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HomeMy WebLinkAbout2870 WHIPTAIL LOOP; ; PCR16113; PermitCity of Carlsbad 1635 FaradayAv Carlsbad, CA 92008 07-22-2016 Plan Check Revision Permit No:PCRI61I3 Building Inspection Request Line (760) 602-2725 Job Address: 2870 WHIPTAIL LP CBAD Permit Type: PCR Status: ISSUED Parcel No: 2091201000 Lot #: 0 Applied: 06/14/2016 Valuation: $0.00 Construction Type: NEW Entered By: RMA Reference #: Plan Approved: 07/22/2016 PC #: CB153617 Issued: 07/22/2016 Project Title: COLD SHELL REVISION-ADD DOOR Inspect Area: IN CURTAIN WALL, REVISE 2ND FLOOR CONFIGURATION & STAIRS Applicant: Owner: GREG SPON TECHBILT CONSTRUCTION CORP 175 6363 GREENWICH DR P 0 BOX 80036 SAN DIEGO CA 92122 SAN DIEGO CA 92138 858 638-7277 Plan Check Revision Fee $107.50 Fire Expedited Plan Review $0.00 Additional Fees $0.00 Total Fees: $107.50 Total Payments To Date: $107.50 Balance Due: $0.00 FINAL APPROVAL Inspector: Date: Clearance: NO110E Rease take N9110E that approval of your riqeot includes the °kritiorf ci fees, dedications, reservations, or other exadions hereafter collectively referred to as "feesfexaotions." You have 60 days from the date this pemit was issued to protest imposition of these fee&exaotims. If you protest them, you mist falls, the protest procedures set forth in Gverrnent Code Sedan 66020(a), and file the protest and any other reqimd infomation with the City Manager for processing in aaxxtlanca Wth Carlsbad Municipal Code Section 132.030. Failure to finely follow that procedure W11 bar any subsequent legal action to aftack, review, set aside, void, or annul their irrposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other sinitar application pxce5aing or service fees in cenneciicn Wth this project. NOR DOES IT 4APPLY to any feesfexadions of vuhich you have oreiousiv been given a NOTICE sinilarto this, or as to viihich the statute of linitaticgrs has aaioustv otherwise erdied. Plan Check Revision No. tO C iV// Iii (1 ' ,tjih:/ Lvp Project Address 2..b Original Plan Check No. 24 /53(7 Date (city of Carlsbad PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Contact re Ph 8 t39 -72-7? Fax Email Contact Address city '~ Di'o 636jt.,V&',c# 44 General Scope of Work Zip Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: 14 Plans a Calculations E Soils D Energy fl Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. List revised sheets that replace existing sheets vf/cE ' fldcP Ja Does this revision, in any way, alter the exterior of the project? E4Yes E No Does this revision add ANY new floor area(s)? [Yes FTNo Does this revision affect any fire related issues? AYes gNo S. Is this a complete set? Yes :No Signature 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 E: 760-602-8558 Email: building@carlsbadca.gov wwwcarlsbadcagov CARLSBAD OAKS NORTH LOT 13 BUILDING A DOCUMENT CHANGE NARRATIVE June 13, 2016 Architectural Sheets SHEET DESCRIPTION AO.1 Updated Sheet Index A0.2 Delta 7 Plan Change Narrative Al.]. Revised transformer location and hardscape at bi-fold door Revised stair locations and updated door type A2.1A Revised mezzanine, stair and shear walls. Added bi-f old door. A2.1C, A2.2, A2.2A, A2.2B, Revised mezzanine and shear walls A4.2 Revised exterior elev. with bi-fold door A6.1 Revised Wall Section 02 A6.4 New sheet with bi-f old door details and elev's A7.1 Revised stair details A7.3 New Sheet with stair plans and sections A8.6A New Sheet with details 52.OA Deleted (2) mezzanine height panels from the previous mezzanine configuration. Added (2) mezzanine height panels, (2) wall footings, (3) HSS columns, (3) spread footings, (2) holdowns on panel 57, and bi-f old door framing for the new mezzanine configuration. Modified wood stair configuration on gridline D. 52.1 Modified mezzanine framing and stair on grid D framing. S2.4 Increased dowels required on panels 44, 46, 49, & 51. Increased chord bars and drag connections where required. S2.5 Increased dowels required on panels 52, 53, 54, & 55. Added hold downs to panel 57. Added where required. _chord _bars _and _drag _connections S6.0 Added shear reinforcement to detail 10 to account for mezzanine framing near edge of panel. S7.0 Modified drag connection 17. S7.1 Added drag connection 19A. 57.2 Added drag connection 1 and modified detail 3. S7.3 Added bi-fold door framing elevation and details. Added mezzanine entry portal details 7 & 12. Ware Malcomb Architects 6363 Greenwich Drive. Suite 175 Son Diego Co. 92122 (M) 500 4611 Page of CARLSBAD OAKS NORTH LOT 13 BUILDING A DOCUMENT CHANGE NARRATIVE June 13, 2016 Architectural Sheets SHEET DESCRIPTION AO.1 Updated Sheet Index A0.2 Delta 7 Plan Change Narrative A1.1 Revised transformer location and hardscape at bi-fold door A2.1 Revised stair locations and updated door type A2.1A Revised mezzanine, stair and shear walls. Added bi-fold door. A2.1c, A2.2, A2.2A, A2.2B, Revised mezzanine and shear walls A4.2 Revised exterior elev. with bi-f old door A6.1 Revised Wall Section 02 A6.4 New sheet with bi-fold door details and elev's A7.1 Revised stair details A7.3 New Sheet with stair plans and sections A8.6A New Sheet with details S2.OA Deleted (2) mezzanine height panels from the previous mezzanine configuration. Added (2) mezzanine height panels, (2) wall footings, (3) HSS columns, (3) spread footings, (2) holdowns on panel 57, and bi-f old door framing for the new mezzanine configuration. Modified wood stair configuration on gridline D. 52.1. Modified mezzanine framing and stair on grid D framing. 52.4 Increased dowels required on panels 44, 46, 49, & 51. Increased chord bars and drag connections where required. 52.5 Increased dowels required on panels 52, 53, 54, & 55. Added hold downs to panel 57. Added chord bars and drag connections where required. S6.0 Added shear reinforcement to detail 10 to account for mezzanine framing near edge of panel. S7.0 Modified drag connection 17. S7.1 Added drag connection 19A. S7.2 Added drag connection 1 and modified detail 3. 57.3 Added bi-f old door framing elevation and details. Added mezzanine entry portal details 7&12. Ware Malcomb Architects 6363 Greenwich Drive. Suite 175 San Diego Ca. 92122 (858) 500 4611 Pagel of 1 Janet Altar From: Amber Ressmer Sent: Wednesday, June 22, 2016 11:19 AM To: gspon@waremalcomb.com Cc: Building Subject: PCR16113 - Carlsbad Oaks North Lot 12 Bldg A - plan does not require Carlsbad Fire dept. fire plan review Good morning Greg, You are receiving this email because you are the applicant on the permit #PCR16113 'Carlsbad Oaks North Lot 12 Bldg A' for 2870 Whiptail Loop in Carlsbad, CA. The fire marshal has determined that the fire department does not need to review these plans and no fire inspection is necessary. Thank you, Amber Ccity of CaElsbad Amber Ressmer Administrative Assistant Fire Prevention City of Carlsbad 1635 Faraday Ave Carlsbad, CA 92008-7314 www.carisbadca.gov P 760-602-4665 I F 760-602-8561 EsGil Corporation In a'artnersfiip with government for (Bui(&ng Safety DATE: 07/18/2016 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3617 PCR16-113 SET: II Rev. III U APPLICANT tI-.,tJls. U PLAN REVIEWER U FILE PROJECT ADDRESS: 2870 Whiptail Loop, Bldg 'A' PROJECT NAME: Office! Warehouse Commercial Shell Building The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. El EsGil Corporation staff did advise the applicant that the plan check has been completed. Mail Telephone Fax Eli REMARKS: Person contacted:-.... Date contacted: By: Dwight Ashman EsGil Corporation OGA DEJDMB (b (d Telephone #: i Email: In Person Enclosures: 0 PC 07/12/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 EsGil Corporation In (Patnersfiip with government for Bui(&ng Safety DATE: 06/24/2016 JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3617 PCR16-113 SET: I Rev. III U)CØ'PLICANT ,4 PLAN URIS. REVIEWER U FILE PROJECT ADDRESS: 2870 Whlptail Loop, Bldg 'A' PROJECT NAME: Office/ Warehouse Commercial Shell Building LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. El The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Ware Malcomb Architects, Gregory Spon El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Gregory 4 1ner-son Date contacted: (, 2* (b) Mail)( Telephon , Fax Eli REMARKS: By: Dwight Ashman EsGil Corporation OGA OEJ [:1 MB 0 P Telephone #: (858) 638-7277 Email: gspon©waremalcomb.com Enclosures: 06/16/2016 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 15-3617 PCR16-113 06/24/2016 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-3617 PCR16-113JUR1SD1C110N: Carlsbad OCCUPANCY: B, S-i USE: Office! warehouse TYPE OF CONSTRUCTION: III B ACTUAL AREA: 110,730 ALLOWABLE FLOOR AREA: unlimited STORIES: two HEIGHT: 40 ft SPRINKLERS?: Yes OCCUPANT LOAD: 340 DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 06/24/2016 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 06/16/2016 PLAN REVIEWER: Dwight Ashman This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 15-3617 PCR16-113 06/24/2016 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. Each sheet of the plans must be stamped and signed by the licensed engineer or architect assuming responsibility for the design. 3. Sheet AO.2 has a large clouded section labeled "Delta 7 Plan Change"; which was left blank. Was this meant to be filled in? 4. Glazing in the following locations should be of safety glazing material in accordance with Section 2406.4 (see exceptions): a) Fixed or operable panels adjacent to a door where the nearest vertical edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Show that tempered glass will be provided in the window panels on either side of the new door A6.4 shows no tempered glass, A4.2 only shows the bottom panel. ADDITIONAL To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: El Yes 0 No The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Dwight Ashman at Esgil Corporation. Thank you. Carlsbad 15-3617 PCR16-113 06/24/2016 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 15-3617 PCR16- 113 PREPARED BY: Dwight Ashman DATE: 06/24/2016 BUILDING ADDRESS: 2870 Whiptail Loop, Bldg 'A' BUILDING OCCUPANCY: B, S-i BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance I Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance IV Type of Review: LI Complete Review LI Repetitive Fee El Other ourly I Repeats ____H_____ EsGil Fee Based on hourly rate LI Structural Only I Hr.© $86.00 I $107.501 I $86.001 Comments: Hourly for revision Sheet I of 1 macvalue.doc + C •' WISEMAN+ROHY STRUCTURAL ENGINEERS STRUCTURAL SUPPLEMENTARY CALCULATIONS FOR Carlsbad Oaks- Lot 13 Delta 7 Carlsbad, CA June 10, 2016 W+R Job #15-014.03 9915 Mira Mesa Blvd. TEL. (858) 536-5166 Suite 200 WRENGINEERS.COM San Diego, CA 92131 FAX. (858) 536-5163 kA/ ff:?. 04 f',3bf7 10 I!1 TABLE OF CONTENTS Carlsbad Oaks North 15-014 Analysis and Designs Mezzanine Design: Gravity and Lateral Calculations 1 -80 Bifold Door Support 81 -90 I I- A- •--- -I I 1%) .1 WISEMAN +ROHY 3 STRUCTURAL ENGINEERS --..---------------- ___ __ BY _________ DATE '. PROJECT . SHEET NO. ________ OF 1 JOB NO. ./.5-o14. 1 . c... . 9L1 ' LLz" -_ cu1ci#t4Px 22 1'9 . Z .. e A .546 1 ~ 13-;'<4. tf -- -- i____ h---- ..._E_t)_ (o.94._- ...__... I. -. I ........ .. 1 ' a J. 2m I 4.4i0 .................. .---------- - --H--- A -745 le = I I tk L1LL WISEMAN+ROHY 4H - STRUCTURALENGEERS ( By m% DATE PROJECT SHEET NO. OF - JOB NO. /11./l4SS- Yk' cJ MrMt Ir (Al MLI 7S CCL t1TAP b14La L/11, J .c,3f' + 2p.P 4 = - ;i-- Iz. —ri• I i9C2'4'Y i K _!g Coco L - -- c!,Lr& 17 o3(J = I = IocJ-c?.1ç rB1' . tw cis'L.. (Ls) I : 111910 1. F F;9111 goK C0141 'y 05t)) fL2x 2i;çe 1jq1 - +(2I#+ — -3 Yll lecili WISEMAN+ STRUCTURAL ENI H 5; C BY ' DATE PROJECT SHEET:: JOBI OFJ L. -! 237- \ .1 age :J&t 0. ly -- T -i-- = tc I c: 7°1/Gyo %i'%;z' -- *-- --_--IL o 1 flo.. L i /) yzlz7a J H- WI$EMAN+ROHY 61 STRUCTURAL ENGINEERS - BY DATE PROJECT _________________________ SHEET NO - OF - - : JOB NO. - / l/1 + I COMX = 106.5 ft X Length = 164 ft X Eccentricity +5% = 48.5 ft X Eccentricity -5% = 32.1 ft T +5% = 5359 ftk T. -5% = 3547 ft*ç due to left-right (X) force) 81.3 xR= 11936 COR= 146.8 ft ERdx 2 =132390 F1, FTOI (LINE x R, xR, d Rd 2 Is F1 FTw FT. FToT 16.3 91.4 A 5 2.37 11.85 141.8 336 47652 3.2 11.8 7.8 -3.2 -8.1 10.3 B.1 50 6.27 313.5 96.8 607 58747 8.5 21.3 14.1 -5.8 1 2 15.0 9.9 -8.1 10.3 C.2 115 6.27 721.05 31.8 199 6339 8.5 7.0 4.6 -1.9 15.5 D 164 66.4 10889.6 -17.2 -1142 19652 90.2 -40.2 -26.6 10.9 63.6 WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks == RIGID DIAPHRAGM ANALYSIS LOCATION: Bldg A, A to D Aug 2005 JOB NO: 15-014 5/2512016 11:12 AM Note: Rotational forces will be added and subtracted to translational forces (as Eccentricity is positive If COM is below COR \Force= 110.5k 152354 Left-Right(X) Fo e & Walls! Frames: 17.25 ft (FTv dueto up-down (/foree) Y Length 43.17 ft V Eccentricity +50/. = -13.1 It V Eccentricity -5% = - ft T+5%= -1449 X v 2=19964 T -5% = -972 ft*k LINE Rd2 Fs FTX(,t FT*) 1 0 73.5 0 6$ 462 'N,201 94.4 -4.4 -3.0 3 43.17 6.27 270.676 .46.9 -231 7 8.1 2.2 1.5 3 43.17 6.27 270.6Z&' -36.9 -231 85 8.1 2.2 1.5 \WRESERVER\Engineering\Projects\15\15-01 4 Carlsbad Oaks Tilts\Calculations\Lateral\Building A Mezz Plan Change 2016.05.24\ R i g i d D i a p h - B l d g A M e z z , 1 - A t o 1 - 0 - TEST Note: Rotational forces will be added and subtracted to translational forces (as appropriate) Eccentricity is positive if COM Is below COR Force = 221 k ERd2 = 710670 Left-Right (X) Force & Walls I Frames: (FTY due to up-down (Y) force) Up-Down (Y) Fr & Walls I Frames: COM8 = 27 ft R. = 204.0 COt4 = 170 ft V Length = 43.17 ft Z yR = 4362 X Length 264 it V Eccentricity +5% = -7.8 ft CORV = 21.4 ft X Eccentricity +5% = it V Eccentricity .50/6 = -3.5 ft X Eccentricity -5% = 17 ft T +5% = -1720 ft*k I Rdv 67567 T8 +5% = 9633 I -5% = -766 fk T8 -5% = 3798 ft8k LINE y Ft8 yR8 d R8d R8dy' F8 FT.