Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2451 IMPALA DR; A; CBC2023-0040; Permit
Building Permit Finaled Commercial Permit Print Date: 03/18/2025 Job Address: 2451 IMPALA DR, # A, CARLSBAD, CA 92010-7227 Permit Type: BLDG-Commercial Work Class: Tenant Improvement Parcel#: 2090411100 Track#: Valuation: $0.00 Lot#: Occupancy Group: B, S-1 Project#: #of Dwelling Units: Plan #: Bedrooms: Bathrooms: Construction Type: IIB Orig. Plan Check#: Occupant Load: 44 Plan Check#: Code Edition: 2022 Sprinkled: Yes Project Title: Permit No: Status: (cityof Carlsbad CBC2023-0040 Closed -Finaled Applied: 02/13/2023 Issued: 04/24/2023 Finaled Close Out: 03/18/2025 Final Inspection: 09/11/2023 INSPECTOR: Renfro, Chris Kersch, Tim Description: NO OCCUPANCY PERMIT: COM-Tl TO CREATE OFFICE FOR FUTURE TENANT (4,016 SF) Applicant: Property Owner: JAMIL ALSALEK RIF Ill-IMPALA LLC 26449 RANCHO PKWY S LAKE FOREST, CA 92630-8326 11620 WILSHIRE BLVD, # 300 LOS ANGELES, CA 90025-1706 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN REVIEW-MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) COMM/IND Tl -NON-STRUCTURAL SB1473 -GREEN BUILDING STATE STANDARDS FEE Total Fees: $2,663.00 Total Payments To Date: $2,663.00 Balance Due: AMOUNT $933.64 $194.00 $98.00 $1,436.36 $1.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division 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 Job Address 2451 Impala Road, Carlsbad CA Suite: APN: 209-041 -11-00 , ____ ___ Tenant Name#: NA Lot#: Year Built: ---------------------------------- Year Built: 1983 ---Fire sprinklers@'ESQNO A/C:0YESQNo Occupancy: B & s-1 Construction Type:_111_B __ BRIEF DESCRIPTION OF WORK: THE SCOPE OF THIS PROJECT IS TO DEMO EXISTING OFFICE SPACES, KEEP EXISTING RESTROOM AND IT ROOM WALLS. PROVIDE NEW OFFICE SPACE AREA WITH NEW RESTROOMS FIXTURES, REMOVE ALL WAREHOUSE LIGHTING FIXTURES AND PROVIDE NEW LED FIXTURES. REUSE AND MODIFY OLD HVAC UNITS PER NEW DESIGN D Addition/New: _____________ New SF and Use, __________ New SF and Use _______ SF Deck, _______ SF Patio Cover, SF Other (Specify) ___ _ 0Tenant Improvement: _±_4_,0_16 ___ SF, Existing Use: OFFICE & WAREHOUSE Proposed Use: OFFICE & WAREHOUSE _____ SF, Existing Use: _______ Proposed Use: ______ _ D Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _ D Solar: ___ KW, ___ Modules, Mounted: 0 Roof 0 Ground D Re roof: ______________________________________ _ [{] Plumbing/Mechanical/Electrical (N) LED Lighting & Plumbing Fixtures, and HVAC Oother: _____________________________ _ APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: WE ARCHITECTS GROUP -JAMIL ALSALEK Name: REXFORD INDUSTRIAL REALTY, L.P. -BEN MARTIN Address· 26449 RANCHO PKWY s. Address: 11620 WILSHIRE BLVD., SUITE 1000 City· LAKE FOREST State: CA Zip:_9_26_3_o ___ City: LOS ANGELES State: CA Zip:_90_0_2s ___ _ Phone· (949) 994-9966 Phone: (714) 602-1747 Email. jalsalek@wearchitectsgroup.com Emal I: bmartin@rexfordindustrial.com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: WE ARCHITECTS GROUP Business Name:_W_h_ite_c_o_n_st_ru_ct_io_n ___________ _ Address: 26449 RANCHO PKWY s. Address: 1808 Aston Ave, Suite 1 oo City: LAKE FOREST State:_c_A __ Zip: 92630 City: Carlsbad State:_c_A __ Zip: 92008 Phone: (949) 994-9966 Phone: 760-931 -1 130 Email: jalsalek@wearchitectsgroup.com Email: leah@whiteconstructioninc.com Architect State License: _c_-2_3_28_3 __________ CSLB License #:_1_02_3_85_6 _____ Class:. _______ _ Carlsbad Business License# (Required): BLNR000431-02-2011 APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances a d State laws relating to building construction. NAME (PRINT): JAMIL ALSALEK SIGN:_,:::::::'.!