Loading...
HomeMy WebLinkAbout2290 COSMOS CT; ; CBC2022-0373; PermitBuilding Permit Finaled ( City of Carlsbad Commercial Permit Print Date: 05/21/2024 Job Address: 2290 COSMOS CT, CARLSBAD, CA 92011-1517 Permit No: Status: CBC2022-0373 Closed -Finaled Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2130504400 Track#: Valuation: $38,350.88 Lot#: Occupancy Group: B/A3 Project#: DEV2023-0060 #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Construction Type:V-N Orig. Plan Check #: Occupant Load: Plan Check#: Code Edition: 2019 Sprinkled: Yes Project Title: 2290 COSMOS: EXTERIOR IMPROVE MENTS Description: REEF: COM-Tl (500 SF) EXTERIOR IMPROVEMENTS WITH NEW (384 SF) DECK Applicant: CHAMPION PERMITS TIM SEAMAN 112711TH ST IMPERIAL BEACH, CA 91932-2901 (619) 993-8846 FEE BUILDING PLAN CHECK BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL DECKS/BALCONY -NEW/REPLACE FIRE Plan Review (per hr -Regular Office Hours) SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $3,571.39 Total Payments To Date: $3,571.39 Applied: 10/17/2022 Issued: 01/31/2024 Finaled Close Out: 05/21/2024 Final Inspection: 05/10/2024 INSPECTOR: de Roggenbuke, Dirk Kersch, Tim Contractor: C2 BUILDING GROUP 107 S CEDROS AVE, # STE 220 SOLANA BEACH, CA 92075-1994 (858) 232-0213 Balance Due: AMOUNT $1,079.65 $194.00 $98.00 $16.00 $772.00 $889.00 $510.00 $2.00 $10.74 $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 su bsequent 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 COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan CheckCSC,2.02.2..-03 73 Est. Value ~ ~'o, 3512. 09 PC DeposU It 11 0 "Tj t.£' Date to l \, ,J,'Z!--'l,.-- Job Address o--a. ~t> (p~v.:> ½ Suite: ____ APN :. _________ _ Tenant Name #: ___ ~ ___ CL_~ ___________ Lot #: ____ Year Built: ________ _ Year Built: ___ Occupancy:~ -r A-'Jtonstruction Type:"1-\\) Fire sprinklers0,ESON0 A/C:OYESONo BRIEF DESCRIPTION OF WORK:b"><~wr 5, (c, VQAv\ ~r.) ~Q,'-rl ~~} Q./ i 1>r ~<-t'f+ J eu..£;i !i7='0 ~ ,-..l.L~ '-{ 7F,-~ .7 _ ___,,, ________ _.,._ ___ New SF and Use,. _________ New SF and Use Dec ___ ;"'"'(-"'--4'( __ SF Patio Cover, SF Other (Specify) ___ _ ~ant Improvement: 5""0 0 SF, ____ SF, Existing Use: ______ Proposed Use: _____ _ Existing Use: Proposed Use: _____ _ D Pool/Spa: ____ SF Additional Gas or ElectricalFeatures? ___ ....:.;_;=------,--,---------- D Solar:. ___ KW,, ___ Modules, Mounted:0Roof 0Ground □ Reroof: ___________________ O_[_f....;:J,_7.......,-'e'C'------ □ Plumbing/Mechanical/Electrical Oother: _____________________________ _;_ ___ _ PRIMARY APPLICANT Name: --S-'-""' ba.-.""' -Name: Address: ~o Q,u'l( ;i °"$"-S Addres._s_: __ __...-~'7"'""--t'T----~:--r---- City: Ol\v.\c:. \)~\c... State: Gfr: Zip: C\\~ \ 1' City:.__. ..................... .___..._......____ o\, aOvY Phone: {Q;\~-°\..~~-~~j \J Phone: Email: -<"""' a ck ,1\U::'.' ~ t ( M-vY~. (,cl~ Email: ---------------- DESIGN PROFESSIONAL CONTRACTOR OF RECORD C ,_, Name: ________________ Business Name: "Fi:>:l:,-~ ~ U (c.,fr~ Address: Address: (OJ ~ • C e-onos;: 14L-(;: City:. _______ State:. ___ .Zip: ____ City: _ __,...,............,=-----State: Zip:.__, ____ _ Phone: Phone: <?sJ?=-?... 3 "2 -0 2 l 5 ,. Email : Email: ___ __,,....,....,......,.......,..--r--:,........,..---------- Architect State License: CSLB License #: Cf 7 ~ q BGc1ass:. ______ _ Carlsbad Business License# (Required):. ______ _ APPLICANT CERT/FICA TION : I certify that I have read the application and state t at the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordina s and State ws relating to building construction. ( /'l NAME {PRINT)~vM J, tu\ W\ C\.,-.... s1GN:-fJ'~-~;...____ I b l ~ 1 ;a- 1635 Faraday Ave Carlsbad, CA 92008 Email: Building@carlsbadca.gov REV. 07/21 ' , THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. {OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full forceond effect. I a/so affirm under penalty of perjury one of the following dee/orations (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. ______________________________________ _ :~ and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which thi\ p~itjtissued. orkers' compensa ion insurance carrier and,llll)ic umber are: In uranceCompany Name: I N ,S. 0 F--'->-' C-~ L , Pohcy No. --=-...c,_F-"'-"""-;::,,,.-i.._-+__,, __ l ___ ...._-""'--""---------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 t his permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ ,Lender's Address: ____________________ _ CONTRACTOR CERT/FICA TION: /certify that I have read the application and state that theobove 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): _________ SIGNATURE: _________ DATE: _____ _ 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: n I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. '-m44, 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-□I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the fol/awing Web site: http: I lwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: 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): 71rvr, C s1GN: ..---1-----__;;:,,,,,..--□ATE, ( /s, /24= Note: If the person signing above is an authorized agent for the property owner inc owner. T f 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 (CBC2022-0373} Permit Type: BLDG-Commercial Application Date: 10/17/2022 Owner: Work Class: Tenant Improvement Issue Date: 01/31/2024 Subdivision: PARCEL MAP NO 11589 Status: Closed -Finaled Expiration Date: 10/21/2024 Address: 2290 COSMOS CT IVR Number: 44032 CARLSBAD, CA 9201 1-1517 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/15/2024 02/15/2024 BLDG-12 Steel/Bond 239521 -2024 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 239733-2024 Passed Tim Kersch Complete Tuesday, May 21, 2024 Page 1 of 7 PERMIT INSPECTION HISTORY for (CBC2022-0373) Permit Type: Work Class: Status: Scheduled Date BLDG-Commercial Application Date: 10/17/2022 Tenant Improvement Issue Date: Closed -Finaled Expiration Date: IVR Number: Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS 01/31/2024 10/21/2024 44032 Inspection Status Tuesday, May 21, 2024 Owner: Subdivision: PARCEL MAP NO 11589 Address: 2290 COSMOS CT CARLSBAD, CA 92011-1517 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 2 of 7 PERMIT INSPECTION HISTORY for (CBC2022-0373) Permit Type: BLDG-Commercial Application Date: 10/17/2022 Owner: Work Class: Tenant Improvement Issue Date: 01/31/2024 Subdivision: PARCEL MAP NO 11589 Status: Closed -Finaled Expiration Date: 10/21/2024 Address: 2290 COSMOS CT IVR Number: 44032 CARLSBAD, CA 92011-1517 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Tuesday, May 21, 2024 Page 3 of 7 PERMIT INSPECTION HISTORY for (CBC2022-0373} Permit Type: BLDG-Commercial Work Class: Tenant Improvement Application Date: 10/17/2022 Issue Date: 01/31/2024 Status: Scheduled Date Closed -Finaled Expiration Date: 10/21/2024 IVR Number: 44032 Actual Inspection Type Start Date Inspection No. Checklist Item Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are sediment controls properly maintained? Are erosion control BMPs functioning properly? Are natural areas protected from erosion? Do basins appear to be maintained as required? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Are storm drain inlets protected and maintained? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are stockpiles and spoils protected from runoff? Are all storage areas clean and maintained? Are spill kits provided onsite? Are washout areas maintained and protected? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? Is the SWPPP wall map up to date and accurate? Was the SWPPP or Erosion Control Plan reviewed? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Are BMPs stockpiled for emergency deployment? COMMENTS Inspection Status Tuesday, May 21, 2024 Owner: Subdivision: PARCEL MAP NO 11589 Address: 2290 COSMOS CT CARLSBAD, CA 92011-1517 Primary Inspector Reinspection Inspection Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Page 4 of 7 PERMIT INSPECTION HISTORY for (CBC2022-0373) Permit Type: BLDG-Commercial Application Date: 10/17/2022 Owner: Work Class: Tenant Improvement Issue Date: 01/31/2024 Subdivision: PARCEL MAP NO 11589 Status: Closed -Finaled Expiration Date: 10/21/2024 Address: 2290 COSMOS CT IVR Number: 44032 CARLSBAD, CA 92011-1517 Sc heduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/29/2024 02/29/2024 BLDG-12 Steel/Bond 240783-2024 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/07/2024 03/07/2024 BLDG-34 Rough 241402-2024 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/08/2024 03/07/2024 BLDG-12 Steel/Bond 241401-2024 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-31 241444-2024 Partial Pass Tim Kersch Re inspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/18/2024 03/18/2024 BLDG-31 242323-2024 Partial Pass Tim Kersch Re inspection Incomplete Underground/Conduit - Wiring Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 242589-2024 Partial Pass Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to No prevent tracking? Have sediments been tracked No on to the street? Has trash/debris accumulated No throughout the site? Are portable restrooms No properly positioned? Do portable restrooms have No secondary containment? 03/21/2024 03/21/2024 BLDG-12 Steel/Bond 242912-2024 Passed Tim Kersch Complete Beam Tuesday, May 21, 2024 Page 5 of 7 PERMIT INSPECTION HISTORY for (CBC2022-0373) Permit Type: BLDG-Commercial Application Date: 10/17/2022 Owner: Work Class: Tenant Improvement Issue Date: 01/31/2024 Subdivision: PARCEL MAP NO 11589 Status: Closed -Finaled Expiration Date: 10/21/2024 Address: 2290 COSMOS CT IVR Number: 44032 CARLSBAD, CA 92011-1517 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/28/2024 03/28/2024 BLDG-11 243496-2024 Partial Pass Tim Kersch Reinspection Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/03/2024 04/03/2024 BLDG-14 244022-2024 Passed Dirk de Roggenbuke Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency 4/3/24 deck framing ok Yes BLDG-SW-Inspection 244214-2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 04/11/2024 04/11/2024 BLDG-12 Steel/Bond 244778-2024 Partial Pass Tim Kersch Reinspection Incomplete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 04/2312024 04/23/2024 BLDG-14 245990-2024 Passed Tim Kersch Complete Frame/Steel/Bolting/We ldlng (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 05/1012024 05/1012024 BLDG-Final Inspection 247912-2024 Passed Dirk de Roggenbuke Complete Tuesday, May 21, 2024 Page 6 of 7 Permit Type: Work Class: Status: Scheduled Date PERMIT INSPECTION HISTORY for (CBC2022-0373) BLDG-Commercial Application Date: 10/17/2022 Owner: Tenant Improvement Issue Date: 01/31/2024 Subdivision: PARCEL MAP NO 11589 Closed -Finaled Expiration Date: 10/21/2024 Address: 2290 COSMOS CT IVR Number: 44032 CARLSBAD, CA 92011 -1517 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS BLDG-SW-Inspection Checklist Item 248120-2024 COMMENTS Are erosion control BMPs functioning properly? Status Passed Dirk de Roggenbuke Are perimeter control BMPs maintained? 5/10/24 Trash capture devices in place Is the entrance stabilized to prevent tracking? Have sediments been tracked on to lhe street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? Passed Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Yes Yes Complete ,, Tuesday, May 21, 2024 Page 7 of 7 Universal Engineering Sciences (UES) 1441 Montiel Road, Suite 115 Escondido, CA 92026 p. 760.746.4955 I TeamUES.com FINAL REPORT FOR SPECIAL INSPECTION AND MATERIAL TESTING May 1, 2024 City Of Carlsbad CTE Project No. 4810.2200176 Building Inspection Department 1635 Faraday Avenue Carlsbad, CA 92009 SUBJECT: SATISFACTORY COMPLETION OF WORK REQUIRING SPECIAL INSPECTION PERFORM ED UNDER PERMIT NUMBER: CBC 2022-0373 PROJECT ADDRESS: 2290 Cosmos Court (Reef Footwear Interior) I declare under penalty of perjury that, to the best of my knowledge, all of the work requiring special inspection and materials testing of reinforcing steel, epoxy anchors, structural concrete, expansion anchors, Hilti KH-EZ anchors, torque testing, and field welding has been completed. The inspected work for the structure/s constructed under the subject permit is in conformance with the approved plans, the inspection and observation program and other construction documents, and the applicable workmanship provisions of the applicable building code/s. Executed on this first day of May 2024. TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: CONSTRUCTION TESTING & ENGINEERING, INC. 1441 MONTIEL ROAD SUITE 115 ESCONDIDO, CA 92026 RESPONSIBLE MANAGING ENGINEER OF THE TESTING LABORATORY OR SPECIAL INSPECTION AGENCY: Dan T. Math State of California Registration Number: 61013 Expiration Date: 12/31/24 SIGNATURE: ____________ _ City of Carlsbad MAY 10 2024 BUILDING DIVISION ,_vORD COPY Geotechnical Engineering I Construction Materials Testing & Inspections I Environmental Consulting Occupational Health & Safety I Building Sciences t•I.JlNS IN 1111(~1{ True North COM PLIANCE SERV ICES March 23, 2023 City of Carlsbad Community Development Department-Building Division 1635 Faraday Ave. City of Carlsbad -FINAL REVIEW City Permit No: CBC2022-0373 True North No.: 22-018-355 Carlsbad, CA 92008 Plan Review: Exterior Deck Address: 2290 Cosmos Ct Applicant Name: Tim Seamen Applicant Email: tim@championpennits.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B Occupant Load: 90 Type of Construction: V-B Sprinklers: Yes Stories: 2 Area of Work (sq. ft.): 884 sq. ft. The plans have been reviewed for coordination with the permit application. Valuation: Confirmed Scope of Work: Confirmed Floor Area: Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the final review of the following documents for the project referenced above on behalf of the City of Carlsbad: l. 2. 3. Drawings: One (I) copy dated March 10, 2023, by ID Studios. Structural Calculations: One (1) copy dated September 23, 2022, by BWE. Structural Calculations: One (1) copy dated December 22, 2022, by BWE. The 2019 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2018 IBC, UMC, UPC, and 2017 NEC, as amended by the State of California), 2019 California Green Building Standards Code, 20.19 California Existing Building Code, and 2019 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. Sincerely, True North Compliance Services Review By: Alaa Atassi -Plan Review Engineer True North Compliance Services, Inc. 15375 Barranca Pkwy, Suite A202, Irvine, CA 92618 T / 562.733.8030 ' ' B\V E ENGINEER: D. Hansen DATE: November 22, 2022 PROJECT NUMBER: 13918A.1.00 STRUCTURAL • CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 •San Diego, CA 92123 Phone (619} 299-5550 • Fax {619) 299-9934 www.bwesd.com RE.CE.\\JE.0 DEC 1 2 'l.G'l.! p.J~LS6A0 err'< Of g o\V\S\ON STRUCTURAL CALCULATION~U\LO\N FOR REEF T.I. Plan Check Response Deck Framing 2290 COSMOS COURT CARLSBAD, CA 92011 DATE SIGNED: 11/22/22 Prepared for ID STUDIOS 236 S. SIERRA AVENUE, SUITE 110 SOLANA BEACH, CA 92075 ONfllltA. ON , • ., "q'C)r--- "q' N M o-N L()r-0 o-('I') N I ;j..--N N 0 N (.) ca (.) DATE -=1°:..l_iv-+}_1_z... __ ENGR-...-1Pi-~-------- B\VE ENGINHUO TO ucno u,rcrAflD#I PROJECT _..;_(l_E~t..;_F_-_0.;_€.;_C.;_~------- ~eEr PEc::.k.. ... _Pe(,,'t:' w4 l I' .., MA-I"' r f?4v-::: '-- SHEET JOB NO------ D..\-L = l rll--r -=l-'?t,r,. tc-r~-S/IL-) 7 s~-t/ f (t! fl ( -z, ~ o ~ t c.. () £;-c - rb':: fi, )I(. Co )(' C A-1 ,.-1(. Cc r C-L-?< CF >-C"-<. "'C.i_ ;,,,. Cr ~.., (.e> C-, --=-< _c:::, ' C....-t. ... r • e:::, ' c... L -/ -C> c__p = f -3 ce~ =-I-r5 C l -: I .c:> c_, .:: {,(S- 7.... ~ LOP:r.€ tc."' 6 -L-• Jvv.r¥ Ff?"" 1/ z. I 1_ ~ '/.2.. u ~ '1 . '? 0 d N>P U.£ S ""C.-.:. -z_,c.. -L{ ¥- '-t.J E.. Mil'I '-{. 6-l ?<- qoD ,,;_ J) ~ -~-, ~ p~ 0 ~ I --i:s 1 :::. ~,l c. ;{,,[) ~ 4,-'-( f(C- t... ~ L 43)' < ~ 7 5 ~ '71'-1-S io + <-: lo~ -?... fl< c. fb • ~ q v I" c_F .:: (. , t< c..(. =-o . '6 ~ er ::: 1 ,, G --'HI rs-a· 'J.. ,.: -,_ 'f ('1 :-1 -91 -~ S-,.. -t.. "fC..~ -:: "2-l , "f DATE------ ENGR------ B\VE l#tll#IUIO TO IKCIIO 1w,1cr1,110111 2 SHEET _____ _ JOB NO ---.....,,....~- PROJECT ___ ....;.._ _________ _ (µ£-F () g:..k_ ec~ (E) ''f(D f.T-e..- ·(!) ''f,-(V P.r. @ ~._,z'< s-..Gr <.,/ ,. ss' jp,,+,V ::=s/'lflv ~N'A~® ~ D L,-c (!-: ('61s.Cr ,+ '2 -5"~ fS~ f-12-,1-t }( "'1-'> ,;-'-· S '-<., (4!f I (C.- ,~J 'i 9(b er ~~ ff~ C I '3 r-7-3 - A-SJ L( ~e (A,,,C>~ S '< J"c !(. C,-,V Pl '7t o-u _5 Lf{ / I-? 'f MtA./ €;"1 ~{;b 1/ SilL ' r <. 7 ><-,. 1 ('\) ~~ 'lGl.n, 4, ,.,,,,,./ -= -?:r r> i. c. l -q ' ,... ,, ',<> ~ ~( fl~ @_ ~~r{,(_ 4-\ ( '-r/ I I ,r,.,, (!!