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HomeMy WebLinkAbout2405 COUGAR DR; ; PREV2019-0013; PermitPERMIT REPORT (City of Carlsbad Print Date: 09/21/2020 Permit No: PREV2019-0013 Job Address: 2405 COUGAR DR, CARLSBAD, CA 92010-8804 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revisic Parcel #: 2090404200 Track #: Applied: 01/16/2019 IValuation: $ 0.00 Lot #: Issued: 07/02/2019 Occupancy Group: Project #: DEV2017-0088 Finaled Close Out: 09/21/2020 #of Dwelling Units: Plan #: Bedrooms: Construction Type :111-B Bathrooms: Orig. Plan Check #: CBC2018-0006 Inspector: PBurn Plan Check #: Final Inspection: PrOject Title: WEST COAST SELF STORAGE - CARLSBAD Description: WEST COAST SELF STORAGE: DEFERRED STRUCTURAL STEEL DETAILS FOR CANOPY Applicant: Property Owner: CoApplicant: CHARLES MINYARD LAND DEVELOPMENT LLC LA BRUNA CONTRUCTION INC 23 ORCHARD SOLOMON LEVY 19712 MACARTHUR BLVD LAKE FOREST, CA 92630-8357 P0 BOX 12409 IRVINE, CA 92612-407 (949) 380-3970 x322 EL CAJON, CA 92022 (949) 494-2555 (619) 482-0360 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE . $600.00 Total Fees: $ 635.00 Total Payments To Date: $63 5.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov ON of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Original Plan Check Number /40 1 ' Plan Revision Number P1Y2DV2t -00(3 Project Address 2 9p S 4v"5 02 General Scope of Revision/Deferred Submittal: trUC.tLirO *ee 2I4 CONTACT INFORMATION: Name_tUz' Oe Phone Y9- 939'-o/ Fax Address _2773 L I7I19 City_ Zip _9Z2° Email Address dcPeJej . L4ij,vc, j, , Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: F'Plans LI Calculations fl Soils fl Energy LI Other 2. - Describe revisions in detail 3. List page(s) where each revision is shown of CvorAzp/e5. Does this revision, in any way, alter the exterior of the project? LI Yes Rf No Does this revision add ANY new floor area(s)? LI Yes L "No Does this revision affect any fire related issues? LI Yes g No Is this a cam e set? Yes El No Signatur Date 1635 Faraday Avenue, Car . CA 92008 b: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsGil A SAFEbulittompany DATE: APR. 049 2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0006 (REV.-1) PREV2019-0013 - SET: II PROJECT ADDRESS: 2405 COUGAR DRIVE PROJECT NAME: WEST COAST SELF STORAGE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LII The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DEE D Y Telephone #: 949-939-0194 Date contacted: ( ;n!erson ) Email: ddeveyIabrunaconstruction.com Mail Telephone Fax REMARKS: Building canopies are under this permit. Shop drawings and calculations are submitted for review and approval. By: ALl SADRE, S.E. Enclosures: EsGil 3/26 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil A SAFEbuiltCompany DATE: JAN. 23, 2019 U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0006 (REV.-1) PREV2019-0013 - SET: I PROJECT ADDRESS: 2405 COUGAR DRIVE PROJECT NAME: WEST COAST SELF STORAGE Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: LI EsGil staff did not advise the applicant that the plan check has been completed. EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DEE DEUEY Telephone #: 949-939-0194 Date contacted: (by: ) Email: ddeveytlabrunaconstruction.com Mail Telephone Fax In Person REMARKS: By: ALl SADRE, S.E. Enclosures: EsGil 1/17 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2018-0006 (REV.-1) PREV2019-0013 JAN. 23, 2019 GENERAL PLAN CORRECTION LIST JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0006 (REV.-1) PREV20 19-0013 CONSTRUCTION = Il-B; CANOPY; STORIES = ONE; HEIGHT = 15'; AREAS: 2,400 PROJECT ADDRESS: 2405 COUGAR DRIVE DATE PLAN RECEIVED BY DATE REVIEW COMPLETED: ESGIL: 1/17 JAN. 23, 2019 REVIEWED BY: AL! SADRE, S.E. FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. The approval of the plans does not permit the violation of any state, county or city law. GENERAL 1. Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. CARLSBAD CBC2018-0006 (REV.