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Home My WebLink About2290 COSMOS CT.; ; CBC2022-0456; PermitBuilding Permit Finaled ( City of Carlsbad Commercial Permit Print Date: 08/23/2023 Job Address: 2290 COSMOS CT, CARLSBAD, CA 92011-1517 Permit Type: BLDG-Commercial Work Class: Parcel#: 2130504400 Track#: Valuation: $650,000.00 Lot#: Occupancy Group: Project#: #of Dwelling Units: Plan#: Bedrooms: Construction Type: Bathrooms: Orig. Plan Check#: Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: Description: SOLAR CARPORT; 172.8KW/432 MODULES Applicant: TYRRA ADAMS 2445 IMPALA DR CARLSBAD, CA 92010-7227 (760) 889-8664 FEE BUILDING PLAN CHECK FEE (manual) Property Owner: LV COSMOS COURT LLC 2290 COSMOS CT CARLSBAD, CA 92011-1517 BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) FIRE Special Equipment (Ovens, Dust, Battery) SB1473 -GREEN BUILDING STATE STANDARDS FEE SOLAR-COMMERCIAL: per kW STRONG MOTION -COMMERCIAL (SMIP) Cogen Total Fees: $4,809.00 Total Payments To Date: $4,809.00 Permit No: Status: CBC2022-0456 Closed -Finaled Applied: 12/30/2022 Issued: 04/11/2023 Finaled Close Out: 08/23/2023 Final Inspection: 06/06/2023 INSPECTOR: Renfro, Chris Kersch, Tim Contractor: EVA GREEN POWER INC 2445 IMPALA DR CARLSBAD, CA 92010-7227 (760) 931-2641 Balance Due: AMOUNT $400.00 $98.00 $493.00 $26.00 $3,610.00 $182.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. 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 similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Pagelofl 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Ccicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION 8-2 Plan Check (}?,( 202-'2-0'-1 54, Est. Value {p:t)J 0(20 PC Deposit L( 00-OD Date (2-, 31' \ 2 "2--- Suite: _____ .APN: 2130504400 Job Address 2290 Cosmos Court. Carlsbad, CA 92011 Tenant Name#: Reef Lifestyle, LLC. Lot #:._5 ____ Year Built: _1_9_89 ________ _ Year Built:___ Occupancy: Commecdal Construction Type:.___ Fire sprinklersO,ESQNO BRIEF DESCRIPTION OF WORK: Solar Caport ..U ~ (i ,~. ~ IC. w) f" \I '¼ f,~ A/C:QYESQNO w l ):4( ~3 ~) --.. 0 Addition/New: ____________ New SF and Use, __________ New SF and Use ______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _ OTenant Improvement: _____ SF, _____ SF, Existing Use: _______ Proposed Use: ______ _ Existing Use: Proposed Use: ______ _ □ Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _ l ✓I Solar:m-KW,= Modules, Mounted:ORoofOGround D Reroof:\ ~ 'l "fb 3,,.. D Plumbing/Mechanical/Electrical 0 Other: EV Charging Stations PROPERTY OWNER APPLICANT (PRIMARY CONTACT) Name: Tyrra Adams Address· 2445 Impala Drive Name: LV Cosmos Court, LLC c/o Luminous Capital Mgt Address: 8583 Irvine Center Drive, Suite 120 City· Carlsbad State:_C_A __ .Zip: 92010 City: Irvine State: CA Zip:_9_26_1_8 __ _ Phone· 760-889-8664 Phone: 949-939-9975 Email· tyrra@evagreenpower.com Email: matt@luminouscm.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name;,.· _________________ Business Name: EVA Green Power, Inc. Address· Address: 2445 Impala Drive City_· _______ State:. ___ .Zip: _____ City: Carlsbad State: CA Zip:_9_20_1_0 ____ _ Phone: Phone: 760-931-2641 Email: Email: tyrra@evagreenpower.com Architect State License: CSLB License #:_1_04_1_0_71 _____ Class:._C_-1_0 _____ _ Carlsbad Business License# (Required): BLNR002899-03-2018 APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with al/ City ordinances and State laws relating to building construction. a / / NAME (PRINT): Antonio Corradini SIGN-ll:?,&z../~ -DATE: / 2 /z 2 / 2ozz__ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I herebyaf firm under penal tyof perjury that I am I icensed under provisions of Chapter 9 /commencing with Section 7000 / of Division 3 of the Business and Professions Code, and my license is in fu/1 force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): Dr have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. _____________________________________ _ -OR- [~} have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the_ work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: _v_oe_t,_,e_P_,_,m_"-'"-'_"ra_,_ce_S_•_~_"_••------------ Policy No. 9222645-21 Expiration Date: ______________ _ -OR- Ocertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shafl not employ any person in any manner so as to become subject to the workers' compensation laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name., ____________________ Lender's Address: ___________________ _ CONTRACTOR CERT/FICA TION: I certifythat I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME(PRINT): Antonio Corradini SIGNATURE: a.fc,,,-..,~4,__-DATE: --t2-/2z-pez._ Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. L • OR· (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. ~44, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- 01, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR-□, am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Website: http:/ /www.legfnfo.ca.gov/calaw.html. OWNER CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Matthew Stephenson SIGN: ~ S3ti.•,,~ DATE: 12/22/2022 Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov 2 REV. 07/21 Building Permit Inspection History Finaled ( City of Carlsbad PERMIT INSPECTION HISTORY for (CBC2022-0456) Permit Type: BLDG-Commercial Work Class: Cogen Status: Closed -Finaled Application Date: 12/30/2022 Owner: LV COSMOS COURT LLC Issue Date: 04/11/2023 Subdivision: PARCEL MAP NO 11589 Expiration Date: 12/04/2023 IVR Number: 45561 Address: 2290 COSMOS CT CARLSBAD, CA 92011-1517 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date 05/02/2023 05/02/2023 BLDG-11 209717-2023 foundation/Ftg/Piers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS BLDG-12 Steel/Bond Beam 209718-2023 Checklist Item COMMENTS BLDG-Building Deficiency 06/06/2023 06/06/2023 BLDG-35 Solar Panel Checklist Item 213244-2023 COMMENTS BLDG-Building Deficiency NOTES Created By TEXT Status Passed Passed Passed Angie Teanio 951-415-4435 Jonas Wednesday, August 23, 2023 BLDG-Final Inspection 213245-2023 Passed Checklist Item BLDG-Building Deficiency BLDG-Structural Final BLDG-Electrical Final NOTES Created By Angie Teanio COMMENTS TEXT 951-415-4435 Jonas Tim Kersch Complete Passed Yes Tim Kersch Complete Passed Yes Chris Renfro Complete Passed Yes Created Date 06/05/2023 Chris Renfro Complete Passed Yes Yes Yes Created Date 06/05/2023 Page 1 of 1 • • • • * 4 .... E-lfE:NG/NE:E:RING PROJECT: 26030 ACERO MISSION VIEJO, CA 92691 PHONE#: (949) 305-1150 STRUCTURAL CALCULATIONS Cosmos Reef 2290 Cosmos Court Carlsbad, CA 92011 4 S.T.E.L. PROJECT NO.: 22-1182 DATE: February 28, 2023 \. CBC2022-0456 2290 COSMOS CT SOLAR CARPORT; 172.8KW 2130504400 3/3/2023 CBC2022-0456 tl.: SIEtfENGINE'ERING Client: M BAR C CONSTRUCTION Project: COSMOS REEF PV CANOPY DESIGN T6 --------------------------- CALCULATION INDEX SECTION DESCRIPTION 1 PROJECT INFORMATION -ANALYSIS DATA 2 SOLAR PANEL LOADS & CONNECTION 3 PURLIN ANALYSIS & DESIGN 4 PURLIN TO BEAM CONNECTION 5 BEAM ANALYSIS & DESIGN 6 COLUMN ANALYSIS & DESIGN 7 BEAM TO COLUMN DESIGN 8 FOUNDATION DESIGN • .. ~ . Job No.: 22-1182 Date: 12/12/22 Engineer: 4STEL PAGES 2 -4 5 -8 9 -29 30 -33 34 -59 60 -96 97 -108 109 -116 • • • • • • Cosmos Reef (: .. IE#£NGINE:£RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-11 so www .4steleno.com CODES & MATERIAL SPECIFICATIONS CODE: 2019 CBC LOADS: ROOF LIVE LOAD: GROUND SNOW LOAD: Solar & Elect. LOAD: Misc. LOAD: TOTAL ROOF DEAD LOADS: 0.00 psf 0.00 psf 2.46 psf 0.00 psf 5.19 psf Includes Beam Weight JOB#: 22-1182 2/28/2023 TOT AL DEAD LOADS: 5.77 psf Includes Beam & Column Weight ALLOWABLE SOIL VALUES: DRILLED PIER FOUNDATIONS VERTICAL END BEARING: 2,000 (psf) LATERAL BEARING: SKIN FRICTION DOWN: SKIN FRICTION UP: SHALLOW SPREAD FOOTINGS REINFORCED CONCRETE: CONCRETE STRENGTH F c: REINFORCING STEEL: STRUCTURAL STEEL: HOT ROLLED WF SHAPES: HOT ROLLED MISC. SHAPES: HSS BEAMS: HSS COLUMNS: PLATES: BOLTS: ANCHOR BOLTS: COLD FORMED STEEL: COLD FORMED STEEL: Codes&Materials 667 (pcf) 250 (psf) 250 (psf) BEARING PRESSURE: 1,500 (psf) PASSIVE PRESSURE: 100 (pcf) 4,000 (psi) ASTM A 615, GR. 60 ASTM A992, Fy=50 ksi ASTM A36, Fy=36 ksi ASTM A500, Fy = 46 ksi ASTM A500, Fy = 46 ksi ASTM A36 OR A572 GR. 50 ASTM A307 OR A325 ASTM F1554, GR. 55 ASTM A653 GR. SS, Fy= 55 ksi 2 of 116 ft C"TW;=IENGINEERING 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com PROJECT INFORMATION PROJECT INFORMATION Job Name: Cosmos Reef Description: 39'-8.8" WIDE T.STR x 31'-0" O.C. Job Number: 22-1182 STRUCTURE DATA Roof Slope/Angle, 0 = 7.0 (deg) Structure Slope Width, W = 39.736 (ft) Required Clear Height, HcLR = 13.50 (ft) Column Spacing, Sc = 31.000 (ft) Allowed Grade Changes, HGR = 2.00 (ft) Max. Column Height, HcoL = 17.921 (ft) Height at Base of Column, H0 = 0.00 (ft) Mean Roof Height, z = 19.921 (ft) Risk Category = I I Site Address: 2290 Cosmos Court, Carlsbad, CA 92011 Latitude= 33.122 (deg) (From Google Maps) Longitude= Ss = S1= Risk Category I : Risk Category II : Risk Category Ill or IV : Ground Snow, p9 : Elevation ASL, 2g : SOLAR PANEL Width, Wpv = Length, Lpv = Weight, W PV = Dead Load= DEAD LOADS Solar & Elect. Misc. Purlins Beams Columns Total Project Info 117.269 (deg) 0.971 (g) 0.354 (g) 89 (mph) 96 (mph) 102 (mph) 0.0 (psf) 257 (ft) (From Google Maps) (From USGS) (From USGS) Suntech STPXXXS-A72UNfh 390-410W 3.287 (ft) (Shorter Dimension) 6.588 (ft) (Longer Dimension) 50.0 (lb) 2.31 (psf) Direct Bolt Spacing = 2.46 (psf) 0.00 (psf) 1.42 (psf) 1.30 (psf} 0.59 (psf) 5.77 (psf) 3 of 116 Metric Data 1,002 (mm) 2,008 (mm) 22.70 (kg) 1,300 (mm) JOB #: 22-1182 2/28/2023 • • • • • • • f:: ~T'EIENG/NEERING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PROJECT INFORMATION Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. CONCRETE BOLLARD YES Bollard Diameter, DaL = 30.00 (in) Height Above Grade, HaL = 30.00 (in) Concrete Density, Pc = 150 (pcf) ROOF LIVE LOAD LR= 0.0 (psf} P = 0.0 (lb) Point Live Load (Not concurrent with L ,) SNOW LOAD Ground Snow, p9 = 0.0 (psf) Ce = 0.9 C1 = 1.2 I = 1.0 Cs = 1.0 ---> Snow Load Not added to Seismic Weight Ps.E = 0.0 (psf) Ps = 0.7.Ce.C,.I.p9.Cs = 0.0 (psf) Pt= o.o (psf) WIND LOAD DESIGN PARAMETERS V= 96 (mph) Exposure= C G= 0.85 Clear Wind Flow Only: FALSE (MWF) K2 = 0.901 (C & C) K2 = 0.901 Kz1 = 1.000 Kd = 0.85 Ke= 1.000 SEISMIC DESIGN PARAMETERS Project Info Ground Motion Hazard Analysis .. , -T_R_U_E __ Site Class = C R= 1.25 Oo = 1.25 Ct= 0.02 X = 0.75 TL= 8.0 ASCE §1 1.4.8 Cd= I = e 1.25 1.00 p = 1.00 Seismic Design Category = D Ss = 0.971 (g) Fa= 1.200 SMs= F8.Ss = 1.165(g) Sos = (2/3).SMs = 0.777 (g) Seismic Lateral Drift Limit, b.8 s 0.Hc 4 of 116 S1 = 0.354 (g) Fv= 1.500 SM1 = Fv.S1 = 0.531 (g) S01 = (2/3).SM, = 0.354 (g) NO LIMIT JOB #: 22-1 182 2/28/2023 Cosmos Reef f: 'IEl£NG/NE:£R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo. CA 97691 (949) 305-1150 www .4steleng.com SOLAR PANEL LOADS 1. DEAD LOAD: Po = 2.46 (psf) 2. WIND LOADS PER ASCE 7-16 Ch. 30 Wind Speed, V = 96 (mph) Roof Slope, A= 7.0 (deg) ( J,) { Project Info. J Risk= II Exposure= C Clear Wind Flow Only: FALSE JOB #: 22-1182 2/28/2023 ASCE 7-16 References Solar Panel Dimensions: • Panel Width, Wpv= 3.287 (ft) Panel Length, Lpv = 6.588 (ft) Panel Area, Apv = Wpv. Lpv = 21 .66 (sq. ft.) [ § 26.10.1 J Kz = 0.901 Kzt = 1.00 [ § 26.6 J Wind Zone 3: Wind Loads: Downward Upward Kd = 0.850 qh = 0.00256.K2.Kzt·Kd.Ke.V ASCE 7-16 -Figure 30.7-1 G = 0.850 Ke= 1.00 2 = 18.1 (psf) a = 3.97 (ft) CNWD = 2.36 CNWU = -2.55 Pw(DN) = qh.G·CNwo = 36.3 (psf) Pw(UP) = %.G.CNwu = • 39.1 (psf) 3. SNOW LOAD: Ground Snow Load, p9 = 0.0 (psf) Cs= 1.0 Exposure Factor, Ce = 0.9 [1.5-2] Importance Factor, Is = 1.00 Thermal Factor, C1 = 1.2 Flat Roof Snow Load, Pt= 0.7.Ce.Ct.LP9 = 0.0 (psf) Slope Roof Snow Load, Ps = 0.0 (psf) 4. ASD SOLAR PANEL LOAD COMBINATIONS 1. D+S P,= 2.5 (psf) (J,) Max. Down 2. D + 0.6.WoN P2 = 24.2 (psf) (J,) Max. Down 3. D + 0.45.WoN + 0.75.S P3 = 18.8 (psf) ( J,) Max. Down 4. 0.6.D + 0.6.Wup P4 = -22.0 (psf) ('t) Max. Up Solar Panel Wind 5 of 116 §26.8.2 §26.9 Eq. 26.10-1 Fig. 30. 7-1 § 26.11.1 Eq. 30.7-1 Fig. 7.4-1 Table 7.3-1 Table 7.3-2 Eq. 7.3-1 Eq. 7.4-1 2.4.1.3 2.4.1.5 2.4.1.6a 2.4.1. 7 • • • • • • Cosmos Reef (; S....-Fl£NG/N££R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4steleng.com SOLAR PANELS -DIRECT BOLT CONNECTIONS SOLAR PANEL DIRECT BOLT LOADS DEAD LOAD Solar Module, Wpv = 50 {lb) PV Module Area, Apv = 3.29 (ft) X 6.59 (ft) = SEISMIC LOAD Risk= JI Ip= ap = 1.0 Rp = Sos = 0.777 z= 19.92 (ft) h= 19.92 (ft) Wp= 50.0 {lb) F p = [ (0.4.ap.Sos.W p) / (Rp / Ip) ].(1 + 2.z/h ) = 31 .1 (lb) Fp-MAX = 1.6.S05.lp.Wp = 62.2 (lb) Fp-MIN = 0.3.S0s.lp.Wp = 11 .7(1b) We= Fp/ 1.4 = 22.2 (lb) WIND LOADS V = 96 (mph) Risk= Roof Slope = 7.0 (deg) Exposure= 21.66 (sq. ft.) 1.00 1.5 <--Governs JI C COMPONENTS AND CLADDING -SLOPED ROOF ASCE 7-16 Figure 30.7-1 Kz = 0.901 Kzt = 1.00 Kd = 0.85 Ke= 1.00 qh = 0.00256.K2.Kzt.Kd.Ke.V2 = 18.1 (psf) G = 0.85 No. of Bolts, nb = 4 AEw = Apv / nb = 5.41 (sq. ft.) a = 3.97 (ft) Zone 3 : CNW-DN = 3.15 CNW-UP = -5.00 VERTICAL WIND LOADS PoN = qh.G.CN-DN = 48.3 (psf) PuP = %,G.CN-UP = -76.8 (psf) Direct Bolt 6 of 116 JOB #: 22-1 182 2/28/2023 SOLAR PANELS DESIGNED BY OTHERS SOLAR PANEL CONNECTIONS BOLT USE 5/16 DIA. ASTM F593C BOLT AT PV MODULE TO SUPPORT CONNECTION MIN.4PERPV MODULE Cosmos Reef (,: C"7Fl£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo. CA 92691 (949) 305-1 150 www.4s!eleng.com SOLAR PANELS -DIRECT BOLT CONNECTIONS SOLAR PANEL LOADS WIND LOAD PuP = -76.8 (psf) Pup = PuP . Apv = -1,663 (lb) DIRECT BOLT ASD TENSION DUE TO WIND UPLIFT No. of Bolts, nb = 4 Pw = 0.6.Pup / nb = 250 {lb) Tension per Bolt ASD TENSION REQUIRED TO RESIST SEISMIC LOAD We = [Fp/1.4 ) = 22.2(Ib} µ = 0.33 16.8 (lb) Min. Clamp Force Req'd per Bolt GOVERNING TENSION FORCE PsoLT = max.[Ps,PEI = 250 {lb) P = 242 (lb) <---WIND Governs Bolt Size =! 5/16 (in) ! F593C 0 = 2.0 Fnt = 75 (ksi) Ab= 0.077 (sq. in) Allowable Bolt Tension, PA= Fnt·Ab / 0 = 2,876 (lb) ASD SEISMIC SHEAR Direct Bolt WE = [Fp/1.4) = 22.2(Ib) VsoLT = 5.6 (lb) Fnv = 45 (ksi) Allowable Bolt Shear, VA= Fnv·Ab/O = 1,726(Ib) USE 5116 DIA. ASTM F593C BOLT AT PV MODULE TO SUPPORT CONNECTION MIN. 4 PER PV MODULE 7 of 11 6 > PsoLT > JOB#:22-11 82 2/28/2023 USE 5116 DIA. ASTM F593C BOLT AT PV MODULE TO SUPPORT CONNECTION MIN. 4 PER PV MODULE OK OK • • • • • • Cosmos Reef (: 15" --.E:NG/NE:ERING 39'-8.8" WIDE T.STR x 31 '-0" O.C. 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www.4sleleng.com SOLAR PANELS • DIRECT BOLT CONNECTIONS PV Module Direct Bolt Torque per UL 2703 Bolt Tension, W = 12.T / (r.D) Bolt Torque, T = W.r.D/12 PV Module Wind Up, PuP = 76.8 (psf) Tributary Bolt PV Area, Ar = 5.41 (sq. ft.) Min. Bolt Pre-Load {F.S. = 3), W = 3 x 0.6.pup.Ar = 749 {lb} PV Module Bolt Size, D= Friction Coefficient, r= Min. Required Torque, T MIN= Bolt Tension, Pr = W = Bolt Max Allowable Torque Allowable Bolt Tension, PA= Max. Allowable Bolt Torque, T MAX= Direct Bolt 5/16 (in) 0.25 W.r.D/12 = 4.9 (ft.lb) 991 (lb) Fnt·Ab / 0 = 2,876 (lb) PA.r.D/12 = 18.7 (ft.lb) 8 of 11 6 ( F.S. = 3.0) JOB#: 22-1182 2/28/2023 OK Cosmos Reef ft SIFl£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com WIND C&C LOADS TO PURLINS AT 3'-3.78" o/c W = 39.74 (ft) Wr = 3.31 (ft) He = 17.92 (ft) Effective Wind Area, AEw = L x max( Wr, L/3) Slope, A= 7.0 (deg) L = 31.00 (ft) C = 12.83 (ft) AEw = 31.00 (ft) X 10.33 (ft) = 320 (sq. ft.} WIND LOADS a1 = 0.1.W = 0.4.Hc = 3.97 (ft) 7.17 (ft) Risk= II V = 96 (mph) Exposure= C a 3 = 0.04.L = 1.24 (ft) a4 = 3.00 (ft) Clear Wind Flow Only: FALSE COMPONENT & CLADDING ASCE 7-16 Figure 30.7-1 P C&C Wind K = z 0.901 Kzt = 1.0 Kd = 0.85 Ke = 1.0 qh = 0.00256.K2.K21.Kd.Ke.V2 = 18.1 {psf} G= 0.85 STRONG DIRECTION p = qh.G·CN CN-DN = 1.57 PDN = 24.2 (psf) WEAK DIRECTION LOADING {PARAPET) GCp+ = 0.734 GCp· = -0.834 P = qh.G. max(GCp+, GCp-) x 0.9 P = 11.53 {psf} 9 of 116 CN-UP = -1 .67 PuP = -25.6 (psf) ASCE 7-16 Fig. 30.3-1 ASCE 7-16 Fig. 30.3-1 ASCE 7-16 Eq. 30.8-1 ASCE 7-16 Fig. 30.4-1, Note 5 JOB#: 22-1182 2/28/2023 • • • • • • • • Cosmos Reef f:; SIEl£NGIN££R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www.4sleleno.com WIND C&C LOADS TO PURLINS AT 3'-3.78" o/c SEISMIC LOADS -WEAK DIRECTION ONLY Sos = 0.777 Cs= 0.621 Cs= Sosl(R/I) Fpx =[Fi /w i ].w px = Cs.Wp Fpx / W px = [ F;/w i ] =Cs= 0.621 [ Fpx/w px ]MIN = 0.2.Sos.le = 0.155 [Fpx/Wpx t AX =0.4.Sos.18 = 0.31 1 Fpx/wpx = 0.311 P C&C Wind p = 1.000 18 = 1.00 <== Governs 10 of 116 ASCE 7-16 Eqn. 12.10-1 ASCE 7-16 Eqn. 12.10-1 ASCE 7-16 Eqn. 12.10-2 ASCE 7-16 Eqn. 12.10-3 JOB#: 22-1182 2/28/2023 (t ~TEIENG/NEERING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 w ww .4s!eleng.com Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. WIND C&C LOADS TO PURLINS AT 3'-3.78" o/c MONOSLOPE ROOF WIND DESIGN TABLE ASCE 7-16 Components & Cladding Figure 30.7-1 CN JOB#: 22-1182 2/28/2023 CLEAR WIND FLOW OBSTRUCTED WIND FLOW Roof Slope (0) 0 7.5 15 30 45 Less Slope Greater Slope Interpolated P C&C Wind Aew ZONE3 Aew Sa2 2.4 -3.3 a2 < Aew S4a2 1.8 -1.7 Aew> 4a2 1.2 -1 .1 Aew S a2 3.2 -4.2 a2 < Aew S4a2 2.4 -2.1 Aew> 4a2 1.6 -1.4 Aew s a2 3.6 -3.8 a2 < Aew S4a2 2.7 -2.9 Aew> 4a2 1.8 -1.9 Aew S a2 5.2 -5.0 a2 < Aew S 4a2 3.9 -3.8 Aew> 4a2 2.6 -2.5 Aew S a2 5.2 -4.6 a2 < Aew S4a2 3.9 -3.5 Aew> 4a2 2.6 -2.3 0 1.20 -1.10 7.5 1.60 -1 .40 7.00 1.57 -1.38 MIN(UP)=~ MAX(DN)=~ AEw = 320 (sq. ft.) a= 3.97 a2 = 15.8 4.a2 = 63.2 Slope, A = 7.0 (deg) MATCH + 2 ZONE2 1.8 -1.7 1.8 -1 .7 1.2 -1.1 2.4 -2.1 2.4 -2.1 1.6 -1.4 2.7 -2.9 2.7 -2.9 1.8 -1.9 3.9 -3.8 3.9 -3.8 2.6 -2.5 3.9 -3.5 3.9 -3.5 2.6 -2.3 1.20 -1.10 1.60 -1.40 1.57 -1 .38 11 of 116 ZONE 1 ZONE3 ZONE2 ZONE 1 1.2 -1.1 1.0 -3.6 0.8 -1.8 0.5 -1.2 1.2 -1 .1 0.8 -1 .8 0.8 -1 .8 0.5 -1.2 1.2 -1 .1 0.5 -1 .2 0.5 -1.2 0.5 -1.2 1.6 -1.4 1.6 -5.1 1.2 -2.6 0.8 -1 .7 1.6 -1.4 1.2 -2.6 1.2 -2.6 0.8 -1.7 1.6 -1 .4 0.8 -1 .7 0.8 -1.7 0.8 -1.7 1.8 -1.9 2.4 -4.2 1.8 -3.2 1.2 -2.1 1.8 -1.9 1.8 -3.2 1.8 -3.2 1.2 -2.1 1.8 -1 .9 1.2 -2.1 1.2 -2.1 1.2 -2.1 2.6 -2.5 3.2 -4.6 2.4 -3.5 1.6 -2.3 2.6 -2.5 2.4 -3.5 2.4 -3.5 1.6 -2.3 2.6 -2.5 1.6 -2.3 1.6 -2.3 1.6 -2.3 2.6 -2.3 4.2 -3.8 3.2 -2.9 2.1 -1.9 2.6 -2.3 3.2 -2.9 3.2 -2.9 2.1 -1.9 2.6 -2.3 2.1 -1 .9 2.1 -1.9 2.1 -1.9 1.20 -1.10 0.50 -1 .20 0.50 -1.20 0.50 -1.20 1.60 -1.40 0.80 -1.70 0.80 -1.70 0.80 -1.70 1.57 -1.38 0.78 -1.67 0.78 -1.67 0.78 -1 .67 • • • • • • • ft c 4Etf£NGIN££R/NG 26030 Acero Mission Viejo. CA 92691 (949) 305-1 150 www.4steleng.com PURLIN ANALYSIS Purlin Slope, Beam Width, 0 = 0.00 (deg) W = 39.74 (ft) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. No. of Column Bays, Nb = 4 Purlin Tributary Width, Wr = 3.315 {ft) No. of Purlins Over Width, np = 12 PURLIN DATAI .. ____ s_F_IA_-_c_1_o_x_4_1_4_G_A ___ __ I x = 21.961 Weight= 4.72 (pit) PURLIN SPAN DATA L= 31.000 (ft) c= 12.833 (ft) {max.) Pc w C R1 L= Simple Span a= Right Cant. c= Left Cant. in4 ly = 3.009 in4 E = 29,500,000 (psi) w = Uniformly Distributed Load (pit) P = Concentrated Load or Beam Reaction R1 w L = Simple Span a = Right Cant. a R1 = w.(L 2 -a2}/{2.L) -p A,a/L 0 R1 = PA.(1 + a/L} + w.[(L+a)2 -c2] / (2.L} -Pc.ell R2 = Pc,(1 + c/L) + w.[{L+c)2 -a2] / {2 .L) -PA,a/L v /max) = max.[ R, -{w.c + Pc), w.c + Pc I R2 = w.{L + a}2/(2 .L} + PA,{1 + a/L) v2(max) = max.[ R2 -(w.a + PA), w.a +PA) Xvo = {R1 -Pc -w.c) / w from R 1 +M(max) = R 1.Xvo -w .(Xvo + c/12 -Pc.(Xvo + c) -M1 = w.c2/2 + Pc.c -M2 = w.a2/2 + PA.a PURLIN DEFLECTIONS Xvo = R1/w +M(max) = R, 2/(2.w) -M2 = w.a2/2 + PA.a 80 = [ w / El ].1 8.[ 5.L 4/4 -3.(a2 + c2).L 2 l -[108 / El l -[ P A,a.L 2 + Pc.c.L 2 l from R 1 88 = [ w / El ).72.[ 2.L.a.c2 + 4.L.a3 + 3.a4 -a.L3 ] + [ 288 /El l-[ PA.2.a2.(L +a)+ Pc.L.a.c l Be = [ w / El ).72.[ 2.L.c.a2 + 4.L.c3 + 3.c4 -c.L 3 l + [ 288 / Ell-[ Pc.2.c2.(L + c) + P A,L.a.c ] Purlin Analysis 12 of 116 JOB#: 22-11 82 2/28/2023 Cosmos Reef (1 ~7'£l£NGIN££R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1 150 www .4steleng.com PURLIN ANALYSIS DEAD LOADS LIVE LOADS Solar & Elect. 2.46 (psf) Misc. 0.00 (psf) Purlins 1.42 (psf) Total D = 3.88 (psf} Point Live Load, PLR = 0.0 (lb) Uniform Live Load Reduction Roof Live Load, LR= 0.00 (psf) Slope, 0 = 7.0 (deg) Ar = Wr.L = 102.8 (sq. ft.) R1 = 1.2 -Ar/ 1000 = 1.00 R2 = 1.2 -12.tan(0) / 20 = 1.00 Reduced Roof Live Load, LR= LR.R1.R2 = 0.00 (psf) SNOW LOAD 1.47: 12 0.6 < R1 < 1.0 0.6 < R2 < 1.0 Snow Load, S = 0.00 (psf) Ps,E = 0.00 (psf) WIND LOADS MAJOR AXIS WIND DIRECTION PARALLEL TO ROOF SLOPE DIRECTION PuP = -25.60 (psf) PoN = 24.17 (psf) Wup = PNw-up,Wr = -85 (plf} WoN = PNW-DN•Wr = 80 (plf} MINOR AXIS Wind Pressure, Pw = 11.53 (psf) No. of Purlins np SPAN 12 CANT 12 SEISMIC LOAD -MINOR AXIS Strength, F px / w px O .311 Deflection, Fpx/ w px = 0.777 Purfin Analysis Trib. Height Ww = Pw,hp.cos(q) / (12.np) hp (In) 10.00 10.00 D = 3.88 (psf) Ps,E = 0.00 (psf) 0.8 (plf} 0.8 (plf) W px = {D + Ps,E).Wr .Fpx. Wpx = 4.0 (plf) w px = {D + Ps,E).Wr .F px . W px = 10.0 (plf} 13 of 116 JOB#: 22-1182 2/28/2023 • • • • • (1 ~ --.£NGIN££R/NG 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com PURLIN ANALYSIS LOAD CASES D w= VsPAN = V cANT = M sPAN = McANT = - LlsPAN = LlcANT = s w= VsPAN = V cANT = M sPAN = M cANT = LlsPAN = LlcANT = WoN w= VsPAN = V cANT = M sPAN = M cANT = - LlsPAN = LlcANT = Purlin Analysis 12.9 (pit) 234 (lb) 165 (lb) 1,522 (ft.lb} 1,060 (ft.lb) 0.413 (in) -0.056 (in) 0.0 (plf) 0 (lb) 0 (lb) 0 (ft.lb) 0 (ft.lb) 0.000 (in) 0.000 (in) 80.1 (pit) 1,455 (lb) 1,028 (lb) 9,469 (ft.lb) 6,597 (ft.lb) 2.569 (in) -0.346 (in) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. LR w= 0.0 (pit) P= 0 (lb) V sPAN = 0 (lb) V cANT = 0 (lb) M sPAN = 0 (ft.lb) M cANT = 0 (ft.lb) LlsPAN = 0.000 (in) LlcANT = 0.000 (in) Wup w = -84.9 (plf) VsPAN = -1 ,541 (lb) V cANT = -1 ,089 (lb) M sPAN = -10,030 (ft.lb) M cANT = 6,988 (ft.lb} LlsPAN = -2.722 (in ) LlcANT = 0.367 (in ) 14 of 116 JOB#: 22-1182 2/28/2023 (t C-'7Fl£NG/N££R/NG 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www.4sleleng.com PURLIN ANALYSIS LOAD CASES MINOR AXIS BENDING L e«(SPAN) = 10.333 (ft) L e«(CANT) = 6.417 (ft) Purlin Analysis Ey (Minor Axis) w = 4.0 (pit) w= 10.0 (plf) V sPAN = 25 (lb) VcANT = 54 (lb) M sPAN_MAX = 43 (ft.lb) M1,2SPAN = 11 (ft.lb) M cANT_MAX = 82 (ft.lb) llsPAN = 0.029 (in) llcANT = 0.072 (in) Wy (Minor Axis) W sPAN = 0.8 (plf) WcANT = 0.8 (plf) VsPAN = 5 (lb) V cANT = 11 (lb) M sPAN_MAX = M 112sPAN = 8 (ft.lb) 2 (ft.lb) M cANT_MAX = 16 (ft.lb) ilsPAN = 0.002 (in) llcANT = 0.006 (in) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. (Strength) (Deflection) (At Brace) (At Midspan) (At Brace) (At Brace) (At Midspan) (At Brace) 15 of 116 JOB#: 22-1182 2/28/2023 • • • • • • Cosmos Reef ft C"~l£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo. C A 92691 (949) 305-1150 www.4steleno.com PURLIN DESIGN· SFIA • C 10 x 4 14 GA I SFIA -C 10 x 4 14 GA Lateral Support Continuous Top Flange Support: Continuous Bottom Flange Support: Simple Span Bracing: Cantilever Span Bracing: Section Properties F -y -55.0 ksi Fu = Sxe = 3.424 in3 Sye = Ix= 21 .961 in4 I -y - E= 29,500,000 psi G= Dup = 1.000 in lye = Weight= 4.720 plf 0= ho = 10.000 in bo = rx = 3.977 in r -y- t = 0.071 in k = V I ASTM A653 5S55 NO NO 1/3 SPAN MIDSPAN 70.0 ksi 1.086 in3 3.009 in4 11 ,346,154 psi 1.505 in4 90.0 Degrees 4.000 in 1.472 in 5.340 Xo = -2.96 in J = 0.00235242 in4 Cw= 61 .76 in6 µ= 0.300 Ag= 1.388 in2 j = 5.608 in s,x = 4.393 in3 Sty= 1.086 in3 R= 0.1069 (in) ro = 5.169 in L TB • Major Axis K = 1.0 Kc= 1.0 SPAN s CANTILEVER Kt-s = 1.0 Kt-c = 1.0 Sex= 3.424 Sex= 3.424 in3 +ve Lb+s = 124.0 (in) -ve Lb-c = 77.0 (in) BENDING BENDING Cb+s = 1.014 Cb-c = 1.000 Sex= 3.424 Sex = 3.424 in3 -ve Lb-s = 124.0 (in) +ve Lb+c = 77 .0 (in) BENDING BENDING Cb-s = 1.014 Cb+c = 1.000 L TB -Minor Axis Ksy = 1.0 Key = 2.0 SPAN Sey = 1.086 CANTILEVER Sey = 1.086 in3 Lbs = 372.0 (in) Lbc = 154.0 (in) Cold Purlin 16 of 116 I JOB#: 22-1182 2/28/2023 PURLIN DESIGN -SFIA -C10x4 14 GA SFIA -C 10 x 4 14 GA Fy = 55 ksi; WITH LATERAL BRACE POINTS AT 1/3 SPAN OF SIMPLE SPAN AND MIDSPAN OF CANTILEVERED SPAN ~t C-IEl£NGIN££R/NG 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1150 www .4steleng.com PURLIN DESIGN -SFIA-C 10 x 414 GA Distorsional Buckling Properties lxt = 0.018 in4 lxyt = 0.052 in4 lyt = 0.573 in4 hx = -2.351 in Xot = 1.577 in SHEAR ASD, Ov= 1.60 A/SI S100-16 MAJOR AXIS h = D -2.(t + R) = 9.644 (in) G2.3-2 Fer= [ n2.E.kvl / (12.(1-µ2).(hlt/] = G2.1-6 Aw= h.t :;: 0.688 (sq. in) G2.3-1 Ver= Aw.Fer :;: 5,351 (lb) G2.1-5 V = y 0.6.Aw.Fy = 22,690 (lb) G2.1-4 Av = [ V / V )112 = y er 2.059 G2.1-1 Vn = Vy :;: 22,690 (lb) G2.1-2a Vn = 0.815.[Vcr.Vy ]112 :;: G2.1-3a Vn = Ver = 5,351 (lb) Vnx = 5,351 (lb) V nx / Ov = 31345 (lb) MINOR AXIS b = B -2.(t + R) = 3.644 (in) G2.3-2 Fer = [ n2.E.kvl / [12.(1 -µ2).(b/t)2] = G2.1-6 Ar= 2.b.t :;: 0.520 (sq. in) G2.3-1 Ver= Ar.Fer = 28,328 (lb) G2.1-5 Vy= 0.6.Ar.Fy = 17,146 (lb) G2.1-4 Av= [ V / V )112 _ y er -0.778 G2.1-1 Vn = Vy :;: 17,146 (lb) m= 1.798 in ~eb = 2 Cwt= 0.000 in6 Jr= 0.00059119 in4 Ar= 0.349 in2 Yor = hy = -0.095 in LRFD, <Pv = 0.95 7,783 psi 8,981 (lb) 0.815 < cf>v,Vnx = 5,084 (lb) 54,520 psi Av s 0.815 Av s 1.227 Av > 1.227 Av s 0.815 G2.1-2a Vn = 0.815.[ Ver.Vy ]1'2 = 17,962 (lb) 0.815 < Av s 1.227 G2.1-3a Vn = Ver :;: 28,328 (lb) Av > 1.227 Vny = 17,146 (lb) V0yf Ov = 101716 (lb) cf>v,Vny = 16,289 (lb) Cold Purlin 17 of 116 JOB#: 22-1182 2/28/2023 FALSE FALSE TRUE TRUE FALSE FALSE • • • • (: C , E«£NG/N££RING 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com PURLIN DESIGN -SFIA -C 10 x 414 GA A/SI S100-16 F2.1.1-5 F2.1.2-2 F2.1-2 F2.1.1-1 F2.1.3-2 F2.1.2-3 F2.1.2-1 F2.1.3-1 FLEXURE -SPAN +VE BENDING ASD, Ob= 1.67 LRFD, cpb = 0.90 F2. LATERAL-TORSIONAL BUCKLING STRENGTH Oex = 7r.E I ( Ksy·Lbs/ rx/ Oex = 33,277 psi MAJOR AXIS NOMINAL SECTION STRENGTH Mnx = Stx·Fy Mnx = 20,135 (ft.lb) Oey = 7r.E / ( K5.Lb+sl ry)2 Oey = 41,029 psi MINOR AXIS Mny = Sty.Fy Mny = 4,976 (ft.lb) Fcre(x,a) = Fcre(x,b) = F cre(x) = Cb+s·r 0.A.✓(CJ8y,CJ1) I (n.S,x) = 60,212 psi Cb+5.7r.E.d.lycl [ n.Sfx,(K5.Lb+s)2) = max.[ Fex(a), Fex(bi] = 60,212 psi O psi C5 = -1.00 CrF = 1.000 M,/M2 = 1.000 F cre(y) = [ C5.A.Oex I (CrF•Sty) ].[ j + C5.✓(j2 + r t(at I CJ8x))] = 83,578 psi Fcre(y) = Cb+s·r0.A.✓(CJ8x,CJ1) I (2.Sty) = 0 psi F cre(y) = 83,578 psi n = 1 n = 1 F2.1-4 Fnx = (10/9).Fy.(1 -10.Fy/(36.Fe)) Fnx = 45,605 psi Fny = (10/9).Fy.(1 -10.Fy/(36.Fe)) Fny = 49,940 psi Mney = Sty·Fny Mnex = 16,696 (ft.lb) Mney = 4,518 (ft.lb) F3. LOCAL BUCKLING STRENGTH F3.1-1 Mnl = Sxe·Fnx = 13,013 (ft.lb) Cold Purlin 18 of 116 JOB#: 22-1182 2/28/2023 A/SI S100-16 F2.1.1-4 CS & Z Purlins Z Purlins CS Purlins Z Purlins Cosmos Reef ~: 'IEIENG/NEERING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4s!eleng,com PURUN DESIGN -SFIA -C 10 x 414 GA A/SI S100-16 FLEXURE -SPAN +VE BENDING MAJOR AXIS F4. DISTORTIONAL BUCKLING STRENGTH 2.3.3,3-4 Lcr = [(4.7t4.h0 ,(1 -µ2)/t3).( lxr-(Xof -hxfl2 + Cwt -(Ix/1Iyr).(x0r-hxfl2) + 7t4.h0 4/720]1'4 2.3.3.3-3 2.3.1.3-3 2.3.3.3-5 2.3.1.3-5 2.3.3.3-6 2.3.3.3-2 F4.1-5 F4.1-4 F4.1-3 F4.1-2 H4-1 Cold Purlin Lcr = 38 (in) Lm= 124(in) 38 (in) M1/M2 = -1.00 /3= 1.0 :5 [1+0.4.(L /Lm)°-7.(1+M1/M2)°-7 ] s 1.3 = k<l>te = 340 (lb) k(l)we = 315 (lb) k = 4,000 (lb) k<l>fg = 0.017907 in2 k<l>wg = 0 .001427 in2 Ferd = /3 , (k¢fe + k<l>we + k¢)/(k¢tg + k<l>wg) = 240,780 psi Mcrd = Srx.Fcrd = 88,149 {ft.lb) My= Srx-Fy = 20,135(ft.lb) "-ct= ✓( My I Mcrd) = 0.478 Mnctx = My Mnctx = 20,135 (ft.lb) H4. COMBINED BENDING & TORSION R sPAN= [fb(max)/{fb+ft)] :5 1.0 = 0.878 Mx = RsPAN•Mnx = 17,676 (ft.lb) GOVERNING CAPACITY -SPAN MAJOR AXIS Mn+x = 13,013 (ft.lb) Mn+xtnb = 7,792 (ft.lb) <l>b.Mn+x = 11,711 (ft.lb) MINOR AXIS Mny = 4,518 (ft.lb) MnylOb = 2,706 (ft.lb) <Pb·Mny = 4,067 (ft.lb) 19 of 116 1.000 JOB#: 22-1182 2/28/2023 • • • • (1 ~ 11 Etf£NGIN££RINCi 26030Acero Mission Viejo, CA 92691 (949) 305-1 150 www.4steleng.com PURLIN DESIGN -SFIA -C 10 x 414 GA Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. A/SI S100-16 FLEXURE -CANTILEVER SPAN -VE BENDING ASD, Ob= 1.67 LRFD, <!>b = 0.90 F2. LATERAL-TORSIONAL BUCKLING STRENGTH F2.1.1-5 F2.1.2-2 Oex= n2.E/(Kcy·Lbcl rx)2 0 8x = 48,544 psi 0 8y = Jt2.E I ( Kc.Lb-cl ry)2 0 8y = 106,404 psi F2.1-2 F2.1.1-1 F2.1.1-6 F2.1.2-3 F2.1.2-1 F2.1.3-1 F2.1-4 F2.1-1 F3.1-1 Cold Purlin MAJOR AXIS NOMINAL SECTION STRENGTH Mx= Stx·Fy MINOR AXIS My= Sty.Fy Mx = 20,135 (ft.lb) My= 4,976 (ft.lb) F cre(x,a) = Cb-c·r 0.A.✓(o8y,Ot) I (n.Stx) = 153,008 psi Fcre(x,b) = Cb-c·n-2.E.d.lycl [ n.Sfx-(Kc.Lb-c)2] = 0 psi Fcre(x) = max. [ F crex(a) , F crex(b) ] = 153,008 psi Cs = -1 .00 M1/M2 = 0.000 CrF = 0.6 -0.4.( M1 /M2 ) = 0.600 Fcre(y) = [ C5 .A.08x / (CrF•Sty) ].[ j + C5.✓(j2 + r /(01 I 08x))] = Fcre(y) = Cb-c·r0.A.✓(oex·Ot) I (2.Sty) = 0 psi Fcre(y) = 326,702 psi Fnx = Fy Fny = Fy Fnx = 55,000 psi Fny = 55,000 psi Mnex = Sfx,Fnx Mney = Sty,Fny Mnex = 20,135 (ft.lb) Mney = 4,976 (ft.lb) F3. LOCAL BUCKLING STRENGTH Mnl = Sxe·Fnx = 15,693 (ft.lb) 20 of 11 6 326,702 psi n = 1 n = 1 JOB#: 22-1182 2/28/2023 A/SI S100-16 F2.1.1-4 CS & Z Purlins Z Purlins CS Purlins Z Pur/ins f:t STEIENGINEERING 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4steleng.com PURLIN DESIGN -SFIA -C 10 x 4 14 GA A/SI FLEXURE -CANTILEVER SPAN -VE BENDING 5100-16 MAJOR AXIS 2.3.3.3-4 2.3.3.3-3 2.3.1.3-3 2.3.3.3-5 2.3.1.3-5 2.3.3.3-6 2.3.3.3-2 F4.1-5 F4.1-4 F4.1-3 F4.1-2 H4-1 Cold Purlin F4. DISTORTIONAL BUCKLING STRENGTH Lcr = 38 (in) Lm = 77 (in) L = min.