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1808 ASTON AVE; ; CBC2022-0139; Permit
Building Permit Finaled (city of Carlsbad Commercial Permit Print Date: 07/27/2023 Job Address: 1808 ASTON AVE, CARLSBAD, CA 92008-7364 Permit No: Status: CBC2022-0139 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2121200700 Valuation: $6,337.62 Occupancy Group: B #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: o Code Edition: 2019 Sprinkled: Project Title: Track#: Lot#: Project#: Plan#: Construction Type:UNCHANGED Orig. Plan Check#: Plan Check#: Applied: 05/02/2022 Issued: 06/30/2022 Fina led Close Out: 07/27/2023 Final Inspection: 06/06/2023 INSPECTOR: Kersch, Tim Renfro, Chris Description: MIRAMAR CAPITAL: FACADE RENOVATION, FREE STANDING SCREEN STRUCTURE AND (2) SHADE STRUCTURES Applicant: Property Owner: WARE MALCOMB JESSICA LOGERBERG MIRAMAR ASTON VIEW 1 LLC 1808 ASTON AVE 3911 SORRENTO VALLEY BLVD, # 120 SAN DIEGO, CA 92121-1456 (760) 846-0434 FEE BUILDING PLAN CHECK CARLSBAD, CA 92008-7369 BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -NON-STRUCTURAL 581473 -GREEN BUILDING STATE STANDARDS FEE SITE IMPROVEMENTS STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $2,033.72 Total Payments To Date: $2,033.72 Contractor: SPW CONSTRUCTION DBA WHITE CONSTRUCTION 1808 ASTON AVE, # STE 100 CARLSBAD, CA 92008-7369 (760) 931-1130 Balance Due: AMOUNT $679.13 $194.00 $98.00 $15.00 $648.00 $1.00 $396.82 $1.77 $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 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov { City of Carlsbad Job Address 1808 Aston Ave COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check(/')( :)!J_) \) ( ,(1( Est. Value PC Deposit Suite:. _____ APN: 2121200700 Tenant Name #:._M_i_,a_m_a,_c_a.;.p_ita_i ______________ Lot #:, _____ Year Built: _2_00_0 ________ _ Year Built:. __ _ Occupancy:. __ _ Construction Type:. __ _ Fire sprinklers(:)YEsO NO A/c:QYES0No BRIEF DESCRIPTION OF WORK: Exterior Modificalion to include Facade Renovation and a Free Standing Screen Structure the add1t1on or (2) Two Shade Structures at Back Patio. 0 Addition/New:451 SF+63LF Free S!and ir:M,New SF and Use, _________ New SF and Use _______ SF Deck, _______ .SF Patio Cover, ________ SF Other (Specify) ____ _ OTenant Improvement: _____ SF, _____ SF, 0 Other: Existing Use: ________ Proposed Use: _______ _ Existing Use: Proposed Use: ______ _ ----------------------------------------- PRIMARY APPLICANT Name: Jessica Logerberg Address: 3911 Sorrento Valley Blvd, Ste. 120 City: San Diego State:._c_A __ Zip: 92121 Phone: B58.875.1074 Email: jlogerberg@waremalcomb.com DESIGN PROFESSIONAL Name: Nathan Dean/Ware Malcomb Address: 3911 Sorrento Valley Blvd City: San Diego State:._c_A __ Zip: 92121 Phone: 858-638-7277 Email: ndean@waremalcomb.com Architect State License: _c_3_31_8_5 _________ _ PROPERTY OWNER Name: Miramar Capltal -Erik Halterman Address: 11100 Santa Monica Blvd, Suite 240 City: Los Angeles Phone: 415.515.5666 State.:_ c_A __ Zip: 90025 Email: ehalterman@miramarcapital.com CONTRACTOR OF RECORD Business Name: White Construction Inc Address: 2524 gateway Road City: Carlsbad State:,--'C"-A'--_Zip: 92009 Phone: 760-931-1130 x114 Email: leah@whiteconstructioninc.com CSLB License #:_"'10""2"'3"'85"'6'--____ Class:.-'B'-------- Carlsbad Business License# (Required): BLNR000431-02-2017 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. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): Jessica Lagerberg SIGN:_ 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 04/20/2022 -DATE:------ Email: BuiJding@carlsbadca.gov REV. 04/22 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 hereby affirm under penalty of per jury 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 full force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): D1 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. Policy No. ______________________________________ _ -OR- ~I 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: _s_,.,_.,_ • ...cm~c."_'"_"0_"_'"'-"'-'"-"-'"-"'-------------- Policy No. 924 ) 036 - 22 Expiration Date:-'-"'-"-"'-"-------------- -OR-O certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall 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 certify that I have read the application and state that the above information is correct and that the information on the plans isaccurate. /agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT}: Leah Norman, Project )!jSIGNATURE: lu1Ju.B1ttfd Jl, DATE: 612812022 Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D 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. 