(.) FTXI) F1 F101 LINE x 1 0 73.5 0 21.4 1571 33585 79.6 -3.8 -1.7 21.3 77.9 A 5 2 21.58 59 1273.22 -0.2 -12 2 63.9 0.0 0.0 -0.2 63.9 B.1 50 3 43.17 59 2547.03 -21.8 -1286 28023 63.9 3.1 1.4 -17.4 67.0 C.2 115 3 43.17 6.27 270.676 -21.8 -137 2978 6.8 0.3 0.1 -1.9 7.1 0 164 3 43.17 6.27 270.676 -21.8 -137 2978 6.8 0.3 0.1 -1.9 7.1 F 264 (FT8 due to left-right (X) force) IR8= 149.8 IxR= 30020 COR, = 200.4 it ER,d8 643103 2.37 11.85 195.4 463 6.27 313.5 150.4 943 6.27 721.05 85.4 535 66.4 10889.6 36.4 88.5 18084 636'' -435 F1, F 1 2.5 -1.1 9.8 5.0 -2.3 22.0 2.9 -1.3 16.5 12.9 -5.8 130.7 -23.3 10.5 77.8 2 1417 9.2 12.8 7.3 i 87915 9& 32.7 7 277192 101.1 ''59.1 I WISEMAN+ROHY Structural Engineers -- PROJECT: Carlsbad Oaks I == RIGID DIAPHRAGM ANALYSIS == LOCATION: Bldg A, A to F L Aug 2005 JOB NO: 15-014 5/25/2016 5:34 PM \\WRESERVER\Engineering\Projects\15\15-014 Carlsbad Oaks TlltsCalculations\LateraI\Building A Mezz Plan Change 2016.05.24\Riaid Diaoh- Bido A Me, A tn F.. F..AI tLVV'"' or vvS I-URMLOKTM 5% in. TOTAL SLAB DEPTH Light Weight Concrete * 1 Hour Fire Rating Ci 3 Maximum Unshored Clear Span (ft-in.) Deck Number of Deck Spans Gage 1 2 3 22 10'-7' 110-6" 11'-9" 21 111-61, 12'4" 12'-9" 20 12'-1 13'-0° 13'4' 19 12'-6" 14.5: 14'4' 18 12'-11 15'-8" 151-1° 16 13-7° 16.1 15L11" Shoring is required for spans greater than those shown above. See Footnote 1 on page 69 for required bearing. Allowable Superimposed Loads (psf) Concrete Properties Density Uniform Weight Uniform Volume Compressive (pcf) (psf) (yd3/100 ft2) Strength, f' (psi) • 110 36.7 1.235 3000 Notes Volumes and weights do not include allowance for deflection. Weights are for concrete only and do not include weight of steel deck. Total slab depth is nominal depth from top of concrete to bottom of steel deck. ( Deck Number of Span (ft-In.) Gage Deck Spans 8'-0 8'-6° 9'-0" 9'-6° 10°-0 10-6" 11':0" 11'-6" 12'-0'° 12'-6" 13-0' 13-6" 14'-0" 15'-0' 16'-0" 1 278 251 228 209 191 176 1 128 116 106 96 88 80 74 82 52 22 2 278 251 228 209 191 176 163 152 106 96 88 80 74 62 52 3 278 251 228 209 191 176 163 152 106 96 88 80 74 62 52 1 300 271 247 225 207 191 177 164 117 107 98 90 82 69 59 21 2 300 271 247 225 207 191 177 164 153 .107 98 90. 82 69. 59 3 300 271 247 225 207 191 177 164 153 143 98 90 82 69 59 1) 1 321 290 264 241 221 204 189 175 163 1 117 107. 9890 77 66. 20 2 321 290 264 241 221 204 189 175 163 152 143 J 98 90 77 65 -. 3 321 290 264 241 221 204 189 175 163 152 143 134 J .90 77 65 1 363 328 298 273 250 231 214 198 185 173 1-125 '-l16 .107 91 78'. 19 2 363 328 298 273 250 231 214 198 185 173 162 152 138 91, '78 3 363 328 298 273 250 231 214 198 185 173 162 152 138 91. -78'.. 1 400 364 331 302 277 256 237 220 205 191 143 132 122 105 90 18 2 400 364 331 302 277 256 237 220 205 191 175 161 146 119 90 3 400 364 331 302 2.7 256 237 220 205 191 176 161 146 119 90 1 400 400 395 361 332 306 283 263 243 222 201 179 ' 152 131 108 16 2 400 400 395 361 332 306 283 263 243 222 201 179 161 131 108 3 , - 400 400 395 361 332 306 283 263 243 222 201 179 161 131 I, 1.08 See footnotes on page 69 [ShoEing required in shaded areas to right of heavy line Allowable Diaphragm Shear Strengths, q and Flexibility Factors, F (indlb. x 106) Attachment Deck - Span (ft-In.) Pattern Gage V-0" 8'-6-1 9'.0" 9'-6.. 10 *-0" 10'-6" 11'-0" 11 6' 120 12'-6" 130 136 140 150 160 22 q 1439 1427 1417 1407 1398 1391 1384 1377 1371 1366 1361 1356 1352 1344 1337 - 21' —q -1439"1426" 14.14 1403'1394' 1385 - 1378 —1370 11364- 1358 1352 _1347""1342 1334 1.326 20 q 1441 1427 1414 1402cj1383 1374 1367 1360 1353 1347 1341 1338 1327 1319 36/3 - - . ' . . - ....... - . 19 q 14e2 14$5 1420 1407 1395 1384 1374 1365 1357 1349 1342 1,335 1329 1318 1309 18 q 1468 1449 1432 1416 1403 1390 1379 1369 1359 1351 1343 1335 1328 1316 1305 16 q 1512 1488 1467 1448 1431 14.1,5 1401 1$88 1376 1366 1356 1346 1338 1322 1309 22 q 1541 1519 1500 1482 1486 1452 1439 1427 1416 1406 1397 1388 1.580 1366 1353 21 q 1562 1538 1516 1497 1479 1463 1449 1436 1424 1413 1403 1393' A384 1389 1355 ( ) . 20 q 1584 1557 1534 1513 1494 1476 1461 1447 1433 1421 1410 1400 1391 1373 1358 19 q 1635 1604 1576 1551 1529 - 1509 1491 1474 1459 1445 1432 - '1420- 1,408 1388 1371 18 q 1688 1652 1621 1593 1568 1545 1524 1505 1487 1471 1457 1443 1430 1407 1387 16 q 1807 1763 1724 1688 1657 1628 1602 1578 1557 1536 1518 1501 1485 1456 1431 See footnotes on page 69. 76 a VF5 VERCO DECKING, INC. www.vercodeck.com -- .----- I I .4 • I - .WISEMAN+ROHY .: 10STRUCTURAL EWINEE - 'BY f!n DATE _______ PROJECT _________________________ _ _ _ _ _ _ _ _ _ SHEET NO. ________ OF I f JOB NO. 1 -oi Ht-1a1 C4x By fD DATE lii SHEET NO. OF - JOB No. I WISEMAN + STRUCTURAL EN Is HY H — or I) aTc (i 1) - 4, 4i tiLt I WISEMAN + ROHY STRUCTURAL ENGINEERS F-- •--- -- - BY 07 r DATE _______ PROJECT C4c 12 -----t------.- - SHEET NO. _________ OF - JOB NO. )S'- 0744 = -- -" -. tj if - _________ v,41fzz (_,. I ------h Pw - --- -- -------- = D.O P,em I_c 0.d1f4I.oE t M67- - - t - L p, - -...K ._ ,WISEMAN+ROHy I 13 STRUCTURAL ENGINEERS BY tlig DATE '/iPROJECT 1KS SHEET NO. OF JOB NO. /-c7g I I ! -I .. . I I & cj - - Lc=cj9ji'1.O VrML 1r IO1'tQ -1-'K ---p ---- / 0.7 047,01, - - ----I-- I - - --- -.--. -.-.-- ----.- -.-----. -..----- 14 AJSP ' WISEMAN + 'ROHY STRUCTURAL ENGINEERS BY DATE _______ PROJECT ________________________________ SHEET NO. _______ OF - - -- ______________________________________________________________________ JOB NO. 1S-it -46 ' V -37 lRFA) r--r--- - __ v.,frtz5 K) Lc o.1LoE M1o 1 "'?JK4 N"Xt ' I 4,X! X Iltv: '1M. ) ............--...-------.--__ (IcE Y-( Ia 1< %0 Fy 4(a6o) . • o) ':%'- ----------"----.- WISEMAN+ROHY STRUCTURALENGWEERS 15 1) BY_t7S IDATE /7 PROJECT C.oAKs SHEET NO. ________ OF - JOB NO. .L/. to cp3:MP t Vc13 I OS I I R7T:;0 --- -( I c5/ - 7 3-5 )•----- t4?/: , t/c I -.- I' ? j. •i. WISEMAN + :ROHY 16 STRUCTURAL ENGINEERS — - ( ) BY_MIN-___ DATE /t/is PROJECT SHEET NO. _______ OF JOB NO. - LZiE 1-1) i) 14P413 - -.-- -- - -. -. 0. 15.0 0. 1?? 13e4 IFk Vz.z.=(3o (fP) F4n" rlt CALC. 34 J- ioo.G(ij'") Is q3 72) qd' /t1Ir.:c o) 912&xcx(cO Il 2J L,0' .--..- _______ g 1 c = - x 3K • /'o.G/Fic 1 cz 3/-,/ (cxc. (ac .) EPoxY 4ô 5- 17 - Carlsbad Oaks- Buildinci A W + R Job Number: 15-014 PANEL DOWEL REINFORCEMENT f,= 60 4= 0.6 i= 0.6 Line Panel # Total Length Opening Length Usable Length (ft.) Load (k) (LRFD) As Req'dlft. (in 2)USE OR USE Line 3 12 0 12 7.1 0.03 USE #4 OWL @ 48 in. o.c. 2 #4 Dowels Line 3 12 0 12 7.1 0.03 USE #4 DWL ci 48 in. o.c. 2 #4 Dowels Mezzaninf Line A 5.33 0 5.33 15 1 0.13 USE #4 OWL 0 18 in. o.c. 4 #4 Dowels Line B.1 12 0 12 29.9 0.12 USE #4 OWL @ 18 in. o.c. 7 #4 Dowels Line C.2 12 0 12 15.5 0.06 USE #4 DWL @ 36 in. o.c. 4 #4 Dowels Design is based upon shear friction per ACI 318-11 Section 11.6.4, assuming that dowels are perpendicular to the shear plane. ) Normal Weight Concrete is assumed. Maximum tensile stress of steel is 60,000psi. (2) #4 Typical at end of panel not considered in calculation ILOAD COMBINATIDNO 18.5.8 an AOD Atwn.1o1 1Par 2O12I8Cl2s13CeC1605.1..2 _______________ 0 1 L. S Itr,.5,lonle-17.m I1)aae8onle-afs,1 DnLe.Lr 1.000 1.000 1.000 1.000 1.000 1.000 - ISeede.n re-le p. .=s çt • L * 1.300 1.30 1.30 13 5wrn6en la-ia Q. 1 CO.SS t.3W 1.000 1.000 oeni __...Jao Eseer,m 16-29 3±1+ S • q.9rl I 0110Li 1.30 j92 05061mt111-31 0L.S*,t,oE 1.040 1.000 1.009 1.292.__ tgn.6s.' le-22 0.80-the E 0,200 1,000 E.0nsbsn 18-23 0070.1.3W 0610 1 1200 .10 COMBINATIONS ls...d on SOD 8.at.): Per AsCE7.10(2,4.1&12,42.31820012 lac 16552. 0 1 1., S 0 W Eq.,[,-n 184 n ions .lon 184 0 1.000 1.550 eater, 16-101.1 inn 16-10151 0+1., 0*0 1,400 1.000 1.000 i.001 leOne 16-111.1 r'.i0.1e.1llb) 0 4 0.751+0.150, 0 0.7S__+0.753 1.000 0.750 0.750 1.000 0.750 0.105 - atllonle-I2tal equallp" 10-156) 0*W 040.75,5.6 1.000 1.01)0 1.001 EgnuSen 16-130.1 U.Iex, 18-13161 atlfrn, 18-14 0 0.701. • 0.751r+ 0.7500 0*0.760.. 0.15S. 0.75W000 D 0.151. 0.155 * e,8625 tI.. 11 1200 0.750 0,750 0.750 0.750 1.000 0.750 0.750 01750 0.750 0.053 abOnle-IS 060-00 0.600 1,000 Equation 16-16 0.60-0.1515.8 '1600 0.750 PlOT 00.'), 61.36 61.30 01.30 01.30 81.38 61.30 45.23 35.61 PloT Noel 03.50 61.30 03.50 5350 50,44 59.44 8380 53.50 50,44 59.44 50.44 32.16 32.16 WISEMAN+ROHV Structural Engineers PROJECT: Carlsbad Oaks == GRADE BEAM DESIGN LOCATION: Line B.1 - July 2015 JOB NO: 15-014 5/25/2016 18:46:21 SOIL: CONCRETE- Allowable Soil Beartilge 3400 pSf(not increased) Allowable Increase = 1.333 (for lateral loads In Alt Cases) ft = 3.00 kol phi= 015 (shear) fy= 60 tat phtn 0.9 (bending) ft= 1.00 (1.0or1.3) blended factor- 1.5 d = lhlckness - 4.0 in I d c, 18.0 In FOOTING: Extension at loft a 3.03 it (to left of 1,r3j load) SHEAR IN EXTENSION (not between columns): Extension atright= 3.03 ft max extension shear Vun 53.1 kips L0ngtrt = 18.08 It phiVc = 70.8 kips (shear stool not needed) distance from Slab to TOF a I It use min Steel exception?(Y/N) V ACt 11.5.6.1 exception (a) Thickness= 1.83 ft Shear Reinf. Size # 3 5.11 ire Width n 4 ft number of shear steel logs a 2 Grade-Beam Volume a 132.2 Cu. it Vs Reqd = 0.0 kips I Spacing = 0.00 In Added 01 Surcharge 020 kIt SENDING IN EXTENSION (not between columns): GB Concrete Weight = 1.10 kf (concrete n 150pcf) max extension moment = 92.17 k-ft Sag Above Weight o 0.44 klf (soil ll0pcf) As, 2.87 in Total GBWeight= 1.84 kIt an 0.57 in As = 1.16 102 Beta 0.85 1.33xAs = 1.54 if? DSNOSHPD? N (YIN) [1908&1.5J 0.75rhobatanced 0.0160 As,,,.. 13.82 in fNOTE: For 1-story light-framed DSA(OSHPD buildings. Choose NO1 l000lludmnal Bar nS 5 I 5 #5 bars required Alternate Load Combinations: GOOD Basic Load Combinations: NO GOOD IGOOD leCher all basic or all alternate cases must work) I VERTICAL ETSAIIIS tAll 5505- - . OlstLoad-1 Dist Load -2 Load Load Load Load Load Load Load Load Dlstanceto: Olatanceto: 1 2 3 4 5 6 7 6 Startlklf Endflilos Start End Dist from Load l 00011 0.0011 0.0011 12.0011 0.0011 0.0011 Do. 020k 0,00k 1.700klf 20.40k 0.00k L= (LOOk 0.00k 0.650 511 7.80K 0.00k Lr = 0.00k 000k (1000 KU 0.00k 0.00k S = 008k 0.005 0.000 Ml 0.00k1 0.00k 2(+ up)e 0.00k 0.00K 0.000 Ml 0.00k 0.00k W 1 Is up)o 0.00k 0.00k 0.000 kit 0.005 0.00k Level Height Height Above Above Elm. Slab (11) of FIg (11) Seismic Seismic (kips) Moment (k-It) Wind Wind (kips) Moment (k-it) Roof 13.5011 16.33 2140k 3495 020k 0.0 - 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 0.0 - 0.00 00 0.0 -. 0(9) (10 (II) (ILevels = 1 Moments = 349.5 k-ft I Moments = 0.0 k.ft O.T. Meet. (K-ill RentalL, Mar,. (541) Foster of 3.1.I1, SImm rli.kt (Ill skew 6.41gm If') I. Kern? (YIN) BeatIng Length (It) Max. eosnna 11.1) Mb. Been,, l 4) OKS 114d)0.0 O.T. More. 1k-fl) 6.41,1. Morn. (K-fl) Feeler of Safely XI,.., left (It) .1,4., met., (II) In Kern? (YIN) e.989 (460th (II) Mae. 8aer5,a ,0 Ml,. BearIng OK? $54,4 itht6. 5.03 000 V 16.1 0.85 0.85 0000 0.0 554.4 681.44 0.03 0.00 5 10.1 0.65 0.85 GOOD 0,0 556,4 01946. 9.03 0.00 V 18.1 0,65 0.65 3000 0.0 554.4 .11.0. 0.03 0.00 V 10.1 093 0.85 0000 0.0 554,4 6t8n0. 4.03 0.00 V 16.1 0.65 0.05 6000 00 554.4 1.1.1(1h, 803 0.00 V 161 065 083 3000 0.0 554.4 .5,14 8.03 0.00 V 181 085 080 12000 5.5 584,4 .11.10. 5.53 0.40 V 1e.1 080 0.05 0000 0.0 5544 rehde 9.03 0.00 V 16.1 085 005 3000 0.0 534.4 1.7oll. 5,00 000 V 18.1 085 0.65 0000 340.5 354,4 1.50 3.34 5.80 N 10.0 3.07 0.00 GOOD 346.5 554.4 1.59 3.34 5.69 11 100 3.07 000 0000 348.5 435.4 1.25 1.78 7.25 14 54 4,50 0.00 6000 548.5 435,8 1.25 1.70 7.25 N 8.4 4.50 0,40 0000 00 324.5 odeS, 9.03 0.00 V 10.1 000 0.50 GOOD 1 0.0 3243 mOnO. 603 925 V 191 0.50 020 003(3 O.T. Mo... Rooter. Not., (k-fl)(k-It)Safely(11)(Il)(YIN) Fester at Shoe, doht ofron, Center in Kern? Bearing l.oeoth (to Mae. 000rine (hal) Mm. 90.11.9 0 15. OK? O.T. Morn. (k-fIt(k-It) Kesint. Marc, Fester .f Below XI,.,. taft afro.. ranter I, Kern? (II)(It)(YIN)(It)(hot)(5.1) 8aerlttg Lonoth Max. Eae,lna MIs. Beating OR? 0.5 484.0 '01945. 5.03 0.00 V 15.1 0.74 0.74 0001) 0.0 424.0 mlnle 0.03 0.00 V 10.1 514 0.74 (1000 00 554,4 1.15.0, 003 000 V 18.1 0185 085 13000 00 5544 tat,,11 903 0100 V 16.1 0.90 085 GOOD 0.0 484.0 1.111. 0.53 0.00 V 10.1 0.14 0.74 GOOD 0.0 4845 eOn1). 0.03 0.00 V 18.1 0.74 0.74 GOOD 0.0 454.0 1.0.1,. 5.08 005 V 18.1 0.74 0.74 13000 0.0 484.0 talkS. 0.03 0.00 V 19,1 0.74 0.74 6000 0,0 630.8 1.1510. 9.03 000 V 18.1 11.82 0.85 13000 0.0 538.8 51)1.0, 0.03 0.00 V 16.1 0.92 0.52 GOOD 0.5 536,5 ire-Il. 5.03 0.00 IF 10,1 0,85 0.82 0001) 5.0 650,6 51mb 953 0.01b V 111.1 0.82 0.82 GOOD 00 404.0 0110100 853 0.00 f 18.1 0.74 034 GOOD 0.0 4040 1.l'mia 5.03 0.00 V 18.1 0.74 0.74 GOOD 202.1 484.0 1.85 4.14 4,86 N 12.4 2.16 0,00 3000 262,1 484.0 9.85 4,14 4.85 N 93.4 2.16 0.00 GOOD 02 535.8 1.1n4. 003 020 V 18,1 082 0.52 13000 02 5088 'otOnO. 805 000 V 18.0 0.00 082 ((000 0.0 5388 I't8nl. 805 0.08 V 15.1 0.95 4.00 GOOD 0.0 538.8 rllni. 8.02 0.00 V 18.1 0,82 0.82 GOOD 140,6 536.8 2.73 5.72 3.31 N 11.2 1,73 0.00 GOOD 156,8 539.8 233 8.72 3.31 N 17.2 1.73 0.00 GOOD 5.0 280,4 6115184 0.03 0.50 V 18.1 0,45 0.45 0000 00 290.4 .1151(4 6.53 0100 V 101 045 0.45 30013 262.1 _260.41,110.8)1 8.15 N 20 8040.00 ---No 1 201St 20106 I'll 5,66 8,15 I.'2.66050.00193 Legend: Notes: 0 = Dead Load Ev nØ per lBC (alternate) and AWE (basic) No loads posseble on extensions - model 050001100 past last load 1 Floor Live Load Overturning 100005 (W & It) s0.75 for basic cases perASCE 12.13.4 L. = Roof Live Load This spreadsheet considers boll 0 and Was ASD O = Earthquake Load Uses lowest of controlling case from basic or alternate load Cases for Sheer S Moment 3 = Snow 1.00(1 Load 1= first teal trots leltafterloft extension 0 O.T. Main. (k-fl) R.sl.t. Mono, (1i41) Factor of 001aty 50-em right (0) fron. cantor (II) In Morn? (YIN) Banning L.nollt (fi) M.S. ssa,ing (lint) Ml,. Bao(wg (hal) OK? Marc. (k40) O.T.R.311,1. Morn. (k-fl) Factor of SaInt0 Xfrnrn 1.0 (0) afro,., 000t.r (Ii) In Morn? (YIN) B.anb,g L.nolt, (Ii) Man. snoring thou) Mm. Boating (hot) OK? 0.0 291.0 brOok. 850 0.00 t 13.0 0.89 0.98 GOOD 00 281.8 kiI'nda 6.50 0.00 Y 13.0 086 089 0000 00 388.0 1,11010 000 0.00 V 130 103 103 GOOD 0.0 348.0 cOok. 6.50 0.00 V 13.0 1.03 LOS GOOD 00 291.9 'mIte),. 0.50 0.00 V 13.0 0,60 0.90 GOOD 0.0 291.8 In014o 0.90 0.00 V 12.0 0.9.0 0.80 GOOD 0.0 291.8 'mfnt. 050 0.00 V 13.0 0.08 0.118 GOOD 0.0 291.8 brink. 9.50 000 V 13.0 099 0.88 GOOD 00 3538 1.11.4. 0.50 0,00 V 15.0 0,69 0,99 00015 0.0 3336 mOnt. 0.50 0.00 V 13.0 0.89 0.99 0000 0.0 3319 1,11,11. 8.50 0.011 V 13.0 0.99 0.90 GOOD 00 333.6 1,9041a 0,00 0.00 V 13.0 0.99 0.00 GOOD 0.0 291.8 mfIrira 8.50 0.00 V 13.0 0.90 088 0000 00 291.8 brimS. 8.50 0.00 V 15.0 0.68 066 GOOD 185.9 391.8 2,15 3,47 5.03 N 10.4 2.19 0.00 0000 135.9 291.8 2.15 3.47 303 N 10.4 2.18 0,00 GOOD 0.0 333.9 WInk. 0-50 000 Y 130 0.99 090 GOOD 00 3535 1.904. 8.50 000 V 13.0 0.69 099 GOOD 0.0 255.9 hifm6o 850 0.00 V 13,0 0.90 098 GOOD 00 3536 in0. 6.50 000 V 13.0 0.09 0.99 GOOD 102.0 343,9 3.28 4.52 1.88 V 13.0 1.89 0,08 GOOD 102.0 338.9 3.28 4,52 1.68 V 13.0 1.89 0.09 0000 0.0 178.1 1r00110 8.50 0.00 1 13.0 0,52 0,52 0.000 0.0 170.1 mfalla 8.50 0.00 V 130 0.52 0,02 GOOD 135.9 178.1 1.29 1.45 5,08 N 44 3,09 0.00 GOOD 1 135.9 175.1 1.29 145 505 N 44 3.09 0,00 GOOD .40 cOMBINATIONS IBasad nnASD Per ASCE 7-1012.4.1&12.42.31820012BiC1605.3, 0 L I. S C W orbojN-8 1.000 Eoiinbori 16-9 I. 1.000 1.500 0901120 10-101.1 sOon 18.10111) ' Lr *5 1.000 1,000 1,1100 1.001' nolan 10-il(.) O,twl6iltbi 3.75),., 0.70Lr iQJ5)..0,755 1.000 0,750 0.730 ,.ow 0.700 0.7511 anion 10-12(s) 'nno.,le-Izibl +W '.0,7smnE 1.000 1.000 1.040 0750 Susanne 18-131.1 Enoolinri 16-I Sib) elrnl12rtla-14 '0751.n 0.751r* 0.75W 5' 0,75L .0.758 • 0,75W 0751.