-1) PREV2019-0013 JAN. 23, 2019 Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? U Yes U No PLANS Please specify the covered canopy area = 2400-s.f. Please provide electrical plans for any elect STRUCTURAL Please provide vertical & lateral structural calculations for the proposed canopy. The documents, as per previous item, shall be stamped and signed by a CA licensed engineer responsible for their preparation. CA Business & Professional Code. Please show foundation details and references on the plans, including flagpole diameter, embedment and projection above grade. Please specify the steel decking gage, depth, required 5, I, ICC approval #, with connection details and references on the plans, for the canopy. Please revise the ledger detail on Sheet E-1 of the shop drawings to show epoxy anchors (as opposed to C.I.P. anchors) as shown, as well as those for the embedded plates used for HSS12x4 purlins. Please show connection details for all purlins and fascia beams, i.e., see grid lines 10, 16, etc., Sheet E-34 of the shop drawings. Please note on plans that the epoxy anchors require Special Inspections. Please reflect all the corrections on the proposed shop drawings due to the project engineer's comments. A reminder that the updated shop drawings and calculations shall be stamped by the project engineer indicating they have been reviewed and no exceptions are taken. MISCELLNEOUS The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact ALl SADRE, S.E. at EsGil. Thank you. CAILSBAD CBC2018-0006 (REV.-1) PREV2019-0013 JAN. 23, 2019 [DO NOT PAY— THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0006 (REV.1) PREV20 19-0013 PREPARED BY: ALl SADRE, S.E. DATE: JAN. 23, 2019 BUILDING ADDRESS: 2405 COUGAR DRIVE BUILDING OCCUPANCY: M/S1; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Junsaiction coae By Ordinance I 1997 UBC Building Permit Fee IV 1 I I 1997 UBC Plan Check Fee } V I $600.00I Type of Review: 0 Complete Review 0 Structural Only o Repetitive Fee V Repeats Based on hourly rate O Other __ Hourly 4 Hrs.@* EsGil Fee $120.00 I $480.00I Comments: Sheet 1 of 1 +A%iml Project West Coast Self Storage - Carlsbad, CA Prepared By: KK Date 1/5/2018 CONSULTING Subject Canopy Framing Design Checked By: sP'!Icturai engineering Job No. 170606 Sheet No. 7.1 Rev. No. IM Uniform Load: (W: Canopy Metal Deck Load) WDL 2 psf, Tributary width = 5'-O" L WLL =20 psf, Tributary Width = 5'-O" Wind Load: V = 110 mph, Kh@l5'(xposureC) =0.85, 1, Ki = 0.85, I= 1, (GCpG)Roof@ Zone 2,3 =-1.28 () qh@15' = 0.00256 Kh@15' K t Kd V2 I = 0.00256 x 0.85 x 1 x 0.85 x 1102 x 1 = 22.38 psf Ww1nd Uplift = qi1®' (GCP - GC)aoor@ Zone 2,3 = 22.38 psfx -1.28 = -28.65 psf WwL-uplift 29 psf, Tributary width = 5'-O" USE: HSS 10 x 4 x 1/4 Cd? 5'-0" O.C. Canopy Steel Joist al End (Fascia - TYP): Span Length: = Uniform Load: (W: Canopy Metal Deck Load) WDL = 2 psf, Tributary width = 2'-6" WLL =20 psf, Tributary width = 2'-6" Ww..uia = 29 psf, Tributary width = 2'-6" USE: HSS 10x2x1/4 Cd? End LMa. JU-L IilAr 'vjç Canopy Steel Beam (TYP): .. Span Length: = = "La lever" = 5'0" Uniform Load: (W: Canopy Roof Load) WDL = 7 psf, Tributary width = 30'-0" WLL = 20 psf, Tributary width = 30'-O" Wwi.upiin = 29 psf, Tributary width = 30'-0" W L2 3'Lc, X USE: HSS 12x4x1/4 23 Orchard Road, Suite 200• Lake Forest, California 92630 • Office (949) 380-3970 • Fax (949) 380-3771 ijn OOi3 CONSULTING structural engineering 23 Orchard Road, Suite 200 Lake Forest, CA 92630 1: (949) 380-3970 F: (949) 380-3771 Project Title: West Coast Self Storage - Carlsbad, CA Engineer: FF/ KK Project ID: 170606 Project Descr CODE REFERENCES Calculations per AiSC 360-10, IBC 2015 ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsIonal buckling E: Modulus: 29,000.0 ksi Bending Axis; Major Axis Bending .0(0.01) Lr(O.1) W(-0.145) HS810x4x1/4 Span = 30.0 ft Applied Loads• . Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: 0 = 0.0020, Li = 0.020, W = -0.0290 ksf, Tributary WIdth = 5.0 ft. (Roof Load) DESIGN SUMMARY Section used for this span Ma : Applied Mn F Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.342:1 HSSI 0x4x114 14.897 k-ft 43.613k-ft 15.000ft Span #1 0.845 in Ratio = 0.845 in Ratio = 1.119 in Ratio= -0.571 in Ratio = Section used for this span Va : Applied VnlOmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 425 '=240 425 '=240 322 >=180 631 >=180 I4SS10x4x1I4 1.986 k 71.632 k *D+Lr+H 0.000 It Span #1 Maximum Forces & Stresses for Load combinations Load Combination Max stress Ravos summary or moment varues riummary 01 unear values Segment Length Span Il M V Mmax + Mmax - Ma Max Max MnxlOmsga Cb Rm Va Max Vnx VnxlOmega 4041.1441 Dsgn.L= 30.00 it . 