7044, 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- D1, 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- 01 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 low, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I lwww.leginfo.ca.gov/ calaw.html. OWNER CERT/FICA TION: I certify that/ 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}: _________ _ SIGN: __________ DATE: ______ _ 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 (CBC2022-0139) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 05/02/2022 Owner: MIRAMAR ASTON VIEW 1 LLC Issue Date: 06/30/2022 Subdivision: CARLSBAD TCT#85-24 UNIT#04 Status: Closed -Finaled Expiration Date: 04/03/2023 IVR Number: 40336 Scheduled Actual Inspection Type Inspection No. Inspection Date Start Date Status 08/24/2022 08/24/2022 BLDG-11 189804-2022 Cancelled Found ati on/Ftg/Pi ers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency 08/26/2022 08/26/2022 BLDG-11 190035-2022 Passed Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency 10/03/2022 10/03/2022 BLDG-11 193187-2022 Passed Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS BLDG-Building Deficiency 06/06/2023 06/06/2023 BLDG-Final Inspection 213250-2023 Passed Checklist Item COMMENTS BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final NOTES Created By TEXT Angie Teanio 619-994-6654 Tyler Thursday, July 27, 2023 Address: 1808 ASTON AVE CARLSBAD, CA 92008-7364 Primary Inspector Reinspection Chris Renfro Reinspect ion Passed No Tim Kersch Passed Yes Tim Kersch Passed Yes Tim Kersch Passed Yes Yes Yes Yes Yes Created Date 06/05/2023 Inspection Incomplete Complete Complete Complete Page 1 of 1 I' ce RE Structural Calculations Aston Views 1808 Aston Ave., Carlsbad, CA 92008 Project No.: 22036 March 23, 2022 ~ Amir Deihimi, Principal CITY p; CBC 2022--0109 Core Structure, Inc., 23172 Plaza Pointe Dr., Suite 145, Laguna Hills, CA 92653 949-954-7244 3/15/22, 1:15 PM C\TC Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category 11 Risk Category Ill Risk Category IV 1808 Aston Ave, Carlsbad, CA 92008, USA 33.1326297, -1172923646 262 ft ·2022-03-15T20:15:16.857Z Wind ASCE 7-10 67 mph MRI 10-Year 72 mph MRI 25-Year 77 mph MRI 50-Year 82 mph MRI 100-Year 89 mph Risk Category I 96 mph Risk Category II 102 mph Risk Category Ill-IV 107 mph ATC Hazards by Location na Island ;ential -iabitat.. Go gle 72 79 85 91 100 110 115 mph mph mph mph mph mph mph Temecula 0 262 ft A.2 Borregc Spr~ngs Carl~ Clevelund AnLa·Bc National Forest Des State San Diego 0 Map data ©2022 Google, INEGI ASCE 7-05 ASCE 7-05 Wind Speed 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wP.hsitP. rlnP.s not imnlv ;;1nnrnv.::1I hv thP. novP.rninn huilrlinn r.orlP. hnrliAS rP.snnnsihlP. for h• Jilrlinn r.nrlP. .::1nnrnv.::1I ;;1nrl intP.rnrP.t;:1tinn fnr thP. https://hazards.atcouncil.org/#/wind?lat=33.1326297&Ing=-117 .2923646&address=1 BOB Aston Ave%2C Carlsbad%2C CA 92008%2C USA 1/2 3l;_5122, 2: 10 PM ATC Hazards by Location L\T( Hazards by Location Search Information Address: Coordinates: Elevation: Timestamp: Hazard Type: Reference Document: Risk Category: Site Class: 1811 Aston Ave, Carlsbad, CA 92008, USA 33.1321398, -117.2904819 258 ft 2022-03-15T2110:08:618Z Seismic ASCE7-16 II D-default na Island ;ential -labitat.. Go gle Basic Parameters Name Value Description Ss 0.994 MCER ground motion (period;Q.2s) S1 0.362 MCER ground motion (period;1 .Os) SMs 1.193 Site-modified spectral acceleration value SM1 • null Site-modified spectral acceleration value Sos 0 795 Numeric seismic design value at 0.2s SA So1 * null Numeric seismic design value at 1.0s SA • See Section 11.4.8 •Additional Information Name Value Description soc * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.898 Coefficient of risk (0.2s) CR1 0.909 Coefficient of risk (1.0s) PGA 0435 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.522 Site modified peak ground acceleration Temecula 0 A3 Borregc Springs 0 258 ft Carl~, Cleveland Anza-B, National rorest Des State San Diego 0 Map data ©2022 Google, INEGI https://hazards.atcouncil.org/#/seismic?lat=33.1321398&Ing=-117.2904819&address=1811 Aston Ave%2C Carlsbad%2C CA 92008%2C USA 1 /2 3/15/22, 2:10 PM -ATC Hazards by Location TL 8 Long-period transition period (s) A.4 S§RT 0.994 SsUH 1.106 SsD 1.5 S1RT 0.362 S1UH 0.398 S1D 0.6 PGAd 0.5 * See Section 11.4.8 Probabilistic risk-targeted ground motion (0.2s) Factored uniform-hazard spectral acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (0.2s) Probabilistic risk-targeted ground motion (1.0s) Factored uniform-hazard spectral. acceleration (2% probability of exceedance in 50 years) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=33.1321398&Ing=-117.2904819&address=1811 Aston Ave%2C Carlsbad%2C CA 92008%2C USA 2/2 Project Aston View Date 15-Mar-22 Design Parameters Project Locati0n: -- Seismic Force-Resisting System: Soil Site Class Risk Category Resp. Spectral Acc. (0.2 sec), S5 Resp. Spectral Acc.(1 sec), S1 Site Coefficient, Fa Site Coefficient, F v Seismic Design Category (Short Period Resp. Acc.) Seismic Design Category (1-sec Period Resp. Acc.) Seismic Design Category Response Modification Coeff., R Importance Factor, le Structural Height, hn Period Parameter, Ct Period Parameter, x Approx. Fundametal Period, Ta Cale. Period Upper Limit, Cu Ta Long-Period Transition Period TL Seismic Base Shear, V Cs ~ I Sos ] / I R / le ] Cs max Csmin V= C5 * W V= C5 * W Vvert. == 0.20 SDs W Vvert. = 0.14 505 W I_ Engineer Checked by Project No. 22036 __ Sheet of Seismic Base Shear for Building Structures In Accordance with 2019 CBC Section 1613 and ASCE 7-16 = = = = = = Carlsbad Ordinary Cantilever Column System D II 1.570 g 0.362 g 1.00 1.94 1.57 0.70 1.047 0.468 D D D 125 1.00 17.00 ft 0.020 0.75 0.167 sec 0.234 sec 8 sec 0.837 2.235 0.046 0.837 W 0.586 W 0.209 W 0.147 W CBC 2019 Section 1613.22 and ASCE 7-16 -Table 20.3-1 Site Class Per Geotechnical Report ASCE 