$375S+0,5629r1ro 1,000 0.750 0.750 1,000 0.750 0,730 1.000 0.750 0.700 0.750 0.750 0003 9504.016-IS 40.W 0600 Coapion 10-16 00 -0.75 theE 0.600 0.750 44.68 53.53 44.89 44,88 51.37 51.37 4609 44.89 51.37 01.57 51.37 26.94 26.64 WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks == GRADE BEAM DESIGN == LOCATION: Line C.2 & 3 July 2015 JOB NO: 15-014 5/25/2016 18:48:41 SOIL: CONCRETE: Allowable Soil 8eonng = 3400 pal (not Increased) Allowable Increase = 1.333 (for lateral loads in All Cases) I'c a 3.00 list phi = 0.75 (shear) fy CO ksi phi 0.9 (bendIng) boa 1.00 (1.0orl.3) blended factor a 1.5 d=thlckness - 4.0 in I do 18.0 in FOOTING: Extension at left = 0.5 it (to left of first load) SHEAR IN EXTENSION (not between Columns): Extension al right = 0.5 it max extension shear Vu = 8.7 hips Length= 13.00 it phlVc 70.8 kips (shear steel not needed) distance from Slab 10 TOF = 1 it use mlii steel exception?(Y/N) Y ACI 11.5$.1 exception (a) Thickness = 1.83 It Shear RisnT. Size = # 3 0.11 in Wldth= 4 it number of shear steel legs = 2 Grade-Beam Volume = 95.16 cu. Q. I VsReqd= 0.0 kips I Spaclnq= 0.00 In Added DL Surcharge = 0.30 lot BENDING IN EXTENSION (not between Columns): GB Concrete Weight = 1.10 klf(concrete= 150pcf) max extension moment = 2.21 k-ft Soil Above Weight = 0.44 Rif (soil llopd) As., 2.87 in' Total GB Weight a 1.84 Rif a = 0.01 in As a 0.03 1n2 50ta = 0.85 1.33xAs= 0.04 in2 DSAIOSHPD? N (YIN) (1908A.1.5J 0.75 rho balanced= 0.0160 M,,.= 13.82 if1 INOTE: For 1-story lioN-framed DSA/OSHPD buildinas. choose NOI LOlEllUdilIsI Baf b # 5 I 1 #5 bars required Alternate Load Combinations: GOOD Basic Load Combinations: GOOD IGOOD (either all basic or all alternate cases must work) I VERTICAL LOADS (All ASD: lstLoad-1 Dist Load -2 Load Load Load I.osd Lo ad Load Load Load 1:1,1. to: Distance to: 1 2 3 4 5 6 7 8 Startiklf Endikips Start End Dist jromLoad l° 0.0010 000lt 0.00 it 12.0011 00011 0.00 it Do 0.00k 0.00k 1.750 kIt 21.00k 0.00k L = 0.00k 0.00k 0.720 kit864k 0.00k Lr 0 0.00k 0.00k 0.000 kIt 0.00k 0.00k So 000k 0.00k 0.000 kIt 0.00k 0.00k E (+ is .:up , ):, 0.00k 0. 00 k 0.000 kit 0.00k 0.00k W (+ls up)a 0.00k 0.00k 0.000 kit 0.00k 0.00k LATERAL LOADS (W & E both ASO): by 0.6 and devido E by 1.4) Height HeIght 1 1mullply Above Above Btni Seismic Seismic Wind Wind Level Slab (11) of Fig (11) (kips) Moment (k-ft) (kips) Moment (k-ft) Roof 13.5011 18.33 11.10k 181.3 0.00k 0.0 - 0.00 0.0 0.0 - 0.00 0.0 0.0 - 0.00 0.0 0.0 - 000 0.0 00 - 0111 00 (lii # Levels a 1 Momentso 181.3 k-ft I Moments 0.0 k-Ft ILOAD COMBINATIONS 'or20l28 eBiNATIONs laao.d on ASO 811.rnai.'k tCl2013C9C 10053.2 _______________ _________________ 0 I. I.. S 5 W IEooario ii notill ii 9-171.1 0-171k) 01.+Lr D* L=S ieee ieee i,000 i 1000 1.009 an II 1-19 D *1. • 1.8W tow 1.000 ..,_J0 Eoualtin 7 I-la 0 I. • 0.55 + 1.3W 1.000 1.000 05011 ,,•_,Jj Eono II 0.20 0 + L + S • 0.68W 1.000 1.000 1.000 55(l0 Ea 9.31 0°LS+thoE 1000 1.000 1.000 Ene,86 S 0-22 090 -me 0 0.900 0100 t 5-23 Egislan ii 0,070 - 1.3w 0.070 1,504 O.T. Roslnt. FactorS of Sn4.Iy horn rioht tft) chain nonln, (II) In Marc? (YIN) B.nring L.nntl, (0) Man. 9oleo (bat) Mm. Booring 11=1) OK? O.T. Marc. (k-Ill 6.11,1. Morn. 1k-fl) Factor of Sarah, S from 1,01 (0) a hero no.0., (it) In Morn? (YIN) Blaring L.nolh (0) M.. Enaring (hal) Bin. Bosrino (hot) OK? 040410 0.50 0.00 V 13.0 1.03 1.03 GOOD 0.0 349.0 odeS. 8.50 0.00 V 13.0 1.03 1.03 0000 8.50 0.00 V 13.0 103 1.03 GOOD 0.0 348.0 ioto(o 0.50 0.00 V 13.0 1.03 1,53 0000 Inflita 6.50 000 V 13.0 1.03 1,03 0000 0.0 348.0 tirkin. 0.50 0.00 V 12.0 105 1.03 GOOD 1,011. 0-50 0.00 V 13.0 1.03 1103 GOOD 00 348.0 killnila 8,50 0.00 V 13.0 1.03 1.03 00013 1.1101. 6.50 0.00 V 13.0 1.05 1.03 GOOD 0.0 340.0 frfI10 6.50 000 V 13.0 1.03 1.03 GOOD 1.02 3.11 3.39 N 93 297 000 GOOD 181.3 348.0 1.02 3.11 3,36 N 0.3 2.87 000 GOOD 1.45 2,01 4.48 N 6.0 3.34 0.00 GOOD 181,3 263.0 1.40 201 4.48 N 0.0 3.34 0.00 0000 bird. 9.50 0.00 V 13.0 0.58 0.59 0000 I 00 1555 mlii6o 8.50 0,00 V 130 0.58 0.88 GOOD Prof Marc. Morn. flip,) (k-fl) (b-fl) -53.53 0.0 348.0 53.53 0.0 340.0 55.53 00 348.0 53.53 0.0 580.0 53.53 00 548.0 533 181.3 346.0 40.40 181.3 203.4 30.04 0.0 1955 Afevahun Sal Bo.riia nioanwe ilmnaand be 4.333 for Wild and Soiorur1.4.d. Legend: Notes: 0 = Dead Load Ev = 0 per IBC (alternate) and ASCE (basic) No loads possible on extensions - model extension past last load La Floor Live Load Overturning forces (W & E)x 075 for basic cases per ASCE 12.13.4 L, = Roof Use Load This spreadsheet considers both 6 and Was ASD E = Earthquake Load Uses lowest 01 controlling case from basic or alternate load cases for Slloar& Moment 5 = Snow Load Load I = first load from left after left extension -16 Co O.T. Morn. (k-ft)1k-It) OmIni. Morn. Poem, of S.ftty X (mom ,ialrt (ft) from cool., (II) In K.ro? (1414) B.ar1o9 L.nollr (It) me. 8* "g (ku) Mm. B..rloo (usE) 010? O.T. Morn. (k-fl) R.eel Morn, (k-fl) Factor of Safety 10 from Intl ((If .&M Ceol.r (11) 1 Korn? (YIN) Owing Length (Ii) Max, Bearing (tel) Mm. Doorina 111.1) 016? 0.0 11003.5 mOd. 27.44 .0.86 14 53,2 1.02 1.24 0000 5.0 10317.2 iniviso 25,73 0.00 14 53.2 1.24 1.02 0000 0.0 110030 Inlet. 77.44 '0,05 14 53,2 1.02 124 GOOD 0.0 103172 ilonll. 25.73 0.00 14 53,2 1.24 1.02 0000 0.0 12170.5 mfin'a. 20.42 .1.04 V 53.2 000 1.40 0000 0.0 10003.0 mfirdia 24.75 1.64 V 53.2 1.40 0.06 0000 0,0 11003.0 trans. 2144 '0.00 V 532 1.02 1.24 0000 0.0 10317.2 irlirS. 25.73 0.811 V 53,2 124 1.02 0000 09 118055 knfnin 20.10 .1.00 V 53.2 007 1.40 0000 0.0 10532.1 1,01,00 24.90 1.00 V 53.7 1.40 may 0000 0.0 11003.0 irlktto 27.44 -000 14 53.2 1.02 1.24 0000 0.0 103172 h.fmr0, 2573 0.06 14 0.0.2 124 1.02 GOOD 00 11003.0 111045 2744 .0.80 14 532 t02 154 0.000 00 103172 mOnk. 20.73 0.80 V 532 1.24 152 0000 5113.0 11003.9 2.15 14.09 11.00 N 44.1 2.70 000 0000 5113.0 10317.2 2.02 12.05 13.01 14 30.9 3.00 000 0000 0.0 11085.5 i."16 20,10 -100 V 632 0.97 1.40 0000 00 10532.1 vitiate 74.99 1.00 V 532 lAO 0.97 0000 00 110030 eRiC. 21.44 -0.90 14 037 1.02 1.24 0000 00 10317.2 i,Ino. 25.13 eae 14 63.2 1.24 1.02 0000 5534.0 11885.5 3.10 10.08 749 V 532 2,19 0.16 0000 3834.0 10532.1 2.75 15.00 10.70 N 471 205 0.00 0000 00 8803.1 .rOlt. 27.14 -0.00 V 532 001 0.74 GOOD 0.0 01003 mOnt. 25.73 000 V 53.2 0.74 0.01 0000 5113.0 0802.1 1.20 010 2040 O,i 10.0 3.06 0.00 0000 1 61130 e1ee.3 , 121 4,40 22.41 14 134 5.37 0.00 KG CAD 0000004A1 IONS 181.08 00 *50 Soslot: .rASCE7.let2.41&12.4,2.316200120C1005.3 ________________ - D 1 L a £ w also 10-8 1.000 .00.I19-e *1. 10001.000 10850010.10(.) "ion ia-istit 0.1, *0. 1.000 1.000 1000 1.000 E*onon.ia.11(8) uuilnnlO-lllbl 0*0751*0.151, +0751..'075S 1000 0.750 0.750 1,000 0.750 0.700 ho-son 10-1210 50g,j6,12fL D•W Q.0 7S.thn B 1.000 1.000 1.00 mon 10.13(n) Ea*.0on 10-1551 *13W 146-140-0 0' 0.751. + 0.751r + 0.7001 0 • 0.70. • 0.73S 0.75w .751*0.155 • 0.5025 rho tOGS 0.750 0,750 1.200 0.750 0.750 1.000 0,750 0.750 0.750 0.750 ll &SL....... o.:ftnr 10-I5 0D -W ' 0000 nwrtlanri0-i0 OD-0.75rhoE 0.000 0780 PTOT 400.00 400.00 425.50 400,00 421.03 420.00 400.99 400.98 421.03 40099 421.02 240.00 24080 WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks == GRADE BEAM DESIGN == LOCATION: Line 1-D July 2015 JOB NO: 15-014 5/25/2016 18:39:31 / OflJfT as' #Pfj SOIL: CONCRETE: Allowable Soil Bearing = 4000 pot (not Increased) Alkiwiltila increase w 1.333 (for latearall kstds in Alt Cues) Pc c 100 led phi = 0.75 (shear) fy 60 ksi pfii 0.9 (bending) boy 1.00 (1.00rl.3) blended factor 1.5 If = thickness - 4.0 in I d=_ 32.0 in FOOTING: Extension at left 5 It (to left of first load) SHEAR IN EXTENSION (not between columns): Extension at right = 5 ft max extension shear Vu = 212.9 klps Length = 53.17 fl phiVc = 210.4 kips (shear steel needed) distance from Slob 10 TOF = 1 It use rein steel exceptlon7(YIN) V ACI 11.5.6.1 exception (a) Thickness 3 It Shear Relnf. Size =# 3 0.11 in' Width 667 It nuniber0f shear sifted logs 2 Grade-Beam Volume = 1063.9 Cu. It, I Vs Reqd = 2.5 taps I Spacing = 1600 in Added DL Surcharge = 0.00 1Sf BENDING IN EXTENSION (not between columns): GB Concrete Weight = 3.00 kit (concrete = 150 pcI) max extension moment= 559.13 k-ft Soil Above Weight = 0.73 kit (Soil 110pc1) A5.. 8.54 h1 Total GB Weight = 3.74 klf a= 1.16 In As 3.95 012 Beta = 0.85 1.33xAs= 5.26 O1 DSAIOSHPO? N (YIN) 11008Ai.5J 075 rho balanced= 0.0160 41.07 (NOTE: For 1-story light-framed DSAIOSIIPD buridlnos, noose NOI ______ Longitudinal Bar = # 7 I 9 #7 bars required Alternate Load Combinations: GOOD Basic Load Combinations: NO GOOD (GOOD (other all basic or all alternate cases must work) I VERTICAL LOADS (All ASO): Dist Load -1 Dist Load -2 Load Load Loa Load Load Load Load Load Distaitcetol Distance to: 1 2 4 5 6 7 8 Startllr.If Endiklps Start End Dist from Load In 0.00 ft 43.1711 0.00 ft 43.17 ti 0.0011 0.01) It Dv 30.901. 15.90k 3.625 kit 156.49k 0.001. Lx 0.00k 0.00k 0.000 klf 0.00k 0.00k Lrx 20.60k 0.00k 0.160 1.11 6.91k 0.00k S° 000k 0.00k 0.000k1f 0.90k 0.00k E (+ Is up) v 0.00k 0.00k 0.00054 0.00k 0.001. W(+Iup) 0.00k 000k 0000ktf 0.001. 0.00k Level Height Above Slab (ft) Height Above Btm of FOg (ft) Seismic (taps) Seismic Moment (k-ft) Wind (taps) Wind Moment (k.ft) Roof 34.50 ft 38,50 135.00k 5313.0 0.00k 0.0 Third 19.00(1 2300 10.70k 246,1 0.001. 0.0 Second 13.5011 17.50 7140k 1258.3 0.001. 0.0 - 0.00 0.0 0.0 - 0.00 0.0 0.0 - ores no no #1500(5= 3 Momenta 6617.4 k-ft I Mom" 0.0 k-ft LOAD COMBINATIONS I ,20129 OUINATIONS tBo0.d on ASU ICIOOISCBCI005.3.2 0 1. 1. 5 E W ltianoiran Iflsr,on 14 l.171b1 5-llt.1 O*L'Lr Do.f.*S 1.000 1.000 1.000 1 1.909 i.eoo I00Oj_ 14 5-16 0 • L. I SW 1.000 1.000 I _ji IEnu4lorn 0. I-Ia 0 • (, • 0.55 • 1.W i.om 1.900 e.5e[ _j3Qn lEn*olbn 14 -20 -?O .t.S+o00W 1.099 1.000 1,000 me (-21 0*(..SrhoE oao ieee 1. 1000 FEnrrrjor, 0-22 000-rImE 000 I1__ 1"731- IFrao6or, ii 5-23 0.970-1,3W 0970 1,300 O.T. R.ol.L ltwbor of S.i.ly Xfrom iSolil (It) from ciolor fit) In Item? (YIN) Bearing Length (C) Max. BrIni ikofl Mi.. 0.oniori (kol) OK? O.T. - Mom. (k-C) R.olol. Mom. (k-fl) - Footer of S.F.I7 01mm loft (CI .0-on, tinter IC) In Kam? (YIN) 009,100 Leeoth (RI Mae. 880 Ito iltoll Min. 0rino (tel) OK? nOne. 28,42 .1.01 14 53,2 0.08 1,48 0000 00 10002.5 hiforilo 2475 1.54 0. 532 1.40 006 13000 1r0n01 27.44 .000 V 53,2 1.02 L24 GOOD 0.0 10317.2 yfoM. 25.73 000 14 532 124 LOS 0000 ideS. 21,44 -0,09 14 53.2 1.02 1.24 0000 00 10317.2 - irOnS. 20.73 0.60 14 52.2 1,24 1.02 0000 kn011. 21.44 .0.65 14 53,2 1.02 1.24 0000 0.0 10317.2 rnfrr4. 25.73 060 14 83.2 124 102 0000 11008. 27,44 '0.00 14 33.5 1.02 1.24 0000 00 10317.2 nina. 25.13 009 V 532 1,24 1.02 0000 1.61 1044 10.15 N 31.3 3.04 0.00 0000 0017.4 103172 141 0.73 17.00 N 28.2 4.59 0.00 0000 145 0.55 10.03 14 25.1 4,22 0,00 0000 0017.4 0305.4 1.30 054 1015 14 20.5 5.27 0.00 0000 110th., 27.44 -000 14 53.2 0.08 083 0000 00 0012.5 krlhroo 2373 089 1 53.5. 992 , 11611 0000 P701 Moor. Mom 9ioI (k-C) ti-Ill 42150 0.0 12170.5 400.99 0.0 11003,0 400.80 0.0 ¶1003.0 40000 0.0 11003.0 40000 0.0 110030 400.09 0017.4 11003.0 300.00 0517.4 0003.2 206.00 00 - 7372.4 A64rnbl, Sod 00 yvinroeenn ninanord bvl.333 for 0808and SeemS leedo Legend: Notes: 0 = Dead Load Ev = 0 per IBC (alternate) and ASCE (basic) No loads possible on extensions- model extension past last toad L Floor Live Load Overturning forces (W&E)xo.75 for basic cow per ASCE1213.4 L Roof Live Load This spreadsheet Considers both E and WasASD E = Earthquake Load Uses lowest of 01tnImshnfJ case from basic or alternate load cases for Shear & Moment S Snow Load Load 1= first toad from left slier left extension 0 ~Z' L x .674k/ft_____________ /(0 I Lk 4 A45 LLL1L :c/;q0ii 15k 299k 15.5k 50k Loads: LC 1, Distributed + ECC Rctns Wiseman + Rohy SK -1 MS Carlsbad Oaks May 26, 2016 at 2:49 PM 15-014 Bldg A Grid A-D Mezzanine Diaphragm (N-S).r2d Member Ml , LC 1: Distributed + ECC Rctns 22 7 61 -15.22 - v.0 Cz 90.4 114.8 131.2 147.6 164 Member Location (ft) (t.Gx GO WO,JP - V -. OR X It-lKxf,600 6215 (Acèj V4( 41 0.ie3a.3c . c5f (A!50) 'l.6 O?X5O'J(1,OCO 'V,v 1137-11J fO) Member Ml , LC 1: Distributed + ECC Rctns 23 139— 0 T I I I I I 15.2 -139 - -278- -417— C -556-- 0 695— I -834— -973— -1112 -- 1116.258 ________ -1251 -- ________ 0 16.4 32.8 49.2 65.6 82 98.4 114.8 131.2 147.6 164 Member Location (ft) a it eMFI) 4s/r4T •ypil// 0 S.-., ey ~Lx -.674k/ft 4 ________ -L Ilk 22.6k 13.1k 63.6k Loads: LC 2, Distributed - ECC Rctns Wiseman + Rohy SK-2 MS Carlsbad Oaks May 26, 2016 at 2:49 PM 15-014 Bldg A Grid A-D Mezzanine Diaphragm (N-S).r2d \ _1 Member Ml , LC 2: Distributed - ECC Rctns 8.8 7.591 -82- -17.6 - -26.4- 0 17014 - _________ _________ _________ _________ _________ __ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -63.75' -79.2 0 16.4 32.8 49.2 65.6 82 98.4 114.8 131.2 147.6 164 Member Location (ft) 1d 3GF c& l'(=;. e'Th : ,,09o,c(Asa) Y3/--2 All (n Member Ml , LC 2: Distributed - ECC Rctns 1701 - I I F I 24.1 -170 - - .340 - -510 - C -680 - -850 - -1020 - -1190 -1360 - 11354.604 -1530 - ____________________________________________ _ _ _ _ 0 16.4 32.8 49.2 65.6 82 98.4 114.8 131.2 147.6 164 Member Location (ft) A K/ C) 7 lix -5.12k/ft______________ (p \4/WAi4JALdALJAA1A1ALUJ\1AL AAA 1AItd4 A\j2 75.8k 63.9k 81.2k Loads: LC 1, Distributed + ECC Rctns Wiseman + Rohy SK -1 MS Carlsbad Oaks May 26, 2016 at 2:56 PM 15-014 - Bldg A Grid A-F Mezzanine Diaphragm (E-W).r2d Member Ml , LC 1: Distributed + ECC Rctns 77.2 75.669 57.9 38.6 . -38.6 -C Cl) -57.9 -77.2 -96.5 -115.8 0 4.317 8.634 12.951 17.268 21.585 25.902 30.219 34.536 38.853 43.17 Member Location (ft) 14 (5xf1oc) = 1) (qO W"I (AA) 456 i%AP ptr = M Member Ml , LC 1: Distributed + ECC Rctns 0 0 -74.3-- - -148.6 - -222.9 . -297.2 - -371.5 E -445A 0 -520.1 -594.4— -- -602.398 -668.7 -743 o 4.317 8.634 12.951 17.268 21.585 25.902 30.219 34.536 38.853 43.17 Member Location (ft) 60S IA K !cdL ,4s,rc Xon 60) . Q,OO, CD -5.12k/ft ( I] 77.9k 79.1k Loads: LC 2, Distributed - ECC Rctns Wiseman + Rohy SK-2 MS Carlsbad Oaks May 26, 2016 at 2:56 PM 0 15-014 - Bldg A Grid AF Mezzanine Diaphragm (EW).r2d( Member Ml LC 2: Distributed - ECC Rctns 96.5 77.2- /7.832 579-- 38.6 - 0 ______ ______ ______ -'-.-- - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ U. v -19.3- Cl) -38.6- -57.9- -77.2 - -79.299 -96.5 - --r -_______ _________ _________ _______ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 0 4.317 8.634 12.951 17.268 21.585 25.902 30.219 34.536 38.853 43.17 Member Location (ft) +ccc civiiç Member Mi, LC 2: Distributed - ECC Rctns _74.3 i - -- -148.6---- - .222.9 - -297.2 - -371.5— E - -445.8 - 0 -520.1--- -594.4 -602.535 -668.7 - __________ __________ _______________________________ -743 - _________ _________ _________ ____________________ _ _ _ _ _ _ _ _ 0 4.317 8.634 12.951 17.268 21.585 25.902 30.219 34.536 38.853 43.17 Member Location (ft) C,, 1%3 250 WISEMAN + ROHY 33UCTURAL ENGINEERS 1 t . .. BY_,MS DATE ______ PROJECT . . SHEET NO. OF ' JOB NO. Ic IiIJrIL 7)) 1 I I L WISEMAN+IROHY STRUCTURAL ENGINEERS By TE PROJECT -- - H 251 . 