_ £"}("(. DATE------ ENGR ------ B\VE f#Gl#fHID TO UCHD u,rcrAT/0#1 PROJECT ----i------------ 3 SHEET JOB NO ____ ..,:..__ ~IV.... JEC. ( 6~ --:r~\~'7 ~.8 ::=- ~~UJ ~. L( p t,f ~ J.2:: ~ --t.. . Cf, .,P.,1 c. t-t?~c._l,-vc., ~ 1... -z..p.s f ::.. <;. /t; ~ l c, ~ -:::... (~6'\ ....__ ,~l> ¼ ""' ~ ~ ~. '3 ~ I J -~-~> t(_ ok.v ,-- ( I ~t" c.h.. t.,G(~,-f-~ 1 QI C-l "-\.l3 ~ ;v .-~; )( \ 'j. r5° C ~ /f f\-2- G~ 1"'~ y 2-~ .: ?o ,. ~ ~ P-1 v,-:; iJ>g .s >c 7 t1.1f-' t, 9., * • {"°1 ,. '-\S <( ~ DATE-------,-- ENGR ------ B\VE l#Gl#ffUO ro IJtCIIO IXrlCTAfJO#J 4 SHEET JOB NO------ PROJECT-------------- &:: G:, {A--r€'VJtL e:,-.o A_~(,ffL i,-4,.o ~µ ir~--t-c.e- J..~-:: o,s-' o· ~-::. i .s- EA-CH 13~ T,,(,.k.~ I,,-.. u,4-P L\5 '-//-1. -:= 2-'l ~ ~ IC cS>-9--= \ S 4t ... frSJJ ~'ff. ;: £, "3~ ~ \ f(Bs# 0~ - -8, '!.'5"' ~ ( S"'l ~-::.. '?-~) ,::,{ =-( € t:: ,? =:f f;w;./..J.t"-"< ~ 7 ~/c:-A-i<~r °t;) +-E°" Gl ~ (-C:: J I/ ~ f-c>S-I C-p :-c!>, t> <s, 1 ~f;: ::: 9o .. ~ ;=-c.,.. ¥ == 11 '-l-:2.--~ Fe ' -:=. e ct·~ p 1:::. 't7i> w# (-1,~~) '{"lo ? l ~7-o"'-. V -:c ==-2-?.P #E--7l§ '1..-t,4;.-0W J._$ /,-~ >" -z. ~ -= Sbz._...tt e> ~ B\V E ENGINEER: D. Hansen DATE: September 23, 2022 PROJECT NUMBER: 13918A.1.00 STRUCTURAL • CIVIL •SURVEY• LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone {619} 299-5550 • Fax {619} 299-9934 www.bwesd.com OCT 1 7 2022 STRUCTURAL CALCULATIONS FOR REEF T.I. CITY SUBMITTAL 2290 COSMOS COURT CARLSBAD, CA 92011 DATE SIGNED: 09/23/2022 Prepare CBC2022-0373 2290 COSMOS CT > I-. . -0 ID STU 236 S. SIERRA AVE SOLANA BEAC REEF: COM-Tl (500 SF) EXTERIOR IMPROVEMENTS WITH NEW (384 SF) DECK 2130504400 10/17/2022 CBC2022-0373 B\V E STRUCTURAL • CIVIL •SURVEY• LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax {619) 299-9934 www.bwesd.com TABLE OF CONTENTS Seismic Design Hazard Map .......................................................................................................................... 1 Wind Design Hazard Map ............................................................................................................................. 2 Existing Building Design Criteria and Load Summary ................................................................................... 4 Wall Opening .................................................................................................................................... 6 Wall Opening RISA Print-Out ........................................................................................................... 8 Wall Opening Framing Anchorage ................................................................................................. 16 Exterior Canopies Design Criteria and Load Summary ............................................................................... 29 Entry Canopy -RISA Print-Out ....................................................................................................... 33 Entry Canopy-Anchorage ............................................................................................................. 40 Front/North Canopy-RISA Print-Out ........................................................................................... 50 Side/East Canopy-RISA Print-Out ................................................................................................ 74 Front and Side Canopy Foundations ............................................................................................. 95 Front/North Canopy -RISA Print-Out ........................................................................................... 98 Garage Door Support ................................................................................................................................ 102 5127122, 1 :23 PM L\TC Hazards by Location Search Information Address: 2290 Cosmos Ct, Carlsbad, CA 92011, USA Coordinates: 33.1224968, -117 .2693568 Elevation: 257 ft Timestamp: 2022-05-27T20:21 :54.5282 Hazard Type: Seismic ATC Hazards by Location Temecula 0 Borrego Sprlngs 0 Clevelanrt Anza-Bc National Forest DesE State f Reference ASCE7-16 Go gle Document: San Diego u -~-----------O Map data ©2022 Google, INEGI Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.972 MCER ground motion (period=0.2s) S1 0.355 MCER ground motion (period=1 .0s) SMs 1.167 Site-modified spectral acceleration value SM1 * null Site-modified spectral acceleration value Sos 0.778 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 0.901 Coefficient of risk (0.2s) CR1 0.911 Coefficient of risk (1.0s) PGA 0.424 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.509 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=33.1224968&Ing=-117 .2693568&address=2290 Cosmos Ct%2C Carlsbad%2C CA 92011 %2C USA 1/2 5/27/22, 1 :23 PM TL 8 SsRT 0.972 SsUH 1.079 SsD 1.5 S1RT 0.355 S1UH 0.389 S1D 0.6 PGAd 0.5 * See Section 11.4.8 ATC Hazards by Location Long-period transition period (s) 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=33.1224968&Ing=-117 .2693568&address=2290 Cosmos Ct%2C Carlsbad%2C CA 92011 %2C USA 2/2 5/27/22, 1 :21 PM 'ATi( I.I 11 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 II Risk Category Ill Risk Category IV 2290 Cosmos Ct, Carlsbad, CA 92011, USA 33.1224968, -117.2693568 257 ft 2022-05-27T20:20:53. 711 Z 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 a Island enttll i a6i13t... Go gle Temecula 0 Borrego Springs Q Clevelanrl Anza-Bc National Forest DesE State F San Diego (j O Map data ©2022 Google, INEGI --------------· ASCE 7-05 72 mph ASCE 7-05 Wind Speed 85 mph 79 mph 85 mph 91 mph 100 mph 110 mph 115 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 !hi!-WP.h!-ilP. rloP.!-not imnlv ;:innrnv::il hv lhP. novArninn h11ilrlinn r:orlP. horliP.l-rP.!-non!-ihlP. for h11ilrlinn r:orlP. ::innrnv::il ::inrl intP.rnrP.l::ition for thP. https://hazards.atcouncil.org/#/wind?lat=33.1224968&1ng=-117.2693568&address=2290 Cosmos Ct%2C Carlsbad%2C CA 92011 %2C USA 1 /2 B\VE Project: Reef Tl San Diego, CA H GI~ Ef<EO TO UC( 0 l!r• I IIC S Summary of Loads Gravity Loads Typical Roof Loads: 3 Ply Asphalt Roofing Material 1/2" Plywood Sheathing Panelized Wood Framing Glulam Beam Framing Batt Insulation Suspended Ceilings MEP Miscellaneous DL: LL: Typical Exterior Wall Loads: 6" Concrete Panel DL: LL: Seismic Loads Seismic Wall Loads (Out-Of-Plane): Design Spectral Response, 505: Amplification Factor, k.: Seismic Wall Loads: Fp = 0.4S0sleW (ASCE 7-16 12.11.1): Attached to Structure Loads: Fp = 0.4SoskaleW (ASCE 7-16 12.11.2.1): Wind Loads Wind Velocity Pressure K, = 0.85 V = K,1. Ke= 1.00 Exposure Kd = 0.85 G= q h = 0.00256K2K21KdKeV2 (26.10-1) = Load Summary -Building B\VE 1.0 psf 1.6 psf 2.2 psf 1.5 psf 2.8 psf 3.0 psf 4.0 psf 1.9 psf 18.0 psf 20.0 psf 75.0 psf 75.0 psf 5.0 psf 0.778 g 2.0 By:SC Date: 9/23/2022 Code: 2019 CBC 23.3 psf (LRFD) or 16.3 psf (ASD) 46.7 psf (LRFD) or 32.7 psf (ASD) 96 mph C 0.85 17.0 psf or 11.9 psf (ASD) STRUCTURAL• CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com B\VE 0 /1, fl'( C ~ r Summary of Loads Project: Reef Tl San Diego, CA Wind Loads Continued ASCE 7-16 Chapter 30.3.2 Components and Cladding Figure 30.3-1 -Wall Region 5 -1.4 GCp; 1.0 GCpl Wind Force Acting Away From Wall: Wind Force Acting Towards Wall: -0.18 0.18 -26.9 psf 20.1 psf By:SC Date: 9/23/2022 Code: 2019 CBC P (LRFD) = P(ASD)= -26.93 psf <---Governs over Fp Forces (Seismic) -16.16 psf <---Governs over Fp Forces (Seismic) Check Anchorage per Seismic Forces Load Summary -Building B\VE STRUCTURAL• CIVIL• SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com DA TE '1 ( u! '(,,,o Z,t.,,. ENGR 2 C, B\VE SHEET ____ _ INGl#IUID TO U CEEO 1r,rcrATIONS JOBNQ ____ _ PROJECT B-£6f I\ k I l O l X (CJ ~o~ ,,-Jf Oeof.- -wPL ~ I~ rsf ( 1-"l.15(i.) + 7~ rsf ( S".5-) -= 611 f Lf -wL-L ~ Z.o Psf(t--z..1~/-"2-.J ~ 7---z..<e, ·f Lf -\Al WL -> ?.., -, F? f ( l Cj .ti/ 1--} ~ '2. C> q ? L f -w~~ '> -2.?, fsf Ct s.~/-2 .. ) --t 7 4 <? Lf' er~it ~\~K >P lA~f. HS7 b )( L K:1=>/i 1 -, o An 1 ~ i[u -z.:z __ ENGR X o /IC~ r.. -\ I PROJECT ~¢,-~ t:. __ B\VE IHGINlHIO TO lKCEIO lX,ECTArtOHI • -o-• -· • -- SHEET ____ _ JOBNQ ____ _ IIIRISA Company : <Licensed Company> Designer : scong Job Number Model Name : Node Coordinates • -o---· • -- 9/22/2022 1:53:58 PM Checked By : ___ _ Label X fftl y [ft] z [ft] Detach From Diaohraqm 1 2 3 4 5 6 1 2 3 4 N1 0 N2 0 N5 0 N10 10 N11 10 N13 10 Node Boundary Conditions Node Label N1 N11 N5 N10 X [k/inl Reaction Reaction Reaction Reaction Member Distributed Loads (BLC 1 : DEAD) 0 0 10 0 15.5 0 15.5 0 0 0 10 0 Y [k/inl Z [k/inl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Member LabelDirectionStart Ma nitude k/ft, F, ksf k-ft/ft End Ma nitude k/ft, F, ksf, k-ft/ft Start Location 1 M5 Y -0.617 -0.617 0 Member Distributed Loads (BLC 2 : LIVE) Member LabelDirectionStart Ma nitude k/ft F ksf, k-ft/ft End Ma nitude k/ft, F ksf, k-ft/ft Start Location 1 M5 Y -0.228 -0.228 0 Member Distributed Loads (BLC 3 : WIND) Member LabelDirectionStart Ma nitude k/ft, F, ksf, k-ft/ft End Ma nitude k/ft, F ksf, k-ft/ft Start Location 1 M5 Z 0.209 0.209 0 Basic Load Cases Y Rot [k-ft/radl Reaction Reaction Reaction Reaction End Location %100 End Location 00100 End Location %100 End Location %100 BLC Descriotion Cateoorv Y Gravitv Distributed 1 DEAD DL -1 1 2 LIVE LL 1 3 WIND WL 1 4 SEISMIC EL 1 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor 1 DL Yes y DL 1 2 LL Yes y LL 1 3 WL Yes y WL 0.6 4 DL + LL Yes y DL 1 LL 1 5 DL + 0.6WL Yes y DL 1 WL 0.6 6 DL + 0.45WL + 0.75LL Yes y DL 1 WL 0.45 LL 0.75 RISA-JD Version 20 [ Wall Opening.r3d ] Page 1 lilRISA Company Designer : <Licensed Company> : scong Job Number Model Name : Load Combinations (Continued) Descriotion Solve P-Delta 7 0.6DL + 0.6WL Yes y 8 DL + 0.7EL Yes y 9 DL + 0.525EL + 0.75LL Yes y 10 0.6DL + 0.7EL Yes y 11 EO iAnchoraae Onlv\ Yes y Load Combination Design BLC Factor BLC DL 0.6 WL DL 1 EL DL 1 EL DL 0.6 EL Om*EL 1 9/22/2022 1:53:58 PM Checked By : ___ _ Factor BLC Factor 0.6 0.7 0.525 LL 0.75 0.7 Descriotion CD Service Hot Rolled Cold Formed Wood Concrete Masonrv Aluminum Stainless Connection 1 DL Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 LL Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 WL Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 DL+ LL Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 DL + 0.6WL 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 DL + 0.45WL + 0.75LL 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 0.6DL + 0.6WL 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 DL + 0.7EL 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 DL + 0.525EL + 0.75Ll 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 0.6DL + 0.7EL 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 EO /Anchoraae Onlv\ 1.6 Yes Hot Rolled Steel Section Sets Material Area in in• lzz in• J in• 1 HEADER HSS6X6X6 A500 Gr.B RND 7.58 39.5 64.6 2 COLUMN HSS6X6X6 Tube A500 Gr.B RND 7.58 39.5 64.6 RISA-3D Version 20 I Wall Opening.r3d ] Page2 IIIRISA /\NlMETSCHEK COMP/\NI' Detail Report MS , I/ Material Properties: Material: E(ksi): G(ksi): Nu: I Shape Properties: d(in): b1(in): t (in): I Design Properties: Lb Y·Y (ft): Lb Z·Z (ft): L,omp top (ft) : L,omp bot (ft) : Llorque (ft) : N2 Diagrams: Company : <Licensed Company> 9/22/2022 2:01:43 PM Designer : scong Job Number Model Name : ASOOGr.B RND 29000 11154 0.3 6 6 0.349 N/A N/A Lbyy N/A N/A Checked By : ___ _ Unity Check: 0.344 (LC 9) Load Combination: Envelope --~---------- 1 n put Data: I Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5'F-1): Density (k/ft'): F y (ksi): lyy (in4): 1 zz (in4): Ky.y: K,.,: ysway: z sway: Function: Seismic DR: MS HSS6X6X6 Beam 10 Hot Rolled Steel Typical 97 0.65 0.527 42 39.5 39.5 No No Lateral None I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): Rt: Area (in2): J (in4): Max Def! Ratio: Max Def! Location: Span: ~ 0.109 at S ft N2 N13 BenPIN BenPIN N/A N/A 1.4 58 1.3 7.58 64.6 L/560 5 1 N13 ~7 ~----- ~ -,--, , ,... ,:.QlJS at,5 ft__, , , y Deflection ( in ) T z Deflection ( in) I -4.364 at o ft 3 0.633 at 10 ft -~ ~ ~ J ~ ~~~---- ~ ,-----, , -364 at} o ft, [-o.633 at o ft,-. --.-~-,- Axial Force (kips) Y Shear Force ( kips ) z Shear Force ( kips) RISA-3D Version 20 [ Wall Opening.r3d ) Page 3 ·~IIRISA Company Designer : <Licensed Company> : scong Job Number Model Name : IPS -10.909 at 5 ft Torsion ( kip-ft) z-z Moment ( kip-ft) ~ ~~3~5ft IE:=> Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 20 -9.943 at 5 ft Bending Strong Stress ( ksi ) Gov. LC 9 4 9 9 9 4 4 9 9 [ Wall Opening.r3d ) Required 0.000 k 0.000 k 10.197 k-ft 1.188 k-ft 4.364 k 0.000 k 0.000 k-ft 9/22/2022 2:01:44 PM Checked By : ___ _ -1.584 at 5 ft ,--.,-,--, y-y Moment ( kip-ft) 1.443 at 5 ft ,--~-, -~ 5 ft , Bending Weak Stress ( ksi ) Available Unity Check tesult 190.635 k 160.877 k 33.114 k-ft 33.114 k-ft 52.168 k 0.084 Pass 52.168 k 0.000 Pass 0.344 Pass 27.823 k-ft 0.000 Pass Page4 IIIRISA A NEMETSCHtl< COM 'Af<Y Detail Report M1 Material Properties: Material: E(ksQ: G(ksi): Nu: I Shape Properties: d(in): b1(in): t(in): Design Properties: Lby-y (ft): Lb Z•Z (ft) : L,omp top (ft): L,omp bot (ft): L10rque (ft): N1 Diagrams: :1.763at0ft - ' Company Designer : <Licensed Company> : scong Job Number Model Name : z ASOO Gr.B RND 29000 11154 0.3 6 6 0.349 N/A N/A Lbyy N/A N/A 1._____ Unity Check: 0.073 (LC 8) Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Numberoflntemal Sections: Therm. Coeff. (1e''F-1): Density (le/ft'): Fy(ksi): lyy (in4): I zz (in4): KY·Y: Kz.z: y sway: z sway: Function: Seismic DR: M1 ' ' y Deflection ( in ) L . -3.03 at 15.5 ft Axial Force ( kips) y Shear Force ( kips) RISA-3D Version 20 [ Wall Opening.r3d ) HSS6X6X6 Column 15.S Hot Rolled Steel Typical 97 0.65 0.527 42 39.S 39.S 1 1 No No Lateral None 9/22/2022 2:01:46 PM Checked By : ___ _ Load Combination: Envelope I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu(ksi): RI: Area (in2): J (in4): Max Defl Ratio: Max Defl Location: Span: ' z Deflection ( in ) 0.408 at 10.01 ft l NS N1 NS Fixed Fixed N/A N/A 1.4 58 1.3 7.58 64.6 L/0 0 N/A ~ -0.224 at O ft T z Shear Force ( kips) Page 5 Ii• 1E½npany : <Licensed Company> IRISA D signer : scong J umber : ANEM1:TSCkt ... coMPANY Model Name : IDS Torsion ( kip-ft) 0.233 at Oft -0.4 at 15.5 ft Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 20 z-z Moment ( kip-ft) Bending Strong Stress ( ksi ) Gov. LC 8 10 8 8 8 10 10 8 8 [ Wall Opening.r3d ] Required 2.143 k 0.000 k 0.000 k-ft 2.233 k-ft 0.000 k 0.408 k 0.000 k-ft ·-o-·--··-- 9/22/2022 2:01:46 PM Checked By : ____ _ -2.237 at 10.0l~ft~~-, ---,---, y-y Moment (kip-ft) l ,.,,, .. 10.01ft l~ :i--, -----.--2.039 at 10.01 ,fL_, , -,--, Bending Weak Stress ( ksi ) Available Unity Check tesult 190.635 k 126.799 k 33.114 k-ft 33.114 k-ft 52.168 k 0.000 Pass 52.168 k 0.008 Pass 0.073 Pass 27.823 k-ft 0.000 Pass Page 6 IIIRISA ANCMETSCHEK COMPANY Detail Report M4 ,t,Y Material Properties: Material: E(ksi): G(ksi): Nu: !Shape Properties: d(in): b1(in): t(in): I Design Properties: Lb Y·Y (ft): Lb Z•Z (ft) : L,omp top (ft): L,omp bot (ft): L,orque (ft) : N11 Diagrams: : 1.763 at Oft Company Designer : <Licensed Company> : scong Job Number Model Name: A500 Gr.B RND 29000 11154 0.3 6 6 0.349 N/A N/A Lbyy N/A N/A -3.03 at 15.5 ft Unity Check: 0.073 (LC 8) Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5'F-1): Density (k/ft'): F y (ksi): lyy (in4): In (in4): Ky-y: K,.,: y sway: z sway: Function: Seismic OR: M4 ' ' y Deflection ( in ) l ~f-,1 Axial Force ( kips ) y Shear Force ( kips) RISA-3D Version 20 ( Wall Opening.r3d ) HSS6X6X6 Column 15.5 Hot Rolled Steel Typical 97 0.65 0.527 42 39.5 39.5 No No Lateral None I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): ~: Fu (ksi): Rt: Area (in2): J (in4): Max Oefl Ratio: . -o-...... '_.,. 9/22/2022 2:01:48 PM Checked By : ___ _ Load Combination: Envelope 7 N11 N10 Fixed Fixed N/A N/A 1.4 58 1.3 7.58 64.6 Max Defl Location: L/0 0 N/A Span: NlO 1 0.083 at 8.396 ft !~~ j I ~ l ,-~~ z Deflection ( in ) l ~-0.224 at O ft 0.408 at 10.01 ft ' z Shear Force ( kips ) Page 7 11, 1E½npany : <Licensed Company> IR ISA D signer : scong J umber : ANEMETscHEKCOMPANY Model Name : IPS ---, ~-~~----r-------r-~ -.,-------r-, Torsion ( kip-ft) 0.233 at Oft -0.4 at 15.5 ft Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 20 z-z Moment (kip-ft) r--------r-T l ~ T Bending Strong Stress ( ksi) Gov. LC 8 10 8 8 8 10 10 8 8 I Wall Opening.r3d J Required 2.143 k 0.000 k 0.000 k-ft 2.233 k-ft 0.000 k 0.408 k 0.000 k-ft 9/22/2022 2:01:49 PM Checked By : ____ _ y-y Moment ( kip-ft) ~ 2.039 at 10.01 ft l~ i -2.039 at 10.01 ft -. _, ~ , Bending Weak Stress ( ksi ) Available Unity Check tesult 190.635 k 126.799 k 33.114 k-ft 33.114 k-ft 52.168 k 0.000 Pass 52.168 k 0.008 Pass 0.073 Pass 27.823 k-ft 0.000 Pass Page 8 B\VE SHEET ____ _ l#GINIIIIIO ro UCIIO ,i,rcrATIONS ENGR 'zC.. JOBNQ ____ _ PROJECT ..... f2-..... \__,~fi""'-'-f_-f""'---'-\ ------- H JEAOG,(L A.AJ c..1fo,<.A-<:r-re ?