7-16-Table 1.5-1 Per Geotechnical Report Per Geotechnical Report ASCE 7-16 -Table 11.4-1 Ground motion hazard analysis required ASCE 7-16-Table 11.4-2 ASCE 7-16 -Equation 11.4-1 ASCE 7-16 -Equation 11.4-2 ASCE 7-16-Equation 11.4-3 ASCE 7-16 -Equation 11.4-4 ASCE 7-16 -Table 11.6-1 ASCE 7-16 -Table 11.6-2 and Section 11.6 ASCE 7-16 -Section 11.6; most severe SOC for S1 and Ss ASCE 7-16 -Table 122-1 ASCE 7-16-Table 1.5-2 Height from base to highest level of SFRS ASCE 7-16 -Table 12.8-2 All other structural systems ASCE 7-16 -Table 12.8-2 ASCE 7-16 -Equation 12.8-7 ASCE 7-16-Section 12.8.2: Cu• Ta= 1.4 • 0.167 = 0234 ASCE 7-16 -Figure 22-14 through Figure 22-17 ASCE 7-16 -Equation 12.8-2 ASCE 7-16 -Equations 12.8-3 & 12.8-4 ASCE 7-16 -Equations 12.8-5 & 12.8-6 ASCE 7-16 -Equation 12.8-1 ASCE 7-16 -Equation 12.8-1 ASCE 7-16 -Equation 12.4-4 ASCE 7-16 -Equation 12.4-4 Strength Horiz. Service Horiz. Strength Vert. Service Vert. A.5 Project Aston View Date 15-Mar-22 Engineer Checked by Project No. 22036 Sheet Design Wind Forces on Other Structures: Open Frame Patio In Accordance with ASCE 7-16 Section 29.4 Risk category Basic wind speed Exposure category Shape Description Distance from ground surface to centroid of Af Wind directionality factor Velocity pressure exposure coefficient, z Topographic factor Velocity pressure at height z of centroid of area Af Gust effect factor Structure Width Height of Structure V= II 96 mph C Rectangular z = 5.00 ft kd = kz = kzt = qz = G= 0.85 0.85 1.00 17.02 psf 0.85 D = 20.00 ft h = 10.00 ft Gross Projected area normal to wind Percentage Open Af = D • h = 200.0 ft' 90% Raf10 of Sol'ld Area to Gross Area Wind Direction on Element Face Force coefficient Design wind force on: Steel Tubes E = 0.10 Cf= F= Normal 2.00 5788 lb Section 29.4 Table 1.5-1 Section 26.5.1 & Figures 26,5-1B Section 26.7 Section 26.6 & Table 26.6-1 Section26.10.1 &Table26.10-1 Figure 26.8-1 & Section 26.8.2 Equation 26.10-1 Section 26.11.1 Figure 29.4-3 Figure 29.4-3 or P = 29 psf • Equation 29.4-1 of * Applied to Member Projected Width j +-16.0 I Min Pressure on Other Structures A6 Project ~~ton View Date 15-Mar-22 Engineer Checked by Project No. 22036 Sheet Design Wind Forces on Other Structures: Open Frame Vista In Accordance with ASCE 7-16 Section 29.4 Risk category Basic wind speed Exposure category Shape Description Distance from ground surface to centroid of Af Wind directionality factor Velocity pressure exposure coefficient, z Topographic factor Velocity pressure at height z of centroid of area Af Gust effect factor Structure Width Height of Structure V= II 96 mph C Rectangular z = 5.00 ft kd = kz = kzt = qz= G= 0.85 0.85 1.00 17.02 psi 0.85 D = 20.00 ft h = 10.00 ft Gross Projected area normal to wind Percentage Open Af=D•h= 200.0 tt' 98% 0.02 Ratio of Solid Area to Gross Area Wind Direction on Element Face Force coeffic'ient Design wind force on: Steel Tubes Cf= F= Normal 2.00 5788 lb Section 29.4 Table 1.5-1 Section 26.5.1 & Figures 26.5-1 B Section 26.7 Section 26.6 & Table 26.6-1 Section 26.10.1 & Table26.10-1 Figure 26.8-1 & Section 26.8.2 Equation 26.10-1 Section 26.11.1 Figure 29.4-3 Figure 29.4-3 or P = 29 psi• Equation 29.4-1 of * Applied to Member Projected Width I +-16.0 [ Min Pressure on Other Structures A.7 Project Aston View Date 15-Mar-22 Engineer Checked by Project No. 22036 Sheet Design Wind Forces on Other Structures: Open Frame Entry In Accordance with ASCE 7-16 Section 29.4 Trussed Towers -All heights _ Risk category Basic wind speed Exposure category Shape Description Distance from ground surface to centroid of Af Wind directionality factor Velocity pressure exposure coefficient, z Topographic factor Velocity pressure at height z of centroid of area Af Gust effect factor Structure Width Height of Structure Gross Projected area normal to wind Percentage Open Ratio of Solid Area to Gross Area Wind Direction on Element Face Force coefficient Design wind force on: Steel Tubes V= II 96 mph C Rectangular z = 8.00 ft kd = kz = kzt = qz = G= 0.85 0.85 1.00 17.02 psf 0.85 D = 44.00 ft h = 16.00 ft ,= Cf= 704.0 ft' 50% 0.50 Normal 1.60 F = 16299 lb Section 29.4 Table 1.5-1 Section 26.5.1 & Figures26.5-1B Section 26.7 Section 26.6 & Table 26.6-1 Section 26.10.1 & Table 26.10-1 Figure 26.8-1 & Section 26.8.2 Equation 26.10-1 Section 26.11.1 Figure 29.4-3 Figure 29.4-3 or P = 23 psf • Equation 29.4-1 of * Applied to Member Projected Width I +-16.0 I Min Pressure on Other Structures A.8 Engineering From The Ground up DATE 031 l6l 1011 C RE www.corestructure.com LC •At lS I,\ 1 ll I ; • ER EiC et, S i,JE ~OS lit I r w1~ ~o L .... : : on~ P •11s1 f,J kAtJ Im 01 F-I l'lE I .I\ • i (01 I. .. 1 n~1 ·I.\' ;, R ~s~ I lr ~ ( .Yi' fl v A 4 Dfp f ~ f;L, )ff, f'tO "If I all ,. --·r --~·-- - ,_ -- ---'----·-·-- -a --··•-~---l---1---·-·- l . I j t 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 1120 Second Street, Suite 119, Brentwood, CA 94513 1629 K Street, Suite 300, Washington, DC 20006 --- ~q I SP -~ A.9 PAGE#_A ___________ ------1 ---- -- - - -- 1--.--1---- -1-----· .__. ...