34 SHEET NO. _________ OF V - JOB NO. f-oi V PZPwr VJY/s WISEMAN+ROHY Structural Engineers PROJECT: Carlsbad Oaks RIGID DIAPHRAGM ANALYSIS == LOCATION: Bldg A.1-Ftol-H-No Interior walls Aug 2005 JOB NO: 15-014 8/18/2015 1:14 PM Note: Rotational forces will be added and subtracted to translational forces (as appropriate) Eccentricity is positive If COM is below COR Force 67.5k E Rd'= 269591 (FT* due to left-fight (X) force) Left-Right (X) Force & Walls! Frames: (FT, due to up-down (Y) force) Up-Down (Y) Force & Walls I Frames: COM = 18 ft ) = 100.2 COME = 50 it R,= 103.2 V Length = 3611 Z yR = 995 X Length = 100 ft xR = 5160 V Eccentricity +50k = -9.9 ft Cori, = 9.9 it X Eccentricity +50/6 = 5.0 ft CORA = 50.0 It V Eccentricity -50/a = -6.3 ft X Eccentricity -50/6 = -S.D it T +50% = -666 ft*Ic £ Rd = 11591 T +5% = 338 ftk £ R,4.a = 258000 T -5% = 423 ftk T -5% = -338 ft*k LINE y R yR dv Rdy Rdy2 F5 Fr14t Fr,0 F 1 FTOT LINE X R XR d Rd. Rd F5 F.1 FT, FYOT 1-3 0 54.1 0 99 537 5333 36.4 -1.3 -0.8 0.7 35.6 1-F 0 51.6 0 50.0 2580 129000 33.8 32 -3.2-6A 37.0 14 21.56 46.1 994.838 -11.7 -537 6258 31.1 1.3 0.8 -0.7 32.4 1-I-I 100 51.6 5160 -50.0 -2580 129000 33:8 -3.2 3.2 6.4 37.0 (*,leh=d (\.l T;I .r..:IJ:__ r._•- .-•--. .-. ...... .......... WISEMAN + ROHY 253 36 STRUCTURAL ENGINEERS . . . . -.--------- lgho& BY____ DATE _ PROJECT SHEET NO _______ OF ZrA JOB NO. = - oFA), 1 cM (A - ..................................................................................................................... 0~00 Ilk _..: : , Q 1il1 i . ... .. . BY /911;DATE _______ PROJECT WISEMAN + ROW STRUCTURAL ENdINEERS I $ I 7 A8V. FOUNP. FLOOR Jo q J Tyr. TYF. boo \ 1.0 A EOD 66 Jf 2 t ff *x31 131 C1 ' 131 Is QiJi 3 1Tj HSS bx6xl/4 4P 40- tj6X6x1 N,—_ -L \ Y41C14.. 14 \H55bx8x1/4 / 15 12 5 10 IT 31.2 512 1. P&O l.0 \ 3 2 2 1/2W LT. AT CONC.. TOPPING O/ER 3 206A AS DECK PER rlt IN 51.1 (SEE NOTE () FOP. PECK ATTACHMENT) - Ml to bs3 J8't '.1 DO F Gravity Beam Design b.3 ( -39 RAM Steel 15.00.00.000 RAMSliuctur.ISystem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 20 16.05.24 06/01/16 08:34:5 %i3enttey-Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 172 SPAN INFORMATION (ft): I-End (5.67,43.16) J-End (25.00,43.16) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 19.33 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete pcf 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Forrnlok VERCO W3 Fonniok beff(in) = 34.99 Y bar(in) = Mnf(kip-ft) = 263.43 Mn (kip-ft) = 211.12 C (kips) = .88.41 PNA (in) = 10.69 Jeff (in4) = 37 Itr (in4) = Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = 0.75 # of studs: Full = 50 Partial = 14 Actual = 20 Number of Stud Rows = 1 Percent of Full Composite Action = 39.63 POINT LOADS kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 4.330 3.22 2.62 4.29 00 0.00 0.00 0.0 0.00 0.0 1.29 14.330 3.41 2.78 4.56 0.0 0.00 0.00 0.0 0.00 0.0 1.37 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.018 0.015 0.025 0.0% Red 0.008 0.000 19.330 0.018 0.015 .0.025 0.008 0.000 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 19.330 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 14.42 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 20.4 13.2 10.0 1.02 090 80.83 mit DL I .4DL 20.4 13.2 --- Max+ 1.2DL+1.6LL 68,3 14.3 0.90 190.01 ) Controlling 1.2DL+1.6LL (T3 14.3 0.90 REACTIONS (kips): Left Right Initial reaction 3. 3.00 DL reaction 3.77 3.64 Gravity Beam Design 10 RAM Steel 15.00.00.000 40 Page 2/: RAM Strumml DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 20 16.05.24 06/01/16 08:34:5 Bent(ey Building Code: IBC Steel Code: AISC 360-10 LRFI Left Right Max +LL reaction 6.18 5.97 Max +total reaction (factored) 1 .42 13.92 DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) () at 9.76 ft = -0.182 LID = 1272 at 9.76 ft = -0.159 LID = 1463 at 9.76 ft = -0.176 L/D = 1321 at 9.7.6 ft = -0.358 LID = 648 Gravity Beam Design U 41 RAM Steel 15.00.00.000 RAMSkuclweIS:am DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5 ( ) leflteu Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 282 SPAN INFORMATION (ft): I-End (25.00,43.16) J-End (5033,43.16) Beam Size (User Selected) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 25.33 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Fomilok VERCO W3 Formlok beff(in) = 43.99 Y bar(in) = Mnf(kip-fi) = 349.75 Mn (kip-ft) = 329.57 C (kips) = 212.1.2- PNA (in) = 15.39 Jeff (in4) = iL) Itr (in4) = (]94.59.) Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = 0.75 # of studs: Full = 40 Partial = 10 Actual 30 Number of Stud Rows = 1 Percent of Full Composite Action = 75.66 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 5.000 3.41 2.78 4.56 0.0 0.00 0.00 0.0 0.00 0.0 1.37 15.000 3.47 2.82 4.64 0.0 0.00 0.00 0.0 0.00 0.0 1.39 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.018 0.015 0.025 0.0% Red 0.008 0.000 25.330 0.018 0.015 0.025 0.008 0.000 2 0.000 0.026 0.026 0.000 --- NonR 0.000 0.000 25.330 0.026 0.026 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 17.88 kips 0.90Vn = 105.97 kips MOMENTS (Ultimate): Span Cond LoadCornbo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ i.4DL 36.5 15.0 10.0 1.11 0.90 123.40 lnitDL 1.4DL 36.5 15.0 Max + 1.2DL+1.6LL 120.4 15.0 0.90 296.61 ( ) Controlling 1.2DL+l .6LL 15.0 --- --- 0.90 REACTIONS (kips): Left Right Initial reaction 3.89 2.73 DL reaction 3.29 Gravity Beam Design 42 IN RAM Steel 15.00.00.000 Page 2/ RAM Snt.1 DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 20 16.05.24 06/01/16 08:34:5' ( ) (eenttey Building Code: IBC Steel Code: AISC 360-10 LRF[ Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left Right 5.16 17.88 12.20 at 12.54 ft = -0.328 LID = 927 at 12.54 ft = -0.237 LID = 1284 at 12.54±1 = -0.262 L/D = 1159 at 12.54±1 = -0.590 LID = 515 Gravity Beam Design L3 U 43 RAM Steel 15.00.00.000 nsvrais DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5 ( ) Benttey Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 319 SPAN INFORMATION (ft): 1-End (50.33,43.16) J-End (55.33,43.16) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Bearn Length (ft) = 5.00 Mp(kip-ft) = 13 8.3 3 POINT LOADS kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL 2.170 0.40 0.49 0.0 0.00 0.00 0.0 0.00 0.0 0.15 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.018 0.025 0.0% Red 0.008 5.000 0.018 0.025 0.008 2 0.000 0.022 0.000 --- NonR 0.000 5.000 0.022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.09 kips 1.O0Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 2.1 2.2 2.8 1.58 0.90 124.50 Controlling 1.2DL+1.6LL 2.1 2.2 2.8 1.58 0.90 124.50 REACTIONS (kips): Left Right DL reaction 0.3 0.27 Max +LL reaction 0.44 0.36 Max +total reaction (factored) 1.09 0.90 DEFLECTIONS: Dead load (in) at 2.42 ft = -0.000 Live load (in) at 2.42 ft = -0.001 Net Total load (in) at 2.42 ft = -0.001 U Gravity Beam Design 44 RAM Steel 15.00.00.000 tj ,irilSystem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5' BentLey Building Code: IBC Steel Code: AISC 360-10 LRFt Floor Type: Mezz Beam Number = 320 SPAN INFORMATION (ft): I-End (67.33,43.16) J-End (82.58,43.16) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (11) = 15.25 COMPOSITE PROPERTIES (Not Shored): Left. Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcI) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Formiok VERCO W3 Formilok beff(in) = 28.88 Y bar(in) = Mnf(kip-ft) 248.85 Mn (kip-ft) = 198.84 C (kips) = 70.73 PNA (in) = 9.93 Jeff (in4) = ~429.2s Itr (in4) = Stud length (in) = 43t1 Stud diarn (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = 0.75 # of studs: Full = 36 Partial = 10 Actual = 15 ' I Number of Stud Rows = 1 Percent of Full Composite Action = 38.42 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 1.500 3.75 3.05 4.99 1.3 0.00 0.00 0.0 0.00 0.0 1.50 10.750 3.75 3.05 4.99 1.3 0.00 0.00 0.0 0.00 0.0 1.50 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.018 0.015 0.025 1.3% Red 0.008 0.000 15.250 0.018 0.015 0.025 0.008 0.000 2 0.000 0.022 0.022 0.000 --•- NonR 0.000 0.000 15.250 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 18.44 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 16.7 10.7 9.3 1.22 0.90 103.34 InitDL 1.4DL 16.7 10.7 Max+ 1.2DL+1.6LL 55.8 10.7 0.90 1U-95 Controlling 1.2DL+1.6LL 10.7 --- --- 0.90 ~.95 REACTIONS (kips): Left Right Initial reaction 3.9 2.73 DL reaction 4.79 3.32 U Gravity Beam Design 45 RAM Steel 15.00.00.000 Page 2t DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5 Jeenttey. Building Code: IBC Steel Code: AISC 360-10 LRF[ Right Max +LL reaction 7.93 5.41 Max +total reaction (factored) 18.44 12.63 DEFLECTIONS: Initial load (in) at 7.93 ft = -0.080 LID = 2280 Live load (in) at 7.93 ft = -0.074 L/D = 2472 Post Comp load (in) at 7.93 ft = -0.082 LID = 2229 Net Total load (in) at 7.93 ft = -0.162 LID = 1127 () hp-ft ft 1.4DL 27.9 14.0 l.4DL 27.9 14.0 1.2DL+1.6LL 92.9 14.0 1.2DL+1.6LL Q!! Center Precnip+ mit DL Max + ( Controlling - REACTIONS (kips): ft 9.3 1.04 U Gravily Beam Design b B RAM Steel 15.00.00.000 46 MM.nielwaISysIem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5L t ) !jBenttey Building Code: IBC Steel Code: AISC 360-10 LRFE Floor Type: Mezz Beam Number = 169 SPAN INFORMATION (ft): I-End (82.58,43.16) J-End (103.16,43.16) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 20.58 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Fomilok VERCO W3 Formiok beff(in) = 36.87 Ybar(in) = Mnfkip-fl = 267.84 Mn (kip-ft) 230.78 C kips = 123.78 PNA (in) = 12.23 leff (in4) = ltr (in4) = Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = 0.75 # of studs: Full = 43 Partial = 12 Actual = 21 ( Number of Stud Rows = 1 Percent of Full Composite Action = 49.50 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 4.750 3.75 3.05 4.99 1.8 0.00 0.00 0.0 0.00 14.000 3.75 3.05 4.99 1.8 0.00 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL 1 0.000 0.018 0.015 0.025 1.8% Red 0.008 20.580 0.018 0.015 0.025 0.008 2 0.000 0.022 0.022 0.000 --- NouR 0.000 20.580 0.022 0.022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 17.07 kips 1;00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Left Right Initial reaction 3.70 3.16 DL reaction 3.83 0.0 1.50 0.0 1.50 CLL 0.000 0.000 0.000 0.000 Phi Phi*IvIn kip-ft 0.90 88.44 0.90 207.70 0.90 Gravity Beam Design U 47 RAM Steel 15.00.00.000 Page 21 DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5' ( ) Jeenttey Building Code: IBC Steel Code: ATSC 360-10 LRF[ Le Right Max +LLreaction 7.3 6.16 Max +total reaction (factored) 17.07 14.45 DEFLECTIONS: Initial load (in) at 10.29 ft = -0.270 LID = 916 Live load (in) at 10.29 ft = -0.211 L/D = 1171 Post Comp load (in) at 10.29 ft = -0.234 L/D = 1056 Net Total load (in) at 10.29 ft = -0.503 LID = 491 () Beam Design U Gravily 48 RAM Steel 15.00.00.000 RAM Structural Splim DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:54 ( eenttey Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Mezz Beam Number = 286 SPAN INFORMATION (ft): I-End (114.83,43.16) J-End (137.83,43.16) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 23.00 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Forrnlok VERCO W3 Formiok beff(in) = 40.50 Y bar(in) = (1C) Mnf(kip-ft) 276.33 Mn (kip-ft) = 251.92 C (kips) = 176.83 PNA (in) = 13.40 leff (in4) = Itr (in4) = Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = :075 # of studs: Full = 35 Partial = 9 Actual =23 Number of Stud Rows = 1 Percent of Full Composite Action = 67.29 POINT LOADS kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 9.900 4.00 3.25 5.34 4.3 0.00 0.00 0.0 0.00 0.0 1.60 19.800 4.00 3.25 5.34 4.3 0.00 0.00 0.0 0.00 0.0 1.60 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.018 0.015 0.025 4.3% Red 0.008 0.000 23.000 0.018 0.015 0.025 0.008 0.000 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 23.000 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 21.21 kips I.O0Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCornbo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ l.4DL 35.3 9.9 9.9 1.18 0.90 94.78 InitDL 1.4DL 35.3 9.9 Max + 1.2DL+1.6LL 115.5 9.9 --- --- 0.90 226.73 ) Controlling 1.2DL+1.6LL c1i5 9.9 --- --- 0.90 (3 REACTIONS (kips): Left Right Initial reaction 2.73 4.62 DL reaction 3.30 Gravity Beam Design 49 RAM Steel 15.00.00.000 Page 2/. - PAM Structural SIIn DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5. ) eenttey Building Code: IBC Steel Code: AISC 360-10 LRFI Left 5.12 Right 9.03 12.16 21.21 at 11.50 ft = -0.380 L/D = 726 at 11.50 ft = -0.260 L/D = 1060 at 11.50 ft = -0.290 L/D = 953 at 11.50 ft = -0.670 L/D = 412 Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) C) (-) U Gravity Beam Design 50 RAM Steel 15.00.00.000 RAMSIiclwiI$ystem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5 !eenttey Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 287 SPAN INFORMATION (ft): I-End (137.83,43.16) J-End (164.33,43.16) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 26.50 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 115.00 115.00 fc ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Fonnlok VERCO W3 Formiok beff (in) = 45.75 Y bar(in) = Mnf(lcip-ft) = 288.44 Mn (kip-ft) = 253.37 C (kips) = 176.83 PNA (in) = 13.40 Jeff (in4) = Jtr (in4) = Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = 0.75 ( ' # of studs: Full = 45 Partial = 13 Actual = 26 Number of Stud Rows = 1 Percent of Full Composite Action = 57.85 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 6.700 4.00 3.25 5.34 4.6 0.00 0.00 0.0 0.00 16.600 4.00 3.25 5.34 4.6 0.00 0.00 0.0 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL 1 0.000 0.018 0.015 0.025 4.6% Red 0.008 26.500 0.018 0.015 0.025 0.008 2 0.000 0.022 0.022 0.000 --- NonR 0.000 26.500 0.022 0.022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 18.70 kips l.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Center PreCmp+ lnitDL Max + ( ) Controlling REACTIONS (kips): Initial reaction DL reaction kip-ft ft 1.4DL 43.8 16.6 1.4DL 43.8 16.6 1.2DL+1.6LL 143.2 16.6 1.2DL+1.6LL 16.6 Left Right 4.13 3.35 5.02 4.05 ft 9.9 1.05 0.0 1.60 0.0 1.60 CLL 0.000 0.000 0.000 0.000 Phi Phi*Mn hp-ft 0.90 83.96 0.90 228.03 0.90 228.03 51 U Gravity Beam Design RAM Steel 15.00.00.000 Page 2t RMSIrucIwaISy1tvn DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5' %-Benttey-Building Code: IBC Steel Code: AISC 360-10 LRFL Right Max +LL reaction 7.93 6.31 Max +total reaction (factored) 18.70 14.96 DEFLECTIONS: Initial load (in) at 13.12 ft = -0.677 LID = 470 Live load (in) at 13.12 ft = -0.465 L/D = 684 Post Comp load (in) at 13.12 ft = -0.517 L/D = 615 Net Total load (in) at 13.12 ft = -1.194 LID = 266 U Beam Design U Gravity 52 RAM Steel 15.00.00.000 DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:51 %143enttey-Building Code: IBC Steel Code: AISC 360-10 LRFD Floor Type: Mezz Beam Number = 324 SPAN INFORMATION (ft): I-End (52.50,4.67) J-End (52.50,21.58) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Bearn Length (ft) = 16.91 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf 115.00 115.00 f (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Foimlok VERCO W3 Formiok beff(in) 38.39 Ybar(in) = Mnf(kip-ft) = 271.39 Mn (kip-ft) = 237.29 C (kips) = 137.84 PNA (in) = 12.84 Ieff(in4) = Itr (in4) = 628.21 Stud length (in) = 4.50 Stud diam (in) = .75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 16 Partial = 8 Actual = 16 Number of Stud Rows = 1 Percent of Full Composite Action = 56.32 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.167 0.134 0.231 0.0% Red 0.069 0.000 16.910 0.167 0.134 0.231 0069 0.000 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 16.910 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 5.98 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond. LoadCornbo Mu @ Lb Cb Phi P*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 7.8 8.5 0.0 1.00 0.90 124.50 InitDL 1.4DL 7.8 8.5 --- Max+ 1.2DL+1.6LL 25.3 8.5 --- 0.90 213.56 Controlling 1.2DL+1.6LL 8.5 --- --- 0.90 REACTIONS (kips): Left Right Initial reaction 1.32 1.32 DL reaction 1.59 1.59 ( Max +LL reaction C-214') 2.54 Max +total reaction (factored)__57.99' 5.98 DEFLECTIONS: Initial load (in) at 8.46 ft = -0.050 L/D = 4075 Live load (in) at 8.46 ft = -0.037 L/D = 5545 53 U Gravity Beam Design RAM Steel 15.00.00.000 Page 2/ RAMSlructur!ISyslem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.0524 06/01/16 08:34:9 ( ) !iBentLei Building Code: IBC Steel Code: AISC 360-10 LRFL Post Comp load (in) at 8.46 ft = -0.041 L/D = 5006 Net Total load (in) at 8.46 ft = -0.090 LID = 2246 - 54 U Gravity Beam Design RAM Steel 15.00.00.000 MMStmtwISy:em DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5 ( ) eenney Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 322 SPAN INFORMATION ft: I-End (52.50,21.58) J-End (52.50,26.96) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length ( = 5.38 Mp(kip-ft) = 138.