~(2.. e.1sA 1,0 LoAo CDMf:;o 4' 6-ovt~~ OL--+-o.5'2..5 EL-+-o. 7SL-L- Wv~f., -:s. Wot-i-0.5"zS(D.2.Si;7~)~0L-..t--0,-ZS"wc..L,. -s: bl 7 f'Lf -r o.o4,(t.n )-1-0,?S{'l.z-g) ~ 1,'$7 fLf W f1t>6\ 1 -::: 'rb. -7 f~~ ( l ½. 5/-i... J -:;. ";(, -z_, f t,,f ,,t, '-4 "-'c~o tlJ'\ c,.-tS, \)v." <f,~ 7 (1,') --I£ 1 'f l.$_> 'i~---~ b '2-(-Z:') ~ 7 "Lt ~ S I re.fl-1+1 (.:(j f(l,o f ( ') I L,\ ~e t;/4 ''x f 11 µIL-\ l Hu~~G~ s~~l,V AI\J<-Y--ull-S o{l H 11 .. (t~q-bt .J~ 1" ~/i·1 111rs. j,\Mt, f_A) crfo (Lt><-~ t,~ f-<sA ~O @ gA:c;~ fcA-rt ::: ,Z'Z-~ L{? s 'I( R ::::-lf-~i ce,s I r~rl ~JL-1"", f(l~Ft'7, v<.~~ i;/,J'1 ..;c.r' tf1L-11 rhJs-t!-e 7<-a'l~w ~I\JC..'rft;Jl-S i 1,: ii 5 • i Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 KWIK HUS-EZ (KH-EZ) 5/8 (3 1/4) 418079 KH-EZ 5/8"x4" hef.act = 2.390 in., hnom = 3.250 in. Carbon Steel ESR-3027 41112022 I 121112023 Design Method ACI 318-14 / Mech eb = 0.000 in. (no stand-off); I= 0.500 in. Page: Specifier: E-Mail: Date: I ""'~ .... I I VI I VV 1 s.c. scong@bwesd.com 9/22/2022 Anchor plateR : I, x IY x t = 2.480 in. x 2.480 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Base material: Installation: Reinforcement: no profile cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for confonmity wijh the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaen Hilli is a registered Trademark of Hilti AG, Schaan ,:,,s., ----------------------------------H ii ti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 Description Combination 1 Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb] N = 724; Vx = 0; Vy= 1,674; Mx = 0; MY= 0; M, = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilli AG, FL-9494 Schaan Hilt/ is a registered Trademark of Hilti AG, Schaan Seismic no 2 S.C. scong@bwesd.com 9/22/2022 Max. Util. Anchor[%] 82 2 •·=ii S • i Hilti PROFIS Engineering 3.0.80 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 2 Proof I Utilization (Governing Cases) Loading Proof Tension Concrete Breakout Failure Shear Pryout Strength Loading PN Combined tension and shear loads 0.355 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb] Load Capacity 724 2,041 1,674 2,198 flv l; 0.761 5/3 Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibililyl PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Utllization PN / flv [%] 36 /- -177 Utilization fl N,v [% J 82 3 s.c. scong@bwesd.com 9/22/2022 Status OK OK Status OK 3 i : i i S • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 4 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: I "'4l;II""' 11-V VI IVV 4 S.C. scong@bwesd.com 9/22/2022 Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checi<ed for conformity with the existing conditions and for plausibilityl PROFIS Engineering ( c ) 2003-2022 Hlltl AG. FL-9494 Schaan Hilti Is a registered Trademar1c of Hlltl AG. Schaan 4 1 ·= i i 5 • • ---------------------- Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 Page: Specifier: E-Mail: Date: HIT-RE 500 V3 + HAS-V-36 (ASTM F1554 Gr.36) 5/8 2198024 HAS-V-36 5/8"x6" (element)/ 2123401 HIT-RE 500 V3 (adhesive) hef.opti = 3.125 in. (hef,limlt = 4.500 in.) ASTM F1554 Grade 36 ESR-3814 3/1/2021 I 1/1/2023 Design Method ACI 318-14 / Chem eb = 0.000 in. (no stand-off); t = 0.500 in. -EC! I ..... ~ .... .,_, .... , ......... 1 S.C. scong@bwesd.com 9/22/2022 Anchor plateR: I, x ly x t = 2.480 in. x 2.480 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Base material: Installation: Reinforcement: no profile cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or< No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] l J Design londs -• d : Sustalned loads z ,_ I y C.~-·o , -fl \ l.· ' X \ '\ Input data and results must be checked for confonmity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of HHti AG, Schaan ,:,,s., Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 Description Combination 1 Page: Specifier: E-Mail: Date: Forces [lb]/ Moments [in.lb) N = 724; V, = 0; Vy= 1,674; M, = 0; My = 0; M, = 0; N,us = 0; M,.sus = 0; My,1u1 = 0; Input data and resutts must be checked for conformity wtth the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilli AG, FL-9494 Schaan Hill! is a registered Trademarl< or Hilli AG, Schaan Seismic no I ._.,~ .... ._._ VI I VV 2 S.C. scong@bwesd.com 9/22/2022 Max. Util. Anchor[%] 42 2 •·=ii S • i Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 2 Proof I Utilization (Governing Cases) Loading Proof Tension Concrete Breakout Failure Shear Concrete edge failure in direction y+ Loading PN Combined tension and shear loads 0.237 3 Warnings Please consider all details and hints/warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb) Load Capacity 724 3,052 1,674 4,009 Pv t 0.418 5/3 Fastening meets the design criteria! Input data and resutts must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hiltl is a registered Trademark of Hilti AG. Schaan Utllizatlon flN /fly(%] 24 /- -/ 42 Utilization PN,v [%) 33 I U~ .... &..V V I 1'-'V 3 S.C. scong@bwesd.com 9/22/2022 Status OK OK Status OK 3 ,:,,s., Hilti PROFIS Engineering 3.0.80 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22. 2022 4 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: 4 S.C. scong@bwesd.com 9/22/2022 Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for confonnity with the existing conditions and for plausibilityl PROFIS Engineering ( c ) 2003-2022 Hilti AG. FL-9494 Schaen Hilti Is a registered Trademar1< of Hilti AG. Schaan 4 1 ·= i i S • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hlltl.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 (1) KWIK HUS-EZ (KH-EZ) 5/8 (3 1/4) 418079 KH-EZ 5/8"x4" h0,,ae1 = 2.390 in., hnom = 3.250 in. Carbon Steel ESR-3027 4/112022 I 121112023 Design Method ACI 318-14 / Mech eb = 0.000 in. (no stand-off); t = 0.500 in. Page: Specifier: E-Mail: Date: I Utf .... '-V VI IVV 1 S.C. scong@bwesd.com 9/22/2022 Anchor plateR: I, x IY x t = 6.000 in. x 9.500 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Base material: lnstallatlon: Reinforcement: Square HSS (AISC), HSS6X6X.375; (L x W x T) = 6.000 in. x 6.000 in. x 0.375 in. cracked concrete, 2500, fc' = 2,500 psi; h = 5.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, In.lb) 4 I X Input data and results must be checked f0< conf0<mi1y with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilli Is a registered Trademarl< of HilU AG, Schaen i=iiS•• Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 (1) Case Description 1 Combination 1 Page: Specifier: E-Mail: Date: Forces Pb] / Moments [in.lb) N = 0; V, = 448; Vy= 0; M, = 0; My = 0; M, = 0; lnP4.1t data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c} 2003-2022 Hilti AG, FL-9494 Schaan Hiltl is a registered Trademarl< of Hilti AG. Schaan Seismic no 2 s.c. scong@bwesd.com 9/22/2022 Max. Util. Anchor(%] 48 2 •·=ii S • i --------------------------------H II ti PROFIS Engineering 3.0.80 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 (1) 2 Proof I Utilization (Governing Cases) Loading Proof Tension Shear Steel Strength Loading Combined tension and shear loads 3 Warnings IIN Please consider all details and hints/warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb) Load Capacity 744 6,732 llv t Fastening meets the design criteria! Input data and resutts must be checked for conformity with the existing conditions and for plausibllityl PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Utlllzatlon IIN / llv [%) -/- -/ 12 Utilization IIN,v [%) I "':!:I""'._, VI lVV 3 S.C. scong@bwesd.com 9/22/2022 Status N/A OK Status N/A 3 ,:its., Hlltl PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 ( 1) 4 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: 4 S.C. scong@bwesd.com 9/22/2022 Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for conformity wi1h the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hiltl is a registered Trademarlc of Hilti AG, Schaan 4 B\VE Project: Reef Tl San Diego, CA 0 I I Summary of Loads Typical Canopy Loads: Fabric/Vinyl Mesh Canvas Steel HSS Tube Framing Gravity Loads DL: LL: Typical Wall Self-Weight (Allotted): Seismic Roof Loads: Seismic Wall Loads: Plywood Panel Glass Whiteboard and Misc Steel HSS Tube Framing DL: LL: Seismic Loads Seismic Response Cefficient (Cs): Roof Dead Load {from above): Base/Story Shear (V): Fp = 0.4S05I,W {ASCE 7-1612.11.1): Attached to Structure Loads: Wind Velocity Pressure Fp = 0.4apS05I,Wp(l + 2(z/h) / RP (ASCE 7-16 13.3-1): Wind Loads K, = 0.85 V= K,1• K, = 1.00 Exposure Kd = 0.85 G = q h = o.002s6K,K,1KdK.v 2 (26.10-1) = 1.5 psf 1.5 psf 3.0 psf 0.0 psf 3.0 psf 5.0 psf 3.0 psf 11.0 psf 5.0 psf 0.62 *Base Shear Calculation 3.0 psf 1.9 psf (LRFD) or 3.4 psf (LRFD) 0.3 psf (LRFD) 96 mph C 0.85 17.0 psf or or or By:SC Date: 9/23/2022 Code: 2019 CBC 1.3 psf (ASD) 2.4 psf (ASD) 0.2 psf (ASD) 11.9 psf (ASD) Wind Loads Continued ASCE 7-16 Chapter 30.11 Attached Canopies on Buildings: See attached Hand Calculations ASCE 7-16 Chapter 29.3.1 Solid Freestanding Walls and Signs: Load Case A & B: Load Summary B\VE STRUCTURAL• CIVIL• SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619} 299-9934 www.bwesd.com 13\VE CN 11'H/U 70 XCll PC 101'/S Summary of Loads I½ 5.4 Ct = 1.35 !½ 1.0 ½ = 1.45 Load Case C: B/s = 5.4 B= P= B= P= Project: Reef Tl San Diego, CA 37.83 ft s = 19.56 psf (LRFD) or 7.00 ft s = 21.01 psf (LRFD) or By:SC Date: 9/23/2022 Code: 2019 CBC 7.00 ft 13.7 psf (ASD) 7.00 ft 14.7 psf (ASD) C1 = 2.97 •o.9 Reduction Factor Applied Load Summary P (LRFD) = 43.03 psf <---Governs over Fp Forces (Seismic) P (ASD) = 25.82 psf <---Governs over Fp Forces (Seismic) B\VE STRUCTURAL• CIVIL • SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-SSS0 • Fax (619) 299-9934 www.bwesd.com B\VE ENGfl flltCD 10 fJ(CEEO f11'£CTATI JN5 Project: Reef Tl San Diego, CA . -::,--. -· . -- By: BMM Date: 9/23/2022 Project Number: 13436A.2.00 Seismic Design Base Shear -Equivalent Lateral Force Procedure (Per ASCE 7-16, Chapter 15.4) Code: 2019 CBC Lateral System Information Risk Category II (2019 CBC Table 1604.5) I = e 1.00 (Table 11.5-1) Lateral System Steel Ordinary Cantilever Column (Unlimited Heights) -Table 15.4-1 R = 1.25 Oo = 1.25 Cd= 1.25 Seismic Ground Motion Values Site Classification D Short Period Seismic Design Category SDC= D 0.972 g 1.200 1.166 g 0.778 g Approximate Fundamental Period Site-Specific Ground Motion Performed: No Site Class Verified by Geotech: No Long Period 0.355 g 1.945 0.690 g 0.460 g Building Type: All Other Structural Systems Fundamental Period Known: No Maximum Height = 9.0 ft Seismic Base Shear Cs= Cs.MAX= Cs.MIN= Cs= 0.10 sec 0.12 sec 0.59 sec 0.622 Govs 5.315 0.034 0.622 (Eq. 12.8-7) (§11.4.6) (§11.4.6) (Eq. 12.8-2) {Eq. 12.8-3 & Eq. 12.8-4} {Eq. 12.8-5 & Eq. 12.8-6} (§11.4.8, Exception 2) (Fig. 22-14} forTSTs for Ts ST STL S01 (Eq. 12.8-2} (Eq. 12.8-3) V =I0.622*W !(Site-specific ground motion procedures apply) Cs= r(~) Redundancy Px = Pz = Seismic Base Shear -Tubes 1.0 1.0 B\VE forT>TL (Eq. 12.8-4) STRUCTURAL• CIVIL• SURVEY • LAND PLANNING 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com "t""'· -------- DATE-----B\VE ENGR ___.__Hf ______ _ WINO·. ~ -~Of'~; he,::.11.v,' ~, ~w' t#•l#HHO ro UCUD tt,tcTATJO#J &Cf'=. 2-1 -.6 ( t-o~) . 1... I -I . I L vY'f'~) I . \ , -. .CS-(,.., ~r) ~, Ditz. {ANc("'f e.. <;. ~ ~G,:. /c:::-,' ~~=-IS'.~' &Cr, -: , 9 I -• (, (U:)~) ,c..J I -.~f (t,y,pi€{l..) ,Y ,-.vS" l~) .., . . -------------' SHEET ____ _ JOB NO I 5'1 I BA . I N2 BWE Entry Canopy SK-1 hto Sep 21 , 2022 Entry Canopy.r3d Loads: BLC 1, Dead BWE hto Entry Canopy SK-2 Sep 21 , 2022 Entry Canopy.r3d Loads: BLC 3, Wind BWE hto Entry Canopy SK-3 Sep 21, 2022 Entry Canopy.r3d 18 7 psf Member Code Checks Displayed (Enveloped) BWE Entry Canopy hto SK-4 Sep 21 , 2022 Entry Canopy.r3d Code Check (Env) No Cale > 1.0 .90-1 .0 .75-.90 .50-.75 ■ 0.-.50 IIIRISA ANEMETSCHfol< COMPANY Company : BWE Designer : hto Job Number Model Name : Entry Canopy Node Coordinates Label X [ft] y [ft] z [ft] 1 N1 0 0 0 2 N2 17 0 0 3 N3 17 0 4 4 N4 2.583 0 4 5 N5 0 0 15.583 6 N6 2.583 0 15.583 7 N7 0 0 4 8 N8 2.583 0 0 9 N9 9.7915 0 4 10 N10 6.18725 0 4 11 N11 13.39575 0 4 12 N12 9.7915 0 0 13 N13 6.18725 0 0 14 N14 13.39575 0 0 15 N15 2.583 0 9.7915 16 N16 2.583 0 6.89575 17 N17 2.583 0 12.68725 18 N18 0 0 9.7915 19 N19 0 0 6.89575 20 N20 0 0 12.68725 Node Boundary Conditions Node Label X [k/inl Y fk/inl Z [k/in] X Rot [k-ft/rad] 1 N6 Reaction Reaction Reaction Reaction 2 N17 Reaction Reaction Reaction Reaction 3 N15 Reaction Reaction Reaction Reaction 4 N16 Reaction Reaction Reaction Reaction 5 N4 Reaction Reaction Reaction Reaction 6 N10 Reaction Reaction Reaction Reaction 7 N9 Reaction Reaction Reaction Reaction 8 N11 Reaction Reaction Reaction Reaction 9 N3 Reaction Reaction Reaction Reaction Member Primary Data Label I Node J Node Section/Shape Tvoe Design List 1 M1 N1 N2 HSS5X2X3 Beam Tube 2 M2 N2 N3 HSS5X2X3 Beam Tube 3 M3 N3 N4 HSS5X2X4 Beam Tube 4 M4 N1 N5 HSS5X2X3 Beam Tube 5 MS NS N6 HSS5X2X3 Beam Tube 6 M6 N6 N4 HSS5X2X4 Beam Tube 7 M7 N4 N7 HSS4X2X3 Beam Tube 8 M8 N4 N8 HSS4X2X3 Beam Tube 9 M9 N10 N13 HSS4X2X3 Beam Tube 10 M10 N9 N12 HSS4X2X3 Beam Tube 11 M11 N11 N14 HSS4X2X3 Beam Tube 12 M12 N17 N20 HSS4X2X3 Beam Tube 13 M13 N18 N15 HSS4X2X3 Beam Tube 14 M14 N19 N16 HSS4X2X3 Beam Tube RISA-3D Version 20 ( Entry Canopy.r3d ] . -::,--· -· ·-- 9/21/2022 11:28:49AM Checked By : ___ _ Detach From Diaphraam Y Rot [k-ft/rad] Z Rot [k-ft/radl Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Reaction Material Desian Rule A992 Tvnical A992 Tvoical A992 Tvnical A992 Tvoical A992 Tvnical A992 Tvoical A992 Tvoical A992 Tvnical A992 Tvnical A992 Tvoical A992 Tvoical A992 Tvnical A992 Tvoical A992 Tvnical Page 1 IIIRISA A NEMCTSCHEK COMPANY Company : BWE Designer : hto Job Number Model Name : Front Canopy Member Area Loads {BLC 1 : Dead) Node A Node 8 Node C Node D 1 N5 N7 N4 N6 2 N7 N3 N2 N1 Member Area Loads {BLC 3 : Wind) Node A Node 8 Node C Node D 1 N2 N3 N4 N8 2 N8 N6 N5 N1 Basic Load Cases BLC Descriotion Cateaorv 1 Dead DL 2 Roof Live RLL 3 Wind WL 4 Seismic EL 5 BLC 1 Transient Area Loads None 6 BLC 3 Transient Area Loads None Load Combinations Direction Load Direction y A-8 y A-8 Direction Load Direction y A-8 y A-8 Y Gravitv Distributed -1 11 8 9/21 /2022 11 :06:32AM Checked By : ___ _ Ma nitude s -1 -1 Area{Member) 2 2 Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D Yes y DL 1 2 IBC 16-3 /b\ la\ Yes y DL 1.2 RLL 1.6 WL 0.5 3 IBC 16-3 {b) {b) Yes y DL 1.2 RLL 1.6 WL -0.5 4 IBC 16-3 ld\ la\ Yes y DL 1.2 WL 0.5 5 IBC 16-3 {d\ lb) Yes y DL 1.2 WL -0.5 6 IBC 16-4 la\ la\ Yes y DL 1.2 WL 1 LL 0.5 LLS 1 RLL 0.5 7 IBC 16-4 (a\ lb) Yes y DL 1.2 WL -1 LL 0.5 LLS 1 RLL 0.5 8 IBC 16-4 lb\ la) Yes y DL 1.2 WL 1 LL 0.5 LLS 1 9 IBC 16-4 lb\ lb\ Yes y DL 1.2 WL -1 LL 0.5 LLS 1 10 IBC 16-6 (a\ Yes y DL 0.9 WL 1 11 IBC 16-6 lb\ Yes y DL 0.9 WL -1 Envelope Node Reactions Node Label Xllbl LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N6 max 0 11 142.647 9 0 11 19.808 9 0 11 55.517 10 2 min 0 1 -32.559 10 0 1 3.857 10 0 1 -207.884 7 3 N17 max 0 11 206.473 9 0 11 4.612 9 0 11 76.288 10 4 min 0 1 -63.01 10 0 1 -1.169 10 0 1 -220.746 7 5 N15 max 0 11 205.481 9 0 11 0.508 8 0 11 76.256 10 6 min 0 1 -61 .881 10 0 1 -0.083 11 0 1 -229.292 7 7 N16 max 0 11 199.303 9 0 11 10.98 9 0 11 77.87 10 8 min 0 1 -58.206 10 0 1 -3.946 10 0 1 -242.227 7 9 N4 max 0 11 686.144 9 0 11 783.552 9 0 11 178.164 10 10 min 0 1 -280.485 10 0 1 -339.47 10 0 1 -517.964 7 11 N10 max 0 11 386.052 9 0 11 719.14 9 0 11 1.958 11 12 min 0 1 -172.562 10 0 1 -337.363 10 0 1 -3.648 6 13 NS max 0 11 385.297 9 0 11 708.122 9 0 11 3.98 10 14 min 0 1 -173.637 10 0 1 -338.725 10 0 1 -7.802 7 15 N11 max 0 11 357.967 9 0 11 600.62 9 0 11 14.219 10 16 min 0 1 -158.108 10 0 1 -278.176 10 0 1 -24.87 7 17 N3 max 0 11 249.621 9 0 11 609.131 9 0 11 59.75 10 18 min 0 1 -89.708 10 0 1 -254.973 10 0 1 -102.891 7 RISA-3D Version 20 [ Entry Canopy.r3d ] Page 2 IIIRISA ANEMETSCkE:K COMPANY Company : BWE Designer : hto Job Number Model Name : Front Canopy Envelope Node Reactions (Continued) Node Label X lb LC Y lb LC Z lb LC 19 Totals: max 0 11 2818.986 9 0 11 20 min 0 1 -1090.156 10 0 Envelope A/SC 15TH (360-16): ASD Member Steel Code Checks MX lb-ft LC MY lb-ft 9/21 /2022 11 :06:32AM Checked By : ___ _ LC MZ lb-ft LC Member Shape Code CheckLoc[ft LC Shear CheckLoc[ft Dir