___ I I,. ' 3'r1h ·- -1---- '---· -----·--~ 1-- ·-,__ --I-- 949.954.7244 925.270.0755 202.681.2647 C RE Engineering From The Ground up A.10 PROJECT NAME / NUMBER. _ _,._Z.::..lo~,__,_'-"S;_r-'-O-~____._V__,__1 E---"w-=---------------, www.corestructure.com DATE __ OJ--+/~15-+-/7_0~2) ____ PAGE# _________ __, .,. I I ' . . . ' I ... j s -. ., I I LO AO fO ~· ~f ~q ti . /j I' l f • 111 I N• r: I 11 - l.rJ u~ BCII ~o flA .2'1 tJ~ r: s I 1-11 '',,.\ ~ i f f' 'ill r--~ON IE'rv -" I '-' ,A Cl P.ll 0 tLV OF ({iU :W1 "' (J -"<. ~JJ r--- :"' ' . ,.. "I\, ,., n.,.. /' .• ~ I I Wl •--c 1,; r'-" u I -fU j I~ T PU l~t I' l\tN /'(/~ I ; ►oo -... ~ .... ' qr; --.Su t t> ~Ao l.OA1 ""' co, J.._n :l'At _Lil_ M -~ ~J), 11:111 ' Ill ""' I. : 0 tr' ~ ' O()() Iii-"t ' ✓.: ~v riti -fi;.H ... ~ ---"" 1 OL , I\J"' +~ ~-0-A ;; I '10. I -l .... : 20, 11"' . 1 ---,---·--- -------- I I I . ' f ', l I ,, I I r L . ~ 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 1120 Second Street, Suite 119, Brentwood, CA 94513 1629 K Street, Suite 300, Washington, DC 20006 I - rao ft() ==,- ') r--· ~- I I ' 1-1 ' . , ~ ' 'TIii! l•i--f.1 SJ f?' t~ J(fJ --t-•-......... -· -- - ~ --- --,---c--• ,- 949.954.7244 925.270.0755 202.681 .2647 Project Title: Engineer: A.11 Project ID: Project Descr: Steel Column I : Software copyright ENERCAlC, INC. 1983-2020, Buid:12.20.8.24 DESCRIPTION: 10ft HSS -with wind loads Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS8x4x3/8 Overall Column Height 10.0 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis= 10.0 ft, K = 2.1 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft, K = 2.1 A lied Loads Column self weight included : 27 4.80 lbs • Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.40, L = 0.20 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.0830 k/ft Moment acting about X-X axis at 10.0 ft, D = 2.0, L = 2.0 k-ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu 0.9' Pn Mu-x 0.9 • Mn-x : Mu-y 0.9' Mn-y : PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Al maximum location values are ... Vu : Applied Vn ' Phi : Allowable Load Combination Results 0.09442 : 1 +1 .20D+1 .60L 8.725 ft 1.130 k 69.897 k 5.60 k-ft 64.860 k-ft 0.0 k-ft 39.675 k-ft 0.008262 : 1 +1.20D+L+W 0.0 ft 0.830 k 100.461 k Maximum Axial + Benging Stress Ratio§ Cbx Load Combination Stress Ratio Status Location +1.40D 0.050 PASS 8.72 ft 1.00 +1.20D+1.60L 0.094 PASS 8.72 ft 1.00 +1 .20D+L 0.075 PASS 0.00 ft 1.00 +1.20D+0.50W 0.043 PASS 9.93 ft 1.00 +1.20D+L+W 0.075 PASS 9.93 ft 1.00 +0.90D+W 0.041 PASS 0.00ft 1.00 +0.90D 0.032 PASS 0.00 ft 1.00 Maximum Reactions Axial Reaction X-X Axis Reaction k Load Combination @Base @Base @Top DOnly 0.675 +D+L 0.875 +D+0.750L 0.825 +D+0.60W 0.675 +D+0.750L +0.450W 0.825 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y -Y Maximum Load Deflections ... 0.0 k 0.0 k 0.0 k 0.830 k Along Y-Y -0.2017 in at 10.0ft above base for load combination : +D+L Along X-X 0.0 in at 0.0ft above base for load combination : Maximym Sh11ar RaliQ§ Cby KxLx/Rx KyLy/Ry Stress Ratio Status Location 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.004 PASS 0.00 ft 1.00 156.52 90.65 0.008 PASS 0.00 ft 1.00 156.52 90.65 0.008 PASS 0.00 ft 1.00 156.52 90.65 0.000 PASS 0.00 ft Note: Only non-zero reactions are listed. Y -Y Axis Reaction Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top @Base @Top 2.000 4.000 3.500 0.498 -0.490 0.374 1.633 Steel Column ,., .. : DESCRIPTION: 10ft HSS -with wind loads Maximum Reactions Axial Reaction Load Combination @Base +0.60D+0.60W 0.405 +0.60D 0.405 LOnly 0.200 WOnly Extreme Reactions Axial Reaction Item Extreme Value @Base Axial@Base Maximum 0.875 Minimum Reaction, X-X Axis Base Maximum 0.675 Minimum 0.675 Reaction, Y-Y Axis Base Maximum Minimum 0.675 Reaction, X-X Axis Top Maximum 0.675 Minimum 0.675 Reaction, Y -Y Axis Top Maximum 0.675 Minimum 0.675 Moment, X-X Axis Base Maximum 0.875 Minimum Moment, Y -Y Axis Base Maximum 0.675 Minimum 0.675 Moment, X-X Axis Top Maximum 0.675 Minimum 0.675 Moment, Y-Y Axis Top Maximum 0.675 Minimum 0.675 Maximum Deflections for Load Combinations Load Combination DOnly +D+L +D+0.750L +D+0.60W +D+O. ?SOL +0.450W +0.60D+0.60W +0.60D LOnly WOnly Steel Section Properties Depth = Design Thick Width = Wall Thick Area Weight Ycg Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS8x4x3/8 8.000 in I xx 0.349 in s xx 4.000 in R xx 0.375 in Zx 7.580 in'2 I yy 27.480 plf s yy R yy Zy 0.000 in Project Title: Engineer: Project ID: Project Descr: X-X Axis Reaction k Y -Y Axis Reaction .@ Base @Top @Base @Top 0.498 0.830 X-X Axis Reaction k Y -Y Axis Reaction @Base @Top @Base @Top 0.830 0.830 4.000 -4.150 0.830 Distance Max. Y-Y Deflection 0.000 ft -0.101 in 0.000 ft -0.202 in 0.000 ft -0.176 in 0.000 ft -0.038 in 0.000 ft -0.129 in 0.000 ft 0.008 in 0.000 ft -0.060 in 0.000 ft -0.101 in 0.000 ft 0.104 in 58.70 in'4 14.70 in'3 2.780 in 18.600 in'3 19.600 in'4 = 9.800 in'3 = 1.610 in 11.500 in'3 A.12 I ; Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @ Base @ Top @ Base @ Top -1.290 1.200 2.000 -4.150 Mx -End Moments k-ft @Base @Top 4.000 -4.150 2.000 2.000 -4.150 2.000 2.000 2.000 2.000 4.000 -4.150 2.000 2.000 2.000 2.000 2.000 2.000 Distance 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 6.711 ft 10.000 ft 10.000 ft 9.933 ft J Cw C My -End Moments @Base @Top 2.000 49.300 in'4 19.30 in'6 19.300 in'3 • Steel Column .. , .. : DESCRIPTION: 10ft HSS -with wind loads Sketches C 6 0 co - ~ +Y • Loa 4.00in Project Title: Engineer: A.13 Project ID: Project Descr: I : Software copyright ENERCALC, INC. 1983-2020, Buid:12.20.8.24 '"" 1 +X C RE Engineering From The Ground up www.corestructure.com A.14 PROJECT NAME/ NUMBER_2~2-~A~s~ro_JJ_~V•_f_kl _________ ----t DATE OJ /11/ 10'J.L PAGE# ____________ --1 1--+--t COU K\t C ES ~ SE ,c;M c -------+----.