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.167 0.231 0.00/0 Red 0.069 5.380 0.167 0.231 0.069 2 0.000 0.022 0.000 --- NonR 0.000 5.380 0.022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.90 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCornbo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft hp-ft Center Max + 1.2DL+1.6LL 2.6 2.7 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 2.6 2.7 0.0 1.00 0.90 124.50 REACTIONS (kips): Left Right DL reaction 0.51 0.51 Max +LL reaction 0.81 0.81 Max +total reaction (factored) 1.90 1.90 DEFLECTIONS: Dead load (in) at 2.69 ft = -0.001 Live load (in) at 2.69 ft = -0.001 Net Total load (in) at 2.69 ft = -0.002 L/D = 40403 Gravity Beam Design b& to 55 RAM Steel 15.00.00.000 RAMSttticlurilSystem DataBase: Carlsbad Oaks- Building A - Mezzanine changes 2016.05.24 06/01/16 08:34:5' BentLey Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 321 SPAN INFORMATION (ft).: I-End (52.50,38.96) J-End (52.50,43.16) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi Total Beam Length (ft) = 4.20 Mpkip-ft) = 138.33 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.167 0.231 0.0% Red 0.069 4.200 0.167 0.231 0.069 2 0.000 0.022 0.000 --- NonR 0.000 4.200 0.022 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 1.49 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate: Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max + 1.2DL+1.6LL 1.6 2.1 0.0 1.00 0.90 124.50 Controlling 1.2DL+1.6LL 1.6 2.1 0.0 1.00 0.90 124.50 ( ) REACTIONS (kips): Left Right DL reaction 0 0.40 Max +LL reaction 0.6 0.63 Max +total reaction (factored) 1.49 1.49 DEFLECTIONS: Dead load (in) at 2.10 ft = -0.000 Live load (in) at 2.10 ft = -0.000 Net Total load (in) at 2.10 ft = -0.001 Gravity Beam Design 56 RAM Steel 15.00.00.000 - - DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01116 08:34:9 ( ) !eentey. Building Code: IBC Steel Code: AISC 360-10 LRFL Floor Type: Mezz Beam Number = 167 SPAN INFORMATION (ft): I-End (114.83,-0.00) J-End (114.83,21.58) Beam Size (User Selected) = Wl4X22 Fy = 50.0 ksi Total Beam Length (ft) = 21.58 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pc 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formiok VERCO W3 Formiok beff(in) = 64.74 Y bar(in) = Mnf kip- = 307.39 Mn kip-fl) = 211.28 C (kips) = 86.15 PNA (in) = 10.60 Jeff (in4) = Itr (in4) = Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 21 Partial = 10 Actual = 11 ) Number of Stud Rows = 1 Percent of Full Composite Action = 26.55 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.340 0.274 0.473 0.7% Red 0.142 0.000 21.580 0.340 0.274 0.473 0.142 0.000 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 21.580 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 15.24 kips i.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond. LoadCombo Mu @ Lb Cb Phi hp-fl ft ft Center PreCrnp+ 1.4DL 24.1 10.8 0.0 1.00 0.90 mit DL 1.4DL 24.1 10.8 Max+ 1.2DL+1.6LL 82.2 10.8 --- --- 0.90 Controlling l.2DL+1.6LL 10.8 --- --- 0.90 REACTIONS (kips): Left Right Initial reaction 3.20 3.20 DL reaction 52MR3.91 Max +LL reaction 6.59 6.59 Max +total reaction (factored) 15.24 15.24 DEFLECTIONS: Initial load (in) at 10.79 ft = 4250 LID = 1034 Live load (in) at 10.79 ft = -0.217 L/D = 1192 Phi*Mn hp-fl 124.50 190.15 57 U Gravity Beam Design RAM Steel 15.00.00.000 Page 2/. UMSUucwrISyn DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5. ( ) 8entLey Building Code: IBC Steel Code: AISC 360-10 LRFI Post Comp load (in) at 10.79 ft = -0.241 L/D = 1076 Net Total load (in) at 10.79 ft = -0.491 L/D = 527 (:') Gravity Beam Design 58 RAM Steel 15.00.00.000 RAMSIwcturiSrstem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05 .24 06/01/16 08:34:5 ( ) {Bentley Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 166 SPAN INFORMATION (ft): I-End (1.14.83,21.58) J-End (114.83,31.49) Beam Size (User Selected) = W14X22 Fy = 50.0 ksi TotalBeam Length (ft) = 9.91 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete pcO 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formiok VERCO W3 Fomilok beff(in) = 29.73 Ybar(in) = Mnf(kip-ft) = 250.90 Mn (kip-ft) = 197.65 C (kips) = Jeff (in4) = 68.921. PNA (in) = 426.54 Itr (in4) = 576.33 Stud length (in) = 4.50 Stud diam. (in) 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 9 Partial =6 Actual =9 Number of Stud Rows = 1 Percent of Full Composite Action = 36.36 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type P.artL CLL 1 0.000 0.340 0.274 0.473 0.0% Red 0.142 0.000 9.910 0.340 0.274 0.473 0.142 0.000 2 0.000 0.022 0.022 0.000 --- NonR 0.000 0.000 9.910 0.022 0.022 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.02 kips 1.00Vn = 94.53 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center PreCmp+ 1.4DL 5.1 5.0 0.0 1.00 0.90 124.50 InitDL 1.4DL 5.1 5.0 Max+ 1.2DL+1.6LL 17.4 5.0 --- --- 0.90 177.89 Controlling 1.2DL+1.6LL 5.0 --- --- 0.90 REACTIONS kips): Left Right Initial reaction 1.47 1.47 DL reaction Q1.7 1.79 ( ) Max +LL reaction 3.04 3.04 Max +total reaction (factored) 7.02 7.02 DEFLECTIONS: Initial load (in) at 4.96 ft = -0.011 L/D = 10679 Live load (in) at 4.96 ft = -0.011 L/D = 11035 59 U Gravity Beam Design RAM Steel 15.00.00.000 Page 2/ RAMStrutwaISy5iem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/01/16 08:34:5 ( ) eentey. Building Code: IBC Steel Code: AISC 360-10 LRF[ Post Comp load (in) at 4.96 ft = -0.012 LID = 9963 Net Total load (in) at 4.96 ft = -0.023 LID = 5154 Gravity Beam Design L8 is 60 RAM Steel 15.00,00.000 RAM HUWIISy DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 07:36:2 ( [Benttey. Building Code: IBC Steel Code: AISC 360-10 LRFL Floor Type: Mezz Beam Number = 366 SPAN INFORMATION ft: I-End (4.67,24.91) J-End (4.67,40.66) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 15.75 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcI) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Fonniok VERCO W3 Formiok beff(in) = 47.25 Ybar(in) =12.95 Mnf(kip-fi) = 183.51 Mn (kip-ft) = 127.02 Cikips = 68.92 PNA(in) = 9.40 Jeff (in4) = Itr (in4) = Stud length (in) = 4.50 Stud diarn (in) = 0.75 Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 15 Partial =9 Actual =9 ( ) Number of Stud Rows = 1 Percent of Full Composite Action = 32.86 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 15.250 0.03 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL 1 0.000 0.180 0.145 0.250 0.0% Red 0.075 15.750 0.180 0.145 0.250 0.075 2 0.000 0.014 0.014 0.000 --- NonR 0.000 15.750 0.014 0.014 0.000 0.000 3 15.250 0.045 0.000 0.053 0.0% Roof 0.000 15.750 0.045 0.000 0.053 0.000 4 15.250 2.333 0.000 0.000 --- NonR 0.000 15.750 2.333 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 7.41 kips 0.90 Vu. = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCornbo Mu @ Lb Cb kip-ft ft ft Center PreCnip+ I .4DL 6.9 7.9 0.0 1.00 lnitDL 1.4DL 6.9 7.9 Max+ 1.2DL+1.6LL 23.5 7.9 Controlling 1.2DL+1.6LL 7.9 CLL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Phi Phi*Mn kip-ft 0.90 65.25 0.90 114.32 0.90 -1 _14_52) (I:) Gravity Beam Design 61 IN RAM Steel 15.00.00.000 Page 2/: RAM StucIuratSystem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 07:36:2: lBentLeY Building Code: IBC Steel Code: AISC 360-10 LRFI REACTIONS (kips): Left Right Initial reaction DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) 1.25 1.25 1.55 2.56 ::I-i:_) 5.95 7.41 at 7.87 ft = -0.086 L/D = 2204 at 7.87 ft = -0.059 L/D = 3192 at 7.87 ft = -0.067 L/D = 2834 at 7.87 ft = -0.152 L/D = 1240 0 U Gravily Beam Design 62 RAM Steel 15.00.00.000 - RAMbucturaIS:em DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 07:36:3 BentLey Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 334 SPAN INFORMATION (ft): 1-End (137.83,2 1.58) J-End (164.33,21.58) Beam Size (User Selected) = W16X3 I Fy = 50.0 ksi Total Beam Length (ft) = 26.50 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pcf) 115.00 115.00 f'c(ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Formiok VERCO W3 Formiok beff(in) = 79.50 Ybar(in) = Mnf(kip-ft) = 468.83 Mn (kip-ft) 370.04 C(kips) = 176.83 PNA(in) = 14.38 leff (in4) = () Itr (in4) = cI.5) Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = 0.75 # of studs: Full = 70 Partial = 18 Actual = 26 ( ) Number of Stud Rows = 1 Percent of Full Composite Action = 36.96 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 6.700 4.00 3.25 5.34 23.7 0.00 0.00 0.0 0.00 6.700 4.00 3.25 5.34 23.7 0.00 0.00 0.0 0.00 16.600 4.00 3.25 5.34 23.7 0.00 0.00 0.0 0.00 16.600 4.00 3.25 5.34 23.7 0.00 0.00 0.0 0.00 LINE LOADS (k/ft: Load Dist DL CDL LL Red% Type PartL 1 0.000 0.031 0.031 0.000 --- NonR 0.000 26.500 0.031 0.031 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 31.61 kips 1.00Vn = 131.18 kips MOMENTS (Ultimate): Span Cond LoadCornbo Mu @ Lb Cb Center PreCmp+ mit DL Max + Controlling REACTIONS (kips): Initial reaction DL reaction hp-ft ft 1.4DL 82.8 16.6 l.4DL 82.8 16.6 1.2DL+1.6LL 16.6 1.2DL+1.6LL 244.7 16.6 Left Right 7.7Q.6.13 9.37 7.44 ft 9.9 1.05 oil 1.60 1.60 1.60 1.60 CLL 0.000 0.000 Phi p*Mi kip-ft 0.90 151.69 0.90 0.90 333.04 C) U Gravily Beam Design 63 RAM Steel 15.00.00.000 Page 2/. RAMSmckjr&System DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 07:36:3 !IBenttey Building Code: IBC Steel Code: AISC 360-10 LRFI Le Right Max +LL reaction 12. 9.98 Max +total reaction (factored) 31.61 24.91 DEFLECTIONS: Initial load (in) at :13.12 ft = -0.675 L/D = 471 Live load (in) at 13.12 ft = -0.463 L/D = 686 Post Comp load (in) at 13.12 ft = -0.524 LID = 606 Net Total load (in) at 13.12 ft = -1.199 L/D = 265 C) \ Left Deck Label \ W3 Concrete thickness 'i.n) 2.50 Unit weight concrete'cf) 115.00 fc (ksi) \ 3.00 Decking Orientation \ parallel Decking type \ VERCO W3 Formiok VERCO W3 h.ffflrii = \ F0Ufl Vhcirfln' = I Mnf(kip-ft) = \458.20 Mn kip-ft) C(kips) = 1V6.83 PNA(in) Jeff (in4) = 882 Itr (in4) Stud length (in) = 43'Q Stud diam (in) Stud Capacity (kips) Qn = 17.7 Rg' 1.00 Rp = 0.75 # of studs: Full = 58 Partial = 16\ Actual = 23 / Number of Stud Rows = 1 Percent of Full omposite fioi POINT LOADS (kips): \ / Dist DL CDL RedLL Red% NoiiRL\StorLL = 39.49 Red% RoofLL Red% PartL Right 5.5" 2.5ft% 11O Z 15.17 369.06 14.38 1186.67 0.75 Gravity Beam Design JD5 G RAM Steel 15.00.00.000 64 DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 07:36:39 ntLev Building Code: IBC Steel Code: AISC 360-10 LRFD Floo1pe: Mezz Beam Number = 333 SPAN IRORMATION (ft): I-End (114.83,21.58) J-End (137.83,21.58) Beam S'1e (User Selected) = W16X3 1 Total Beai\Length (fi = 23.00 COMPOSITE P'OPERTIES (Not Shored): Fy = 50.0 ksi 23.7 0,00 00 0.0 0.00 0.0 1.60 23. 7/00.'00 OO o.bq 0.0 0.00 0.0 1.60 23.7.00 o.00\ 0.0 0.00 0.0 1.60 23.7 0.00 \ 0.0 0.00 0.0 1.60 9.900 4.00 3.25 5.34 9.900 4.00 3.25 5.34 19.800 4.00 3.25 5.34 19.800 4.00 3.25 5.34 LINE LOADS (k/ft): Load Dist DL 1 0.000 0.031 23.000 0.031 SHEAR (Ultimate): Max MOMENTS (Ultimate): ZoadC Span Cond /CD LL Red% Typè PartL CLL 0.000 --- NonR \ 0.000 0.000 31 0.000 'Q00 0.000 DL+1.6LL) = 36.28 kips 1.00Vn = 131.18 kip\ Left Right 4.96 8.7 6.02 10.68 Mu @ Lb Cb Phi Phi*Mn hp-fl ft ft kip-ft 66.7 9.9 9.9 1.19 0.90 171.42 66.7 9.9 197.2 9.9 --- --- 0.90 332.16 197.2 9.9 --- --- 0.90 332.16 Center PreCm mit DJ Ma)4 Controlling -' REACTIONS (kips): Initial reaction DL reaction 1 .4DL 1.4DL I .2DL+1.6LL 1.2DL+1 .6LL Gravity Beam Design 65 Im RAM Steel 15.00.00.000 Page 2/ PAM SlnicturalSystern DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 07:36:3 ( ') %Ji3enttey-Building Code: IBC Steel Code: AISC 360-10 LRFE Left JAgJIt Max +LL reaction 8.05 (j.66) Max +total reaction (factored) 20.11 36.28 DEFLECTIONS: Initial load (in) at 11.50 ft = -0.379 L/D = 728 Live load (in) at 11.50 ft = -0.266 L/D = 1038 Post Comp load (in) at 11.50 ft = -0.301 L/D = 917 Net Total load (in) at 11.50 ft = -0.680 L/D = 406 Gravity Beam Design 66 is RAM Steel 15.00.00.000 RAM StrucWWSyse, DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 13:26:0' ( ) eenttey' Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 208 SPAN INFORMATION (ft): I-End (245.66,43.16) J-End (264.33,43.16) Beam Size (User Selected) = W16X31 Fy = 50.0 ksi Total Beam Length (ft) = 18.67 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete pcf) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation parallel parallel Decking type VERCO W3 Formiok VERCO W3 Formiok beff(in) = 34.07 Ybar(in) = Mnf(kip-ft) = 375.15 Mn kip-ft) = 353.50 C (kips) = 159.14 PNA (in) = 13.74 Jeff (in4) = ltr (in4) = Stud length (in) = 4.50 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 17.7 Rg = 1.00 Rp = 0.75 # of studs: Full = 26 Partial =8 Actual = 18 (. .) Number of Stud Rows = 1 Percent of Full Composite Action = 73.19 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 7.670 0.98 0.80 1.28 0.0 0.00 0.00 0.0 0.00 0.0 0.38 9.330 3.86 3.16 5.04 0.0 0.00 0.00 0.0 0.00 0.0 1.51 13.670 1.58 1.33 2.03 0.0 0.00 0.00 0.0 0.00 0.0 0.61 -0.21 0.0 0.00 0.00 0.0 0.00 0.0 -0.06 LINE LOADS (k/ft): Load. Dist DL CDL LL Red% Type PartL •CLL 1 13.670 0.000 0.000 0.000 0.0% Red 0.000 0.000 14.178 0.018 0.015 0.025 0.008 0.000 2 14.179 0.018 0.015 0.025 0.0% Red 0.008 0.000 18.670 0.018 0.015 0.025 0.008 0.000 3 0.000 0.031 0.031 0.000 --- NonR 0.000 0.000 18.670 0.031 0.031 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 14.26 kips I.00Vn = 131.18 kips MOMENTS (Ultimate).