LC Pnc/om [lb PnUom [lb Mnvv/om [lb-ft Mnzz/om [lb-ft Cb Ean 1 M1 HSS5X2X 0.013 11.681 9 0.021 2.479 V 9 5453.778 67065.86E 4366.267 8408.184 1.611 H1-1b 2 M2 HSS5X2X' 0.072 4 9 0.017 4 V 9 52235.956 67065.86E 4366.267 8408.184 1.63~ H1-1b 3 M3 HSS5X2X• 0.005 14.417 9 0.002 14.417 V 9 9240.307 87125.74~ 5489.022 10264.829 1 H1-1b 4 M4 HSS5X2X' 0.041 3.896 9 0.016 3.896 V 9 6490.725 67065.86E 4366.267 8408.184 1.951 H1 -1b 5 MS HSS5X2X' 0.025 2.583 9 0.007 2.583 V 9 60428.868 67065.86E 4366.267 8408.184 1.93E H1 -1b 6 M6 HSS5X2X• 0 11.58 11 0 11.58 V 9 14315.09 87125.749 5489.022 10376.389 1 H1 -1b• 7 M7 HSS4X2X' 0.098 0 9 0.033 0 V 9 50751 .951 56586.82€ 3567.864 5838.323 2.198 H1 -1b 8 M8 HSS4X2X' 0.125 0 9 0.01 0 V 9 43588.698 56586.826 3567.864 5838.323 1.85E H1 -1b 9 M9 HSS4X2X, 0.123 0 9 0.01 0 V 9 43588.698 56586.82€ 3567.864 5838.323 1.76, H1-1b 10 M10 HSS4X2X" 0.121 0 9 0.012 0 V 9 43588.698 56586.82€ 3567.864 5838.323 1.779 H1-1b 11 M11 HSS4X2X' 0.103 0 9 0.015 0 V 9 43588.698 56586.82€ 3567.864 5838.323 1.79, H1-1b 12 M12 HSS4X2X, 0.038 0 9 0.009 0 V 9 50751 .951 56586.82€ 3567.864 5838.323 12.371 H1-1b 13 M13 HSS4X2X' 0.039 2.583 9 0.008 2.583 V 9 50751.951 56586.82€ 3567.864 5838.323 2.23~ H1-1b 14 M14 HSS4X2X~ 0.041 2.583 9 0.011 2.583 V 9 50751 .951 56586.826 3567.864 5838.323 1.986 H1-1b RISA-3D Version 20 [ Entry Canopy.r3d ) Page 3 1 : i i 5 • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: I Entry Canopy -Anchorage KWIK HUS-EZ (KH-EZ) 1/2 (2 1/4) 418071 KH-EZ 1/2"x3" h01,act = 1.520 in., hnom = 2.250 in. Carbon Steel ESR-3027 41112022 I 121112023 Design Method ACI 318-19 / Mech eb = 0.000 in. (no stand-off); I = 0.500 in. Page: Specifier: E-Mail: Date: Anchor plateR : I, x ly x t = 6.000 in. x 12.000 in. x 0.500 In.; (Recommended plate thickness: not calculated) Profile: Base material: Installation: Reinforcement: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. cracked concrete, 3000, fc' = 3.000 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry tension: not present, shear: not present; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [In.] & Loading [lb, In.lb] y X Input data and results must be checked for confonnity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti Is a registered Trademar1< of Hilti AG. Schaan . ---:az)>- 9/21/2022 •=iiS•• Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case I Entry Canopy -Anchorage Description Combination 1 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x 1 2 125 169 343 343 343 343 max. concrete compressive strain: 0.02 (%o] max. concrete compressive stress: 83 [psi) resulting tension force in (x/y)=(0.000/0.592): 294 [lb] resulting compression force in (x/y)=(2.666/-2.074): 294 (lb] Page: Specifier: E-Mail: Date: Forces (lb] / Moments [in.lb] N = 0; V, = 687; Vy= 0; M, = 784; My = 784; Mz = 0; Shear force y 0 0 Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nu, [lb] Capacity ♦ N0 [lb] Steel Strength* 169 11,778 Pullout Strength* NIA NIA Concrete Breakout Failure•• 294 1,801 • highest loaded anchor **anchor group (anchors in tension) Input data and results must be checked for confonnity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hllli AG, FL-9494 Schaan Hilli Is a registered Trademark of Hilti AG, Schaan Seismic no y 0 1 Utilization flN = N • .J♦ Nn 2 NIA 17 I ~11 .... .,., VI IVV 2 9/21/2022 Max. Util. Anchor(%] 29 • Compr sion Status OK NIA OK 2 1 : i i S • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hllti.com Company: Address: Phone I Fax: Design: Fastening point: 3.1 Steel Strength N.. = ESR value , N18 ~ Nu• Variables A88N [in.2] 0.16 Calculations N .. [lb] 18,120 Results N .. [lb] 18,120 I Entry Canopy -Anchorage refer to ICC-ES ESR-3027 ACI 318-19 Table 17.5.2 futa [psi] 112,540 'steel , N18 (lb] 0.650 11,778 169 Input data and results must be checked f0< confonnlty with the existing conditions and f0< plausibility! PROFIS Engineering ( c) 2003-2022 Him AG, FL-9494 Schaan Hilll is a registered Trademar1< of Hiltl AG, Schaen Page: Specifier: E-Mail: Date: 3 9/21/2022 3 1,: ii S • i Hllti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: I Design: Entry Canopy -Anchorage Fastening point: 3.2 Concrete Breakout Failure (ANc) Ncbg = ANcO 'V tc,N 'V td,N 'V c.N 'V cp,N Nb ~ Ncbg ~ Nua ~c see ACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b) lji ec.N lj/ td.N lji cp,N Variables h01 [in.] 1.520 Cac [in.] 2.750 Calculations ANc [in.2] 41.59 Results Nebo [lb] 2,770 e01 N [in.] 8c2 N [in.] 0.000 0.592 kc "-a 17 1.000 ANc0 [in.2] 'V oc1,N 20.79 1.000 'concr•t• ~ Ncbg [lb] 0.650 1,801 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.6.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) Ca min [in.] lji c,N 12.000 1.000 ( [psi) 3,000 'V oc2,N 'V td,N 0.794 1.000 Nua [lb] 294 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hllli AG, FL-9494 Schaan Hilti is a registered Trademark of Hitt! AG, Schaan I "4~\,,o -rv VI I V.., 4 9/21/2022 'V cp,N Nb [lb] 1.000 1,745 4 i : i i S • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Entry Canopy -Anchorage Fastening point: 4 Shear load Load Vu• [lb] Steel Strength• 343 Steel failure (with lever arm)' N/A Pryout Strength•* 687 Concrete edge failure in direction x+ .. 687 • highest loaded anchor ••anchor group (relevant anchors) 4.1 Steel Strength V.. = ESR value ' v.teel ~ V ua Variables A.ev [in.2) 0.16 Calculations V18 [lb) 9,245 Results Vu[lb) 9,245 refer to ICC-ES ESR-3027 ACI 318-19 Table 17.5.2 112,540 ' 1taal , v .. [lb) D.600 5,547 Vu• [lb) 343 Input data and results must be checked for conformity with the existing conditions and tor plausibilityl Page: Specifier: E-Mail: Date: Capacity ♦ Vn [lb] 5,547 N/A 2,443 6,953 PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hittl Is a registered Trademar1< of Hilti AG. Schaen Utlllzatlon 13v = v .. t+ V" 7 N/A 29 10 I IA~V "T"'T VI I VV 5 9/21 /2022 Status OK N/A OK OK 5 •·=ii 5 • i Hilti PROFIS Engineering 3.0.80 www.hlltl.com Company: Address: Phone I Fax: I Design: Entry Canopy -Anchorage Fastening point: 4.2 Pryout Strength V cpg = kcp [ (~:) 'V ec.N 'V ed.N 'V c.N 'V cp.N Nb ] 4> v cpg ;i: vu. ANc see ACI 318-19, Section 17 .6.2.1, Fig. R 17 .6.2.1 (b) ANcO = 9 h!, lj/ ac,N = (---k ) $ 1.0 1 +--3 h,1 'V od,N = 0.7 + 0.3 ( ~-S~:,) $ 1.0 lj/ cp.N Variables lj/ c,N 1.000 Calculations ~0 [in.2) 41.59 Results 3,490 h,1 [in.] 1.520 cac [in.] 2.750 ANc{) [in.2] 20.79 4> conc,ete 0.700 e01 N [in.] 0.000 kc 17 'V ec1.N 1.000 4> Vcpg [lb) 2,443 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.3.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.6.2.1.4) ACI 318-19 Eq. (17.6.2.3.1) ACI 318-19 Eq. (17.6.2.4.1b) ACI 318-19 Eq. (17.6.2.6.1b) ACI 318-19 Eq. (17.6.2.2.1) ec2N [in.] c, min [in.] 0.000 12.000 A a fc [psi] 1.000 3,000 'V ec2.N 'V od.N 1.000 1.000 Vu• [lb) 687 Input data and results must be checked for confonmity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilli AG, FL-9494 Schaan Hilli is a registered Trademark of Hilti AG, Schaan I U~ .... -rv VI IVV 6 9/21/2022 IV cp.N Nb [lb] 1.000 1,745 6 1 : 1 1 5 • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Entry Canopy -Anchorage Fastening point: 4.3 Concrete edge failure in direction x+ Variables c0, [in.] 12.000 10 [in.] 1.520 Calculations Ave [in.2] 264.00 Results Vcba [lb] 9,933 c82 [in.] 1.000 Avc0 [in.2] 648.00 ~ concrete 0.700 ecv [in.] 0.000 d0 [in.] 0.500 II' ec,V 1.000 ~ Vcba [lb] 6,953 Page: Specifier: E-Mail: Date: ACI 318-19 Eq. (17.7.2.1b) ACI 318-19 Table 17.5.2 ACI 318-19 Eq. (17.7.2.1 .3) ACI 318-19 Eq. (17.7.2.3.1) ACI 318-19 Eq. (17.7.2.4.1b) ACI 318-19 Eq. (17.7.2.6.1) ACI 318-19 Eq. (17.7.2.2.1a) II' c,V h1 [in.] 1.000 6.000 ( [psi] II' parallel,V 3,000 1.000 ljl ed,V 'l'h,V 1.000 1.732 V.,.[lb] 687 5 Combined tension and shear loads, per ACI 318-19 section 17.8 Utilization ~N v [%] Status 0.163 0.281 5/3 17 OK Input data and resutts must be checked for conformity with the existing conditions and for plauslbilityl PROFIS Engineering ( c) 2003-2022 Hllti AG, FL-9494 Schaan Hiltl Is a registered Trademark of Hilti AG, Schaan vb (lb] 14,076 I U.~ ... "TV VI I VV 7 9/21/2022 7 I ..._:::f.._, "'Tt VI I VV i ·: i i S • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Page: 8 Address: Specifier: Phone I Fax: I E-Mail: Design: Entry Canopy -Anchorage Date: 9/21/2022 Fastening point: 6 Warnings The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered -the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs. Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII), Reference ACI 318-19, Section 26.7. Fastening meets the design criteria! Input data and results must be checked for confonnity with the existing conditions and for plausibility! PROFIS Engineering ( c) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 •=iiS~• Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Entry Canopy -Anchorage Fastening point: 7 Installation data Profile: Square HSS (AISC), HSS4X4X.25; (L x W x T) = 4.000 in. x 4.000 in. x 0.250 in. Hole diameter in the fixture: d1 = 0.625 in. Plate thickness (input): 0.500 in. Recommended plate thickness: not calculated Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. Page: 9 Specifier: E-Mail: Date: 9/21/2022 Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/2 (2 1/4) Item number: 418071 KH-EZ 1/2"x3" Maximum installation torque: 540 in.lb Hole diameter in the base material: 0.500 in. Hole depth in the base material: 2.625 in. Minimum thickness of the base material: 4.500 in. Hilti KH-EZ screw anchor with 2.25 in embedment, 1/2 (2 1/4), Carbon steel, installation per ESR-3027 7.1 Recommended accessories Drilling Suitable Rotary Hammer • Properly sized drill bit Coordinates Anchor [in.] Anchor 1 2 X 0.000 0.000 y -4.000 4.000 12.000 12.000 Cleaning • Manual blow-out pump -~ y 3.000 3.000 0 0 0 (:)? N 0 0 0 <0 1 .,/ - 0 0 0 N 3.000 3.000 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademarl< of Hilti AG, Schaan Setting • Torque wrench 0 0 0 (0 ~ .. X 0 0 0 (0 9 i· = i i S • • ----------------------Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Page: 10 Address: Specifier: Phone I Fax: I E-Mail: Design: Entry Canopy -Anchorage Date: 9/21/2022 Fastening point: 8 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the Auto Update function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and resutts must be checked for conformity with the exlsting conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hllti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 10 Envelope Only Solution BWE hto North Canopy :r. (/) (/) a, ! 10 SK-1 Sep 23, 2022 North Canopy.r3d Loads: BLC 1, Dead Envelope Only Solution BWE hto North Canopy :J: (/l (/l Ol ~ ~ 10 SK-2 Sep 23, 2022 North Canopy.r3d Loads: BLC 3, Wind_ Envelope Only Solut10n BWE hto North Canopy 10 SK-3 Sep 23, 2022 North Canopy.r3d 524.31 lb Loads: BLC 4, Seisn:iic Envelope Only Solut10n BWE North Canopy hto 10 SK-5 Sep 23, 2022 North Canopy.r3d -· . --• -o--- 2 Envelope Only Solution BWE hto ::x: (J) (J) ~ ~ 9 North Canopy ::x: (J) (J) ~ ~ 10 SK-6 Sep 23, 2022 North Canopy.r3d Code Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-.75 ■ 0.-.50 2 lilRISA Company : BWE Designer : hto Job Number Model Name : North Canopy Envelope Node Reactions Node Label X llbl LC Y llbl LC Z llbl LC MX [lb-ft] LC 1 N1 max 167.53 13 537.674 9 337.172 15 0 15 2 min 171.662 12 -182.808 10 522.062 12 0 1 3 N5 max 283.905 15 1025.353 9 407.038 13 0 15 4 min 288.04E 14 -424.575 10 -<101.78~ 14 0 1 5 N2 max 167.53 13 537.674 9 337.171 15 0 15 6 min 171 .662 12 -182.808 10 522.062 12 0 1 7 N7 max 283.905 15 1025.353 9 407.038 13 0 15 8 min 288.04E 14 -424.575 10 -<101. 78~ 14 0 1 9 N9 max 528.146 15 1987.302 9 229.28 9 -16.815 15 10 min 519.875 14 -289.165 10 -49.495 10 -54.595 12 11 N10 max 528.146 15 1987.302 9 229.28 9 -16.815 15 12 min 519.87E 14 -289.165 10 -49.495 10 -54.595 12 13 Totals: max 1958.62 15 7100.659 9 1614.8 15 14 min 1958.62 14 1793.096 10 -1614.8 12 Envelope Node Reactions -Overstrength or Capacity Limit Node Label X llbl LC Y llbl LC Z flbl LC MX fib-ft 1 N1 max 208.755 17* 229.14 16* 437.861 19* 0 2 min -215.219 16* 125.711 19* -622.72 16* 0 3 N5 max 354.224 19* 390.529 16* 507.951 17* 0 4 min -360.702 18* 211 .507 19* -502.701 18* 0 5 N2 max 208.755 17* 229.14 16* 437.859 19* 0 6 min -215.219 16* 125.711 19* -622.72 16* 0 7 N7 max 354.224 19* 390.529 16* 507.951 17* 0 8 min -360.702 18* 211 .507 19* -502.701 18* 0 9 N9 max 661.496 19* 1098.97 17* 117.443 17* -14.69 10 min -648.559 18* 600.424 18* 62.476 18* -56.718 11 N10 max 661.496 19* 1098.99E 17* 117.446 17* -14.69 12 min -648.559 18* 600.424 18* 62.476 18* -56.718 13 Totals: max 2448.275 19* 3426.15~ 17* 2018.5 17* 14 min 2448.27~ 18* 1881.4m 18* -2018.5 16* Node Coordinates Label X fftl Y fftl z [ft] 1 N1 0 0 0 2 N2 30.1875 0 0 3 N3 0 0 12.25 4 N4 30.1875 0 12.25 5 N5 10.0625 0 0 6 N6 10.0625 0 12.25 7 N7 20.125 0 0 8 N8 20.125 0 12.25 9 N9 -0.25 -10 11 10 N10 30.4375 -10 11 11 N11 30.4375 0 12.25 12 N12 -0.25 0 12.25 Node Boundary Conditions Node Label X k/in Y k/in Z k/in X Rot k-ft/rad 1 N1 Reaction Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction Reaction RISA-3D Version 20 [ North Canopy.r3d ) MY fib-ft] 0 0 0 0 0 0 0 0 667.548 -657.037 667.548 -657.037 LC MY [lb-ft 19* 0 16* 0 19* 0 16* 0 19* 0 16* 0 19* 0 16* 0 19* 836.107 16* 819.691 19* 836.107 16* -819.691 • -o ----· • .,._ 9/22/2022 4:45:15 PM Checked By : ___ _ LC MZ rlb-ftl LC 15 0 15 1 0 1 10 0 15 7 0 1 15 0 15 1 0 1 9 0 15 10 0 1 13 5256.297 12 12 -5340.382 13 13 5256.297 12 12 -5340.382 13 LC MZ [lb-ft LC 19• 0 19* 16* 0 16* 18* 0 19* 17* 0 16* 19* 0 19* 16* 0 16* 17* 0 19* 18* 0 16* 17* 6557.524 16* 16* -6688.858 17* 17* 6557.524 16* 16* -6688.85! 17* Detach From Diaohraom Y Rot k-ft/rad Z Rot k-ft/rad Reaction Reaction Page 1 IIIRISA Company : BWE Designer : hto Job Number Model Name : North Canopy Node Boundary Conditions (Continued) 9/22/2022 4:45:15 PM Checked By : ___ _ Node Label X lk/inl Y lk/inl Z lk/in] X Rot lk-ft/radl Y Rot fk-ft/radl Z Rot lk-ft/rad] 3 N2 Reaction Reaction Reaction Reaction Reaction 4 N7 Reaction Reaction Reaction Reaction Reaction 5 N9 Reaction Reaction Reaction Reaction Reaction Reaction 6 N10 Reaction Reaction Reaction Reaction Reaction Reaction Node Loads and Enforced Displacements (BLC 4 : Seismic) -' Node Label L D M Direction Maonitude [(lb lb ft). (in rad). (lb*s2/ft lb*s2*ft)l 1 N12 L X 524.31 2 N11 L X 524.31 3 N1 L X 169 4 N2 L X 169 5 N5 L X 286 6 N7 L X 286 7 N3 L z 403.7 8 N6 L z 403.7 9 N8 L z 403.7 10 N4 L z 403.7 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Maanitude fib/ft F osf lb-ft/ftl End Maanitude lib/ft F osf lb-ft/ftl Start Location I/ft %)1 End Location [(ft %)1 1 M2 y -7.547 -7.547 2.22e-16 12.25 2 M4 y -7.547 -7.547 0 12.25 3 M5 y -15.094 -15.094 1.443e-15 12.25 4 M6 y -15.094 -15.094 4.552e-15 12.25 Member Distributed Loads (BLC 6 : BLC 3 Transient Area Loads) Member Label Direction Start Magnitude [lb/ft F psf lb-ft/ftl End Magnitude [lb/ft F osf lb-ft/ft] Start Location l(ft, %)1 End Location l(ft, %)1 1 M2 y 55.344 55.344 2.22e-16 12.25 2 M4 y 55.344 55.344 0 12.25 3 M5 y 110.688 110.688 1.443e-15 12.25 4 M6 y 110.688 110.688 4.552e-15 12.25 Member Area Loads (BLC 1 : Dead} Node A Node B Node C Node D Direction Load Direction Ma N1 N2 N4 N3 y A-B Member Area Loads (BLC 3 : Wind} Node A Node B Node C Node D Direction Load Direction Ma 1 N1 N2 N4 N3 y A-B Basic Load Cases BLC Descriotion Cateaorv Y Gravitv Nodal Distributed Area(Member' 1 Dead DL -1 1 2 Roof Live LL 3 Wind WL 1 4 Seismic EL 10 5 BLC 1 Transient Area Loads None 4 RISA-3D Version 20 [ North Canopy.r3d ] Page 2 lilRISA A NFMrTi;r'.Hl'K r.tlMPANY Company : BWE Designer : hto Job Number Model Name : North Canopy Basic Load Cases (Continued) BLC Descri tion 6 BLC 3 Transient Area Loads Load Combinations Description Solve P-Delta BLC 1 D Yes y DL 2 IBC 16-3 lb) la) Yes y DL 3 IBC 16-3 lb) lb) Yes y DL 4 IBC 16-3 Id) la) Yes y DL 5 IBC 16-3 Id) lb) Yes y DL 6 IBC 16-4 (a) (a) Yes y DL 7 IBC 16-4 la) lb) Yes y DL 8 IBC 16-4 lb) la) Yes y DL 9 IBC 16-4 lb) lb) Yes y DL 10 IBC 16-6 la) Yes y DL 11 IBC 16-6 lb) Yes y DL 12 IBC 16-5 la) Yes y DL 13 IBC 16-5 lb\ Yes y DL 14 IBC 16-7 (a) Yes y DL 15 IBC 16-7 lb\ Yes y DL 16 IBC 16-5 los-a) Yes y DL 17 IBC 16-5 (os-b) Yes y DL 18 IBC 16-7 los-a) Yes y DL 19 IBC 16-7 los-b) Yes y DL Load Combination Design Description Service Hot Rolled Cold Formed Wood 1 D Yes Yes Yes 2 IBC 16-3 (b) /a Yes Yes 3 IBC 16-3 lb) lb Yes Yes 4 IBC 16-3 Id) la) Yes Yes 5 IBC 16-3 (d) lb Yes Yes 6 IBC 16-4 la) la Yes Yes 7 IBC 16-4 la\ lb Yes Yes 8 IBC 16-4 lb) la Yes Yes 9 IBC 16-4 lb) lb) Yes Yes 10 IBC 16-6 (a) Yes Yes 11 IBC 16-6 lb\ Yes Yes 12 IBC 16-5 /a\ Yes Yes 13 IBC 16-5 lb\ Yes Yes 14 IBC 16-7 /a) Yes Yes 15 IBC 16-7 lb) Yes Yes 16 IBC 16-5 los-a\ Yes Yes 17 IBC 16-5 /os-b\ Yes Yes 18 IBC 16-7 los-a) Yes Yes 19 IBC 16-7 los-b\ Yes Yes Y Gravit 9/22/2022 4:45:15 PM Checked By : ___ _ Nodal Distributed Area Member 4 Factor BLC Factor BLC Factor BLC Factor 1 1.2 LL 1.6 WL 0.5 1.2 LL 1.6 WL -0.5 1.2 WL 0.5 1.2 WL -0.5 1.2 WL 1 LL 0.5 1.2 WL -1 LL 0.5 1.2 WL 1 LL 0.5 1.2 WL -1 LL 0.5 0.9 WL 1 0.9 WL -1 1.2 Sds*DL 0.2 EL 1 LL 0.5 1.2 Sds*DL 0.2 EL -1 LL 0.5 0.9 Sds*DL -0.2 EL 1 0.9 Sds*DL -0.2 EL -1 1.2 Sds*DL 0.2 Om*EL 1 LL 0.5 1.2 Sds*DL 0.2 Om*EL -1 LL 0.5 0.9 Sds*DL -0.2 Om*EL 1 0.9 Sds*DL -0.2 Om*EL -1 Concrete Masonry Aluminum Stainless Connection Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 20 [ North Canopy.r3d ] Page 3 IIIRISA A NEM..TSCHEK COMPANY Detail Report M1 Material Properties: Material: E(psi): G(psi): L Nu: I Shape Properties: d(in): I b1(in): t (in): Design Properties: Lb y-y (ft): Lb•·• (ft) : L,omp top (ft) : L,omp bot (ft): Ltorque (ft) : N1 Diagrams: Company Designer Job Number :BWE : hto Model Name : North Canopy Unity Check: 0.016 (LC 9) ASOO Gr.B Rect 2.9e+7 1.115e+ 7 0.3 6 2 0.233 N/A N/A Lbyy N/A N/A ~----- Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of I ntemal Sections: Therm. Coeff. (1es.F-1): Density (k/ft'): F y (ksi): Ky-y: K,.,: ysway: z sway: Function: Seismic DR: M1 HSS6X2X4 Beam 30.188 Hot Roi led Steel Typical 97 0.65 0.527 46 2.21 13.1 No No Lateral None J J I I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): RI: Area(in2): J (in4): Max Defl Ratio: 9/22/2022 4:45:40 PM Checked By : ___ _ Load Combination: Envelope N1 N2 BenPIN BenPIN NIA N/A 1.4 58 1.3 3.37 6.55 Max Defl Location: l/10000 0 N/A Span: N2 -0.006 at 4.402 ft ~T-r--r--"I ~ --r--, ,..