~~:_ ___ DATE: 02/09/2023 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gDv REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in ful I force and effect. I also affirm under penalty of perjury one of the following declarations (CHOOSE ONE): D I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. ____________________________________ _ -OR- Da1 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: State Compensation Insurance Fund Policy No. 9243036-22 Expiration Date: _0_1~L~1_0-L2~0~2~4 ________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code, Interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ____________________ Lender's Address: ___________________ _ CONTRACTOR CERTIFICATION: I certify that I have read the appli-cationand state that the above information is correct and that the information on the plans is accurate. I agree to comply with ail City ordinances and State laws relating to building construction. NAME (PRINT): Leah Norman, PC SIGNATURE:btdw fvl if~ DATE: 04/17/2023 Note: If the person signing above is an authorized agent for the contractor provide a letter of authorization on contractor letterhead. -OR - (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D I, 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- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors./ understand that a copy of the app/fcable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http: I /www.leginfo.ca.gov/calaw.html. OWNER CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Bullding@carlsbadca.gov 2 REV. 07/21 PERMIT INSPECTION HISTORY for (CBC2023-0040) Permit Type: BLDG-Commercial Work Class: Tenant Improvement Status: Closed -Finaled Application Date: 02/13/2023 Owner: RIF Ill-IMPALA LLC Issue Date: 04/24/2023 Subdivision: PARCEL MAP NO 12561 Expiration Date: 02/20/2024 IVR Number: 46568 Address: 2451 IMPALA DR, # A CARLSBAD, CA 92010-7227 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass Yes BLDG-84 Rough 215298-2023 Partial Pass Chris Renfro Reinspection Incomplete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial pass rough combo in walls only. No Hard lids pending BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 07/17/2023 07/17/2023 BLDG-44 217583-2023 Passed Tim Kersch Complete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/21/2023 08/21/2023 BLDG-85 T-Bar, Ceiling 221272-2023 Passed Tim Kersch Complete Grids, Overhead Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 09/11/2023 09/11/2023 BLDG-Final Inspection 223420-2023 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-Plumbing Final Yes BLDG-Mechanical Final Yes BLDG-Structural Final Yes BLDG-Electrical Final Yes Tuesday, March 18, 2025 Page 2 of 2 Building Permit Inspection History Finaled {cityof Carlsbad PERMIT INSPECTION HISTORY for (CBC2023-0040) Permit Type: BLDG-Commercial Application Date: 02/13/2023 Owner: RIF Ill-IMPALA LLC Work Class: Tenant Improvement Issue Date: 04/24/2023 Subdivision: PARCEL MAP NO 12561 Status: Closed -Finaled Expiration Date: 02/20/2024 Address: 2451 IMPALA DR, # A IVR Number: 46568 CARLSBAD, CA 92010-7227 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 05/30/2023 05/30/2023 BLDG-21 212418-2023 Passed Tim Kersch Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Becky Falk TYLER 619-994-6654 05/26/2023 06/02/2023 06/02/2023 BLDG-12 Steel/Bond 212972-2023 Passed Tim Kersch Complete Beam Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 619-994-6656 Tyler 06/01/2023 06/13/2023 06/13/2023 BLDG-14 213965-2023 Passed Tim Kersch Complete Frame/Steel/Bolting/We lding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 619-994-6656 Tyler 06/12/2023 BLDG-34 Rough 213964-2023 Passed Tim Kersch Complete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie Teanio 619-994-6656 Tyler 06/12/2023 06/20/2023 06/20/2023 BLDG-24 Rough/Topout 214759-2023 Cancelled Tim Kersch