(Lm, Lcrl = 38 (in) M,IM2 = -0.250 k<1>re = 340 (lb) k<l>we = 315 (lb) k = 4,000 (lb) k<1>rg = 0.01791 in2 k<l>wg = 0.00143 in2 F crd = /3. (k<l>fe + k<l>we + k<1>)/(k<1>rg + k<l>wg) = 288,635 psi Mcrd = Srx.Fcrd = 105,668 {ft.lb) My= Stx·Fy = 20,135 (ft.lb) Ad = ✓( My I Mcrd) = 0.437 Mndx = My Mndx = 20,135 (ft.lb) H4. COMBINED BENDING & TORSION RcANT = [ fb(max) / ( fb + ft) ] S 1.0 = 0.809 Mx = RcANT•Mnx = 16,286 (ft.lb) GOVERNING CAPACITY -CANTILEVER SPAN MAJOR AXIS Mn-x = 15,693 (ft.lb) Mn-x!Ob = 9,397 (ft.lb) <!>b,Mn-x = 14,124 (ft.lb) MINOR AXIS Mny = 4,976 (ft.lb) M0y/Qb = 2,980 (ft.lb) <l>b.Mny = 4,479 {ft.lb) 21 of 116 JOB#: 22-1182 2/28/2023 • • ft S~l£NGIN££RING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN DESIGN -SFIA -C 10 x 414 GA Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. A/SI REVERSE FLEXURE S100-16 -ve BENDING -SPAN ASD, Ob= 1.67 +ve BENDING -CANTILEVER LRFD, q>b = 0.90 F2.1.1-5 F2.1 .2-4 F2.1-2 F2.1.1-1 F2.1.1-6 F2.1.1-1 F2.1 .1-6 F2.1-3, 4, 5 F2.1-2 F3.1-1 Cold Purlin F2. LATERAL-TORSIONAL BUCKLING STRENGTH O"ts = 32,255 psi Oeys = n2.E I ( Ksy·Lb-s/ ry)2 Oeys = 41 ,029 psi NOMINAL SECTION STRENGTH Mnxs = Sxt·Fy Mnxs = 20,135 (ft.lb) -ve BENDING -SPAN Otc = 82,502 psi Oeyc = 1t2.E / ( Kcy·Lb+cl r y )2 Oeyc = 26,601 psi Mnxc = Sxt·Fy Mnxc = 20, 135 (ft.lb) F cre(x,a) = cb-s·r o.A.✓(creys·Ots)/(n.Stxl = 60,212 psi Fcre(x,b) = Cb-s·n2.E.d.lycl [ n.Stx.(K5.Lb-s)2 ] = 0 psi Fcre(x) = max.[ Fcrex(a), Fcrex(b)] = 60,212 psi +ve BENDING -CANTILEVER Fcre(x,a) = Cb+c·r0.A.✓(creyc·Otc}l(n.Stx)= 76,504 psi Fcre(x,b) = Cb+c·n2.E.d.lycl [ n.Stx.(Kc.Lb+c)2] = 0 psi F cre(x) = max. [ F ex(a) , F ex(b) ] = 76,504 psi -ve BENDING -SPAN +ve BENDING -CANTILEVER n = 1 n = 1 n = 1 n = 1 Fnxs = (10/9).Fy.(1 -10.Fy/(36.Fe)) Fnxs = 45,605 psi Fnxc = (10/9).Fy.(1 -10.Fy/(36.Fe)) Fnxc = 48,907 psi Mnex-s = 16,696 (ft.lb) Mnex+c = Stx·Fnxc Mnex+c = 171905 (ft.lb) F3. LOCAL BUCKLING STRENGTH Mn1s = 13,013 (ft.lb) 22 of 116 Mnlc = Sxe·Fnxc Mnlc = 13,955 (ft.lb) JOB#: 22-1182 2/28/2023 A/SI S100-16 F2.1.1-4 CS & Z Purlins Z Purlins CS Purlins Z Purlins (t '5"TEl£NG/N££RING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4s1eleno.com PURLIN DESIGN -SFIA -C 10 x 4 14 GA Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. REVERSE FLEXURE A/SI S100-16 -ve BENDING -SPAN +ve BENDING -CANTILEVER 2.3.3.3-4 2.3.3.3-3 2.3.1.3-3 2.3.3.3-5 2.3.1 .3-5 2.3.3.3-6 F4. DISTORTIONAL BUCKLING STRENGTH Lcr = 38 (in) Lm= 124(in) L = min.(Lm, Lcr) L = 38 (in) M,/M2 = -1.000 Lcr = 38 (in) Lm = 77 (in) L = min.(Lm, Lcr) L = 38 (in) -0.250 /J = 1.0 s 1 + 0.4.(L / Lm)°-7.( 1 + M1/M2)°'7 s 1.3 = k<llre = k¢we = k<ll = k<llrg = k<llwg = 340 (lb) 315 (lb) 4,000 (lb) 0.0179 0.0014 in2 in2 k<llre = 340 (lb) k<llwe = 315 (lb) k<ll = 4,000 (lb) k<llrg = 0.0179 k<llwg = 0.0014 Span 1.00 in2 in2 Span Cant Cant. 1.20 2.3.3.3-2 F4.1-5 Ferd= /J. (k¢fe + k<llwe + k¢)/(k¢fg + k¢wg) = 240,780 psi 288,635 psi F4.1-3 F4.1-2 F4.1-1 H4-1 H4-1 Cold Purlin Mcrd-s = Srx.Fcrd-s = 88,149 (ft.lb) Mcrd+c = Sfx·Fcrd+c = 105,668 (ft.lb) A.d-s = ✓(M/Mcrd-s) = 0.478 Mnd-x = My Mnd-x = 20,135 (ft.lb) Ad+c = ✓( My I Mcrd+c ) = 0.437 Mnd+x = My Mnd+x = 20,135 (ft.lb) H4. COMBINED BENDING & TORSION RsPAN= [fb(max)/(fb+ft)] S 1.0= 0.878 Mx = R sPAN•Mnx = 17,676 (ft.lb) RcANT= [fb(max)/(fb+ft)] S 1.0= 0.81 Mx = RcANT•Mnx = 16,286 (ft.lb) -ve BENDING -SPAN Mn-x = 13,013 (ft.lb) M0 .x/Qb = 7,792 (ft.lb) <Pb·Mn-x = 11,711 (ft.lb) GOVERNING CAPACITY +ve BENDING -CANTILEVER Mn+x = 13,955 (ft.lb) Mn+xtnb = 8,356 (ft.lb) <Pb·Mn+x = 12,559 (ft.lb) 23 of 116 JOB#: 22-1182 2/28/2023 • • ~J STEl£NG/N££RING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4s!eleno.com Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. PURLIN LOAD COMBINATIONS (ASD) ASTM A653 5S55 SFIA-C10x414GA CHECK:.._l _o_K_ ..... Max Shear DIC : 33.1 % Combo : .. ! ______ o_+_o_.6_W_D_N _____ ___. Max Bending D/C : 92.4% Case: WUP Max. Vert. Deflection Ratio : 27.7% Case: Wy Max. Lat. Deflection Ratio : 0.0% MAJOR AXIS Span+ Span - Cant - Cant+ Vn/0 = M//0 = Mn·/o = Mn./0 = Mn+/0 = CHECK DEFLECTIONS D fl.ALLOW.SPAN = fl.ALLOW.CANT = LR or S fl.ALLOW.SPAN = fl.ALLOW.CANT = Wup fl.ALLOW.SPAN = fl.ALLOW.CANT = W oN fl.ALLOW.SPAN : fl.ALLOW.CANT : Wy fl.ALLOW.SPAN : fl.ALLOW.CANT = ~y fl.ALLOW.SPAN = fl.ALLOW.CANT : Purlin Combos 3,345 (lb) 7,792 (ft.lb) 7,792 (ft.lb) 9,397 (ft.lb) 8,356 (ft.lb) NO LIMIT NO LIMIT L / 180 = 2.L/ 180 = L/ 90 = 2.L / 90 = L/ 90 = 2.L / 90 = NO LIMIT NO LIMIT NO LIMIT NO LIMIT 2.067 (in) 1.711(in) 4.133 (in) 3.422 (in) 4.133 (in) 3.422 (in) 24 of 116 MINOR AXIS Vn/0 = 10,716 (lb) Mn/0 = 2,706 (ft.lb) Mn/0 = 2,980 (ft.lb) fl.SPAN = 0.413 (in) fl.cANT = -0.056 (in) fl.SPAN = 0.000 (in) fl.CANT= 0.000 (in) fl.SPAN = 0.6.LlWup= fl.CANT = 0.6.LlWup = fl.SPAN : 0.6.LlWoN= fl.CANT = 0.6.LlWoN = fl.SPAN : 0.42.LlWy = fl.cANT: 0.42.LlWy= fl.SPAN = LlEy = fl.cANT = llEy = -1.143(in) 0.154 (in) 1.079 (i n) -0.145 (in) 0.001 (in) 0.002 (in) 0.029 (in) 0.072 (in) OK OK OK OK OK OK OK OK OK OK OK OK JOB#: 22-1182 2/28/2023 0.000 0.000 0.277 0.261 0.000 0.000 £: C"'TEl£NG/N££RING Cosmos Reef JOB#: 22-1182 39'-8.8" WIDE T.STR x 31 '-0" O.C. 2/28/2023 26030 Acero M ission Viejo, CA 92691 (949) 305-1150 www.4sfeleng.com PURLIN LOAD COMBINATIONS (ASD) LOAD CASES D Cr V sPAN = 234 (lb) V sPAN = 0 (lb) V cANT = 165 (lb) V cANT = 0 (lb) M sPAN = 1,522 (ft.lb) M sPAN = 0 (ft.lb) M cANT = -1 ,060 (ft.lb) M cANT = 0 (ft.lb) ,'.\SPAN= 0.413 (in) ,'.\SPAN = 0.000 (in) ,'.\CANT = -0.056 (in) ,'.\CANT : 0.000 (in) s Wup V sPAN = 0 (lb) V sPAN = -1 ,541 (lb) V cANT = 0 (lb) V cANT = -1,089 (lb) M sPAN = 0 (ft.lb) M sPAN = -10,030 (ft.lb) M cANT = 0 (ft.lb) M cANT = 6,988 (ft.lb) ,'.\SPAN = 0.000 (in) ,'.\SPAN = -2.722 (in) ,'.\CANT= 0.000 (in) ,'.\CANT = 0.367 (in) WoN I V sPAN = 1,455 (lb) V cANT = 1,028 (lb) M sPAN = 9,469 (ft.lb) M cANT = -6,597 (ft.lb) ,'.\SPAN = 2.569 (in) ,'.\CANT: -0.346 (in) Wy Ey V sPAN = 5 (lb) V sPAN = 25 (lb) V cANT = 11 (lb) V cANT = 54 (lb) M sPAN = 8 (ft.lb) M sPAN = 43 (ft.lb) M cANT = 16 (ft.lb) M cANT = 82 (ft.lb) ,'.\SPAN = 0.002 (in) ,'.\SPAN= 0.029 (in) ,'.\CANT= 0.006 (in) ,'.\CANT = 0.072 (in) Purlin Combos 25 of 116 f: .. IEIENGINEERING Cosmos Reef JOB#: 22-1182 39'-8.8" WIDE T.STR x 31'-0" O.C. 2/28/2023 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4steleng.com PURLIN LOAD COMBINATIONS {ASD} LOAD COMBOS D 0.000 DIC % 0.1 95 VsPAN = 234 (lb) OK 7.0% VcANT = 165 (lb} OK 4.9% MsPAN = 1,522 (ft.lb) OK 19.5% McANT = -1,060 (ft.lb) OK 12.7% [(OMIM0)2+(0VN0)2]1'2 = 0.136 :s; 1.0 OK 13.6% ~SPAN = 0.413 (in) LlA,SPAN = 0.00 (in) + NO LIMIT 0.000 ~ANT= -0.056 (in) ti.A.CANT = 0.00 (in) + NO LIMIT 0.000 D + Lr 0.000 DIC % 0.1 95 VsPAN = 234 (lb) OK 7.0% VcANT = 165(1b) OK 4.9% MsPAN = 1,522 (ft.lb) OK 19.5% McANT = -1,060 (ft.lb) OK 12.7% [(OMIMn)2+(0VNn)2]1'2 = 0.136 :s; 1.0 OK 13.6% ~SPAN= 0.413 (in) ti.A.SPAN = 0.00 (in) + NO LIMIT 0.000 ~CANT= -0.056 (in) ti.A.CANT = 0.00 (in) + NO LIMIT 0.000 D+S I 0.000 DIC % 0.195 Vs1MPLE = 234 (lb) OK 7.0% VcANT = 165 (lb) OK 4.9% Ms1MPLE = 1,522 (ft.lb) OK 19.5% McANT = -1,060 (ft.lb) OK 12.7% [(OM1Mn)2+(0VN0)2]1'2 = 0.136 :s; 1.0 OK 13.6% ~SPAN = 0.413 (in) ti.A.SPAN= 0.00 (in) + NO LIMIT 0.000 ~ANT = -0.056 (in) LlA,CANT = 0.00 (in) + NO LIMIT 0.000 D + 0.6WoN I 0.000 DIC% 0.924 VsPAN = 1,106(1b) OK 33.1% VcANT = 782 (lb) OK 23.4% MsPAN = 7,203 (ft.lb) OK 92.4% McANT = -5,018 (ft.lb) OK 60.1% [(OM1Mn)2+(0VN0)2]1'2 = 0.644 :s; 1.0 OK 64.4% ~SPAN = 1.955 (in) ti.A.SPAN= 0.00 (in) + NO LIMIT 0.000 ~CANT= -0.263 (in) LlA,CANT = 0.00 (in) + NO LIMIT 0.000 Pur/in Combos 26 of 11 6 £: ~7'Fl£NG/N££RING Cosmos R eef JOB #: 22-1182 39'-8.8" WID E T .STR x 31'-0" O.C. 2/28/2023 26030 Acero Mission Viejo, CA 92691 1949) 305-1150 www .4sleleng.com PURLIN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.6W0N) + 0.75LR 0.000 DIC% 0.742 V sPAN = 888 (lb) OK 26.6% VcANT = 628 (lb) OK 18.8% M sPAN = 5,783 (ft.lb) OK 74.2% McANT = -4,029 (ft.lb) OK 48.2% [(OMIMn)2+(QVNn)2]112 = 0.517 !> 1.0 OK 51.7% ~SPAN = 1.569 (in) t.A,SPAN = 0.00 (in) + NO LIMIT 0.000 ~CANT = -0.21 1 (in) i'.lA,CANT = 0.00 (in) + NO LIMIT 0.000 D + 0.75(0.6W0N) + 0.75S 0.000 DIC% 0.742 VsPAN = 888 (lb) OK 26.6% V cANT = 628 (lb) OK 18.8% M sPAN = 5,783 (ft.lb) OK 74.2% M cANT = -4,029 (ft.lb) OK 48.2% [(OMIM0)2+(0VN0)2]1'2 = 0.517 !> 1.0 OK 51.7% ~SPAN = 1.569 (in) t.A,SPAN = 0.00 (in) + NO LIMIT 0.000 ~CANT = -0.211 (in) i'.lA,CANT = 0.00 (in) + NO LIMIT 0.000 D + 0.6Wy 0.000 DIC% 0.197 V sPAN = 237 (lb) OK 7.1% V cANT = 172 (lb) OK 5.1% M sPAN,X = 1,522 (ft.lb) M sPAN,Y = 5 (ft.lb) M cANT,x = -1,060 (ft.lb) M cANT,Y = 10 (ft.lb) 0 .MxlMnx + 0 .MyfMny S 1.0 0.MxfMnx + O.MylMny = 0.197 Span OK 0 .MxlMnx + 0 .MyfMny = -0.110 Cantilever OK ~SPAN = 1.955 (in) t.A,SPAN = 0.00 (in) + NO LIMIT 0.000 ~CANT = -0.263 (in) t.A.CANT = 0.00 (in) + NO LIMIT 0.000 Purlin Combos 27 of 116 (.: '5' IF«£NGIN££R/NG Cosmos Reef JOB #: 22-11 82 39'-8.8" W IDE T .STR x 31'-0" O.C. 212812023 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www.4sleleng.com PURLIN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.?Ey 0.000 DIC% 0.206 VsPAN = 251 (lb} OK 7.5% VcANT = 203 (lb} OK 6.1% M sPAN,x = 1,522 (ft.lb} M sPAN,v = 30 (ft.lb} M cANT,x = -1,060 (ft.lb} McANT,v = 58 (ft.lb} • 0.MxlMnx + 0.MJMny :S 1.0 O.MxlMnx + O.MylMny = 0.206 Span OK O.Mx/Mnx + O.MylMny = -0.093 Cantilever OK 6sPAN = 0.41 3 (i n} LlA,SPAN = 0.00 (in) + NO LIMIT 0.000 6cANT = -0.056 (in} LlA,CANT = 0.00 (in) + NO LIMIT 0.000 D + 0.75(0.6W~) + 0.75LR 0.000 DIC% 0.1 97 VsPAN = 236 (lb) OK 7.1% VcANT = 170 (lb) OK 5.1% MsPAN,x = 1,522 (ft.lb) M sPAN,v = 4 (ft.lb) McANT.x = -1,060 (ft.lb) McANT,v = 7 (ft.lb) O.MxlMnx + 0.MylMny :S 1.0 0 .MxlMnx + 0.M/Mny = 0.197 Span OK 0.MxlMnx + 0 .M/Mny = -0.110 Cantilever OK 6 sPAN = 0.413 (in) LlA,SPAN = 0.00 (in) + NO LIMIT 0.000 6cANT = -0.056 (in) LlA,CANT = 0.00 (in) + NO LIMIT 0.000 D + 0.75(0.6Wy) + 0.755 0.000 DIC % 0.1 97 • VsPAN = 236 (lb) OK 7.1% VcANT = 170 (lb) OK 5.1% M sPAN,x = 1,522 (ft.lb) MsPAN.Y = 4 (ft.lb) McANT,x = -1,060 (ft.lb) M cANT,Y = 7 (ft.lb) 0 .MxfMnx + O.MyfMny :S 1.0 O.MxfMnx + O.M/Mny = 0.197 Span OK O.Mx/Mnx + 0 .M/Mny = -0.110 Cantilever OK 6 sPAN = 0.41 3 (in) LlA,SPAN = 0.00 (in) + NO LIMIT 0.000 6cANT = -0.056 (in) LlA,CANT: 0.00 (in) + NO LIMIT 0.000 Purlin Combos • 28 of 11 6 • ~t STEl£NGINEERING Cosmos Reef JOB#: 22-1182 39'-8.8" WIDE T.STR x 31'-0" O.C. 2/28/2023 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com PURLIN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.7Ey) + 0.75LR 0.000 DIC% 0.204 V sPAN = 247 (lb) OK 7.4% V cANT = 194 (lb) OK 5.8% M sPAN.x = 1,522 (ft.lb) M sPAN.Y = 22 (ft.lb) M cANT,x = -1 ,060 (ft.lb) M cANT,Y = 43 (ft.lb) • O.MxlMnx + O.MylMny S 1.0 O,MxlMnx + O.M/Mny = 0.204 Span OK O.MxfMnx + 0 .M/Mny = -0.098 Cantilever OK ~SPAN = 0.413 (in) Cl.A.SPAN = 0.00 (in) + NO LIMIT 0.000 ~CANT: -0.056 (in) Cl.A.CANT = 0.00 (in) + NO LIMIT 0.000 D + 0.75(0.7Ey) + 0.755 0.000 DIC% 0.204 V sPAN = 247 (lb) OK 7.4% V cANT = 194 (lb) OK 5.8% M sPAN,X = 1 ,522 (ft. lb) M sPAN,Y = 22 (ft.lb) M cANT,x = -1,060 (ft.lb) M cANT,Y = 43 (ft.lb) O.MxlMnx + 0.M/Mny S 1.0 O,MxlMnx + O.M/Mny = 0.204 Span OK O,MxlMnx + O.M/Mny = -0.098 Cantilever OK ~SPAN = 0.413 (in) Cl.A.SPAN = 0.00 (in) + NO LIM IT 0.000 ~CANT = -0.056 (in) Cl.A.CANT= 0.00 (in) + NO LIMIT 0.000 0.6D + 0.6Wup I 0.000 DIC% 0.655 V sPAN = -784 (lb) OK 23.4% V cANT = -554 (lb) OK 16.6% M sPAN = -5, 105 (ft.lb) OK 65.5% M cANT = 3,557 (ft.lb) OK 37.8% [(QMIM0)2+(0VN0)2]112 = 0.413 !> 1.0 OK 41 .3% ~SPAN = -1 .385 (in) Cl.A.SPAN = 0.00 (in) + NO LIMIT 0.000 ~CANT = 0.187 (in) t..A,CANT = 0.00 (in) + NO LIMIT 0.000 Purlin Combos 29 of 116 • Cosmos Reef ~t 'IE#£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1 150 www.4s1eleng.com PURLIN CONNECTION INTERIOR PURLIN TO BEAM CONNECTION INTERIOR PURLIN TO BEAM CS PURUN 2-~• M.8. E.S. BEAM ---------------- PURLIN TO CLIP ANGLE PURLIN VL = VR = 1,106 (lb) USING nb = 4 VsoLT = (VL + VR)/ nb = VALLOW= 2,356(Ib) 1/2" DIA. A307 BOLTS 553 (lb) USE (4) 1/2" DIA. A307 BOLTS EACH PURLIN TO THE CLIP ANGLE CLIP ANGLE Height, H = Width, b= Thickness, t = Length, L = F -y- 0 = P = Mapp= Mror= Zreq = Mror,OIFy = t c!: Purlin Connection Minor Axis Governing Load Combo: 8.5 (in) 5.0 (in) 0.25 (in) 2.0 (in) 36,000 (psi) 1.67 55 (lb) 0 (in.lb) a= c= e= g= s= Minor Direction Load P.(a + s/2 ) +Mapp= 277 (in.lb) 0.01285 in3 ✓(Z.4 / b} = 0.101 (in) 30 of 116 0.7.E 3.0 (in) 1.5 (in) 1.0 (in) 3.0 (in) 4.0 (in) JOB#: 22-1182 2/28/2023 INTERIOR PURLIN TO BEAM PURLIN TO CLIP ANGLE USE (4) 1/2" DIA. A307 BOLTS EACH PURLIN TO THE CLIP ANGLE OK CLIP ANGLE USE ASTM A36 BENT PL 1/4 x 5" W x 8 1/2" H x 2" LG WELD 5"Wx 2" LG HORIZ. LEG TO BEAM WITH 3/16 x 2" E70XX FILLET WELD ALONG FRONT ANO BACK OF LEG OK Cosmos Reef (t ~TF•£NGIN££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo. CA 92691 (949) 305-1150 www.4s1eleng.com PURLIN CONNECTION CLIP ANGLE TO BEAM M= b = T= 277 (in.lb) 2.0 (in) MI b = TRY 3/16" FILLET WELD FExx = 70.0 (ksi) 0= 2.00 t = w 0.188 (in) Fvn = 0.6.FExx/ 0 = INTERIOR PURLIN TO BEAM CONNECTION CLIP ANGLE TO BEAM Le= 2.0 (in) Ae = tw.LJ✓(2) = 138 (lb} 21.0 (ksi) 0.27 FwELD = ✓[{T/A8) + (V/Ae)]/1000 = V= in2 0.73 (ksi) USE ASTM A36 BENT PL 1/4 x 5" W x 8 1/2" H x 2" LG 55 (lb} WELD 5" W x 2" LG HORIZ. LEG TO BEAM WITH 3/16 x 2" E70XX FILLET WELD ALONG FRONT AND BACK OF LEG Purlin Connection 31 of 11 6 JOB #: 22-1 182 2/28/2023 OK Cosmos Reef (t' IEl£NGIN££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1150 www .4sleleno.com PURLIN CONNECTION EXTERIOR PURLIN TO BEAM ~ +Xs"f HOLES B£AM ENO (F.S.) ENO PL ~ x BEAM WIDTH + ¼" ( BEAM I b r e ® ELEVATION PURLIN TO BEAM PLATE PURLIN VL = VR = 1,106 (lb) USING nb = 4 EDGE PURLIN VsoLT = (VL + VR)/ nb = VALLOW = 2,356(Ib) H 1/2" DIA. 553 (lb) B A307 BOLTS CS PURLIN USE (4) 1/2" DIA. A307 BOLTS EACH PURLIN TO THE BEAM PLATE BEAM PLATE -MINOR AXIS Governing Load Combo: 0.7.E Height, H = Width, b = Thickness, t = dsEAM = Fy = 0= P= Mapp= Mror = Zreq = Mror,OIFy = t 2:: HPLATE,TOTAL = Pur/in Connection 8.5 (in) 8.25 (in) 0.25 (in) 12.0 (in) 36,000 (psi) 1.67 a= 3.0 (in) c= 1.5 (in) e= 2.625 (in) g= 3.0 (in) s= 4.0 (in) 55 (lb) 0 (in.lb) Minor Direction Load P.(a + s/2) +Mapp = 277 (in.lb) 0.01285 in3 ✓(4.Z I b) = 0.079 (in) 20.375 (in) 32 of 116 JOB #: 22-1182 2/28/2023 EXTERIOR PURLIN TO BEAM PURLINTO BEAM PLATE OK BEAM PLATE - MINOR AXIS USE ASTM A36 PL1/4 x 81/4" x 20 3/8" WELD PLATE TO BEAM WITH 1/8" x 4" E70XX FILLET WELD ALONG TOP AND BOTT. OF PLATE TO BEAM OK Cosmos Reef f' C-...-.::1£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-11 so www .4s!eleng.com PURLIN CONNECTION EXTERIOR PURLIN TO BEAM BEAM PLATE TO BEAM M = 277 (in.lb) b = 8.0 (in) T= M /b = TRY 1/8" FILLET WELD FExx = 70.0 (ksi) 0 = 2.00 tw = 0.125 (in) Fv = 0.6.FExx/ 0 = Le = 4.0 (in) Ae = tw.Le /✓(2) = 35 (lb) 21 .0 (ksi) 0.35 FwELD = ✓[(T/Ae) + (V/Ae)]/1000 = V= in2 0.25 (ksi) USE ASTM A36 PL 1/4 x 8 1/4" x 20 3/8" 55 (lb) WELD PLATE TO BEAM WITH 1/8" x 4" E70XX FILLET WELD ALONG TOP AND BOTT. OF PLATE TO BEAM Purlin Connection 33 of 116 JOB#: 22-1182 2/28/2023 OK • • Cosmos Reef ~t S'TEl£NGIN££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo. CA 92691 (949) 305-1150 www .4sleleng.com MAIN WIND FORCE RESISTING SYSTEM MWFRS SLOPED ROOF V = 96 (mph) A= 7.0 (deg) 0.901 1.0 0.85 Ke = 1.0 Exposure= Clear Wind Flow Only: qh = 0.00256.K2.K21.Kd.K0.V2 = 18.07 (psf) G = 0.85 WIND LOADS -STRONG DIRECTION WIND DIRECTION PARALLEL TO ROOF SLOPE DIRECTION CNW-UP-1 = -0.50 CNL-UP-1 = -1.20 PNW-UP-1 = -7.68 (psf) PNL-UP-1 = -18.43 (psf) CNW-UP-2 = -0.50 CNL-UP-2 = -1.20 PNW-UP-2 = -7.68 (psf) PNL-UP-2 = -18.43 (psf) CNW-DN-1 = 1.20 CNL-DN-1 = 0.30 PNW-DN-1 = 18.43 (psf) PNL-DN-1 = 4.61 (psf) CNW-DN-2 = 1.20 CNL-DN-2 = 0.30 PNW-DN-2 = 18.43 (psf) PNL-DN-2 = 4.61 (psf) CNW-ROT-1 : -1 .10 CNL-ROT-1 = -0.10 PNW-ROT-1 = -16.90 (psf) PNL-ROT-1 = -1.54 (psf) CNW-ROT-2 : -1 .10 CNL-ROT-2 = -0.10 PNW-ROT-2 = -16.90 (psf) PNL-ROT-2 = -1.54 (psf) C FALSE §26.10.1 §26.8.2 §26.6 §26.9 Eq. 26.10-1 Eq. 27.3-2 WIND DIRECTION PERPENDICULAR TO ROOF SLOPE DIRECTION ASCE 7-16 Fig. 27.3-7 MWF Wind CN-UP-3 = -1 .2 PN-UP-3 = -18.43 (psf) CN-DOWN-3 = PN-D0WN-3 = Cup Values generate Max Wind Uplift Load. C0N Values generate Max Downward Wind Load. 0.8 12.29 (psf) ~ 16 psf CRor Values generate Max. Unbalanced Beam Wind Load and Beam Rotation. 34 of 116 JOB#: 22-1182 2/28/2023 ~t ~7"'E'IENG/NEER/NG 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www.4ste1eng.com MAIN WIND FORCE RESISTING SYSTEM WIND LOADS -WEAK DIRECTION AEw = 1232 (sq. ft.) GCP+ = 1.500 GCp-= -1 .000 P = qh,G, max(GCp+, GCp-) x 0.9 P = 20.74 (psf) WIND LOADS TRIBUTARY TO COLUMN Eq. 29.4-1 Eq. 26.10-1 Fig. 29.3-1 MWF Wind HcoL = 17.92(ft) H, = 15,00 (ft) Fw = %,G.CF.br {lb/ft) qh = 0.00256.K2.K21.Kd.Ke.V2 K21= 1.0 Kd = 0.85 Ke= 1.0 CF = min,(1 ,8, 1.90 -2,br / Hcod z (ft) Kz 15.00 0,849 Po = 15.00 0.849 P, = 17.92 0.881 P2 = VcoL.w = ASCE 7-16 Fig. 30,3-1 ASCE 7-16 Fig. 30.3-1 ASCE 7-16 Eq 30.8-1 ASCE 7-16 Fig. 30.4-1, Note 5 HsL = 30,00 (in) H2 = HcOL -H, = 2.92 (ft) br = bcol = 8.00 {in) STRONG-DIR. br = dcol = 12.00 {in) WEAK-DIR. Pw (psf) 17.02 (psf) 17.02 (psf) 17.67 (psf) ex= 9.50 Zg = 900 K2 = 2.01 .( z I Zg ) 2/Cl G = 0.85 CF STRONG WEAK 1.800 1.788 dcol = 12.00 (in) bcol = 8.00 (in) 35 of 116 JOB#: 22-1182 2/28/2023 • • • Cosmos Reef (t 'IEl£NGIN££RING 26030Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1 150 www .4steleng.com SEISMIC LOAD -WEAK DIRECTION Sos = 0.777 Cs= 0.621 P = 1.000 le= 1.00 Fpx= [F; fw; ].wpx = Cs.Wp Fpx/Wpx = [F;/W; ]=Cs= 0.621 [ Fpx/wpxr'N = 0.2.Sos,le = 0.155 [ Fpx/w px ]MAX = 0.4.Sos.le = 0.311 Fpx/wpx = 0.311 MWFWind <== Governs 36 of 11 6 ASCE 7-16 Eqn. 12.10-1 ASCE 7-16 Eqn. 12.10-1 ASCE7-16Eqn. 12.10-2 ASCE 7-16 Eqn. 12.10-3 JOB#: 22-1182 2/28/2023 (t Sll?IENGINEERING 26030 Acero Mission Viejo, CA 9?691 (949) 305-11 so www .4s!eleng.com Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. MAIN WIND FORCE RESISTING SYSTEM ASCE 7-16 DIRECTION 1, "(= oo DIRECTION 2, Figure 27.3-4 Clear Wind Obstructed Clear Wind Roof Slope (") Load Case CNw CNL CNw CNL CNw CNL A 1.2 0.3 -0.5 -1.2 1.2 0.3 0 B -0.1 -1 .1 -0.6 -1.1 -0.1 -1.1 7.5 A -0.6 -1 .0 -1.0 -1.5 0.9 1.5 B -1.4 0.0 -1.7 -0.8 1.6 0.3 A -0.9 -1.3 -1.1 -1.5 1.3 1.6 15 B -1.9 0.0 -2.1 -0.6 1.8 0.6 22.5 A -1.5 -1.6 -1.5 -1.7 1.7 1.8 B -2.4 -0.3 -2.3 -0.9 2.2 0.7 30 A -1.8 -1.8 -1.5 -1.8 2.1 2.1 B -2.5 -0.5 -2.3 -1.1 2.6 1.0 A 37.5 -1 .8 -1.8 -1.5 -1.8 2.1 2.2 B -2.4 -0.6 -2.2 -1.1 2.7 1.1 A -1 .6 -1.8 -1.3 -1.8 2.2 2.5 45 B -2.3 -0.7 -1.9 -1.2 2.6 1.4 A= 7.0 (deg) DIRECTION 1 DIRECTION 2 Slope 1 0 Slope 2 0 Slope 1 0 Slope 2 CNw CNL CNw CNL CNw CNL CNw A Clear 1.2 0.3 1.2 0.3 1.2 0.3 1.2 B Clear -1.1 -0.1 -1.1 -0.1 -1.1 -0.1 -1.1 A Obstructed -0.5 -1.2 -0.5 -1.2 -0.5 -1.2 -0.5 B Obstructed -1.1 -0.6 -1.1 -0.6 -1 .1 -0.6 -1.1 INTERPOLATION INTERPOLATION A Clear 1.20 0.30 1.20 0.30 B Clear -1.10 -0.10 -1.10 -0.10 A Obstructed -0.50 -1.20 -0.50 -1 .20 B Obstructed -1.10 -0.60 -1.10 -0.60 Difference Sum Difference MATCH Dir 1 -A Cir 0.90 1.50 Dir. 1 MAX (ROT) 1.00 2 Dir 1 • B Cir 1.00 -1.20 Dir. 2 MAX (ROT) 1.00 2 Dir 1 -A Obs 0.70 -1.70 Sum Dir. 1 Dir 1 -B Obs 0.50 -1.70 Dir. 1 MAX (ON) 1.50 1 Dir 2 -A Cir 0.90 1.50 Dir. 1 MIN (UP) -1.70 3 Dir 2 -B Cir 1.00 -1.20 Sum Dir. 2 Dir 2 -A Obs 0.70 -1.70 Dir. 2 MAX (ON) 1.50 1 Dir 2 -8 Obs 0.50 -1.70 Dir. 2 MIN (UP) -1.70 3 MWF Wind 37 of 116 JOB #: 22-1182 2/28/2023 "I= 180° Obstructed CNw CNL -0.5 -1.2 -1.1 -0.6 -0.2 -1.2 0.8 -0.3 0.4 -1.1 1.2 -0.3 0.5 -1.0 1.3 0.0 0.6 -1.0 1.6 0.1 0.7 -0.9 1.9 0.3 0.8 -0.9 2.1 0.4 0 CNL 0.3 -0 .1 -1 .2 -0.6 CNw CNL -1.10 -0.10 -1.10 -0.10 1.20 0.30 -0.50 -1.20 1.20 0.30 -0.50 -1.20 • • • • ft C"'7"EIE:NGIN££R/NG 26030 Acero Mission Viejo, CA 92691 1949) 305-1150 www .4sleleng.com Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. BEAM ANALYSIS -MWF WIND LOADS Tributary Width, Wr = 31.000 (ft) Beam Slope= 7.00 (deg) Snow Tributary Width, Wrs = 31.000 (ft) Beam Slope Length, L = 39.736 (ft) Tributary Area, Ar = Wr.l = 1,232 (sq. ft.) BEAM DATA HSS12 x 8 x 5/16 ASTM AS00, Gr. B Ix = Beam Weight = BEAM SPANS: 224.0 40.4 (pit) in4 Slope Distances 120.0 in4 29,000,000 psi C= A= B= 19.868 (ft) Column Location from Low End of Beam 19.868 (ft) Low Span 19.868 (ft) High Span w, = distributed load on low end w2 = distributed load adjacent to w1 w3 = distributed load adjacent to w2 w4 = distributed load adjacent to w3 w5 = distributed load adjacent to w4 w6 = distributed load on high end T STRUCTURE BEAM TBm A=B =C Default Length of w 1 , Length of w 2, Length of w 3, Length of w 4, Length of w 5 , Length of w 6, OT STRUCTURE BEAM COLUMN AT I.OW SIDE A =CB JOB#: 22-1182 2/28/2023 ft C-..,.-,:=-1£NGIN££RING 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31 '-0" 0.C. Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com BEAM ANALYSIS -MWF WIND LOADS TBm INTERNAL FORCES MA= Ms= Maximum Moment at Span 'A' IF( x1 s A, w1.x1.( A -0.5.x1) + IF( I(x,:x2 ) s A, w2 .x2 .( A -I(x1 :x2 ) + 0.5.x2 ) + IF( I(x,:x3) :S A, w3.x3.( A -I(x,:x3) + 0.5.x3 ) + IF( I(x,:x.i) s A, w4.x4.( A -I(x,:x.i) + 0.5.x4) + IF( I(x 1 :x 5 } s A, w 5 .Xs.( A -I(x 1 :x 5 ) + 0.5.x 5 ) + IF( I(x1:J<i;) s A, w6.J<i;.( A -I(x1:Xi;) + 0.5.x6 ), 0.5.w6.max( A -I(x1:x5), 0 )2 ), 0.5.w5_max( A -I(x1:x.i), 0 )2 ), 0.5.w4.max( A -I(x1:x3), 0 )2 ), 0.5.w3_max( A -I(x1:x2). 0 )2 ). 0.5.w2.max( A -x1 , 0 )2 ), 0.5.w1.A2 ) Maximum Moment at Span 'B' IF( Xi; :S 8, w6.J<i;.( 8 -0.5.x6 ) + IF( I(x5 :J<i;) s 8, w5 .xs-( 8 -I.(x5 :x62 ) + 0.5.x5 ) + IF( L(X4:J<i;) :S 8, W4.J<,i.( 8 -I.(x.i:J<i;) + 0.5.x4) + IF( I(x3 :J<i;) s 8, w3 .x3 .( 8 -I.(x3 :J<i;) + 0.5.x3 ) + IF( I(x2 :J<i;) s 8, w2 .x2 .( 8 -I.(x2 :J<i;) + 0.5.x2 ) + IF( I(x1:J<i;) :S 8, w1.x1.( 8 -I.(x1:J<i;) + 0.5.x, ), 0.5.w,.max( 8 -I(x2:Xs), 0 }2 ), 0.5.w2 max( 8 -!:(x3:J<i;), 0 )2 ), 0.5.w3 ,max( 8 -I.(x4:Xs), 0 )2 ), 0.5.w4_max( 8 -I(Xs:Xs), 0 )2 ), 0.5.w5.max( 8 -Xi;, 0 )2 ). 0.5.Ws.82 ) Mc= Moment to Top of Column = Ms -MA 39 of 116 JOB #: 22-1182 2/28/2023 • • • • • • • ft' IEl£NGIN££R/NG 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com BEAM ANALYSIS -MWF WIND LOADS DEAD LOADS Solar & Elect. 2.46 Misc. 0.00 Purlins 1.42 Beam (Weight/W r) 1.30 Total 5.19 LIVE LOADS Point Live Load (P) = 0 (lb) Live Load Reduction Live Load, L = 0.0 (psf) Ar = 1,232 (sq. ft.) Reduced Live Load, LR = R1.R2.L = SNOW LOAD Snow Load, S = 0.0 (psf) WIND LOADS -VERTICAL Cosmos Reef 39'-8.8" WIDE T.STR x 31 '-0" O.C. psf psf psf psf psf R, = 0.60 R2 = 1.00 0.0 (psf) Ps.E = 0.0 (psf) WIND DIRECTION PARALLEL TO ROOF SLOPE DIRECTION PNW-UP-1 = -7.7 (psf) PNL-UP-1 = -18.4 (psf) WNW-UP-1 = PNW-UP·WT WNL-UP-1 = PNL-UP·WT WNW-UP-1 = . 238 (plf) WNL-UP-1 = . 571 {plf) PNW-UP-2 = -7.7 (psf) PNL-UP-2 = -18.4 (psf) WNW-UP-2 = PNW-UP·WT WNL-UP-2 = PNL-UP·WT WNW-UP-2 = -238 (plf) WNL-UP-2 = -571 {plf) PNW-DN-1 = 18.4 (psf) PNL-DN-1 = 4.6 (psf) WNW-DN-1 = PNW-DN·WT WNL-DN-1 = PNL-DN·WT WNW-DN-1 = 571 (plf) WNL-DN-1 = 143 (plf) PNW-DN-2 = 18.4 (psf) PNL-DN-2 = 4.6 (psf) WNW-DN-2 = PNW-DN·WT WNL-DN-2 = PNL-DN·WT WNW-ON-2 = 571 (plf) WNL-DN-2 = 143 (plf) T Bm 40 of 116 trib area slope JOB#: 22-1182 2/28/2023 ft S7FIENGINEER/NG 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4s!eleng.com BEAM ANALYSIS • MWF WIND LOADS WIND LOADS • VERTICAL Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. WIND DIRECTION PARALLEL TO ROOF SLOPE DIRECTION PNW-ROT-1 : -16.9 (pst) PNL-ROT-1 : . 1.5 (psf) WNW-ROT-1 = PNW-ROT·W T PNL-ROT-1 = PNL-ROT·WT WNW-ROT-1 = -524 (pit) WNL-ROT-1 = -48 (pit) PNW-ROT-2 = -16.9 (psf) PNL-ROT-2 = -1.5 {psf) WNW-ROT-2 = PNW-ROT·WT PNL-ROT-2 = PNL-ROT·WT WNW-ROT-2 = . 524 (pit) PNL-ROT-2 = -48 (pit) WIND DIRECTION PERPENDICULAR TO ROOF SLOPE DIRECTION PN-UP,3 = • 18 .4 {pst) WN,UP,3 = PN-UP·W T WN,UP,3 = -571 (pit) WIND LOADS • LATERAL Tributary Height, Hr = Pw = Ww = Pw·HT = SEISMIC LOAD -LATERAL F px/wpx = 0.311 D = 5. 19 (psf) 1.00 {ft) 20.7 {pst) 21 {pit) (Strength Only) PN-DN,3 = 12.3 (psf) WN,DN,3 = PN-DN·W T WN-DN,3 = 381 (pit) Ps,E = 0.00 (psf) (Defl. Only) W px = (D + Ps,e}.Wr .Fpx • W px = W px = (D + Ps,e}.W r .Fpx · Wpx = 50 (pit) 125 (pit) (Strength Only) {Deflection Only) TBm 41 of 116 JOB #: 22-1182 2/28/2023 • Cosmos Reef ft' IEl£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4s!eleng.com BEAM ANALYSIS -MWF WIND LOADS LOAD CASES D w, = 160 (plf) W2 = 160 (pit) W3 = 160 (pit) W4= 160 (plf) W5 = 160 (pit) W5= 160 (pit) VA = 3,170 (lb) Va= 3,170 (lb) MA = 29,929 (ft.lb) Ma= 29,929 (ft.lb) Mc = 0 (ft.lb) /1A: 0.747 (in) 11a = 0.747 (in) s w, = 0 (pit) W2= 0 (plf) W3= 0 (plf) W4 = 0 (plf) W5 = 0 (plf) W5 = 0 (plf) VA = 0 (lb) Va= 0 (lb) MA= 0 (ft.lb) Ma = 0 (ft.lb) Mc_MAX = 0 (ft.lb) /1A = 0.000 (in) 11a = 0.000 (in) TBm LR P = 0 (lb) w, = 0 (plf) W2= 0 (plf) W3= 0 (plf) W4= 0 (plf) W5= 0 (plf) W5= 0 (plf) VA= 0 (lb) Va = 0 (lb) MA= 0 (ft.lb) Ma= 0 (ft.lb) Mc = 0 (ft.lb) /1A = 0.000 (in) 11a = 0.000 (in) Unb. Snow, 50% snow on Span A Mc_R = 0 (ft.lb) Unb. Snow, 50% snow on Span B Mc_L = 0 (ft.lb) 42 of 11 6 JOB#: 22-1182 2/28/2023 Cosmos Reef ft.,_ IE1£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31 '-0" O.C. Mission Viejo, CA 9?691 (949) 305-1150 www .4steleng.com BEAM ANALYSIS -MWF WIND LOADS LOAD CASES Wup,1 W1 = -571 (plf) W2 = -571 (plf) W3 = -57 1 (plf) W4 = -238 (plf) W5 = -238 (plf) W5 = -238 (plf) VA = -1 1,353 (lb) V a = -4,730 (lb) MA = -107,174 (ft.lb) Ms = -44,656 (ft.lb) M c = 62,518 (ft.lb) /},,A= -2.674 (in) /},,B = -1 .114(in) WuP,3 W1 = -57 1 {plf) W2 = -57 1 {plf) W3 = -57 1 {plf) W4 = -57 1 (plf) W5 = -571 (plf) Ws = -571 {plf) VA = -11,353 (lb) V a = -11,353 (lb) MA = -107,174 (ft.lb) M s = -107,174 (ft.lb) Mc = 0 (ft.lb) /},,A = -2.674 (in) /},,B = -2.674 (in) TBm WuP,2 W1 = -238 (plf) W2 = -238 (plf) W3 = -238 (plf) W4 = -571 (plf) W5 = -571 (plf) W5 = -571 (plf) V A = -4,730 (lb) Va= -11,353 (lb) M A = -44,656 (ft.lb) Ms= -107,174 (ft.lb) M c = -62,518 (ft.lb) /},,A: -1 .11 4(in) /},,B = -2.674 {in) 43 of 116 JOB #: 22-1182 2/28/2023 • • • • Cosmos Reef ~; STEl£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1150 www.4steleng.com BEAM ANALYSIS -MWF WIND LOADS LOAD CASES WoN,1 W1 = 143 (pit) W2= 143 (plf) W3 = 143 (plf) W4 = 571 (plf) Ws= 571 (pit) W5 = 571 (pit) VA= 2,838 (lb) VB= 11,353 (lb) MA= 26,794 (ft.lb) MB = 107,174 (ft.lb) Mc = 80,381 (ft.lb) /).A= 0.668 (in) /).B = 2.674 (in) WoN,3 W1 = 381 (pit) W2 = 381 (pit) W3= 381 (pit) W4= 381 (pit) Ws= 381 (pit) Ws= 381 (pit) VA= 7,569 {lb) VB= 7,569 {lb) MA= 71,450 {ft.lb) MB= 71,450 (ft.lb) Mc= 0 (ft.lb) /).A= 1.782 (in) /).B = 1.782 (in) TBm WoN,2 W1 = 571 (pit) W2 = 571 (plf) W3 = 571 (plf) W4 = 143 (plf) W5 = 143 (pit) W5 = 143 (pit) VA= 11,353 (lb) VB= 2,838 (lb) MA= 107,174 (ft.lb) MB= 26,794 (ft.lb) Mc = -80,381 (ft.lb) !).A= 2.674 (in) /),_B = 0.668 (in) 44 of 11 6 JOB #: 22-1 182 2/28/2023 Cosmos Reef £ t S"TFl£NGIN££R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, C A 9?691 (949) 305-1150 www .4sleleng.com BEAM ANALYSIS -MWF WIND LOADS LOAD CASES WROT,1 W1 = -48 (plf) W2 = -48 (plf) W3 = -48 (plf) W4= -524 (plf) Ws = -524 (plf) W5 = -524 (plf) VA= -946 (lb) Va = -10,407 (lb) MA= -8,931 (ft.lb) Ma = -98,243 (ft.lb) Mc =. 89,312 (ft.lb) /j.A = -0.223 (in) !).a = -2.451 (in) WLAT w= 21 (plf) VA= 412 (lb) Va = 412 {lb) MA= 3,889 (ft.lb) Ma = 3,889 (ft.lb) l6MI = 0 (ft.lb) /j.A = 0.201 (in) 6 a= 0.201 (in) TBm WROT,2 W1 = -524 (plf) W2 = -524 (plf) W3 = -524 (plf) W4= -48 (plf) W5 = -48 (plf) W5 = -48 (plf) VA = -10,407 (lb) Va = -946 (lb) MA= -98,243 (ft.lb) Ma = -8,931 (ft.lb) Mc = 89,312 (ft.lb) /j.A = -2.451 (in) 6 a = -0.223 (in) ELAT w= 50 (plf) (Strength) w= 125 (plf) (Deflection) VA= 993 (lb) Va = 993 {lb) MA= 9,369 (ft.lb) Ma = 9,369 (ft.lb) ldMI = 0 (ft.lb) /j.A = 1.208 (in) 6 a = 1.208 (in) 45 of 116 JOB#: 22-1182 2/28/2023 • • • • f: t C"7El£NG/N££RING 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www.4sleleng.com Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0 .C. HSS BEAM DESIGN -ASTM A500 HSS12 x 8 x 5/16 TRY ASTMA500 HSS12 x 8 x 5/16 Sx = 37.40 in3 s -y-30.10 Ix= 224.00 in4 I = y 120.00 Zx = 44.90 in3 z -y-34.10 F -y-46 ksi E= 29,000,000 Ag= 11.10 in2 d= 12.00 tw = 0.29 in b= 8.00 bit= 24.50 h/t = 38.20 rx = 4.50 in r -y-3.29 Weight= 40.35 pit K= 2.0 Unbraced Length, Lu = 19.87 ft Fu= 58 J = 248 SHEAR Ov= 1.67 0v = 0.90 MAJOR AXIS MINOR AXIS hltw = 38.20 < 260 b/lw = 24.50 kvx = 5.00 k = vy 5.00 1 .10.✓(kvx.E!Fy) = 61.76 1 .10.✓(kvy.EIFy) = 61.76 1 .37.✓(kvx-EIFy) = 76.92 1 .37.✓(kvy.E!Fy) = 76.92 Cvx = 1.00 Cvy = 1.00 Vnx = 0.6.Fy.Aw,Cv Vny = 0.6.Fy.Aw.Cv Vnx = 192,758 (lb) Vny = 128,506 (lb) Vnxlflv = 115,424 (lb) Vn.,,J!lv = 76,949 0v.Vnx = 173,483 (lb) 0v.Vny = 115,655 HSSBm 46 of 116 in3 . 4 In in3 psi in in in ksi < 260 JOB #: 22-1182 2/28/2023 (t STEl£NG/N££RING 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www.4steleng.com Cosmos Reef 39'-8.8" WIDE T.STR x 31 '-0" O.C. HSS BEAM DESIGN -ASTM A500 HSS12 x 8 x 5/16 FLEXURE MAJOR AXIS Mpx = F y·Zx = 172,117 (ft.lb) 0b = 0,90 MINOR AXIS Mpy = Fy.Zy = 130,717 (ft.lb) Ap = 1 .1 2.✓(E/Fy) = 28.1 Ar= 1 .40.✓(E/Fy) = 35.2 Ap = 2.42.✓(E/Fy) = 60.8 Ar= 5.70.✓(E/Fy) = 143.1 HSSBm COMPACT SLENDER NONCOMPACT SECTIONS FLANGE LOCAL BUCKLING Mn = Mp -(Mp -Fy.S).(3.57 .(b/t). ✓(Fy'E) -4.0) ~ Mp Mnx = 172,117 (ft.lb) Mny = 108,769 (ft.lb} WEB LOCAL BUCKLING Mn= Mp -(Mp-Fy.Sx)-(0.305.(hltw)-✓(FyfE) -0.738) :S Mp Mnx= 172,117 (ft.lb) Mny= 130,71 7{ft.lb) SLENDER SECTIONS be= 1.92.t.✓(E/Fy).(1 -(0.38/(b/t)).✓(E/Fy)) :S b be= 8.00 in he= lxe = 216,16 in4 lye= Sxe = 36,03 in3 Sye = Mnx = F y·Sxe = 138,102 {ft.lb) Mny = Fy.Sye = LATERAL-TORSIONAL BUCKLING Lpx = 0.13.E.ry.✓(J.A9)/1 2.Mpx = 315.08 (in) Lr= 2.E.ry.✓(J.Ag)/(0.7.Fy.Sx) = 8,313.50 (in) Lu:S l p: Mnx=Mpx= 172,1 17(ft.lb) 10.52 11 5.88 28.97 111,052 {ft.lb) 26.26 (ft) 692.79 (ft) in in4 in3 Lp < Lu :S Lr: Cb.[Mp-(Mp -0.7.Fy.Sx/12).