1 0.342 0.028 14.90 14.90 72.83 43.61 1.00 1.00 1.99 119.63 71.63 4040.6OW4H Dsgn.L= 30.00 It 1 0.141 0.011 .6.14 6.14 72.83 43.61 1.00 1.00 0.82 119.63 71.63 750Lr40.750L+0.450W4H Dsgn.L= 30.00 it 1 0.109 0.009 4.74 4.74 72.83 43.61 1.00 1.00 0.63 119.63 71.63 40.60D40.60W40.601-1 Dsgn.L= 30.00 ft 1 0.174 0.014 .7.60 7.60 72.83 43.61 1.00 1.00 1.01 119.63 71.63 Overall Maximum Deflections Load Combination Span Max. '..' Deft Location In Span Load Combination Max. '+° Deft Location In Span 404.r4H 1 1.1191 15.086 0.0000 0.000 Vertical. Reactions Support notation: Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum -2.175 -2.175 Overall MiNimum 0.486 0.486 4O4Lr4fl 1.986 1.986 40.0.80W441 .0.819 -0.819 4040.750Lr40.750L40.450W41 0.633 0.633 40.60D40.60W40.60H -1.013 -1.013 D Only 0.486 0.486 LrOnly 1.500 1.500 23 Orchard Road, Suite 200 Project Title: West Coast Self Storage - Carlsbad, CA Lake Forest, CA 92630 Engineer FF/ KK Project ID: 170606 1: (949) 380-3970 Project Descr: C 0 N S U L T I N G F: (949) 380-3771 '7• structural engineering Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Support I Support 2 WOnly -2.175 -2.175 it =25 CONSULTING structural engineering 23 Orchard Road, Suite #200 Lake Forest, CA 92630 T: (949) 380-3970 F: (949) 380-3771 F: (949) 380-3771 Project Title: West Coast Self Storage - Carlsbad, CA Engineer: KK Project ID: 170606 Project Descr: rl u 4' 4 Pllnted 5JAN 2018. 10:05AM 2 Alo=H KSP Stud1oWest Coast Self St oWest (Self Storage -C*ba . CCaIculaUons17O606.ec5 teei earn ENERcALC INc1903-2017 BuI!d 10171210 Verlolll2lo Lic. Licensee : KSP CONSULTING ENGINEERS Dnsainflon Canopy Steel Jolst@ End (Fascia - TYP) CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysts Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksl Bending Axis: Major Axis Bending Span = 30.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loading Uniform Load: D = 0.0020, Lr = 0.020, W.= -0.0290 ksf, Tributary Width = 2.50 ft. (Roof Load) Point Load: 0 = 0.30, Lr = 0.460, W = -0.660k @25.0 It, (P) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.232: 1 Maximum Shear Stress Ratio = 0.021 : I Section used for this span HSS12x2x1I4 Section used for this span HSSI2X2XI/4 Me: Applied 10.713 k-ft Va : Applied 1.795 k Mn! Omega: Allowable 46.138k-ft Vn(Omega : Allowable 87.035 k Load Combination -'04.r4H Load Combination +D4tr+H Location of maximum on span 16.629111 Location of maximum on span 30,000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.449 In Ratio = 801 >=240 Max Upward Transient Deflection 0.449 in Ratio = 801 >=240 Max Downward Total Deflection 0.705 in Ratio = 511 >=180 Max Upward Total Deflection -0.237 in Ratio = 1520 >=180 Maximum Forces & Stresses for Load Combinations - Load Combination Max stress Ratios Summary or moment vaiues ummary or near values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnOmega 404Lr41 Dsgn.L= 30.00 ft 1 0.232 0.021 10.71 10.71 77.05 46.14 1.12 1.00 1.79 145.35 87.04 +0.0.60WiH Dsgn.L = 30.001t 1 0.045 0.004 -2.06 2.06 77.05 46.14 1.12 1.00 0.32 145.35 87.04 4040.750Lf40.750L40.450W#I Dsgn.L = 30.00 ft 1 0.099 0.009 4.56 4.56 77.05 46.14 1.12 1.00 0.77 145.35 87.04 40.60D40.60W40.60H Dsgn.1 = 30.00 ft 1 0.078 0.007 -3.61 3.61 77.05 46.14 1.12 1.00 0.59 145.35 87.04 Overall Maximum Deflections Load Combination Span Max.-' Deft Location in Span Load CombInation Max. '+' Deft Location in Span 4D+IJ+H 1 0.7047 15.429 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values In KIPS Load Combination Support I Support 2 Overall MAXimum 1.288 1.795 Overall MINImum -0.257 -0.321 1.288 1.795 .D*0.60W#1 -0.257 -0.321 4D40.750Lr4O.750U40.450W+H 0.542 0374 _____ 23 Orchard Road, Suite #200 Project Title: West Coast Self Storage - Carlsbad, CA _______ Lake Forest, CA 92630 Engineer KK Project ID: 170606 11111111111k ______ 1: (949) 380-3970 Project Descc CON S U LT I N G F:(949)380-3771 P structural engineering F:(949)380-3771 r / Pinted: 5JAN 2016.1 0:05AM Steel Beam Aro HtKSP West Coast Self $toragestCoast Self Storage- Catisbad, CACalculatJoris170608.ec8 ENERCAI.C, INC. 1983-2017 Build:10.17.12.10, Ver10.17j 2.10 • Descñption: Canopy Steel Joist @ End (Fascia - TYP) Vertical Reactions Support notation: Far left is #i Values In KIPS Load Comblnaflori Support I Support 2 