Reinspection Incomplete Checklist Item COMMENTS Passed BLDG-Building Deficiency No NOTES Created By TEXT Created Date Angie Teanio 619-994-6656 Tyler 06/19/2023 06/23/2023 06/23/2023 BLDG-17 Interior 215299-2023 Partial Pass Chris Renfro Relnspection Incomplete Lath/Drywall Tuesday, March 18, 2025 Page 1 of 2 1rue orth COMPI.IANC April 10, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. City of Carlsbad-FINAL REVIEW City Permit No: CBC2023-0040 True North No.: 23-018-116 Carlsbad, CA 92008 Plan Review: TI Rexford Impala Address: 2451 Impala Dr Applicant Name: Jamil Alsalek Applicant Email: jalsalek@wearchitectsgroup.com OCCUPANCY AND BUILDING SUMMARY: Occupancy Groups: B, S-1 Occupant Load: 44 Type of Construction: III-B Sprinklers: Yes Stories: 1 Area of Work (sq. ft.): 4,016 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: 1. 2. Drawings: One (l) copy dated March 17, 2023 , by We Architects Group Inc. Structural Calculations: One (1) copy dated February 8, 2023, by 4Stel Team. The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 202] lBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 Ca lifornia Existing Building Code, and 2022 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. Si ncerel y, 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 4 '-J STRUCTURAL CALCULATIONS FOR IMPALA DR. UNIT (A) 2451 Impala Dr. Unit (A) Carlsbad, CA JOB NO: 23-2007 DATE: MAR 2023 ENGfNEERS : BTI CBC2023-0040 Bushra.Tsai.lncorporated Consulting Structural Engineers-2564 Woodland Ori, 2451 IMPALA DR #A NO OCCUPANCY PERMIT: COM-Tl TO CREATE OFFICE FOR FU TURE TENANT (4,016 SF) 2090411100 4/5/2023 CBC2023-0040 ' ' 4t'.: S1'F,r NG/NEERING Client. ________________ _ Project: ________________ _ -2 tf-5\ lm~o.f~ f)r. Vt1i+ lA) CD¥! s bJ., CA P-10 Sheet _of_ JobNo.: __ _ Date __ _ Engineer: __ _ 1. ryp,c.e.J ..«uni 5111d par.1111011{ & f'{;/f 1-lei,l fJeAlsw,-y wa.tl +c 45l(Jtak., office i cua;e.Jt o() se z_ ~t'i~e tl(}O ilat/ KJi d ow opeJU1J ii\ .Att. t<isfi·~ ~elc Ti,~ fl p dJttiA . 3 _ Gia ff aJall 5uppor+ J f3r4.c.e A.-CJbrt WeAce l<oun . code : -C8C 2tJZ3 _ A5al +-IG 2/8/23, 5:48 PM Q O•naro 1o? Los Angeles san Bernardino<> 0 B<g eeatL.a~e P-11 !iantaMomca Riversldeo Anaheim L\TC Hazards by Location Long Beach Search Information Address: Coordlnatas: Elevation: Timeslamp: Hazard Type: Reference Document: Risk Category: Site Clan: Basic Parameters Name Value Ss 0,953 s, 0.349 SMS 1.144 SM1 • null Sos 0.762 So, • null • See Section 11 .4.8 2451 Impala Dr. Carlsbad, CA 9201 33.1391602. ·117.2702321 310ft 2023-02-09T01 :48:46.8572 Seismic ASCE7-16 D-default Deacr1pllon MCER ground moUon (period= MCER ground motion (period=1 .0s) Site-modified spectral acceleraUon value Site-modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1 .Os SA ~Additional Information Name Value soc "null Fa 1.2 Fv • null CRs 0.904 CR1 0.914 PGA 0.415 FpGA 1.2 PGAt.1 0.498 TL 8 SsRT 0.953 SsUH 1.054 SsD 1 5 S1RT 0.349 S1UH 0.382 S1D 0.6 PGAd 0.5 • See Section 11.4.8 De1crlpllon Seismic design ca1egory Site amplification !actor at 0.2s Site amplification factor at 1.0s Coeflic,ent of risk (0.2s) Coefficient or risk (, Os) MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceierabon 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 determlnlsUc acceleration value (0.2s) ProbabllisUc risk-targeted ground motion (1.0s) Factored uniform-hazard specllal acceleration (2% probability or exceedance In 50 yeara) Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) 0 Temec1.1t1 310ft Carl 0 ES®ndtdo San Oieqo Palm Oes.1!11 La Oumta llofrego Sp<tngs JOshua Tree ,t,ona! Parf( Map Olla 02023 Googlt. lN£GI Ropon I _ _,,. 