- Span Cond LoadCornbo Mu Lb Cb Phi f ) kip-ft Center PreCmp+ I .4DL 31.6 InitDL 1.4DL 31.6 Max + 1 .2DL+1 .6LL Controlling I .2DL+1 .6LL 102.6 ft ft 9.3 4.3 1.14 I.' 9.3 9.3 9.3 Phi*Mn kip-ft 202.50 c~3181 318.15 '-- ) U Gravily Beam Design 67 RAM Steel 15.00.00.000 Page 2/ RAM Structural Syslem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 13:26:0c %Jf3enttew Building Code: IBC Steel Code: AISC 360-10 LRFL REACTIONS (kips): Initial reaction DL reaction Max +LL reaction Max -LL reaction Max +total reaction (factored) DEFLECTIONS: Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) Left Right 2.70 3.23 3.23 < 3.86 4.98 6.0 -0.05 -0.15 11.85 14.26 at 9.43 ft = -0.114 LID = 1973 at 9.43 ft = -0.095 LID = 2369 at 9.43 ft = -0.105 L/D = 2142 at 9.43 ft = -0.218 L/D = 1027 U Gravity Beam Design - be t:~ 68 RAM Steel 15.00.00.000 IA" SIrucIurilSystm DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 13:25:4 ' eentLey Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 368 SPAN INFORMATION ft: I-End (235.22,43.16) J-End (245.66,43.16) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 10.44 Mp (kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.014 0.000 --- NonR 0.000 10.443 0.014 0.000 0.000 SHEAR (Ultimate): Max Vu (1.4DL) = 0.10 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCornbo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ 1.4DL 0.3 5.2 10.4 1.14 0.90 26.52 Controlling 1.4DL 0.3 5.2 10.4 1.14 0.90 26.52 REACTIONS (kips): Left Right f DL reaction 00 0.07 Max +total reaction (factored) 0.10 0.10 DEFLECTIONS: Dead load (in) at 5.22 ft = -0.001 LID = 84994 Live load (in) at 5.22 ft = -0.000 Net Total load (in) at 5.22 ft = -0.001 LiD = 84994 U Gravity Beam Design 69 RAM Steel 15.00.00.000 RAMStrucWraISthm DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 20 16.05.24 06/02/16 13:25:4 ( ) BentLey' Building Code: IBC Steel Code: AISC 360-10 LRFL Floor Type: Mezz Beam Number = 369 SPAN INFORMATION (ft): I-End (224.77,43.16) J-End (235.22,43.16) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 10.44 Mp (kip-ft) = 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.014 0.000 --- NonR 0.000 10.443 0.014 0.000 0.000 SHEAR (Ultimate): Max Vu (1.4DL) = 0.10 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft Center Max+ l.4DL 0.3 5.2 10.4 1.14 0.90 26.52 Controlling 1.4DL 0.3 5.2 10.4 1.14 0.90 26.52 REACTIONS (kips): Left Right ( ' DL reaction 0.0 0.07 - - Max +total reaction (factored) .1 0.10 DEFLECTIONS: Dead load (in) at 5.22 ft = -0.001 L/D = 84994 Live load (in) at 5.22 ft = -0.000 Net Total load (in) at 5.22 ft = -0.001 LID = 84994 U Gravily Beam Design D1911 . 70 RAM Steel 15.00.00.000 RAMStructur Sysiem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06/02/16 13:25:4 lBenttey Building Code: IBC Steel Code: AISC 360-10 LRFI Floor Type: Mezz Beam Number = 370 SPAN INFORMATION (ft): I-End (214.33,43.16) 3-End (224.77,43.16) Beam Size (User Selected) = W12X14 Fy = 50.0 ksi Total Beam Length (ft) = 10.44 Mp (kip-ft) 72.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type PartL 1 0.000 0.014 0.000 --- NonR 0.000 10.443 0.014 0.000 0.000 SHEAR (Ultimate): Max Vu (1.4DL) = 0.10 kips 0.90Vn = 64.26 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft Center Max + 1.4DL 0.3 5.2 10.4 1.14 0.90 26.52 Controlling 1.4DL 0.3 5.2 10.4 1.14 0.90 26.52 REACTIONS (kips): eft Right ( ) DL reaction . 0.0 .0.07 Max +total reaction (factored) 0.10 0.10 DEFLECTIONS: Dead load (in) at 5.22 ft = -0.001 L/D = 84994 Live load (in) at 5.22 ft = -0.000 Net Total load (in) at 5.22 ft = -0.001 L/D = 84994 WISEMAN+ROHY STRUCTURAL ENGINEERS . ~ BY_______ DATE ______ PROJECT C-c,11LV .AT (i SHEET NO _______ OF I JOB NO. I7 <lcl 14 Q iSJ,~.ATA ± I '30K (M) .f. rw Jy:ps,1 (ii4) .................... 9 51 A1 !I2Q. L 1• ~2, 5YI. ',t) K 64.44 WISEMAN + :ROHY I 72: STRUCTURAL ENGINEERS BY J1 I DATE __ PROJECT SHEET NO. ______ OF ) . JOB NO. 1-&9 WISEMAN+ROHY 73 STRUCTURAL EN61NEERS BY /'1S DATE 444 PROJECT SHEET NO. OF JOB NO. icøoL? ME= 4WIG. .-..------__ 3.511 -- -,4_ 7 -- .. - - .- 3. . .. . . . ---------- ---- I _ _ joqk .z4 IX _ 74 WISEMAN+ROHY STRUCTURAL ENGINEERS PROJECT: Carlsbad Oaks BOLTED DRAG BEAM CONNECTION LOCATION: Bldg A Version 1.0 (11/2013) JOB NO: 15-014 6/2/2016 13:39:0 Load Case: (1.2+0.2 SDS)DL + f1 LL + 1)0 QE = (1.35)DL + (0.5)FLL + (2.5)QE SDS = 0.750 fi= 0.5 00 = 2.5 SRSS = ./[(1.2 + 0.2SDS)DL + f1LL12 + [.Q0 QE]2 Mezzanine GRID LINES BEAM SIZE DL (kips) LL (kips) 00 QE (kips) SRSS (kips) ALLOWABLE (# rows) (kips) DB 1 W1422 3.8 6.2 5.3 9.8 1 44.1 DB 2 W16x26 4.8 7.7 10.5 14.7 1 58.8 DB3 W1422 0.4 0.5 11.5 11.5 1 44.1 DB4 W1422 4.8 8.0 3.5 11.0 1 44.1 DB 5 W1422 4.5 7.3 4.2 10.6 1 44.1 DB 6 W14x22 5.6 9.1 10.6 16.1 1 44.1 DB 7 W1422 5.1 8.0 6.0 12.4 1 44.1 DB 8 W1422 1.6 2.6 38.0 38.2 1 44.1 DB 9 W1422 0.6 0.9 47.0 47.0 2 88.2 DB 10 W1422 0.4 0.7 7.0 7.1 1 44.1 DB 11 W1422 4.0 6.6 20.0 21.8 1 44.1 DB 12 W1422 1.8 3.1 28.0 28.3 1 44.1 DB 13 W1244 2.8 2.6 30.0 30.4 1 44.1 DB 14 W1601 9.4 12.8 46.0 1 49.8 1 58,8 DB 15 W16x31 40.7 444 24-8 4 DB 16, R W16x31 3.9 6.1 168.0 168.2 3 169.1 DB 16, L W16x31 3.9 6.1 104.0 104.3 2 117.6 DB 17 W12x14 0.1 0.1 104.0 104.0 3 104.1 08 18 W12x14 0.1 0.1 72.0 72.0 2 81.4 DB 19 W1244 0.1 0.1 40.0 40.0 1 44.1 0.0 no good 0.0 0.0 no good 0.0 0.0 no good 0.0 0.0 no good 0.0 Notes: checks beam web tear-out, plate & bolts Use 1.0 for f1 if LL> 100 or assembly or parking, otherwise use 0.5 ) WISEMAN+ROHY Structural Engineers == NON-COMPOSITE BEAM WITH DRAG FORCES -- APRIL 2011 Non-Composite Drag Beam Design (Checks Special Seismic Equation) Fy = 50 hal Omega= 2.50 K= 1.0 E= 29000 list S,, 0.750 Kz = 1.0 Load Case: (1.2 + 0.2 S05)DL + 0.5 FLL + OE OtFactorn 1.2 (see Corn. E4) LL FactorI" phi = 0.00 sqrt(ElFy) = 24.08 INPUT: Beam BIm Flange kb, IN(k.ft) Mu m(1.20L MilL M (1i41) (k-fl) (12+2SDs)Di. k (k-It) Amplified P (w,th 14 Location Beam Size Length (ft) Bracing (L,,) (@ Eccentricity (in) (1.2 factor) + 1.6 FLL) (k-fl) (unfactored) (unfactored) 05 FLL + OE) (k- for 2nd Order m factor only) Pr (0 P,) (kips) It) It) Analysis 083 W14x22 5 5 0 0.80 2.10 0.67 0.81 1.31 1.31 4.60 11.50 089 W14x22 5.5 5.5 0 0.90 2.60 0.75 1.06 1.54 1.55 18.80 47.00 0810 W14x22 42 4.2 0 0.50 160 0.42 0.69 0.91 0.91 2.70 6.75 0817 W12x14 10 10 0 0.30 0.30 0.25 0.00 0.34 0.38 41.60 104.00 08 18 W12x14 10 10 0 0.30 0.30 0.25 0.00 0.34 0.35 28.80 72.00 08 19 W12x14 10 10 0 0.30 0.30 0.25 0.00 0.34 0.35 16.00 40.00 0.00 0.00 0.00 UN/A 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0.00 0.00 #N/A 0.00 0.00 0.00 0.00 UN/A 0.00 - Beam Beam Size B B N 0 I N G Compact! non- : L,, (It) L, (It) Allowable Bending for Combination with Compression M (k-In) Lateral- M1(k-in) Yielding F. (kIt) Tomional 14. (k-fl) ALLOWABLE Location Compact Buckling M,, (k-fl) Ds W14x22 Compact 3.67 10.43 - 1660-0 134.10 1523.4 127.0 115.00 009 W14x22 Compact 3.67 10.43 1660.0 111.82 1485.6 123.8 111.42 0810 W14x22 Compact 367 10.43 1660.0 187.65 1809.7 134.1 120.73 0817 W12x14 Compact 2.66 7.73 870.0 22.44 334.4 27.9 25.58 DB 18 W12x14 Compact 2.86 7.73 870.0 22.44 334.4 27.9 25.08 0819 W12x14 Compact 2.66 7.73 870.0 22.44 334.4 27.9 25.08 0 0 AN/A UN/A *N/A AN/A Lb-0 UN/A AN/A AN/A 0 0 AN/A UN/A AN/A AN/A Lb=0 AN/A UN/A AN/A 0 0 AN/A UN/A UN/A UN/A Lb-0 AN/A AN/A AN/A 0 0 AN/A UN/A AN/A AN/A Lb=0 AN/A AN/A AN/A Bottom Flange Bottom Flange Net Bottom Bending Stress Axial Stress Flange Stress (Mu/S) (Pu/A) (lis)) (negcomp) 0.54 1.77 -1.23 0.64 7.24 -660 0.38 1.04 -0.66 0.29 25.00 -24.71 0.28 17.31 -17.02 0.28 9.62 .9.34 UN/A UN/A UN/A AN/A AN/A UN/A AN/A AN/A AN/A AN/A AN/A UN/A - Beam Size AXIAL: Slender/non- Compression: KL/r. (AISC Section El)Beam KL/r1 F (E3-4) (ksi) 0 F (E7.2a) b (really 1i) O 0 QO F. (ksi) P (k) ALLOWABLE Location Slender 083 W14x22 Slender 10.83 0.00 2440.1 1.000 49.6 9.0 0.886 0.886 43.9 285.2 256.7 0B9 W14x22 Slender 11.91 0.00 2018.6 1.000 49.5 9.0 0.888 0.888 4361 284.8 256.4 OB 10 W14x22 Slender 0.10 0.00 3458.2 1.000 49.7 9.0 0.885 0.885 44.0 285.8 257.2 OB 17 W12x14 Slender 25.97 0.00 424.2 1.000 47.6 8.0 0.863 0.863 41.4 172.1 154.8 OB 18 W12x14 Slender 25.97 0.00 4242 1.000 47.6 8.0 0.863 0.863 41.4 172.1 154.8 0819 W12x14 Slender 25.97 0.00 424.2 1.000 47.5 8.0 0.863 0.863 41.4 172.1 154.8 0 0 AN/A UN/A 0.00 UN/A AN/A AN/A UN/A AN/A UN/A AN/A AN/A UN/A 0 0 *NIA #11/A 0.00 AN/A UN/A UN/A UN/A UN/A I/N/A AN/A AN/A UN/A 0 0 UN/A UN/A 0.00 UN/A AN/A AN/A UN/A AN/A UN/A AN/A AN/A AN/A 0 0 UN/A UN/A 0.00 UN/A AN/A UN/A AN/A UN/A AN/A UN/A AN/A AN/A use itL Fr, = 0? V (YIN) This Is for Axial Column-Action only and refers to the global bracing of the member in the weak direction - the presence of a diaphragm allows this to be zero. Tension: P k _____________ ALLOWABLE (DP,,(k) 324.5 292.1 324.5 292.1 324.5 292.1 208.0 187.2 208.0 187.2 208.0 1872 AN/A UN/A AN/A UN/A AN/A UN/A AN/A UN/A Beam Location Beam Son 083 W14x22 0B9 W14x22 DBIO W14x22 0817 W12X14 0B18 W12x14 0819 W12x14 o o 0 0 0 0 0 0 AISC 1-11.1 - Bending _& Compression AISC 111.3- Bendlflg & Compression (alt.) AISC Hi .2 - Bending & Tension P, / P. Blm Flange ALLOWABLE Unity (Ml-la or 14! MUN In-Plane Stability '.,u'-°I.m-iane Buckling(eq.H1- P P. M. Unity (Hi-la or 0.045 Compression 115.00 0.011 0.03 0.010 0.03 0.04 0.030 0.010 0.03 0.183 Compression 111.42 0.014 0.11 0.012 0.10 0.18 0.161 0.012 0.09 0.028 Compression 120.73 0.008 0.02 0.007 0.02 0.03 0.023 0.007 0.02 0.672 Compression 25.08 0.014 0.68 0.005 0.68 0.67 0.556 0.005 0.56 0.465 Compression 25.08 0.014 0.48 0.005 0.47 0.47 0.385 0.005 0.39 0.258 Compression 25.08 0.014 027 0.005 0.26 0.26 0.214 0.005 0.22 AN/A UN/A UN/A UN/A UN/A AN/A AN/A AN/A AN/A AN/A AN/A AN/A AN/A AN/A AN/A AN/A UN/A AN/A AN/A UN/A AN/A UN/A AN/A AN/A AN/A UN/A AN/A UN/A AN/A UN/A UN/A UN/A AN/A AN/A AN/A UN/A UN/A UN/A AN/A AN/A AN/A AN/A AN/A AN/A Check Interaction OK 0.03 OK 0.11 OK 0.02 OK 068 OK 0.47 OK 026 AN/A AN/A AN/A UN/A UN/A AN/A UN/A AN/A Notes: Increase Live Load factor to 1.0 for places of public assembly 4) Assumes compact sections (DO NOT USE non-compact sections) 7) Second order analysis per AISC 360-05 C.2.1.b. Cm=l. 82=1. alphani. Prn82 Pu. Mr=B1 x Mu LRFD moments taken from RAMSTEEL output 5) Slender Sections 01< to Use 8) Lowest interaction beween either Ill-la/b or 111-2 equations used per AISC 360-05 seclon H1.3 Cli WISEMAN+ROHY Structural Engineers = NON-COMPOSITE BEAM WITH DRAG FORCES = APRIL 2011 Non-Composite Drag Beam Design (Checks Special Seismic Equation) Fy. 5(1 Psi Omega = 2.50 E = 29000 ksi Sra= 0.750 Load Case: (0.9 - 0.2 S05)DL + DE K= 1.0 DL Factor= 0.9 phi = 0.90 Kz= 1.0 (see Coot. El) LL Factor "' 0.5 sqrt(E/Fy) 24.08 INPUT: Beam Sun Flange 4t) Mij th(1.28L TL NU TL Pk(k.ft)Ampluied Location Beam Dim Length (ft) 6ind09 (Lu) (thj Eccentricity (on) (1.2 factor) + 1.6 FLL) (k41) 0.2SDS) Di. + (Unfactored) for 2nd Order factor only) ( (k) Pr (0 P,) (kips) ft) OE) (k-ft) Analysis DB3 W14x22 5 5 0 0.80 2.10 0.67 0.50 0.50 4.60 11.50 089 W14x22 5.5 5.5 0 0.90 2.60 0.75 0.56 0.56 18.80 47.00 DB 10 W14x22 4.2 4.2 0 0.50 1.60 0.42 0.31 0.31 2.70 6.75 0617 W12x14 10 10 0 0.30 0.30 0.25 0.19 0.20 41.60 104.00 OB 18 W12x14 10 10 0 0.30 0.30 0.25 0.19 0.20 28.80 72.00 0819 W12x14 10 10 0 0.30 0.30 0.25 019 0.19 16.00 40.00 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 Beam B E N 0 I N C Compact! non- : Allowable Bending for Combination with CompressIon P4, (k-In) Lateral- ALLOWABLE Location Beam Size Compact I.0 (It) L (It) 14, (Ic-in) Yielding F. (ksi) Torsional M, (k-if) 'PM, (k-It) Bucking 083 W14x22 Compact 3.67 10.43 1680.0 134.10 1503.4 127.8 118.00 1.519 W14x22 Compact 3.67 10.43 1660.0 111.82 1485.6 123.8 111.42 0810 W14x22 Compact 3.67 10.43 1660.0 187.65 1609.7 134.1 120.73 0817 W12x14 Compact 2.66 7.73 870.0 22.44 334.4 27.9 25.08 OB 18 W12x14 Compact 2.66 7.73 870.0 22.44 334.4 27.9 25.08 0819 W1204 Compact 2.68 7.73 870.0 22.44 334,4 27.9 25.08 0 0 UN/A UN/A //N/A UN/A Lb=0 UN/A UN/A UN/A 0 0 UN/A UN/A UN/A UN/A Lb=0 UN/A UN/A UN/A 0 0 UN/A UN/A UN/A UN/A Lb=0 UN/A UN/A UN/A 0 0 UN/A UN/A UN/A UN/A Lb=O UN/A UN/A UN/A Bottom Flange Bottom Flange Net Bottom Bending Stress Axial Stress Flange Stress (Mu/S) (Pu/A) (list) (neg=comp) 0.21 1.77 -1.56 0.23 7.24 -7.01 0.13 1.04 091 0.16 25.00 -24.84 0.16 17.31 -17.15 0.15 9.62 -9.46 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A - Location Beam Size Slender 0B3 AXIAL: Slender/non- Compression: KUr, (AISC Section B?)Seem KL/r, F. (E3-4) (ksl) 0, I' (E7.2a) b. (really Ii,) 0. 0 = 0,0. F. (ksl) P. (k) ALLOWABLE W14x22 Slender 10.83 0.00 2440.1 1.000 49.6 9.0 0.886 0.886 43.9 295.2 250.7 089 W14x22 Slander 11.91 0.00 2018.6 1.000 49.5 9.0 0.886 0.886 43.9 284.8 256.4 0810 W14522 Slender 9.10 0.00 3458.2 1.000 49.7 9.0 0.885 0.885 44.0 285.8 257.2 D8 17 W12x14 Slender 25.97 0.00 424.2 1.000 47.6 8.0 0.863 0.863 41.4 172.1 154.8 0B18 W12x14 Slender 25.97 0.00 424.2 1.000 47.6 8.0 0,863 0.860 41.4 172.1 164.5 DR 111 W12914 51end,,r 39.07 0.00 424.2 1.000 47.6 8.0 0.863 0.883 41.4 172.1 154.8 0 0 UN/A UN/A 0,00 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A II 0 UN/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A 0 0 //NA UN/A 0.00 UN/A *N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A 0 0 UN/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A Use RI.1r,=0 7 V (VIN) This Is for Axial Column-Action only and refers to the global bracing of the member in the weak direction - the presence of diaphragm allows this to be zero. Tension: P k ALLOWABLE QP,,(k) 324.5 292.1 324.5 292.1 324.5 292.1 208.0 187.2 208.0 187.2 208.0 187.2 UN/A UN/A UN/A UN/A *N/A //N/A UN/A UN/A Beam Location Beam Si ze 083 W14x22 080 W14x22 OB 10 W14x22 0B17 W12x14 08 18 W12x14 0819 W12x14 0 0 0 0 0 0 0 0 AISC H1.1 - 8er"ttg & Compression AlSC HI.3 -Bending & Compression (alt.) P/SC H1.2 - Bending & Tension P I P Btm Flange ALLOWABLE / . or P4/ M, in-Plans Stability Bucku1ng(4.H1- P,I P RV N16 Unity (HI- a or 4)4, (km) H11b) 0.045 Compression 115.00 0.004 0.03 0.004 0.03 0.04 0.039 0.004 0.02 0.183 Compression 111.42 0.005 0.10 0.005 0.10 0.18 0.101 0.005 0.09 0.026 Compression 120.73 0.003 0.02 0.003 0.02 0.03 0.023 0.003 0.01 0.672 Compression 25.08 0.008 0.68 0.003 0.67 0.67 0.556 0.003 0.56 0.465 Compression 25.08 0.008 0.47 0.003 0.47 0.47 0.385 0.003 0.39 0.258 Compression 25.08 0.008 0.27 0.003 0.26 0.28 0.214 0.003 0.22 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A NN/A. UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A *N/A UN/A UN/A //N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A Check Interaction OK 0.03 OK 0.10 OK 0.02 OK 0.67 OK 0.47 OK 0.26 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A Notes: Increase Live Load factor to 1.0 for places of public assembly 4) Assumes compact sections (00 NOT USE non-compact sections) 7) Second order analysis per AlSC 360-05 C.2.1.b. Cm=1. 