40.60D+0.60W40.60H .0.442 -0.586 D Only 0.461 0.661 L, Only 0.827 1.133 WOnly -1.198 -1.638 -S iii-nap 9- CONSULTING structural engineering 23 Orchard Road, Suite 200 Lake Forest, CA 92630 1: (949) 380-3970 F: (949) 380-3771 Project Title: West Coast Self Storage - Carlsbad, CA Engineer FF/ KK Project ID: 170606 Project Descr Description: Canopy Steel Beam (TYP) CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsIonal buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(0.210) 1-0060) W(-0.870) HSSI2x4XII4 HSS12x4x1!4 , H8812x4x1I4 Span = 6.750 ft Span = 18.250 ft Span = 5.0 ft 1' •1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: 0 = 0.0070, Is = 0.020, W = -0.0290 ksf, Tributary Width = 30.0 ft DESIGN SUMMARY aximum Bending Stress Section used for this span Ma: Applied Mn I Omega: Allowable Load Cbmblna5on Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection HSS12x4x1I4 22.874 k-ft 58.762 k-ft 40+Lr+H 6.750ft Span #1 -0.118 in Ratio -0.118 in Ratio = 0.260 in Ratio= -0.164 In Ratio= Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1,018>=240 1,018 >=240 843 >=180 731 >=180 HSSI 2x4x114 8.308 k 87.035 k .iO+1r4f 6.750 ft Span /Il Maximum Forces & Stresses for Load Combinations Load Combination Max Suess Ratios summary of moment veiues urJuiIIwy Of onear vaiues Segment Length Span /I N V Mmax + Mmax - Ma Max Mnx Mnx/0mega Cb Rm Va Max Vnx. Vn,dOmega +D+Lr+H Dsgn. L = 6,75 ft 1 0.389 0.095 -22.87 22.87 98.13 58.76 . 1.00 1.00 8.31 145.35 87.04 Dsgn. I = 18.25 it 2 0.389 0.095 18.41 -22.87 22.87 98.13 58.76 1.00 1.00 8.31 145.35 87.04 Dsgn.L = 5.00 ft 3 0.178 0.048 -10.45 10.45 98.13 58.76 1.00 1.00 4.18 145.35 87.04 +D40.60W48 Dsgn. L= 6.75 it 1 0.133 0.033 7.83 7.83 98.13 58.76 1.00 1.00 2.84 145.35 87.04 Dsgn. L= 18.25 ft 2 0.133 0.033 7.83 -6.30 7.83 98.13 58.76 1.00 1.00 2.84 145.35 87.04 Dsgn. L= 5.00 ft 3 0.061 0.016 3.58 3.58 98.13 58.76 1.00 1.00 1.43 145.35 87.04 4090.750Lre0.750L40.450W+H Dsgn. L= 6.75 ft 1 0.137 0.034 -8.05 8.05 98.13 58.76 1.00 1.00 2.93 145.35 87.04 Dsgn.L= 18.25ft 2 0.137 0.034 6.48 -8.05 8.05 98.13 58.76 1.00 1.00 2.93 145.35 87.04 Dsgn. L= 5.00 ft 3 0.063 0.017 -3.68 3.68 98.13 58.76 1.00 1.00 1.47 145.35 87.04 40.60040.60W40.601-1 Dsgn. L = 6.75 it 1 0.177 0.043 10.41 10.41 98.13 58.76 1.00 1.00 3.78 145.35 87.04 Dsgn. L = 18.25 ft • 2 0.177 0.043 10.41 -8.38 10.41 98.13 58.76 1.00 1.00 3.78 145.35 87.04 Dsgn.I = 5.00 ft 3 0.081 0.022 4.76 4.76 98.13 58.76 1.00 1.00 1.90 145.35 87.04 Overall Maximum Deflections Load Combination Span Max. '- Dell Location in Span Load Combination Max. "+' Dell Location in Span 1 0.0000 0.000 40+Lr+H -0.0228 4.185 40+11+8 2 0.2597 9.733 0.0000 4.185 3 0.0000 9.733 +0+1141 -0.1641 5.000 23 Orchard Road, Suite 200 Project hUe: West Coast Self Storage - Carlsbad, CA - Lake Forest, CA 92630 Engineer: FF1 KK Project ID: 170606 - 1I1le' T: (949) 380-3970 Project Descr: C 0 N S U L T I N G F: (949)380-3771 "1 structural engineering 4 Vertical Reactions Support notation : Far left Is #1 Values in KIPS Load Comblnaflon Support I Support 2 Support 3 Support 4 Overall MAXImum 0.591 -15.111 -11.580 Overall MiNimum -0.160 4.096 3.139 40I4J#I .0.568 14.517 11.125 *D'O.60W+H 0.194 -4.971 -3.809 +D.O.750Lr40.750140.450W4H -0.200 5.112 3.918 90.60D40.60W40.60H 0.259 -6.609 -5.065 DOnly -0.160 4.096 3.139 LOnly -0.408 10.421 7.986 WOnly 0.591 -15.111 -11.580 111111 -S iiFir ff- CONSULTiNG structural engineering 23 Orchard Road, Suite 200 Lake Forest, CA 92630 T: (949) 380-3970 F: (949) 380-3771 Project Title: West Coast Self Storage - Carlsbad, CA Engineer: FF1 KK Project ID: 170606 Project Descr: Pltnted: 4 JAN 2018, 3:23PM AleKKSPShirRo1WeiCoastSeJIStoragaWestCoasLSeif8torage Carlsbad CA1Calculallon&rl70606ec8 ENERCALC lNCI9O3.2O17 Build 1017 12.1( Vr1017121O -Lic. # : KW-06004683 Licensee : KSP CONSULTING ENGINEERS Descriotlon: Canopy Steel Beam-1 CODE REFERENCES Calculations per AISC 360-10. IBC 2015, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 48.0 ksi Beam Bracing: Beam Is Fully Braced against lateral-torsional buckling E: Modulus: 29,900.