--t----+--<--t-----+----+---+---+-+---1 I -~-+-1-----1----M~l---+------l-+---+---+--+--+ I ,__ -+---+---l--+--+--+-1----+--+--1----1--+--+--+---t ' I t---t--t---t--+-l-t-.--t--11-t-+--+------t-l---+--t ------t---------•-1------- . ... .. JL'"\O I I .... L i: 200" --r-,-,-r-11-.--J11,~;;;;;;;;~~=;;=,=;;;afi,iiiiiiipiiiiiiiii4--" .... -t---,~11,,--r-, -~ -·--f ~fl H tor Ile Pa 11, 01 ~ r 1 ;~4 'ill I --,__ +----+---1 ~-1-----,.--.--.+---+-__,_...._ __..._....._-t---t---+-t--+---t---+---+-----t--+--+--¾--------r---- --• --- -----·-1----__:,,_ 111(,•-" A I•--~ -·-- IM - u r--, ll---+---+--+-----1--+---,1---+----+--4!..--~ ~ 'lf>-1---~ -~ ---~1---- 0l, l , ~ r5 I : t---t---+--+-· -'--I-+·--,_ ---_ ___,_ ------~,--·-•-•-....------1--+--+------+-1-•-+---+I-+-- t--+--+-~+-➔----l---+--4-+-+----+-~-+----+-~~..;.....-l..l ---,~-t. --t --- I ---1--1----+----+-.__.... Ptl 1,11f / 1l t _c; 1 r:o I rll, nAm .........--+---+--t----1---+-+----t--,-+--t-+-,j-+----f-+--+--+--1---+--+---'--"'t<Jl-l.'4--+'-to'-'J- -, -------+---'''1'1~, j LJt u f J-a 1r'.~..c.. 1za Pointe Drive, Suite 145, Laguna Hills, CA 92653 )nd Street, Suite 119, Brentwood, CA 94513 .reet, Suite 300, Washington, DC 20006 949.954.7244 925.270.0755 202.681.2647 Steel Column DESCRIPTION: 10ft HSS-with seismic loads Code References Project Title: Engineer: Project ID: Project Descr: A.15 I : Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Calculations per AISC 360-16, IBC 2018, CBC 201 9, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : Analysis Method : HSS8x4x3/8 Load Resistance Factor Overall Column Height 10.0 ft Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K = 2.1 Y-Y (depth) axis: Applied Loads Column self weight included : 274.80 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 0.40, L = 0.20 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, E = 0.040 k/ft Moment acting about X-X axis at 10.0 ft, D = 2.0, L = 2.0, E = 1.670 k-ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are . Pu 0.9' Pn Mu-x 0.9 • Mn-x : Mu-y 0.9 • Mn-y : PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are .. Vu : Applied Vn • Phi : Allowable Load Combination Results 0.1083 :1 +1.409D+L +E 9.933 ft 1.151 k 69.897 k 6.489 k-ft 64.860 k-ft 0.0 k-ft 39.675 k-ft 0.003982 : 1 +1.409D+L +E 0.0 ft 0.40 k 100.461 k Maxim!Jm Axial + Bending Stress Ratios Cbx Load Combination Stress Ratio Status Location +1.40D 0.050 PASS 8.72 ft 1.07 +1.20D+1.60L 0.094 PASS 8.72 ft 1.07 +1.20D+L 0.075 PASS 0.00 ft 1.07 +1.20D 0.043 PASS 7.38 ft 1.07 +0.90D 0.032 PASS 0.00 ft 1.07 + 1.409D+L +E 0.108 PASS 9.93 ft 1.07 +0.6906D+E 0.050 PASS 9.93 ft 1.07 Maximum Reactions Axial Reaction X-X Axis Reaction k Load Combination @Base @Base @Top D Only 0.675 +D+L 0.875 +D+0.750L 0.825 +0.60D 0.405 +D+0.70E 0.675 Unbraced Length for buckling ABOUT X-X Axis= 10.0 ft, K = 2.1 Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y -0.2017 in at for load combination : +D+L Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 0.40k 10.0ft above base 0.0ft above base Cby KxLx/Rx KyLy/Ry Maximum Shear RatiQS Stress Ratio Status Location 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.000 PASS 0.00 ft 1.00 156.52 90.65 0.004 PASS 0.00 ft 1.00 156.52 90.65 0.004 PASS 0.00 ft Note: Only non-zero reactions are listed. Y -Y Axis Reaction Mx -End Moments k-ft My • End Moments @Base @Top @Base @Top @Base @Top 2.000 4.000 3500 1.200 0.280 1.769 • Steel Column , .... : DESCRIPTION: 10ft HSS-with seismic loads Maximum Reactions Axial Reaction Load Combination @Base +D+0.750L +0.5250E 0.825 +0.60D+0.70E 0.405 LOnly 0.200 E Only Extreme Reactions Axial Reaction Item Extreme Value @Base Axial@Base Maximum 0.875 Minimum Reaction, X-X Axis Base Maximum 0.675 Minimum 0.675 Reaction, Y -Y Axis Base Maximum Minimum 0.675 Reaction, X-X Axis Top Maximum 0.675 Minimum 0.675 Reaction, Y • Y Axis Top Maximum 0.675 Minimum 0.675 Moment, X-X Axis Base Maximum 0.875 Minimum Moment, Y -Y Axis Base Maximum 0.675 Minimum 0.675 Moment, X-X Axis Top Maximum 0.675 Minimum 0.675 Moment, Y-Y Axis Top Maximum 0.675 . Minimum 0.675 Maximum Deflections for Load Combinations Load Combination DOnly +D+L +D+0.750L +0.60D +D+0.70E +D+0. 