82=1, alpha=1, PmB2 Pu, MrB1 x hIs LRFD moments taken from RAMSTEEL Output 5) Slender Sections OK to Use 8) Lowest interaction beween either Hi-la/b or $11.2 equations used oerAiSC 360-05 secton $11.3 0) WISEMAN+ROHY Structural Engineers PROJECT: CedabedOaks == COMPOSITE BEAM WITH DRAG FORCES == Locaien: MnrzanNe- Bldg A APRIL 2011 JobNo: 15-014 Composite Drag Beam Design (Checks Special Seismic Equation) Load Case: (1.2 + 0.2 S08)DL + 0.5 FLL + OE Fy= 50 ksi Omega= 2.50 K= 1.0 0L Factor 1.2 phi= 0.90 E= 29000 kal S,," 0.750 Kz = 1.0 (see Com.E4) LL Factor ' 0.5 sqrt(E!Fy) = 24.08 INPUT: From RamSteel Beam RamSteel ALLOWABLE Output Beam Sim Flange Mu1a. °'(k-ft) W t8 (1.20L IL (k-fl) fku. (k-ft) (1.2+. 2SDS)DL Mr (k-fl) P,, (with 1.4 ) (kips) Pr (0 P,, f,,tiTL L ocation Beam Size Length (B) Bracing (I.,,) (0 Eccentricity (in) (1.2 factor) + 1.6 FLL) (k-fl) (unfaclored) (unfactored) + 0.5 FLL + GE) Amplified for 2nd Order Analysis factor OfllY)(k) 'NM,, (k-fl) 1rn (in) 1.4 (in') V bar (in) B) (k-fl) (composite) 5T W14x22 20 20 8 20.50 69.00 17.08 3031 40.84 41.06 2.10 525 190 619 458 123 082 W16x26 25.33 25.33 6 38.00 121.00 31.87 51.88 73.04 74.78 4.20 10.50 291 895 818 142 084 W14x22 15.25 15.25 6 17.30 56.00 14.58 24.06 33.47 33.54 140 3.50 179 571 430 12 OB 5 W14x22 2038 20.58 6 29.00 93.00 24.17 40.00 5475 55.00 1.70 425 208 620 505 12.6 086 W14x22 23 23 8 37.00 116.00 30.83 4938 71.81 72.88 4.40 11.00 227 639 563 12.9 087 W14x22 283 26.5 8 46.00 143.00 38.33 60.03 85.08 85.98 2.40 6.00 228 684 561 13.2 088 W14x22 17 17 6 8.10 25.30 6,75 10,75 3324 3417 15.00 37.50 214 628 521 12.75 DS 11 W1022 21.58 21.58 6 25.50 82.00 21.25 35.31 55.97 57.27 7.10 19.25 190 731 473 14.1 0812 W14x22 10 10 6 5.50 17.40 4.58 1.44 23.68 23.82 11.00 27.50 178 576 426 12.05 0.00 000 0.00 #NJA 0.00 Beam Location Beam Size 00 1 W14x22 082 W16x26 054 W14x22 085 W14s22 006 W14x22 08 7 W14x22 088 W1 422 0811 W14x22 0812 W1422 0 0 8ENDINt: Compact! non- Compact I (ft) L, (ft) Compact 3.67 1043 Compact 3.98 11.21 Compact , 387 10.43 Compact 3.67 10.43 Compact 3.67 10.43 Compact ' 3.67 10.43 Compact 3.87 10.43 Compact 3.67 10.43 Compact 3.67 10A3 UN/A UN/A UN/A Allowable Bending for Combination with Compression (k-to) Lateral- ALLOWABLE NI, (k-in) Yielding F. (ksl) Torsional NI,, (k-fl) 'OM,, (k-fl) Buckling 166100 12.68 367.1 303 27.54 2210.0 9.71 3727 31.1 27.95 1660.0 18.85 546.6 45.5 4039 1680.0 12.17 352.8 294 28.48 1660.0 10.48 303.2 25.3 22.74 1660.0 8.69 2521 21.0 18,90 1660.0 16,00 4640 387 34.80 1668.0 11.40 330.5 27.5 2479 1660.0. 37.58 1056.0 88.0 79.20 UN/A Lb0 UN/A UN/A UN/A S. (if?) bottom f,, torn flange factored (ksi or steel ) (tension) f1 (list) Compression? ow b0000l Flange Stress (ksi) (nag 41.48 11.88 0.81 11.07 5984 15.00 1.37 1333 40.54 993 0,54 9.39 43.69 15.11 035 14.45 4539 19,02 139 17.32 45.58 22.83 0.92 21.71 44.20 9.28 578 3.50 40.77 16.86 237 13.89 40.32 7.09 424 285 UN/A UN/A UN/A UN/A Tension: P k ' _______________ ALLOWABLE OP. (k) 324.5 292.1 384.0 345.6 324.5 2921 324.5 292.1 3245 292,1 324.5 292.1 324.5 292.1 3245 292.1 324.5 292.1 UN/A UN/A - Beam Beam Size AXIAL: Slender) 0 Slender 011. Compression: KL/r, KL/r F. (E3-4) (ksi) 0. I' (E7.2a) b,, (really h,,) a,, IAISC Section 871 a = 0.0,, Fe(kel) P. (k) ALLOWABLE Location OB 1 W14x22 Slender 43.32 0.00 1523 1.000 436 9.5 0.903 0.903 39.9 2588 232.9 082 W16x26 Slender 48.58 000 121.4 1,000 42.1 10.6 8.883 0.883 37.9 201.3 2622 084 W14x22 Slender 33.03 0.00 262.3 1.000 46.2 9.3 0.895 0.895 41.7 270.4 243.4 0B5 W14x22 Slender 4458 0.00 144.0 1.000 43.2 95 0,904 0.904 39.8 2572 231.5 086 W1022 Slender 49.82 0.00 118.3 1,000 41.7 0.7 0.909 0909 38.5 250.1 225.1 087 W14x22 Slender 57.40 030 88.9 1.000 38.3 9.9 0.917 0.917 36.8 238.6 214.7 068 W14x22 Slender 38.82 . 0.0 211.1 1.000 45.3 9.4 0.898 0.898 41.1 266.5 239.8 00 11 W14x22 Slender 46.74 030 131,0 1.000 42.6 93 0.906 0.906 39.2 254.3 228.9 OB 12 W14x22 Slender 2136 030 810.0 1.000 483 9.1 0.889 0.889 43.1 279.8 251.8 0 0 UN/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A Use KL / r11= 0? Y ,(Y/N) This Is for Axial Column-Action only and refers to the global bracing of the member in the weak direction - the presence of a diaphragm allows this to be zero. Beam Location Beam Size DO I W1022 0B2 W16x26 DB4 W14x22 DBS W14x22 0B6 W14x22 0B7 W14x22 088 W14x22 OB11 W14x22 OB 12 W14x22 0 0 lSC H1.1 - Bending & Compression P,,/P,, OlIn Flange ALLOWABLE141 IVI. Unity (1-11-la or 8.023 Tension 190.00 0.216 0.23 0.040 Tension 297.00 0.252 0.27 0.014 Tension 179.00 0.187 8.19 8.018 Tension 208.00 0.264 0.27 0.049 Tension 227.00 0.321 0.35 0.028 Tension 228.00 0.377 8.39 0.156 Tension 214.00 0.160 024 0.084 Tension 198.00 0.301 0.34 8.109 Tension 178.00 0134 0.18 UN/A //N/A UN/A UN/A UN/A PI/ P. AISC H1.2 -Banding & Tension Unity (HI-Iaor 0.018 0.216 023 0.030 0.252 0.27 0.012 0.187 0,19 0.015 0264 0.27 0,038 0.321 0.34 0.021 0.377 0.39 0.128 0.160 0.22 0.066 8.301 0.33 0.094 0.134 0.18 UN/A UN/A UN/A Check Interaction OK 023 OK 0.27 01< 0.19 OK 027 OK 8.35 OK 0.39 OK 024 OK 0.34 OK 019 #NIA UN/A Notes: Increase Live Load factor to tO for places of public assembly 4) Strength (LRFO) Level seismic force from lateral analysis 7) Cb = tO (conservative) Strength Level moments taken from RAMSTEEL output 5) Assumes compact sections (00 NOT USE non-compact sections) 8) Phi-kin chosen based on compression In bottom flange (RAM or Unbraced) assumes all axial is through beam 6) Slender Sections 01< to Use for Axial 9) Second order analysis perAlSC 350-05 C.2.1.b. Cm=1, B2 =1, alpha=1. Pr=82 Pu, htiB1 x Mu == COMPOSITE BEAM WITH DRAG FORCES -- Lacallan: Mezzanine- !kuii A Composite Drag Beam Design Special Seismic Equation) Load Case: (0.9 . 0.2 SDS)DL + QE Fy = 60 ksi Omega 2,50 K= 1.0 DL Factor = 0.9 phl= 0.90 E 29000 km S. = 0.750 Kz = 1.0 (see Corn. E4) LL Factor" 0 sqfl(EIFy) 24.08 INPUT: From RamSleel Beam Ram$Leel ALLOWABLE Output: - Beam atm Flange - 121(1.201 Amplified for 2nd (withSeam - J' , n. (0.9- Mr (k-fl) ti-it> 1.4 Location Size Length (ft) Bracing (Lb) (@ Eccentricity (In) (1.2 factor) + 1.6 FLL) (k-fl) (unfaclored) 0.2SDS) DL + (PM, (k'ft)it) ______________ factor only) (k) Pr (0 Pv) (tips) (in (in4) Y bar (in) DE) (k-fl) Order Analysis (composite) 081 W14x22 20 20 6 20.50 69.00 17.08 ______________________________ 15.44 15.52 2.10 5.25 190 610 458 12.5 092 W16x26 25.33 25.33 6 38.00 121.00 31.87 29.00 29.33 4.20 10.50 291 895 818 14.2 084 W14x22 15.25 15.25 8 17.50 56.00 14.58 12.69 j 12.11 1.40 3.50 179 571 430 12 DB 5 W14x22 20.58 20.58 8 29.00 93.00 24.17 20.25 20.34 1.70 4.25 208 620 505 12.6 DO W14x22 23 23 6 37.00 116.00 30.83 28.63 29.05 4.40 11.00 227 639 563 12.9 087 W14x22 26.5 26.5 6 46.00 143.00 38.33 ________ . 75 32.09 2.40 6.00 228 664 561 132 088 W14722 17 17 6 8.10 25.30 6.75 ;;Al23 24.48 15.00 37.50 214 628 521 12.75 08 11 W1422 21.58 21,58 6 25.50 82.00 21.25 25.56 26.16 7.70 19.25 190 731 473 1.1.1 DB 12 W14x22 10 10 6 5.50 17.40 4.58 17.19 17.31 11.00 27.50 178 578 426 12.05 0 0 0 0 0 0.00 0.00 0.00 , . . 0.00 tiN/A 0.00 0.00 0 0 0 0 Beam Location Beam Size 091 W14x22 OBZ W16x28 DB 4 Wl4lc22 DB 5 W14x22 086 W14x22 087 W14x22 088 W14x22 0811 W14x22 0B12 W14x22 0 (1. BENDING: Compact I no- n Compact L (8) L ft Compact 3.67 10.43 Compact 3.96 11.21 Compact 3.67 10.43 Compact 367 10.43 Compact 3.67 10.43 Compact 3.87 10.43 Compact 3.67 10.43 Compact 3.67 10.43 Compact 3.67 10.43 tiN/A #tl(A #NIA Allowable Bending for Combination with Compress 14,, (k-in) Lateral- on ALLOWABLE M,, (k-in) Yielding F. (tel) Torsional M,, (lift) Buckling 1660.0 12.66 361.1 30.6 27.54 2210.0 9.71 372.7 31.1 27.95 1880.0 18.85 546.6 45.5 40,99 1660.0 12.17 352.8 29.4 26.46 1660.0 10.46 3032 25.3 22.74 1660.0 8.69 252.1 21.0 18.90 1660.0 16,00 464.0 38.7 34.80 1660.0 11.40 330.5 27.5 24.79 1959,0 37.58 1058.0 68.0 79.20 tiN/A LbO #NfA tiN/A fiN/A S,, (In3) bottom r,, blm flange factored (tel Of sleet (tension) f. (ksi) Flange Stress) Compression? rier oonorn (ksi) (nag 41.48 4.49 0.81 3.68 59.84 5.88 1.37 4.51 40.54 3.76 0.54 3.22 43.69 559 0.85 4.93 45.09 7.58 1.69 5.89 45.58 8.45 0.92 7.52 44,20 8.65 5.78 0.87 4077 7,70 2.97 4.73 40.32 5.15 4.24 0.91 fiN/A tiN/A fiN/A tiN/A P k Tension: ALLOWABLE OP. (k) 324.5 292.1 384.0 345.5 324.5 292.1 324.5 292.1 324.5 292.1 324.5 292.1 324.5 292.1 324.5 2921 324.5 292.1 fiN/A #11/A - Beam Size Slender AXIAL: Slender / non- Compression: KLJr, iAISC Section El)Beam KUr1, F. (E3-4) (kai) 0,, f' (E7.2a) b.(reaily h,,) 0. 0 Q. F,,,(ksl) P. (k) ALLOWABLE Location 081 W14x22 Slender 43.32 0.00 152.5 1.000 43.6 9.5 0.903 0.903 39.0 258.8 232.9 002 Wl8x28 Slender 48.56 0.00 121.4 1.000 42.1 10,0 0.883 0.883 37.9 201.3 262.2 084 W1022 Slander 33.93 0.00 262.3 1.000 46.2 9.3 0.895 0.895 41.7 270.4 243.4 085 Wl4s22 Slender 44.58 0.00 144.0 1.000 43.2 9.5 0.904 0.004 39.6 251.2 231.5 086 W14x22 Slender 49.82 0.00 115.3 1.000 41.7 9.7 0.809 0.909 38.5 250.1 228.1 DB7 W14x22 Slender 57.40 9.00 86.9 1.000 393 0.0 0.911 0.91/ 36.8 238.8 214,7 080 Wl4a22 Slender 38.82 0.00 211.1 1.000 453 9.4 0.898 0.098 41.1 268.5 239.8 OB 11 W14x22 Slender 46.74 0.00 131.0 1.000 42.6 9.6 0.906 0.906 392 254.3 2289 0812 W14x22 Slender 21.66 000 810.0 1.000 48.3 9.1 0.889 0.889 43.1 219.8 251.8 0 0 fiN/A tiN/A 0.00 fiN/A tiN/A tiN/A fiN/A //N/A tiN/A #N/A fiN/A tiN/A Use KL /r = 0? . (.........(Y/N) This is for Axial Column-Action only and refers to the global bracing of the member, in the weak direction - the presence ofadiaphragm allows this lobe zero. Beam Location Beam Size 081 W14522 062 W16a26 084 W14x22 DO W14x22 088 W14x22 087 W14x22 0B8 W14x22 0811 W14x22 0B12 Wi4x22 0 0 AISC 111.1 - Bending & Compression P,/P,, BlmFlange ALLOWABLE M,1 M. Unity (Hl-laor 0.023 Tension 190.00 0.082 0.09 0.040 Tension 297.00 0.099 0.12 0.014 Tension 170.00 0.071 0.08 0.018 Tension 208.00 0.098 0.11 0.049 Tension 227.00 0.128 0.15 0.028 TensIon 228.00 0.141 0.15 0.158 Tension 21400 0.114 0.19 0.084 Tension 190.00 0.138 0.18 0.109 Tension 178.00 0.097 0.15 fiN/A fiN/A fiN/A f/N/A fIN/A ,lSC 111.2 - Bending & Tension P,/P, Unily(H1.1.50r 0.018 0.082 0.09 0.030 0,099 0.11 0.012 0,071 0.08 0.015 0.098 0.11 0.038 0.128 0.15 0.021 0.141 0.15 0.128 0.114 0.18 0.086 0.138 0.17 0.094 0.097 0.14 f/N/A #NIA #11/A Check interaction OK 0.00 OK 0,12 OK 0.08 OK- 0.11 OK 0.15 OK 0.15 OK 0.19 OK 018 OK 0.15 f/N/A f/Fl/A Increase Live Load factor to 1.0 for places of public assembly 4) Strength ILRFD} Level seismic force from lateral analysis 7) Cb = 1.0 (conservative) Strength Level moments taken from RAMSTEEL output 5) Assumes compact sections (00 NOT USE non-compact sections) B) Phi-Mn chosen based on compression in bottom flange (RAM or Unbraced) assumes all axial Is through beam 6) Slender Sections OK to Use for Axial 9) Second order analysis per AISC 360-05 C.21.b. Cm=1. B2 1, aiphal. PmB2 Pu fvtB1 a Mu = COMPOSITE BEAM WITH DRAG FORCES-- Composite Drag Beam Design (Checks Special Seismic Equation) Fy= 50 ksi Omega = 2.50 E = 29000 1(51 S00 = 0.750 K= 1.0 Kz = 1.0 (see Corn. E4) PROJECT: Cailahad Oaks Location: Mezzanins- Bklq A Job No: 15-014 Load Case: (1.2+02 S05)DL + 0.5 FLL + QE DL Factor 12 phis 0.90 LL Factor ' 0.8 sqrt(E/Fy) 24.08 INPUT: From RamSteet Beam RamSteel ALLOWABLE Output: Beam Sim Flange MU r. m(k.ft) MU (L2DL MU TL Mci. (1(41) Miu. (1(41) Mu P. (with 1.4 Locallon Beam Size Length (ft) Bracing [Lb) (l Eccentricity (in) (1.2 factor) + 1.6 FLL) (k-ft) (unfactored) (trnfactored) + 0.5 FLL + ' Amplified for 2nd factor only) t'1 (k) Pr P} (0 (klps) iliM, (k-It) 1re (in') l. (in') V bar (In) ft) (k-fl) Order Analyse (composite) 0813 W1204 1515 15.75 6 750 24.00 0.25 10.31 28.72 30.00 12.10 30.25 114 390 202 13 D8 14 W16x31 26.5 26.5 6 86.00 245.00 71.67 99.36 169.44 177.11 18.40 46.00 333 1234 909 156 DB 16 W16x31 18.67 18.67 6 33.00 103.00 27.50 43.75 142.75 154.86 87.00 187.50 318 046 864 13.04 0.00 0.00 0.00 4/N/A 0.00 0.00 0.00 0.00 4/N/A 0.00 0.00 0.00 0.00 4/N/A 0.00 0.00 0.00 0.00 4/N/A 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0.00 9.00 4/N/A 0.00 0.00 0.00 0.00 4/N/A 0.00 seem Location Beam Size 0013 W12x14 0814 W16x31 0816 W16x31 0 0 0 0 0 0 0 0 0 0 0 0 o 0 SENDING: Compact/non- Compact L ft ' L ft Compact 2.86 7.73 Compact 4.13 11.88 Compact 4.13 11.88 UN/A UN/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A UN/A I/N/A 4/N/A I/N/A I/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A UN/A 4/N/A UN/A Allowable Bending for Combination wIth Compression 1(1. (k.ln) Lateral- ALLOWABLE (k-In) Yielding F. (ba t) Torsional M (k-fl) Øf4 (k-fl) Buckling 870.0 11.04 164.5 13.7 12.33 2700.0 10.88 504.2 42.0 37.81 2700.0 1725 814.0 67.8 61.05 4/N/A Lbzo 4/N/A 4/N/A 4/N/A UN/A Lb--Q 4/N/A 4/N/A 4/N/A UN/A Lb--O 4/N/A 4/N/A UN/A 4/N/A Lbso 4/N/A 4/N/A 4/N/A 4/N/A Lb=0 4/N/A 4/N/A 4/N/A I/N/A Lb-0 UN/A RN/A UN/A 4/N/A Lb--O UN/A 4/N/A 4/N/A S (in 3) botto fb m blm flange factored (ksi) of steel (tension) f (bat) ____________ Compression? wet ciouom Flange Stress (ksi) (flog 23.59 15.28 727 7.99 67.03 31.71 5.04 26.67 68.91 26.97 18.35 8.63 UN/A 4/N/A 4/N/A UN/A 4/N/A 4/N/A UN/A UN/A UN/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A - O5fll Location Beam Size AXIAL: Slender/non- Slender Compression: KUr0 KL/r F (E3-4) (ksi) O £ (E72a) b, (really Ii) 0, (AISC Section E711 0.0.0. F. (bat) p (k) ALLOWABLE 0813 W1204 Slender 40.91 0.00 171.0 1.000 442 8.3 0.875 0.875 39.3 163.5 147.1 0814 W16x31 Slender 49.61 0.00 116.3 1.000 41.8 11.5 0.919 0.919 38.9 355.5 320.0 0816 W16x31 Slender 34.95 0.00 234.3 1.000 45.7 11.1 0.907 0.907 41.8 381.7 343.5 0 0 4/N/A UN/A 0.00 4/N/A 4/N/A #N/A 4/N/A 4/N/A 4/N/A 4/ N/A UN/A 4/N/A 0 0 4/N/A UN/A 0.00 UN/A 4/N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A //N/A 4/N/A 0 0 #N/A 4/N/A 0.00 UN/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A UN/A 0 0 4/N/A //N/A 0.00 UN/A 4/N/A UN/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A 0 0 UN/A UN/A 0.00 4/N/A 4/N/A f/N/A 4/N/A 4/N/A 4/N/A 4/10A 4/N/A 4/N/A 0 0 4/N/A 4/N/A 040 UN/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 0 0 UN/A 4/N/A 0.00 4/N/A 4/N/A 4/N/A UN/A 4/N/A UN/A UN/A 4/1,11A #14/A Use KL I ri= 0? .Y. "(YIN) This Is for Axial Column-Action Only and refers to the global bracIng of the member in the weak direction -the presence of a diaphragm allows this to be zero. P k Tension: ALLOWABLE '' I QP,(k) 208.0 187.2 456.5 410.9 456.5 410.9 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A Beam Location Beam Size 0813 W12x14 0814 W1641 0816 W16x31 0 0 0 0 0 0 0 0 0 0 0 0 a 0 AISC H1i-Bendlng& Compression F, / P, Blm Flange ALLOWABLE / , Unity or 0.206 Tension 114.00 0.203 0.44 0.144 Tension 333.00 0.532 0.50 0.488 Tension 318.90 0.487 0.92 UN/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A UN/A UN/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A //N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A UN/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A UN/A AISC H12 - Bending & Tension Unity (H1-laor 0.162 0.263 0.34 0.112 0.532 0.59 0.408 0.487 0.84 4/N/A 4/N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A Check Interaction OK 0.44 OK 0.60 OK 0.92 4/N/A 4/N/A UN/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A 4/N/A