0 ChulaVist_e o -Tecate 0 Tijuana Ro 1rrto Guadalvptt ~ le Ru~rosa The resulls indicated here DO NOT reffect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should connrm any output obtalnttd from this tool with the local Authority Having Jurisdiction before proceeding with design. https:/fhazards.atcouncil.orgf#/seismic?lat-33.1391602&Ing=-117.2702321 &address=2451 Impala Dr%2C Carlsbad%2C CA 92010%2C USA B,awf 0 Mexlcal 1/2 2/8/23, 5:48 PM ATC Hazards by Location P-12 -.. Please note that the ATC Hazards by Location website will not be updated to supporl ASCE 7-22. ~Y. Disclaimer Hazard loads are provided by the U.S. Geological Survey Se!sm!c Desjan Web Sey!ces. Whila lhe infonnaUon presented on this website is believed to be correct, ATC snd ils sponsors and contribulors assume no r&sponslbility or liability for ils accuracy. The moterl81 presented in the report should not be used or relied upon for any speclflc application without competent examination and verification of Its accuracy, sultablllty and applicablllly 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 BUbstilule for the standard of care required of such professionals 1n interprating and applying the results of the report provided by this website. Usars of the lnfonnalion from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the goveming building code bodie5 responsible for building code approval and Interpretation for the building stte described by latitudenongltude location in the report. https://hazards.atcouncil.org/#/seismic?lat=33.1391602&Ing=-117.2702321 &address=2451 Impala Dr%2C Cartsbad%2C CA 92010%2C USA 212 2/8123, 5:47 PM l\TC Hazards by Location Search Information AddrH■: Coordlnat .. : Elevatlon: Tlmestamp: Hazard Type: 2451 Impala Dr, Cartsbad, CA9201 33.1391602, -117 2702321 310 ft 2023-02-09T01 ;46:58.1842 Wind 0 O,nard (io Los Angeles San Bemardlnoo 0 Santa Monica long Beac Riverside Anaheim 0 Irvine 0 B,g Beor la e P-13 Palm~rings Palm Deserto Jorhua Tre N tioo I "ar Indio 0 LB~lnta Tl'mecula BolTego springs OleQO De ert State Par!( San Oier.io ... , Map dei. 07023 0oog •. IIIEGI II-, 1 mop fffUI 51!eephote Valle; w,rcJernPS$ FICemro Cale•leo -0 ASCE7-16 Chu a Vista Tijuana La Rumorosa o Mexlcal . MRI 10-Year 67 mph llo rito MRI 2!>-Year 72 mph Gua~alupe MRI 50-Year 77 mph MRI 100-Year 82 mph MRI 100-Year 91 mph Risk Ca1egory I 89 mph Risk Category I 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category 111 102 mph Risk Calegory Ill-IV 115 mph Risk Category IV 107 mph The results indicelad here DO NOT reflecr any stale or local amendments lo the values or any delinEtafion linos made during the bu,/ding code adopl1on procoss. Users should confirm any oulpul obtained from (his loo/ with rhe roca/ Authority Having Jurisdiction before proceeding wilh design. Please note lhar the ATC Hazards by Location webs/re wflf nor be updated to support ASCE 7-22. Find oµt whY.. Disclaimer Hazard loads are inlerpolaled from dala provided in ASCE 7 and rounded up to the nearosl whole integer. Per ASCE 7, islands and coastal areas outside the lest conlour should use the last wind speed conlour of lhe coastal area -in some cases. this website wtll extrapolate pasl the last wind speed contour and therefore, provide a wind speed that is shghUy higher NOTE: For queries near wind-borne debris region boundaries. the resutting delerminatlon Is sensitive to rounding which may affect whether or not II ls 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 inlormation presented on this webstte Is believed to be correcL ATC and its sponsors and conlribulors assume no responsibility or liability ror ils accuracy. The material presenled in the report should not be used or relied upon for any specific applic.ition without compelent examination and venfic.itlon of Its accuracy, suttability and applicability by engineers or other licensed professionals. ATC does not intend lhal