----,--' Axial Force ( lbs ) RISA-3O Version 20 y Deflection ( in ) 104.296 at 20.125 ft , ~9,6 at J0.0f?3 ft,_ y Shear Force ( lbs ) I North Canopy.r3d J z Deflection ( in ) z Shear Force ( lbs) Page 4 l11RISA A NEMCTSCHEK COMPANY Company : BWE Designer : hto Job Number Model Name : North Canopy 221.089 at 10.063 ft Torsion ( lb-ft) z-z Moment ( lb-ft) l 0.608 ,110.063 ft ~ l_ . . -0.608 .. 10.0§.JL._~~ Bending Strong Stress ( ksi) Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 20 Gov. LC 9 13 9 9 9 13 13 9 9 I North Canopy.r3d J Required 0.000 lb 0.000 lb 221.089 lb-ft 0.000 lb-ft 104.296 lb 0.000 lb 0.000 lb-ft 9/22/2022 4:45:41 PM Checked By : ____ _ y-y Moment (lb-ft) -~~-~---~~~~· Bending Weak Stress ( ksi ) Available Unity Check tesult 92826.344 lb 2531.374 lb 13405.189 lb-ft 5991.018 lb-ft 40825.953 lb 0.003 Pass 10019.726 lb 0.000 Pass 0.016 Pass 6472.795 lb-ft 0.000 Pass Page 5 IIIRISA ANEMtTSCHEK COMPANY Detail Report M2 2 .__.. __ _ !Material Properties: Material: E(psi): G(psi): Nu: ! !shape Properties: d(in): b1(in): t(in): I Design Properties: Lby-y (ft): Lb•-• (ft): L,omp top (ft) : L,omp bot (ft); Ltorque (ft) : N1 Diagrams: ~337.172 at Oft -4-522.062 at Oft ,----.---' -,---,--,- Company : BWE 9/22/2022 4:45:42 PM Designer : hto Job Number Checked By : ____ _ Model Name : North Canopy A500 Gr.B Rect 2.9e+7 1.115e+7 0.3 6 2 0.233 N/A N/A Lbyy N/A N/A Unity Check: 0.112 (LC 9) Load Combination: Envelope -------------- 1 n put Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5'F-'): Density (k/ft'): F y (ksi): I yy (in4): I .. (in4): Ky_y: K,_,: ysway: zsway: Function: Seismic DR: M2 HSS6X2X4 Beam 12.25 Hot Roi led Steel Typical 97 0.65 0.527 46 2.21 13.1 No No Lateral None ' I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): ~: Fu (ksi): Rt: Area (in2): J (in4): Max Oefl Ratio: Max Oefl Location: Span: N1 N3 BenPIN BenPIN N/A N/A 3.37 6.55 L/1113 6.125 N3 ~ 0.067 at 6.253 ft ;~ ~ !~ L , . . --r--.-• -0$9 a.t 12,?5 ft. z Deflection ( in ) 1 -0.149 at 6.38 ft , "I' l ,-----,-----------, I l -, I I y Deflection ( in) C?= ~ -~------------ ~ , -.-, , ~:185.Q99 ~ 12.~~ L, --.--....----, -.---,-~ Axial Force ( lbs) Y Shear Force ( lbs) z Shear Force ( lbs) RISA-3D Version 20 I North Canopy.r3d J Page 6 , Company : BWE 11 RISA Designer : hto -Jee-Number : ANEMETSCHEkCOMPANY Model Name : North Canopy 702.511 at 6.125 ft -1485.617 at 6.125 ft Torsion ( lb-ft) z-z Moment ( lb-ft) r at Oft 4.083 at 6.125 ft [-~Oft ~ ~0~3 at 6.125 ft l Axial Stress ( ksi ) Bending Strong Stress ( ksi) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 9 Axial Tension Analysis 9 235.97 lb Axial Compression Analysis 9 0.000 lb Flexural Analysis (Strong Axis) 9 1485.617 lb-ft Flexural Analysis (Weak Axis) 0.000 lb-ft Shear Analysis (Major Axis y) 9 485.099 lb Shear Analysis (Minor Axis z) 9 0.000 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 0.000 lb-ft RISA-3D Version 20 [ North Canopy.r3d ] 9/22/2022 4:45:43 PM Checked By : ___ _ y-y Moment ( lb-ft) ,,-,~ Bending Weak Stress ( ksi ) Available Unity Check tesult 92826.344 lb 15372.287 lb 13405.189 lb-ft 5991 .018 lb-ft 40825.953 lb 0.012 Pass 10019.726 lb 0.000 Pass 0.112 Pass 6472.795 lb-ft 0.000 Pass Page 7 IIIRISA A NEMETSCl£K COMPANY Detail Report M4 2 ~--~ Material Properties: Material: E (psi): G(psi): Nu: lst,ape Properties: d(in): I b1(in): l t(in): Design Properties: Lb Y·Y (ft): Lb Z·Z (ft) : L,omp top (ft) : L,omp bot (ft) : Ltorque (ft) : N4 Diagrams: 3337.171 at Oft j -522.062 at 0 ft Company Designer Job Number :BWE : hto • -o----· ·-- 9/22/2022 4:45:45 PM Checked By : ____ _ Model Name : North Canopy 2 A500 Gr.B Rect 2.9e+7 1.115e+7 0.3 6 2 0.233 NIA NIA Lbyy NIA NIA Unity Check: 0.112 (LC 9) Load Combination: Envelope ------------------- Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5'F'): Density (le/ft'): F y (ksi): I yy (in4): l,.(in4): Ky-y: K,.,: ysway: z sway: Function: Seismic DR: M4 HSS6X2X4 Beam 12.25 Hot Rolled Steel Typical 97 0.65 0.527 46 2.21 13.1 No No Lateral None I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): Rt: Area (in2): J (in4): Max Defl Ratio: Max Defl Location: Span: N4 N2 BenPIN BenPIN NIA NIA 1.4 58 1.3 3.37 6.55 Ll1113 6.125 N2 ~ 0.067 at 5.997 ft c~ r-469 at Oft l===-=====- [~7 at, 0 ft ' --.-~ 1 ~ -T ' j • J , _....;.0.14,9 at ?·8I..tt , y Deflection ( in ) z Deflection ( in ) ~~l ____ _ 1 ---r---, --,--.--r--. ,---,---.-' ~ -485.099 at 12.25 ft +-, ~ --~ I -r-1 -, -,----r -,-----.-, , -r---, Axial Force ( lbs) y Shear Force ( lbs) z Shear Force ( lbs) RISA-3D Version 20 [ North Canopy.r3d ) Page 8 l1·1RISA g~:~~;: ; ~:E --Jee-Number : ANEMETSC11tKcoMPANY Model Name : North Canopy Torsion ( lb-ft ) rat Oft AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 20 702.511 at 6.125 ft ~---·---- -1485.617 at 6.125 ft z-z Moment (lb-ft ) 4.083 at 6.125 ft ~--.--~-~4=.0~.12""5~ft.c.....-~ Bending Strong Stress ( ksi) Gov. LC 9 9 9 9 9 9 9 9 9 I North Canopy.r3d J Required 235.97 lb 0.000 lb 1485.617 lb-ft 0.000 lb-ft 485.099 lb 0.000 lb 0.000 lb-ft 9/22/2022 4:45:45 PM Checked By: ___ _ y-y Moment (lb-ft ) ~-,---.--.---, Bending Weak Stress ( ksi ) Available Unity Check tesult 92826.344 lb 15372.287 lb 13405.189 lb-ft 5991.018 lb-ft 40825.953 lb 0.012 Pass 10019.726 lb 0.000 Pass 0.112 Pass 6472.795 lb-ft 0.000 Pass Page 9 IIIRISA A NEMETSCHEK COMPANY Detail Report MS [ Material Properties: Material: E(psi): G(psi): Nu: Shape Properties: d(in): b1(in): t(in): Design Properties: Lby-y (ft): Lb z-z (ft): Lcomp top (ft); Lcomp bot (ft); Ltorque (ft) : NS Diagrams: Company Designer Job Number :BWE : hto Model Name : North Canopy Unity Check: 0.388 (LC 9) ASOO Gr.B Rect 2.9e+7 1.11Se+ 7 0.3 4 2 0.233 N/A N/A Lbyy N/A N/A Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5'f "1): Density (k/ft'): F y (ksi): I yy (in4): I .. (in4): Ky-y: K,.,: y sway: zsway: Function: Seismic DR: MS -0.589 at 7.018 ft ------ HSS4X2X4 Beam 12.25 Hot Rolled Steel Typical 97 0.65 0.527 46 1.48 4.49 1 1 No No Lateral None I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): R,: Area (in2): J (in4): Max Defl Ratio: . -o--...... -- 9/22/2022 4:45:47 PM Checked By : ___ _ Load Combination: Envelope 7 NS I N6 BenPIN BenPIN N/A J N/A 1.4 58 1.3 2.44 3.82 Max Defl Location: L/216 6.125 1 Span: N6 0.477 at 12.2S ft ⇒ _____ , _____ l~-1 ' ' ;.U2,ilt ~-1Q ft ' ~ ' ' l-========= J ~ ' ) ~ 407.038 at 0 ft ~ -4~at O_jt , ~~­ Axial Force ( lbs) RISA-3D Version 20 y Deflection ( in) ~ 854.533 at 0 ft -854.533 at 12.25 ft -.-----,-'--.-~--.---...--, y Shear Force ( lbs) [ North Canopy.r3d ) J -; -0.469 at 12.25 ft I -r-7 I T I z Deflection ( in ) -,--,-' T z Shear Force ( lbs ) Page 10 -.v,.v.:>u Ol V ll Company : BWE Job Number : IIRISA Designer : hto ,v .:<.~,!:'£ ~ltfl'COWPAHY Model Name : North Canopy 118.773 at Oft -31.956 at Oft Torsion ( lb-ft) 0.167at0ft Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) 1670.69 at 6.125 ft -2617.009 at 6.125 ft ~-~~~ z-z Moment (lb-ft) 13.988 at 6.125 ft , ~--,.:J.l-988 at 6.125 ft Bending Strong Stress ( ksi ) Gov. LC Required 9 9 9 0.000 lb 9 6.69 lb 9 2617.009 lb-ft 0.000 lb-ft 9 1561.362 lb 9 278.577 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 118.773 lb-ft RISA-30 Version 20 [ North Canopy.r3d ) 9/22/2022 4:45:47 PM Checked By: ___ _ y-y Moment (lb-ft) ,---r--,-,--,--T l Bending Weak Stress ( ksi ) Available Unity Check tesult 67209.578 lb 10294.563 lb 6748.503 lb-ft 4108.782 lb-ft 25422.84 lb 0.061 Pass 10019.726 lb 0.028 Pass 0.388 Pass 4204.687 lb-ft 0.028 Pass Page 11 IIIRISA A NEI.IETSCHEK COMPANY Detail Report MG Material Properties: Material: E (psi): G (psi): Nu: I Shape Properties: I d(in): b1(in): t (in): Design Properties: Lby-y (ft): Lb Z·Z (ft) : Lcomp top (ft): Lcomp bot (ft): Ltorque (ft) : N7 Diagrams: J407.038 at Oft Company Designer Job Number :BWE : hto 9/22/2022 4:45:49 PM Checked By : ____ _ Model Name : North Canopy 2 ------- A500 Gr.8 Rect 2.9e+7 1.11Se+ 7 0.3 4 2 0.233 N/A N/A Lbyy N/A N/A Unity Check: 0.388 (LC 9) Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5"F"'): Density (k/ft'): F y (ksi): lyy (in4): ln (in4): Ky-y: K,.,: y sway: z sway: Function: Seismic DR: MG 0.589 at 7.018 ft Load Combination: Envelope HSS4X2X4 --1 _N_od_e_:____ N7 1 Beam J Node: N8 I 12.2S I Release: BenPIN Hot Rolled Steel J Release: BenPIN Typical I Offset (in): N/ A 97 J Offset (in): N/ A 0.65 Ry: 0.527 Fu (ksi): 46 Rt: ----- 1.48 4.49 No No Lateral None Area (in2): J (in4): Max Defl Ratio: Max Defl Location: Span: 1.4 58 1.3 __ ___, -7 2.44 3.82 ---i N8 L/216 6.125 1 ~---- l~---l~ • , , ;:_1W at ~ ft , -r-, , y Deflection ( in ) ~ , -..-, ~ , • 469 a,t 12.?5 ft z Deflection ( in ) • 854.533 at O ft ~ ~; =__:!'4~ 33 •t1 2 ~ l...-----T--..----.. --r-----..---,--- Axial Force ( lbs ) y Shear Force ( lbs) z Shear Force ( lbs) RISA-3D Version 20 I North Canopy.r3d I Page 12 .. v, .v.=,u Ol VII,. Company : BWE II RISA Designer : hto Job Number : 1 . ·~ . .-.~w T~lfKCOMt>ANY Model Name : North Canopy 31.956 at Oft 1670.69 at 6.125 ft .=mm,..ca=t~Orft'-.--.--..--.--,---,---, ~-.---.--, Torsion ( lb-ft) z-z Moment ( lb-ft) ~0.167at0ft 13.988 at 6.125 ft -13.988 at 6.125 ft Axial Stress ( ksi ) Bending Strong Stress ( ksi) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 9 Axial Tension Analysis 9 0.000 lb Axial Compression Analysis 9 6.69 lb Flexural Analysis (Strong Axis) 9 2617.009 lb-ft Flexural Analysis (Weak Axis) 0.000 lb-ft Shear Analysis (Major Axis y) 9 1561.362 lb Shear Analysis (Minor Axis z) 9 278.577 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 118.773 lb-ft RISA-30 Version 20 [ North Canopy.r3d) 9/22/2022 4:45:49 PM Checked By: ___ _ y-y Moment ( lb-ft) ~~-..------r ,-r-' Bending Weak Stress ( ksi ) Available Unity Check tesult 67209.578 lb 10294.563 lb 6748.503 lb-ft 4108.782 lb-ft 25422.84 lb 0.061 Pass 10019.726 lb 0.028 Pass 0.388 Pass 4204.687 lb-ft 0.028 Pass Page 13 • -c----· • -- IIIRISA Company : BWE 9/22/2022 4:45:51 PM Designer : hto Job Number Checked By : ___ _ A NEME.TSCHEK COMPANY Model Name : North Canopy Detail Report M9 -----Fterial Properties: Material: ASOO Gr.B Rect E (psi): 2.9e+7 l G(psi): 1.115e+7 Nu: 0.3 ---- Shape Properties: d(in): 10 b1(in): 4 t(in): 0.233 I Design Properties: Lb y-y (ft): N/A I Lbz-z (ft): N/A Lcomp top (ft): Lbyy Lcomp bot (ft): N/A Ltorque (ft): N/A N11 Diagrams: 4.702 at 30.688 ft r..,02 at Oft k ,-----r--,---Y , -.~-. Axial Force ( lbs) RISA-3D Version 20 Unity Check: 0.276 (LC 9) ___ _ Load Combination: Envelope Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: HSS10X4X4 Beam 30.688 Hot Rolled Steel Typical 97 --,-N-o-de_: ________ -:1 J Node: N12 I I Release: BenPIN J Release: BenPIN I Offset (in): N/ A J Offset (in): N/A Therm. Coeff. (1es.F-1): 0.65 Density (le/ft'): 0.527 F y (ksi): 46 ---~--- I yy (in4): 17.7 lzz (in4): 74.7 Ky-y: K,.,: ysway: No z sway: No Function: Lateral Seismic DR: None M9 J ____ , 0.333 at 15.344 ft ~ L-. . . --.-. -1.2$ at. ~ ft. . y Deflection ( in ) f'""' at 0~ L -1755.388 at 30.688 ft y Shear Force ( lbs) [ North Canopy.r3d I Ry: 1.4 Fu (ksi): 58 Ri: 1.3 Area (in2): 6.17 J (in4): 47.4 Max Defl Ratio: L/306 Max Defl Location: 15.344 Span: 1 N12 ~ 0.001 at 5.115 ft v · y---___~ j -0.001 at 15.344 ft ~ ~ I T ..,.---,---r----l ,---"l l z Deflection ( in ) 229.28 at 30.688 ft r -22~.28 ~tO ! ~ ~ . ~ . z Shear Force ( lbs ) Page 14 I ~any : BWE II RISA Designer : hto Job Number : ... ~tKT:..ci-tEK COMPAI-IY Model Name : North Canopy 0 at Oft -1.102e-05 at Oft Torsion ( lb-ft) 7.62e-04 at 30.688 ft -7.62e-04 at Oft 3511.198 at 10.229 ft -12005.329 at 15.344 ft z-z Moment (lb-ft) 9.643 at 15.344 ft -9.643 at 15.344 ft ,-~~~ ,-------,. ~ ' Axial Stress ( ksi ) Bending Strong Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 9 Axial Tension Analysis 9 0.000 lb Axial Compression Analysis 9 0.000 lb Flexural Analysis (Strong Axis) 9 12005.329 lb-ft Flexural Analysis (Weak Axis) 10Ib-ft Shear Analysis (Major Axis y) 9 1755.388 lb Shear Analysis (Minor Axis z) 9 229.28 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 0.000 lb-ft RISA-3D Version 20 [ North Canopy.r3d ] ·-o-... •-· ·-- --..fJ/22-12-02-2- 4 :45:52 PM Checked By: ___ _ -56.854 at 0.32 ft y-y Moment ( lb-ft) 0.077 at 0.32 ft -0.077 at 0.32 ft Bending Weak Stress ( ksi ) Available Unity Check 169952.109 lb 19618.627 lb 43612.773 lb-ft 19072.979 lb-ft 71632.18 lb 0.025 25422.84 lb 0.009 0.276 23545.863 lb-ft 0.000 tesult Pass Pass Pass Pass Page 15 IIIRISA A NEM£TSCHEK COMP,t.NY Company Designer Job Number :BWE : hto Model Name : North Canopy 9/22/2022 4:45:54 PM Checked By : ___ _ Detail Report M7 ,i-.Y Unity Check: 0.215 (LC 13) Load Combination: Envelope Material Properties: Material: E(psi): G(psi): Nu: lshape Properties: d(in): b1(in): t(in): Design Properties: l b Y·Y (ft): lb z.z (ft) : L,omp top (ft): L,omp bot (ft) : ltorque (ft) : N12 Diagrams: z A500 Gr. 8 Rect 2.9e+7 1.115e+ 7 0.3 6 6 0.233 N/A N/A Lbyy N/A NIA 2000.395 at 10.078 ft , -4~a1..0,ft ,---,--. -,----,-.---. Axial Force ( lbs ) RISA-3D Version 20 Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5'F.1): Density (k/ft'): Fy(ksi): lyy (in4): I zz (in'): Ky-y: K,.,: ysway: z sway: Function: Seismic DR: ~ 4.918e-04 at O ft ➔----~ j -0.001 at Oft M7 > T ' y Deflection ( in ) ~ 12.516 at Oft HSS6X6X4 Column 10.078 Hot Roi led Steel Typical 97 0.65 0.527 46 28.6 28.6 No No Lateral None I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): Rt: Area (in2): J (in'): Max Defl Ratio: Max Defl location: Span: f 469 at Oft '===== -0.4 77 at O ft ,------,--,-1 ~ --,--T -r--1 z Deflection ( in ) : 525.63 at O ft -21.665 at 10.078 ft 3-534.038 at O ft -1-,~-,-, y Shear Force (lbs) z Shear Force ( lbs ) I North Canopy.r3d J 7 N12 N9 Fixed Fixed N/A N/A 1.4 58 1.3 5.24 45.6 L/10000 0 N/A N9 Page 16 LVVV . .:>:J 1·1 RIS "' g~:~~;r : ~:E ~__Jabl,Jumber : ,wMIJ=t,l !