750L +0.5250E +0.60D+0.70E LOnly E Only Steel Section Properties Depth = Design Thick = Width = Wall Thick Area = Weight = Ycg Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS8x4x3/8 8.000 in I xx 0.349 in s xx 4.000 in R xx 0.375 in Zx 7.580 in•2 I yy 27.480 plf Syy Ryy Zy 0.000 in X-X Axis Reaction @Base @Top X-X Axis Reaction @Base @Top 4.000 -0.330 Distance 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 = = = = = ft ft ft ft ft ft ft ft ft Project Title: Engineer: Project ID: Project Descr: k Y -Y Axis Reaction @Base @Top 0.210 0.280 0.400 k Y -Y Axis Reaction @Base @Top 0.400 0.400 Max. Y -Y Deflection -0.101 in -0.202 in -0.176 in -0.060 in -0.124 in -0.194 in -0.084 in -0.101 in -0.033 in 58.70 in'4 14.70 in'3 2.780 in 18.800 in'3 19.600 in•4 9.800 in'3 1.610 in 11.500 in'3 A.16 ,e: Software copyright ENERCALC, INC. 198l-2020, Build:12.20.8.24 Note: Only non-zero reactions are listed. Mx -End Moments k-ft My -End Moments @Base @Top @Base @Top 3.327 0.969 2.000 -0.330 Mx -End Moments k-ft @Base @Top 4.000 -0.330 2.000 2.000 -0.330 2.000 2.000 2.000 2.000 4.000 -0.330 2.000 2.000 2.000 2.000 2.000 2.000 Distance 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 10.000 ft 9.933 ft J Cw C = = = My -End Moments @Base @Top 2.000 49.300 in'4 19.30 in'6 19.300 in•3 • Steel Column .. , .. : DESCRIPTION: 10ft HSS-with seismic loads Sketches C 6 0 co +Y Loa 1 +X •- 4.00in Project Title: Engineer: A.17 Project ID: Project Descr: I : Software copyright ENERCALC, INC. 1983-2020, Buid:12.20.8.24 .... ... • ;.l\tl i • A.18 Project -----------------------Project No. ________ _ Date Engineer _______ _ Checked by __ _ Sheet of Design of Nonconstrained Pole Footing In Accordance with 2019 California Building Code, Section 1807.3 A plied Loads at Top of Footing Footing Depth Re uired for Lateral Load Depth Required, P= d req'd = 4.2638 ft Downward, Lateral Shear, Moment, Uplift, 0.88 k 0.01 k 4.00 k-ft 0.00 k Depth Proposed Not Adequate for Lateral Load Resultant Height of Lateral Shear, h = 400.00 ft Design Constrained or Nonconstrained? Nonconstrained Soil Properties Allowable Lateral Bearing Pressure, qp = Maximum Allowable Lateral Bearing, 200 psf/ft 1,500 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth , S1 = 283 psf Allow. Lateral Soil Bearing Pressure at Embed. Depth, Footing Properties Diameter, Proposed Depth Below Grade, (Max Depth Allowable is 12 feet) Concrete Unit Weight, Footing Weight, S3 = 850 psf b = 2.000 ft d = 4.250 ft Reduce Footing Dead Load for Uplift by, 150 pcf 2.003 k 0.600 A.20 • Project Title: Engineer: Project ID: Project Descr: Steel Column I : .ec Software copyright ENERCALC, INC. 198l-2020, Bulld:12.20.8.24 ... ' .: DESCRIPTION: HSS COLUMN-16.Sft: WIND Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Steel Section Name : HSS8x4x1/2 Overall Column Height 16.5 ft Analysis Method : Load Resistance Factor Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Unbraced Length for buckling ABOUT Y-Y Axis = 16.5 ft, K = 2.1 Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 16.5 ft, K = 2.1 A lied Loads Column self weight included : 581.46 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 16.50 ft, D = 0.10 k BENDING LOADS ... Lat. Uniform Load from 10.0-->16.50 ft creating Mx-x, W = 0.2280 k/ft Lat. Uniform Load from 0.0-->10.0 ft creating Mx-x, W = 0.0430 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base Al maximum location values are ... Pu 0.9 • Pn Mu-x 0.9 • Mn-x: Mu-y 0.9 • Mn-y : PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base At maximum location values are . Vu : Applied Vn ' Phi : Allowable Load Combination Results 0.2819 : 1 +1 .20D+W 0.0 ft 0.8178 k 30.973 k -21 . 787 k-ft 81 .075 k-ft 0.0 k-ft 49.335 k-ft 0.01504 : 1 +1.20D+W 0.0 ft 1.912 k 127.153 k Maximum Axial + B~nding S!r~ss Rsi!iQS Cbx Load Combination +1.40D +1.20D +1.20D+0.50W +1.20D+W +0.90D+W +1.409D +0.6906D Maximum Reactions Load Combination DOnly +D+0.60W +D+0.450W +0.60D+0.60W +0.60D Stress Ratio Status 0.031 PASS 0.026 PASS 0.148 PASS 0.282 PASS 0.279 PASS 0.031 PASS 0.015 PASS Axial Reaction @Base 0.681 0.681 0.681 0.409 0.409 Location 0.00 ft 2.05 0.00 ft 2.05 0.00 ft 2.05 0.00 ft 2.05 0.00 ft 2.05 0.00 ft 2.05 0.00 ft 2.05 X-X Axis Reaction k @Base @Top Service loads entered. Load Factors will be applied for calculations. Maximum Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections ... Along Y-Y 1.388 in at for load combination : W Only Along X-X 0.0 in at for load combination : 0.0 k 0.0 k 0.0 k 1.912k 16. 50 ft above base 0.0ft above base Cby KxLx/Rx KyLy/Ry Maximum Sh~ar Ra!iQ~ 1.00 266.54 1.00 266.54 1.00 266.54 1.00 266.54 1.00 266.54 1.00 266.54 1.00 266.54 Y -Y Axis Reaction @Base @Top 1.147 0.860 1.147 Stress Ratio Status Location 153.43 0.000 PASS 0.00 ft 153.43 0.000 PASS 0.00 ft 153.43 0.008 PASS 0.00 ft 153.43 0.015 PASS 0.00 ft 153.43 0.015 PASS 0.00 ft 153.43 0.000 PASS 0.00 ft 153.43 0.000 PASS 0.00 ft Note: Only non-zero reactions are listed. Mx -End Moments k-ft My-End Moments @Base @Top @Base @Top -13.07\_ -9.80 - 13 • 072 MOMENT FOR POLE FOOTING • Steel Column ..... : DESCRIPTION: HSS COLUMN-16.5ft: WIND Maximum Reactions Axial Reaction Load Combination @Base W0nly Extreme Reactions Axial Reaction Item Extreme Value @Base Axial@Base Maximum 0.681 Minimum Reaction, X-X Axis Base Maximum 0.681 Minimum 0.681 Reaction, Y-Y Axis Base Maximum Minimum 0.681 Reaction, X-X Axis Top Maximum 0.681 Minimum 0.681 Reaction, Y-Y Axis Top Maximum 0.681 Minimum 0.681 Moment, X-X Axis Base Maximum 0.681 Minimum Moment, Y-Y Axis Base Maximum 0.681 Minimum 0.681 Moment, X-X Axis Top Maximum 0.681 Minimum 0.681 Moment, Y-Y Axis Top Maximum 0.681 Minimum 0.681 Maximum Deflections for Load Combinations Load Combination D0nly +D+0.60W +D+0.450W +0.60D+0.60W +0.60D W0nly Steel Section Properties Depth Design Thick = Width = Wall Thick Area Weight Ycg Max. X-X Deflection 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in HSS8x4x1/2 8.000 in I xx 0.465 in s xx 4.000 in Rxx 0.500 in Zx 9.740 in•2 I yy 