the use or this information replace the sound judgmenl of such compelenl professionals, having experience and knowledge in the field of practice, nor to substilute for the standard of care required of such professionals In inlerpreling and applying the resutls of lhe report provided by lhls website. Users or the lnlormalion rrom this website assume all liability arising from such use. Usa of the output of this website does no! Imply approval by lhe governing building code bodies responsible ror building code approval and intarpretation for the building stte described by latitude/longttude location in the report. https:/lhazards.atcouncil.org/#/wind?lat=33.1391602&1ng=-117 .2702321 &address=2451 Impala Dr%2C Carlsbad%2C CA 92010%2C USA 1/1 t:: '!JlilE-tfENGINEE:RING P-14 Sheet ___ of __ _ Client: -----------------------------Job No Pro1ect 10'-o • ~Me,,.a- ~c.=:-:QII-.Qt ... ►IIO-·AIL<.1,U .. ,.._. ,.., .... I u --+-• ., ... •• _,u. -~1;JJ!~, 5 ff/, " 211) ~ ,opl-y /12. 10 ,11,, 4 tcYz_ " ~ r • J ·" . /_, V ,.. .... c,. 111.,-.,u-..a •1 ••r ot. I tnoCJI(~ ... Date· Engineer· _____ _ --...M.-00."'-"CIGt io-.111, ... -.c_ ~ ;..:; .. . ""-~~--,--. --~·' ... :. ----'-•.;:.._····_..:,•.· ... ,:.--··'1"'. :_~---~···~-- .. Project Name: New WorkSpace Model: Beam/Stud -1 P-15 Page 1 of 2 Date: 02/08/2023 Code: 2012 NASPEC [AISI S100-2012) Simpson Strong-Tie® CFS Designer™ 4.2.0.13 10.00lb/ft 10.00 Section: 600S162-33 (33 ksi) Single C Stud (punched) Maxo = 950.6 ft-lb Va = 638.1 lb I = 1. 79 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Cantilever deflection ratio determined with length of 2 x parapet and delta of parapet Flexural and Deflection Mmax Mmax/ Mpos Bracing Ma-Brc Mpos/ Deflection (ft-lb) Maxo (ft-lb) (in) (ft-lb) Ma-Brc (In) Ratio Span 125.0 0.131 125.0 60.0 856.9 0.146 0.043 U2821 Dlstortlonal Buckling K-phl Lm brace Ma-dist Mmax/ (lb-In/in) (In) (ft-lb) Ma-dist Span 0.00 120.0 788.8 0.158 Bending and Web Crl~~llng Support or Load Bearing Pa Pn Mmax lntr. Stiffeners Pt Load P(lb) (in) (lb) (lb) (ft-lb) Value Required? R1 50.0 1.00 152.8 267.4 0.0 0.17 NO R2 50.0 1.00 152.8 267.4 0.0 0.17 NO Bending and Shear Support or Vmax Mmax Va V+M Pt Load (lb) (ft-lb) Factor VNa M/Ma lntr. R1 50.0 0.0 1.00 0.08 0.00 0.08 R2 50.0 0.0 1.00 0.08 0.00 0.08 Combined Bending and Axial Axial Ld Bracing(in) Max K-phi Lm Bracing Allow lntr. (lb) KyLy Ktlt KUr (lb-in/in) (in) load(lb) P/Pa Value SIMPSON STRONG-TIE COMPANY INC www.strongtle.com Project Name: New WorkSpace Model: Beam/Stud -1 P-16 Page 2 of 2 Date: 02/08/2023 Code: 2012 NASPEC [AISI S100-2012) Simpson Strong-Tie® CFS Designer™ 4.2.0.13 Span 0.0(t) Beam Reaction and Connections Su port Rx(lb) R (lb) R1 0.0 50.0 R2 0.0 50.0 60.0 60.0 0.0 120.0 SSC2.25 Min (3#10) & (2) #10 to Carrying (20/33) (Side Attached) SSC2.25 Min (3#10) & (2) #10 to Carrying (20/33) (Side Attached) 5777 .8(1) Connector Interaction 30.30 % 30.30 % • Reference catalog for connector and anchor requirement notes as well as screw placement requirements SIMPSON STRONG TIE COMPANY INC 0.00 0.13 Anchor Interaction 30.30 % 30.30 % www.strongtie.com .;c I '1.\1\1.l.l.,t; '.{~'I'\;{° ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DMSION: 05 00 Go-METALS Section: 05 40 00-Cold-Formed Metal Framing Section: 05 41 OD-Structural Metal Stud Framing Section: 05 42 DO-Cold-Formed Metal Joist Framing DIVISION: 09 00 00-FINISHES Section: 09 2216.13-Non-Structural Metal Stud Framing REPORT HOLDER: STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) EVALUATION SUBJECT: SSMA COLD-FORMED STEEL FRAMING ADDmONAL LISTEES: CONSOLIDATED FABRICATORS CORP. CUSTOM STUD, INC. OL.MAR SUPPLY, INC. SCAFCO CORPORATION STEEL CONSTRUCTION SYSTEMS UNITED METAL PRODUCTS, INC. 1.0 EVALUATION SCOPE Compliance with the following codes: • 2015, 2012 and 2009 lntemational Building Co<Jee (IBC) • 2015, 2012 and 2009 lntemational Residential Code® (IRC) Property evaluated: Structural 2.0 USES The Steel Stud Manufacturers Association (SSMA) cold- formed steel framing members are used for framing of nonload-bearing interior walls, curtain walls, and load- bearing walls, floors and roofs. 