(Lu -Lp)/(Lr -Lp)] = 172,117 (ft.lb} GOVERNING Mn Mnx = 172,117 (ft.lb) Mny = 111,052 (ft.lb) Mnxtn = 103,064 (ft.lb} MnylO = 66,498 (ft.lb} 0 b.Mnx = 154,905 (ft.lb) 0 b.Mny = 99,947 (ft.lb} 47 of 116 JOB #: 22-1182 2/28/2023 • • • • • • • Cosmos Reef ft STEIE:NGINE:E:RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" 0 .C. Mission Viejo, CA 92691 (949) 305-1150 www .4steleno.com HSS BEAM DESIGN -ASTM A500 HSS12 x 8 x 5/16 COMPRESSION 0 = 1.67 cl>= 0.90 MAJOR AXIS Klxf fx = 105.96 Fex = 7r.E.lxf(K.Lxfrx)2 F ex= 25,491 (psi) 4.71 .✓(E/Fy)= 118.26 MINOR AXIS Klyl ry = 144.93 Fey = 7r.E.lyf(K.L/ry}2 Fey= 13,626 (psi) Fer= Fy,0,658Fy/Fe TRUE Fer = Fy,0,658Fy/Fe FALSE Fer= 0.877.Fe FALSE Fer = 0.877.Fe TRUE Fer= 21 ,614 (psi) Fer= 11 ,950 (psi) Pn = Fer-Ag p = n Fer-Ag Pn = 239,919 (lb) Pn = 132,643 (lb) Pn/0 = 143,664 (lb) Pn/0 = 79,427 (lb) 0.Pn = 215,927 (lb) 0.Pn = 119,379 (lb) SECOND-ORDER ANALYSIS BY AMPLIFIED FIRST-ORDER ELASTIC ANALYSIS a= 1.60 (ASD) a= 1.00 (LRFD) p e1 = -,t2 .E.lxf(K.Lx)2 Pe1 = 7r.E.lyf(K.Ly}2 Pe1 = 281 ,979 lb Pe1 = 151 ,060 lb Pe.STORY= RM,I:H.L / ~H Pe.STORY= RM.I:H.L I ~H ~H = rH.L3/(3.E.I) ~H = rH.L3/(3.E.l) Pe.STORY = RM.3.E.I / L2 Pe.STORY = RM.3.E.I / L 2 RM= 0.85 Pe.STORY = 291,419 lb Pe.STORY = 156,117 lb HSSBm 48 of 116 JOB#: 22-1182 2/28/2023 (:: STEl£NG/N££RING 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com T BEAM LOAD COMBINATIONS (ASD} ASTM AS00, Gr. B HSS12 x 8 x 5/16 Combo :~I ______ D_+_o_._Gw_D_N _____ _ Case: Case : WUP Wy STRONG AXIS Cant- Cant + VnlO = Mn/0 = Mn/0 = CHECK DEFLECTIONS D LR or S Wup WoN WROT Wy l:'.y TBm Combos 115,424 {lb) 103,064 (ft.lb) 103,064 (ft.lb) t,ALLOW,CANT = f.cANT = t,ALLOW,CANT = t.cANT = t,ALLOW,CANT = t.cANT = t,ALLOW,CANT = f.cANT = t,ALLOW,CANT = t,CANT = /1ALLOW.A = t,A = LlALLOW,B = t.a = t,ALLOW.A = LlA = t,ALLOW.B = t.a = CHECK: OK Max Shear DIC : 8.6% Max Bending DIC : 91.4% Max. Vertical Deflection Ratio: 30.3% Max. Lateral Deflection Ratio: 0.0% WEAK AXIS VnlO = Mn/0 = Mn/0 = NO LIMIT 0.747 (in) 2.L/ 180 = 0.000 (in) 2.L 190 = 0.6./\Wup = 2.L 190 = 0.6.L\WoN= 2.L 190 = 0.6.~WROT = NO LIMIT 0.6.~Wy = NO LIMIT 0.6.~Wy = NO LIMIT /\Ey = NO LIMIT AEy = 76,949 {lb) 66,498 {ft.lb) 66,498 (ft.lb) 2.649 (in) 5.298 (in) -1.604 (in) 5.298 (in) 1.604 (in) 5.298 (in) 1.470 (in) 0.120 (in) 0.120 (in) 1.208 (in) 1.208 (in) OK OK OK OK OK OK OK OK OK 49 of 116 0 0 0 0 JOB#: 22-1182 212812023 0 0 0.303 0.303 0.278 0 0 • • • • f Jc. 4EtfENG/N££R/NG Cosmos Reef JOB#: 22-1182 39'-8.8" WIDE T.STR x 31'-0" O.C. 2/28/2023 26030Acero Mission Viejo, CA 9?691 (949) 305-1150 www .4sleleng.com T BEAM LOAD COMBINATIONS (ASD) LOAD CASES D I Lr I VA= 3,170(Ib) VA= 0 (lb) Va= 3,170(Ib) Va= 0 (lb) MA= 29,929 (ft.lb) MA= 0 (ft.lb) Ma= 29,929 (ft.lb) Ma= 0 (ft.lb) D,.A: 0.747 (in) D,.A = 0.000 (in) • D.a = 0.747 (in) D.a = 0.000 (in) s VA= 0 (lb) D,.A = 0.000 (in) Va= 0 (lb) D.a = 0.000 (in) MA= 0 (ft.lb) Ma= 0 (ft.lb) Wup.1 I Wup.2 I VA= -11 ,353 (lb) VA= -4,730 (lb) Va= -4,730 (lb) Va= -11 ,353 (lb) MA= -107,174 (ft.lb) MA= -44,656 (ft.lb) Ma= -44,656 (ft.lb) Ma= -107,174 (ft.lb) D,.A = -2.674 (in) D,.A = -1.114(in) D.a = -1.114 (in) D.a = -2.674 (in) Wup-3 VA= -11,353(Ib) D,.A = -2.674 (in) Va=-11,353(Ib) D.a = -2.674 (in) • MA= -107,174 (ft.lb) Ma= -107,174 (ft.lb) WoN-1 I WoN-2 I VA= 2,838 (lb) VA= 11,353 (lb) Va= 11,353 (lb) Va= 2,838 (lb) MA= 26,794 (ft.lb) MA= 107,174 (ft.lb) Ma= 107,174 (ft.lb) Ma= 26,794 (ft.lb) D,.A = 0.668 (in) D,.A = 2.674 (in) D.a = 2.674 (in) D.a = 0.668 (in) TBm Combos • 50 of 116 {t '5"'..--Elt::NGINE:E:RING 26030 Acero Mission Viejo, CA 92691 1949) 305-1150 www.4steleng.com T BEAM LOAD COMBINATIONS (ASD) LOAD CASES W oN-3 VA = 7,569 (lb) Ve= 7,569 {lb) MA = 71,450 (ft.lb) Me = 71,450 {ft.lb) W ROT-1 VA = -946 (lb) Va = -10,407 {lb) MA = -8,931 (ft.lb) Ma = -98,243 {ft.lb) /).A= -0.223 {in) /).8 = -2.451 {in) Wy VA= 412 {lb) Va = 412 {lb) MA= 3,889 (ft.lb} Ma = 3,889 (ft.lb) /).A : 0.201 {in) /).e = 0.201 (in) TBm Combos Cosmos Reef 39'-8.8" WIDE T.STR x 31 '-0" O.C. /).A= 1.782 (in) /).e = 1.782 {in) WROT-2 VA= -10,407 {lb) Ve = -946 {lb) MA= -98,243 (ft.lb) Me= -8,931 {ft.lb) /).A= -2.451 {in) /).e = -0.223 {in) Ey VA= 993 {lb) Ve = 993 {lb) MA= 9,369 (ft.lb) Me = 9,369 {ft.lb) /).A= 1.208 (in) /).e = 1.208 (in) 51 of 116 JOB#: 22-1182 2/28/2023 • • • • • • • • ft 4IIIE" _;1£NGIN££R/NG 26030 Acero Mission Viejo, CA 97691 1949) 305-11 50 www .4sleleng.com T BEAM LOAD COMBINATIONS (ASD) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Note: Load combinations with WoN take worst case of WoN and WRoT• Load combinations with Wup take worst case of Wup and WRoT• LOAD COMBOS D VA= 3,170 (lb) OK Vs= 3,170 (lb) OK MA= 29,929 (ft.lb) OK Ms= 29,929 (ft.lb) OK D + (Lr or S) I 0.000 VA= 3,170 (lb) OK Vs= 3,170 (lb) OK MA= 29,929 (ft.lb) OK Ms= 29,929 (ft.lb) OK 6,MAX,X = 0.747 (in) t,ALLOW,CANT = NO LIMIT I D + 0.6W0N 0.000 VA= 9,982 (lb) OK Vs= 9,982 (lb) OK MA= 94,234 (ft.lb) OK Ms= 94,234 (ft.lb) OK 6,MAX,X = 2.351 (in) t,ALLOW,CANT = NO LIMIT D + 0.75(0.6W0N) + 0.75(Lr or S) 0.000 VA= 8,279 (lb) OK Vs= 8,279 (lb) OK MA= 78,158 (ft.lb) OK Ms= 78,158 (ft.lb) OK 6,MAX,X = 1.950 (in) LiALLOW,CANT = NO LIMIT 0.6D + 0.6Wup I 0.000 VA= -4,910 (lb) OK Vs= -4,910 (lb) OK MA= -46,347 (ft.lb) OK Ms= -46,347 (ft.lb) OK 6,MAX,X = -1.156 (in) t,ALLOW,CANT = NO LIMIT TBm Combos 52 of 116 DIC % 2.7% 2.7% 29.0% 29.0% DIC % 2.7% 2.7% 29.0% 29.0% DIC % 8.6% 8.6% 91 .4% 91.4% DIC % 7.2% 7.2% 75.8% 75.8% DIC % 4.3% 4.3% 45.0% 45.0% 0.000 0.000 0.000 0.000 JOB#: 22-1182 2/28/2023 MAX. DIC 0.290 0.290 0.914 0.758 0.450 • (t C"7'EIE:NGIN££RING Cosmos Reef JOB #: 22-1182 39'-8.8" WIDE T.STR x 31'-0" O.C. 2/28/2023 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www .4s!eleng.com T BEAM LOAD COMBINATIONS {ASD} LOAD COMBOS MAX. DIC D + (0.7.Ey or 0.6Wy) 0.000 DIC % 0.389 VA= 3,865 (lb) OK 3.3% Va= 3,865 (lb) OK 3.3% MAx = 29,929 (ft.lb) MAy = 6,559 (ft.lb) Mex = 29,929 (ft.lb) Mey= 6,559 (ft.lb) O.MAxfMnx + O.MA/Mny = 0.389 :s; 1.0 OK O.MexlMnx + O.Me/Mny = 0.389 :s; 1.0 OK LlMAX,X = 0.747 (in) 0.000 fl.ALLOW.CANT = NO LIMIT LlMAX,Y = 0.845 (in) 0.000 D + 0.75(Lr IS)+ 0.75(0.6Wy) 0.000 DIC % 0.317 VA= 3,356 (lb) OK 2.9% Ve= 3,356 (lb) OK 2.9% MAX= 29,929 (ft.lb) MAy = 1,750 (ft.lb) Mex= 29,929 (ft.lb) Mey= 1,750 (ft.lb) O.MAx/Mnx + O.MA/Mny = 0.317 :s; 1.0 OK O.MexfMnx + O.Me/Mny = 0.31 7 :s; 1.0 OK LlMAX.X = 0.747 (in) 0.000 fl.ALLOW.CANT = NO LIMIT /),,MAX,Y = 0.090 (in) 0.000 D + 0.75(LR or S) + 0.75(0.7E~) 0.000 DIC % 0.364 • VA= 3,691 (lb) OK 3.2% Ve= 3,691 (lb) OK 3.2% MAX= 29,929 (ft.lb) MAy = 4,919 (ft.lb) Mex= 29,929 (ft.lb) Mey= 4,919 (ft.lb) O.MAx/Mnx + O.MAylMny = 0.364 :s; 1.0 OK O.MaxfMnx + O.Ma/Mny = 0.364 :s; 1.0 OK LlMAX,X = 0.747 (in) 0.000 fl.ALLOW.CANT = NO LIMIT LlMAX,Y = 0.634 (in) 0.000 TBm Combos 53 of 11 6 • • • • Cosmos Reef (: c. 1Et1£NGIN££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4steleng.com COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. DEAD LOAD Solar & Elect. 2.46 psf Misc. 0.00 psf Purlins 1.42 psf Beams 1.30 psf Columns 0.59 psf Total D = 5.17 psf Tributary Width, Wr = 31 .00 (ft) Length, L = 39.74 (ft) Tributary Area, Ar = 1,232 (sq.ft) Col. Wt.= 40.35 (plQ Angle, a= 7.0(deg) Col. Ht., He= 17.92 (ft) Story Ht., Hsr = 19.92 (ft) I FIND CENTER OF MASS FOR LOCATION OF SEISMIC "FORCE'" SOURCE W (lbs) H (ft) W.H hcg = l:W.H / r,w Snow 0 19.921 0 Solar & Elect. & Misc. 3,031 19.838 60,130 Purlin 1,754 19.338 33,919 Beam 1,603 18.421 29,536 Column 723 8.961 6,480 Bollard 1,812 1.250 2,265 l: = 8,923 (lb) 132,329 14.83 (ft) Total Seismic Weight, W = ( D + Ps.E ).Ar = 8,923 (lb) I COLUMN DATA: HSS12 x 8 x 5/16 I ASTM AS00, GR. B I TCo/ 224.00 120.00 V0xf0 = 115,424 {lb) <l>Ynx = 173,483 (lb) M0xfO = 103,064 (ft.lb) <J>Mnx = 154,905 (ft.lb) P0 xfO = 262,206 (lb) <J>Pnx = 394,095 (lb) P e1 = 1,386,260 (lb) 2..:Pe2= 358,167 (lb) PEx = 1,391,056 (lb) in4 in4 54 of 11 6 E = 29,000,000 psi A= 11 .10 in2 V0ylO = 76,949 (lb) <j>V ny = 115,655 (lb) M0y/O = 66,498 (ft.lb} <J>Mny = 99,947 (ft.lb) P0ylO = 229,371 (lb) <J>Pny = 344,745 (lb) Pe1 = 742,639 (lb) 2..:P02= 191 ,875 (lb) PEy = 743,552 (lb) JOB #: 22-1 182 2/28/2023 COLUMN • 39'· 8.8" WIDE T.STR X 31'·0" O.C. (t ~ --.£NGIN£CRING 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1150 www.4sleleng.com COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. SEISMIC DESIGN PARAMETERS ASCE 7-16 p= 1.0 I = e 1.0 hn =He= 17.92 (ft) Ss = 0.971 Tbl 11.4-1 Fa= 1.2 (11.4-1) SMs = Fa.Ss SMs = 1.165 (11.4-3) Sos = (2/3).SMs Sos = 0.777 STRUCTURE PERIOD c, = 0.02 x= 0.75 Ta= c,.hnx = 0.174 (s) To = 0.2.So1/Sos = 0.091 (s) TL= 8.0 (s) m1 = 'f,WTOP / 9 = 16.533 m2 = WcoL I g = 1.871 k= 3.E.l /hn3 kx = 1,959 (lb/in) k = y 1,050 (lb/in) SEISMIC LOADS (12.8-1) V= Cs.W R= 1.25 Oo= 1.25 Cd= 1.25 S1= 0.354 Fv = 1.500 SM1 = Fv.S1 SM1 = 0.531 So1 = (2/3).SM1 So1 = 0.354 Ts= So1/Sos = 0.456 (s) Mass at Top of Column Column Mass T = 2.rc.✓( m1 + 0.23.m2)/k) Tx = 0.585 (s) T -y-0.799 (s) Cs= Sos/(R/I) = 0.621 V= 0.621 x ( D + Ps.e).AT = 5,545 (lb) (12.8-12) Cvx = 1.00 Cs = So1/(T.(R/I) = 1.626 (12.8-11 ) Fx = Cvx.V Min. Cs = 0.044.S0s.le = 0.034 Fx = 5,545 (lb) Min. Cs = 0.5.S1 /(R/le) = 0.142 E= Eh+ Ev E= MAX.(0 0 , p).Fx + 0.2.Sos.W (12.4-3) Eh= MAX.(00 , p).Fx E = V 0.2.Sos.W Eh= 6,932 (lb) Ev= 1,386 (lb) TCo/ 55 of 116 JOB #: 22-1182 2/28/2023 ASCE 7-16 Tbl 11.4-2 (11.4-2) (11.4-4) Tbl 12.8-2 (12.8-7) (12.8-2) (12.8-3) (12.8-5) (12.8-6) (12.4-1) (12.4-4a) • • • • • • Cosmos Reef (t STE1£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-11 so www .4s1eleno.com COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. CHECK VEHICLE IMPACT LOAD vs. SEISMIC 0.7.E = 4,852 (lb) P = 6,000 (lb) e1= 17.92(ft) e2 = 2.25 (ft) 86,957 (ft.lb) 13,500 (ft.lb) APPLIED LOADS FROM BEAM TO COLUMN P = (VA+ Va).cos(cx) V = P.tan(cx) Mr = Mc = Ma -MA Ma= Mr + V.Hc Lateral Stiffness (Applied Translation) k = 3.E.I / h3 kx = 1,959 (lb/in) kx.E = 1,959 (lb/in) Lateral Stiffness (Applied Rotation) ka = 2.E.I / h2 kax = 280,915 (in.lb/in) kax.E = 280,915 (in.lb/in) Pier Foundation Ground Level Motion L\G = 0.50 (in) d(min) = 10.00 (ft) SEISMIC LOAD GOVERNS (From Beam Analysis) (From Beam Analysis) 1,050 (lb/in) ky,E = 1,050 (lb/in) key = 150,490 (in.lb/in) kay,E = 150,490 (in.lb/in) Pier Ftg Displacement at Ground Level Min. Pier Footing Depth below Ground Level do= 0.7.d(min) = 7.00 (ft) Depth to Pier Ftg Center of Rotation b.v = V / k b.M = Mr / ke b.s = L\G-[ 1 + He / do ] TCol Deflection due to shear at top of column Deflection due to moment at top of column = 1.780 (in) Defl. due to Ftg Rotation (Includes P-6 Effects) 56 of 116 JOB#: 22-1182 2/28/2023 Cosmos Reef f:: ~ -'I ENGINEERING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4steleng.com COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. APPLIED LOADS TO COLUMN AND FOUNDATION D Dead Lr Po = 7,064 lb PLr = Vo = 0 lb VL, = Mr.o = 0 ft-lb Mr.Lr= Ms.o = 0 ft-lb Ms-Lr = MBA-0 = 0 ft-lb MBA-Lr= s I Snow W coL-x Ps = 0 lb PwcoL = Vs = 0 lb Fox= Unb. Snow, 50% snow on Span A F,x = Mr-s = 0 ft-lb F2x = Ms.s = 0 ft-lb VwcoL-x = MaA-s = 0 ft-lb M a.wcoL-x = Unb. Snow, 50% snow on Span B Mr.s = 0 ft-lb WoN-1 M a.s = 0 ft-lb PoN1 = MaA-s = 0 ft-lb VoN1 = Worst Case Mr.0N1 = Mr.s = 0 ft-lb Ma.0N1 = M a.s = 0 ft-lb MaA-DN1 = MaA-s = 0 ft-lb WoN-2 Wind Down WoN-3 PoN2 = 14,085 lb PoN3 = VoN2 = 1,729 lb VoN3 = Mr.0N2 = -80,381 ft-lb Mr.oN3 = Ms-0N2 = -49,387 ft-lb Ma.oN3 = MaA-ON2 = -50,291 ft-lb MaA-ON3 = WuP-1 Wind Up WuP-2 Pup1 = -15,963 lb Pup2 = Vup1 = -1,960 lb Vup2 = Mr-uP1 = 62,518 ft-lb Mr.uP2 = Ms.uP1 = 27,392 ft-lb Ma.uP2 = MaA-UP1 = 22,802 ft-lb MaA-UP2 = TCo/ 57 of 11 6 I Roof Live 0 lb 0 lb 0 ft-lb 0 ft-lb 0 ft-lb Wind perp. to Col. Width 0 lb 0.0 plf 0.0 plf 0.0 plf 0 lb 0 ft-lb I Wind Down 14,085 lb 1,729 lb 80,381 ft-lb 111,375 ft-lb 118,531 ft-lb Wind Down 15,024 lb 1,845 lb 0 ft-lb 33,06 1 ft-lb 36,468 ft-lb Wind Up -1 5,963 lb -1,960 lb -62,518 ft-lb -97,645 ft-lb -95, 130 ft-lb JOB#: 22-1 182 2/28/2023 • • • • Cosmos Reef ~I S'F'EIE:NGINE:E:RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www.4steleno.com COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. APPLIED LOADS TO COLUMN AND FOUNDATION WuP..J Wind Up Pup3 = -22,537 lb Vup3 = -2,767 lb Mr.uP3 = 0 ft-lb Me.uP3 = -49,591 ft-lb Mst.-UP3 = -50,282 ft-lb WROT-1 I Unbalanced Wind PROT = -11,268 lb VROT = -1,384 lb Mr.ROT= -89,312 ft-lb Ms-ROT = -114,107 ft-lb Mat.-ROT = -111 ,533 ft-lb WwK I Wind Col. Weak Direction PwK = 0 lb VwK = 824 lb Mr.wK = 0 ft-lb Ms.wK = 14,767 ft-lb Mst.-WK = 14,767 ft-lb E Seismic both Directions PE= 1,386 {lb) Vr-E = 4,963 (lb) Vcol = 562 (lb) Val= 1,407 (lb) PROT = VROT = Mr.ROT = Ms-ROT = Mst.-ROT = Wcol-Y Pwcol = Fov = Fw = F2v = Vwcol-Y = Ms.wcol-Y = (Ev) VE= Vr-E + Vcol + Val = 6,932 (lb) Mr.E = 0 (ft.lb) Ms.E = Mr.E + VE.Hn = 102,793 (ft.lb) Unbalanced Wind -1 1,268 lb -1,384 lb 89,312 ft-lb 64,517 ft-lb 59,926 ft-lb Wind perp. to Col. Depth 0 lb 0.0 pit 0.0 plf 0.0 pit 0 lb 0 ft-lb l::.E = [ Vr.E•Hco/13 + Vcol-Hcol3/8 + Vel·Hat(4.Hcol-Hsd/72] IE.I+ Lls TCol !::.Ex = 2.647 + 1.780 = 4.427 (in) !::.Ev= 4.941 + 1.780 = 6.721 (in) Msc.-Ex = Ms-E + PE.LlEx = 103,305 (ft.lb) MBA-EY = Ms.E + PE.LlEv = 103,570 (ft.lb) 58 of 116 JOB#: 22-1182 2/28/2023 Cosmos Reef (: STFl£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 1949) 305-1150 www.4steleng.com COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Loads to Foundation Basic P (Vertical) V (Horiz.) Load Case (lbs) (lbs) D 7,064 0 Lr 0 0 s 0 0 WoN-1 14,085 1,729 WoN-2 14,085 1,729 WoN.J 15,024 1,845 WuP-1 -1 5,963 -1,960 Wup.2 -15,963 -1,960 WuP-3 -22,537 -2,767 WRT-1 -1 1,268 -1,384 WRT-2 -11,268 -1,384 WwK 0 824 E 1,386 5,545 Unfactored Loads to Foundation Basic P (Vertical) V (Horiz.) Load Case (lbs) (lbs) D 7,064 0 Lr 0 0 s 0 0 W A 15,024 1,845 WM 14,085 1,729 W u -22,537 -2,767 WwK 0 824 E 1,386 5,545 M (ft.lbs) 0 0 0 118,531 -50,291 36,468 22,802 -95,130 -50,282 -11 1,533 59,926 14,767 82,856 M (ft.lbs) 0 0 0 36,468 118,531 -50,282 14,767 82,856 p = 1.0 0 0 = 1.25 (Max Axial) (Abs. Max Moment) (Max Uplift) Note: Seismic Loads (E) include redundancy factor 'p' but do not include Overstrength Factor 0 0. T Col 59 of 116 JOB #: 22-1182 2/28/2023 • • • • • • • ~: S.....-El£NG/N££R/NG 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. HSS COLUMN DESIGN -ASTM AS00 HSS12 x 8 x 5/16 TRY ASTMA500 I HSS12 x 8 x 5/16 Sx = 37.40 Ix= 224.00 Zx = 44.90 F = y 46.00 Ag= 11.10 t = w 0.291 b / t = 24.50 rx = 4.50 Weight = 40.35 Unbraced Length, Lu = 17.92 HSS Col S.A. = 38.836 R -y-1.4 SHEAR Ov = 1.67 MAJOR AXIS hltw = 38.20 kv = 5.00 1 .1 0.✓(kv.E!Fy) = 61.76 1 .37.✓(kv.EIFy) = 76.92 Cv = 1.00 Vnx = 0.6.Fy-Aw,Cv Vnx = 192,758 (lb) Vnxl O = 115,424 (lb) cj,.Vnx = 173,483 (lb) in3 in4 in3 ksi in2 in in pit ft in2/in < 260 s -y-30.10 ly = 120.00 z -y-34.10 E= 29,000,000 d= 12.00 b= 8.00 h/t = 38.20 r -y -3.29 K= 1.00 Fu= 58.00 G= 11,200,000 J = 248.00 0v = 0.90 MINOR AXIS bltw = kv = 1.1 O.✓(kv.EIFy) = 1 .37.✓(kv.EIFy) = 60 of 11 6 Cv = Vny = Vnyl O = cj,.Vny= 24.50 5.00 61 .76 76.92 1.00 128,506 (lb) 76,949 (lb) 115,655 (lb) in3 in4 in3 psi in in in ksi psi . 4 in < 260 JOB#: 22-1182 2/28/2023 Cosmos Reef (: S° --.£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1150 www .4steleng.com HSS COLUMN DESIGN -ASTM A500 HSS12 x 8 x 5/16 FLEXURE n = 1.67 MAJOR AXIS Mpx=Fy.Zx= 172,117 (ft.lb) q> = 0.90 MINOR AXIS Mpy = Fy,Zy = 130,717 (ft.lb) Ap = 1.12.✓(E/Fy)= 28.1 Ar= 1.40.✓(E Fy) = 35.2 Ap = 2.42.✓(E/Fy) = 60.8 Ar = 5. 70. ✓(E/F y) = 143.1 HSS Col COMPACT SLENDER NON-COMPACT SECTIONS FLANGE LOCAL BUCKLING Mn= Mp-(Mp· Fy.S).(3.57.(b/t).✓(Fy l E)-4.0) :S Mp Mnx = 172,117(ft.lb) Mny = 108,769 (ft.lb) WEB LOCAL BUCKLING Mn= Mp· (Mp· Fy.Sx)-(0.305.(h/tw)-✓( Fyl E )-0.738) :S Mp Mnx = 172,117(ft.lb) Mny= 130,717{ft.lb) SLENDER SECTIONS be= 1 .92.t.✓(E/Fy)-(1 -(0.38/(b/t)).✓(E/Fy)) :S b be= 8.00 in he = lxe = 216.16 in4 lye= Sxe = 36.03 in3 Sye = Mnx = Fy.Sxe = 138,102 (ft.lb) Mny = Fy.Sye = LATERAL-TORSIONAL BUCKLING Lpx = 0.13.E.ry.✓(J.A9)/12.Mpx = 315.08 (in) Lrx = 2.E.ry.✓(J.A9)/(0.7.Fy.Sx) = 8,313.50 (in) Lu :S Lp: Mnx = Mpx = 172,117 (ft.lb) 10.52 115.88 28.97 111,052 (ft.lb) 26.26 (ft) 692.79 (ft) Lp < Lu ::;; Lr : Cb_[Mp -(Mp -0 .7.F y-Sxf 12).(Lu -Lp)/(Lr -Lp)] = 172, 117 (ft.lb) GOVERNING M0 Mnx = 172,11 7 (ft.lb) Mny = 111,052 (ft.lb) in in4 in3 M0xl Q = 103,064 (ft.lb) M0yl Q = 66,498 (ft.lb) cj).Mnx = 154,905 (ft.lb) cj),Mny = 99,947 (ft.lb) 61 of 116 JOB#: 22-1182 2/28/2023 • • • • • • Cosmos Reef f:t '#Etf£NGIN££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo. CA 92691 (949) 305-1150 www.4steleng.com HSS COLUMN DESIGN -ASTM AS00 HSS12 x 8 x 5/16 HSS Col COMPRESSION n = 1.67 <)>= 0.90 MAJOR AXIS Kllrx = 47.79 Fex = n2.E.lx / (K.Urx)2 F ex= 125,320 psi Ferx = Fy.(0.658"(Fy/Fe)) Ferx = 39,449 psi Pnx = Fer-Ag Pnx = 437,884 {lb) Pnx / 0 = 262,206 (lb) cj>.Pnx = 394,095 (lb) 4.71 .✓(E/Fy)= 118.26 MINOR AXIS KL/r y = 65.37 Fey= n2.E.ly / (K.U ry}2 Fey = 66,987 psi Fery = Fy.(0.658"(Fy/Fe)) Fery = 34,509 psi Pny = Fer-Ag Pny= 383,050 (lb) Pnyl O = 229,371 {lb) cj>.Pny = 344,745 (lb) SECOND-ORDER ANALYSIS BY AMPLIFIED FIRST-ORDER ELASTIC ANALYSIS a= 1.60 a= 1.00 Pe1x = n2.E.lx I (K.Lx)2 Pe1x = 1,386,260 (lb) Pe,STORv.x= RM.LH.Lxl LlH LlH = LH.L/ I {3.E.lx) P e,STORY,x = RM.3.E.lx / L/ RM= 0.85 p e,ST0RY.x = 358, 167 {lb) (ASD) (LRFD) 62 of 11 6 Pe1y = n2.E.ly / (K.Ly}2 Pe1y = 742,639 {lb) P e,ST0RY,y = RM, LH. Ly/ LlH LlH = LH.L/ I (3.E.ly) P e,STORY,y = RM.3.E.ly/ L/ p -e,STORY,y-191,875 {lb) JOB#:22-1182 2/28/2023 Cosmos Reef ft STEl£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. M ission Viejo, CA 9?691 (949) 305-1150 www.4sleleng.com COLUMN LOAD COMBINATIONS (ASD) ASTM ASOO, GR. B I HSS12 x 8 x 5/1 6 CHECK: OK Seismic Overstrength Load Combinations Only Max. Pr/ Pc: 3.5% ~ 0.15 Beam Slope, A= 7.00 (deg) Max Col. Height, He = 17 .92 (ft) ex= 1.60 0 = 1.67 MAJOR AXIS Vnx l O = 115,424 (lb) Mnx / 0 = 103,064 (ft.lb) Pncx / 0 = 262,206 (lb) Pntxl O = 305,749 (lb} Pe1x = 7t2.E.l xl(K.Lx)2= 1,386,260 (lb) Pe,ST,x = RM.3.E.lxfL/ = 358,167 (lb) Max. D/C : 97 .3% Load Combo: D + 0.7E I = X 224.00 in4 I -y -120.00 . 4 In E = 29,000,000 psi MINOR AXIS Vnyl O = 76,949 (lb) Mnyl O = 66,498 (ft.lb) Pncy l Q = 229,371 (lb) Pntyl Q = 305,749 (lb) P81y = rt2.E.ly / (K.Ly}2 = 742,639 (lb) Pe,STORY,y = RM.3.E.lyl L/ = 191,875 (lb) Wind: Major Axis use I x , Minor-Axis use I y Load Combination Max Demand/Capacitv Ratios· D 0.031 D + 0.75(0.6)WoN-1 + 0.75LR 0.532 D + LR 0.031 D + 0.75(0.6)W0N.2 + 0.75LR 0.392 D+S 0.031 D + 0.75(0.6)W0N.J + 0.75LR 0.180 D + 0.6W0N.1 0.704 D + 0.75(0.6)WROT-1 + 0.75LR 0.518 D + 0.6WoN-2 0.518 D + 0.75(0.6)WROT•2 + 0.75LR 0.407 D + 0.6W0N,3 0.234 D + 0.75(0.6)WLAT + 0.75LR 0.122 D + 0.6WROT-1 0.686 D + 0.75(0.6)W0N.1 + 0.75S 0.532 D + 0.6WROT-2 0.537 D + 0.75(0.6)W0N.2 + 0.75S 0.392 D + 0.6WLAT 0.157 D + 0.75(0.6)WoN-3 + 0.75S 0.180 D + 0.7E 0.973 D + 0.75(0.6)WROT-1 + 0.75S 0.518 0.6D + 0.6Wup.1 0.380 D + 0.75(0.6)WROT-2 + 0.75S 0.407 0.6D + 0.6Wup.2 0.588 D + 0.75(0.6)WLAT + 0.75S 0.122 0.6D + 0.6Wup.3 0.310 D + 0.75(0.7E) + 0.75LR 0.733 0.6D + 0.6WROT-1 0.671 D + 0.75(0.7E) + 0.75S 0.733 0.6D + 0.6WROT-2 0.524 Wind Drift 0.000 0.6D + 0.7E 0.941 Seismic Drift 0.000 P-t. Stability 0.094 Column Combos 63 of 116 JOB#: 22-1 182 2/28/2023 OK • • • • • • • ft C"7'"E.£NGIN££RING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www.4steleng.com COLUMN LOAD COMBINATIONS (ASD) APPLIED LOADS FROM BEAM D I Po= Vo= Mr.o = MM-o= Me-o = 7,064 (lb) 0 (lb) 0 (ft.lb) 0 (ft.lb) 0 (ft.lb) 6o = 0.000 (in) s Ps = 0 (lb) Vs= 0 (lb) Mr-s = 0 (ft.lb) MM-S = 0 (ft.lb) Me.s = 0 (ft.lb) 11s = 0.000 (in) PoN-1 = 14,085 (lb) VoN-1 = 1,729(Ib) Mr-oN-1 = 80,381 (ft.lb) MM-ON-1 = 95,878 (ft.lb) Me.oN-1 = 111,375 (ft.lb) 11woN-1 + f>wcoLx = 4.377 (in) PoN-3 = VoN-3 = Mr.oN-3 = MM-ON-3 = Ms.oN-3 = 11woN-3 + f>wcoLx = Column Combos 15,024 (lb) 1,845 (lb) 0 (ft.lb) 16,530 (ft.lb) 33,061 (ft.lb) 1.002 (in) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. LR I PLR = 0 (lb) VLR = 0 (lb) Mr-LR = 0 (ft.lb) MM-LR = 0 (ft.lb) Me-LR= 0 (ft.lb) t,.LR = 0.000 (in) WoN-2 I PoN-2 = 14,085 (lb) VoN-2 = 1,729 (lb) Mr.oN-2 = -80,381 (ft.lb) MM-ON-2 = -64,884 (ft.lb) Ms.oN-2 = -49,387 (ft.lb) 11woN-2 + f>wcoLx = 2.612 (in) 64 of 116 JOB#: 22-1182 2/28/2023 (: ~TEIENGINEER/NG 26030 Acero Mission Viejo, CA 97691 (949) 305-1150 www.4sle1eng.com COLUMN LOAD COMBINATIONS (ASD) APPLIED LOADS FROM BEAM WuP-1 I PuP-1 = -15,963 (lb) VuP-1 = -1,960 (lb) MT-UP-1 = 62,518 (ft.lb) MM-UP-1 = 44,955 (ft.lb) Me-uP-1 = 27,392 (ft.lb) flwuP-1 + 6wcoLx = 1.731 (in) Wup-3 I PuP-3 = -22,537 (lb) VuP-3 = -2,767 (lb) Mr-UP-3 = 0 (ft.lb) MM-UP-3 = -24,795 (ft.lb) Me-uP-3 = -49,591 (ft.lb) b.wuP-3 + 6wcoLx = 1.473 (in) PROT-1 = -11 ,268 (lb) VROT-1 = -1,384 (lb) Mr-ROT-1 = -89,312 (ft.lb) MM-ROT-1 = -101 ,710 (ft.lb} Me-Ror-1 = -1 14,107 (ft.lb} b.Ror-1 + 6wcoLx = 4.582 (in) WLAT I PwEAK = VwEAK = Mr.WEAK= 0 (lb} 824 {lb) 0 (ft.lb) MM-WEAK= 7,384 (ft.lb) Me-WEAK= 14,767 (ft.lb) flwEAK + 6wcoLy = 0.953 (in) Column Combos Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. WuP-2 I PuP-2 = -15,963 (lb} VuP-2 = -1,960 (lb) Mr-UP-2 = -62,518 (ft.lb) MM-UP-2 = -80,082 (ft.lb) Me-uP-2 = -97,645 (ft.lb) b.wuP-2 + 6wcoLx = 3.732 (in) PROT-2 = -11,268 (lb) VROT-2 = -1,384 (lb) Mr.ROT-2 = 89,312 (ft.lb) MM-ROT-2 = 76,914 (ft.lb) Me-ROT-2 = 64,517 (ft.lb) ~Ror-2 + 6wcoLx = 3.170 (in) Ex,y I Seismic both Directions 1,386 (lb) 65 of 116 6,932 (lb) 0 (ft.lb) MM-E = 51 ,397 (ft.lb) Me-E = 102,793 (ft.lb) JOB#: 22-1182 2/28/2023 • • • • • Cosmos Reef ft C"'¥"El£NG/N££R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com COLUMN LOAD COMBINATIONS CASO) CHECK DRIFT LIMITS Hst = 19.92 (ft) COLUMN PROPERTIES He = 17.92 (ft) E = 29,000,000 (psi) WIND DRIFT I flw = [ Wcol•H/ I 8 + Vw.H/ / 3 + Mrw-H/ / 2)] / E.lx /),.W.AllOW = No Limit SEISMIC DRIFT C5 = 0.621 Cd= 1.25 IE= 1.00 ASCE 7-16 §12.8.6 Wr-E = 6,388 (lb) Wcol = 723 (lb) Wal = 1,812 (lb) lmin = min.[ Ix, ly ] = 120.00 (in"4) Vr-E = C5.Wr-E = 3,970 (lb) Vcol = C5.WcoL = 449 (lb) Val= C5.Wal = 1,126(Ib) 224.00 120.00 OK = 4.582 (in) max Hal= 2.50 (ft) OE= [ 576.Vr-E•HcOL3/3 + 216.Vcol•Hcol3/8 + 72.Val•Hat(4.Hcol -Had ] I E.lm,n OE= 3.953 (in) b.E = Cd.OE/ IE = 4.941 (in) b.E.MAx = O.OHst = NO LIMIT P-b. STABILITY ASCE 7-16 §12.8.7 13 = 0.973 eMAX = 0.5 / (~.Cd) = 0.25 (rad) s 0.25 Px = Po+ PlR = 7,064 (lb) Vx= Vr-E + VcoL + Val = 5,545 (lb) 0= Px,!:,.E/ ( Vx.hsx·Cd) = 0.023 (rad) OK Seismic Gae = ✓(b.E 2 + b,,./) = ✓2.flE = 6.988 (in) (Minimum) Column Combos 66 of 116 JOB#: 22-1 182 2/28/2023 o I o I 0.094 I (1 S7Fl£NG/N££RING 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www .4s!eleng .com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. JOB#: 22-1182 2/28/2023 D 0.031 P = 7,064 (lb) V = 0 (lb) Mr= 0 (ft.lb) MM= 0 (ft.lb) Ms= 0 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr.nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms.nt = 0 (ft.lb) B,x = Cm/(1-<X.Prf Pe1) ~ 1.0 B1x = 1.000 B2x = 1 / (1 -<X.LPn1ILPe2) ~ 1.0 B2x = 1.033 0 (ft.lb) s Pn/0 OK 0.031 s Vn/0 OK 0.000 s Mn/0 OK 0.000 s Mn/0 OK 0.000 s Mn/0 OK 0.000 Pit= 0 (lb) Vit = 0 (lb) Mr.it= 0 (ft.lb) MM-It= 0 (ft.lb) MB-It= 0 (ft.lb) 0.600 B1v =Cm/ (1 -a.Pr/ Pe1) ~ 1.0 B1v = 1.000 B2v= 1 /(1-<X.LPntfrPe2) ~ 1.0 B2v = 1.063 Mry = 0 (ft.lb) FOR Pr/Pc ~ 0.2 : P ,IP c + (8/9).{Mri/Mcx + Mr/Mey} S 1.0 FOR Pr/ Pc < 0.2: P,12Pc + (Mrx/Mcx + MrylMcy) :5 1.0 Pr/Pc = 0.031 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.015 :5 1.0 OK Column Combos 67 of 116 • • • • f: ST'El£NGIN££RING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4steleno.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + LR P= 7,064 (lb) V= 0 (lb) Mr = 0 (ft.lb) MM= 0 (ft.lb) Ms= 0 (ft.lb) Pnt = 7,064 (lb) Ynt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. s Pn/O OK 0.031 s Yn/0 OK 0.000 s Mn/O OK 0.000 s Mn/O OK 0.000 s Mn/O OK 0.000 Pit= 0 (lb) Y1t = 0 (lb) Mr-It= 0 (ft.lb) MM-It= 0 (ft.lb) MB-It= 0 (ft.lb) 0.600 B1x = Cm/ (1 -a.Pr/ P81) ~ 1.0 B1x = 1.000 B1v= Cm/(1-CX.Pr/P8 1) ~ 1.0 81Y = 1.000 B2x = 1 / (1 -CX.LPntfLP82) ~ 1.0 B2X = 1.033 Mr= 81.Mnt + B2.M1t Mrx = 0 (ft.lb) B2v= 1 /(1-CX.LPn1/tP82) ~ 1.0 B2v = 1.063 Mry = 0 (ft.lb) FOR Pr / Pc~ 0.2 : P/Pc + (8/9).(Mrx/Mcx + Mr/Mey) S 1.0 FOR Pr/ Pc < 0.2: P/2Pc + (Mrx/Mcx+ MrJMcy) S 1.0 Pr/Pc = 0.031 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.015 s 1.0 OK Column Combos 68 of 116 JOB #: 22-1182 2/28/2023 0.031 Cosmos Reef ~t C"~l£NGIN££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-1150 www.4stelenc;;i.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D+S P = 7,064 (lb) V = 0 (lb} Mr = 0 (ft.lb} MM= 0 (ft.lb) Ms = 0 (ft.lb) Pn1= 7,064 (lb} Vnt = 0 (lb} Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms.nt = 0 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) = B1x= Cm/(1-a.Pr/P81 } ~ 1.0 B1x = 1.000 s Pn/0 OK 0.031 s Vn/0 OK 0.000 s Mn/0 OK 0.000 :S Mn/0 OK 0.000 s Mn/0 OK 0.000 Pit= 0 (lb) V1r = 0 (lb) MT-It = 0 (ft.lb) MM-It= 0 (ft.lb) Ms.it = 0 (ft.lb) 0.600 B1v= Cm/(1-a.Pr/P81) ~ 1.0 B1v = 1.000 B2x = 1 / (1 -a.I:Pn1/LP82) ~ 1.0 B2x = 1.033 B2v= 1 /(1-a.I:Pn1/~:P82) ~ 1.0 B2v = 1.063 Mr = B1 .Mnt + B2.M1t Mrx = 0 (ft.lb) Mry = 0 (ft.lb) FOR Pr / Pc ~ 0.2 : P!Pc + (8/9).(MrxfMcx+ Mr/Mey) :S 1.0 FOR Pr/ Pc < 0.2 : P/2Pc + (Mn/Mex+ Mry/Mcy) S 1.0 Pr/Pc = 0.031 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.015 S 1.0 OK Column Combos 69 of 116 JOB#: 22-1182 2/28/2023 0.031 • • • • ft STEl£NGIN££RING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 www .4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.6W0N.1 I P= 15,515(Ib) V = 1,038 (lb) Mr= 48,228 (ft.lb) MM= 57,527 (ft.lb) Ms= 66,825 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. s Pn/0 OK s Vn/0 OK s Mn/0 OK s Mn/0 OK s Mn/0 OK Pit= 8,451 (lb) V1t = 1,038 (lb) Mr.Jt = 48,228 (ft.lb) MM-It= 57,527 (ft.lb) Ms.Jt = 66,825 (ft.lb) Cm = 0.6 -0.4.( M1 / M2) = 0.600 0.068 0.013 0.468 0.558 0.648 B1x= Cm/(1-CX.Prf Pe1) ~ 1.0 B1x = 1.000 Bw = Cm I (1 -a.Pr/ Pe1) ~ 1.0 Bw = 1.000 B2x= 1 /(1-CX.LPn1/LPe2) ~ 1.0 B2x = 1.033 B2v = 1 / (1 -CX.LPntfLPe2) ~ 1.0 B2v = 1.063 Mrx = 69,002 (ft.lb) Mry = 0 (ft.lb) Pr/Pc~ 0.2: PrfPc +(8/9).(MrxfMcx+Mry1Mcy) S 1.0 Pr/Pc< 0.2: Prf2Pc+(Mrx1Mcx+Mry1Mcy) S 1.0 Pr/Pc= 0.069 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.704 S 1.0 OK Column Combos 70 of 116 JOB#: 22-1182 2/28/2023 0.704 ft C"7Fl£NG/N££R/NG 26030 Acero Mission Viejo, CA 92691 (949) 305-11 so www.4steleng,com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.6WoN-l I P= 15,515(Ib) V = 1,038 (lb) Mr= -48,228 (ft.lb) MM= -38,930 (ft,lb) Ma= -29,632 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8,8" WIDE T.STR x 31'-0" O,C, s Pn/0 OK s Vn/0 OK s Mn/0 OK s Mn/0 OK s Mn/0 OK Pit= 8,451 (lb) V1t = 1,038 (lb) Mr.it= -48,228 (ft.lb) MM-It= -38,930 (ft.lb) Ma.Jt = -29,632 (ft.lb) Cm= 0.6 -0.4.( M, I M2 ) = 0.600 0.068 0.013 0.468 0.378 0.288 B1x= Cm/(1-CX.Pr1Pe1) ~ 1.0 B1Y= Cm/(1-a.Pr/Pe,) ~ 1.0 B1x = 1.000 B1Y = 1.000 B2x = 1 / (1 -CX.LPntlLP e2) ~ 1.0 B2v= 1 /(1-CX.LPntfLPe2) ~ 1.0 B2x = 1.033 B2v = 1.063 Mrx = 49,800 (ft.lb) Mry = 0 (ft.lb) FOR Pr/Pc:?: 0.2: P/Pc+(8/9).(Mrx/Mcx+Mry/Mcy) S 1.0 FOR Pr/Pc< 0.2: Prf2Pc+(Mrx/Mcx+Mry1Mcy) ~ 1.0 Pr/Pc = 0.069 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.518 S 1.0 OK Column Combos 71 of 116 JOB #: 22-1182 2/28/2023 0.518 • • • Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. 26030 Acero Mission ViP.jo, CA 9/691 [949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.6WoN-J \ P= 16,079(Ib) V= 1,107 (lb) Mr= 0 (ftlb) MM= 9,918 (ft.lb) Ms= 19,836 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cm= 0.6-0.4.( M,/ M2) = B1x= Cm/(1-a.Pr!Pe1)" 1.0 B1x = 1.000 5 Pn/0 OK 0.070 5 Vn/0 OK 0.014 5 Mn/0 OK 0.000 5 Mn/0 OK 0.096 5 Mn/0 OK 0.192 Pit= 9,015 (lb) V1t = 1,107 (lb) MT-It= 0 (ft.lb) MM-It= 9,918 (ft.lb) Ms.Jt = 19,836 (ft.lb) 0.600 B1v= Cm/(1-a.Pr1Pe1)" 1.0 B,v = 1.000 B2x = 1 / (1 -a.IPnJIPe2) ;, 1.0 B2v = 1 / (1 -a.IPn1ILPe2) ;, 1.0 B2x = 1.033 B2v = 1.063 Pr= Pnt + B2.P1t = 16,372 (lb) Mrx = 20.483 (ft.lb) Mry = 0 (ft.lb) FOR Pr/ Pc" 0.2: P/Pc + (8/9).(Mr/Mcx+ Mr/Mey) 5 1.0 FOR Pr/Pc< 0.2: P/2Pc+(M,/Mcx+Mr/Mcy) 5 1.0 Pr/Pc= 0.071 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.234 5 1.0 OK Column Combos 72 of 116 JOB#: 22-1182 2/28/2023 0.234 f ! c. lJ' E,t.._ ___ __ 26030 Acero Mic;\iOn Viejo, CA 92691 (949) 305-1 I 50 www.4ste1eng.com COLUMN LOAD COMBINATIONS /ASD) LOAD COMBOS I D + 0.6Waor-1 I P = 303 (lb) V=· 830(Ib) Mr= • 53,587 (ft.lb) MM= • 61,026 (ft.lb) MB= • 68,464 (ft.lb) Pn1= 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. $ Pn/0 OK $ Vn/0 OK $ Mn/0 OK $ Mn/0 OK $ Mn/0 OK pit=. 6,761 (lb) Vtt = -830 (lb) Mr-It= -53,587 (ft.lb) MM-It= -61,026 (ft.lb) Ma.Jt = -68,464 (ft.lb) Cm= 0.6 • 0.4.( M1 / M2) = 0.600 0.001 0.011 0.520 0.592 0.664 B1x= Cm/(1-cx.P,IPe1) 2: 1.0 B1x= 1.000 B1Y = Cm I (1 • cx.P,/ Pe 1) 2: 1.0 B1Y = 1.000 B2x = 1 / (1 • CX.LPn1/LPe2l 2: 1.0 B2x = 1.033 M, = B1.Mnt + B2.Mtt M,x = 70,695 (ft.lb) 83 (lb) B2y = 1 / (1 • a.LPni/LP82) 2: 1.0 Bzy = 1.063 Mry = 0 (ft.lb) FORP,/P0 ~ 0.2: P!P0 +(8/9).(M,JM0x+Mry/M0y) $ 1.0 FOR P, /Pc < 0.2 : P!2P c + (M,xiMcx + M,/Mcy) $ 1.0 P,/P0 = 0.000 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.686 ,; 1.0 OK Column Combos 73 of 116 JOB#: 22-1182 2/28/2023 0.686 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero Mission Viejo, CA 92691 1949) 305-1150 www .4steleng.com COLUMN LOAD COMBINATIONS {ASD) LOAD COMBOS I D + 0.6WROT-2 I P = 303 (lb) V = -830 (lb) Mr= 53,587 (ft.lb) MM= 46,149 (ft.lb) Ms= 38,710 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft lb) Cm= 0.6 -0.4.