UN/A 4/N/A UN/A 4/N/A UN/A Notes: Increase Live Load factor to 1.0 for places of public assembly 4) Strength (LRFO) Level seismic force from lateral analysts 7) Cb = 1.0 (conservative) Strength Level moments taken from RAMSTEEL output 51 Assumes compact sections (DO NOT USE non-compact sections) 8) Phi-Mn chosen based on compression in bottom flange (RAM or Unbraced) (0 assumes all axial Is through beam 6) Slender Sections OK to Use for Axial 9) Second order analysis per AISC 360-05 C.2.1b. Cm1. B2 =1, atpha=1, Pr'82 Pu, Mr'Bl a Mu WISEMAN+ROHY Structural Engineers PROJECT: Combed Oaks COMPOSITE BEAM WITH DRAG FORCES cc Lacearc Msusnme- Bldg A APRIL 21111 Job No: 15.014 Composite Drag Beam Design (Checks Special Seismic Equation) Load Case: (0.9 - 0.2 SDS)DL + OE FY 511 kal Omega = 2.60 K = 1.0 DL Factoro 0.9 phi 0.90 E = 29000 ksl - Sns= 0.750 - Kz= 1.0 (see Com.04) LL Factor ''c 0 sqll(EiFy) = 24.05 INPUT: From RamSteeI Beam Output RamStecl ALLOWABLE Beam Btm Flange Mi ' (k-ti) Mu (1.2DL Mu TL (0.0- Mr,L (k-It) Mr (k-fl) P. (with 1.4 L ocation Beam Size Length (/1) Bracing (Lb) ( Eccentricity (in) (1.2 factor) + 1.6 FLL) (k-It) 0.2SOS) DL + (unfactored) Amplified for 2nd factor (1 (k) Pr (0 Pc) (kips) GM, (k-It) 1m (in4) L (in4) Y bar (in) GE) (k-It) Order Analysis (composite) 0813 W12x14 15.75 15.75 6 7.50 24.00 6.25 19.81 20.69 12.10 30.25 114 390 262 13 0614 W1641 26.5 26.5 8 86.00 245.00 71.67 76.75 80.23 18.40 46.00 333 1234 909 15,6 0816 W16x31 18.67 18.67 6 33.00 103.00 27.50 104.38 113.25 67.00 167.50 318 946 884 13.04 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 #11/A 0.00 0.00 0 0 0 0 0 o 0 0 o 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 UN/A 0.00 0.00 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 , - . -- 0.00 UN/A 0.00 0.00 0 0 0 0 Beam Location Beam Size 0813 W12x14 0B14 W16x31 0816 W16x31 0 0 0 0 0 0 0 0 0 0 0 0 o 1 0 BENDING: Corn non- Compact L, (ft) L, (It) Compact 2.66 7.73 Compact 4.13 11.28 Compact 4.13 11.80 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #11/A UN/A UN/A Allowable Bending for Combination with Compression P4, (k-In) Lateral- ALLOWABLE (k-In) Yielding F. (ksl) Torsional N, (k-fl) (PM,, (k-It) Suckling 870.0 11.04 164.5 13.7 12.33 2700.0 10.68 504.2 42.0 37.81 2700.0 17.25 814.0 67.8 81.05 UN/A Lb=0 UN/A UN/A UN/A. UN/A Lb--O UN/A UN/A UN/A UN/A Lb--G UN/A UN/A UN/A UN/A Lb--0 UN/A UN/A UN/A UN/A Lb'O UN/A UN/A UN/A UN/A Lb=l) UN/A UN/A UN/A UN/A Lb-0 UN/A UN/A UN/A blm flange S,, (In?) bottom factored (ksi) of steel (tension) f (ksl) Compression? riot oo uurn Flange Stress (ksl) (nag 23.59 10.53 7.27 3.26 67.03 14.36 5.04 9.32 68.91 19.72 18.35 1.38 UN/A UN/A UN/A UN/A UN/A UN/A, UN/A UN/A UN/A UN/A *NIA UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A RN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A Location Beam Size AXIAL: Slender/non- Slender Compression: KL/r,, (AISC Section 87) Beam KL/r, F,(83-4)(ksl) 0. f(E7.2a) b. (really h) 0. 0=0.0, F,,(ksl) P. (k) ALLOWABLE 0813 W1204 Slender 40.91 0.00 171.0 1.000 44.2 8.3 0.875 0.875 39.3 163.5 147.1 0814 W16x31 Slender 49.81 0.00 116.3 1.000 41.8 11.5 0.019 0.919 38.9 355.5 320.0 0816 W16x31 Slender 34.95 0.00 234.3 1.000 457 11.1 0.907 0.907 41.8 381.1 343.5 0 0 *N/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A 0 0 UN/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A 4/N/A 0 0 UN/A UN/A 0.00 UN/A *N/A UN/A UN/A 1/N/A *N/A UN/A UN/A' UN/A 0 0 UN/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A 0 0 UN/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A #N/A. UN/A UN/A UN/A 0 0 UN/A UN/A 000 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A 0 0 UN/A UN/A 0.00 UN/A UN/A UN/A UN/A UN/A //N/A UN/A UN/A UN/A use itt. I r = U? , Y (YIN) This is for Axial Column-Action only and raters to the global bracing of the member in the weak direction - the presence of a diaphragm allows this lobe zero. Tension: P •'-k ' - ALLOWABLE 41P.. (k) 208.0 187.2 456.5 410.0 456.5 410.9 UN/A UN/A UN/A UN/A #11/A //N/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A. UN/A Beam Location Beam Size 0813 W1204 0814 W16x31 0818 W16x31 0 0 0 0 0 0 0 0 o o o o 0 0 AISC 111.1 - Bending & Compression P, / P,, Blm Flange ALLOWABLE 14/K Unity (Hi-la or 0.206 Tension 114.00 0.182 037 0.144 Tension 333.00 0.241 0.31 0.488 Tension 318.00 0.356 0.80 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A //N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A AISC 1112-Sending Pr/P,, & Tension Unity 14/fl$, (HI-laor 0.162 0.182 0.26 0.112 0241 0.30 0.408 0.356 0.72 UN/A UN/A UN/A UN/A 1/N/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A #N/A. UN/A UN/A UN/A UN/A UN/A UN/A Check Interaction OK 0.37 OK 0.31 OK 0.80 UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A UN/A Notes: - increase Live Load factor to 1.0 for places of public assembly 4) Strength (LRFD) Level seismic force from lateral analysis 7) Cb 1.0 (conservative) CD Strength Level moments taken from RAMSTEEL output 5) Assumes compact sections (00 NOT USE non-compact sections) 8) Phi-Mn chosen based on compression In bottom flange (RAM or Unbreced) 0 assumes all axial Is through beam 6) Slender Sections OK to Use for Axial 9) Second order analysts per AISC 360-05 C2.1.b. Cm=1, B2 =1. aipha=1, PiB2 Pu, f//r=81 a Mu WlSEMAN+ROHY STRUCTURAL EirmNEERS (.) BY DATE 0- GA Ics I'Z SHUT NO. ________ OF - JOB NO. /5'-014 ,03 f - 1-P1 I t ø'w I WJ (PQ /cè) &4L (1Mg) r lot °' T1 Pt NE4$x%4 5"(AI) F &!- !( 39Y 4 W4 32q 001, ,e 17 Y~ _____________ I . WISEMAN+ROHY 82 STRUCTURAL ENGINEERS ...........-----4... •.•_..-.--.-.-- BY _Pt DATE ________ PROJECT ______________________________________ SHEET NO; ________ OF ( •) ______________________________________________________________ JOB NO. CiJ ,) ................................................ bLI FL (o.vt .- ,-•.-•- -.- - -. -- *..- . -----. ..- --- --••-.•--..--- •1 - - --U-- ._4.4. _ _.__.._.____.L. -- .4 -. . ............... - --- -.-•-• .-- - ,-.-..--- - WISEMAN +!ROHY STRUCTURAL ENGINEERS 83 BY IDATE WI' PROJECT C z:SHEETNO. __OF JOB NO. — X czr: lcr 101 fWøs1G'tZ6 Gravity Beam Design ?L is 84 RAM Steel 15.00.00.000 RAM SiictumISystem DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 2016.05.24 06107/16 16:26:0( ( Ientter Building Code: IBC Steel Code: AISC 360-10 LRFE Floor Type: Mezz Beam Number = 210 SPAN INFORMATION (ft): I-End (245.66,21.58) J-End (245.66,58.16) Minimum Depth specified = 13.50 in Beam Size (User Selected) = W18X35 Fy = 50.0 ksi Total Beam Length (fl) = 36.58 COMPOSITE PROPERTIES (Not Shored): Left Right Deck Label W3 5.5" Concrete thickness (in) 2.50 2.50 Unit weight concrete (pef) 115.00 115.00 fc (ksi) 3.00 3.00 Decking Orientation perpendicular perpendicular Decking type VERCO W3 Formiok VERCO W3 Forinlok beff(in) = 109.74 Ybar(in) = 17.65 Mnfkip-fl = 576.36 Mn (hp-fl) = 476.47 C (kips) = 241.22 PNA (in) = 16.89 Ieff(in4) = 1330.25 itr (in4) = 1708.53 Stud length (in) = 4.50 Stud diam(in) = 0.75 , Stud Capacity (kips) Qn = 17.2 Rg = 1.00 Rp = 0.60 # of studs: Max = 72 Partial = 20 Actual =36 Number of Stud Rows = 1 Percent of Full Composite Action = 46.84 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRL StorLL Red% RoofLL Red% PartL L 21.580 3.57 2.97 4.27 24.8 0.00 0.00 0.0 0.00 0.0 1.28 21.580 0.07 0.07 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type PartL CLL 1 0.000 0.356 0.287 0.494 24.8% Red 0.148 0.000 36.580 0.356 0.287 0.494 0.148 0.000 2 0.000 0.035 0.035 0.000 --- NonR 0.000 0.000 36.580 0.035 0.035 0.000 0.000 0.000 SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 30.61 kips 1.00Vn = 159.30 kips MOMENTS (Ultimate): Span Cond LoadCornbo Mu @ Lb Cb Phi Phi *Mn kip-ft ft ft kip-ft Center PreCrnp+ 1 .4DL 110.6 21.6 0.0 1.00 0.90 249.38 JnitDL 1.4DL 110.6 21.6 Max + 1.2DL+1.6LL 312.8 21.6 --- --- 0.90 428.82 Controlling 1.2DL+1.6LL 312.8 21.6 --- --- 0.90 428.82 REACTIONS (kips): [1 Gravity Beam Design 85 10 RAM Steel 15.00.00.000 Page 2/2 flAMSIWCWISm DataBase: Carlsbad Oaks- Building A - Mezzanine Changes 20 16.05.24 06/07/16 16:26:0( C IBent(ey Building Code: IBC Steel Code: AISC 360-10 LRFE Left Right 7.13 7.68 9.30 a8.6 11.35 t 12.16 28.53 30.61 Initial reaction DL reaction Max +LL reaction Max +total reaction (factored) DEFLECTIONS: (Camber = 3/4) Initial load (in) Live load (in) Post Comp load (in) Net Total load (in) at 18.66 ft = -1.223 LID = 359 at 18.66 ft = -0.739 L/D = 594 at 18.66 ft = -0.837 LID = 524 at 18.66 ft = -1.310 LID = 335 PA4.I0IL !.)+(d 61-354) ML4 ,Lx3V /IZ 0 www.hlltLus Profis Anchor 2.5.2 Company: Page: 1 Specifier: Project: Carlsbad Oaks- Address: Sub-Project I Pos. No.: W18x35 LC #2 Phone I Fax: Date: 617/2016 E-Mail: Specifier's comments: I Input data Anchor type and diameter: AWS DI.1 GR. B 5/8 Effective embedment depth: h5, = 5.500 in. Material: Proof: Design method ACI 318-111 CIP Stand-off Installation: eb = 0.000 In. (no stand-off); !t = 0.500 in. Anchor plate: I, x Ix t = 18.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Rectangular plates and bars (AISC); (Lx W xT) = 15.000 in. x 0.375 in. x 0.000 in. Base material: cracked concrete, 4000, f5' = 4000 psi; h = 7.250 in. Reinforcement: tension: condition B, shear: condition A; edge reinforcement: none or < No. 4 bar. Geometry [in.] & Loading [kip, ft.kip] Input data ant results must be checked for agreement with the existing conditions and for ptaustbfutyl PROFtS Anchor ( c ) 2003-2009 Huh AG, FL-9494 Sehatin Hilti Is registered Trademark of Hitti AG, Schaan 11 www.hiltLus Company: c Specifier: Address: Phone I Fax: E-Mail: =37 Profis Anchor 2.5.2 Page: 2 Project: Carlsbad Oaks- Sub-Project I Pos. No.: WI 8x35 LC #2 Date: 6/7/2016 AY 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [kip] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2.825 7.150 7.150 0.000 2 0.000 7.150 7.150 0.000 3 2.825 7.150 7.150 0.000 4 0.000 7.150 7.150 0.000 max. concrete compressive strain: 0.09 [%o] max. concrete compressive stress: 389 [psi] resulting tension force in (xly)=(-7.500/0.000): 5.651 [lop] resulting compression force in (x/y)=(7.790/0.000): 5.651 (kip) 3 Tension load Load N. [kip] Capacity ^ [kip] Utilization ON = N,J$Nn Status Steel Strength 2.825 14.966 19 OK Pullout Strength 2.825 20.608 14 OK Concrete Breakout Strength** 5.651 16.765 34 OK Concrete Side-Face Blowout, direction N/A NIA N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength N55 = n ASSN futa ACI 318-11 Eq. (02) 4i N515512! N0, ACI 318-11 Table 0.4.1.1 Variables n ASON [in.2] f [psi] 1 0.31 65000 Calculations N. [kip] 19.955 Results N5, [kip] +sieel • N, (kip) N05 [lop] 19.955 0.750 14.966 2.825 3.2 Pullout Strength NPN = Wc.p N9 ACI 318-11 Eq. (0-13) N =8Abrgf ACI 318-11 Eq. (0-14) 4 NPN ~ Nua ACI 318-11 Table D.4.1.1 Variables A,rg [In.2] f [psi] 1.000 0.92 1.000 4000 Calculations N9 [kip] 29.440 Results N9 [kip] concreto $ N9 [kip] Nsa [kip] 29.440 0.700 20.608 2.825 U Input data and results must be checked for agreement with the existing conditions and for ptausibilityi PROMS Anchor (c) 2003-2009 HOd AG, FL-9494 Schoan Huh is a registered Trademark of Hitti AG. Schaan www.hilti.us Company: I \ Specifier: Address: Phone I Far E-Mail: Profis Anchor 2.5.2 Page; 3 Project: Carlsbad Oaks- Sub-Project I Pos. No.: W18x35 LC #2 Date: 6F712016 3.3 Concrete Breakout Strength Ng = tIOC.N 'I'e,N 'IIc.N 'Vcp,N Nb ACt 318-11 Eq. (0-4) 4t N~! Nu, ACt 318-11 Table 0.4.1.1 ANc see ACt 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANW 9h r ACt 318-11 Eq. (D-5) WeaN = ( .,2e1l 1.0 he, ) ACt 318-11 Eq. (0-8) WedN = 0.7 + 0.3 f~ 1.0 ACt 310-11 Eq. (D-10) WCPN = MAX( d1tn, 1.5her) 1.0 ACt 318-11 Eq. (D-12) Car Nb =k?1.5 ACt 318-11 Eq. (D-6) Variables her [Fri.] eCIN [In.] e3N [in.] [in.] llc,N. 5.500 0.000 0.000 7.500 1.000 c [in.] kc f [psi] - 24 1.000 4000 Calculations A, [in.2] AN fin.] l'ec1,N bjec2.N Wed.N 41cp.N Nb [kip] 342.38 272.25 1.000 1.000 0.973 1.000 19.579 Results ( Nr g [hip] 6oncrete N [kip] N [kip] 23.950 0.700 16.765 5.651 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anclr ( c)2003-2009 Hub AG, FL-9494 Schaan HE is a registered Trademark of MIII AG, Schaen EL -1 1111419 www.hiiti.us Profis Anchor 2.5.2 Company: Page: 4 Specifier: Project: Carlsbad Oaks Address: Sub-Project I Pos. No.: W18x35 LC #2 Phone I Fax: Date: 6/7/2016 E-Mail: 4 Shear load Load V., [kip] Capacity IV,, [kip] Utilization pv = Vuj4Vn Status Steel Strength* 7.150 12.971 56 OK - Steel failure (with lever arm) N/A N/A N/A N/A PryoutStrength** 28.600 64.013 45 OK Concrete edge failure In direction y- 28.600 32.849 88 01< *anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength V. = n ACI 318-11 Eq. (D-28) V.Wel -~' Va ACI 318-11 Table 0.4.1.1 Variables n Av [in. 21 f [psi] 1 0.31 65000 Calculations V [kip] 19.955 Results Vea (kip] $steel 4t V [kip] V [kip] 19.955 0.650 12.971 7.150 4.2 Pryout Strength ( ) Vcpg = kcp [() %Pec,N W4,N %Vc.N W.N Nb] ANco ACI 318-11 Eq. (D-41) Vcpg Vua ACI 318-11 Table D.4.1.1 AN, see ACI 318-11 Part 0.5.2.1, Fig. RD.5.2.1(b) ANO = 9 hr • ACI 318-11 Eq. (0-5) 13 VecN = (1 2e14 ) !9 1.0 ACI 318-11 Eq. (0-8) hat, WeN = 0.7 + 0.3 (:) 1.0 ACI 318-11 Eq. (D-10) = MAX(E!°, i.et) 1.0 ACI 318-11 Eq. (0-12) Nb = k0x ACI 318-11 Eq. (0-6) Variables her (in.] e51w [in.] e5 [in.] Ca.i [in] 2 5.500 0.000 0.000 7.500 ;c [in.] k5 ka fc [psi] 1.000 - 24 1.000 4000 Calculations AN5 [in.2] AN [in-21 'Vac1,N Wec2.N 'I'ed.N 'v.w Nb [kip] 653.63 272.25 1.000 1.000 0.973 1.000 19.579 Results V.pg [kip) Vcpq [kip] Vua [IdP] 91.446 0.700 64.013 28.600 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hull AG, FL-9494 Schean Huh is a registered Trademark of Hilti AG. Schean www.hlttl.us Profis Anchor 2.5.2 Company: Page: 5 / Specifier: Project: Carlsbad Oaks- Address: Sub-Project I Pos. No.: W18x35 LC #2 Phone I Fax: I Date: 6/7/2016 E-Mail: 4.3 Concrete edge failure In direction y- Ava Vcb9 (KVr ) Wc.V 't/ed.V Wc.V WIiV 1paraIleLv Vb ACl 318-11 Eq. (0-31) ACt 318-11 Table 0.4.1.1 Ave seeACl 318-11. Part 0.6.2.1, Fig. RD.6.2.1(b) AvcO 4.5 c 1 ACl 318-11 Eq. (D-32) Vec.v ( +!i' ACl318-11 Eq. (0-36) V 3;I = 0.7 + 0.3(i4'—)cal 1.0 AC! 318-11 Eq. (0-38) = 1.0 he ACl 318-11 Eq. (0-39) Vb ='94'I?ct ACl318-11 Eq. (0-34) Variables c81 (in.] ca2 [in.] eel [in.] ltc.V he (in.] 12.500 - 0.000 1.000 7.250 Ic [in.] d5 [in.] fg [PSI] Vparafeiv 5.000 1.000 0.625 4000 2.000 Calculations Avc fin.2] AVCD [in.2) Wec.V Ved.V Wh.v Vb [kip) 380.83 703.13 1.000 1.000 1.608 25.156 Results V [kip] Oconcrele, V [kip] V,. [kip] 43.799 0.750 32.849 28.600 5 Combined tension and shear loads ON 13v Utilization N.V f%] Status 0.337 0.871 5/3 96 OK 1 6 Warnings Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The CD factor Is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supptemenry reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC! 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for ptausildtityl PROFIS Anchor.( c) 2003-2009 Huh AG, FL-9494 Schaan 1-11111 Is a registered Trademajic of Hilt! AG. Schuan