3.0 DESCRIPTION 3.1 General: The SSMA cold-formed steel framing members described in this report are factory-formed from coils of steel at P-17 ESR-3064P Reissued February 2021 This report is subject to renewal February 2022. A Subsidiary of the International Code Council® the facilities listed In Table 2. The cold-formed framing members include C-shapes (S-sections), tracks (T-sections), U-channels (U-sections) and hat furring channels (F-sections). The 5-sections are manufactured with and without web punch-outs. All other framing members (T-sections, U-Sections, and F-sections) are manufactured without punch-outs. When provided, the punch-outs have a width of 1 ½ inches (38 mm) and a length of 4 inches (102 mm) in 5-sections with a depth of 3½ inches (89 mm) or greater. In S-sections with a depth between 16/a inches (41 mm) and 2½ inches (64 mm), punch-outs have a width of 3/• inch (19 mm) and a length of 4 inches (102 mm). The punch-outs are spaced a minimum of 24 inches (610 mm) on center and have a minimum distance between the end of the member and the near edge of the punch-out of 10 inches (254 mm). The SSMA $--sections, T-sections, U-sections, and F-sections are detailed in SSMA's catalogue titled 'Product Technical Guide," copyrighted 2015, effective August 14, 2015, which ls distributed with this report. The following tables, figures, and pages from the catalogue are part of this report: Material Specification General Product Information Page4 Pages Note: In Not• #9, replace "muat be approved by a dNlgn profes&lonal" with "are outalde the scope of this report" Definitions of Structural Property Symbols Page 6 Section Properties (S-Sections) Pages 7-14 Not.: Holes In the web of members with a web height- to-thickness ratio In excess of 200 are outside the •cope of th/$ report Members with a web height-to-thickness ratio In excess of 260 or a flange wldfh.to-thlckness ratio In excess of 60 are outside the 6Cope of this report. Section Properties (T-Sections) Pages 15-18 Members with a web height-to-thickness ratio In excess of 260 or a flange wldth-to-thlckneu ratio In excess of 60 are outside the scope of this report. Interior Nonload-Bearing Wall Heights -Composite Tables -Composite Pages 19-20 Additional notes applicable to pages 19 and 20: • Gypsum wallboard must be a minimum of 5/e inch (15.9 mm) thick and Type X, complying with ASTM C1396 and manufactured by American Gypsum, CertainTeed, Georgia Pacific, Lafarge, National Gypsum, Temple-Inland, or USG. ICC-ES EvaJuatlon Reports an nor ro be COIIS/nted a., reprt11n11ng aenh,llcs or any other 011ribures nor 3P<ctftcally addrustd. nor are they to be connn,t.d a, on ,ndorsm,ent of the /SIJ,ject ofrht reporr or o recommendotionfor its llJt. There ls n,, warranry by ICC J::valualion Sen,/ce, LLC. express or Implied, as to any finding or otlter m,mer In this ,..porr, or a., to ar,y product covered l,y th• report. Copyright O 2021 ICC Evaluallon Service, LLC. Al righ18 reserved. Paga 1 of& 2 Note: For sections available in both 33 and 50 ksi, the specifier must clearly indicate which yield point is required when ordering. For example: 600S162-54 (50 ksi). "S" -C-STUD/JOIST S-SECTIONS* * For •s• members, see table on pl!ge 5 for stiffening lip length. "T" -TRACK T-SECTIONS "U" -CHANNEL U-SECTIONS "F" -FURRING CHANNEL F-SECTIONS Nomenclature Example All SSMA products have a four-part Identification code that