( M1 / M2) 5 P0/0 OK 5 V0/0 OK 5 M0/0 OK :5 M0/0 OK 5 M0/0 OK P11 = -6,761 (lb) v" = -830 (lb) MT-It= 53,587 (ft.lb) MM-It= 46,149 (ft.lb) Ms.11 = 38,710 (ft.lb) = 0.600 0.001 0.011 0.520 0.448 0.376 B1x= Cm/(1-a.P,/P01) 2' 1.0 B1x = 1.000 B1y= Cm/(1-a.P,/P01 );:, 1.0 B1Y = 1.000 B2x= 1 /(1-tX.LP0 tfLP02);:, 1.0 B2X = 1.033 83 (lb) M,x = 55,333 (ft.lb) B2y = 1 / (1 -tX.LP01iLP02) 2' 1.0 B2v = 1.063 FORP,/P0 ;, 0.2: P/Pc+(8/9).(M,/M0x+M,/M0y) 5 1.0 FOR P,i Pc < 0.2: P/2Pc + (M 0/Mcx+ M,/Mcy) 5 1.0 P,/P0 = 0.000 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.537 5 1.0 OK Column Combos 74 of 116 JOB#: 22-1182 2/28/2023 0.537 {! ST"EI.._ ____ _ 26030 Acero Mission Viejo, CA 9?691 [949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.6WLAT P= 7,064 (lb) V= 494 (lb) Mr= 0 (ft.lb) MM= 4,430 (ft.lb) Me= 8,860 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr.nt = 0 (ft.lb) MM-nt == 0 (ft.lb) Ms-nt:;:;: 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Pit= V1t = MT-!t = MM-It= MB-It= OK OK 0 (lb) 494 (lb) 0 (ft.lb) 4,430 (ft.lb) 8,860 (ft.lb) C = 0.6-0.4.(M1 /M2 ) = m 0.600 0 031 0.006 B1x= Cm/(1-cx.P,iPe,l 2: 1.0 B1x = 1.000 B1Y= Cm/(1-cx.P,f Pe1) 2: 1.0 B1Y = 1.000 B2x = 1 / (1 -CX.LPnif~:P e2l 2: 1.0 B2x = 1.033 P, = Pnt + Bz.P1, = 7,064 (lb) Mr= B1 .Mnt + B2.M1t B,v = 1 / (1 -cx.LPnif~:Pezl 2: 1.0 B2v = 1.063 M,x = 0 (ft.lb) Mey= 9,415 (ft.lb) FORP,iPc ~ 0.2: P/Pc+(8/9).(M,xfMcx+McyiMcy) S 1.0 FOR P,/ Pc < 0.2: P,i2Pc + (Mn/Mex+ M,/Mcyl S 1.0 P,f Pc= 0.031 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.157 S 1.0 OK Column Combos 75of116 JOB#: 22-1182 2/28/2023 0.157 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero Mission Viejo, CA 9269 l (949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0_7E P = 8,034 (lb) V = 4,852 (lb) MT= 0 (ft.lb) MM= 35,978 (ft.lb) Ma= 71,955 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) MT-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Me-nt = 0 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) = 0.600 B,x= Cm/(1-a.Pr/P61);, 1.0 B1x = 1.000 B2x= 1 /(1 -a.LPni/LP62);, 1.0 B2x = 1.033 Pr= Pnt + B,.P1, = 8,066 (lb) Mr = B1 .Mnt + B2.M1r Mrx = 74,300 (ft.lb) FOR Pr/ Pc ~ 0.2: P,IPc + (8/9).(M,xfMcx + M,/Mcy) FOR P,i Pc < 0.2: P,12Pc + (M0/Mcx + M,/Mcy) Pr/Pc= 0.035 $ 0.15 [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)] = !Lill ,; 1.2 SEISMIC ACTING ON WEAK AXIS M, = B1.Mnt + B,.M1t Mrx = 0 (ft.lb) [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)J = Ll.fil ,; 1.2 Column Combos 76 of 116 P1, = V11 = MT-It= MM-It= Ms.Jt = OK OK 970 (lb) 4,852 (lb) 0 (ft.lb) 35,978 (ft.lb) 71,955 (ft.lb) 0.035 0.053 Bw= Cm/(1-a.Pr/P61);, 1.0 Bw = 1.000 B2y = 1 / (1 -a.LPn1/rP6,) ;, 1.0 B2y = 1.063 Mry = 0 (ft.lb) $ 1.2 $ 1.2 OK OK M = ry 76,459 (ft.lb) OK JOB#: 22-1182 2/28/2023 0.973 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. 26030 Acero Mission Viejo, C:A 9?691 (949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.S)WoN-1 + 0.75La P= 13,402 (lb) V= 778 (lb) M1= 36,171 (ft.lb) MM= 43,145 (ft.lb) Ms= 50,119 (ft.lb) Pnt= 7,064 (lb) Vnt = 0 (lb) MT-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cm= 0.6 -0.4.( M1 / M,) = B,x = Cm I (1 -cx.P,/ Pe1) 2: 1.0 B,x = 1.000 B2x= 1 /(1-IX.LPntfLP.,} 2: 1.0 B2x = 1.033 P, = Pnt + B2.P1, = 13,609 (lb) M, = B1.Mnt + B2.M1r M,x = 51,752 (ftlb) $ Pn/0 OK 0.058 $ Vn/0 OK 0.010 $ Mn/0 OK 0.351 $ Mn/0 OK 0.419 $ Mn/0 OK 0.486 P1, = 6,338 (lb) V1, = 778 (lb) MT-lt = 36,171 (ft.lb) MM-lt = 43,145 (ft.lb) MB--lt= 50,119 (ft.lb) 0.600 B1y= Cm/(1-cx.P,f Pe1) 2: 1.0 B1Y= 1.000 Bzy = 1 / (1 -IX.LPntfZP02) 2: 1.0 B2y = 1.063 Mry = 0 (ft.lb) FOR P,i Pc < 0.2: P,/2Pc + (M,xiMcx + M,/Mcy) $ 1.0 P,iPc= 0.059 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.532 $ 1.0 OK Column Combos 77 of 116 JOB#: 22-1182 2/28/2023 0.532 26030 Acero Mission Viejo, CA 97691 (949) 305-1150 www .4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.6)WoN-2 + 0.75LR P= 13,402 (lb) V= 778 (lb) Mr= -36,171 (ft.lb) MM= -29,198 (ft.lb) Ms= -22,224 (ft.lb) Pnt= 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. :s Pn/0 OK :s Vn/0 OK :s Mn/0 OK :s Mn/0 OK :s Mn/0 OK Pt,= 6,338 (lb) V1, = 778 (lb) Mr-11 = -36,171 (ft.lb) MM-tt = -29,198 (ft.lb) Ms.ti= -22,224 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) = 0.600 0.058 0.010 0.351 0.283 0.216 B1x= Cm/(1-cx.P,iPe,J;,: 1.0 B1x= 1.000 B1v= Cm/(1-cx.P,iPe1);,: 1.0 B1Y = 1.000 B2x= 1 /(1-CX.LPntfLPe2);,: 1.0 B2x = 1.033 P, = Pnt + B,.P1, = 13,609 (lb) lb M,x = 37,350 (ft.lb) ft-lb B2v = 1 / (1 -CX.LPntiLPe2) ;,: 1.0 B,v = 1.063 Mry = 0 (ft.lb) ft-lb FORP,iPc;, 0.2: P/Pc+(8/9J.(M,/Mcx+Mry/Mcy) :S 1.0 FOR P,i Pc < 0.2: P/2Pc + (M,/Mcx+ MryiMcy) :S 1.0 P,iPc= 0.059 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.392 :S 1 0 OK Column Combos 78 of 116 JOB#: 22-1182 2/28/2023 0.392 26030 Acero lv1issior1 Viejo, CA 9?691 1949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.6)WoN-J + 0.75LR P= 13,825 (lb) V= 830 (lb) MT= 0 (ft.lb) MM= 7,439 (ft.lb) Ms= 14,877 (ft.lb) Pn1= 7,064 (lb) Vnt= 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 5 Pn/O OK 5 Vn/O OK 5 Mn/O OK 5 Mn/O OK 5 Mn/O OK pit= 6,761 (lb) V11 = 830 (lb) MT-lt = 0 (ft.lb) MM-lt = 7,439 (ftlb) Ms.Jt = 14,877 (ft.lb) Cm= 0.6 -04.( M1 / M2 ) = 0.600 0.060 0.011 0.000 0.072 0.144 B1x= Cm/(1-cx.P,iPe1)" 1.0 B1x = 1.000 B1Y =Cm/ (1 -cx.P, / P8,) ;,, 1.0 B1Y = 1.000 B2x= 1/(1-cx.~Pnif~Pe,l" 1.0 B2x = 1.033 P, = Pnt + B2.P11 = 14,045 (lb) M, = B1 .Mnt + B2.M11 M,x = 15,362 (ft.lb) B2v = 1 / (1 -cx.~Pni/LP82) " 1.0 B2v = 1.063 FOR P,/ Pc" 0.2: P/Pc + (8/9).(M,/Mcx+ Mry/Mcy) 5 1.0 FOR P,/ Pc < 0.2: P/2Pc + (Mex/Mex+ M,/Mcy) 5 1.0 P,i Pc= 0.061 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = OK Column Combos 79 of 116 JOB#: 22-1182 2/28/2023 0.180 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero lv1is:;ion Viejo, CA 9?691 [949) 305-1150 www.4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS I D + 0.75(0.6)WROT-1 + 0.75LR I P = 1,993 (lb) V = -623 (lb) Mr=-40,190(ft.lb) MM= -45,769 (ft.lb) Ms= -51,348 (ft.lb) Pn1= 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nl = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cm= 0.6-0.4.( M1 / M2) $ Pn/0 OK $ Vn/0 OK $ Mn/0 OK $ Mn/0 OK $ Mn/0 OK P1, = -5,071 (lb) V1, = -623 (lb) Mr.it= -40,190 (ft.lb) MM-It = -45,769 (ft.lb) Ms.tt = -51,348 (ft.lb) = 0.600 0.009 0.008 0.390 0.444 0.498 B1x = Cm I (1 -cx.P,/ P81) 2' 1.0 B1x = 1.000 Bw =Cm/ (1 -cx.P,/ P8,l " 1.0 Bw = 1.000 B2x = 1 / ( 1 -ex. LP nJLP 82) 2' 1 .0 B2x = 1.033 P, = Pnt + B,.Ptt = 1,828 (lb) Mr = B1 .Mnt + B2.M1t M,x = 53,021 (ft.lb) B2y = 1 / (1 -a.LPn1ILPe2J 2' 1.0 B2y = 1.063 Mry = 0 (ft.lb) FOR P,/ Pc" 0.2: P/Pc + (8/9).(M,/Mcx+ Mry/Mcy) $ 1.0 FOR P,/ Pc < 0.2: P,/2Pc + (M,/Mcx+ Mry!Mcy) $ 1.0 P,/Pc= 0.008 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = M,1!! :;; 1.0 OK Column Combos 80 of 116 JOB#: 22-1182 2/28/2023 0.518 f ! STE•-----'_;__;_ 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www .4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS I D + 0.75(0.G)Waor.2 + 0.75La \ P = 1,993 (lb) V=-623(Ib) Mr= 40,190 (ft.lb) MM= 34,611 (ft.lb) Me= 29,032 (ft.lb) Pnt= 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nl = 0 (ft.lb) Ms.nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. ,; Pn/0 OK ,; Vn/0 OK ,; Mn/Q OK ,; Mn/0 OK ,; Mn/0 OK P,, = -5,071 (lb) V1t = -623 (lb) Mr-lt = 40,190 (ftlb) MM-lt = 34,611 (ft.lb) Ma.it= 29,032 (ft.lb) Gm= 0.6 -0.4.( M1 I M2) = 0.600 0.009 0.008 0.390 0.336 0.282 B1x= Gm1(1-<X.Pr1Pe1l 2: 1.0 B1x= 1.000 Bw = Gm I (1 -a.Pr/ Pe1) 2: 1.0 B1v = 1.000 B2x= 1 /(1-lX.LPnifLP82) 2: 1.0 B2x = 1.033 Pr= Pnt + B,.P1, = 1,828 (lb) Mr = B1 .Mnt + B2 .Mlt Mr,= 41,500 (ft.lb) ft-lb B2v = 1 I (1 -lX.LPnifLP82) 2: 1.0 B2v = 1.063 Mry = 0 (ft.lb) FOR Pr/ Pc;, 0.2: PrfPc + (8/9).(Mr,!Mcx+ Mry/Mcy) ,; 1.0 FOR Pr/ Pc< 0.2: Prf2Pc + (MrxfMc,+ Mr/Mey) ,; 1.0 PrlPc= 0.008 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.407 ,; 1.0 OK Column Combos 81 of 116 JOB#: 22-1182 2/28/2023 0.407 • Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero Mission ViP-jo, CA 9?691 [949) 305-1150 www.4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.6)WLAT + 0.75LR P = 7,064 {lb) V= 371 (lb) Mr= 0 (ft.lb) MM= 3,323 (ft.lb) Ms= 6,645 (ft.lb) Pnt = 7,064 (lb) Vnt= 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) = B,x= Cm/(1-cx.P,/P8 ,) <? 1.0 B1x = 1.000 B2x= 1/(1-CX.LPntfLPe,) <? 1.0 B2x = 1.033 P, = Pnt + B,.P1t = 7,064 (lb) M, = B1 .Mnt + B,.M1t M,x = 0 (ft.lb) 0.600 P1, = V1t = MT-It= MM-lt = Ms-It= OK OK 0 (lb) 371 (lb) 0 (ft.lb) 3,323 (ft.lb) 6,645 (ft.lb) 0.031 0.005 Bw= Cm/(1-cx.P,/P81) <? 1.0 Bw = 1.000 B2v = 1 / (1 -CX.LPn1/lP82) <? 1.0 Bzv = 1.063 Mry = 7,061 (ft.lb) FOR P,/ Pc~ 0.2: P,JP, + (8/9).(M,/Mcx+ Mr/Mey) S 1.0 FOR P,/ Pc < 0.2: P/2Pc + (M,xlMcx+ MrJMcy) S 1.0 P,!Pc= 0.031 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.122 S 1.0 OK Column Combos 82 of 116 JOB#: 22-1182 2/28/2023 0.122 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero Mi~sion Viejo, CA 92691 (949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS {ASD) LOAD COMBOS D + 0.75(0.6)WoN-1 + 0.75S P= 13,402 (lb) V= 778 (lb) Mr= 36,171 (ft.lb) MM= 43,145 (ft.lb) Ms= 50,119(ftlb) Pn1 = 7,064 (lb) Vnl = 0 (lb) Mr"nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cm= 0.6-04.( M1 / M2) ,; Pn/0 OK ,; Vn/0 OK ,; Mn/Q OK ,; Mn/Q OK ,; Mn/Q OK P1, = 6,338 (lb) v,, = 778 (lb) MT-It= 36,171 (ft.lb) MM-It= 43,145 (ft.lb) MB-It= 50,119 (ft.lb) = 0.600 0.058 0.010 0.351 0.419 0.486 B1x= Crn/(1-a.P,f Pe1) 2' 1.0 B1x = 1.000 B1Y= Crn/(1-a.P,iPe1) 2' 1.0 B1Y = 1.000 B2x = 1 / (1 -CX.LPn1iLPe2) 2' 1.0 B,x = 1.033 P, = Pnt + B2.Ptt = 13,609 (lb) Mr = B1 .Mnt + B2.M1t M,x = 51,752 (ft.lb) B2v = 1 / (1 -CX.LPntiLPe2) 2' 1.0 B2v = 1.063 Mry = 0 (ft.lb) FOR P,/ Pc? 0.2: P,/Pc + (8/9).(M0/Mcx+ MryiMcy) S 1.0 FORP,/Pc < 0.2: P~2Pc+(M,JMcx+MryiMcy) S 1.0 P,iPc= 0.059 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.532 ,; 1.0 OK Column Combos 83 of 116 JOB#: 22-1182 2/28/2023 0.532 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. 26030 Acero Mission Viejo, C:A 92691 (949) 305-1150 www .4steleng.com COLUMN LOAD COMBINATIONS {ASD) LOAD COMBOS D + 0.75(0.6)W0N.2 + 0.75S P = 13,402 (lb) V = 778 (lb) Mr= -36,171 (ft.lb) MM=-29,198(/t.lb) Ms= -22,224 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) ,; Pn/0 OK ,; Vn/0 OK ,; Mn/0 OK ,; Mn/0 OK ,; Mn/0 OK P1, = 6,338 (lb) v" = 778 (lb) MT-It = -36,171 (ft.lb) MM-It= -29,198 (ft.lb) MB-It= -22,224 (ft.lb) = 0.600 0.058 0.010 0.351 0.283 0.216 B1x= Cm/(1-a.P,/P81 ) 2' 1.0 B1x= 1.000 Bw= Cm/(1-a.P,/P81) 2' 1.0 B1y= 1.000 B2x= 1 /(1 -a.LPn1/LP82) 2' 1.0 B2x = 1.033 P, = Pnt + B2.Pit = 13,609 (lb) Mr= B1.Mnt + B2.M]l M,x = 37,350 (ft.lb) B2y= 1 /(1-a.LPnti~P82) 2' 1.0 B2y = 1.063 Mry = 0 (ft.lb) FOR P,iPc ;e 0.2: P/Pc+ (8/9)(Mn/Mcx+ Mry/Mcy) 5 1.0 FORP,iPc < 0.2: P/2Pc+(M,/Mcx+MryiMcy) 5 1.0 P,iPc= 0.059 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0,392 ,; 1.0 OK Column Combos 84 of 116 JOB#: 22-1182 2/28/2023 0.392 26030 Acero Mi\\ion Viejo, CA 97691 [949) 305-1150 www.4steleng.com COLUMN LOAD COMBINATIONS /ASD) LOAD COMBOS D + 0.75(0.6)WoN-3 + 0.75S P= 13,825 (lb) V= 830 (lb) MT= 0 (ft.lb) MM= 7,439 (ft.lb) Ms= 14,877 (ft.lb) Pnt= 7,064 (lb) Vnt= 0 (lb) M1~nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. ,; Pn/0 OK ,; Vn/0 OK ,; Mn/0 OK ,; Mn/0 OK ,; Mn/0 OK P1r = 6,761 (lb) V1t = 830 (lb) Mr.Jt = 0 (ftlb) Ms.Jt = 14,877 (ftlb) Cm= 0.6 -0.4.( M1 / M2) = 0.600 0 060 0.011 0.000 0.072 0.144 B1x= Cm/(1-a.P,/P81)" 1.0 B1x = 1.000 B1y= Cm/(1-CX.P,/P81)" 1.0 B1y = 1.000 B2x = 1 / (1 -lX.LPntiLP6 2) " 1.0 B2x= 1.033 P, = Pnt + B2.P1t = 14,045 (lb) M, = B1 .Mnt + B2.M11 M,x = 15,362 (ft.lb) B,y = 1 / (1 -a.LP nti~:P e2l " 1.0 B,v = 1.063 Mry = 0 (ft.lb) FOR P,i Pc~ 0.2: P,iP, + (8/9).(M,JMcx+ Mry/Mcy) ,; 1.0 FORP,iPc < 0.2: Pcf2Pc+(MriJMcx+MryiMcy) ,; 1.0 P,i Pc= 0.061 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.180 ,; 1.0 OK Column Combos 85 of 116 JOB#: 22-1182 2/28/2023 0.180 • • 26030 Acero Mission Viejo, CA 9/691 [949) 305-1150 www.4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS 0 + 0.75(0,6)WROT-1 + 0,75S P= 1,993 (lb) V=-623 (lb) Mr= -40,190 (ft.lb) MM= -45,769 (ft.lb) Ms= -51,348 (ft.lb) Pnt = 7,064 (lb) Vnt:::: 0 (lb) Mr-nt = 0 (ft.lb) MM·nl = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. ;; Pn/0 OK ;; Vn/O OK ;; Mn/O OK ;; Mn/O OK ;; Mn/O OK P1, = -5,071 (lb) V1, = -623 (lb) MT-It = -40,190 (ft.lb) MM-It= -45,769 (ft.lb) Ms.Jr= -51,348 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) = 0.600 0 009 0.008 0.390 0.444 0.498 B1x= Cm/(1-a.Pr/P01) <! 1.0 B1x = 1.000 B1v= Cm/(1-a.Pr/P0,) <! 1.0 B1v= 1.000 B2x= 1/(1-a.LPnti~:Pd <! 1.0 B2x = 1.033 Pr= Pn1+ B,.Ptt = 1,828 (lb) Mr :::: 81 ,Mnt + B2.M1t Mrx = 53,021 (ft.lb) B,v = 1 / (1 -a.LPn1/LP02) c, 1.0 B2v = 1.063 Mry = 0 (ft.lb) FOR Pr/ Pc;,, 0.2: P,!Pc + (8/9).(Mr/Mcx+ Mr/Mey) ;; 1.0 FOR Pr/Pc< 0.2: P,!2Pc+(MrJMcx+MryiMcy) ;; 1.0 Pr/ Pc= 0.008 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0,518 ;; 1.0 OK Column Combos 86 of 116 JOB#: 22-1182 2/28/2023 0.518 26030 Acero Mission Viejo, CA 92697 (949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.6)WROT-2 + 0.75S P= 1,993 (lb) V=-623 (lb) Mr= 40,190 (ft.lb) MM= 34,611 (ft.lb) Ms= 29,032 (ft.lb) Pnt = 7,064 (lb) Vnt= 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T STR x 31'-0" O.C. $ P0/0 OK 0.009 $ V0/0 OK 0.008 $ M0 /0 OK 0.390 $ M0/0 OK 0.336 $ M0/0 OK 0.282 P1, = -5,071 (lb) Vtt = -623 (lb) MT-It= 40,190 (ft.lb) MM-lt = 34,611 (ft.lb) Ms.it= 29,032 (ft.lb) = 0.600 B1x= Cm/(1-CX.P,iPe1) 2' 1.0 B1x = 1.000 B1y= Cm/(1-cx.P,/Pe1) 2' 1.0 Bw = 1.000 B2x = 1 / (1 -CX.LP0tfLPe2) 2' 1.0 B2x = 1.033 M, = B1 .M 01 + B2.M1t M,x = 41,500 (ft.lb) B2v = 1 / (1 -CX.LP0,fLPe2) 2' 1.0 B2y = 1.063 Mry = 0 (ft lb) FORP,/Pc;, 0.2: P,iPc+(8/9).(M,xfMcx+MryiMcy) $ 1.0 FOR P,/ Pc < 0.2: P,!2Pc + (M,x/Mcx+ M,/Mcy) $ 1.0 P,iPc= 0.008 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.407 $ 1.0 OK Column Combos 87 of 116 JOB#: 22-1182 2/28/2023 0.407 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www.4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.G)WLAr + 0.75S P= 7,064 (lb) V= 371 (lb) Mr= 0 (ft.lb) MM= 3,323 (ft.lb) Ms= 6,645 (ft.lb) Pnt = 7,064 (lb) Vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. P1, = V1, = MT-It= MM-It= Ms.1, = OK OK 0 (lb) 371 (lb) 0 (ft.lb) 3,323 (ft.lb) 6,645 (ftlb) Cm= 0.6 -04.( M1 I M2 ) = 0.600 0.031 0.005 B1x = Cm I (1 -a.P,i Ped ~ 1.0 B1x = 1.000 Bw= Cm1(1-a.P,1Pe1) ~ 1.0 Bw = 1.000 B2x = 1 I (1 -a.EPntfLPe2) ~ 1.0 B2x = 1.033 Mr = B1 .Mnt + Bz.M11 M,x = 0 (ft.lb) B2v = 1 I (1 -a.EPn11~P62) ~ 1.0 B2v = 1.063 Mry = 7,061 (ft.lb) FOR P,I Pc ~ 0.2: P/P, + (819).(M,/Mcx+ MryiMcy) 5 1.0 FOR P,I Pc < 0.2: P/2Pc + (M0/Mcx + MryiMcy) 5 1.0 P,I Pc= 0.031 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.122 $ 1.0 OK Column Combos 88 of 116 JOB#: 22-1182 2128/2023 0.122 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero Mission Viejo, CA 9?691 [949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.7E) + 0.75LR P= 7,792 (lb) V= 3,639 (lb) MT= 0 (ft.lb) MM= 26,983 (ftlb) Ms= 53,966 (ft.lb) Pnt = 7,064 (lb) vnt = 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) C = m 0.6 -0.4( M1 / M,) = B1x= Cm/(1-a.P,iPe1) 2' 1.0 B1x = 1.000 B,x = 1 / (1 -<X.LPni/LPe2) 2' 1.0 B2x = 1.033 M, = B1 .Mnt + B,.M1t M,x = 55,725 (ftlb) 0.600 FOR P,i Pc 2 0.2: P,iPc + (8/9).(Mn/Mcx+ M,/Mcy) FOR P,i Pc < 0.2: Prf2Pc + (M,xfMcx+ M,/Mcy) P, / p C = 0.034 $ 0.15 [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)] = 0.558 $ 1.2 SEISMIC ACTING ON MINOR AXIS Mr= B1.Mnt + B2 .Ma Mrx = 0 (ft.lb) [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)] = 0.879 $ 1.2 Column Combos 89 of 116 P1, = V1, = Mr.Jt = MM-lt = MB-It= OK OK 728 (lb) 3,639 (lb) 0 (ft.lb) 26,983 (ft.lb) 53,966 (ft lb) 0.034 0.039 Bw= Cm/(1-a.P,iPe1) 2' 1.0 Bw = 1.000 B2y = 1 / (1 -<X.LPntiLPe,) 2' 1.0 B2y = 1.063 M,y = 0 (ft.lb) $ 1.2 $ 1.2 OK OK Mry = 57,344 (ft.lb) OK JOB#: 22-1182 2/28/2023 0.733 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero Mission Vip,jo, l-A 9?691 [949) 305-1150 www .4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS D + 0.75(0.7E) + 0.75S P = 7,792 (lb) V = 3,639 (lb) MT= 0 (ft.lb) MM= 26,983 (ft.lb) Ms= 53,966 (ft.lb) Pn1= 7,064 (lb) Vnt = 0 (lb) MT-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) B1x = Cm/ (1 -a.P, I Pe1) 2: B1x = 1.000 = 1.0 B,x= 1 /(1-a.LPn1iLP02) 2: 1.0 B2x = 1.033 M, = 81 .Mnt + B,.M11 M,x = 55,725 (ft.lb) 0.600 FOR P,/ Pc ~ 0.2: P,-!Pc + (8/9).(M,/Mcx + M,/Mcy) FOR P,i Pc < 0.2: P,!2P c + (M 0/Mcx + Mry/Mcy) P,iPc= 0.034 :5 0.15 [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)] = 0.558 ,; 1.2 SEISMIC ACTING ON MINOR AXIS M, = B,.Mnt + B,.M11 Mrx = 0 (ft.lb) [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)] = 0.879 ,; 1.2 Column Combos 90 of 116 P1, = v,, = MT-It = MM-It;;; Ms.tt = OK OK 728 (lb) 3,639 (lb) 0 (ft.lb) 26,983 (ft.lb) 53,966 (ft.lb) 0.034 0.039 B1v= Cm/(1-a.P,iPe1) 2: 1.0 B1v = 1.000 B2v = 1 / (1 -a.LP nii~:P e2) 2: 1.0 B2v = 1.063 M,y = 0 (ft.lb) s 1.2 s 1.2 OK OK M = 'Y 57,344 (ft.lb) OK JOB#: 22-1182 2/28/2023 0.733 26030 Acero Mission Viejo, CA 92691 [949) 305-1150 www.4ste1eng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS 0.6D + 0.6Wup.1 P = -5,340 (lb) V = -1,176 (lb) Mr= 37,511 (ft.lb) MM= 26,973 (ft.lb) Ms= 16,435 (ft.lb) Pn1= 4,238 (lb) Vnt= 0 (lb) MT-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) MB-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. $ Pn/0 OK s Vn/0 OK s MnlO OK $ Mn/0 OK $ Mn/0 OK pit= -9,578 (lb) v1t = -1,176 (lb) Mr-It= 37,511 (ft.lb) MM-It= 26,973 (ft.lb) Ms.it= 16,435 (ft.lb) Cm= 0.6 -0.4.( M1 I M2) = 0.600 0.017 0.015 0.364 0.262 0.159 B1x= Cm1(1-<X.P,IP61) 2: 1.0 B1x = 1.000 Bw= Cm1(1-cx.P,/P61) 2: 1.0 Bw = 1.000 B,x = 1 / (1 -CX.LPntfLPe,} 2: 1.0 B2x= 1.019 5,525 (lb) M, = B1.Mnt + B,.M11 B2Y = 1 / (1 -CX.LPntfLP62) 2: 1.0 B2Y= 1.037 M,x = 38,235 (ft.lb) Mry = 0 (ft.lb) FOR P, I Pc ~ 0.2: Pr/Pc + (819).(M,)Mcx + MryiMcy) 5 1.0 FOR Pr/ Pc< 0.2: Pcf2Pc + (M,xiMcx+ MrylMcy) 5 1.0 P,iPc= 0.018 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.380 :5 1.0 OK Column Combos 91 of 116 JOB#: 22-1182 2128/2023 0.380 26030 Acero Mission Viejo, CA 9?691 [949) 305-I 150 www .4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS 0.6D + 0.6Wue-2 P = -5,340 (lb) V = -1,176 (lb) Mr= -37,511 (ft.lb) MM= -48,049 (ft.lb) Ms= -58,587 (ft.lb) Pnt = 4,238 (lb) Vnt = 0 (lb) Mr.nt = 0 (ft lb) MM-nt = 0 (ft.lb) Me.nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. 5 Pnffl OK 5 Vn/O OK 5 Mn/O OK 5 Mn/0 OK 5 Mn/O OK P1, = -9,578 (lb) V1, = -1,176 (lb) Mr.it= -37,511 (ftlb) MM-It= -48,049 (ft.lb) Ma.it= -58,587 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) = 0.600 0.017 0.015 0364 0.466 0.568 B1x= Cm/(1-a.P,/P6 1) 2: 1.0 B1x = 1.000 B1y= Cm/(1-a.P,iP61) 2: 1.0 B1y= 1.000 B2x= 1 /(1-a.LPntiLPe,) 2: 1.0 B2x= 1.019 M, = 81 .Mnt + B,.M11 M,x = 59.718 (ft.lb) 5,525 (lb) B2y = 1 / (1 -<X.LPnti~:Pe2) 2: 1.0 B2y = 1.037 Mry = 0 (ft.lb) FOR P, / Pc ;,, 0.2: P,IP, + (8/9).(M,/Mcx + M,/Mcy) 5 1.0 FOR P,i Pc< 0.2: P,i2Pc + (M,xfMcx+ MryiMcy) 5 1.0 P,i Pc= 0.018 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.588 5 1.0 OK Column Combos 92 of 116 JOB#: 22-1182 2/28/2023 0.588 26030 Acero Mission Viejo, l.A 97691 (949) 305-1150 www .4stele11g.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS 0.6D + 0.6Wue., P = -9,284 (lb} V = -1,660 (lb) MT= 0 (ft.lb} MM= -14,877 (ft.lb) Ms= -29,754 (ft.lb} Pnt= 4,238 (lb} Vnt = 0 (lb} MT-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb} Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. $ Pn/0 OK $ Vn/0 OK $ Mn/0 OK $ Mn/0 OK $ Mn/0 OK pit= -13,522 (lb) Vil= -1,660 (lb) MT-It= 0 (ft.lb) MM-It= -14,877 (ft. lb) MB-It = -29,754 (ft.lb) Cm= 0.6 -0.4.( M1 / M2) = 0.600 0.030 0.022 0.000 0.144 0.289 B,x= Cm/(1-a.P,IPe1) 2 1.0 B1x = 1.000 B1y= Cm/(1-a.P,f Pe1) 2 1.0 Bw = 1.000 B2x = 1 / (1 -CX.LPntfLPe,) 2 1.0 B2x = 1.019 P, = Pnt + B,.P1t = -9,545 (lb} M, = B1 .Mnt + B2.M1t B2y= 1 /(1-CX.LPntf~:P.,) 2 1.0 B,v = 1.037 M,x = 30,329 (ft.lb) Mry = 0 (ft.lb) FORP,/Pc 2 0.2: PrfPc+(8/9).(Mrx/Mcx+MryiMcy) $ 1.0 FORP,/Pc < 0.2: Prf2Pc+(M,,IMcx+MryIMcy) $ 1.0 P,/ Pc= 0.031 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.310 :<; 1.0 Column Combos 93 of 116 OK JOB#: 22-1182 2/28/2023 0.310 26030 Acero Mission Viejo, C:A 9?691 (949) 305-1 I 50 www.4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS 0.6D + 0.6WRor-1 P = -2,523 (lb) V = -830 (lb) Mr= -53,587 (ft.lb) MM = -61 ,026 (ft.lb) Ms= -68,464 (ft.lb) Pnt = 4,238 (lb) Vnt= 0 (lb) MT-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms.nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C $ Pn/0 OK $ Vn/0 OK $ Mr/0 OK $ Mn/0 OK $ Mn/0 OK P1, = -6,761 (lb) V1, = -830 (lb) MT-IL= -53,587 (ft.lb) MM-It = -61,026 (ft.lb) Ms.1, = -68_464 (ft lb) Cm= 0.6 -0.4.( M1 / M2) = 0.600 0 011 0.011 0.520 0 592 0.664 B1x= Cm/(1-a.P,f Pe1);,, 1.0 B,x = 1.000 B,v= Cm/(1-a.P,iPe1);,, 1.0 Bw= 1.000 B2x = 1 / (1 -a.LP nifLP e2l ;,, 1.0 B2x= 1.019 M, = B1 .Mnt + B2.M1t M,x = 69,786 (ft.lb) 2,653 (lb) B2v= 1 /(1-a.LPntiLPe,l;,, 1.0 B2v = 1.037 Mry = O (ft.lb) FOR P,i Pc « 0.2: P/Pc + (8/9).(M,,/Mcx + M,/Mcy) $ 1.0 FOR P, /Pc < 0.2 : Prf2P c + (M,xfMcx + Mry/Mcy) $ 1.0 P,i Pc= -0.012 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = Q,_fil $ 1 .0 OK Column Combos 94 of 116 JOB#: 22-1182 2/28/2023 0.671 ~ 1 S'TE•---- 26030 Acero Mission Viejo, C:A 92691 (949) 305-1150 www.4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS 0.6D + 0.6Waor.2 P = -2,523 (lb) V = -830 (lb) Mr= 53,587 (ft.lb) MM= 46,149 (ft.lb) Ms= 38,710 (ft.lb) Pn1= 4,238 (lb) Vnt = 0 (lb) MT-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms-nt = 0 (ft.lb) Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. ,; P0/0 OK ,; V0/0 OK ,; M0/0 OK ,; M0/0 OK ,; M0/0 OK Ptt = -6,761 (lb) Vtt = -830 (lb) MT-It= 53,587 (ft.lb) MM-lt = 46,149 (ft.lb) MB-It= 38,710 (ft.lb) Cm= 0.6 -0.4.( M1 / M,) = 0.600 0.011 0.011 0.520 0.448 0.376 B1x =Cm/ (1 -a.P, I Pe,) ;;, 1.0 B1x = 1.000 B,v= Cm/(1-a.P,iPe1);;, 1.0 Bw = 1.000 B2x= 1/(1-a.LP0ifLPe,);;, 1.0 B2x = 1.019 Mr = B, .Mnt + B2.M1t M,x = 54,621 (ft.lb) 2,653 (lb) B2v = 1 / (1 -a.LP0i/LPe2) ;;, 1.0 B2v = 1.037 Mry = 0 (ft.lb) FOR P,/ Pc~ 0.2: P/Pc + (8/9).(M,x/Mcx+ MryfMcy) $ 1.0 FOR P,/ Pc < 0.2: P,i2Pc + (M,xfMcx+ M,/Mcy) 5 1.0 P,iPc= -0.012 Pr/2Pc + (Mrx/Mcx + Mry/Mcy) = 0.524 5 1.0 OK Column Combos 95of116 JOB#: 22-1182 2/28/2023 0.524 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0 C. 26030 Acero Mission Viejo, CA 9?691 [949) 305-1150 www .4steleng.com COLUMN LOAD COMBINATIONS (ASD) LOAD COMBOS 0.6D + 0.7E P = 3,268 (lb) V = 4,852 (lb) Mr= 0 (ft.lb) MM= 35,978 (ft.lb) Ms= 71,955 (ft.lb) Pn1= 4,238 (lb) Vn1= 0 (lb) Mr-nt = 0 (ft.lb) MM-nt = 0 (ft.lb) Ms.nt = 0 (ft.lb) Cm= 0.6-0.4.(M1 /M2 ) = 0.600 B1x= Cm/(1-a.P,I Pe1) 2: 1.0 B1x = 1.000 B2x= 1 /(1-a.LPnif'.~:Pe2) 2: 1.0 B2x = 1.019 M, = B1 .Mnt + B2.Mu M,x = 73,344 (ft.lb) FOR P,I Pc 2: 0.2: P,!Pc + (8/9).(M,/Mcx+ Mry/Mcy) FOR P,I Pc < 0.2: P,12Pc + (M,xfMcx + MrylMcy) P,iPc= 0.014 $ 0.15 [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)J = 0.719 ,; 1.2 SEISMIC ACTING ON MINOR AXIS M, = B1 .Mnt + B,.M11 Mrx = 0 (ft.lb) [Pr/2Pc + (Mrx/Mcx + Mry/Mcy)] = 1.ill ,; 1.2 Column Combos 96 of 116 P1, = - V1, = MT-It= MM-It= Ms.Jr= OK OK 970 (lb) 4.852 (lb) 0 (ft.lb) 35,978 (ft.lb) 71,955 (ft.lb) 0.014 0.053 Bw = Cm I (1 -a.P,i Pe1) 2: 1.0 B1y = 1.000 B2y = 1 I (1 -a.LPn1ILPe2) 2: 1.0 B2y = 1.037 Mry = 0 (ft.lb) ft-lb $ 1.2 $ 1.2 OK OK M = ry 74,591 (ft.lb) OK JOB#: 22-1182 2128/2023 0.941 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" 0.C. 26030 Acero Mission Viejo, CA 97691 (949) 305-1 150 BEAM TO COLUMN -39'•8,8" WIDE T,STR x 31'-0" O.C. BEAM TO COLUMN -WELDED SIDE PLATE CONNECTION Beam Slope, 0 = 7.00 (deg) PLATE DIMENSIONS PL Width, b = 9.5 (in) PL Length, L = 21.5 (in) PL Thickness, t = Beam Weld, wb = Column Weld, We= 1/2 (in) 3l16(in) 3l16(in) Weld Side Plate to Beam d = 4.70 (in) R = [dbm • d,,,J/2 = 0.72 (in) Lv = Length of Vertical Welds Plate to Beam Fillet Weld Plate to Column Fillet Weld Dist. betw. Beam CL & Horiz. Weld Lv s L/2 -b.tan(0)12 -R/cos(0) = 9.00 (in) Bm-Co/ SidePL Lh = Length of Horizontal Weld Lh $ b = 9.50 (in) a= Distance from Top of Vertical Weld to Corner of Plate a= [ L/2 -(b/2).tan(0) -R/cos(0) -Lv] 12 a= 0.22 (in) Assumes Weld is centered on Top Side Ye= Distance from Top Horiz. Weld to Weld Group C.G. Ye= '.;L,.y, I '.;L, = 3.09 (in) Xe= Distance from Left Vertical Weld to Weld Group C.G. 4.75 (in) Cy= Distance from Weld Group C.G. to Botom of Vertical Weld Cy= Lv+a-Yc = 6.13(in) 97 of 116 JOB#: 22-1182 2128/2023 BEAM TO COLUMN· WELDED SIDE PLATE CONNECTION OK OK USE 9 1/2" WIDE X 211/2" LONG X 1/2" THICK ASTM A572 GR. 50 STEEL SIDE PLATES EACH SIDE OF COLUMN AND BEAM WITH A 3/16" THICK FILLET WELD ALL AROUND 3 SIDES OF BEAM SIDE AND 3 SIDES OF COLUMN SIDE USING E70XX ELECTRODES • • • Cosmos Reef f I S7£•E:NGIN£E:R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Find Polar Moment of Inertia for Weld Group Vertical Segments dy = Vertical Distance from Center of Vert. Weld to Weld Group C.G. dy = a + Lj2 -Ye = 1.63 (in) I = X L//12 + Lv.d/ = 84.7 in4 I -i in4 Lv.Xe = 203.1 y- Horizontal Segment Ix= Lh.y/ = 90.7 in4 I -Lh3/12 = 71.4 . 4 y -in Entire Weld Groue, Ip= Ix+ ly = 738 in4 LroTAL = 2.Lv + Lh = 27.50 (in) Total Weld Length of Group Bm-Col SidePL e = Vertical Distance betw. Beam Centerline & C.G. of Weld Group e = L/2 -Ye -dbm/ [2.cos(0)] = 1.61 (in) b Xe ca.. -- ----.J..--------- Cc Ye HSS BEAM ----~ ----~------~t ·---· Lv U2 e --- 98 of 11 6 Lv U2 ac HSS COLUMN WELDED PLATE EA. SIDE OF COL. L JOB#:22-1182 2/28/2023 Cosmos Reef ~1 c-1 F«'.£NG/N££R/NG 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Weld Forces rpx = 0 rpy = P / LroTAL rvx = V / LroTAL + V.e.cyl Ip rvy = V.e.Xc/ Ip rmx = M.cyl Ip r my = M .Xe I Ip rx = V / LroTAL + V.e.cyl Ip+ M.cy/ Ip ry = P / LrorAL + V.e.Xcl Ip+ M.Xc/ Ip r = ✓(r 2 + r 2) n X y Use Load Combinations to Maximize Weld Forces Vertical Segments P = V= M = - -2.52 (k) -0.83 (k) 53.6 (ft.k) Combination: 0.6D + 0.6WRT-1 r uwv = 6.86 (k/in) 0wv = tan·1(rvx I rvy) 0wv = 51.78 (deg) Weld Group Each Side of Column ruwvl 2 = 3.43 (k/in) Bm-Co/ SidePL Horizontal Segment P = -2.52 (k) V = -0.83 (k) M = -53.6 (ft.k) 0.6D + 0.6WRT-1 r uwh = 5.04 (k/in) 0wh = tan-1(rhy / rhx) 0wh = 57.23 (deg) ruwh/ 2 = 2.52 (k/in) 99 of 116 JOB#: 22-1182 2/28/2023 • • • • • • ft' IEl£NG/N££RING 26030 Acero Mission Viejo. CA 92691 (949) 305-1150 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. BEAM TO COLUMN. 39'-8.8" WIDE T.STR x 31'-0" O.C. Find Required Weld Thickness AISC ASD 0 = 2.00 FExx = 70 (ksi) rnw = 0.60.Fexx-( 1 / ✓2 ). [ 1 + 0.5.(sin0w)1•5 ] (ksi) Fillet Welds Vertical Segments ruvw = 6.86 (k/in) Owv = 51.78 (deg) r nwv / 0 = 20.02 (ksi) Wbv,req <! 0.171 (in) Horizontal Segment r uwh = 5.04 (k/in) Owh = 57.23 (deg) rnwh I O= 20.57 (ksi) Wbh,req <! 0.123 (in) USE 9 1/2" WIDE X 21 1/2" LONG X 1/2" THICK ASTM A572 GR. 50 STEEL SIDE PLATES EACH SIDE OF COLUMN AND BEAM WITH A 3/16" THICK FILLET WELD ALL AROUND 3 SIDES OF BEAM SIDE AND 3 SIDES OF COLUMN SIDE USING E70XX ELECTRODES Check Block Shear on Beam Rn= 0.60.Fy.Agv + Ubs·Fu.Ant Fy = O = 2.00 Fu= Ubs = 0.50 tBEAM : 0.291 (in) Eq. J4-5 In order for the plate to tear off of the beam, a tension failure path will develop along the top side of the plate, and shear failure paths will develop along either side of the plate and along the bottom edge of the beam, just inside the bend radius. Agv = 2.(t.L/2) + t.b/cos(A) Ant = b.t A9v = 9.042 (sq. in) Ant= 2.765 (sq. in) Rn/0 = 329.72 (k) Along full path rvert = 3.43 (k/in) L = V 9.00 (in) rhoriz = 2.52 (k/in) Lh = 9.50 (in) Rweld = 2.rvert·Lv + rhoriz·Lh = 85.65 (k) 26% Bm-Co/ SidePL 100 of 116 JOB#: 22-1182 2/28/2023 OK Cosmos Reef t:: C"' ~1£NG/N££R/NG 39'-8.8" WIDE T.STR x 31'-0" O.C. 26030 Acero Mission Viejo. CA 92691 (949) 305-11 so BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31 '-0" O.C. Check Side Plates Max ASD Beam Loads to Column 16.08 (k) VMAX = 4.85 (k) MMAX = 53.6 (ft.k) Section Pro~erties h= 15.08 (in) (betw. C.G.'s) E = 29,000 (ksi) Fy = r = 0.43 (in) A -g-4.750 (sq. in) b= 9.50 (in) L= 21.50 (in) Com~ression Pa= PMAX/2 = 8.04 (k) O= 1.67 4. 71.✓(E/Fy) = 113.43 K.h/r = 34.83 Fe= n2.E/(K.h/r)2 = 235.92 (ksi) K = 1.00 Cv = 1.00 (1 Plate Each Side) Fer= Fy.[0.658](Fy/Fe) = 45.76 (ksi) K.h/r ~ 4.71.✓(E/Fy) K.h/r > 4.71 .,(E/Fy) Fer= 0.877.F8 = 206.9 (ksi) Fer = 45. 