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: 0 = 0.0070, Lr = 0.020, W = -0.0290 ksf, Tributary Width = 30.0 ft 11*1Lc1A!I Section used for this span HSSI 2x4x114 Ma: Applied 10.448 k-ft Mn Iomega : Allowable 56.762 k-ft Load Combination +0+Lr+H, LL Comb Run (*L) Location of maximum on span 6.750 ft Span # where maximum occurs Span #1 Section used for this span HSSI 2x4x1/4 Va : Applied 4.369 k Vn/Omega : Allowable 87.035 k Load Combination 404r+H, LL Comb Run (LL) Location of maximum on span 6.750 It Span # where maximum occurs Span # I Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.066 in Ratio = 1,827 >=240 0.066 In Ratio= 1,827 >=240 0.084 In Ratio= 1430 '=180 -0.029 in Ratio= 4077 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # M V Mmax + Mniax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega eO+Lr+H, LL Comb Run (EL) Dsgn. L = 6.75 ft 1 0.178 0.048 -10.45 10.45 98.13 58.76 1.00 1.00 4.18 145.35 87.04 Dsgn, L= 5.00 ft 2 0.178 0.048 -10.45 10.45 98.13 58.76 1.00 1.00 4.18 145.35 87.04 'O+Ir*H, IL Comb Run (L) Dsgn. L= 6.75 it 1 0.058 0.037 3.40 -2.95 3.40 98.13 58.76 1.00 1.00 3.26 145.35 87.04 Dsgn.L= 5.00 It 2 0.050 0.014 -2.95 2.95 98.13 58.76 1.00 1.00 1.18 145.35 87.04 +0i4.r-i+i, LL Comb Run (LI) Dsgn. L = 6.75 ft 1 0.178 0.050 0.97 .10.45 10.45 98.13 58.76 1.00 1.00 4.37 145.35 87.04 Dsgn. L= 5.00 ft 2 0.178 0.048 -10.45 10.45 98.13 58.76 1.00 tOO 4.18 145.35 87.04 4040.60W4H Dsgn. L= 6.75 it 1 0.061 0.017 3.58 -0.33 3.58 98.13 58.76 1.00 1.00 1.50 145.35 87.04 Dsgn.L= 5.00 it 2 0.061 0.016 3.58 3.58 98.13 58.76 1.00 1.00 1.43 145.35 87.04 .D40.750Lr40.750L40.450W*H, LL Con Dsgn. L= 6.75 ft I 0.063 0.017 -3.68 3.68 98.13 58.76 1.00 1.00 1.47 145.35 87.04 Dsgn. 1= 5.00 ft 2 0.063 0.017 -3.68 3.68 98.13 58.76 1.00 1.00 1.47 145.35 87.04 !040.7501r.750L.o.45oW+H, LL Coin Dsgn. L= 6.75 ft 1 0.047 0.015 2.79 2.79 98.13 58.76 1.00 1.00 1.28 145.35 87.04 Dsgn. L= 5.00 it 2 0.033 0.009 1.95 1.95 98.13 58.76 1.00 1.00 0.78 145.35 87.04 +D40.750Lr.0.750L+O.450W-'fl, IL Corr Dsgn. 1= 6.75 ft 1 0.063 0.018 0.34 -3.68 3.68 98.13 58.76 1.00 1.00 1.54 145.35 87.04 Dsgn. L= 5.00 It 2 0.063 0.017 -3.68 3.68 98.13 58.76 1.00 1.00 1.47 145.35 87.04 40.601340.60W40.601-1 Dsgn.L= 0.75 ft 11 0.081 0.023 4.76 -0.44 4.76 98.13 58.76 1.00 1.00 1.99 145.35 87.04 23 Orchard Road, Suite 200 Project Tulle: West Coast Self Storage - Carlsbad, CA Lake Forest, CA 92630 Engineer FF/ KK Project ID: 170606 T: (949) 380-3970 Project Descc CONSULTINGF:(949)380-3771 structural engineering niated: 4JAN20I 3:23PM £ Flle=HKSPStudlo1West Coast Self SLorageWest Coast Self Storage Carlsbad, 1Ca166IabonI70606ec6 ee earn 2-1 - I ENERCAIC INC 1983-2017 Build 1017 12 10 Ve10l7 1210 irjwA'EoIlfII'ai*1I flaeprintitn Canoov Steel Beam-1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V I Mmarc Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max . Vnx VnxlOmega Dsgn. L = 5.00 it 2 0.081 0.022 4.76 4.76 98.13 58.76 1.00 1.00 1.90 145.35 87.04 Overall Maximum Deflections Load Combination Span Max. '-" Dell Location In Span Load Combination Max. V Dell Location in Span 1 0.0000 0.000 40"Lr4l -0.0123 4.050 4041r+H 2 0.0839 5.000 0.0000 4.050 Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination . Support 1 Support 2 Support 3 Overall MAXimum 2.384 -8.897 Overall MiNimum 0.359 -0.073 404L1'H, LL Comb Run (L) -0.752 6.523 sO+Ir#I, IL Comb Run (Li) 2.384 4.437 .D+Lr#l, LL Comb Run (LL) 1.273 8.548 4040.60W4H -0.436 -2.927 +040.750Lr40.750190.450W4t LL Corr -1.070 1.491 4040.750Lr40.750L40.450W'+I, IL Corr 1.282 -0.073 4050.750Lr40.750L40,450W4+4, IL Corr 0.448 3.010 40.60040.60W40.60H -0.580 -3.891 D Only 0.359 2.412 Lr Only, IL Comb Run ('L) -1.111 4.111 Ir Only, LL Comb Run (L*) 2,025 2.025 IrOnly. LL Comb Run (LL) 0.914 6.136 W Only -1.325 -8.897 Project West Coast Self Storage - Carlsbad, CA Prepared By: KK Date 1/5/2018 CONSULTING Subject Canopy Lateral Design Checked By: str.ucturai engineering Job No. 170606 Sheet No. 7.4 (9 Rev. No. Canopy Lateral Design Seismic Load: a2.5, SDSO.707,Ip = 1,R2.5, z=h= 15'-0" Fp = (0.4 ap SDS II 1p) (1+2 Z/h) W = 0.85 W <FMI 0.3 SDS 1p W = 0.22 W 4 Wei,mic = 0.85 W FScis,nic.X(MaL) = 0.85 x [7 psfx 65.5'x (18.251/2 + 51)] = 5.5 kips FSci,mic.y(Max.) = 0.85 x [7 psfx 30'x30'] = 5.4 kips Wind Load: qis22.38, G=0.85,CF = 1.8 WWUId = qh©15' G CF = 22.38 psf x 0.85 x 1.8 A = 35 psf A 4 Wwind = 35 psf A Fwin4.X(Max.) = 35 psf x [1' x (18.25'/2 + 5')] = 0.5 kips FW,nd-y(Max.) = 35 psfx (1' x 30')] = 1.1 kips Roof Diaphragm Design: X Direction: Vscisnuc (ASD)-X = 0.7 X VSeismic.X (Max) / L = 0.7 x 5.5 k / 59' =66 p11< VAjiow = 553 P11 Vwjnd(ASD)..X = 0.6 X VW1nd.Xax)/L = 0.6 x 0.5 k /59' = 6 plf< Vuiw =553 plf Y Direction: VSeismic(ASD).y = 0.7 X VSeismic-Y(Max)/ B = 0.7 x 5.4 k /30' = 126 plf< VMl0w = 553 plf VWind(ASD).Y = 0.6 X Vwjnd-y (Max) / B = 0.6 x 1.1 k / 30'= 22 p11< VAjiow = 553 plf USE: 22 GA. #12 Screws 36/9. #10 Screws @ 12" O.C. Side Lap USE: Column: HSS 12 x 12 x 14 Pole Footing: 2'-6" Dia. x 7'-0" Height Conc. Pole Base w11 045 Vert. & #3 Close Ties 12" O.C. 23 Orchard Road, Suite 200 • Lake Forest, California 92630 • Office (949) 380-3970 • Fax (949) 380-3771 Page 151 of 174 IAPMO UES Evaluation Report No. 0217 7. \ Expires: 11/2018 Issued: 11/2011 TABLE 46- ALL9 BLLDIAPRAGM SHEAR STRENGTH, q (pif), AND FLEXIBILITY FACTORS, F, FOR I 5/I SC(DEEP) VERCóWJ DECK PANELS (NORMAL AND INVERTED") ATTACHED TO SUPPORT 0' 0895" NHICKER WITH SDI RECOGNIZED #12 OR #14 SCREWS AND SIDELAPS FASTENED WITH #10 SCREWStz34SOB (Coned.) DECK SIDELAP SPAN (ft-In.) GAGE MENT 4'.O" 5'.O' 6'.O' 7'-O" - 8'-O" 9'-O" 10'-O" 36I9 mPRMAL POSITION) ATTACHMENT PATTERN (Cont'd.) #10@24° q F 7.8+IR 484 8+IR 387 9+OR 366 9+OR 319 9.8-IR 310 9.8-jR 278 10.5-IR ;\ #10@18" q F 569 7.1+1R 509 7 430 8.2+OR 402 8.3+OR 382 8.4+OR 338 9.1+OR 328 9.1+OR ) ;;j;;\ q 622 553 ,31 I 505 ID 470 7 A4D 444 7 R4no 422 7 7flP 404 7 RflD #10 5.7+1 #1O@24° q b25 '*11 ,, F 6.9+OR 7.1+OR 8-1R 8-1R 8.8-1111 8.7-1R 9.3-1R q 695 625 528 500 477 422 411 010 18° F 6.3+IR 8.5+OR 7.3+OR 7.4+OR 7,5+OR 8.1+OR 8.1+OR 20 q 763 682 626 585 553 529 509 #10 @ 12° 0.40 C 4..f%0 C ..AD C C..flD C 7~no C R+fl C Q+fl #10@6" q 1006 938 F 4.7+1R 4.9+IR The dimension from the first and last sidelap connection within eachspan is to be no more than one-half of specified spacing. 2 R is the ratio of vertical span (Lv) of the deck to the length (L5) of the deck sheet: R = LI L5 Interpolation of diaphragm shear strength between adjacent spans or sidelap spacings is permissible. For interpolation of the diaphragm flexibility factor between adjacent spans, use the flexiblity factor for the closest adjacent span length. Diaphragm shear values for side seam fasteners placed at spacings other than those in the table should be determined based on the number of fasteners in each span. The allowable diaphragm shear values in (he table utilize a factor of safety, C = 2.5 (limited by connections), with the exception of the shaded table values, which utilize a factor of safety of C = 2.0 (limited by panel buckling.) See Table 168 page 57 for guide to proper selection of support fastening screws. See Table 16E page 58 for adjustment factors when using generic screws and/or steel supports less than 0.0385 in. thick. To obtain allowable diaphragm shear strength and flexibility factors for Deep VERCOR in the Inverted Position, multiply the listed values for Deep VERCOR in the normal position by the following adjustment factors based on attachment pattern and sidelap fastener spacing: Normal Position Inverted Position Adjustment Stdelap Fastener Spacing Pattern Pattern Factor 2411 o.c. 18'o.c. 12'o.c. 61,o.c. 3815 36/4 Rq 0.81 0.84 0.87 0.92 RF 1.47 1.47 .1.47 1.47 3619 Rq 0.75 0.79 0.81 0.87 L.. ._1 R. 1.08 1.06 1.05 1.02 These adjustment factors are based on the maximum adjustment for tabulated span lengt To catulate a specific condition, use design equations listed at the end of report ER-0217. 807 23 Orchard Road, Suite 200 Lake Forest, CA 92630 1: (949) 380-3970 C 0 N S U L I I N G F: (949) 380-3771 structural engineering Project Title: West Coast Self Storage - Carlsbad, CA Engineec FF/ KK Project ID: 170606 Project Descr: r7 ç Desciiption: Canopy Steel Column Code References Calculations per AISC 380-10, IBC 2015. CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS12x12x1I4 Overall Column Height 15.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (Width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling = 15.0 it K = 1.0 Y-Y (depth) axis: Lin raced Length (orY-Y Axis buckling = 15.0 It, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 591.45 lbs Load Factor AXIAL LOADS... P: Reaction of Steel Beam: Axial Load at 15.0 ft, 0 = 4.10, LR = 10.50, W = -15.20 k BENDING LOADS... F Max.: Lat. Point Load at 15.0 ft creating Mx-x, W = 1. 