identifies the web depth, flange width, style, and mil thickness. Member Web Depth (Example: 6" = 600 x 1/100 inch} All member depths are given In 1/too Inch. For al l "T" sections, member depth is the inside to inside dimension. Style (Example: Stud or Joist section = S) Nomenclature uses the following four characters to designate the profile: S = Stud or Joist Sections T = Track Sections U = Channel Sections F = Furring Channel Sections --Flange Width www.SSMA.com (Example: 1 %" = 1.625" z 162 x 11100 Inch) All flange widths are given in 1/ioo inch. Mil Thickness (Example: 0.054" = 54 mils; 1 mil= 1/1000 Inch) Mi l thickness is the minimum base steel thickness measured in 1/1000 inch. Minimum base steel thickness represents 95 percent of the design thickness. Copvright .;1 2015 b) the SSMA Table Notes 1. The centerline bend radius is based on inside corner radii shown in the steel thickness table on page 5. 2. Effective properties incorporate the strength increase from the cold work of forming as applicable per AISI SlOO Section A7.2. 3. Tabulated gross properties are based on the full-unreduced cross section of the studs away from punchouts. 4. For deflection calculations, use the effective moment of inertia. 5. Allowable moment is the lesser of M., and M•d• Stud distortional buckling is based on an assumed Kq> = 0. 6. See page 5 for additional table notes. Deslg" Fy Gro11 Properties Efltctlve Properties Tonio1111I Pn,ptrties Lu (In) Section TtllckntH (Ui) lln) Area Weight Ix Sx Rx ly Ry Ix• Sx• Mal ~ Vag Vanet Jx1000 Cw Xo m Ro (In') (lb/ft) Pn') (In') (In) Pn') (In) (In') On') (ln•k) (in•k) (lb) (lb) (11'1') (in') (In) pn) (in) g 162$125-18 0.0188 33 0.080 0.27 0.038 0.046 0.686 0.016 0.447 0.034 0.031 0.61 0.65 302 100 0.009 0.009 ·1.029 0.594 1.315 0.388 29.0 162S125-27 0.0283 33 0.120 0.41 0.056 0.068 0.682 0.023 0.443 0.055 0.053 1.05 1.14 494 106 0.032 0.013 -1.017 0.587 1.302 0.390 29.1 162S125-30 0.0312 33 0.131 0.45 0.061 0.075 0.681 0.026 0.441 0.060 0.060 1.19 1.29 543 106 0.043 0.014 -1.014 0.585 1.298 0.390 29.2 162$125-33_0,....0,....34_6 __ 3_3_ 0.1~ 0.49 0.067 0.083 0.679 0.028 0.440 0.066 0.069 1.37 1.48 601 105 ~ 0.016 -1.010 0.583 1.294 0.391 ~ 250S125-18 0.0188 33 0.097 0.33 0.099 0.079 1.014 0.019 0.439 0.089 0.059 1.17 1.03 258 196 0.011 0.023 -0.904 0.543 1.427 0.599 29.0 250S125-27 0.0283 33 0.144 0.49 0.147 0.118 1.009 0.027 0.434 0.144 0.097 1.92 1.83 685 344 0.039 0.034 •0.893 0.536 1.416 0.602 28.9 250S125-30 0.0312 33 0.159 0.54 0.161 0.129 1.008 0.030 0.433 0.159 0.110 2.17 2.09 832 378 0.052 0.037 •0.889 0.534 1.412 0.603 28.9 250S125-33 0.0346 33 0.176 0.60 0.178 0.142 1.006 0.033 0.431 0.175 0.125 2.48 2.41 975 399 0.070 0.040 -0.885 0.532 1.408 0.605 28.9 250S125-43 0.0451 33 0.227 0.77 0.228 0.182 1.001 0.041 0.426 0.225 0.177 3.49 3.43 1265 394 0.154 0.050 -0.873 0.525 1.396 0.608 28.9 250s125.54 o.0566 33 0.280 o.95 o.m 0.222 o.994 o.o4s o.419 I o 211 0.218 4.98, 5.01 1553 373 o.299 0.000 -0.859 o.518 1.379 o.e12 26.8 250S125-54 0.0566 50 0.280 0.95 0.277 0.222 0.994 0.049 0.419 0.274 0.209 6.25 6.17 2353 565 0.299 0.060 -0.859 0.518 1.379 0.612 23.3 250$125-68 0.0713 33 0.345 1.18 0.334 0.267 0.984 0.057 0.408 1 0.334 0.266 6.30' 6.32 1891 342 0.585 0.072 ·0.839 0.508 1.356 0.617 26.5 , ~S125-¥ 0.0713 50 0.345 1.18 0.334 0.267 0.984 0.057 0.408 0.334 0.262 7.64 8.01 2866 519 0.565 0.072 -0.839 0.506 1.356 0.617 23.3 350S125-18 0.0188 33 0.115 0.39 0.215 0.123 1.366 0.021 0.423 0.203 0.072 1.42 1.47 180 159 0,014 0.050 -0.797 0.495 1.637 0.763 28.8 350S125-27 0.0283 33 0.173 0.59 0.320 0.183 1.361 0.030 0.418 1 0.315 0.130 2.57 2.65 614 359 0.046 0.072 -0.787 0.489 1.627 0.766 28.7 350S125-30 0.0312 33 0.190 0.65 0.351 0.201 1.359 0.033 0.417 0.346 0.150 2.96 3.04 624 436 I 0.062 