35.240 plf s yy R yy Zy 0.000 in X-X Axis Reaction @Base @Top X-X Axis Reaction @Base @Top -21.787 Distance 0.000 fl 0.000 fl 0.000 fl 0.000 fl 0.000 fl 0.000 fl = = = = = Project Title: Engineer: Project ID: Project Descr: k Y • Y Axis Reaction @Base @Top 1.912 k Y-Y Axis Reaction @Base @Top 1.912 1.912 1.912 Max. Y-Y Deflection 0.000 in 0.833 in 0.625 in 0.833 in 0.000 in 1.376 in 71.80 in•4 17.90 in•3 2.710 in 23.500 in•3 23.600 in•4 11 .800 in•3 1.560 in 14.300 in•3 A.21 I : Softwn copyright ENERCALC, INC. 1983-2020, BuUd:12.20.8.24 Note: Only non-zero reactions are listed. Mx • End Moments k-ft My• End Moments @Base @Top @Base . @Top -21.787 Mx • End Moments k-ft @Base @Top -21 .787 -21.787 -21.787 Distance 0.000 fl 16.500 fl 16.500 fl 16.500 fl 0.000 fl 16.389 fl J Cw = C My • End Moments @Base @Top 61.100 in•4 24.40 in•6 24.400 in•3 • Steel Column ..... : DESCRIPTION: HSS COLUMN-16.Sft: WIND Sketches C: 6 0 <X> ,- +Y • e--L0c~ I 4.00in 1 +X Project Title: Engineer: Project ID: A.22 Project Descr: I : Softwn copyright ENERCALC, INC. 1~2020. Build:12.20.8.24 "" "" 02,u a ; • , t i C RE Engineering From The Ground up PROJECT NAME/ NUMBER.~2=}~0~J_C ~P~J'--'ro'--"'-V~l'--'-F_lli...,_) _______ _ DATE. ___________ PAGE# ____________ --l www.corestructure.com ---··-,- 16 C:f1 Ct1h ,Alj . f J\l FO , ... fSII ~ I r ~n f~ 0,. HC IW'e .,,~J ; IJ .Vo r • I 1 . lod I b 'I" I ~l;; \J .: , . I< f< P )f Q. fr tL sp, 101 (ICf 1 "fl 0 v,o ~ n, """' I I r-. ,or u ,. I! I (f,, b I f (I l~I P. OtlJ wl . I i--:---- ·------· ·->--->--~->- --f-------·->-'- ~ ·-f--'-- -J -- ---• '-----,-,-~. -~ ------ ------>--f---..._ f---• -··· -----·· ....- ,---- ' I ,---1- I I I 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 1120 Second Street, Suite 119, Brentwood, CA 94513 1629 K Street, Suite 300, Washington, DC 20006 --- I --_.. - -- -- ' ilr? ~fr D Ff I( tll I i< 11 'O._( -- ·-f-,_ f-- - --- f- -·---· ~ -... i I ·- ---- -------,- f- ·- --.. -f- -· >--. .,....... --- ---r-- -----·- - -,__ ,_,__ -- 1--- --,._ ·- 949.954.7244 925.270.0755 202.681.2647 A.24 Project _____________________ _ Project No. ________ _ Date Engineer ______ _ Checked by ___ Sheet __ _ of --- Design of Nonconstrained Pole Footing In Accordance with 2019 California Building Code, Section 1807.3 Applied Loads at To of Footing uired for Lateral Load 0.48 k Depth Required, d req'd = 7.2761 ft P= 1.15 k Downward, Lateral Shear, Moment, 13.08 k-ft 0.00 k Depth Proposed is Adequate for Lateral Load Uplift, Resultant Height of Lateral Shear, h = 11.37 ft Design Constrained or Nonconstrained? Nonconstrained Soil Pro erties Allowable lateral Bearing Pressure, qp = Maximum Allowable lateral Bearing, 200 psf/ft 1,500 psf Allow. Lateral Soil Bearing Pressure at 1/3 of Embed. Depth, S1 = 500 psf Allow. Lateral Soil Bearing Pressure at Embed. Depth, S3 = 1,500 psf Footing Pro erties Diameter, Proposed Depth Below Grade, (Max Depth Allowable is 12 feet) Concrete Unit Weight, Footing Weight, b = 2.000 ft d = 7.500 ft Reduce Footing Dead load for Uplift by, 150 pcf 3.534 k 0.600 Project Title: Engineer: A.25 Project ID: -Project Descr: I ; Steel Beam Softw.n copyright ENERCALC, INC. 1983-2020, Buid:12.20.8.24 ..... : DESCRIPTION: HSS 6X4X3/8 CANTILEVER BEAM DESIGN CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending D 0.04 L 0 .1 HSS6x4x3/8 Span = 10.0 n Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi L( .2) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.040, L = 0.10 k/ft, Tributary Width= 1.0 ft, (DL = 8PSF •s, LL= 20PSF•10) Point Load : L = 0.20 k@ 10.0 ft, (LIVE LOAD-PERSON HANGING) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span# where maximum occurs 0.364: 1 HSS6x4x3/8 14.942 k-ft 41 .055 k-ft +1.20D+1.60L 0.000ft Span# 1 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 0.403 in Ratio= 0.000 in Ratio = 0.567 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ max Mu - +1.40D Dsgn. L = 10.00 ft 0.106 0.010 -4.37 +1.20D+1.60L Dsgn. L = 10.00 ft 0.364 0.031 -14.94 +1.20D+L Dsgn. L = 10.00 ft 0.262 0.023 -10.74 +1.20D Dsgn. L = 10.00 ft 0.091 0.009 -3.74 +0.90D 595 >=180. 0 <180.0 424 >=90.0 0 <90.0 Summary of Moment Values Mu Max Mnx 4.37 45.62 14.94 45.62 10.74 45.62 3.74 45.62 Phi'Mnx Cb 41.06 1.00 41.06 1.00 41.06 1.00 41.06 1.00 Rm 1.00 1.00 1.00 1.00 Design OK 0.031 : 1 HSS6x4x3/8 2.668 k 85.877 k +1.20D+1.60L 0.000 ft Span# 1 Summary of Shear Values VuMax Vnx Phi'Vnx 0.87 95.42 85.88 2.67 95.42 85.88 1.95 95.42 85.88 0.75 95.42 85.88 Dsgn. L = 10.00 ft 1 0.068 0.007 -2.81 2.81 45.62 41.06 1.00 1.00 0.56 95.42 85.88 Overall Maximum Deflections Load Combination +D+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly Span Support 1 1.824 0.374 0.624 Max.·-· Defl 0.5666 Support 2 Location in Span Load Combination 10.000 Support notation : Far left is #1 Max.'