76 (ksi) Pn = Fer.Ag = 217.34 (k) Pn/0= 130.14(k) > Bm-Col SidePL 101 of 116 JOB #: 22-1182 2/28/2023 OK • • • • • (; S~l£NGIN££RING Cosmos Reef JOB#: 22-1182 39'-8.8" WIDE T.STR x 31'-0" O.C. 2/28/2023 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. BEAM TO COLUMN Vertical Shear Va= PMAX/ 2 = 8.04 (k) (1 Plate Each Side) 0= 1.67 Vn/ 0 = 0.6.Fy.d.t.Cv I 0 tREQ = Va.0 / ( 0.6.Fy.l.Cv) = 0.021 (in) OK Horizontal Shear Va =VMAX/2= 2.43 (k) (1 Plate Each Side= 2 Plates) O = 1.67 Vn/ 0 = 0.6.Fy.b.t.Cv I 0 tREQ = Va.O / ( 0.6.Fy.b.Cv ) = 0.014 (in) OK From Load Cases to Max M: Ma= MMAX/ 2 = 26.8 (ft.k) (1 Plate Each Side} 0 = 1.67 Zx = t.b2 I 4 12.Mp/ 0 = Fy.t.b2 / (4.0) tREQ <'!: [ 48.Ma.O I (Fy.b2)] = 0.476 (in) OK • Out of Plane Moment due to Seismic 0.7.VE = -4.85 (k) Va= 0.7.VE/ 2 = -2.43 (k) Ma= Va.h / 4 = 9.1 (ft.k) o = 1.67 Zx = b.t2/4 M /0-p -Fy.b.t2 I (4.0) tREQ ~ ✓ [4.Ma.O I (Fy.b)] = 0.359 (in) OK Bm-Col SidePL 102 of 11 6 £: C"'7"EIENG/N££RING 26030 Acero Mission Viejo, CA 92691 (949) 305-11 50 Cosmos Reef 39'-8.8" WIDE T.STR x 31 '-0" O.C. BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Plate to Beam Welds ASD Loads Vertical Welds 2019 CBC ASD p V Mr rvx rvy r. 9w rnw/0 twv Load Combinations (k) (k) (ft.k) (k/in) (k/in) (k/in) (deg) (ksi) (in) 0 7.06 0 0 0.00 0.26 0.26 0.00 14.85 0.009 0 + LR 7.06 0 0 0.00 0.26 0.26 0.00 14.85 0.009 O+S 7.06 0 0 0.00 0.26 0.26 0.00 14.85 0.009 0 + 0.6WoN-, 15.52 1.04 48.23 4.86 4.30 6.49 48.50 19.66 0.165 0 + 0.6WoN-2 15.52 1.04 -48.23 4.76 3.15 5.71 56.48 20.50 0.139 O + 0.6WoN.J 16 08 1.11 0.00 0.06 0.60 0.60 5.28 15.06 0.020 0 + 0.6WRT-1 0.30 -0.83 -53.59 5.39 4.14 6.79 52.46 20.09 0.169 0 + 0.6WRT-2 0.30 -0.83 53.59 5.30 4.14 6.73 52.00 20.04 0.168 0 + 0.6WWK 7.06 0.49 0.00 0.02 0.26 0.26 5.37 15.06 0.009 (1 + 0.14.Sds).O + 0.7E 8.80 4.85 0.00 0.24 0.37 0.44 33.10 17.85 0.012 D + 0.75L, + 0.75(0.6)WON.1 13.40 0.78 36.17 3.65 3.29 4.91 47.94 19.60 0.125 D + 0.75L, + 0.75(0.6)WoN-2 13.40 0.78 -36.17 3.57 2.30 4.25 57.20 20.57 0.103 D + 0.75L, + 0.75(0.6)WoN.J 13.82 0.83 0.00 0.04 0.51 0.51 4.62 15.02 0.017 0 + 0.75L, + 0.75(0.6)WRT-1 1.99 -0.62 -40.19 4.04 3.04 5.06 53.04 20.15 0.125 0 + 0.75L, + 0.75(0.6)WRT-2 1.99 -0.62 40.19 3.98 3.17 5.09 51.43 19.98 0.127 0 + 0.75L, + 0.75(0.6)WWK 7.06 0.37 0.00 0.02 0.26 0.26 4.05 14.99 0.009 0 + 0.75S + 0.75(0.6)WON.1 13.40 0.78 36.17 3.65 3.29 4.91 47.94 19.60 0.125 0 + 0.75S + 0.75(0.6)WON.2 13.40 0.78 -36.17 3.57 2.30 4.25 57.20 20.57 0.103 0 + 0.75S + 0.75(0.6)WDN-3 13.82 0.83 0.00 0.04 0.51 0.51 4.62 15.02 0.017 0 + 0.75S + 0.75(0.6)WRT-\ 1.99 -0.62 -40.19 4.04 3.04 5.06 53.04 20.15 0.125 0 + 0.75S + 0.75(0.6)WRT-2 1.99 -0.62 40.19 3.98 3.17 5.09 51.43 19.98 0.127 0 + 0.75S + 0.75(0.6)WWK 7.06 0.37 0.00 0.02 0.26 0.26 4.05 14.99 0.009 (1 + 0.105.Sds).D t 0.75Lr + 0.75(0.7E) 8.37 3.64 0.00 0.18 0.34 0.39 27.90 17.23 0.011 (1 + 0.105.Sds).D t 0.75S t 0.75(0.7E) 8.37 3.64 0.00 0.18 0.34 0.39 27.90 17.23 0.011 0.60 + 0.6W1JP.1 -5.34 -1.18 37.51 3.68 2.69 4.56 53.83 20.23 0.113 0.60 + 0.6Wup-2 -5.34 -1.18 -37.51 3.80 3.10 4.91 50.75 19.91 0.123 0.60 + 0.6WuP.J -9.28 -1 .66 0.00 0.08 0.35 0.36 13.11 15.65 0.012 0.60 + 0.6WRT-1 -2.52 -0.83 -53.59 5.39 4.24 6.86 51.78 20.02 0.171 0.60 + 0.6WRT-2 -2.52 -0.83 53.59 5.30 4.04 6.67 52.70 20.12 0.166 0.60 + 0.6WWK 4.24 0.49 0 0.02 0.16 0.16 8.79 15.29 0.005 (0.6 -0.14.Sds).D -0.7E 2.50 -4.85 0 0.24 0.04 0.24 80.49 22.12 0.006 0.171 Bm-Ca/ SidePL 103 of 116 rhx (k/in) 0.00 0.00 0.00 2.47 2.38 0.05 2.73 2.66 0.02 0.21 1.85 1.78 0.04 2.05 1.99 0.02 1.85 1.78 0.04 2.05 1.99 0.02 0.16 0.16 1.83 1.94 0.07 2.73 2.66 0.02 0.21 JOB #: 22-1182 2/28/2023 Horizontal Weld rhy rh 9w ct>rnw twh (k/in) (k/in) (deg) (ksi) (in) 0.26 0.26 90.00 22.27 0.006 0.26 0.26 90.00 22.27 0.006 0.26 0.26 90.00 22.27 0.006 4.30 4.96 60.14 20.85 0.119 3.15 3.95 52.94 20.14 0.098 0.60 0.60 85.42 22.24 0.013 4.14 4.96 56.59 20.51 0.121 4.14 4.92 57.32 20.58 0.120 0.26 0.26 85.35 22.24 0.006 0.37 0.43 60.54 20.88 0.010 3.29 3.78 60.63 20.89 0.090 2.30 2.91 52.18 20.06 0.073 0.51 0.51 86.00 22.25 0.012 3.04 3.66 56.04 20.46 0.090 3.17 3.75 57.85 20.63 0.091 0.26 0.26 86.49 22.25 0.006 3.29 3.78 60.63 20.89 0.090 2.30 2.91 52.18 20.06 0.073 0.51 0.51 86.00 22.25 0.012 3.04 3.66 56.04 20.46 0.090 3.17 3.75 57.85 20.63 0.091 0.26 0.26 86.49 22.25 0.006 0.34 0.38 65.36 21 .28 0.009 0.34 0.38 65.36 21 .28 0.009 2.69 3.26 55.72 20.43 0.080 3.10 3.66 58.05 20.65 0.089 0.35 0.36 78.59 22.05 0.008 4.24 5.04 57.23 20.57 0.123 4.04 4.84 56.66 20.52 0.118 0.16 0.16 82.37 22.18 0.004 0.04 0.21 10.94 15.46 0.007 0.123 • • • • • • • f .. S...-E'l£NGIN££RING 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Missio n Viejo. CA 92691 (949) 305-1150 BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Weld Side Plate to Column Bm-Co/ SidePL d = 4.70 (in) Dist. betw. Beam CL & Horiz. Weld R = [dbm -dflaJ / 2 = 0.72 (in) Lv = Length of Vertical Welds Lv S L/2 -b .tan(0)/2 -R/cos(0) = 9.00 (in) Lh = Length of Horizontal Weld Lh S b = 9.50 {in) a = Distance from Bottom of Vertical Weld to Corner of Plate a= ( L/2 -(b/2).tan(0) -Lv ) / 2 = 0.58 (in) Ye= Distance from Bottom Horiz.Weld to Weld Group C.G. Ye = ~Li-Yi/ t.:Li = 3.33 (in) Xe = Distance from Left Vertical Weld to Weld Group C. G. Xe = b/2 = 4.75 (in) Cy= Dist. from Weld Group C.G. to Top of Vertical Weld Cy = Lv + a -Ye = 6.26 (in) 104 of 116 JOB#: 22-1182 2/28/2023 Cosmos Reef (t SIE#ENG/NEERING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-11 so BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Find Polar Moment of Inertia for Weld Group Vertical Segments dy = Vertical Distance from Center of Vert. Weld to Weld Group C.G. dy = a+ Lv/2 -Ye = 1.76 (in) I = L/112 + Lv.d/ = 88.50 . 4 X in I -y-Lv.Xe2 = 203.1 in4 Horizontal Segment Ix= l Lh-Ye = 105.2 in4 I -y-Lh 3/12 = 71.4 in4 Entire Weld Group_ Ip = Ix + ly = 760 in4 LrorAL = 2.Lv + Lh = 27.50 (in) Total Weld Length of Group e = Vertical Distance betw. Beam Centerline & C.G. of Weld Group e = L / 2 -Ye+ dbm/ [ 2.cos(0)] = 13.47 (in) b Xe CCX.. 81, -~±cg_· -·-·=J=--. --·-· ·--· --I db t eM:--I e ---~-------------ee ' Cc I ---t~-·-------·---·--Ye I I I I I ab Lv Lv ae HSS COLUMN U2 U2 de WELDED PLATE EA. SIDE OF COL. Bm-Co/ SidePL 105 of 116 L JOB#: 22-1182 2/28/2023 • • • • (t C" -"IIE'NGINE'E'RING 26030 Acero Mission Viejo, CA 92691 (949) 305-1150 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Plate to Column Welding Vertical Welds 2019 CBC ASD p V MT rvx rvy rv 8w rnwfO lwv Load Combinations (k) (k) (ft.k) (k/in) (k/in) (k/in) (deg) (ksi) (in) D 7.06 0 0 0 0 0 0.00 14.85 0.009 D + LR 7.06 0 0 0 0 0 0.00 14.85 0.009 D+S 7.06 0 0 0 0 0 0.00 14.85 0.009 D + 0.6WoN-1 15.52 1.04 48.23 5 4 7 49.04 19.72 0.165 D + 0.6W0N.2 15.52 1.04 -48.23 5 3 5 57.25 20.58 0.133 D + 0.6W0N.3 16.08 1.1 1 0.00 0 1 1 13.52 15.69 0.022 D + 0.6WRT-1 0.30 -0.83 -53.59 5 4 7 53.02 20.15 0.168 D + 0.6WRT-2 0.30 -0.83 53.59 5 4 7 52.55 20.10 0.162 D + 0.6WwK 7.06 0.49 0.00 0 0 0 13.71 15.71 0.010 (1 + 0.14.Sds).D + 0.7E 8.80 4.85 0.00 1 1 1 44.44 19.20 0.027 D + 0.75.(LR + 0.6.WON,,) 13.40 0.78 36.17 4 3 5 48.47 19.66 0.125 D + 0.75.(LR + 0.6.WoN-2) 13.40 0.78 -36.17 3 2 4 58.01 20.65 0.099 D + 0.75.(LR + 0.6.WoN-3) 13.82 0.83 0.00 0 1 1 12.05 15.56 0.019 D + 0.75.(LR + 0.6.WRr-1) 1.99 -0.62 -40.19 4 3 5 53.60 20.21 0.125 D + 0.75.(LR + 0.6.WRr-2) 1.99 -0.62 40.19 4 3 5 51.96 20.04 0.123 D + 0.75.(LR + 0.6.WwK) 7.06 0.37 0.00 0 0 0 10.73 15.45 0.009 D + 0.75.(S + 0.6.WoN-1) 13.40 0.78 36.17 4 3 5 48.47 19.66 0.125 D + 0.75.(S + 0.6.WoN-2) 13.40 0.78 -36.17 3 2 4 58.01 20.65 0.099 D + 0.75.(S + 0.6.WoN-3) 13.82 0.83 0.00 0 1 1 12.05 15.56 0.019 D + 0.75.(S + 0.6.WRr-,) 1.99 -0.62 -40.19 4 3 5 53.60 20.21 0.125 D + 0.75.(S + 0.6.WRr-2) 1.99 -0.62 40.19 4 3 5 51.96 20.04 0.123 D + 0.75.(S + 0.6.WwK) 7.06 0.37 0.00 0 0 0 10.73 15.45 0.009 (1 + O 105.S<ls) 0 • 0.7Slr + 0.75{0 7E) 8.37 3.64 0.00 1 1 1 41.27 18.83 0.022 (I• 0.105.Sds).O • 0.75S • 0.75(0.7E) 8.37 3.64 0.00 1 1 1 41 .27 18.83 0.022 0.6D + 0.6WuP-1 -5.34 -1.18 37.51 4 3 4 54.49 20.30 0.107 0.6D + 0.6WuP-2 -5.34 -1.18 -37.51 4 3 5 51.31 19.97 0.124 0.6D + 0.6WuP-3 -9.28 -1.66 0.00 0 0 1 27.12 17.13 0.016 0.6D + 0.6WRT-1 -2.52 -0.83 -53.59 5 4 7 52.33 20.08 0.170 0.6D + 0.6WRT-2 -2.52 -0.83 53.59 5 4 6 53.28 20.18 0.160 0.6D + 0.6WwK 4.24 0.49 0 0 0 0 20.40 16.38 0.006 (0.6 -0.14.Sds).D -0.7E 2.50 -4.85 0 1 0 1 66.03 21.33 0.018 0.170 Bm-Co/ SidePL 106 of 116 rhx (k/in) 0 0 0 3 3 0 3 3 0 0 2 2 0 2 2 0 2 2 0 2 2 0 0 0 2 2 0 3 3 0 0 JOB#:22-1182 2/28/2023 Horizontal Weld rhy rh 8w cl>rnw lwh (k/in) (k/in) (deg) (ksi) (in) 0 0 90.00 22.27 0.006 0 0 90.00 22.27 0.006 0 0 90.00 22.27 0.006 3 4 39.81 18.65 0.110 3 4 39.81 18.65 0.110 1 1 9.22 15.33 0.021 3 4 45.19 19.29 0.106 3 4 45.19 19.29 0.106 0 0 9.36 15.34 0.009 1 1 37.35 18.36 0.021 2 3 39.06 18.56 0.084 2 3 39.06 18.56 0.084 1 1 8.16 15.25 0.018 2 3 44.35 19.19 0.081 2 3 44.35 19.19 0.081 0 0 7.23 15.18 0.009 2 3 39.06 18.56 0.084 2 3 39.06 18.56 0.084 1 1 8.16 15.25 0.018 2 3 44.35 19.19 0.081 2 3 44.35 19.19 0.081 0 0 7.23 15.18 0.009 1 1 33.77 17.93 0.017 1 1 33.77 17.93 0.017 2 3 42.99 19.03 0.080 2 3 42.99 19.03 0.080 0 0 19.98 16.33 0.014 3 4 44.40 19.19 0.108 3 4 44.40 19.19 0.108 0 0 14.42 15.77 0.006 0 1 50.82 19.92 0.015 0.110 (t 4!5"7Fl£NG/N££R/NG 26030 Acero Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C, Weld Forces rpx = 0 rpy= P /LrorAL rvx = V / LrorAL + V.e.cyl Ip rvy = V.e.Xcl Ip rmx= M.cyl lp rmy= M.Xcl lp rx = V / LrorAL + V.e.cyl Ip + M.cyl Ip ry = P / LrorAL + V.e.xc/ Ip+ M.Xcl Ip r = ✓(r 2 + r 2) n X y Use Load Combinations to Maximize Weld Forces Vertical Segments P = -2.52 (k) V = -0.83 (k) M = -53.6 (ft.k) Combination: 0.6D + 0.6WRT-1 r uwv = 6.84 (k/in) Weld Group Each Side of Column r uwv I 2 = 3.42 (k/in) Bm-Co/ SidePL Horizontal Segments P = -2.52 (k) V = -0.83 (k) M = -53.6 (ft.k) 0.6D + 0.6WRT-1 ruwh = 4.14(k/in) r uwh / 2 = 2.07 (k/in) 107 of 116 JOB #: 22-1182 2/28/2023 • • • • Cosmos Reef (1 S'7'El£NGIN££RING 26030 Acero 39'-8.8" WIDE T .STR x 31 '-0" O.C. Missio n Viejo. CA 97691 (949) 305-1150 BEAM TO COLUMN -39'-8.8" WIDE T.STR x 31'-0" O.C. Find Required Weld Thickness AISC ASD 0 = 2.0 FEX>< = 70 (ksi) Fillet Welds r nw = 0.60.FEXJd 1 / ✓2 ) . [ 1 + 0.5.(sin0w)1-5] (ksi) We ~ ( ruwf 2 ).0 / rnw (in) Vertical Segments Fillet Welds Horizontal Segments ruvw = 6.84 (k/in) ruwh = 4.14 (k/in) 0wv = tan·1(rvx / rvy) 0wh = tan·1 (rhy / rhx) 0wv = 52.33 (deg) 0wh = 44.4 (deg) rnwv/0= 20.08 (ksi) rnwh / 0 = 19.19 (ksi) Wcv,req ~ 0.170 (in) Wch,req ~ 0.108 (in) Flare Bevel Welds Weld Type: GMAW/FCAW-G r nw = 0.6.FExx = 42.0 (ksi) r uvw = 6.84 (k/in) rnw l O = 21.0 (ksi) Min. Effective Flare Bevel Weld Size, EREQ'D > ( ruvwf 2 ).0 / rnw = 0.163(in} tcoL = 0.291 (in) E = (5/4). tcoL= 0.364 (in) > EREQ'O A/SC Table 8-2 Use Wcv = 0.170 (in} Fillet Use Wch = 0.108 (in) Fillet Bm-Co/ SidePL 108 of 116 JOB#: 22-1182 2/28/2023 ft C"7El£NGIN££R/NG 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www.4sfeleng.com DRILLED PIER FOUNDATION 24" DIAMETER BY 9'-9" DEEP Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. OK +1/3 for STL ALLOWABLE SOIL VALUES: Included Fdn DeQth to Ignore End Bearing Pressure, PsvA = 2,000 (psf} Lateral Bearing Pressure, S = 667 (pcf} Downward Skin Friction, FsK-DN = 250 (psf} Uplift Skin Friction, FsK-UP = 250 (psf} FOOTING: Diameter, b = Depth, d = Column Offset , e = 2.00 (ft) 9.75 (ft) 0.0 (in) APPLIED LOADS AT TOP OF PIER FOOTING N y N N (in) from foundation centerline Maximum Vertical Downward Load, PoN = 16,079 (lb) Maximum Vertical Uplift Load, Pup= 8,813 (lb) Lateral Force, Va= 1,349 (lb) Moment, Mt= Ma+ Va.dns = 93,803 (ft.lb) Ref: ANSIIASAE STD EP486. 1 (2000) SHALLOW POST FOUNDATION DESIGN dns = dnfd = dnfu = 1.00 (ft) 1.00 (ft) 1.00 (ft) w = 1.0 w = 1.0 w = 1.3 w = 1.3 dR = (A/2).(1 + (1 + 4.36.h/A)1I2] + dns A= 2.34.Va/(b.S.(d -dns) /3) dR = [ (6.Va + 8.Mf /(d -dn5)) / (S.b) ]112 + dns Depth, d = 9.50 (ft) dR = 9.50 (ft) OK DOWNWARD: Skin Friction, RsK-DN = (Ftg Circumference) x FsK-DN x ( d -dntd) RsK-DN = 1t.b.FsK-DN· ( d -1.0 ) = 13,744 (lb) End Bearing, RsvA = (End Area) x (End Bearing) RsvA = PsvA-7t.b2/4 = 6,283 (lb) TRUE Rsk-cln + Rsva = 20,028 (lb) ~ 16,079 (lb) OK UPLIFT: Uplift, Pup= 8,813 (lb) AFTG = 3.14 (sq. ft.) Concrete Density, Pc = 150 (pcf) Weight of Concrete Ftg , W FTG = AFTG·dFTG•Pc = 4,595 (lb) Skin Friction, RsK-uP = (Fig Circumference) x FsK-UP x ( d -dnfu) RsK-UP = 1t.b.FsK-UP· ( d -1.0) = 13,744 (lb) 0.67.WFTG + R sK-UP = 16,808 (lb) ~ 8,813 (lb) OK Alt ASD Foundation 109 of 116 JOB #: 22-1182 2/28/2023 DRILLED PIER FOUNDATION 24" DIAMETER BY 9'-9" DEEP [ 9.50 (ft) J min. RsK-DN 183 (psf) [ 7.24 (ft) J min. RsK-uP 108 (psf) [ 5.51 (ft) J • • • • • • • ~t STEl£NG/N££RING 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www .4sleleng.com FOUNDATION REINFORCEMENT LRFD Load Case Pu [lb] Max Compression 23,501 Max Moment 22,562 Max Tension -16,179 Minor Axis 3,874 Max Shear 10,960 DESIGN DATA Cosmos Reef 39'-8.8" WIDE T.STR x 31 '-0" O.C. Vu [lb] Mu [ft.lb] OK 1,845 38,313 1,729 120,260 -2,767 -53,049 6,932 110,501 6,932 110,501 ~1 = 0.85 F'c = 4,000 (psi) DIAMETER, D = 24.00 (in) Cc = 2.50 (in) Cir Cvr Ee= 3,834,254 (psi) LONGITUDINAL BARS Bar Size =l.._ __ #_8 __ _, As = 0.790 (sq. in) Ds = 1.00 (in) Fy = 60,000 (psi) n =l...__ __ 4 __ _,I Bars As.TOTAL = 3.160 (sq . in) As(min) = 3.✓F'c.bw.dlFy= As(min) = 200.bw.!Fy = 1.37 (sq. in) 1.44 (sq. in) Ac = 1t.D2 1 4 = 452.39 (sq. in) Es = 29,000,000 (psi) TRANSVERSE REINFORCING Bar Size =I #4 A1 = 0.200 (sq. in) 01 = 0.50 (in) Fy1 = 60,000 (psi) p <min)= 0.5% per CBC Section 1810A.3.9.4 p = As I Ac = 0.006985134 ~ 0.005 OK OK OK R= 0= D I 2 -Cc -Dt -Ds / 2 = 8.50 (in) RADIUS TO CTR OF BAR 360 / n = 90.00 (deg) VERTICAL BAR ANGULAR SPACING CHECK VERTICAL BAR SPACING SMIN = 2.500 (in) s = 2.R.sin(0/2) = 12.02 (in) CENTER TO CENTER OK CHECK DIAGONAL (DIST. BETW. CNR OF HSS COL. & EDGE OF VERT. BAR EA. SIDE) dcoL = 12.00 (in) bcoL = 8.00 (in) s = l D -(2.Cc + \l(dcoL '+ bcoL ') + 2.01 + 2.Ds) J / 2 s = 0.789 (in) > 0.25 OK Alt ASD Foundation 11 O of 116 JOB#: 22-1182 2/28/2023 FOUNDATION REINFORCEMENT USE (4)-#8 VERTICAL BARS EQUALLY SPACED USE #4 SPIRALS @ 6" O.C. ALONG UPPER36" OF PIER USE #4 SPIRALS @ 6" O.C. BETW. 36" TO 72" FROM TOP OF PIER USE #4 SPIRALS @12"0.C. ALONG REMAINING PIER LENGTH SPIRALS TO HAVE 2.5" CLEAR COVER CONCRETE 4000 PSI IN 28 DAYS WITH TYPE II CEMENT REINFORCEMENT A.:> IM Al>l:) ~0An~ ,:n COLUMN EMBEDMENT CMDCU rn, IIUtJ 3'-0" INTO FTG Cosmos Reef ~J C°'7E'.£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com FOUNDATION REINFORCEMENT Check Max Compression Case Bar a (o) d5 (in) 1 45.0 5.99 2 135,0 18.01 3 225.0 18.01 4 315.0 5.99 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Es F5 (psi) F5 (lb) 0,000912 26,450 20,896 0,008763 60,000 47,400 0.008763 60,000 47,400 0,000912 26,450 20,896 c= 4.593 (In) d1 = 18.01 (in) a= ~1.C = 3.90 (in) q> = 0.9 r= D/2 -a = 8.10 (in) C= 2.✓[(012)2 -r ] = 17.72 (in) AcoN = 0.00 (sq.in.) Al!.= r.C 12 = 71 .71 (sq.in.) Ascr = (D I2}2.tan·1( C / 2.r) = 119.56 (sq.in.) Ac = Ascr -At:J. -AcoN = 47.85 (sq.in.) Cc = 0.85.F'c-Ac = -162,704 {lb} y= 2.tan·1(cHo / 2r ) = 1.661 (rad} de = D/2 -[ 4 -(D/2}.sin3(y/2) / (3.[ y-siny] ) ] = 2.32 (in) rF = rF s + Cc + P ul<!> = 0 (lb) Mn= Cc.(dc -D/2) + L[ F 5.(d5 -D/2)) = 157,819 (ft.lb) <j>.Mn = 142,037 (ft.lb) 27.0% Pn = Cc + LF5 = 26,112 {lb} <j>.Pn = 23,501 {lb} 100.0% $.Pn.MAX = 0.85.q>.[ 0.85.F'c.(Ag -Ast) + Fy.A.t] = 1,313.490 (lb) Alt ASD Foundation 111 of 116 F5 .(d5 -D/2) -125,591 284,893 284,893 -125,591 OK OK OK JOB#: 22-1182 2/28/2023 • • • • • • • Cosmos Reef ~J .. IEl£NG/N££RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 92691 (949) 305-1150 www .4sleleng.com FOUNDATION REINFORCEMENT Check Max Moment Case I Bar an d5 (in) 1 45.0 5.99 2 135.0 18.01 3 225.0 18.01 4 315.0 5.99 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Es f5 (psi) F5 (lb) 0.000922 26,736 21,122 0.008793 60,000 47,400 0.008793 60,000 47,400 0.000922 26,736 21,122 c= 4.582 (in) d1 = 18.01 (in) a = ~1-C = 3.89 (in) <l> = 0.9 r = 0/2 -a = 8.11 (in) CHO= 2.✓[(D/2)2 -r2 ] = 17.70 (in) AcoN = 0.00 (sq.in.) Ao = r.CHO/ 2 = 71 .72 (sq.in.) Ascr = 0.5.(0/2)2.2.tan·\ CHO/ 2.r ) = 119.40 (sq.in.) Ac= Ascr -At, -AcoN = 47.68 (sq.in.) Cc= 0.85.F'c.Ac = -162,112 {lb) v= 2.tan"1(CHO I 2r) = 1.658 (rad) de= D/2 -[ 4 -(D/2).sin3(y/2) / (3.( y -siny ] ) ] = 2.31 (in) ff= rFs +Cc + Puf = 0 {lb) Mn = Cc.(dc -0/2) + I:[ F5.(d5 -0/2)] = 157, 193 (ft. lb) <j>.M0 = 141,474 (ft.lb) 85.0% Pn = CcoNc + LFs = 25,069 {lb) q>.Pn = 22,562 {lb) 100.0% q>.Pn.MAX = 0.85.cl>.[ 0.85.F'c.(,¾-Ast) + Fy.Astl = 1,313,490 {lb) Alt ASD Foundation 112 of 116 F5.(d5-D/2) -126,950 284,893 284,893 -126,950 OK OK OK JOB#: 22-1182 2/28/2023 (: t C"..,-,:='1£NGIN££R/NG 26030 Acero Mission Viejo. CA 92691 (949) 305-1150 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. www .4s!eleng.com FOUNDATION REINFORCEMENT Check Max Tension Case I Bar a (o) d5 (in) £5 f5 (psi) F5 (lb) 1 45.0 5.99 0.001359 39,415 31,138 2 135.0 18.01 0.010108 60,000 47,400 3 225.0 18.01 0.010108 60,000 47,400 4 315.0 5.99 0.001359 39,415 31,138 5 6 7 8 9 10 11 12 13 14 15 16 17 18 c= 4.122 (in) d1 = 18.01 (in) a= ~1.C = 3.50 (in) = 0.9 r= D/2 -a = 8.50 (in) CHO= 2.✓[(D/2)2 -r2 ] = 16.95 (in) AcoN = 0.00 (sq.in.) At;= r.CHO / 2 = 72.00 (sq.in.) AscT = 0.5.(Dl2)2.2.tan·1( CHO/ 2.r) = 112.91 (sq.in.) Ac = AscT -At!. -AcoN = 40.91 (sq.in.) Cc = 0.85.F'c.Ac = -139,100 (lb) y= 2.tan·1(cHo / 2r) = 1.568 (rad) de = D/2 -[ 4 -(D/2).sin3(y/2) / (3.( y -siny) ) ] = 2.08 (in) LF = LF 5 + Cc + P ul = 0 (lb) Mn= Cc,(dc -D/2) + [[ F 5.(d5 -D/2)] = 131,243 (ft.lb) q>.Mn = 118,119(ft.lb) 44.9% Pn = Cc + LF5 = -17,977 (lb) q>.Pn = -16, 179 (lb} 100.0% <J>,Pn,MAX = 0.85.<!>.[ 0.85.F'c.(A9 -A51) + Fy.Astl = 1,313,490 (lb) Alt ASD Foundation 113 of 116 F5.(d5 -D/2) -187,153 284,893 284,893 -187,153 OK OK OK JOB#: 22-1182 2/28/2023 • • • I • • • Cosmos Reef ft S"F'EIE:NG/NE:E:RING 26030 Acero 39'-8.8" WIDE T.STR x 31'-0" O.C. Missio n Viejo. CA 9?691 (949) 305-1150 www .4steleng.com FOUNDATION REINFORCEMENT Check Minor Axis Case Bar a (o) d5 (in) Es f5 (psi) F5 (lb) 1 45.0 5.99 0.001125 32,637 25,783 2 135.0 18.01 0.009405 60,000 47,400 3 225.0 18.01 0.009405 60,000 47,400 4 315.0 5.99 0.001125 32,637 25,783 5 6 7 8 9 10 11 12 13 14 15 16 17 18 c= 4.356 (in) d1 = 18.01 (in) a= ~1 -C = 3.70 (in) <J> = 0.9 r= D/2 -a = 8.30 (in) CHO= 2.✓[(D/2)2 -r ] = 17.34 (in) AcoN = 0.00 (sq.in.) A/">.= r.CHD 12 = 71 .93 (sq.in.) Ascr = 0.5.(D/2)2.2.tan"1( CHO / 2.r) = 116.25 (sq.in.) Ac= Ascr -A!!,. • AcoN = 44.31 (sq.in.) Cc = 0.85.F'c.Ac = -150,671 (lb) y= 2.tan-1(CHD I 2r) = 1.615 (rad) de= D/2 -[ 4 -(D/2).sin3(y/2) / (3.[ y -siny] ) ] = 2.20 (in) rF = rF5 +Cc + Pul.Pn = 3,874 (lb) 100.0% <j).Pn,MAX = 0.85.cj>.[ 0.85.F'c.(Ag-Ast) + F y·Ast] = 1,313,490 (lb) Alt ASD Foundation 114 of 116 F5.(d5-D/2) -154,969 284,893 284,893 -154,969 OK OK OK JOB#: 22-1182 2/28/2023 ~t ..-TE=IENGINEE:R/NG 26030 Acero Mission Viejo, CA 9?691 (949) 305-1150 www.4sleleng.com COLUMN EMBEDMENT Design Data $ = 0.65 Cosmos Reef 39'-8.8" WIDE T.STR x 31'-0" O.C. F'c = 4,000 (psi) Min. Column Width, bcOLMIN = 8.00 (in) Column Embedment, Ect = 36.00 (in) Governing Load Case to Maximize Bearing on Concrete Load Combo: 1.20 + 0.5Lr + WDN-1 Pu= 22.56 (k) Vu = 1.73 (k) Mu = 120.3 (ft.k) Column Bearing on Concrete b = max.[(2.MulEct + 3.Vu/2), {2.MulEct + Vu/2)] = Allowable Bearing A1 = bcoL-Ect / 2 = <J>Bn = q>.1.7.F'c.A1 = 144.00 (sq.in.) 636.5 (k} AISC 360 Governing Load Case to Maximize Column Pullout (l5-3l Load Combo: 0.90 + WUP-3 Pu= -16.18 (k) Vu= -2.77 (k) Mu = -53.0 (ft.k) Alt ASD Foundation 115 of 116 82.77 (k) OK JOB #: 22-1182 2/28/2023 COLUMN EMBEDMENT EMBED COLUMN 3'--0" INTO FTG • • • • • • • Cosmos Reef f J S7'El£NG/N££RING 26030 Acero 39'-8 .8" WIDE T.STR x 31'-0" O.C. Mission Viejo, CA 9?691 (949) 305-11 50 www.4sleleng.com FOUNDATION REINFORCEMENT HORIZONTAL SHEAR Governing load Combination : 1.20 + 0.Slr + WDN-1 Pu= 22.56 (k) Vu= 1.73 (k) Mu = 120.3 (ft.k) q>= 0.75 Vpu (max)= [ 24.MufEd + 3.Vu/2 ] = 82.77 (k) k = 2,000 Ve= 2.(1+ Puf{k.A9 ).✓(F'c).bw.d = 58.29 (k) Ed= 36.00 (in) dv = 18.50(in) Av= 0.200 (sq. in) 2.Vpu l (cp.Vc)= 3.8 > 1.0 SHEAR REINFORCEMENT IS REQUIRED Vs= (Vu•<f>.Vc)/cp= 52.07(k) SREQ = (7t/2).Av.Fyv.dv I V5 = 6.70 (in) Use s = 6.00 (in) within Top 36.00 (in) L0 = Length where flexural yielding is likely to occur per ACI L0 = 72 .00 (in) s0 = Spacing of spirals within L0 So= 6.00 (in) Use s = 6.00 (in) between 36.00 (in) to 72.00 (in) from Top Tie Spacing Outside of l 0 : d / 2 = 12.00 (in) 12.05 = 12.00 (in) Uses= 12.00 (in) Alt ASD Foundation USE #4 SPIRALS @ 6" O.C. ALONG UPPER 36" OF PIER USE #4 SPIRALS @ 6" O.C. BETW. 36" TO 72" FROM TOP OF PIER USE #4 SPIRALS @ 12" O.C. ALONG REMAINING PIER LENGTH SPIRALS TO HAVE 2.5" CLEAR COVER 116 of 116 JOB #: 22-1182 2/28/2023 HORIZONTAL SHEAR EMBED COLUMN 36" INTO TOP OF PIERFTG USE #4 SPIRALS @ 6" O.C. ALONG UPPER 36" OF PIER USE #4 SPIRALS @6" O.C. BETW. 36" TO 72" FROM TOP OF PIER USE #4 SPIRALS @12"0.C. ALONG REMAINING PIER LENGTH • • ! I e l I I • • • • Green P □wer Project Name: Cosmos Carport PV Project Project Address: 2290 Cosmos Court, CA 92011 Supporting Documentation and Geotechnical Report Included: • Module Data Sheet • Inverter Data Sheet • Geotechnical Report \ 0 " 3 CBC2022~456 2290 COSMOS CT SOLAR CARPORT; 172.8KW ~ >-1--0 2130504400 3/3/2023 CBC2022-0456 ,., ... ~ §SUNTECH HIPower Series 390-410 Watt ,. • 144-CELL HALF CUT MONOCRYSTALLINE SOLAR MODULE Features II High power output Compared to normal module, the power output can increase SW-l0W II Excellent weak light performance More power output in weak light condition, such as haze, cloudy, and morning ■ Extended load tests Module certified to withstand front side maximum static ' test load (5400 Pascal) and rear side maximum static test loads (3800 Pascal)* Ctt11ficot,om and standards.: /EC 6121 S, /EC 6 I 7 301 conform,ry to CE STPXXXS -A72Nnh STPXXXS -A72Nfh 111 High PIO resistant Advanced cell technology and qualified materials lead to high resistance to PID II Lower operating temperature Lower operating temperature and temperature coefficient increases the power output u Withstanding harsh environment . Reliable quality leads to a better sustainability even in harsh environment like desert, farm and coastline Trust Suntech to Deliver Reliable Performance Over Time Special Cell Design • World-class manufacturer of crystalline silicon photovoltaic modules • Unrivaled manufacturing capacity and world-class technology • Rigorous quality control meeting the highest international standards: ISO 9001, ISO 14001 and ISO17025 • Regular independently checked production process from international accredited institute/company • Tested for harsh environments (salt mist, ammonia corrosion and sand blowing testing: IEC 61701, IEC 62716, DIN EN 60068-2-68)*** • Long-term reliability tests • 2 x 100% EL inspection ensuring defect-free modules Industry-leading Warranty based on nominal power 10 25 • 97.5% in the first year, thereafter, for years two (2) through twenty-five (25), 0.7% maximum decrease from MODULE'S nominal power output per year, ending with the 80.7% in the 25th year after the defined WARRANTY STARTING DATE ..... * • 12-year product warranty • 25-year linear performance warranty • Please refer to Suntech Standard Module Installation Manual for details. -wEEE only for EU market . The unique cell design leads to reduced electrodes resistance and smaller current, thus enables higher fill factor. Meanwhile, it can reduce losses of mismatch and cell wear, and increase total reflection. 58B 9B8 IP68 Rated Junction Box The Suntech IP68 rated junction box ensures an outstanding waterproof level, supports installations in all orientations and reduces stress on the cables. High reliable performance, low resistance connectors ensure maximum output for the highest energy production. .... Please refer to Suntech Product Near•coast Installation Manual for details. ..,.,_ Please refer to Suntech Product Warranty for details. l!ccopy11yht 20,0 s1111wch Powe, www.suntech-power.com UL-STP-HIPower-NO2.01 -Rev 2020 • • • • • • • Electrical Characteristics STC STPXXXS-A72Nnh & STPXX.XS-A72Nfh Maximum Power at STC (Pmax) 410 W .... ·--..... ·····-............ . <:Jptlr11_~_rn _ _<?.1>:rati!:1_~_ V~l~.a~e (V_r:r'_P,( _ .... 42.2 V __ 9.ptir111J_rn __ ?.1>~ra!!!:1.~.~-~-'.r~~t (!rl1P.) 9.pen_~('.c~it_yoI~a.\J~iY<><:J Short Circuit Current (lsc) _9.perat!~~ ~~ul:_!em~ra.tur_e_ Maximum System Voltage ~axirr,~r11-~~ri~s F~s_e Rati!lg Power Tolerance STC: .-,.tdhln« IOOOWfm, m<>d!JI(' ll"mptr•tu1t 25 ·c, AM 1 S: 9.72A 49.4V 10.61 A 20.4% To'e,•nc.• olPm.»r b Within♦/• N ,nd t~~rK.l'S ofVuc. ~nd IK~twithtn ~,-51'. 405W 400W 395W 390W 42.0V 41.8V 41.6V 41.4V 9.65A 9.57 A 9.50A 9.43 A 49.2V 49.0V 48.8V 48.6V ..... 10.54 A 10.47 A 10.40 A 10.33 A 20.1% 19.9% 19.6% 19.4% -40 ·c to +85 ·c 1000/1500 V DC (IEC) 20A 0/+5W NMOT STPXXXS·A72Nnh & STPXXXS-A72Nfh Maximum Power at NMOT (Pmax) 311.6W 308.3W 304.5 W 300.7W .... .... ........ . .. ····· .. . ?P.tin,u_rn ?.P.:ratingy?I~.a~e (_y_mp) 38.4V 38.2V _9,P,tir11_u_ll_l ~P.:rati~~-~-~-'.'.ent (Imp) 8.12 A 8.07 A ?.P.~~-~(r':uit_Volta\}~_(Voc) 46.4V 46.2V .... Short Circuit Current (lsc) 8.56A 8.SOA Temperature Characteristics --~-omina.(_M_?.?.~le Of>:rat_i_n_~ Ter11peratur~ ~N.MOTI ___ _ Temperature Coefficient of Pmax ········ .... . ... _ !~"."P.~ra.!_u_re_ C.~_eff.i_ci~nt ~f. Voe __ Temperature Coefficient of lsc Mechanical Characteristics 38.0V 8.02 A 46.0V 8.45A --~~_n_o_7rx_sta.lllne sili_7_on __ 158:!.5. mm 144 (6 X 24) 37.8V 7.96A 45.8V . ..... 8.39A 42 ± 2 ·c -0.37%rc -0.304%rC o.os0%r c Solar Cell No. of Cells Dimensions 2008 x 1002 x 35 mm (79.1 x 39.4 x 1.4 inches) 1,\/:ight ______ .... Front Glass Frame Junction Box Output Cables Connectors Packing Configuration Container Pieces per pallet ...... .. . Pallets per container Pieces per container ... . ......... ··- P.acka~in_g ~x~im._e_nsio~s __ Packaging box weight .............. ___ 22.5 __ k~_s __ <~?-6_ I~~-) ...... . _ J2 _rr,m (0. 1_3 inches) temper~~-glass --~-~o?.ized alumi~i~m a.((°.Y. ..... .. __ IP~_rated_(~_bY.P.~.s~ dl?,~es! ..... . 4.0mm', Portrait: (·)350 mm and (+)160 mm in length Landscape: (-)1400 mm and (+)1400 mm in length or cus_~o~iz_~d length 1000 V: MC4 compatible 1500V: MC4 EV02, Cable01S 20'GP 31 5 40'HC 31 22 155 682 2038 x 1140 x 1173 mm 745 kg 297.2W 37.6V .... 7.90A 45.7V 8.33 A §SUNTECH Ar 7• 1o-1G•llO)t1t2&) (Ttkktr) Seci1onA-A Note mm(lnchj 1002 U, 1.lt2IO Oil 1'0(311,1001. 9SZ 13Hls10t41 I (Back V,ew) I Current-Voltage & Power-Voltage Curve (41 OS) Dealer information lnform•l+on on how to install and ope,ate this l)l'oduci I~ 1v•ll•bft In 1ht inn,.tll.ltiOn Jn$lruC11on AH valuts lndte.atfG In this IUU shfft art subJe(t to c~• without pr!Ot am·,o,momtnt !ht spe<dica1ion, rN)' v&fY sbghtty AN '9«.fiuUons llrf' M'I 1<cord,tntf with ~u1ndan:l EN SOllO. Cok:u dlffttMCH olthe mcxMtttNI~ to t~flgurH asw,-U•1 da\C'OklfAtlDM of1in thf rMduws \IWNC:hdo FWKIMJMtf 11\N p,C>pfffuncftOM"og arepon,blf' tnd do not constnutf •~t•on from rht \Df'<'ii\c.ation >Copyright ;1110 ,unte,I, Power www.suntech-power.com UL-STP-HIPower N02 0I-Rev 2020 SUNNY TRIPOWER COREl 33-US / 50 US/ 62-US • • • • UP TO 60% FASTER INSTALLATION FOR COMMERCIAL PV SYSTEMS Fully integrated • Innovative design requires no addilional racking for roofrop installation • Integrated DC and AC disconnects and overvoltage protcclion • 12 direct string inputs for reduced labor and material costs Increased power, flexibility • Multiple power ratings for small to large scale commercial PV instollions • Si• MPP trackers for fle,ible stringing and maximum power production • ShodeFix, SMA's proprietary shade management solution, optimizes at the string level • •· - Enhanced safety, reliability • lnlegroted SunSpec PLC signal for module-Jevel rapid shutdown compliance to 2017 NEC • NextiJen DC AFCI ore.fault protection certified to new Standard UL 1699B Ed. 1 Smart monitoring, control, service • Advanced smart inverter grid support capabilities • Increased ROI with SMA ennexOS cross sector energy management platform • SMA Smart Connected proactive O&M solution reduces time spent diagnosing and servicing in the field SUNNY TRIPOWER COREl 33-US / 50-US / 62-US It sta nds on its own The Sunny Tripower COREl is the world's first free-standing PY inverter for commercial rooftops, carports, ground mount and repowering legacy solar projects. From distribution to construction to operation, the Sunny Tripower COREl enables logistical, material, labor and service cost reductions, and is the most versatile, cost-effective commercial solution available. Integrated SunSpec PLC for rapid shutdown and enhanced DC AFCI arc-fault protection ensure compliance lo the latest safety codes and standards. With Sunny Tripower COREl and SMA:s ennexOS cross sector energy management platform, system integrators con deliver comprehensive commercial energy solutions for increased ROI. www.SMA-Amenca.com • • • • • Technical data Sunny Tripower COREi 33-US Sunny Tripower COREl 50-US Sunny Tripawer COREl 62-US Input (DC) Maximum array power Maximum system voltage Roted MPP voltage range MPPT operating voltage range Minimum DC voltage/ start voltage MPP trackers/ strings per MPP input Maximum ope roting input current/ per MPP tracker Maximum short circuit current per MPPT / per string input Output(AC) AC nominal power Maximum apparent power Output phases/line connections Nominal AC voltage AC voltage range Maximum output current Roted grid frequency Grid frequency/ range Power factor ot roted power/ adjustable displacement Harmonics THO Efficiency CEC efficiency Protection and safety features Load roted DC disconnect Lood roted AC disconnect Ground fault monitoring: Riso/ Differential current DC AFC! ore-fault protection SunSpec PLC ,ignol for rapid shutdown DC reverse polarity protection AC short circuit protection DC surge protection: Type 2 / Type 1+2 AC surge protection: Type 2 / Type 1+2 Protection class/ overvohoge category (as per UL 840) General data Device dimensions (W / H/ D) Device weight Operating temperature range Storage temperature range Audible noise emissions (full power@ lm and 25 'C) Internal consumption at night Topology Cooling concept Enclosure protection roting Maximum permissible relative humidity (non.condensing} Additional information Mounting DC connection AC connection LED indicators (Stotus/Foult/Communicotion) Network Interfaces: Ethernet/WLAN/RS485 Doto protocols: SMA Modbus/SunSpec Modbus/Webconnect Multifunction relay Shade Fix technology for siring level optimization Integrated Plant Control/Q on Demond 24/7 Off-Grid capable/ SMA Fuel Save Controller compatible SMA Smart Connected lprooctive monitoring and service support} Certifications Certifications and approvals FCC compliance Grid interconnection standards Advanced grid support copobilitie, Warranty Standard Optional extensions 0 Optional features Type designation Accessories • Standard features -Not available ~ SMA Delo Monoger M l==.JEDMM-US-10 m SMAS.nwModule ~ MD.SEN.US-40 Toll Free+ 1 888 4 SMA USA www.SMA-America.com 50000WpSTC 330 V ... 