~\;\EkC01.1PANY Model Name : North Canopy Torsion ( lb-ft) 0.382 at 1 0.Q78 ft [-Q.0~9 at, 0 f1 , ' Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 20 54.595 at 1 0.Q78 ft -24.292 at 3.884 ft z-z Moment ( lb-ft) 0.069 at 10,078 ft -0.069 at 10.078 ft Bending Strong Stress ( ksi ) Gov. LC Required 13 13 13 0.000 lb 13 1104.464 lb 13 37.606 lb-ft 5381.942 lb-ft 13 19.979 lb 13 534.038 lb 13 13 0.000 lb-ft [ North Canopy.r3d I 9/22/2022 4:45:54 PM Checked By : ___ _ 5297.203 at 10.078 ft -5381.942 at 10.078 ft y-y Moment (lb-ft) 6.774 at 10.078 ft -6.774 at 10.078 ft Bending Weak Stress ( ksi ) Available Uni~ Check tesult 144335.328 lb 120529.18 lb 25708.582 lb-ft 25708.582 lb-ft 40825.953 lb 0.000 Pass 40825.953 lb 0.013 Pass 0.215 Pass 21277.754 lb-ft 0.000 Pass Page 17 IIIRISA A NEME.TSCHEK COMPANY Detail Report MB ,t,Y '-----1--z Material Properties: Material: E(psi): G (psi): Nu: pe Properties: (in): 1(in): (in): Design Properties: Lb Y·Y (ft): Lb Z·Z (ft): Lcomp top (ft): L,omp bot (ft): L,o,que (ft) : N10 Diagrams: 7 2000.395 at O ft Company Designer Job Number :BWE : hto Model Name : North Canopy ASOO Gr.B Rect 2.9e+7 1.115e+7 0.3 6 6 0.233 --- N/A N/A Lbyy N/A N/A Unity Check: 0.215 (LC 13) Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (1e5'F-1): Density (le/ft'): FY (ksi): lyy (in4): lzz (in•): Ky-y: K,.,: y sway: z sway: Function: Seismic DR: MB HSS6X6X4 Column 10.078 Hot Rolled Steel Typical 97 0.65 0.527 46 28.6 28.6 No No Lateral None 4.918e-04 at 10.078 ft ~ ------· j ~--. l -0.001 at 10.078 ft ' ' y Deflection ( in ) I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): Rt: Area (in2): J (in4): Max Defl Ratio: 9/22/2022 4:45:56 PM Checked By : ____ _ Load Combination: Envelope N10 N11 Fixed Fixed N/A N/A 7 5.24 45.6 Max Defl Location: L/10000 0 N/A Span: N11 0.477 at 10.078 ft ====== ~ at)O~ z Deflection ( in ) 121.665 at Oft ~ 525.63 at O ft , , -41)5.6~ at ,10.078 ft, -12.516 at 10.078 ft -~ ~ -53~.0380 at_O~ft-~~-~~-~ z Shear Force ( lbs) Axial Force ( lbs) y Shear Force ( lbs) RISA-3D Version 20 I North Canopy.r3d ] Page 18 11 RISA g~~~~;{ ; ~t~E __.kw_Number : ANEMETsCHB<coMPANY-4~1 Name : North Canopy 54.595 at O ft -~~-,-~~-~~-~~ Torsion ( lb-ft) z-z Moment ( lb-ft) 0.069 at Oft -0.069 at O ft ----,-~· ~at,10.07s f1, Axial Stress ( ksi ) Bending Strong Stress ( ksi) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 13 Applied Loading -Shear + Torsion 13 Axial Tension Analysis 13 0.000 lb Axial Compression Analysis 13 1104.483 lb Flexural Analysis (Strong Axis) 13 37.606 lb-ft Flexural Analysis (Weak Axis) 5381.942 lb-ft Shear Analysis (Major Axis y) 13 12.516 lb Shear Analysis (Minor Axis z) 13 534.038 lb Bending & Axial Interaction Check (UC Bending Max) 13 Torsional Analysis 13 0.000 lb-ft RISA-3D Version 20 [ North Canopy.r3d ] 9/22/2022 4:45:57 PM Checked By : ___ _ 5381.942 at Oft y-y Moment ( lb-ft) Bending Weak Stress ( ksi ) Available Unity Check tesult 144335.328 lb 120529.18 lb 25708.582 lb-ft 25708.582 lb-ft 40825.953 lb 0.000 Pass 40825.953 lb 0.013 Pass 0.215 Pass 21277.754 lb-ft 0.000 Pass Page 19 Loads: BLC 1, Dead_ Envelope Only Solullon BWE hto North Canopy 10 SK-1 Sep 23, 2022 East Canopy.r3d Loads: BLC 3 w· d En I , in ve ope Only Solution BWE hto 10 North Canopy SK-2 Sep 23, 2022 East Canopy.r3d 51 01b Loads: BLC 4, Seismic Envelope Only Solution BWE hto • -c:,-• --· • -- 330 1b ,o North Canopy SK-3 Sep 23, 2022 East Canopy.r3d Envelope Only Solution BWE hto :c. (J) t/) CJ) )< CJ) ~ 9 :c. (J) (J) CJ) ~ >< b,. North Canopy 10 SK-4 Sep 23, 2022 East Canopy.r3d Code Check (Env) No Cale > 1.0 .90-1.0 .75-.90 .50-.75 ■ 0.-.50 2 IIIRISA Company : BWE Designer : hto Job Number Model Name : North Canopy Node Coordinates Label X lftl Y lftl 1 N1 0 0 2 N2 17.8325 0 3 N3 0 0 4 N4 17.8325 0 5 N9 -0.25 -10 6 N10 18.0825 -10 7 N11 18.0825 0 8 N12 -0.25 0 9 N13 0 0 10 N14 17.8325 0 Node Boundary Conditions Node Label X lk/inl Y lk/inl Z lk/inl 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N9 Reaction Reaction Reaction 4 N10 Reaction Reaction Reaction Node Loads and Enforced Displacements (BLC 4 : Seismic) Z rttl 0 0 22.416 22.416 21.166 21.166 22.416 22.416 11 .208 11 .208 X Rot lk-ft/radl Reaction Reaction Reaction Reaction 9/23/2022 10:29:21 AM Checked By : ___ _ Detach From Diaohraam Y Rot lk-ft/radl Z Rot lk-ft/radl Reaction Reaction Reaction Reaction Reaction Reaction Node Label L D M ' Direction Maanitude lllb lb-ft). (in rad) 0b*s2/ft lb*s2*ftll ' 1 N12 L X 510 2 N11 L X 510 3 N1 L X 330 4 N2 L X 330 5 N3 L z 820 6 N4 L z 820 Member Distributed Loads (BLC 3 : Wind) Member Label Direction Start Ma nitude lb/ft F sf lb-ft/ft End Ma nitude lb/ft F sf, lb-ft/ft Start Location ft % End Location 1 M2 X 204 204 0 °0100 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member Label Direction Start Magnitude [lb/ft F psf lb-ft/ft] End Maanitude lib/ft, F osf, lb-ft/ftl Start Location rm, %\1 End Location rm, %\1 1 M1 y -8.406 -8.406 0 17.832 2 M9 y -8.406 -8.406 0.25 18.082 3 M10 y -16.812 -16.812 0 17.832 Member Distributed Loads (BLC 6 : BLC 3 Transient Area Loads) Member Label Direction Start Maonitude [lb/ft F psf lb-ft/ftl End Maonitude fib/ft F psf lb-ft/ft Start Location l(ft % )" End Location l(ft %)1 1 M1 y 61.644 61 .644 0 17.832 2 M9 y 61 .644 61 .644 0.25 18.082 3 M10 y 123.288 123.288 0 17.832 RISA-3D Version 20 [ East Canopy.r3d ] Page 1 IIIRISA Company : BWE Designer : hto Job Number Model Name : North Canopy Member Area Loads (BLC 1 : Dead} Node A Node B Node C Node D 1 N1 N2 N4 N3 Member Area Loads (BLC 3 : Wind} Node A Node B Node C Node D N1 N2 N4 N3 Basic Load Cases BLC Description 1 Dead 2 Roof Live 3 Wind 4 Seismic 5 BLC 1 Transient Area Loads 6 BLC 3 Transient Area Loads Load Combinations Direction y Direction y Cateaorv Y Gravity DL -1 LL WL EL None None 9/23/2022 10:29:21 AM Checked By: ___ _ Load Direction B-C Load Direction B-C Nodal Distributed Area(Member' 1 1 1 6 3 3 Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor 1 D y DL 1 2 IBC 16-3 /b\ la\ y DL 1.2 LL 1.6 WL 0.5 3 IBC 16-3 lb\ lb\ y DL 1.2 LL 1.6 WL -0.5 4 IBC 16-3 Id\ la\ y DL 1.2 WL 0.5 5 IBC 16-3 Id\ (b\ y DL 1.2 WL -0.5 6 IBC 16-4 la\ la\ y DL 1.2 WL 1 LL 0.5 7 IBC 16-4 (a) (b\ y DL 1.2 WL -1 LL 0.5 8 IBC 16-4 /b\ la\ y DL 1.2 WL 1 LL 0.5 9 IBC 16-4 lb\ lb\ y DL 1.2 WL -1 LL 0.5 10 IBC 16-6 /a\ y DL 0.9 WL 1 11 IBC 16-6 lb\ y DL 0.9 WL -1 12 IBC 16-5 (a) y DL 1.2 Sds*DL 0.2 EL 1 LL 0.5 13 IBC 16-5 /b\ y DL 1.2 Sds*DL 0.2 EL -1 LL 0.5 14 IBC 16-7 la\ y DL 0.9 Sds*DL -0.2 EL 1 15 IBC 16-7 lb\ y DL 0.9 Sds*DL -0.2 EL -1 16 IBC 16-5 los-a\ y DL 1.2 Sds*DL 0.2 Om*EL 1 LL 0.5 17 IBC 16-5 (os-b\ y DL 1.2 Sds*DL 0.2 Om*EL -1 LL 0.5 18 IBC 16-7 los-a\ y DL 0.9 Sds*DL -0.2 Om*EL 1 19 IBC 16-7 (os-b\ y DL 0.9 Sds*DL -0.2 Om*EL -1 20 IBC 16-4 <a) (b\ -ASD Yes y DL 1 WL -0.6 21 IBC 16-4 (b)(a) -ASD Yes y DL 1 WL -0.6 22 IBC 16-4 la\ lb\ -ASD Yes y DL 1 Sds*DL 0.14 EL 0.7 23 IBC 16-4 lb\ la\ -ASD Yes y DL 1 Sds*DL 0.14 EL -0.7 Load Combination Design Description Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection 1 D Yes Yes Yes Yes Yes Yes Yes Yes 2 I BC 16-3 (b) (a) Yes Yes Yes Yes Yes Yes Yes 3 IBC 16-3 /b\ lb\ Yes Yes Yes Yes Yes Yes Yes 4 IBC 16-3 (d) (a) Yes Yes Yes Yes Yes Yes Yes 5 IBC 16-3 /d\ lb\ Yes Yes Yes Yes Yes Yes Yes 6 IBC 16-4 (a) (a) Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 20 [ East Canopy.r3d ] Page 2 IIIRISA Company : BWE Designer : hto Job Number Model Name : North Canopy • -a----· • -- 9/23/2022 10:29:21 AM Checked By : ___ _ Load Combination Design {Continued) Description Service Hot Rolled Cold Formed Wood Concrete Masonrv Aluminum Stainless Connection 7 IBC 1IU fa\ lb\ Yes Yes Yes Yes Yes Yes Yes 8 IBC 16-4 lb) la) Yes Yes Yes Yes Yes Yes Yes 9 IBC 16-4 lb) lb) Yes Yes Yes Yes Yes Yes Yes 10 IBC 16-6 fa\ Yes Yes Yes Yes Yes Yes Yes 11 IBC 16-6 lb) Yes Yes Yes Yes Yes Yes Yes 12 IBC 16-5 la\ Yes Yes Yes Yes Yes Yes Yes 13 IBC 16-5 lb) Yes Yes Yes Yes Yes Yes Yes 14 IBC 16-7 fa\ Yes Yes Yes Yes Yes Yes Yes 15 IBC 16-7 lb\ Yes Yes Yes Yes Yes Yes Yes 16 IBC 16-5 {os-a) Yes Yes Yes Yes Yes Yes Yes 17 IBC 16-5 fos-b\ Yes Yes Yes Yes Yes Yes Yes 18 IBC 16-7 los-a) Yes Yes Yes Yes Yes Yes Yes 19 IBC 16-7 los-b) Yes Yes Yes Yes Yes Yes Yes 20 IBC 16-4 fa) lb) -AS□ Yes Yes Yes Yes Yes Yes Yes Yes 21 IBC 16-4 {b)(a) -ASC Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 IBC 16-4 fa) lb\ -ASC Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 IBC 16-4 lb) la) -ASE Yes Yes Yes Yes Yes Yes Yes Yes Yes RISA-3D Version 20 ( East Canopy.r3d ] Page 3 IIIRISA A NEMETSCl1EK COMPANY Detail Report Ml Material Properties: Material: E(psi): G(psi): Nu: I Shape Properties: d (in): I b1(in): t(in): Design Properties: Lb y-y (ft): Lb 2-Z (ft) ; Lcomp top (ft): L,omp bot (ft): L,orque (ft) : Nl Company Designer Job Number :BWE : hto Model Name : North Canopy Unity Check: 0.257 (LC 9) ~-----"-- ASOO Gr.B Rect 2.9e+7 1.115e+7 0.3 6 2 0.233 N/A N/A Lbyy N/A N/A Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (le'•F-1): Density (le/ft'): fy(ksi): I yy (in4): I zz (in4): Ky-y: K,.,: y sway: z sway: Function: Seismic DR: Ml HSS6X2X4 Beam 17.832 Hot Rolled Steel Typical 97 0.65 0.527 46 2.21 13.1 No No Lateral None 0.322 at 8.916 ft I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: f u(ksi): R,: Area (in2): J (in4): Max Deft Ratio: ·-~--·-··-- 9/22/2022 4:38:56 PM Checked By : ___ _ Load Combination: Envelope N1 NZ BenPIN BenPIN N/A N/A 1.4 58 1.3 3.37 6.55 Max Deft Location: l/330 8.916 Span: N2 Diagrams: ~ -! -- ~ • -0.648 at 8.916 ft J , -r-1 1 -r--r T , ' y Deflection ( in) z Deflection ( in ) ~ 771.533 at Oft ~ -~ ~ -, , ~ ~71~3 at.J.W3 ft, I -----.--1 J ....,..-~ Axial Force ( lbs) y Shear Force ( lbs) z Shear Force ( lbs) RISA-3D Version 20 [ East Canopy.r3d ] Page2 l11RISA A NEMCTSCHEIC COMPANY Company : BWE Designer : hto Job Number Model Name : North Canopy 1708.391 at 8.916 ft -3439.591 at 8.916 ft Torsion ( lb-ft) z-z Moment ( lb-ft) ~ T-~--,----,---,~-,.--,--, E:5> ~ , , , , , -9.4?2 at, 8.916 ft Axial Stress ( ksi ) Bending Strong Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 9 Axial Tension Analysis 9 0.000 lb Axial Compression Analysis 9 0.000 lb Flexural Analysis (Strong Axis) 9 3439.591 lb-ft Flexural Analysis (Weak Axis) 0.000 lb-ft Shear Analysis (Major Axis y) 9 771.533 lb Shear Analysis (Minor Axis z) 9 0.000 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 0.000 lb-ft RISA-3D Version 20 [ East Canopy.r3d ) 9/22/2022 4:38:57 PM • Checked By : ___ _ y-y Moment ( lb-ft) Bending Weak Stress ( ksi ) Available Unity Check lesult 92826.344 lb 7254.144 lb 13405.189 lb-ft 5991.018 lb-ft 40825.953 lb 0.01 9 Pass 10019.726 lb 0.000 Pass 0.257 Pass 6472.795 lb-ft 0.000 Pass Page 3 IIIRISA A NEM£TSCHEK COI-IPANY Detail Report M2 t1 z '------f-- Material Properties: Material: E(psi): G(psi): Nu: !Shape Properties: d (in): b1(in): t (in): f Design Properties: Lb y-y (ft): Lb z-z (ft) : L,omp top (ft): L,omp bot (ft): Ltorque (ft) : N1 Diagrams: r 3.307 .. , • Company Designer Job Number :BWE : hto Model Name : North Canopy ASOO Gr.B Rect 2.9e+7 1.11Se+7 0.3 Unity Check: 0.55 (LC 9) Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: Therm. Coeff. (l es.F-1): Density (k/ft'): FY (ksi): HSS6X6X4 Beam 22.416 Hot Rolled Steel Typical 97 0.65 0.527 46 I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): Rt: 9/22/2022 4:38:59 PM Checked By : ____ _ Load Combination: Envelope N1 N3 BenPIN BenPIN N/A N/A 1.4 58 1.3 ---------------------- 6 6 0.233 N/A N/A Lbyy N/A N/A I yy (in•): 122(in•): Ky-y: Kz_z: y sway: z sway: Function: Seismic DR: j 960.44 at 0 ft M2 y Deflection ( in ) 28.6 28.6 1 1 No No Lateral None Area (in2): J (in•): Max Defl Ratio: Max Defl Location: Span: z Deflection ( in ) ~ 1573.99 at 0 ft 5.24 45.6 L/253 11.208 1 N3 ~-~at O ,ft , ~ , , -.-, Axial Force ( lbs) j .__ ______ _ ~-,--' .--~~ ,22~4~ 6 ft, y Shear Force ( lbs) p:<><C ~~ ~ cl,S'l~t,224)' ft, z Shear Force ( lbs) RISA-3D Version 20 [ East Canopy.r3d ] Page 4 ,------ Company : BWE 11 RISA Designer : hto ____..l_ab_Number : ANEMETSCHcKCOMPANY Model Name : North Canopy Torsion ( lb-ft) 0.144 at Oft ~-~~ --,--y-,-,-----, Axial Stress ( ksi) 3768.56 at 11 .208 ft -9319.21 at 11.208 ft z-z Moment ( lb-ft) ~ 11.73 at 11.208 ft j<CC:> I -~~~--11.73 at 11.208 ft Bending Strong Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 10 Axial Tension Analysis 9 240.756 lb Axial Compression Analysis 9 0.000 lb Flexural Analysis (Strong Axis) 9 9319.21 lb-ft Flexural Analysis (Weak Axis) 4793.243 lb-ft Shear Analysis (Major Axis y) 10 239.518 lb Shear Analysis (Minor Axis z) 10 1573.99 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 0.000 lb-ft RISA-3D Version 20 [ East Canopy.r3d ] 9/22/2022 4:38:59 PM Checked By : ____ _ 6072.161 at 7.706 ft y-y Moment ( lb-ft) 7.643 at 7.706 ft Bending Weak Stress ( ksi) Available Unity Check 144335.328 lb 59167.445 lb 25708.582 lb-ft 25708.582 lb-ft 40825.953 lb 0.006 40825.953 lb 0.039 0.55 21277.754 lb-ft 0.000 tesult Pass Pass Pass Pass Page 5 IIIRISA A NEMl:TSCHEK COMPANY Detail Report M4 ~ Material Properties: Material: E(psi): G(psi): Nu: Shape Properties: d(in): b1(in): t (in): I Design Properties: Lb y-y (ft): Lb z-2 (ft) : Lcomp top (ft): Lcomp bot (ft) : Ltorque (ft) : N4 Diagrams: Company Designer Job Number :BWE : hto Model Name : North Canopy A500 Gr.B Rect 2.9e+7 1.115e+ 7 0.3 6 6 0.233 N/A N/A Lbyy N/A N/A Unity Check: 0.673 (LC 9) Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of lntemal Sections: Therm. Coeff. (les.F-1): Density (k/ft'): FY (ksi): lyy (in4): lzz(in4): Ky-y: K,_,: y sway: z sway: Function: Seismic DR: M4 HSS6X6X4 Beam 22.416 Hot Rolled Steel Typical 97 0.65 0.527 46 28.6 28.6 1 1 No No Lateral None K-:5 ! -1.065 at 11.208 ft , --,-T , --Y-r r y Deflection ( in ) ~ I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): Rt: Area (in2): J (in4): Max Def! Ratio: 9/22/2022 4:39:01 PM Checked By : ____ _ Load Combination: Envelope N4 N2 BenPIN BenPIN N/A N/A 1.4 58 1.3 -----7 5.24 45.6 Max Def! Location: L/253 11.208 Span: N2 -1.449 at 8.64 ft ' ' z Deflection ( in ) r 3.307 .t0. j 960.439 at o ft ~ 713.66 at 11.208 ft ~ -935.709 at 0 ,ft -,-, Axial Force ( lbs ) RISA-3D Version 20 , ~,--:.9.W4~9 at,22.4)_6 ft, y Shear Force ( lbs ) [ East Canopy.r3d ) -, z Shear Force ( lbs) Page 6 ,-----· -• Company : BWE 11 RISA Designer : hto -lah.}Jumber : ANEMETSCHEKCOMPANv Model Name : North Canopy 3768.56 at 11.208 ft -9319.209 at 11.208 ft Torsion ( lb-ft) z-z Moment (lb-ft) ~0.144at 0ft 11. 73 at 11.208 ft -0.179 at 0 ft -11.73 at 11.208 ft Axial Stress ( ksi ) Bending Strong Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 9 Axial Tension Analysis 9 240.766 lb Axial Compression Analysis 9 0.000 lb Flexural Analysis (Strong Axis) 9 9319.209 lb-ft Flexural Analysis (Weak Axis) 7963.821 lb-ft Shear Analysis (Major Axis y) 9 960.439 lb Shear Analysis (Minor Axis z) 9 710.548 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 0.000 lb-ft RISA-3D Version 20 [ East Canopy.r3d ] • -o---.... ·-- 9/22/2022 4:39:01 PM Checked By : ___ _ 7966.848 at 11.208 ft -7998.699 at 11.208 ft y-y Moment (lb-ft) 10.068 at 11.208 ft -10.068 at 11 .208 ft Bending Weak Stress ( ksi ) Available Unity Check tesult 144335.328 lb 59167.445 lb 25708.582 lb-ft 25708.582 lb-ft 40825.953 lb 0.024 Pass 40825.953 lb 0.017 Pass 0.673 Pass 21277.754 lb-ft 0.000 Pass Page 7 :BWE : hto 9/22/2022 4:39:03 PM IIIRISA Company Designer Job Number Checked By: ___ _ A NEMETSCHEK COMPANY Model Name : North Canopy Detail Report M9 z Material Properties: Material: E(psi): G(psi): Nu: Shape Properties: d(in): b1(in): t(in): Design Properties: Lb y-y (ft): Lbz-z (ft): L,omp top (ft) : L,omp bot (ft): Ltorque (ft); N11 Diagrams: j 1143.206 at Oft • l A500 Gr.B Rect 2.9e+ 7 1.115e+ 7 0.3 10 4 0.233 NIA NIA Lbyy NIA N/A ir-----l -1143.931 at 18.142 ft Axial Force ( lbs) RI SA-3D Version 20 Unity Check: 0.105 (LC 9) Load Combination: Envelope Input Data: Shape: H5S10X4X4 I Node: N11 Member Type: Beam J Node: N12 Length (ft): 18.332 I Release: BenPIN Material Type: Hot Rolled Steel J Release: BenPIN Design Rule: Typical I Offset (in): NIA Number of Internal Sections: 97 J Offset (in): NIA Therm. Coeff. (1e'•F-1): Density (k/ft'): F y (ksi): 0.65 Ry: 1.4 I 0.527 Fu(ksi): 58 46 Rt: 1.3 -----__ , I yy (in4): 122 (in4): Ky-y: K,_,: y sway: z sway: Function: Seismic DR: M9 17.7 74.7 No No Lateral None Area (in2): J (in4): Max Defl Ratio: Max Defl Location: Span: 6.17 47.4 Ll 1419 9.166 1 N12 ~~-=s ~~ ~ ~-~ ~-::::::================::::::::: j -0.157 at 9.166 ft ,-r ~, y Deflection ( in ) i 1847.282 at Oft -1855.541 at 18.333 ft y Shear Force ( lbs) [ East Canopy.r3d) ➔ -o.op2 a\ oJt, , -, , z Deflection ( in ) 241.125 at 18.142 ft l :;-24Q.397,.a.t.Q,fi_ , z Shear Force ( lbs) Page 8 I Company , BWE • --oestgner • hto IIRISA JobNumbe,. ANEM£TSCHE1<;coMPANY 1.fiUlal!I Name : North Canopy 9/22/2022 4:39:03 PM Checked By : ___ _ 0.001 at Oft 1476.222 at 9.166 ft 14.607 at 0.382 ft -1.161e-04 at Oft -4390.387 at 9.166 ft -60.28 at 17.951 ft Torsion ( lb-ft) z-z Moment ( lb-ft) y-y Moment ( lb-ft) 0.185 at Oft 3.526 at 9.166 ft 0.082 at 17.951 ft -0.185 at 18.142 ft -3.526 at 9.166 ft -0.082 at 17.951 ft ---.