+' Defl 0.0000 Values in KIPS Location in Span 0.000 Steel Beam ... ' .; DESCRIPTION: HSS 6X4X3/8 Vertical Reactions Load Combination Support 1 + +L +D+0.750L +0.60D LOnly .824 1.524 0.374 1.200 Support 2 Project Title: Engineer: A.26 Project ID: Project Descr: I ; Software copyright ENERCALC, INC. 1983-2020, BoHd:12.20.8.24 Support notation : Far left is #1 Values in KIPS A.27 Project Title: Engineer: Project ID: • Project Descr: I : Steel Beam Software copyright ENERCALC, INC. 1963-2020, BuUd:12.20.814 ..... ; DESCRIPTION: HSS 6X4X5/16 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Completely Unbraced Bending Axis : Major Axis Bending W0.09 HSS6x4x5/16 Span = 22.0 ft Fy : Steel Yield : E: Modulus: 46.0 ksi 29,000.0 ksi Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : W = 0.090 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.192:1 HSS6x4x5/16 6.830 k-ft 35.535 k-ft +1 .20D+W 11.000ft Span# 1 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 0.662 in Ratio= 0.000 in Ratio= 0.538 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ max Mu - +1.400 Osgn. L = 22.00 ft 0.045 0.004 1.62 +1.200 Osgn. L = 22.00 ft 0.039 0.003 1.39 +1.200+0.50W Osgn. L = 22.00 ft 0.116 0.010 4.11 +1.200+W Osgn. L = 22.00ft 0.192 0.017 6.83 +0.900+W Osgn. L = 22.00ft 0.182 0.016 6.48 +0.900 Osgn. L = 22.00 ft 1 0.029 0.003 1.04 Overall Maximum Deflections Load Combination Span Max.•-• Oefl Location in Span WOnly 1 0.6626 11.063 398 >=360. 0 <360.0 491 >=240. 0 <240.0 Summary of Moment Values Mu Max Mnx 1.62 39.48 1.39 39.48 4.11 39.48 6.83 39.48 6.48 39.48 1.04 39.48 Load Combination Vertical Reactions Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.990 0.990 Overall MINimum 0.126 0.126 0 Only 0.210 0.210 +D+0.60W 0.804 0.804 Phi•Mnx Cb 35.54 1.14 35.54 1.14 35.54 1.14 35.54 1.14 35.54 1.14 35.54 1.14 Rm 1.00 1.00 1.00 1.00 1.00 1.00 Design OK 0.017 : 1 HSS6x4x5/16 1.242 k 74.120 k +1 .20D+W 0.000 ft Span# 1 Summary of Shear Values VuMax Vnx Phi•Vnx 0.29 82.36 74.12 0.25 82.36 74.12 0.75 82.36 74.12 1.24 82.36 74.12 1.18 82.36 74.12 0.19 82.36 74.12 Max.'+' Oefl Location in Span 0.0000 0.000 Values in KIPS Steel Beam ...... DESCRIPTION: HSS 6X4X5/16 Vertical Reactions Load Combination Support 1 +D+0.450W +0.60O+0.60W +0.600 WOnly 0.655 0.720 0.126 0.990 Support 2 0.655 0.720 0.126 0.990 Project Title: Engineer: A.28 Project ID: Project Descr: I : Softwae copyrighl ENERCALC, INC. 1983-2020, Build:12.20.8.24 Support notation : Far left is #1 Values in KIPS OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID # ___________________ 1 PLAN CHECK# ___________________ , Business Name Miramar Ca ital Project Address 1808 Aston Ave Mailing Address 11100 Santa Monica Blvd Business Contact Erik Halterman City Carlsbad Suite 240 City Los An eles, A licant E-mail State CA State CA Jlo waremalcomb.com BP DATE Telephone# 415.515.5666 Zip Code APN# Zip Code Plan File# 90025 Telephone# 760-846-0434 The following questions represent the facility'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. If 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 3. Flammable/Combustible Liquids 6. Oxidizers 10. Cryogenics 7. Pyrophorics 11. Highly Toxic or Toxic Materials 14. Other Health Hazards <IS. None of 1 hese :::::, 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH HAZARDOUS MATERIALS DIVISION (HMO): If the answer to any of lhe questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 11 o, 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: YES ..._NQ, (for new construction or remodeling projects) 1. D J Is your business listed on the reverse side of this form? (check all that apply). 2. D Will your business dispose of Hazardous Substances or Medical Waste in any amount? 3. D Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? 4. D Will your business store or handle carcinogens/reproductive toxins in any quantity? 5. D Will your business use an existing or install an underground storage tank? 6. D Will your business store or handle Regulated Substances (CalARP)? 7. D ~ Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 8. D '"'M' 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 allons? California's Above round Petroleum Stora e Act . 0 CalARP Exempt I Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): Any YES' answer requires a slamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomp@sdcounty.ca.gov (858) 586-2650). [*No stamp required if 01 Yes and 03 Yes and 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 burns; residences forming part of a larger project. [+Excludes garages & small outbuildings.] 1. D Will the project disturb 160 square feet or more of existing building materials? YES J 2. D Will any load supporting structural members be removed? Notification may be required 10 working days prior to commencing demolition. 3. D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by a Certified Asbestos Consultant or Site Surveillance .... ,., Technician? 4. D M (ANSWER ONLY IF QUESTION 3 IS YES) Based on the survey results, will the project disturb any asbestos containing material? Notification ... ,., may be required 10 working days prior to commencing asbestos removal. 5. D 'M' 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. 6. D 'M' (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: I declare ynder penalty of perjury that to the best of my knowledge and belief t Jessica Lagerberg 04/ 21 / 2022 Name of Owner or Authorized A ent or Authorized A ent Date 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* APCO COUNTY-HMO APCD COUNTY-HMO APCD *A stamp In this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permittmg requirements may still apply. HM-9171 (08/15) County of San Diego -DEH -Hazardous Materials Division