800 V 33300W 33300 VA 40A 97.5% 75000Wp STC 1000V 500 V ... 800 V 150V ... IOOOV 150 V / 188 V 6/2 120A/20A JOA/ 30 A 50000W 53000VA 3/3-(N)-PE 480V /277¥ WYE 244 V ... 305 V 64A 6DHz 50 Hz, 60 Hz/-6 Hz ... +6Hz I /0.0 leading ... 0.0 lagging <3% 97.5% • • •I • • • • • 0 /0 0/0 I/IV 621 mm/733 mm/ 569 mm (24.4 in x 28.8 in x 22.4 inJ 84 kg (185 lb,) .2s •c ... +60 ·c (-13 'F ... +140 'Fl -40 •c ... +70 ·c (-40 'F .. ,+158 'Fl 65 dB(A) SW Transformerless OptiCool (forced convection, variable ,peed fans) Type 4X, 3SX (as per UL SOE) 100% Free-standing with included mounting feet Amphenol UTX PV connectors Screw terminals -4 AWG to 4/0 AWG CU/AL • • (2 portsl/•/O •I •!• • • •I • •I • • 93750Wp STC 55DV ... 800V 62500W 66000VA 80 A 97.5% UL 1741, UL 16998 Ed. 1, UL 1998, CSA 22.2 107-1, PV Rapid Shutdown System Equipment FCC Port 15 Class A IEEE 1547, UL 1741 SA-CA Rule 21, HECO Rule 14H l/HFRT, L/HVRT, Volt-VAr, Yoh-Watt, Frequency-Watt, Romp Rote Control, fixed Power Factor 10 years 15 / 20 years STP 33-US-41 STP 50-US-4 I STP 62-US-4 I r-1 Univorsol Mounting System ~ UMS_KIT-10 Af:. Surge Proleclion Module Kit AC_SPO.J(ITl-10, AC_SPO.J(IT2_T1T2 DC Surge Protection Module Kil DC_SPD_KIT.4-10, OC_SPO.J(IT5_TIT2 SMA America, LLC A Universal Engineering Construction Testing & Engineering, Inc. Sciences Company Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying LIMITED GEOTECHNICAL INVESTIGATION PROPOSED REEF FOOTWEAR SOLAR CARPORT 2290 COSMOS COURT CARLSBAD, CALIFORNIA Prepared for: EV A GREEN POWER ATTN: MIRANDA GOAR 2445 JMPALA DRIVE CARLSBAD, CALIFORNIA Prepared by: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD, SUITE 115 ESCONDIDO, CALIFORNIA 92026 CTE JOB NO.: 4830.2200090.0000 OCTOBER 3, 2022 1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph (760) 7 46-4955 I Fax (760) 7 46-9806 I www.cte-inc.net • • • • • TABLE OF CONTENTS 1.0 INTRODUCTION AND SCOPE OF SERVICES --------------~ 1.1 Introduction --------------------------~ 1.2 Scope of Services -------------------------2. 0 PROJECT AND SITE DESCRIPTION 2 -----------------~ 3.0 FIELD INVESTIGATION AND LABORATORY TESTING 2 3.1 Pre-Field Investigation Activities 2 3.2 Field Investigation 2 3.3 Laboratory Testing 3 4.0 GEOLOGIC AND SOIL INFORMATION 4 4.1 Regional Geologic Setting 4 4.2 Site-Specific Geologic and Soil Conditions 4 4.2.1 Quaternary-age Previously Placed Fill (Qppt) 5 4.2.2 Quaternary Young Alluvial Floodplain Deposit (Qya) 5 4.2.3 Tertiary Santiago Formation (Tsa) 5 4.3 Groundwater Conditions 6 4.4 Geologic Hazards 6 4.4.1 Surface Fault Rupture 6 4.4.2 Local and Regional Faulting 7 4.4.3 Liquefaction and Seismic Induced Settlement Evaluation 8 4.4.4 Tsunamis and Seichc Evaluation 9 4.4.5 Flooding 9 4.4.6 Landsliding 9 4.4.7 Compressible and Expansive Soils 10 4.4.8 Corrosive Soils 10 5.0 CONCLUSIONS AND RECOMMENDATIONS 11 5.1 General 11 5.2 Site Excavatability 12 5.3 Fill Placement, Compaction, and Moisture Conditioning 12 5.4 Fill Materials 12 5.5 Temporary Construction Cuts and Slopes 13 5.6 Drilled Pier Foundations 14 5. 7 Seismic Design Criteria 15 5. 8 Drainage I 6 5 .9 Plan Review 17 5.10 Construction Observation 17 6.0 LIMITATIONS OF INVESTIGATION 18 FIGURES FIGURE l FlGURE 2 FIGURE 3 APPENDICES APPENDIX A APPENDIX B APPENDIXC APPENDIX D SITE INDEX MAP EXPLORATION LOCATION MAP REGIONAL FAULT AND SEISMICITY MAP REFERENCES EXPLORATORY BORING LOGS LABO RA TORY TEST METHODS AND RESULTS STANDARD GRADING RECOMMENDATIONS Pagel Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 CTE Job No. 4830.2200090.0000 l.0 INTRODUCTION AND SCOPE OF SERVICES l.l Introduction In general accordance with your request and CTE proposal No. 4830.0822.00002 dated August 3, 2022, Construction Testing & Engineering, Inc. (CTE) has been performed a limited geotechnical investigation for the proposed improvements located at the referenced site. The subsurface investigation was limited to the area of the proposed solar carport development. This report presents the field and laboratory data obtained and provides preliminary geotechnical conclusions and recommendations pertinent to the proposed project. Based on our geotechnical analysis of the data and information obtained, CTE has detem1ined that the project is geotechnically feasible, provided the recommendations provided herein are incorporated into the project design and construction. l .2 Scope of Services The scope of services provided included: • Review of readily available geologic and geotechnical literature pertaining to the site vicinity. • Coordination of utility mark-out and clearance for proposed boring locations. • Excavation of three (3) exploratory borings using a truck-mounted drilling rig. • Geotechnical soil sampling and geologic logging of exploratory borings. • Laboratory testing on selected samples of the encountered materials. • Geotechnical engineering analysis of the data obtained. • Evaluation of potential geologic hazards within the proposed development area. • Preparation of this limited geotechnical rcpo11. S:\Projccts\4830 ((il·:())\48.10.2200090.0000 (R.ccf Foolw<.'.Jr Stilm {',1rportj\Gco Report Filcs\Rpt_ Cicotcchnical 4830.2200090.(JO00. Reef l-"(iotwc,:1r.doc Page 2 Limited Gcotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 CTE Job No. 4830.2200090.0000 2.0 PROJECT AND SITE DESCRIPTION The subject site is located at 2290 Cosmos Court, Carlsbad, California (Figure I). CTE understands that the proposed project consists of the installation of three approximately 285-foot-long by 30-foot- wide solar carport structures located along the boundary of the eastern parking lot at the subject site. The area proposed to receive the solar carport structure is currently a developed asphalt parking lot with planters and associated site improvements. The immediate area of the proposed improvement is relatively flat with an approximate elevation of255 feet above mean sea level (ms\). Vegetation across the site is limited to planter areas. Approximate site elevation information used in this report was obtained from Google Earth satellite imagery (2022). 3.0 FIELD INVESTIGATION AND LABORATORY TESTING 3.1 Pre-Field Investigation Activities In preparation for the exploratory drilling, a CTE representative visited the site to mark out the proposed locations of the exploratory borings. In accordance with state law, Underground Service Alert of California was notified of the planned drilling locations. In addition CTE provided in- house utility location services to assist in clearing the planned drilling locations of potential subsurface conflicts. 3.2 Field Investigation CTE performed a limited geotechnical investigation at the site on September 2 I st , 2022, consisting of a surface reconnaissance and a subsurface exploration program to evaluate current geotecbnical conditions within the proposed development area. The subsurface exploration consisted of S:\Pn1JcctsA830 ((iH)J\4830.220()090.000il (Rci:f i-:t1otwear Snliir Carport)\(ico Report Filcs\Rpl_ ('icntcchnical 4830.2200090.0000, Rc\c'f 1-'ootwcar.dnc • Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 3 CTE Job No. 4830.2200090.0000 advancing three exploratory borings using a CME-55 truck mounted drilling rig equipped with six- inch diameter hollow stem augers, to final explored depths of20.0 feet below ground surface (bgs). The approximate locations of the exploratory borings are as shown on Figure 2. The soil cuttings were continuously logged in the field by a CTE Geologist and visually classified in general accordance with the Unified Soil Classification System (USCS/ASTM D2487). The field descriptions have been modified, where appropriate, to reflect the laboratory test results. Detailed logs of the borings are included in Appendix B. Relatively undisturbed drive Standard Penetration Test (SPT) and Modified California (CAL) drive samples and representative bulk bag samples of the encountered materials were collected during the investigation. The samples were labeled in the field and transported to CTE's laboratory for testing. 3.3 Laboratory Testing Laboratory testing was performed on select samples of the materials obtained from the exploratory borings to aid in the material classifications and to evaluate geotcchnical engineering properties of the materials encountered. The following tests were perfonned: • Particle-Size Distribution Analysis (ASTM D6913) • Expansion Index (ASTM D4829) • Shear-Undisturbed Saturated (ASTM D3080) • Corrosivity test series, including sulfate content, chloride content, pH-value, and resistivity (CTM 417, 422, and 532/643) S:\Projccts\4830 (GEO)\48:10.2200090.0000 (Reef Foolwc.ir Solm ('arpm1 )\(ien Report Files\Rpt _n~otcchnical 4810.2200090.0000, Rcc1 l'ootwcar.Joc Limited Gcotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 4 CTE Job No. 4830.2200090.0000 Testing was performed in general accordance with applicable ASTM standards and California Test Methods (CTM). A summary of the laboratory testing program and the laboratory test results are presented in Appendix C. 4.0 GEOLOGIC AND SOIL INFORMATION 4. I Regional Geologic Setting The Carlsbad area of San Diego County is located within the Peninsular Ranges physiographic province that is characterized by northwest-trending mountain ranges, intervening valleys, and predominantly northwest trending active regional faults. The region can be further subdivided into the coastal plain area, a central mountain-valley area, and the eastern mountain valley area. The project site is located within the coastal plain area. The coastal plain sub-province ranges in elevation from approximately sea level to 1,200 feet above mean sea level (msl) and is characterized by Cretaceous and Tertiary sedimentary deposits that on lap an eroded basement surface consisting of Jurassic and Cretaceous crystalline rocks that have been repeatedly eroded and infilled, and by alluvial processes throughout the Quaternary Period in response to regional uplift. This has resulted in a geomorphic landscape of uplifted alluvial and marine terraces that are dissected by current active alluvial drainages. 4.2 Site-Specific Geologic and Soil Conditions Based on the regional geologic map compiled by Kennedy and Tan, et al. (2007), the near surface geologic unit that underlies the site consists of Quaternary-age Young Alluvial Floodplain Deposits and Tertiary-age Santiago Formation. Based on recent explorations, Quaternary Previously Placed Fill was observed overlying both the Quaterna1y Young Alluvial Floodplain Deposits and the S:\Projects\4830 (CiEO)\4830.220()090.0000 {Reel' Fout wear Solar (:arp011)\(ico Report Filcs\Rpt Ocolcchnical 4830.2200090.0000, Reef Footwear.doc • Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 5 CTE Job No. 4830.2200090.0000 Tertiary Santiago Fomiation that was encountered to the maximum explored depth of20 feet bgs. Descriptions of the geologic units observed during the recent investigation are presented below. Surficial geologic materials are shown on Figure 2. 4.2.1 Quaternary-age Previously Placed Fill (Opp1) Existing fill soils associated with the initial development of the site area were encountered beneath the existing pavement surface and overlying the native materials in all exploratory borings and were found to range from approximately 3.0 feet to 7.0 in vertical thickness in Borings B-3 and B-2, respectively. As observed in the exploratory borings, the fill consists of stiff to very stiff, dry, light-brown and gray-brown, fine-to coarse-grained sandy Clay (CL) with trace gravels. 4.2.2 Quaternary Young Alluvial Floodplain Deposit (Oya) Naturally occurring undifferentiated alluvial materials were encountered in Boring B-2 beneath the existing fill and overlying the Tertiary Santiago Fonnation with an approximate thickness of seven feet. As observed in the exploratory boring, alluvial materials generally consist of stiff, slightly moist, dark-gray with black, fine-grained sandy Clay (CL) . 4.2.3 Tertiary Santiago Fonnation (Tsa) The underlying Santiago Formation was found in all three exploratory borings to the maximum explored depth of20.0 feet bgs. As observed in the borings, these native materials excavate as very stiff, slightly moist, interbedded orange-brown and light-gray, fine-grained sandy Clay (CL). S:\Projccts'ARJ0 ((J!(())\4830.2200090.0000 (Reef Footwc:.ir Solur Carport)\(Jeo Report Files\Rpt __ (icotechnical 48J().n00090.0000, Reef Footwear.doc Limited Geotcchnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 6 CTE Job No. 4830.2200090.0000 --------------------------------- 4.3 Groundwater Conditions During the investigation, perched groundwater was encountered in Boring B-la at a depth of approximately 17 feet below ground surface. Based on site topography and field observations, the potential for relatively shallow seasonal ground water and zones of perched groundwater docs exist at the site, which could potentially impact excavations and grading during project construction. Proper site drainage should be designed, installed, and maintained as per the recommendations of the project civil engineer and architect of record. 4.4 Geologic Hazards Geologic hazards that were considered to have potential impacts to site development were evaluated based on field observations, literature review, and laboratory test results. It appears that geologic hazards at the site are primarily limited to those caused by shaking from earthquake-generated ground motions. The following paragraphs discuss the geologic hazards considered and their potential risk to the site. 4.4.1 Surface Fault Rupture In accordance with the Alquist-Priolo Earthquake Fault Zoning Act, (Act), the State of California established Earthquake Fault Zones around known active faults. The purpose of the Act is to regulate the development of structures intended for human occupancy near active fault traces in order to mitigate hazards associated with surface fault rupture. According to the California Geological Survey (Special Publication 42, Revised 20 I 8), a fault that has had surface displacement within the last 11,700 years is defined as a Holocene- active fault and is either already zoned or is pending zonation in accordance with the Act. There are several other definitions of fault activity that are used to regulate dams, power S:\Projcct~\4830 ((il·:())\4830.2200090.00()0 (Reef Footwear Solar Cirport)l(ko Rcpoti F1lcs\Rpt _ (ieotcchnical 4830.220()()90.00U0, Reef FootwcJr.dnc • • Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 7 CTE Job No. 4830.2200090.0000 plants, and other critical facilities, and some agencies designate faults that are documented as older than Holocene (last 11,700 years) and younger than late Quaternary ( 1.6 million years) as potentially active faults that are subject to local jurisdictional regulations. Based on the site reconnaissance and review of referenced literature, the site is not located within a State-designated Earthquake Fault Zone, and no known active or potentially active fault traces underlie or project toward the site. Therefore, the potential for ground surface rupture occurring at the site is considered low. 4.4.2 Local and Regional Faulting The United States Geological Survey (USGS), with support of State Geological Surveys, and reviewed published work by various researchers, have developed a Quaternary Fault and Fold Database of faults and associated folds that arc believed to be sources of earthquakes with magnitudes greater than 6.0 that have occurred during the Quaternary (the past 1.6 million years). The faults and folds within the database have been categorized into four Classes (Class A-D) based on the level of evidence confirming that a Quaternary fault is of tectonic origin and whether the strncturc is exposed for mapping or inferred from fault related deformational features. Class A faults have been mapped and categorized based on age of documented activity ranging from Historical faults (activity within last 150 years), Latest Quaternary faults (activity within last 15,000 years}, Late Quaternary ( activity within last 130,000 years), to Middle to late Quaternary (activity within last 1.6 million years). The Class A faults are considered to have the highest potential to generate earthquakes and/or surface rupture, and the earthquakes and surface rupture potential generally increases from S:\Projccts\4830 (GEO)\4830.2200090.0000 (Rccr Footwear Solar ( 'arportjlGco Report Filcs\Rpt_Geotcchnical 4830.2200090.0000, Reef Footwear.doc Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 8 CTE Job No. 4830.2200090.0000 oldest to youngest. The evidence for Quaternary deformation and/or tectonic activity progressively decreases for Class Band Class C faults. When geologic evidence indicates that a fault is not of tectonic origin it is considered to be a Class D structure. Such evidence includes joints, fractures, landslides, or erosional and fluvial scarps that resemble fault features, but demonstrate a non-tectonic origin. The nearest known Class A fault is the Newport Inglewood-Rose Canyon Fault Zone (<15,000 years), which is roughly 9 miles west of the site. The attached Figure 3 shows regional faults and seismicity with respect to their distance from the site. 4.4.3 Liquefaction and Seismic Induced Settlement Evaluation Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths during earthquake-induced shaking and behave like a liquid. This is due to loss of point-to-point grain contact and transfer of norn1al stress to the pore water. Liquefaction potential varies with water level, soil type, material gradation, relative density, and probable intensity and duration of ground shaking. Seismic settlement can occur with or without liquefaction; it results from dcnsification ofloose soils during strong ground shaking. The site is underlain by very stiff clays and dense sands. Although perched water was observed in Boring B-1, the potential for liquefaction or significant seismic induced settlement occurring at the site is generally considered to be low based on the, stiff fine grained soils and presence of shallow dense fmmational deposits. S:\Proj1.:..:ts'A8lO ((jl·:0)\4X.10.2200090.0000 (Reef Footwear Sol.:ir (\irportj\(lco Rep(1rl F1ks\Rpt_ (Jcotc.:.·lmical 4810.2200()9().0000, Rccr Footwear.doc • Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 4.4.4 Tsunamis and Seicl1e Evaluation Page 9 CTE Job No. 4830.2200090.0000 According to State of California Emergency Management Agency mapping, the site is not located within a tsunami inundation zone based on distance from the coastline and elevation above sea level. A sciche is a temporary disturbance or oscillation in a confined body of water, caused by seismic forces or other factors, that can create "standing" waves. The site is not located near any significant confined bodies of water. Therefore, the chance of oscillatory waves (seiche) reaching the project site is considered remote. 4.4.5 Flooding Based on Federal Emergency Management Agency mapping (FEMA 2019), the site improvement area is located outside of any Special Flood I lazard Zones. Groundwater due to flooding is generally not anticipated to impact static design parameters presented herein. 4.4.6 Landsliding According to mapping by Tan ( 1995), the site is considered "Generally Susceptible" to landsliding, however the proposed improvement area is also mapped in an "Urbanized area" Landslides are not mapped in the sitearea and were not encountered during the recent field exploration . Based on the preliminary investigation findings, landsliding in the improvements area is not considered to be a significant geologic hazard. Stability evaluation of the adjacent ascending slope to the cast was not pcrfonned in association with this investigation. S:\Projccts\4830 (CTJ.;())\48:10.22001190.0000 (Reef Footwear Solc1r c:arpor1JICico Report Fiks\Rpt_ Geotcchnic1I 4R30.2200()90.000(!, Rce1 Footwear doc Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 4.4.7 Compressible and Expansive Soils Page 10 CTE Job No. 4830.2200090.0000 Potentially compressible existing fill soils arc not considered a constraint for the proposed project with respect to the anticipated relatively light axial loading of the proposed solar canopy structures, and in anticipation that pier foundations will penetrate below the surficial soils into medium dense and stiff underlying materials. Based on the investigation observations, potentially expansive soils arc not anticipated to be a constraint for the proposed pier foundations. Evaluation of exposed soils should be performed during construction. if surface improvements arc proposed. 4.4.8 Corrosive Soils Testing of representative site soils was performed to evaluate the potential corrosive effects on concrete foundations and buried metallic utilities (refer to Appendix C for chemical testing results). Soil environments detrimental to concrete generally have elevated levels of soluble sulfates and/or pH levels less than 5.5. According to the American Concrete Institute (AC!) Table 318 4.3.1, specific guidelines have been provided for concrete where concentrations of soluble sulfate (SO4) in soil exceed 0.10 percent by weight. These guidelines include low water:ccment ratios, increased compressive strength, and specific cement type requirements. A minimum resistivity value less than approximately 5,000 ohm- cm and/or soluble chloride levels in excess of 200 ppm generally indicate a con-osive environment for buried metallic utilities and untreated conduits. S:\Prujects'AlOO ((JH))\4X'.W.2200090.000() (Reef h1t1twear S(1iar Carport)\(ieo Report F1les\Rpt (ieotcchn1cal 4810.2200090.(lOOO, Reef 1-'ootwear.dnc Limited Gcotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 11 CTE Job No. 4830.2200090.0000 Chemical test results indicate that near-surface soils at the site may present a moderate corrosion potential for Portland cement concrete. Based on resistivity testing, soils have been interpreted to generally have a severe corrosivity potential to buried metallic improvements. Based on these findings, it may be prudent to utilize plastic piping and conduits where buried and feasible. CTE docs not practice corrosion engineering. Therefore, if corrosion of metallic or other improvements is of more significant concern, a qualified corrosion engineer could be consulted. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General CTE concludes that the proposed improvements at the site are feasible from a geotechnical standpoint, provided the recommendations in this report are incorporated into the design and construction of the project. As indicated, site improvements are to consist of a parking canopy with solar photovoltaic panels founded on drilled pier foundations. Geotechnical design parameters and excavation recommendations for the drilled pier foundations are provided herein. In the event that other improvements such as pavements or concrete flatwork are proposed, limited recommendations for earthwork have also been included in the following sections and Appendix D. However, recommendations in the text of this report supersede those presented in Appendix D should variations exist. These recommendations should either be evaluated as appropriate and/or updated based on conditions exposed during excavation and grading at the site. SWro.1et:1s\48.10 (OEOJl4830.2200090.0000 (Reef Footwear Sol.:ir(·arponJ\(ico Rcpon Files\Rpt_(icotechnical 48.10.2200090.0000, Reef Footwear.doc Limited Geotechnical lnvestigation Proposed Reef Footwear Solar Carport 2290 Cosmos Cout1, California October 3, 2022 5.2 Site Excavatability Page 12 CTE Job No. 4830.2200090.0000 Based on CTE's observations and experience with similar materials in the site area, construction drilling for proposed pier foundations at the site should generally be feasible using well-maintained heavy-duty construction equipment run by experienced operators. Contractors are responsible for making their own independent assessment of the site excavatability characteristics based on information contained herein. Deeper excavations into the underlying dense formational materials may encounter highly resistant zones that may require the use of specialized equipment. 5.3 Fill Placement, Compaction, and Moisture Conditioning In general, any fill or trench backfill placed on the site should be compacted to a minimum relative compaction of 90 percent (95 percent in the upper 12 inches of pavement soil subgrade) at a minimum three percent above optimum moisture content, as detennined by ASTM D 1557. Should granular material be encountered or used for backfill, moisture contents can be reduced to a minimum two percent above optimum moisture for compaction. The optimum lift thickness for fill depends on soil type and on the type of compaction equipment used. Generally, backfill should be placed in uniform, horizontal lifts not exceeding eight inches in loose thickness. fill placement and compaction should be conducted in conformance with local ordinances and should be observed and tested by a CTE geotcchnical representative. 5.4 Fill Materials On-site soils arc generally considered suitable for reuse on the site as structural fill if they arc screened of organics and deleterious materials and contain no irreducible lumps greater than three inches in maximum dimension and less than 30 percent total rock content by unit weight. In utility S:\Projccts'A830 (CrE(lJ\4830.:!200090.(lOOO (Rccr Footwear Solar c:arport)\(Jco Report Files\Rpt Cieotcchnical 4830.2200090.(lOOO, Rec( fnntwcar.d()c Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 13 CTE Job No. 4830.2200090.0000 trenches, granular soil without lumps or rock should be utilized surrounding pipes to ensure proper encasement during compaction. If utilized, imported fill should have an Expansion Index of20 or less (ASTM D4829) and be free of lumps and oversized rock (refer to Appendix D for maximum rock content criteria). Potential import sources should be observed and sampled by a representative ofCTE prior to delivery on-site. 5.5 Temporary Construction Cuts and Slopes The following recommendations for temporary cuts and slopes should be relatively stable against deep-seated failure but may experience a degree of localized sloughing. Surcharging from material stockpiles, grading equipment, or construction materials at tops of cuts and/or slopes should be avoided within a minimum distance equal to the total vertical height of the excavation. For temporary excavations, the following criteria should be considered for trenches and slopes without the use of proper shoring. The on-site soils are considered Type B and C soils with recommended slope ratios as set forth in Table 5.5. TABLE 5.5 RECOMMENDED TEMPORARY SLOPE RA nos SOIL TYPE SLOPE RATIO MAXIMUM HEIGHT (Horizontal: vertical) C 1.5: I (OR FLATTER) 5 Feet (Existing fill, and/or alluvial material) B I: I (OR FLATTER) 5 Feet (W cathcred bedrock material) S:\Projcctsl48J0 ((i-EO)\4830.2200090.0000 (Reer Fnohve.Jr Sol;ir C:arpori)\( ico Report FilcslRpt_ Gcotcchnical 4830.2200090.0{)00, Rccr Footwear.Joe Page 14 Limited Geotcchnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 CTE Job No. 4830.2200090.0000 Actual field conditions and soil type designations for all temporary slopes must be verified by a "competent person" while excavations exist, according to Cal-OSHA regulations. ln addition, the above sloping recommendations do not allow for surcharge loading al the top of slopes by vehicular traffic, equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all unshored slopes. 5.6 Drilled Pier Foundations lt is anticipated that the proposed solar panel system will be founded on drilled piers and, therefore, geotechnical recommendations arc presented herein for design and construction of drilled pier or caisson type foundations. These recommendations arc preliminary and may require modification based on conditions encountered during construction. CTE should observe excavations for the drilled pier foundations to verify adequate bearing materials and depth. Actual foundation dimensions should be provided by the structural designer based on loading requirements and the gcotechnical parameters provided. Presumptive minimum 2019 California Building Code (CBC) values may be used in lieu of the recommended parameters provided below: • Allowable vetiical bearing value= 2,000 psf (at a minimum embedment depth of l 0-feet). Above value may be increased by I /3 for temporary wind loading conditions. • Skin friction value~ 250 psffor upward and downward loading (below a minimum depth of I-foot) • Allowable vertical bearing and skin friction can be combined for resistance of static downward forces and temporary loading due to wind. • Allowable lateral bearing value of 250 psf per foot of depth, disregarding the top 12 inches ofadjacent sub grade (for a foundation or improvements not adversely affected by a 0.5-inch motion at the ground surface due to short term loadings). Maximum allowable lateral pressure of 2,000 psf. A 1/3 increase for short duration loads is acceptable. • Effective width~ 2.0 times the width of the foundations (due to passive arching). S:\Prnjects-4830 ((JJJ))\4K1().2200090.0000 (Reef Footwear Solar Carport)\(Jco Report Filcs\Rpt_ (ic-otcchnical 4830.2200090.0000, Reef Footwear.doc Limited Geotcchnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 15 CTE Job No. 4830.2200090.0000 • Bottom of pier footings should bear into competent existing material as observed by a CTE geologist or engineer, • Foundations shall utilize a minimum horizontal setback distance of 15 feet, measured from bottom of foundation to daylight of the adjacent slope or retaining wall face, and should be setback at a horizontal distance such that a 45-degree plane projected downward from the bottom outer edge of the foundation does not daylight into an adjacent slope or retaining wall face. Deepening of pier foundations is a suitable method of achieving these minimum foundation setback distances. • Static ditforential settlement between properly embedded foundations is anticipated to be less than 1.5 inches over a horizontal distance of 40 feet. • Soils at the site may be corrosive to concrete and buried metallic improvements as discussed in section 4.4.7. As such, it appears that the use of plastic conduits should be implemented below proposed grades. 