-,-~ ' Axial Stress ( ksi ) Bending Strong Stress ( ksi ) Bending Weak Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Available Unity Check tesult Applied Loading -Bending/Axial 9 Applied Loading • Shear + Torsion 9 Axial Tension Analysis 9 429.817 lb 169952.109 lb Axial Compression Analysis 9 0.000 lb 54972.852 lb Flexural Analysis (Strong Axis) 9 4390.387 lb-ft 43612.773 lb-ft Flexural Analysis (Weak Axis) 60.19 lb-ft 19072.979 lb-ft Shear Analysis (Major Axis y) 9 1855.546 lb 71632.18 lb 0.026 Pass Shear Analysis (Minor Axis z) 9 241.127 lb 25422.84 lb 0.009 Pass Bending & Axial Interaction Check (UC Bending Max) 9 0.105 Pass Torsional Analysis 9 0.001 lb-ft 23545.863 lb-ft 0.000 Pass RISA-3D Version 20 I East Canopy.r3d ) Page 9 • -o----· • -- IIIRISA Company : BWE 9/22/2022 4:39:05 PM Designer : hto Job Number Checked By : ___ _ A NEfllt.TSCHEK COMPANY Model Name : North Canopy Detail Report M10 Material Properties: Material: E(psi): G(psi): Nu: r------ Shape Properties: d (in): b1(in): t(in): Design Properties: Lb Y·Y (ft): Lb Z•Z (ft) : L,omp top (ft) : L,omp bot (ft) : Ltorque (ft) : N13 Diagrams: ~ 1426.104 at Oft ·1 26.0~t.9-f:L, -,--.~ Axial Force ( lbs) RISA-3D Version 20 A500 Gr.B Rect 2.9e+7 1.115e+7 0.3 6 2 0.233 N/A N/A Lbyy N/A N/A Unity Check: 0.4TT (LC 9) Load Combination: Envelope Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of I ntemal Sections: Therm. Coeff. (1e .. F"1): Density (k/ft'): F y (ksi): I yy (in4): l.,(in4): Ky-y: K,.,: ysway: z sway: Function: Seismic DR: M 10 HSS6X2X4 Beam 17.832 Hot Rolled Steel Typical 97 0.65 0.527 46 2.21 13.1 No No Lateral None I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu (ksi): Rt: Area (in2): J (in4): Max Defl Ratio: Max Defl Location: Span: ~ 1.111 at 8.916 ft 10.001 at Oft N13 N14 BenPIN BenPIN N/A N/A l 1.4 I 58 1.3 3.37 6.55 L/180 8.916 N14 ;_----·------------ r--------.------ -2.249 at 8.916 ft . y Deflection ( in ) , : 1411.106 at Oft p?><CC ~ , ·HJ1.m6at,i_m3ft, y Shear Force (lbs) [ East Canopy.r3d ) ~ ·8.334e-04 at 0 ft ~1, -r-----t 1 z Deflection ( in ) z Shear Force ( lbs) Page 10 1-tLU, IV"+ Ol V ll Company : BWE 11 Rls K Designer : hto ~ Job Number : . ,-6~ ~t< COMPANY Model Name : North Canopy 1'""'•·04 at O ft Torsion ( lb-ft) 0.423 at Oft -0. Axial Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Applied Loading -Bending/Axial Applied Loading -Shear + Torsion Axial Tension Analysis Axial Compression Analysis Flexural Analysis (Strong Axis) Flexural Analysis (Weak Axis) Shear Analysis (Major Axis y) Shear Analysis (Minor Axis z) Bending & Axial Interaction Check (UC Bending Max) Torsional Analysis RISA-3D Version 20 3858.003 at 8.916 ft ----•---- -6290.889 at 8.916 ft z-z Moment ( lb-ft) 17.288 at 8.916 ft -17.288 at 8.916 ft Bending Strong Stress ( ksi ) Gov. LC Required 9 9 9 1426.091 lb 9 0.000 lb 9 6290.889 lb-ft 0.000 lb-ft 9 1411.108 lb 9 0.000 lb 9 9 0.000 lb-ft [ East Canopy.r3d ] • -o----· • ·- 9/22/2022 4:39:06 PM Checked By : ___ _ y-y Moment (lb-ft) ,-, Bending Weak Stress ( ksi ) Available Unity Check tesult 92826.344 lb 7254.144 lb 13405.189 lb-ft 5991.018 lb-ft 40825.953 lb 0.035 Pass 10019.726 lb 0.000 Pass 0.477 Pass 6472.795 lb-ft 0.000 Pass Page 11 IIIRISA A NEMETSCHEK COMPANY Detail Report M7 ,t,Y .__ __ _ z Material Properties: Material: E(psi): G (psi): Nu: L ape Properties: d(in): b1(in): t (in): ro . P • es1gn ropert1es: Lb y-y (ft): Lb z-z (ft): Lcomp top (ft): Lcomp bot (ft): Ltorque (ft): N12 Diagrams: Company Designer Job Number :BWE : hto • -c,-.... -· • -- 9/22/2022 4:39:07 PM Checked By: ___ _ Model Name : North Canopy Unity Check: 0.469 (LC 9) Load Combination: Envelope ---------------------'-] Input Data: Shape: HSS6X6X4 I Node: N12 Member Type: Column J Node: N9 Length (ft): 10.078 I Release: Fixed Material Type: Hot Rolled Steel J Release: Fixed Design Rule: Typical I Offset (in}: N/ A Number of Internal Sections: 97 J Offset (in): N/A ------------- A500 Gr.B Rect 2.9e+ 7 1.115e+ 7 0.3 6 6 0.233 N/A NIA Lbyy N/A N/A Therm. Coeff. (le,.F-1): 0.65 Density (k/ft'}: 0.527 F y (ksi): 46 Ry: Fu (ksi): R-i= 1.4 58 1.3 -----------------~ I yy (in•): I zz (in•): Ky-y: Kz.z: y sway: z sway: Function: Seismic DR: M7 28.6 28.6 No No Lateral None Area (in2): J (in•): Max Defl Ratio: Max Defl Location: Span: :0.001 at o ft : 1.019 at Oft E===-=== E==== 3-0.003 at O ft --,---1 l -,-l ~4 a\ 0 ft , , y Deflection ( in ) z Deflection ( in ) 5.24 45.6 L/10000 0 N/A N9 ~ 2096.982 at 10.078 ft ~ 13.468 at Oft ~ j""·" a< 0 ft I ~ -538.294 at Oft---,--, -23.101 at 10.078 ft f ,-r---, b, ... ~ .. ?· ~~ . ~-~ Axial Force ( lbs) y Shear Force (lbs) z Shear Force ( lbs) RISA-3D Version 20 [ East Canopy.r3d ] Page 12 I Compaoy , BWE IIRISA Designer : hto -dob-Number : ANEMCTSCHl:KCOMPANV Model Name : North Canopy 69.063 at 10.078 ft , , -28,125 ,at 4.J99 f;t Torsion ( lb-ft) z-z Moment ( lb-ft) 0.4 at 10.078 ft 0.087 at 10.078 ft -0.103 at Oft -0.087 at 1 O.o7U!, Axial Stress ( ksi ) Bending Strong Stress ( ksi) AISC 15th (360-16): ASD Code Check Limit State Gov. LC Required Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 9 Axial Tension Analysis 9 0.000 lb Axial Compression Analysis 9 2096.982 lb Flexural Analysis {Strong Axis) 9 51.976 lb-ft Flexural Analysis (Weak Axis) 11785.467 lb-ft Shear Analysis (Major Axis y) 9 19.54 lb Shear Analysis (Minor Axis z) 9 1169.446 lb Bending & Axial Interaction Check (UC Bending Max) 9 Torsional Analysis 9 0.000 lb-ft RISA-3D Version 20 [ East Canopy.r3d ) 9/22/2022 4:39:08 PM Checked By : ____ _ 11494.962 at 10.078 ft -11785.466 at 10.078 ft y-y Moment ( lb-ft) 14.835 at 10.078 ft ,---r -,-----,--14.835 at 10.078 f!, Bending Weak Stress ( ksi ) Available Unity Check tesult 144335.328 lb 120529.18 lb 25708.582 lb-ft 25708.582 lb-ft 40825.953 lb 0.000 Pass 40825.953 lb 0.029 Pass 0.469 Pass 21277.754 lb-ft 0.000 Pass Page 13 IIIRISA A NEMHSCHEK COMl'ANY Detail Report MS I~ _z Material Properties: Material: E (psi): G(psi): Nu: 1 Shape Properties: d (in): b1(in): t(in): j Design Properties: Lb y-y (ft): Lb l •l (ft): L,omp top (ft): L,omp bot (ft): Ltorque (ft) : N10 Diagrams: I"" 216 at O ft Company Designer Job Number :BWE : hto Model Name : North Canopy Unity Check: 0.469 (LC 9) Input Data: Shape: Member Type: Length (ft): Material Type: Design Rule: Number of Internal Sections: HSS6X6X4 Column 10.078 Hot Rolled Steel Typical 97 -------------------- A500 Gr.8 Rect 2.9e+7 1.115e+7 0.3 6 6 0.233 N/A N/A Lbyy N/A N/A Therm. Coeff. (le••F-1): 0.65 0.527 46 Density (k/ft'): Fy(ksi): I yy (in4): I zz (in4): Ky-y: K._,: y sway: z sway: Function: Seismic DR: MS 28.6 28.6 No No Lateral None 0.001 at 10.o78 ft ~ ' ----,-' -0.003 at 10.078 ft y Deflection ( in ) I Node: J Node: I Release: J Release: I Offset (in): J Offset (in): Ry: Fu(ksi): Rt: Area (in'): J (in4): Max Defl Ratio: 9/22/2022 4:39:10 PM Checked By : ___ _ Load Combination: Envelope N10 N11 Fixed Fixed N/A N/A 1.4 58 ' 1.3 5.24 45.6 Max Defl Location: L/10000 0 N/A Span: N11 1.044 at 10.078 ft ======= , , ,-1.0~ at,10.07s ft z Deflection ( in ) :23.101 at Oft ~ 1139.9 at 0 ft ~ -538.216 at 10.o78 ft ~~ -13.468 at 10.078 ft L 168.726 at o ft -,---,. I ---,-1 '1 I -,.--r Axial Force ( lbs ) y Shear Force ( lbs) z Shear Force ( lbs ) RISA-3D Version 20 [ East Canopy.r3d I Page 14 I Company , BWE IIRISA Designer : hto ----deb-Number : . ANEMETSCHEKCOMPANv-5~1 Name : North Canopy Torsion ( lb-ft) 0.4 at Oft -0.103 at 10.078 ft -0.087 at O ft 5.879 ft I I z-z Moment ( lb-ft) 11778.215 at Oft -11487.711 tOft ·-o--·-·•-- 9/22/2022 4:39:10 PM Checked By : ___ _ y-y Moment ( lb-ft) ,-14.~26 ~t 0 ~ ,-~~-~-..-- Axial Stress ( ksi ) Bending Strong Stress ( ksi) Bending Weak Stress ( ksi ) AISC 15th (360-16): ASD Code Check Limit State Gov. LC -Required Available Unity Check tesult Applied Loading -Bending/Axial 9 Applied Loading -Shear + Torsion 9 Axial Tension Analysis 9 0.000 lb 144335.328 lb Axial Compression Analysis 9 2097.216 lb 120529.18 lb Flexural Analysis (Strong Axis) 9 51 .967 lb-ft 25708.582 lb-ft Flexural Analysis (Weak Axis) 11778.215 lb-ft 25708.582 lb-ft Shear Analysis (Major Axis y) 9 9.226 lb 40825.953 lb 0.000 Pass Shear Analysis (Minor Axis z) 9 1168.726 lb 40825.953 lb 0.029 Pass Bending & Axial Interaction Check (UC Bending Max) 9 0.469 Pass Torsional Analysis 9 0.000 lb-ft 21277.754 lb-ft 0.000 Pass RISA-3D Version 20 [ East Canopy.r3d ) Page 15 DATE 1 /z-il U) 'L,'1-B\VE SHEET ____ _ IHGIHHHO 10 EXCHO EJt,ECTATIONS ENGR 7C.... JOBNQ ____ _ PROJECT ft~tP :c I Ff\ol'J i (,Jo~-rf-t') C,ArJof Y M-l-~ ";~'2..-Z.. Lf.;,~---f--r (Aso ~ Ax.. f os-r ~rtt&-1-J-1 -,:0 Lon A SSvfv16 ffl.~~~(?·n v ~ LPAD -vA w fz--S f'li-v'L f Af7~ llbDt>-1-cE, (_ . LA-ffi.;/Lt>,;.L, ~~A/4.(J&--::: loo fsf/F-r \J r;,_(L-t, ~ L-,:: J ,;-c, o Psr ~A~---r <.A.vJ0 f'i u.~~ '?01'd;" ¼.. b 1 -0 µ oe~f p,>?rts ~.?tl-,~ CA~a({ V--~E.-so''d,'o......X.. 5'--orf DE:~P P1&S S ~s {!I..)£ x-r f At:r:e (o{L c.ALc..vLG,1\ajS U? 1U0& ~ & l 'b --l o N l '1J c>1 ~ '½. --Z. • t ( ~ c IIIRISA Company : BWE Designer : hto Job Number Model Name : North Canopy Envelope Node Reactions Node Label X flbl LC Y fib] LC Z llbl LC MX llb-ftl 1 N1 max 944.656 21 1189.351 21 476.263 23 0 2 min 232.27f 22 587.48 23 668.88~ 22 0 3 N2 max 428.453 21 1189.351 21 476.263 23 0 4 min 232.27f 22 587.48 23 668.88~ 22 0 5 N9 max 685.518 21 1479.564 21 168.764 21 -25.34 6 min -355.72• 22 909.366 22 94.889 22 -54.073 7 N10 max 685.092 21 1479.66 21 168.776 21 -25.34 8 min -355.72• 22 909.366 22 94.889 22 -54.073 9 Totals: max l2743.71E 21 5337.927 21 1148 23 10 min -1176 22 2993.737 23 -1148 22 RISA-3D Version 20 ( East Canopy.r3d ] LC MY llb-ftl 23 0 20 0 23 0 20 0 23 871.235 22 -448.939 23 870.695 22 -448.939 9/22/2022 5:04:35 PM Checked By: ___ _ LC MZ llb-ftl LC 23 0 23 20 0 20 23 0 23 20 0 20 21 3591.516 22 22 -6969.879 20 21 3591 .516 22 22 -6965.562 20 Page 1 IIIRISA Company : BWE Designer : hto Job Number Model Name : North Canopy Envelope Node Reactions Node Label X flbl LC Y flbl LC Z flbl LC MX [lb-ftl 1 N1 max 117.634 23 369.899 21 184.178 23 0 2 min -1 19.655 22 187.31 23 379.57~ 22 0 3 N5 max 199.168 23 695.334 21 285.325 23 0 4 min -201.198 22 316.045 23 279.78E 22 0 5 N2 max 117.634 23 369.899 21 184.177 23 0 6 min -119.655 22 187.31 23 379.57~ 22 0 7 N7 max 199.168 23 695.334 21 285.325 23 0 8 min -201 .198 22 316.045 23 279.78• 22 0 9 N9 max 368.715 23 1418.802 21 161.534 21 -31.764 10 min -364.664 22 895.443 22 94.18 22 -43.659 11 N10 max 368.715 23 1418.802 21 161.534 21 -31.764 12 min -364.664 22 895.443 22 94.18 22 -43.659 13 Totals: max 1371 .034 23 4968.071 21 1130.36 23 14 min 1371.034 22 2802.697 23 -1130.3€ 22 RISA-3D Version 20 [ North Canopy.r3d ] LC 23 20 23 20 23 20 23 20 23 22 23 22 9/22/2022 5:09:58 PM Checked By : ___ _ MY [lb-ftl LC MZ [lb-ftl LC 0 23 0 23 0 20 0 20 0 22 0 23 0 20 0 20 0 23 0 23 0 20 0 20 0 21 0 23 0 22 0 20 465.272 23 3681.124 22 -460.14 22 -3722.178 23 465.272 23 3681.124 22 -460.14 22 -3722.178 23 Page 1 i : i i S • i _____________________ _ Hlltl PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 (2) KWIK HUS-EZ (KH-EZ)-SS316 1/2 (3) 2245620 KH-EZ SS316 1/2"x4" h,1.oct = 2.200 in., hnom = 3.000 in. AISI 316 ESR-3027 4/1/2022 112/1/2023 Design Method ACI 318-14 / Mech eb = 0.000 in. (no stand-off); t = 0.500 in. Page: Specifier: E-Mail: Date: 1 S.C. scong@bwesd.com 9/23/2022 Anchor plateR : I, x IY x t = 3.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Base material: Installation: Reinforcement: no profile cracked concrete, 2500, fc' = 2,500 psi; h = 6.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R -The anchor calculation is based on a rigid anchor plate assumption. Geometry [In.] & Loading [lb, In.lb] Input data and results must be checked for conformity with the existing conditions and for plauslbilltyl PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan HilU Is a registered Trademar1< of Hilti AG, Schaan 1·:115;.1 Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: 1.1 Design results Case BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 (2) Description Combination 1 Page: Specifier: E-Mail: Date: Forces [lb)/ Moments [in.lb) N=1,141;V,=417;Vy=719; M, = 0; My = 0; M, = 0; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG. FL-9494 Schaan Hllti Is a registered Trademark of Hilti AG. S<:haan Seismic no 2 s.c. scong@bwesd.com 9/23/2022 Max. Util. Anchor[%) 86 2 i : i i 5 • • ----------------------Hiltl PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete • Sep 22, 2022 (2) 2 Proof I Utilization (Governing Cases) Loading Proof Tension Concrete Breakout Failure Shear Concrete edge failure in direction y+ Loading IIN Combined tension and shear loads 0.605 3 Warnings Please consider all details and hints/warnings given in the detailed report! Page: Specifier: E-Mail: Date: Design values [lb) Load Capacity 1,141 1,884 831 1,398 llv t 0.595 5/3 Fastening meets the design criteria! lnl)IJI data and results must be checked for conformity with the existing conditions and for plauslbilityl PROFIS Engineering ( c ) 2003-2022 HilU AG, FL-9494 Schaen Hihl Is a registered Trademark of Hilti AG, Schaen Utillzatlon IIN / llv [%] 61 / • • I 60 Utilization IIN,v [%] 86 3 S.C. scong@bwesd.com 9/23/2022 Status OK OK Status OK 3 i·=iiS-• Hilti PROFIS Engineering 3.0.80 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: BWE, Inc 9449 Balboa Ave, Suite 270 6192995550 I Concrete -Sep 22, 2022 (2) 4 Remarks; Your Cooperation Duties Page: Specifier: E-Mail: Date: I U~ .... IV I VI I VV 4 S.C. scong@bwesd.com 9/23/2022 Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hllti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data end resutts must be checked for confonnity with the existing conditions end for pleusibilityl PROFIS Engineering ( c ) 2003-2022 Hilti AG. FL-9494 Schaan Hilti Is a registered Trademark of Hilti AG. Schaan 4 DATE 1(-t.:1, /z-o t-Z,. ENGR :z<- PROJECT Rf:e.f: T r B\VE SHEET ____ _ l#Ol#IHIO ro rrcrro llflCTATIONJ JOBNQ ____ _ --O . ~ 7 t.f' Wf ? O • 4J S DS J w p -:.. o. 'Z 3 3 -::: tt/,7 L~S ol-. 8.?(1<Z7) c /31 435 k;D ~vL-·-p;;, t Ct)JOut-e,-r-,; fr/Jcf.tfo/l...t; o (( g y \ 10'? rec.---r( or.J. Gt-I G.a..L lf' X 1> D l,O ~I A) G- v.50 v -:: I 4 ( 1.}) c -; b FL-f w L-L ~ 2,D (-z..') ._ Cf' 0 f Lf f ?-\ ?.-S-La-,'-) -z, /VI ~ (1 (,..,;;) (41 -t-~?, 'f ll, )_ "" c/, c; Cl Ul,"7-? '(' \/ 9 ( '; {, ,tif ~ ) ( t) t-\'2-> --;; t.r 2 Cf LP;, > -z ~ DATE x/'1,,J (-Z,,07..-2, ENGR ~ PROJECT \2..etz_f f \ B\VE l#Gl#UHD ro IXCll D urtCTATID#J ~ 't. 'VG,~? 5 ,~ 'c- s ?-~o, ~b l t0 ~ & r~ ,r1.ts-,tJ • -o-• ---· • -- SHEET ____ _ JOBNQ ____ _ f ~ (.C X:/ubps~ f ~ ~ {fJOD(/.z;) ~(7./~ C.t> F~' f V ~ I i f) f c, ·, f..; ~ i(m1.,) .. 1.-C:.) \7',( t.. [r/,i>f';, .. / .}i,(_ L .,_ il ><l (1<-) -.. ~'5 b fs 1 <. 12.oD f s; / o.< u ,o.fib Hazardous Materials Questionnaire County of San Diego, Department of Environmental Health and Quality PO Box 129261, San Diego, CA 92112-9261 Record ID #: Not in System Plan Check#: DEH2022-HHMBP-012382 Balance Due: $87.00 (858) 505-6700 (800) 253-9933 www.sdcdehq.org Business Name Reef Business Contact Tim Seaman Telephone# Plan File# (619) 993-8846 Project Address 2290 COSMOS CT City CARLSBAD State CA Zip Code 92011-1517 APN# 213-050-44-00 Applicant Tim Seaman Applicant E-Mail Applicant Telephone# tim@championpermits.com (619) 993-8846 The following questions represent the facility's activities, NOT the specific project description. PART I: EIRE DEPARTMENT · HAZARDOUS METERIALS DIVISION: OCCUPANCY CLASSIEICAJK>N: (Not required for projects within the City of San Diego.) Indicate by selecting the item, whether your business will use, process. or store any of the following hazardous materials. If any of the items are selected. Applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: B D Explosive or Blasting Agents D Organic Peroxides Facility's Square Footage (including proposed project): 5000 D Water Reactives D Corrosives D D Compressed Gases Flammable/Combustible Liquids D D Oxidizers Pyrophorics D Cryogenics D Other Health Hazards D Highly Toxic or Toxic Materials D None of These D Flammable Solids D Unstable Reactives D Radioactives PART n: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH • HAZARDOUS MATERIALS DIVISION (HMDI: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, in person at 5500 Overland Ave .. Suite 110, San Diego, CA 92123. or by phone at (858) 505-6700 prior to Issuance of a building permit. FEES ARE REQUIRED. Project Completion Date: YES NO 1. D liiJ 2. D liiJ 3. D liiJ 4. D 5. D 6. D 7. D 8. D D liiJ liiJ liiJ liiJ Is your business listed on the reverse side of this form? (check all that apply). Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities equal to or greater than 55 gallons, 500 pounds, or 200 cubic feet? Will your business handle carcinogens or reproductive toxins in any quantity? Will your business use an existing. or install an underground storage tank? Will your business store or handle Regulated Substances (CalARP )? Will your business use or install a Hazardous Waste Tank System (Title 22. Article 10)? Will your business store petroleum in tanks or containers at your facility with a total storage capacity equal to or greater than 1,320 gallons? (Callfomla"s Aboveground Petroleum Storage Act). D D D CalARP Exempt CalARP Required CalARP Complete Review Date: PART m: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCDI: If the answer to Question #1 is 'Yes' and the answer to Question #2 is 'No", the applicant must contact the APCD prior to the issuance of a building or demolition permit. If any answer to Questions #3, #4, or #5 is 'Yes', the applicant must contact the APCD prior to the issuance of a building or demolition permit. If the answer to Question #3 or #4 is 'Yes', the applicant may need to submit an asbestos notification form to the APCD at least 10 working days prior to commencing demolition or renovation (some residential projects may be exempt from the notification requirements). Contact the APCD at 10124 Old Grove Road, San Diego, CA 92131 or telephone (858) 586-2600 for more information. YES NO 1. liiJ D 2. 00 D 3. D liiJ Will any existing building materials be disturbed as part of this project? (If the answer is 'Yes', an asbestos survey may be required.) Has a survey been performed to determine the presence of asbestos containing materials? Will the project involve handling or disturbance of any asbestos containing materials? 4. D liiJ 5. D liiJ Will the project involve the removal of any load supporting structural member? Will the subject facility or construction activities include operations or equipment that emit or are capable of emitting an air contaminant? (See the APCD factsheet at http://www.sdapcd.org/info/facts/permits.pdf (ANSWER ONLY IF QUESTION 5 IS 'YES') Will the subject facility be located within 1,000 feet of the outer boundary of a school (K through 12)? Search the California School Directory at http://www.cde.ca.gov/re/sd/ for public and private schools or contact the appropriate school district. 6. D D Briefly describe business activities: Briefly describe proposed project: Women's apparrel Tenant Improvement I declare under penalty of perjury that to the best of my knowledge and belief, the responses made herein are true and correct. liiJ; Fees Acknowledged: 1iiJ Tim Seaman Name of Owner or Authorized Agent FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: BY: EXEMPT OR NO FURTHER INFORMATION REQUIRED COUNTY-HMO* ~"(OF' ~ ~EV1£'NE.0 ~ T. Yousif SIGNATURE 9/28/2022 ........... APCD FOR OFFICIAL USE ONLY RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY COUNTY-HMO APCD 9/16/2022 Date DATE: __________ _ RELEASED FOR OCCUPANCY COUNTY-HMO APCD •A stamp in this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply. DEHQ_HMD_HMBP _Questionnaire v 2.0 (8/2021) Printed on: 9/28/2022 @ 11 :42 PM C cicyof Carlsbad STORM WATER STANDARDS QUESTIONNAIRE De velopment Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www .ca rlsbadca .gov E-34 I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards (Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits andior construction permits). The results of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements, "PRIORITY DEVELOPMENT PROJECT (PDP) requirements or not considered a development project. This questionnaire will also determine if the project is subject to TRASH CAPTURE REQUIREMENTS. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently PROJECT INFORMATION PROJECT NAME: Reef Exterior Improvements APN: 213-050-44 ADDRESS: 2290 Cosmos Court Carlsbad, CA. 92011 The project is (check one): D New Development !XI Redevelopment The total proposed disturbed area is: 9,485 ft2 L ... ~.:~_) acres The total proposed newly created and/or replaced impervious area is:_ 2,818 ft2 ( 0.06 ) acres If your project is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. This Box for City Use Only YES NO Date: Project ID: City Concurrence: □ □ By: E-34 Page 1 of 4 REV 07/22 STEP1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? □ 00 If you answered "yes" to the above question, provide justification below then go to Step 6, mark the box stating "my project is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered "no" to the above question, the project is a 'development project', go to Step 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR □ !Kl b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ [x] accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ !Kl If you answered "yes" to one or more of the above questions, provide discussion/justification below, then go to Step 6, mark the second box stating "my project is EXEMPT from PDP ... " and complete applicant information. Discussion to justify exemption (e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If you answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 of 4 REV 07/22 STEP3 JO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS ' To determine if your project is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces □ [X] collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of □ Ix] impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a □ 00 facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside □ ~ development oroiect includes develooment on any natural slope that is twenty-five percent or Qreater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is a □ 00 land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project □ 00 site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transoortation of automobiles, trucks, motorcvcles, and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally □ Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 00 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ 00 shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ 00 RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? □ [x] 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC □ 00 21.203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, complete the trash capture question. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT'. Go to step 5, complete the trash capture question . .. • Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas which have been identified by the City. E-34 Page 3 of 4 REV 07/22 STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious ca lculation below: Existing impervious area (A) = ____________ sq. ft. Total proposed newly created or replaced impervious area (B) = ___________ sq. ft. Percent impervious area created or replaced (B/A)*100 = _____ % YES NO □ □ If you answered "yes", the structural BM Ps required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, complete the trash capture question. If you answered "no," the structural BM P's required for PDP apply to the entire development. Go to step 5, complete the trash capture question. STEPS TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS Complete the question below regarding your Project (SDRWQCB Order No. 2017-0077): Is the Project within any of the following Priority Land Use (PLU) categories? R-23 (15-23 du/ac), R-30 (23-30 du/ac), Pl (Planned Industrial), CF (Community Facilities), GC (Gener Commercial), L (Local Shopping Center), R (Regional Commercial), V-B Villa e-r • r Commercial}, 0 (Office), VC/OS (Visitor Commercial/Open Space • 1/0 (Planned Industrial/Office or Public Trans ortation Station YES NO Ix] If you answered "yes", the 'PROJECT' is subject to TRASH CAPTURE REQUIREMENTS. Go to step 6, check the first box stating, "My project is subject to TRASH CAPTURE REQUIREMENTS ... " and the second or third box as determined in step 3. If ou answered "no", Go to ste 6, check the second or third box as determined in ste 3. STEPS CHECK THE APPROPRIATE BOX(ES) AND COMPLETE APPLICANT INFORMATION y project is subject to TRASH CAPTURE REQUIREMENTS and must comply with TRASH CAPTURE QUIREMENTS of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP). [Kl My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a "Standard Project Requirement Checklist Form E-36" and incorporate low impact development strategies throughout my project. If my project is subject to TRASH CAPTURE REQUIREMENTS, I will submit a TRASH CAPTURE Storm Water Quality Management Plan (TCSWQMP) per E-35~. D My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) per E-35 template for submittal at time of application. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT' stormwater requirements apply. D My project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box ---,v-,,._D_O_N_A_L_D _ _,_ _____ Applicant Title: PROJECT MANAGER E-34 Page 4 of 4 REV 07/22 ' C cicyaf Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: Reef Exterior Improvements Project ID: DWG No. or Building Permit No.: Development Services Land Development Engineering 1635 Faraday Avenue 442-339-2750 www.carlsbadca.gov Baseline BMPs for Existing and Proposed Site Features Complete the Table 1 -Site Design Requirement to document existing and proposed site features and the BMPs to be implemented for them. All BMPs must be implemented where applicable and feasible. Applicability is generally assumed if a feature exists or is proposed. BMPs must be implemented for site design features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 1 -Site Design Requirement A. Existina Natural Site Features (see Fact Sheet BL-1) 1. Check the boxes below for each existing feature on 1. Select the BMPs to be implemented for each identified feature. Explain the site. why any BMP not selected is infeasible in the area below. SD-G SD-H Conserve natural Provide buffers around waterbodies features D Natural waterbodies D D D Natural storaqe reservoirs & drainaqe corridors D -- l]l Natural areas, soils, & veaetation (incl. trees) rn -- B. BMPs for Common Impervious Outdoor Site Features (see Fact Sheet BL-2) 1. Check the boxes below for each 2. Select the BMPs to be implemented for each proposed feature. If neither BMP SD-B nor proposed feature. SD-I is selected for a feature, explain why both BMPs are infeasible in the area below. SD-B SD-I Minimize size of Direct runoff to pervious Construct surfaces from impervious areas areas oermeable materials D Streets and roads D D !XI Check this box to confirm IE Sidewalks & walkways IX] D that all impervious areas on the site will be minimized D Parking areas & lots D D where feasible. D Driveways D D If this box is not checked, IXI Patios, decks, & courtyards Ix] D identify the surfaces that cannot be minimized in area D Hardcourt recreation areas D D below, and explain why it is E-36 Page 1 of 4 Revised 02/22 D Other: D D infeasible to do so. C. □ BMPs for Rooftop Areas: Check this box if rooftop areas are proposed and select at least one BMP (see Fact below. Sheet BL-3) If no BMPs are selected, explain why they are infeasible in the area below. D 50-B oso-c D SD-E Direct runoff to pervious areas Install green roofs Install rain barrels D. 1K) BMPs for Landscaped Areas: Check this box if landscaping is proposed and select the BMP below (see Fact □ SD-K Sustainable Landscaping Sheet BL-4) If SD-K is not selected, explain why it is infeasible in the area below. Provide discussion/justification for site design BMPs that will not be implemented (either partially or fully): Baseline BMPs for Pollutant-generating Sources All development projects must complete Table 2 -Source Control Requirement to identify applicable requirements for documenting pollutant-generating sources/ features and source control BMPs. BMPs must be implemented for source control features where feasible. Leaving the box for a BMP unchecked means it will not be implemented (either partially or fully) either because it is inapplicable or infeasible. Explanations must be provided in the area below. The table provides specific instructions on when explanations are required. Table 2 -Source Control Requirement A. Management of Storm Water Discharges 1. Identify all proposed outdoor 2. Which BMPs will be used to prevent 3. Where will runoff from the work areas below materials from contacting rainfall or work area be routed? runoff? □ Check here if none are proposed (See Fact Sheet BL-5) (See Fact Sheet BL-6) Select all feasible BMPs for each work area Select one or more option for each work area SC-A SC-B SC-C SC-D SC-E Other Overhead Separation Wind Sanitary Containment covering flows from protection sewer system adjacent areas D Trash & Refuse Storage D fl] D D [XI D D Materials & Eauipment Storaae D IX] D D [XI D E-36 Page 2 of 4 Revised 02/22 D Loadina & Unloadina D IX) D D ~ □ D Fuelina D IXI D D IXI □ D Maintenance & Repair D IXI D D 00 D D Vehicle & Equipment Cleanina D IX) D D [X) D D Other: D D D D D D B. Management of Storm Water Discharges (see Fact Sheet BL-7) Select one ootion for each feature below: • Storm drain inlets and catch basins ... IX) are not proposed D will be labeled with stenciling or signage to discouraae dumpina (SC-F) • Interior work surfaces, floor drains & lxl are not proposed D will not discharge directly or indirectly to the MS4 sumps ... or receiving waters • Drain lines (e.g. air conditioning, boiler, IXl are not proposed D will not discharge directly or indirectly to the MS4 etc.) ... or receiving waters • Fire sprinkler test water ... 119 are not proposed □ will not discharge directly or indirectly to the MS4 or receivina waters Provide discussion/justification for source control BMPs that will not be implemented (either partially or fully): E-36 Page 3 of 4 Revised 02122 Form Certification This E-36 Form is intended to comply with applicable requirements of the city's BMP Design Manual. I certify that it has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the review of this form by City staff is confined to a review and does not relieve me as the person in charge of ov eeing the sele on and design of storm water BMPs for this project, of my responsibilities for ro·ect desi n. Date: 12.07.2022 Print re arer name: E-36 Page 4 of 4 Revised 02/22 Building Permit Finaled Revision Permit Print Date: 05/21/2024 Job Address: 2290 COSMOS CT, CARLSBAD, CA 92011-1517 Permit No: Status: (city of Carlsbad PREV2024-0025 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel #: 2130504400 Track#: Applied: 02/21/2024 Valuation: $38,350.88 Lot#: Issued: 04/29/2024 Occupancy Group: B/A3 Project#: DEV2023-0060 Finaled Close Out: 05/21/2024 #of Dwelling Units: Plan#: Bedrooms: Bathrooms: Occupant Load: Code Edition: 2019 Sprinkled: Yes Construction Type:V-N Orig. Plan Check #: Plan Check#: Project Title: 2290 COSMOS: EXTERIOR IMPROVEMENTS Final Inspection: INSPECTOR: Description: REEF: REMOVE FIRE ALARM SCOPE FROM DEFERRED SUBMITTAL LIST. NO ADDITIONAL SCOPE REQUIRED FOE EXTERIOR PERMIT Applicant: CHAMPION PERMITS TIM SEAMAN 1127 11TH ST IMPERIAL BEACH, CA 91932-2901 (619) 993-8846 FEE BUILDING PLAN CHECK REVISION ADMIN FEE FIRE Plan Review (per hr -Regular Office Hours) THIRD PARTY REVIEW-Consultant Cost (BLDG) Total Fees: $495.00 Total Payments To Date: .. _ Building Division $495.00 Contractor: C2 BUILDING GROUP 107 S CEDROS AVE, # STE 220 SOLANA BEACH, CA 92075-1994 (858) 232-0213 Balance Due: AMOUNT $35.00 $340.00 $120.00 $0.00 Page 1 of 1 1635 Faraday Ave nue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov •• " ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov fbyCltyStafll Original Plan Check Number CBC2022-0373 Plan Revision Number P{le,\fU)L-4 --DDZ.S ProjectAddress 2290 COSMOS COURT, CARLSBAD, CA 92011 G I S f R . . , ,0 f d S b . 1 Remove Fire Alarm scope from deferred submittal list, enera cope o ev1S1on, e erre u m,tta : _________________ _ fire alarm scope approved under separate Tl permit (CBC2022-0201 ). No additional scope required for exterior permit. CONTACT INFORMATION: Name Tim Seaman Phone 619-9938846 ________ Fa.~-------- Address PO Box 5955 City Chula Vista Zip 91912 Email Address tim@championpermits.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Ii] Plans D Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Removed Fire Alarm (design & devices) from deferred submittal list A0.1 4. Does this revision, in any way, alter the exterior of the project? Oves 0No 5. Does this revision add ANY new floor area(s)7 Oves 0No 6. Does this-revision affect any fire related issues? 0ves 0No 7. Is this a full set replacement (all sheets)? Oves 0No ~Signature _______________ _ Date 02.20.2024 1635 Faraday Avenue, Carlsbad, CA 92008 fb: 760-602-2719 fax: 760-602-8558 Email: building@carlsbadca gov www.carlsbadca.gov