours Total 1st Review $120.00 2 $240.00 Total $240.00 We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or if we can be of further assistance. Sincerely, True North Compliance Services Review By: Alaa Atassi - Plan Review Engineer