5.7 Seismic Design Criteria The seismic ground motion values listed in the table below were derived in accordance with the ASCE 7-16 Standard that is incorporated into the 2019 California Building Code. This was accomplished by establishing the Site Class based on the subsurface conditions at the site and the understanding that the fundamental period of the proposed improvements is no greater than 0.5 seconds. Site coefficients and parameters were calculated using the using the SEAOC-OSHPD U.S. Seismic Design Maps application. These values arc intended for the design ofstrnctures to resist the effects of earthquake ground motions for the site coordinates 32.123° latitude and -1 I 7.269° longitude, as underlain by soils corresponding to site Class C. S:\Projccts\4830 ((Jl'.O)\4830.2200090.0000 (Reef Footwear Sol::ir (,'.irport)\(ico Report F1lcs\Rpt_ Gcotcclmical 4!(l0.2200090 0000. Reef Footwear.doc Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 TABLE 5.7 Page 16 CTE Job No. 4830.2200090.0000 SEISMIC GROUND MOTION VALUES (CODE-BASED) 2019 CBC AND ASCE 7-16 PARAMETER VALUE 2019 CBC/ASCE 7-16 REFERENCE Site Class C ASCE 16. Chapter 20 Mapped Spectral Response 0.971 Figure 1613.2.1 (I) Acceleration Parameter, S:, Mapped Spectral Response Acceleration Parameter. S1 0.354 Figure 161:\.2.1 (2) Seismic Coefficient, F~ 1.2 Table 1613.2.3 (1) Seismic Coefficient, Fv 1.5 Table 1613.2.3 (2) MCE Spectral Response 1.165 Section 16 I 3.2.3 Acceleration Parameter, SJ\1s MCE Spectral Response 0.532 Section 1613.2.3 Accckration Parameter, S...,11 Design Spectral Response 0.777 Section I 613.2.5( I) Acceleration, Parameter Sns Design Spectral Response 0.354 Section 1613.2.5 (2) Acceleration, Parameter S1H Peak Ground Acceleration PGA...,1 0.509 ASCE 16, Section 11.8.3 *Section l l .4.8 ASCE 7-! 6 5 .8 Drainage Surface runoff should be collected and directed away from improvements by means of appropriate erosion-reducing devices, and positive drainage should be established around proposed improvements. Positive drainage should be directed away from improvements and slope areas at a minimum gradient of two percent for a distance of at least five feet. In order to minimize moisture accumulation within subgrade areas, irrigation should be limited to the minimum necessary to maintain landscaping. However, the project civil engineer should evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the site. S:\PrnjcctsA8J() (GEO)\48J0.::?200090.0000 (Rcer Footwear Solar (:arportf.Cico Report Files\Rpt ( icoto:chnical 4830.22()()()90.0000, Reef Footwear.doc Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 17 CTE Job No. 4830.2200090.0000 Generally, CTE recommends against allowing water to infiltrate building pads or adjacent to slopes and improvements. However, it is understood that some agencies are encouraging the use of storm- water cleansing devices. Therefore, if stom1 water cleansing devices must be used, it is generally recommended that they be underlain by an impervious ban-ier and that the infiltrate be collected via subsurface piping and discharged off site. If infiltration must occur, water should infiltrate as far away from structural improvements as feasible. Additionally, any reconstructed slopes descending from infiltration basins should be equipped with subdrains to collect and discharge accumulated subsurface water. 5. 9 Plan Review CTE should be authorized lo review the project plans prior to commencement of construction in order to provide additional evaluation and recommendations, as is anticipated to be necessary. 5. IO Constmction Observation The recommendations provided in this report are based on preliminary design infonnation for the proposed constmction and the subsurface conditions observed in the explorations performed. The interpolated subsurface conditions should be checked in the field during construction to verify that conditions are as anticipated. Foundation recommendations may be revised upon completion of grading and as-built laboratory test results. S:\Projccts\48.10 {(il-:C)J\4830.2200090.0000 (Red Footwear Solur Carpurtjl(ico Report Files\Rpt (Jcotcclmical 48]0.22000\J0.0000, Reef • -Fout wear.doc Page 18 Limited Geotcchnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 CTE Job No. 4830.2200090.0000 Recommendatinns provided in this report are based on the understanding and assumption that CTE will provide the observation and testing services for the project. All earthwork should be observed and tested to verify that grading activities have been pcrf01111ed according to the recommendations contained within this report. CTE should evaluate all foundation excavations before reinforcing steel placement. 6.0 LIMITATIONS OF INVESTIGATION The field evaluation, laboratory testing, and gcotechnical analysis presented in this report have been conducted according to current engineering practice and the standard of can, exercised by reputable geotechnical consultants performing similar tasks in this area. No other warranty, expressed or implied, is made regarding the conclusions, recommendations and opinions expressed in this report. Variations may exist and conditions not observed or described in this report may be encountered during construction. This report is prepared for the project as described. It is not prepared for any other property or party. The recommendations provided herein have been developed in order to reduce the post-construction movement of site improvements related to soil settlement and expansion. However, even with the design and construction recommendations presented herein, some post-construction movement and associated distress may occur. S:\ProjcctsAR.10 ( (il'.0)\.4Kl0.110009()_(){)()0 (Reef Footwear Solar Carport)\(Jco Report F1lcs\Kpt _ (.ieokchnical 4810.2200090.0000. Reef Footwcar.d()C • Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 Page 19 CTE Job No. 4830.2200090.0000 The findings of this report are valid as of the present date. However, changes in the conditions ofa property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside CTE's involvement. Therefore, this report is subject to review and should not be relied upon after a period of three years. CTE's conclusions and recommendations are based on an analysis of the observed conditions. If conditions different from those described in this report are encountered, CTE should be notified and additional recommendations, ifrequired, will be provided subject to CTE remaining as authorized geotechnical consultant ofrecord. This report is for use of the project as described. It should not be utilized for any other project. S:\Projcc(s\4830 (CiEO)\4830.2200090.0000 (Reef Footwear Sohir C:arport)\Geu Report Files\Rpt_ (jeotcclmical 4830.220009().()()00, Reef Footwear.doc Page 20 Limited Geotcchnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, California October 3, 2022 CTE Job No. 4830.2200090.0000 CTE appreciates this opportunity to be of service on this project. If you have any questions regarding this report, please do not hesitate to contact the undersigned. Respectfully submitted, CONSTRUCTION lif,STING & ENGINEERING, INC. ,· ··--jJ f~ Rodney J. Jones, GE #3205 Senior Engineer Dennis A. Kilian, CEG #26 72 Senior Geologist JFL/RJJ/DK Jay F. Lynch, CEG Ill 890 Principal Engineering Geologist tj No. 2672 CERTIFIED ENGINEERIN GEot.OGIST Eq,. 1m12 S·\Pro_j,..,·cts .48JO ((iE())\4830.1200090.0000 (Reef Footwear Sol Jr (:arport)\(ico Report F1lcs\Rpt_ (Jcotechnical 4830.2200090.0000, Reef Footwear.doc • • • ' I Lake San Marcos \ AUnl-1 C lng"'-lno Construction Testing & Engineering, Inc. =. _I_ I _ I E-l~E-I CME_ I _ SITE INDEX MAP PROPOSED RBEF FOOfflAR SOLAR CARPORT 2290 COSMOS COURT CARISBAD, CALIFORNIA SCALE: DATE: AS SHOWN 09/22 CTE JOB NO.: FlGURE: 4830.2200090.0000 1 "' ~ 0: 0 2 ] e 0 f ~ N ~ ~ "' f 6 a e-0 u 0 ~ 0 " • 0 (:_ " " ~ 0 0 8 ci g; 8 N N ci "' a) ., / CJ 0 ~ ---------?-g ~ B-3~ -;; 0 QQQf .I!, e Qya ~ vi Tsa • EXPLANATION APPROXIMATE SOLAR CARPORT APPROXIMATE GEOLOGIC CONTACT QUERIED WHERE UNCERTAIN APPROXIMATE BORING LOCATION QUATERNARY PREVIOUSLY PLACED FILL OVER QUATERNARY YOUNG ALLUVIAL FLOOD PLAIN DEPOSITS OVER TERTIARY SANTIAGO FORMATION • c~ I= Construction Testing & Engl,-ring, Inc. ~ ~ ...... l~l...._t«-t.C.........,._.j o.t..,___ ........ • 60' 0 30' 60' ""'-._.. i I 1 inch = 60 ft. EXPLORATION LOCATION MAP PROPOSED REEF FOOTWEAR SOLAR CARPORT 2290 COSllOS COURT CAIJFORNIA • • -.iii;,;~~~ 12 0 6 12 LEGEND 1'111..•~ ! I 1 inch 12 mi. HISTORIC FAULT DISPLACEMENT (LAST 200 YEARS) HOLOCENE FAULT DISPLACEMENT (DURING PAST 11,700 YEARS) ···-'1-· •.. ? .• +· LATE QUATERNARY FAULT DISPLACMENT (DURING PAST 700,000 YEARS) QUATERNARY FAULT DISPLACEMENT (AGE UNDIFFERENTIATED} PREQUATERNARY FAULT DISPLACEMENT (OLDER THAN 1.6 MILLION YEARS) r;;·,··1·r&-'\., •• -mr.'11~, ·-i~. . ··------:-✓, ... . ·-;:. •,• . .~ , .... •, ; , yl-<!; ... • • ' I .a "'-t--. ,~... """ PERIOD ., ;~ /"'!, . ' t'\,~; ~ 7.0 6.5-6.9 1800- 1868 1869- 1931 1932- 2010 oee o•• ~Jr • .il,., ~?J ,;:; ," -"=~ .::-¥:\ 5.5-5.9 0 • • 0 • ~ • )?J .. \ .,,. .~'), , .. • -- ;.,_ i/1 ,i~ !'""-- I ,' :_; ''---..,-, <, .C:,v---.-\----. ', . • :.::. 1 i' .~f~Y~¥{f, '.""·~~ <t. ,1,: '"'i..,~:-~Z(> •• --~f-\ --~~:01,,--. ;;Z{}•J,/, • ' :J:/ .. ~(>J~~\;f(. :~·t r-~ ·•• .. :,,,. . ,,. , . \ ~--1 ; "" ;.,.;,-~" ,~ 5.0-5.4 ~ LAST TWO DIGITS OF M :':: 6.5 ~ EARTHQUAKE YEAR -:-~ ~-,i \ •· ... '~ \ ,c ••• ••.... ~ -- ~I Y' •• ·,.,.. i,.itp",, ~I .f\J. I• ·,t ·· · \,' · > ... • \' '11/"' ;;; ,1 ,,.·,.:·: •• ,. .. ,~ ,.,._.: ·~•·,, ... 11--1 ~:.!' ~ • _,"';,,: )N -;E.-i,c -_ • ; • \ : ,:...!-,t~ ,:-. .>;:: • \ f-' , . . ,"73 -' i'.,]>. _ /S~. l~-7 .. ; .:, , . . , ,;.,..,....._." . ,;'.'i _,. '\ r , ":a, • ].,-,.._;, .f, \,• .. ',., '4· • .. \.tY', I I ' ,,. V ;'.; •''i'.ci.< .lf :: .. . • -,,.;;_}, .. \\ , "/-;\'\' -y,. ""~-~~"~-,, ~ ·---k-;d1ti::;f~ ----· ··· ·· · -· -· -" . ..:._.l'A'' ··.~ ""l'i,l • I ~ I E " M f' '< -[OTES; FJ..ULT AmVITf llAP or C.W,ORNIA, 2010, CWFORNIA GKOU!GIC DATA MAP ~ 1W' NO. 6; KPIC!NTERS or AND JJWS D!lfAGED BY I05 CAill'ORNU EARTHQUAKES, 1600-1999 !DAPl'KD AmR TOPP07J.DA, BRANUJI, P!'l"!RSEN, HWSl'ORll. CR.WKR, AND RIQCIIIB, 2000, ~', AU~.,-c, t:."'','-,..,,_..,9 ConstnJci,on Tes~ng & Er,gineering. Inc V';; ~:;;.:, ---,-,--'""""""'""'"-'""~ - REGIONAL FAULT AND SEISMICITY MAP PROPOSED REEF FOOTIEAR SOLAR CARPORT '630.2200090.0000 linch'-'12mileB fo£22 "™ CDIIG IIAP SBB!T f9 2290 COSMOS COURT RD'KRENO: FOR ADDITIONil KIPUNATION_; MOD~ fflH ~ AND _USGS ~C IW'S CARISBAD, CAIJFORNIA APPENDIX A REFERENCES • REFERENCES I. American Society for Civil Engineers, 2019, "Minimum Design Loads for Buildings and Other Structures," ASCE/SEI 7-16. 2. ASTM, 2002, "Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort," Volume 04.08 3. California Building Code, 2019, "California Code of Regulations, Title 24, Part 2, Volume 2 of 2," California Building Standards Commission, published by ICBO, June. 4. California Division of Mines and Geology, CD 2000-003 "Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southern Region," compiled by Martin and Ross. 5. California Emergency Management Agency/California Geological Survey, "Tsunami Inundation Maps for Emergency Planning." 6. Hart, Earl W., Revised 1994, Revised 2018, "Fault-Rupture Hazard Zones in California, Alquist Priolo, Special Studies Zones Act of 1972," California Division of Mines and Geology, Special Publication 42. 7. Jennings, Charles W., 1994, "Fault Activity Map of California and Adjacent Areas" with Locations and Ages ofRccent Volcanic Eruptions. 8. Kennedy, M.P., Tan, S.S., Bovard, K.R., Alvarez, R.M., Watson, M.J., and Gutierrez, C.l., 2007, Geologic map of the Oceanside 30x60-minute quadrangle, California, California Geological Survey, Regional Geologic Map No. 2, 1:100,000. 9. McCulloch, D.S., 1985, "Evaluating Tsunami Potential" in Ziony, J.l., ed., Evaluating Earthquake Hazards in the Los Angeles Region-An Earth-Science Perspective. U.S. Geological Survey Professional Paper 1360. 10. Reichle, M., Bodin, P., and Brune, J., 1985, The June 1985 San Diego Bay Earthquake swarm [abs.]: EOS, v. 66, no. 46, p.952 . 11. Seed, H.B., and R.V. Whitman, 1970, "Design of Earth Retaining Structures for Dynamic Loads," in Proceedings, ASCE Specialty Conference on Lateral Stresses in the Ground and Design of Earth-Retaining Structures, pp. 103-147, Ithaca, New York: Cornell University. 12. Wood, J.H. 1973, Earthquake-Induced Soil Pressures on Structures, Report EERL 73-05. Pasadena: California Institute of Teclmology. APPENDIX B EXPLORATORY BORING LOGS ~ Construction Testing & Engineering, Inc. CT~c: 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955 DEFINITION OF TERMS PRIMARY DIVISIONS SYMBOLS SECO:-,/DARY DIVISIONS GRAVELS CLEAN I~~, GW '~• WELL <iRJ\DlD CiRAVELS, <.iRJ\ \'1:L-SAND MIXTURES :E~ -...... 221 UTTL/! OR NO flNES MORE THAN GRAVELS z < 5% FINES ... -~•: POORLY GRADED GRAVf,LS OR GRAVEL. SAND MIXTURES, "' <l'. HALF OF :.~GP:..; LITTLE OF l\O FINES ...Ju. I COARSE • a o 1--w FRACTION IS GM SIL TY CiRA VELS, GRA VEL-SJ\ND-SILT MIXTURES, (l)Li..C::!::::! GRAVELS /\ON-PLASTIC FINES Q.JW({) LARGER THAN WITH FINES w<et,w N0.4 SIEVE GC Cl.A YEY GRAVELS, GRAVEL-SAND-CL/\ Y MIXTllRES, zIO::> ~z:5'!! PLASTIC FINES <l'.Cf)Cf) ----··-----WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR ~O --< C, I-o SANOS CLEAN ~.;;_:'.SW,~ "'...JO MORE THAN SANDS 1-"------------< m:Es Ww <(N (I) 0:: a:: . HALF OF < 5% FINES SP POORLY GRADED SANDS, GRAVELI.Y SANDS, UTTU.: OR ~ow 0 NO flNFS :,>-Z COARSE 0 <l'. FRACTION IS l[srvi I SILTY SANDS, SAND-SILT MIXTURES, NON-P[ .ASTTC fl:\ES u :, SMALLER THAN SANDS NO. 4 SIEVE WITH FINES ~-SC_;:} CLA YFY SANOS.SAND-CLAY MfXTLIRES. PLASTIC FINES w I ML I 1 ll\ORGJ\N!C SILTS. VERY FINE SANDS. ROCK FLOUR. SILTY fJ) LL 0:: t::J SILTS AND CLAYS OR CLA Yf.,Y FINE SANDS, SLl(iHTLY PLASTIC CLAYEY Sl!TS ::! 0~ (/) LIQUID LIMIT IS ~CL~ INORGANIC CLAYS OF LO\I.: TO MEDIUM PLASTICITY. 0 LL ...J W GRAVELLY. SANDY, SILTS OR LEA?\ CLAYS (/) ...J <( > LESS THAN 50 Q~~~ . ' ORGANIC SIL TS AND ORGANIC CLAYS OF LOW PLASTICITY w (fJ 9L, zZ!:Q:o ~ <l'. ...J 0 . INORGANIC SILTS, MICACEOlJS OR l>IATOMACFOUS Fl!\T ~ <": MH Clwo::'O SILTS AND CLAYS ' SANDY OR SILTY SOILS, ELASTIC SILTS w 0:: w z LIQUID LIMIT IS ~cf-i~ TNORGANJC CLAYS or, HIGH PLASTJCITY, FAT CLAYS zof-z -2 <( <l'. GREATER THAN 50 u. :, I m ORGANIC CLAYS OF MEDIUM TO I !I(jlJ PLASTICITY. >- ORGANIC SIL TY CLAYS HIGHLY ORGANIC SOILS PEAT AND OTHER HIG!li.Y OR(iANIC SOILS T GRAIN SIZES BOULDERS COBBLES GRAVEL SAND I SIL TS AND CLAYS COARSE FINE COARSE I MEDIUM I FINE I 12" 3" 3/4'1 4 10 40 200 CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE • ADDITIONAL TESTS (OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS) MAX-Maximum Dry Density PM-Permeability PP-Pocket Pcnctrometcr GS-Grain Size Distribution SG-Specific Gravity W J\-Wash Analysis SE-Sand Equivalenl HA-Hydrometer Analysis DS-Direct Shear El-Expansion Index AL-Atterberg Limits UC-Unconfined Compression CHM-Sulfate and Chloride RV-R-Value MD-Moisture/Density Content , pH, Resistivity CN-Consolidation M-Moisture COR -Corrosivity CP-Collapse Potential SC -Swell Compression SD-Sample Disturbed HC-Hydrocollapsc OJ-Organic Impurities REM-Remoldcd FIGURE:! BLI ~ Construction Testing & Engineering, Inc. CT~c: 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 7 46-4955 PROJECT DRILLER: SHEET: of (TE JOB NO: DRILL MFTliOD· DRILLIMi DATE: LOGCiED BY: SA\1PLF ME"l'l!OD: FU-NATION: 0 C C u , 0 LEGEND Laboratory Tests " V, f--V, ~ ;,, ~ C ~ V, u ~ C ,. " ~ "' E. ~ u e Cl C, ~ " -:; is 0 /'.• ·5 V, ~ Cl "' co 0 :E " 0 DESCRIPTION rO r ~ Block or Chunk Sample r --r -Bulk Sample r -- i-5- r - -- r -Standard Penetration Test r - 1 0----I Modified Split-Barrel Drive Sampler (Cal Sampler) --- --I Thin Walled Annv Corp. of Engineers Sample ~ - rl 5- r -Groundwater Table --~ -- '\:: -----------------------------------------------------------------------------Soil Tvpc or Classification Change 20- -'/---') ---') ---?---., ___ ') ---'! ---\_ Formation Change r(Approximatc boundaries lllicric<l (?fl -- -- --"SM" Quotes arc placed around dassifications where the soils -25-exist in situ as bedrock -- FIGURE: I BL2 c@ A Unlveraal Engln••rlng Construction Testing & Engineering, Inc. Sciences lnftpactlor, I T&111!ng I Geomchn,cal I Envlmnmen-tal A Con■lruc:tlor, Eng,,_,.lng I CovH EnglntNtnng I Survey,ng Company PROJECT· Reef Footwear Solar Carport SL'BC:ONTRACTOR· Baja J'.xploration Inc Sl!EFT I of I CTE JOB NO: 4830.2200090.00U0 EQL'IPME'.'JT: CME55 DRILLJr..;G DATE: 9-'2 I /2022 LOG(IED BY: DD SAMPLE MFIHOO: Bulk, SPT, Ring ELEVATHlt-.': ·-253 feet AMSL ,, C 0 0 0, 0 c ~ ~ ~ l E "' BORING: B-1 1l ;, ~ 0 Laboratory Tests ~ f-~ _, ecc ~ 0 e ~ 0 ~ 0 ;: ~ ~ C, Cc ~ 0 I, " 0 a 0 c c ~ 2, co co ii 0 )' " G DESCRIPTION 0 -CL Asphalt approximately 6 inches thick at surface. -I -QUATERNARY PREVIOUSLY PLACED FILL FILL (QQQ!): -2 Very stiff, dry, light hrown, fine-to coarse-grained Sandy CLAY (CL) with El, CHEM trace gravels. 3 - -4 -CL TERTIARY SANTIAGO FORMATION (Tsa}: -5 --~ J Excavates as: Very stiff, slightly moist, interbcdded orangc-hrown and -6 -II light-gray Silty CLAY (CL)_ 14 7 - 8 - -9 - -IO Becomes more orange-brown in color. -4 11 J 12 DS -22 12- I 3- -14- -15 -l 5()/(l" -16 Gravel layer approximately 3 inches thick. 17 IY Perched groundwater at 17 feet bgs. 18 - 19 I 12 25 GS,AL 20 'ill/(," 21-Boring tenninated at 20 feet bgs (non-refusal). 22 Perched Groundwater encountered at 17 feet bgs. 23-Backfilled with bcntonite chips. Patched with asphalt patch. -24 25 I B-1 c@ A Universal Engln••rlng Construction Testing & Engineering, Inc. Science• lnsp,,ctmn I Tft111,ng I G&rne~,hn,col I Env1ronmenCl!II & Cot1,trucl1on Eng1nettrlng I c,v~ Eng1""8ring I Survey"'9 Company PROJECT. Reef Footwear Solar Carpon SUBCONTRACTC)R: Bap l:xplLiration Inc. S!lEFT I or I CTEJOB NO 4~10.2200090.(lO00 EQt)!PMENT CME 55 DRILLIKCJ DATE 9/21/2022 LO<i(JH) BY: ])[) SAMPLE METIIOD Bulk, SPT, Ring ELEVATION· -254 feet AMS!. V C 0 V 0. u =' ~ E ~ >, ~ E '" BORING: B-2 B 0 ,. ,. 0 Laboratory Tests ~ f-g ~ -' ~ _::, ~ ~ u C V -5 V ' Cl u % ~ " u c c vi e o ci5 i3 " " ;:: .__, -:..J DESCRIPTION -o Asphalt approximately 6 inches thick at surface. -I -CL QUATERNARY PREVIOUSLY PLACED FILL FILL (Q~~!): 1-2 - Stitl dry to slightly moist, gray-brown, fine-to medium-grained Sandy CLAY (CL) with trace gravels. I-3 - -4 - -5 -7 14 •6 -12 -12 c?-CL QUATERNARY YOUNG ALLUVIAL FLOOD PLAIN DEPOSITS f-8 -~ f-9 -Stiff, slightly moist, dark-gray with black, fine-to medium-grained Sandy CLAY (CLJ. r-J()-[ ' --11-5 7 --12- -13- H4-CL TERTIARY SANTIAGO FORMATION (Tsa): --15 --Excavates as: Very stiff, slightly moist, intcrbeddcd orange-brown and J 7 1-16-18 light-gray Silty CLAY (CL). GS -20 1-17- --1 x- H9-T " 9 .20 12 --21-Boring terminated at 20 feet bgs (non-n:fusal). 1-22-Groundwater not encountered. >23-Backfilled with bentonite chips. Patched with asphalt patch. r-24- r-25- I B-2 c@) A Unlv•r•al Engln••rlng Construction Testing & Engineering, Inc. Sciences ln11pect,or, I Tesllng I Geo!ect,rnr,•I I Envtron""'"'"' & Con.in.,c11on Er,g_,,,,!og I C,vll Eng,nottenng I Su,.,,.,ying Company PROJECT Reef Footwear Solar Carport SUBCONTRACTOR Baja Exploration Jue SHEl:J I .,1 I CTF. JOB '\JO: 4830.2200090.0000 EQUIPMENT CMF 55 DRJLL!N(; DATE 912)/2022 LOGGED BY: DD SAMPLE \1ET!IOD· Bulk. SPT. Ring ELl:VATION· ,,255 feet AMSL u C 0 u " '" E, ~ ii E ~ ;· E " BORING: B-3 " ,. ~ 0 Laboratory Tests u ~ f-. -~ -' "" '9 0 ~ vi u ~ ~ 5 • 2, § 0 £ 0. 0 E 0 C c ~ e u C ro C "' Cl ;: ci 0 DESCRIPTION -o Asphalt approximately 5 inches thick at surface. -I -CJ. QUATERNARY PREVIOUSLY PLACED FILL FILL {Quu!l: -2 -Very stiff, dry, light brown, fine-to coarse-grained Sandy CLAY (CL) with trace gravels. 3 --CL TERTIARY SANTIAGO FORMATION {Tsa): -4 -Excavates as: Vc1y stiff, slightly moist, interbcddcd orange-brown and '-5 -I tight-gray Silty CL!\ Y (CL). 9 6 -II 1.1 -7 - -8 - -9 -Recome~ more orange-brown in color. -IO->-14 -11-J 16 --19 •12- r-13- -14- -15- IT 10 -16-14 19 1-17-Some light-yellow intcrbeddcd Silty CLAY (CL) f-18- >- i-J9-J 11 17 -20 " •21-Boring terminated at 20 feet bgs (non-refusal). '-22-Backfilled with bentonite chips. ---23-Patched with asphalt pat<.:h. -24- -25- I ll-3 APPENDIX C LABORATORY TEST METHODS AND RESULTS A Universal Engineering Construction Testing & Engineering, Inc. Sciences Company Inspection l Testing I Geotechnical I Environmental & Construction Engineering J Civil Engineering / Surveying LABORATORY TEST METHODS Classification (ASTM D2487) Earth materials encountered were visually and texturally classified in accordance with the Unified Soil Classification System (USCS/ASTM D2487) and ASTM D2488. Material classifications are indicated on the logs of the exploratory borings presented in Appendix B. Particle-size Distribution Test (ASTM D6913) Particle-size distribution (gradation) testing was performed on selected samples of the materials encountered in general accordance with the latest version of the ASTM D6913 test method. The test results were utilized in evaluating the soil classifications in accordance with the Unified Soil Classification System and to evaluate the geotechnical engineering characteristics of the tested material. The test results are plotted on grain-size distribution graphs and are presented in the following section of this appendix. Atterberg Limits Test (ASTM D4318) The Atterberg limits test was performed on selected samples of the materials encountered in general accordance with the ASTM D4318 test method. The test obtains the liquid limit and plastic index of the soil and the results are used to aid in classification of soi ls. The test data is also useful for purposes of evaluating expansion potential and strength characteristics of the soil. The test results are presented in the following section of this appendix. Expansion Index Test (ASTM D4829) Expansion index testing was performed on selected samples of the earth materials encountered in general accordance with the ASTM D4829 test method. The test determines the expansion potential of the materials encountered. The test results arc presented in the following section of this appendix. Direct Shear Test (ASTM D3080) Direct Shear testing was perfonned in general accordance with the ASTM D3080 test method to aid in evaluating the soil strength characteristics of the on-site earth materials encountered. Testing is performed on undisturbed specimens obtained from drive-samples and/or on specimens rcmolded in the laboratory to a specific moisture content and density. The test consists of placing the specimen in a direct shearing device, applying a specified normal stress, and then shearing the sample at a constant rate under drained conditions. This is repeated under a series of specified normal stresses. The shearing resistance and horizontal displacements arc measured and recorded as the soil specimen is sheared. The shearing is continued well beyond the point of maximum resistance (peak strength) to determine a constant or residual value (ultimate strength). The test results are presented in the following section of this appendix. 4830.2200090.0000 Appendix C Reef Footwear Solar Carport A Universal C En?ineering Construction Testing & Engineering, Inc. -..... . SCciences Inspection j Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying ompony Soil Corrosivity Tests The water-soluble sulfate and chloride content and the resistivity and pH of selected samples was perfmmcd by a third-party laboratory in general accordance with California Test Methods. The tests results are useful in the assessment of the degree of corrosivity of the earth materials encountered with regard to concrete and normal grade steel. 4830.2200090.0000 Appendix C Reef Footwear Solar Carport A Universal Engineering Construction Testing & Engineering, Inc. Sciences Company Inspection I Testing J Geotechnicaf / Environmental & Construction Engineering I Civil Engineering I Surveying RESULTS OF THE A TTERBERG LIMITS TESTS (ASTM D4318) Sample Location Liquid Limit Plasticity Index Classification / Depth (feet ) B-l @ 18.5 33 15 RESULTS OF THE EXPANSION INDEX TESTS (ASTM D4829) SC Sample Location / Depth (feet ) Expansion Index Expansion Potential B-1 @ 0.5 ~ 5 feet 62 RESULTS OF THE CORROSIVITY TESTS (CTM 417, CTM 422 and CTM 643) Medium Sample Location/ Depth (ft) B -1 @ 5.5 -10 pH 4.46 Minimum Resistivity (Ohm-cm) 638 Water Soluble Sulfates (ppm) 656.7 Water Soluble Chlorides (ppm) 86.5 4830.2200090.0000 Reef Foot\vear Solar Carport Appendix C U. S. STANDARD SIEVE SIZE o. "" c, oc C C C r1 _ ~ -x:='. ~o o:::, C "' --. ., -n -. ., ~ 100 ~-~ .... \ 90 ... ,..._ r--... \ f--..._ \ 80 ~ I ... ,..... r--I........ 70 ~ t 60 ~ \ • Ei; "' ., so 0. ~ "' i:i 40 i w ! 0. 30 ,o 10 () JOO JO I 0.1 0.01 0.001 PARTICLE SIZE (mm) PARTICLE SIZE ANALYSIS <;ampl~ D~,igna11on Sarnpk D<:pth (fret) 's;'mhol L,4utd Lnrn! {0-ol Pbst,rn'> Index Cld~sifo:al,on c@) AUnlV9'1'1,Cl B-1 18.5 • Er191-;n9 Construction Testing & Engineering, Inc. 33 15 SC Sc:ieneH B-2 15 ■ CL Company ,n_,ia,n T"""',) ~l~~~E..,_...giCM'E"9"""""': ~ -- CTE JOB NUMBER: 4830.2200090.0000 FIGURE: C-1 APPENDIXD STANDARD GRADING RECOMMENDATIONS Appendix D Page D-1 Standard Specifications for Grading Section 1 -General Construction Testing & Engineering, Inc. presents the following standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the project specifications. Recommendations contained in the body of the previously presented soils report shall supersede the recommendations and or requirements as specified herein. The project geotechnical consultant shall interpret disputes arising out of interpretation of the recommendations contained in the soils report or specifications contained herein. Section 2 -Responsibilities of Project Personnel The geotechnical consultant should provide observation and testing services sufficient to general conformance with project specifications and standard grading practices. The geotechnical consultant should report any deviations to the client or his authorized representative. The Client should be chiefly responsible for all aspects of the project. He or his authorized representative has the responsibility of reviewing the findings and recommendations of the geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or other consultants to perform work and/or provide services. During grading the Client or his authorized representative should remain on-site or should remain reasonably accessible to all concerned parties in order to make decisions necessary to maintain the flow of the project. The Contractor is responsible for the safety of the project and satisfactory completion of all grading and other associated operations on construction projects, including, but not limited to, earth work in accordance with the project plans, specifications and controlling agency requirements. Section 3 -?reconstruction Meeting A prcconstruction site meeting should be arranged by the owner and/or client and should include the grading contractor, design engineer, geotechnical consultant, owner's representative and representatives of the appropriate governing authorities. Section 4 -Site Preparation The client or contractor should obtain the required approvals from the controlling authorities for the project prior, during and/or after demolition, site preparation and removals, etc. The appropriate approvals should be obtained prior to proceeding with grading operations. STANDARD SPECIFICATIONS OF GRADING Page 1 of 26 Appendix D Page D-2 Standard Specifications for Grading Clearing and grnbbing should consist of the removal of vegetation such as brnsh, grass, woods, stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grnbbing should extend to the outside of all proposed excavation and fill areas. Demolition should include removal of buildings, strnctures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the geotechnical consultant at the time of demolition. Trees, plants or man-made improvements not planned to be removed or demolished should be protected by the contractor from damage or injury. Debris generated during clearing, grnbbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grnbbing and demolition operations should be performed under the observation of the geotechnical consultant. Section 5 -Site Protection Protection of the site during the period of grading should be the responsibility of the contractor. Unless other provisions are made in writing and agreed upon among the concerned parties, completion of a portion of the project should not be considered to preclude that portion or adjacent areas from the requirements for site protection until such time as the entire project is complete as identified by the geotechnical consultant, the client and the regulating agencies. Precautions should be taken during the perforn1ance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. Rain related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, strnctural distress and other adverse conditions as determined by the geotechnical consultant. Soil adversely affected should be classified as unsuitable materials and should he subject to overexcavation and replacement with compacted fill or other remedial grading as recommended by the gcotechnical consultant. STANDARD SPECIFICATIONS OF GRADING Page 2 of 26 Appendix D Page D-3 Standard Specifications for Grading The contractor should be responsible for the stability of all temporary excavations. Recommendations by the geotechnical consultant pertaining to temporary excavations ( e.g., backcuts) arc made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibilities of the contractor. Recommendations by the geotechnical consultant should not be considered to preclude requirements that are more restrictive by the regulating agencies. The contractor should provide during periods of extensive rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable. When deemed appropriate by the geotcchnical consultant or governing agencies the contractor shall install checkdams, desilting basins, sand bags or other drainage control measures. In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to depths of greater than 1.0 foot: they should be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture conditioning in-place, followed by thorough recompaction in accordance with the applicable grading guidelines herein may be attempted. If the desired results arc not achieved, all affected materials should be overexcavatcd and replaced as compacted fill in accordance with the slope repair recommendations herein. If field conditions dictate, the gcotechnical consultant may recommend other slope repair procedures. Section 6 -Excavations 6. I Unsuitable Materials Materials that are unsuitable should be excavated under observation and recommendations of the geotechnical consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, soft bedrock and nonengineercd or otherwise deleterious fill materials. Material identified by the geotechnical consultant as unsatisfactory due to its moisture conditions should be overexcavated; moisture conditioned as needed, to a unifonn at or above optimum moisture condition before placement as compacted till. If during the course of grading adverse geotcchnical conditions arc exposed which were not anticipated in the preliminary soil report as determined by the gcotechnical consultant additional exploration, analysis, and treatment of these problems may be recommended. STANDARD SPECIFICATIONS OF GRADING Page 3 of 26 Appendix D Page D-4 Standard Specifications for Grading 6.2 Cut Slopes Unless otherwise recommended by the geotechnical consultant and approved by the regulating agencies, permanent cut slopes should not be steeper than 2: 1 (horizontal: vertical). The geotcchnical consultant should observe cut slope excavation and if these excavations expose loose cohesionlcss, significantly fractured or otherwise unsuitable material, the materials should be overexcavated and replaced with a compacted stabilization fill. If encountered specific cross section details should be obtained from the Gcotechnical Consultant. When extensive cut slopes arc excavated or these cut slopes are made in the direction of the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided at the top of the slope. 