10, E = 1.90k DESIGN SUMMARY Bending &Shear Check Results PASS Max. AxiaI+Bending Stress Ratio = 0.2555 : I Maximum Load Reactions.. Load Combination +D+0.70E Top along X-X 0.0 k Location of max.above base 0.0 It Bottom along X-X 0.0 k At maximum location values are... Top along V-V 0.0 k Pa: Axial 4.691 k Bottom along Y-Y 1.90 k Pn/ Omega: Allowable 217.681 k Ma-x: Applied -19.950 k-ft Maximum Load Deflections Mn-x I Omega: Allowable 81.521 k-ft Along Y-Y 0.3577 in at 15-Oft above base for load combination : +D+0.70E Ma-y: Applied 0.0 k-ft Mn-yl Omega: Allowable 81.521k-ft Along X-X 0.0 in at O.Oft above base for load combination: PASS Maximum Shear Stress Ratio = 0.01528 : I Load Combination +D+0.70E Location of max.above base 0.0 It At maximum location values are... Va:Applled 1.330 k Vn Iomega: Allowable 87.035 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 40+L.I 0.070 PASS 0.00 ft 0.000 PASS 0.00 ft 4040.60W 0.132 PASS 0.00 It 0.008 PASS 0.00 it 40-0.60W 0.153 PASS 0.00 ft 0.008 PASS 0.00 It +040.70E 0.255 PASS 0.00 It 0.015 PASS 0.00 it +D-0.70E 0.255 PASS 0.00 It 0.015 PASS 0.00 it 40.60040.60W 0.136 PASS 0.00 ft 0.008 PASS 0.00 ft 40.60D-0.60W 0.149 PASS 0.00 ft 0.008 PASS 0.00 it +0.60040.70E 0.251 PASS 0.00 ft 0.015 PASS 0.00 it 40.600-0.70E 0.251 PASS 0.00 ft 0.015 PASS 0.00 it Máxlmüm Reactions Note: Only non-zero reactions are listed. AxlalReaction X-X Axis Reaction k Y-Y Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination © Base @ Base @ Top @ Base @ Top © Base @ Top @ Base @ Top 15.191 4040.60W .4.429 0.660 -9.900 40.0.60W 13.811 -0.660 9.900 C ON S U L I N G structural engineering 23 Orchard Road, Suite 200 Lake Forest, CA 92630 1: (949) 380-3970 F: (949) 380-3771 Project Title: West Coast Self Storage - Carlsbad, CA Engineer FF/ KK Project ID: 170606 Project Descr: 7 x. Maximum Reactions Note: Only non-zero reactions are listed. Axial Reaction X-X Axis Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Load Combination @ Base @ Base @ Top @ Base @ Top @ Base @ Top @ Base @ Top *Oi0.70E 4.691 1.330 -19.950 'O-0.70E 4.691 -1.330 19.950 O Only 4.691 LrOniy 10.500 WOnly -15.200 1.100 -16.500 -w 15.200 -1.100 16.500 E Only 1.900 -28.500 E Only *1.Q 4.900 28.500 Extreme Reactions Axial Reaction X-XAxls Reaction k V-V Axis Reaction Mx - End Moments k-ft My - End Moments Item Extreme Value @ Base © Base @ Top © Base @ Top © Base @ Top @ Base © Top Axial @ Base Maximum 15.200 -1.100 16.50D • Minimum -15.200 1.100 -16.500 Reaction, X-XAxls Base Maximum 15.191 . Minimum 15.191 Reaction, Y-Y Axis Base Maximum 1.900 -28.500 Minimum -1.900 28.500 Reaction, X-X Axis Top Maximum 15.191 • Minimum 15.191 Reaction, V-V Axis Top Maximum 15.191 Minimum 15.191 Moment X-X Axis Base Maximum 28.500 -1.900 28.500 Minimum -28.500 1.900 -28.500 IMoment, V-V Axis Base Maximum 15.191 Minimum 15.191 Moment, X-X Axis Top Maximum 15.191 Minimum 15.191 Moment V-V Axis lop Maximum 15.191 Minimum 15.191 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance .+O#Lr 0.0000 in 0.000 It 0.000 In 0.000 ft *0*0.60W 0.0000 In 0.000 it 0.177 in 15.000 it *0-0.60W 0.0000 in 0.000 it -0.177 in 15.000 it -iD.0.70E 0.0000 In 0.000 it 0.358 In 15.000 it .iD.0.70E 0.0000 In 0.000 it -0.358 In 15.000 It *0.600*0.60W 0.0000 In 0.000 it 0.177 in 15.000 It +0.600-0.60W 0.0000 in 0.000 ft -0.177 in 15.000 it .*0.600*0.70E 0.0000 in 0.000 ft 0.358 in 15.000 it ..0.600-0.70E 0.0000 In 0.000 it -0.358 in 15.000 ft O Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft *0.60W 0.0000 In 0.000 it 0.177 in 15.000 it- -0.60W 0.0000 in 0.000 It .0.177 in 15.000 ft E Only * 0.70 0.0000 in 0.000 ft 0.358 In 15.000 It E Only -0.70 0.0000 in 0.000 It -0.354 in 14.899 it Steel Section Properties : HSS1202014 01 -Il 23 Orchard Road Suite 200 Project Title: West Coast Self Storage - Carlsbad, CA Lake Forest, CA 92630 Engineer: FF1 KK Project ID: 170606 1: (949) 380-3970 Project Descc: C 0 N S U I T I N G F:(949)380-3771 structural engineering 7 PInted: 4 JAN 2018, 23PM Description: Canopy Steel Column Steel Section Properties : HSS12x12x1I4 Depth 12.000 in lxx = 248.00 j'14 J = 384.000 mM Design Thick 0.233 in Sxx = 41.40 1nA3 Width = 12.000 in Rxx = 4.790 In Wail Thick = 0.250 in Zx = 47.800 InA3 Area = 10.800 lnA2 iyy = 248.000 JA4 C = 64.500 1nA3 Weight = 39.430 p11 S yy = 41.400 lnA3 Ryy = 4.790 In Yog = 0.000 In Sketches 23 Orchard Road, Suite 200 Project Title: Lake Forest, CA 92630 Engineer: 1: (949) 380-3970 Project Desci: C 0 N S U L T I N G F: (949) 380-3771 structural engineering West Coast Self Storage - Carlsbad, CA FFIKK Project ID: 170606 rVintet 4 JAN 20* 3:24PM qe ooing rnMe e tfl QI -.. '.. ENERCALC INC 1983-2017 Bdd101712:10Ver1171210 Lic. 4 KW-06004683 Licensee KSP CONSULTING ENGINEERS Description: Canopy Pole Footing Code References Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information. Pole Footing Shape Circular Pole Footing Diameter 30.0 in Calculate Mm. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive..................300.0 pcI Max Passive...................4,000.0 psf Controlling Values Governing Load Combination: .D+0.70E+H Lateral Load 1.330 k Moment 19.950 k-ft NO Ground Surface Restraint. Pressures at 113 Depth Actual 657.54 Psi Allowable 659.03 psI Footing Base Area 4.909 f1112 Maximum Soil Pressure 2.974 ksl Anolled Loads Lateral Concentrated Load () . Lateral Distributed Loads (kit) Vertical Load (k) D: Dead Load k Will 4.10k Lr: Roof Live k k/ft 10.50 k L: Live k k/ft K S: Snow k k/ft . -15.20 K W: Wind 1.10k k/ft K E : Earthquake 1.90 K k/ft k H: Lateral Earth K k/ft K Load distance above TOP of Load above ground surface ground surface 15.0 ft 15.0 It BOTTOM of Load above ground surface ft -t0i4.+H 0.000 0.000 0.13 0.0 0.0 1.000 0.000 0.000 0.13 0,0 0.0 1.000 0.000 0.000 0.13 0.0 0.0 1.000 4040.750Lr40.750L+H 0.000 0.000 0.13 0.0 0.0 1.600 4040.750L40.750S+H 0.000 0.000 0.13 0.0 0.0 1.000 .i1J*0.60W41 0.660 9.900 5.13 508.8 510.4 1.000 +D40,70E*H 1.330 19.950 6.63 657.5 659.0 1.000 +D40.750Lr40.750L40.450W+H 0.495 7.425 4.63 458.6 460.1 1.000 ______ 23 Orchard Road, Suite 200 _______ Lake Forest; CA 92630 ______ 1: (949) 380-3970 C 0 N S U L I I N G F: (949)380-3771 structural engineering Project Title: West Coast Self Storage - Carlsbad, CA Engineer: FF/ KK Project ID: 170606 Project Descr: Description: canopy Pole FooUng +D+O.750L40.750S40.450W4H .0.495 7.425 4.63 458.6 460.1 1.000 +D'0.750L40.750S40.5250E+H 0.998 14.963 6.00 591.3 593.2 1.000 40.60D40.60W40.60H . 0.660 9.900 5.13 508.8 510.4 1.000 40.60D10.70E40.60H 1.330 19.950 6.63 657.5 659.0 1.000 I . --.- r Q-. 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CAR LS'8 AD, CA 92010 12-06-2018 EL CONTACT REGARDING EMBED T9O9i5r18O9ff1 A I(P CONCRETE & STEEL, INC Concrete & Steel, Inc. I DET. A REF:II5I.08 1 I NI IX !: Ilr.Ll I8:0 FM 11.19i'l Ric MR-12-71 W. L4X4X4fj 11 jRDl) A JOINT LMX- -7 REF ISSI. F 'DET REPtEE6A8 lllmm FR US1S FL Xr, SECT. 2 l.4I I 641 slar 4h VLWW D CD CD CD 1ST FLOOR EXTERIQR CANOPY EMBEDMANL-6 I REFS 1.08 SECT. I I 1111912018 I FORFABRICATION I I 11012212018 FOR APPROVAL I LAPP. NO DATE DESCRIPTiON OWN CIII KPCONCRETE& STEEL, INC STATE LIC #983861 3838 9Th ST JOSER9,IIFCSCORP.COM GENERAL POMONA, CA 01768 NAIICSCORP.COM STRUCTI,AI, STEE PROJECT NAME WEST COAST SELl SIORAGE - SITE ADDRESS I 2405 COUGAR DR.CMLSBAD, CA 92010 DRAWING TITLE EMBED-CANOPY RAN DRAWING BY I BRAIN JUN I DRAWING I KEY PLAN I I E-1 DATE DRAWING I ii,iw2ois I NO, WEST COAST SELF STORAGE £Ar)a?'1 S f1W 17*J jij o1QE47Y 6LZMA s&r) FOR FABRICATION STRUCTUrR 'E!: STEEL PLAN 1 2405 COUGAR DR. CA RLS BAD, CA 92010: 1-2--iOT-2018 0 11 KP CONCRETE& STEEL, INC 4-& Coucrete SteeInc. CD CD CD op op op op op OD OP op OP OP OP 10-35 DET. A REF:1I51.08 1210612018 FOR FABRICATION 1111612018 FOR APPROVAL NO GATE DESCRIPTION I OWN JCIIK. APP I L I KP CONCRETE& STEEL,INC I STATE LUG 9983861 I3635 9TH ST JOSERU61cPCSCORP.COM GENERAL POMONA. CA 91799 W9N.!CSCORP.COM STRUCTURAL STEE • PROJECT NAME WEST COAST SELF STORAGE L... . . . __I SITE ADDRESS 2405 COUGAR DR.CLSBADCA92010 DRAWING TITLE EXTERIOR CANOPI FRAMING DRAWING BY BRAIN JUN DRAWING KEY PLAN E -34 DATE DRAWING 1210612018 NO. SECT. B BFJIPL SECT. 1 REF:81101.08 ' I Irtm f1I IA L..i DEl. A RIEFOMMIS LIi - SECT. A ai SECT. B 1210512018 FOR FADRICAI1ON 1111512018 FOR APPROVAL NO. DATE DESCRIPTION OWN, cm APP. kP CONCRETE& STEEL,INC STATE LIC .8983881 3835 9TH ST JOSER51ICPCSCORP.COM DANEP4J, POMONA, CA 51188 WAEN.SPCSCORP.COM s Fl PROJECT NAME WEST COAST SELF STORAGE SITE ADDRESS 2405 COUGAR OR.CARLSBAD, CA 92010 DRAWING TITLE EXTERIOR CANOPY FRAMING DETAIl. DRAWING BY BRAIN JUN DRAWING E -35 DATE DRAWING 1210012018 NO.