6.3 Pad Areas All lot pad areas, including side yard terrace containing both cut and fill materials. transitions, located less than 3 feet deep should be ovcrcxcavatcd to a depth of 3 feet and replaced with a uniform compacted fill blanket of 3 feet. Actual depth of overexcavation may vary and should be delineated by the gcotechnical consultant during grading, especially where deep or drastic transitions are present. For pad areas created above cut or natural slopes, positive drainage should be established away from the top-of-slope. This may be accomplished utilizing a berm drainage swale and/or an appropriate pad gradient. A gradient in soil areas away from the top-ot~slopes of 2 percent or greater is recommended. Section 7 -Compacted Fill All fill materials should have fill quality, placement, conditioning and compaction as specified below or as approved by the geotechnical consultant. 7.1 Fill Material Quality Excavated on-site or import materials which are acceptable to the geotechnical consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. All import materials anticipated for use on-site should be sampled tested and approved prior to and placement is in conformance with the requirements outlined. STANDARD SPECIFICATIONS OF GRADING Page 4 of 26 Appendix D Page D-5 Standard Specifications for Grading Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided snfficient fill material is placed and thoroughly compacted over and around all rock to effectively fill rock voids. The amount of rock should not exceed 40 percent by dry weight passing the 3/4-inch sieve. The geotechnical consultant may vary those requirements as field conditions dictate. Where rocks greater than 12 inches but less than four feet of maximum dimension are generated during grading, or otherwise desired to be placed within an engineered fill, special handling in accordance with the recommendations below. Rocks greater than four feet should be broken down or disposed off-site. 7.2 Placement of Fill Prior to placement of fill material, the gcotcchnical consultant should observe and approve the area to receive ti 11. After observation and approval, the exposed ground surface should be scarified to a depth of 6 to 8 inches. The scarified material should be conditioned (i.e. moisture added or air dried by continued discing) to achieve a moisture content at or slightly above optimum moisture conditions and compacted to a minimum of 90 percent of the maximum density or as otherwise recommended in the soils report or by appropriate government agencies. Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in loose thickness prior to compaction. Each lift should be moisture conditioned as needed, thoroughly blended to achieve a consistent moisture content at or slightly above optimum and thoroughly compacted by mechanical methods to a minimum of 90 percent of laboratory maximum d1y density. Each lift should be treated in a like manner until the desired finished grades are achieved. The contractor should have suitable and sufficient mechanical compaction equipment and watering apparatus on the job site to handle the amount of fill being placed m consideration of moisture retention properties of the materials and weather conditions. When placing fill in horizontal li!ts adjacent to areas sloping steeper than 5: 1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least six-foot wide benches and a minimum of four feet of vertical bench height within the finn natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area after keying and benching until the gcotechnical consultant has reviewed the area. Material generated by the benching operation should be moved sufficiently away from STANDARD SPECIFICATIONS OF GRADING Page 5 of 26 Appendix D Page D-6 Standard Specifications for Grading the bench area to allow for the recommended review of the horizontal bench prior to placement of fill. Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm core of adjacent approved compacted fill prior to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted fill should be processed by scarification, moisture conditioning as needed to at or slightly above optimum moisture content, thoroughly blended and rccompacted to a minimum of 90 percent of laboratory maximum dry density. Where unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be over-excavated. Following a period of flooding, rainfall or overwatering by other means, no additional fill should be placed until damage assessments have been made and remedial grading performed as described herein. Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill provided the fill is placed and thoroughly compacted over and around all rock. No oversize material should be used within 3 feet of finished pad grade and within 1 foot of other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 15 feet to any slope face. These recommendations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized nrnterial should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so those successive strata of oversized material are not in the same vertical plane. It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the geotechnical consultant at the time of placement. STANDARD SPECIFICATIONS OF GRADING Page 6 of 26 Appendix D Page D-7 Standard Specifications for Grading The contractor should assist the geotechnical consultant and/or his representative by digging test pits for removal determinations and/or for testing compacted fill. The contractor should provide this work at no additional cost to the owner or contractor's client. Fill should be tested by the geotechnical consultant for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to ASTM Method of Test D 1556-00, D 2922-04. Tests should be conducted at a minimum of approximately two vertical feet or approximately 1,000 to 2,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the geotechnical consultant. 7.3 Fill Slopes Unless otherwise recommended by the gcotcchnical consultant and approved by the regulating agencies, permanent fill slopes should not be steeper than 2: I (horizontal: vertical). Except as specifically recommended in these grading guidelines compacted fill slopes should be over-built two to five feet and cut back to grade, exposing the firm, compacted fill inner core. The actual amount of overbuilding may vary as field conditions dictate. If the desired results arc not achieved, the existing slopes should be overexcavated and reconstructed under the guidelines of the gcotcchnical consultant. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. At the discretion of the geotechnical consultant, slope face compaction may be attempted by conventional construction procedures including backrolling. The procedure must create a fim1ly compacted material throughout the entire depth of the slope face to the surface of the previously compacted firm fill intercore. During grading operations, care should be taken to extend compactive effort to the outer edge of the slope. Each lift should extend horizontally to the desired finished slope surface or more as needed to ultimately estahlished desired grades. Grade during construction should not be allowed to roll off at the edge of the slope. 1t may be helpfol to elevate slightly the outer edge of the slope. Slough resulting from the placement of individual lifts should not be allowed to drift down over previous litls. At intervals not STANDARD SPECIFICATIONS OF GRADING Page 7 of 26 Appendix D Page D-8 Standard Specifications for Grading exceeding four feet in vertical slope height or the capability of available equipment, whichever is less, fill slopes should be thoroughly dozer trackrolled. For pad areas above fill slopes, positive drainage should be established away from the top-ot~slope. This may be accomplished using a be1m and pad gradient of at least two percent. Section 8 -Trench Backfill Utility and/or other excavation of trench backfill should, unless otherwise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of the laboratory maximum density. Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical means. If on-site materials arc utilized, they should be wheel-rolled, tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. If utility contractors indicate that it is undesirable to use compaction equipment in close proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, which should be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction procedures. Other methods of utility trench compaction may also be appropriate, upon review of the geotechnical consultant at the time of construction. In cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the geotechnical consultant. Clean granular backfill and/or bedding are not recommended in slope areas. Section 9 -Drainage Where deemed appropriate by the geotcchnical consultant, canyon subdrain systems should be installed in accordance with CTE's recommendations during grading. Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be installed in accordance with the specifications. STANDARD SPECIFICATIONS OF GRADING Page 8 of 26 Appendix D Page D-9 Standard Specifications for Grading Roof, pad and slope drainage should be directed away from slopes and areas of structures to suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales). For drainage in extensively landscaped areas near structures, (i.e., within four feet) a minimum of 5 percent gradient away from the structure should be maintained. Pad drainage of at least 2 percent should be maintained over the remainder of the site. Drainage patterns established at the ti111e of fine grading should be maintained throughout the life of the project. Prope11y owners should be made aware that altering drainage patterns could be detrimental to slope stability and foundation performance. Section IO -Slope Maintenance IO. I -Landscape Plants To enhance surficial slope stability, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. Plants native to the southern California area and plants relative to native plants are generally desirable. Plants native to other semi-arid and arid areas may also be appropriate. A Landscape Architect should be the best party to consult regarding actual types of plants and planting configuration. I 0.2 -Irrigation Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into slope faces. Slope irrigation should be minimized. If automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. I 0.3 -Repair As a precautionary measure, plastic sheeting should be readily available, or kept on hand, to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This measure is strongly recommended, beginning with the period prior to landscape planting. If slope failures occur, the geotechnical consultant should be contacted for a field review of site conditions and development of recommendations for evaluation and repair. If slope failures occur as a result of exposure to period of heavy rainfall, the failure areas and currently unaffected areas should be covered with plastic sheeting to protect against additional saturation. STANDARD SPECIFICATIONS OF GRADING Page 9 of 26 Appendix D Page D-10 Standard Specifications for Grading In the accompanying Standard Details, appropriate repair procedures arc illustrated for superficial slope failures (i.e., occurring typically within the outer one foot to three feet of a slope face). STANDARD SPECIFICATIONS OF GRADING Page 10 of 26 FINISH CUT SLOPE -- 5' MIN ------ BENCHING FILL OVER NATURAL SURFACE OF FIRM EARTH MATERIAL FILL SLOPE 2%MIN -----.. p..~1,:;;f.R;.:\,,.P..I.._--_ ___J ---1 p..131..f. M~ :.--::-,o\/f. UN~ 4' TYPICAL R~ --1 O' TYPICAL 15' MIN. (INCLINED 2% MIN. INTO SLOPE) BENCHING FILL OVER CUT SURFACE OF FIRM EARTH MATERIAL FINISH FILL SLOPE ----- 10' TYPICAL 15' MIN OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) NOT TO SCALE BENCHING FOR COMPACTED FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 11 of 26 • -- MINIMUM DOWNSLOPE KEY DEPTH 2% MIN --- 15' MINIMUM BASE KEY WIDTH TOE OF SLOPE SHOWN ON GRADING PLAN COMPETENT EARTH MATERIAL TYPICAL BENCH HEIGHT PROVIDE BACKDRAIN AS REQUIRED PER RECOMMENDATIONS OF SOILS ENGINEER DURING GRADING WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS, BENCHING IS NOT NECESSARY. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL. NOT TO SCALE FILL SLOPE ABOVE NATURAL GROUND DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 12 of 26 -- 4' ~ z 0 )> :JJ 0 en "U -u m Pl 0 IO -CD :!) ~o w )> 0 ::! .... 0 ~z Ol C/J "Tl 0 :JJ GJ :JJ )> 0 z GJ - REMOVE ALL TOPSOIL, COLLUVIUM, AND CREEP MATERIAL FROM TRANSITION CUT/FILL CONTACT SHOWN ON GRADING PLAN CUT/FILL CONTACT SHOWN ON "AS-BUILT" NATURAL ffi\ --- TOPOGRAPHY ~ --__ - -------CUT SLOPE' - FILL ------------1:-w-o\JE--- -----NO cB-f-t-1'-Bc --- ----co1..1..\J\J1\JW-r,; o --- --4' TYPICAL I ,ol'sol\.., -----·1 r --- 15' MINIMUM NOT TO SCALE 10' TYPICAL BEDROCK OR APPROVED FOUNDATION MATERIAL 'NOTE: CUT SLOPE PORTION SHOULD BE MADE PRIOR TO PLACEMENT OF FILL FILL SLOPE ABOVE CUT SLOPE DETAIL ---- _-,-------------, --...... ' ,,,,.,,,,,,. ' / ' ' COMPACTED FILL / / ' ' / I [ SURFACE OF COMPETENT MATERIAL TYPICAL BENCHING ' / \ ' / '' / / '--t.. ' -,,,, ,.__.,. SEE DETAIL BELOW MINIMUM 9 FT' PER LINEAR FOOT OF APPROVED FILTER MATERIAL CAL TRANS CLASS 2 PERMEABLE MATERIAL FILTER MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: ' / REMOVE UNSUITABLE DETAIL 14" MINIMUM MATERIAL INCLINE TOWARD DRAIN AT 2% GRADIENT MINIMUM MINIMUM 4" DIAMETER APPROVED PERFORATED PIPE (PERFORATIONS DOWN) 6" FILTER MATERIAL BEDDING SIEVE SIZE PERCENTAGE PASSING APPROVED PIPE TO BE SCHEDULE 40 POLY-VINYL-CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi 1" N0.4 NO. 8 NO. 30 NO. 50 NO. 200 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING LENGTH OF RUN NOT TO SCALE INITIAL 500' 500' TO 1500' > 1500' PIPE DIAMETER 4" 6" 8" TYPICAL CANYON SUBDRAIN DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 14 of 26 TYPICAL BENCHING CANYON SUBDRAIN DETAILS -....... ....... ,..,,. ...... ' / ; [ SURFACE OF COMPETENT MATERIAL ,' \ COMPACTED FILL / '/ \ \ / / \ / \ \ / \' / / ...... _ ,_.,,. A-----. ' / REMOVE UNSUITABLE MATERIAL SEE DETAILS BELOW INCLINE TOWARD DRAIN AT 2% GRADIENT MINIMUM TRENCH DETAILS 6" MINIMUM OVERLAP OPTIONAL V-DITCH DETAIL MINIMUM 9 FT' PER LINEAR FOOT OF APPROVED DRAIN MATERIAL MIRAFI 140N FABRIC OR APPROVED EQUAL 0 24" MINIMUM MIRAFI 140N FABRIC OR APPROVED EQUAL APPROVED PIPE TO BE SCHEDULE 40 POLY- VINYLCHLORIDE (P.V.C.) t 2 6 4 "M'"MOMO,SS= _ MINIMUM 9 FT' PER LINEAR FOOT OF APPROVED DRAIN MATERIAL MINIMUM OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI. 60° TO 90° DRAIN MATERIAL TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUAL: PIPE DIAMETER TO MEET THE FOLLOWING CRITERIA, SUBJECT TO FIELD REVIEW BASED ON ACTUAL GEOTECHNICAL CONDITIONS ENCOUNTERED DURING GRADING SIEVE SIZE 1 ½" 1" ¾" ¾" NO. 200 PERCENTAGE PASSING 88-100 5--40 0-17 0-7 0-3 LENGTH OF RUN INITIAL 500' 500' TO 1500' > 1500' NOT TO SCALE GEOFABRIC SUBDRAIN STANDARD SPECIFICATIONS FOR GRADING Page 15 of 26 PIPE DIAMETER 4" 6" 8" FRONT VIEW r CONCRETE SIDE VIEW ◊ SOILD SUBDRAIN PIPE :·\ ~\ _ PERFO~TE~ SUBDRAIN PIPE~ • . . :··:~:·· !_J NOT TO SCALE RECOMMENDED SUBDRAIN CUT-OFF WALL STANDARD SPECIFICATIONS FOR GRADING Page 1 6 of 26 FRONT VIEW SUBDRAIN OUTLET PIPE (MINIMUM 4" DIAMETER) SIDE VIEW ALL BACKFILL SHOULD BE COMPACTED IN CONFORMANCE WITH PROJECT -► !► _,. ,·t.·' e:..·,·t:.,· ~-'~,A' -.. ' . _,. _,._, ,'t.·,·t:.,·,·t:..· 6 "' 6 . ' ~. ' . -... -,._ , ,, • bi, • ' b. • ' • b. • A _,.!:.._,A ., -. . -.. -.. ·-'►-,._ ., • b. •' • b. • ' • bi, • A A _,A _, 24" Min. SPECIFICATIONS. COMPACTION EFFORT --- SHOULD NOT DAMAGE STRUCTURE ------.- 24" Min. NOTE: HEADWALL SHOULD OUTLET AT TOE OF SLOPE OR INTO CONTROLLED SURFACE DRAINAGE DEVICE ALL DISCHARGE SHOULD BE CONTROLLED THIS DETAIL IS A MINIMUM DESIGN AND MAY BE MODIFIED DEPENDING UPON ENCOUNTERED CONDITIONS AND LOCAL REQUIREMENTS NOTTO SCALE 24" Min. 12" 12" TYPICAL SUBDRAIN OUTLET HEADWALL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 17 of 26 • • • 4" DIAMETER PERFORATED PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER PLAN FILTER MATERIAL 2% Ml BENCHING H/2 AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER (GENERALLY 1/2 SLOPE HEIGHT, 15' MINIMUM) DIMENSIONS ARE MINIMUM RECOMMENDED NOT TO SCALE TYPICAL SLOPE STABILIZATION FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 18 of 26 4" DIAMETER PERFORATED PIPE BACKDRAIN 4" DIAMETER NON-PERFORATED PIPE LATERAL DRAIN SLOPE PER PLAN FILTER MATERIAL 2%MI I I I 15' MINIMUM H/2 111-111--1 1 I I BENCHING ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY-DIMENSION PER SOILS ENGINEER DIMENSIONS ARE MINIMUM RECOMMENDED NOT TO SCALE TYPICAL BUTTRESS FILL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 19 of 26 • • • • • 20' MAXIMUM • FINAL LIMIT OF EXCAVATION OVEREXCAVATE OVERBURDEN (CREEP-PRONE) DAYLIGHT LINE FINISH PAD OVEREXCAVATE 3' AND REPLACE WITH COMPACTED FILL COMPETENT BEDROCK TYPICAL BENCHING LOCATION OF BACKDRAIN AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. MINIMUM 2% FLOW GRADIENT TO DISCHARGE LOCATION. EQUIPMENT WIDTH (MINIMUM 15') NOT TO SCALE DAYLIGHT SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 20 of 26 PROPOSED GRADING BASE WIDTH "W" DETERMINED BY SOILS ENGINEER NATURAL GROUND COMPACTED FILL "W" NOT TO SCALE PROVIDE BACKDRAIN, PER BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR BACK SLOPES IN EXCESS OF 40 FEET HIGH. LOCATIONS OF BACKDRAINS AND OUTLETS PER SOILS ENGINEER AND/OR ENGINEERING GEOLOGIST DURING GRADING. MINIMUM 2% FLOW GRADIENT TO DISCHARGE LOCATION. TYPICAL SHEAR KEY DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 21 of 26 • • • • • FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAR FOOT APPROVED FILTER ROCK* CONCRETE COLLAR PLACED NEAT A 2.0% MINIMUM GRADIENT A 4" MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS COMPACTED FILL 4" MINIMUM APPROVED PERFORATED PIPE** (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET DURING GRADING TYPICAL BENCH INCLINED TOWARD DRAIN **APPROVED PIPE TYPE: MINIMUM 12" COVER SCHEDULE 40 POLYVINYL CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 PSI BENCHING DETAIL A-A 12" TEMPORARY FILL LEVEL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE MINIMUM *FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE 1" ¾· ¾" N0.4 NO. 30 NO. 50 NO. 200 PERCENTAGE PASSING 100 90-100 40-100 25-40 5-15 0-7 0-3 NOT TO SCALE TYPICAL BACKDRAIN DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 22 of 26 FINISH SURFACE SLOPE MINIMUM 3 FT3 PER LINEAR FOOT OPEN GRADED AGGREGATE* TAPE AND SEAL AT COVER CONCRETE COLLAR PLACED NEAT A COMPACTED FILL MIRAFI 140N FABRIC OR 2.0% MINIMUM GRADIENT APPROVED EQUAL A MINIMUM 4" DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS MINIMUM 12" COVER *NOTE: AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING 1 ½" 100 1" 5-40 ¾· 0-17 ¾" 0-7 NO. 200 0-3 TYPICAL BENCHING DETAIL A-A 12" MINIMUM NOT TO SCALE 4" MINIMUM APPROVED PERFORATED PIPE (PERFORATIONS DOWN) MINIMUM 2% GRADIENT TO OUTLET BENCH INCLINED TOWARD DRAIN TEMPORARY FILL LEVEL MINIMUM 4" DIAMETER APPROVED SOLID OUTLET PIPE BACKDRAIN DETAIL (GEOFRABIC) STANDARD SPECIFICATIONS FOR GRADING Page 23 of 26 • • • • SOIL SHALL BE PUSHED OVER ROCKS AND FLOODED INTO VOIDS. COMPACT AROUND AND OVER EACH WINDROW. 10' l FILL SLOPE l CLEAR ZONE __/ EQUIPMENT WIDTH STACK BOULDERS END TO END. DO NOT PILE UPON EACH OTHER. 0 0 0 NOT TO SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 24 of 26 STAGGER ROWS FINISHED GRADE BUILDING 10' SLOPE FACE 0 NO OVERSIZE, AREA FOR FOUNDATION, UTILITIEtl AND SWIMMING POOLS_i 0 O STREET ~ 4•C. WINDROW~ 0 5' MINIMUM OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) TYPICAL WINDROW DETAIL (EDGE VIEW) GRANULAR SOIL FLOODED TO FILL VOIDS HORIZONTALLY PLACED COMPACTION FILL PROFILE VIEW NOTTO SCALE ROCK DISPOSAL DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 25 of 26 • • GENERAL GRADING RECOMMENDATIONS CUT LOT ---TOPSOIL, COLLUVIUM AND _ --- WEATHERED BEDROCK --------- ---- -- -ORIGINAL GROUND --... 3' MIN --... --UNWEATHERED BEDROCK OVEREXCAVATE AND REGRADE CUT/FILL LOT (TRANSITION) ----------COMPACTED FILL ---- -----------------TOPSOIL, COLLUVIUM ----- ....-AND WEATHERED BEDROCK -~-------UNWEATHERED BEDROCK NOT TO SCALE TRANSITION LOT DETAIL STANDARD SPECIFICATIONS FOR GRADING Page 26 of 26 __..-ORIGINAL _.--.,. GROUND ----'MIN 3' MIN OVEREXCAVATE AND REGRADE • • • • A Universal C Engineering Construction Testing & Engineering, Inc. CSctences Inspection I Testing I Geotechnlcal I Environmental & Construction Engineering I Civil Engineering I Surveying ompany January 18, 2023 Eva Green Power Attention: Miranda Goar ~.o ~ CTE Project No. 4830.2200090 2445 Impala Drive, Carlsbad, Car o qia.92010 Telephone: (760) 889-8664 Via Email: miranda@evagreenpower.com Subject: References: Ms. Goar: Project Plan Review Proposed Reef Footwear Solar Carport 2290 Cosmos Court, Carlsbad, California At end of document As requested, Construction Testing & Engineering, Inc. (CTE) has reviewed the referenced plans from a geotechnical perspective. The purpose of our review was to ensure conformity with our previously provided geotechnical recommendations. Based on CTE's review, the referenced plans were found to be in substantial conformance with our previously provided recommendations. CTE also reviewed the referenced structural calculations for the use of appropriate geotechnical input parameters as provided in our referenced report and found them to be in general conformance with the geotechnical recommendations. CTE did not review the calculations themselves or other parameters not pertaining to geotechnical aspects of the design. This letter is subject to the same limitations as CTE's previously provided geotechnical documentation for the subject project. We appreciate the opportunity to be of service on this project. Should you ha please contact our office. Sincerely, CONSTRUCTION TESTING AND ENGINEERING, INC. Rodney J. Jones, GE #3205 Senior Engineer RJJ:ach 1441 MontieIRoad,Suite115 I Escondido,CA92026 I Ph(760)746-4955 I Fax(760)746-9 ~ > t--0 O M ON -.;f'O -..f'N o-L.i) I.{') 0~ ('f') N .,- N <D a.n ~ c;, N N 0 N 0 tQ (.) Plan Review Proposed Reef Footwear Solar Carport 2290 Cosmos Court, Carlsbad, California January 18, 2023 References: Project Plans Cosmos Carport Solar Project 2290 Cosmos Court, Carlsbad, California 9201 1 Eva Green Power Project No. 22-008, Dated December 21, 2022 Structural Calculations Cosmos Reef 2290 Cosmos Court, Carlsbad, California 920 I I 4STEL Project No. 22-1182, Dated December 12, 2022 Limited Geotechnical Investigation Proposed Reef Footwear Solar Carport 2290 Cosmos Court, Carlsbad, Cali fornia CTE Job No. 4830.2200090, Dated October 3, 2022 Page 2 CTE Job No.: 4830.2200090 S:\Projects\4830 (GEO)\4830.2200090.0000 (ReefFootwear Solar Carport)\Geo Report Files\Ltr_Plan Review.doc OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID#---=~~~=~-~~-~-----, PLAN CHECK# _----'C'-'fk:"". ---a..:Z0""-'2"' . .,_'2_=-_,,U"'-q'-"5"'~"'-----I BP DATE Business Name Business Contact Telephone# EVA Green Power, Inc Tyrra Adams 760-889-8664 Project Address City State Zip Code A!tf30504400 2290 Cosmos Court Carlsbad CA 92011 Mailing Address City State Zip Code Ptan File# Applicant E-mail Telephone# dams t rra eva reen wer.com 76 -8 9-8664 The following questions represent t e facl 1ty's activities, NOT the specific project description. PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. lf any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 1 O. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMDl: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt I 1. 2. 3. 4. 5. 6. 7. 8. YES NO D 12!1 B ~ (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? D D D D D (xJ Will your business store or handle carcinogens/reproductive toxins in any quantity? Ii] Will your business use an existing or install an underground storage tank? ; Will your business store or handle Regulated Substances (CalARP)? Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or reater than 1,320 anons? California's Above round Petroleum Stora e Act . Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT jAPCO): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomp@sdcounty.ca.gov (858) 586-2650). {*No stamp required if Q1 Yes and Q3 Yes .fillQ Q4-Q6 No]. The following questions are intended to identify the majority of air pollution issues at the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requirements contact APCD. Residences are typically exempt, except -those with more than one building+ on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate bums; residences forming part of a larger project. [+Excludes garages & small outbuildings.] 1. 2. 3. YES NO D iiJ D l!J D D Will the project disturb 160 square feet or more of existing building materials? Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. (ANSWER ONLY IF QUESTION 1 or 2 JS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance Technician? 4. D D (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification may be required 1 O working days prior to commencing asbestos removal. 5. 6. D D 00 Will the project or associated construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. 0 (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school bounda Briefly describe business activities: Briefly describe proposed project: Commercial office space Install Solar Carport I declare under penalty of perjury that to the best of my knowledge and belief t e responses made herein are true and correct. Mallhsw Stephenson Jtl,zttfv.u-s~..,_. Name of Owner or Authorized Agent Signature of Qv,,,ner or Authorized Agent " / 22 / 20'22. Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _________________________________ _ BY. I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HM□ APCD . A stamp 1n this box only exempts businesses from completrng or updating a Hazardous Materials Business Plan. Other perm1tt1ng requrrements may still apply . HM-9171 (08115) County of San Diego -DEH -Hazardous Materials Division