0.079 -0.784 0.487 1.624 0.767 I 28.8 350S125-33 0.0346 33 0.210 0.72 0.387 0.221 1.358 0.036 0.415 0.382 0.175 3.45 3.53 1024 467 0.064 0.067 -0.780 0.485 1.620 0.768 28.6 350S125-43 0.0451 33 0.272 0.93 0.498 0.284 1.352 0.046 0.410 0.495 0.258 5.10 5.11 1739 631 0.184 0.109 -0.769 0.479 1.609 0.771 28.4 350S125-54 0.0566 33 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.608 0.328 6.49 6.87 2253 633 0.360 0131 -0.755 0.471 1.593 0.775 28.4 350S125-54 0.0566 50 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.604 0.308 9.22 9.25 3372 947 0.360 0.131 -0.755 0.471 1.593 0.775 22.9 350S125-68 0.0713 33 0.417 1.42 0.739 0.422 1.332 0.064 0.391 I 0.737 0.409 9.67 ' 9.98 2774 592 0.706 0.156 -0.737 0.462 1.571 0.780 25 7 350s125-68 0.0113 50 o.m 1.42 o.739 0.422 1.332 o.064 o.391 o.737 0.400 11.91 12.54 4202 897 o.706 0.156 -0.737 o.462 1.s11 0.180_,.1_2.!_ 362$125-18 0.0188 33 0.118 0.40 0.234 0.129 1.409 0.021 0.421 0.221 0.075 1.48 1.52 173 163 0.014 0.054 -0.786 0.490 1.667 0.778 28.8 362S125-27 0.0283 33 0.176 0.60 0.347 0.192 1.404 0.031 0.416 0.342 0.135 2.67 2.75 592 370 0.047 0.079 ·0.776 0.484 1.657 0.781 28.6 362S125-30 0.0312 33 0.194 0.66 0.381 0.210 1.402 0.033 0.415 0.376 0.156 3.08 3.17 794 449 0.063 0.086 -0.773 0.482 1.654 0.782 28.6 362S125-33 0.0346 33 0.215 0.73 0.421 0.232 1.400 0.037 0.413 0.415 0.182 3.59 3.67 1024 521 0.086 0.094 -0.769 0.480 1.650 0.783 28.5 362$125-43 0.0451 33 0.278 0.95 0.540 0.298 1.395 0.046 0.408 0.537 0.269 5.31 5.33 1739 676 0.188 0.118 -0.758 0.473 1.639 0.786 28.4 362S125•54 0.0566 33 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.661 0.343 6.78 7.19 2341 705 0.367 0.142 -0.744 0.466 1.623 0.790 28.3 362S125-54 0.0566 50 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.656 0.321 9.62 9.65 3372 1016 0.367 0.142 -0.744 0.466 1.623 0.790 22.8 362S125-68 0.0713 33 0.426 1.45 0.803 0.443 1.374 0.065 0.389 0.802 0.430 8.51 8.76 2884 662 0.721 0.169 -0.726 0.◄57 1.602 0.795 28.2 362S125-68 0.0713 50 I 0.426 1.45 0.803 0.443 1.374 0.065 0,389 0.802 0.418 12.52 13.11 4370 1004 0.721 0.169 -0.726 0.457 1.602 0.795 22.7 400S125-16' 0.0188 33 O.t25 0.42 0.294 0.147 1.536 0.021 0.414 0.281 0.083 1.64 1.68 156 156 0.015 0.068 -0.754 0.475 1.760 0.816 28.7 400S125-27 0.0283 33 0.187 0.64 0.438 0.219 1.531 0.031 0.410 0.431 0.151 2.97 3.07 533 398 0.050 0.098 -0.744 0.469 1.751 0.819 , 28.5 400S125-30 0.0312 33 0.206 0.70 0.481 0.240 1.529 0.034 0.408 0.474 0.174 3.44 3.53 715 484 0.067 0.107 -0.741 0.467 1.m 0.820 28.5 400S125-33 0.0346 33 0.228 0.77 0.531 0.265 1.527 0.038 0.407 0.524 0.203 4.01 4.10 976 595 0.091 0.118 -0.738 0.465 1.744 0.821 28.4 400S125-43 0.0451 33 0.295 1.00 0.682 0.341 1.521 0.048 0.402 1 0.680 0.301 S.96 5.99 1739 810 0.200 0.148 -0.727 0.459 1.733 0.824 28.2 400S125-54 0.0566 33 0.365 1.24 0.835 0.418 1.512 0.057 0.394 0.835 0.387 7.65 8.12 2603 944 0.390 0.178 -0.713 0.451 1.718 0.828 28.1 400S125-54 0.0566 50 0.365 1.24 0.835 0.418 1.512 0.057 0.394 0.830 0.361 10.81 10.87 3372 1223 0.390 0.178 •0.713 0.451 1.718 0.828 22.7 400S125-68 0.0713 33 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 0.492 9.72 10.05 3215 895 0.767 0.213 -0.695 0.442 1.696 0.832 28.0 400S125•68 0.0713 50 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 0.474 14.18 14.84 4871 1356 0.767 0.213 -0.695 0.442 1.696 0.832 22.5 550S125-18 .., 0.0188 33 0.153 0.52 0.630 0.229 2.029 0.023 0.390 0.018 0.140 -0.651 0.423 2.166 0.910 22.9 550S125-27 0.0283 33 0.229 0.78 0.938 0.341 2.023 0.034 0.385 0.898 0.246 4.86 4.26 382 382 0.061 0.205 •0,641 0.417 2.157 0.912 27.9 550S125-30 0.0312 33 0.252 0 86 1.031 0.375 2.021 0.037 0.384 0.996 0.286 5.65 4.95 512 512 0.082 0.224 -0.639 0.415 2.154 0.912 27.9 550S125-33 0.0346 33 0.279 0.95 1.139 0.414 2.019 0.041 0.382 1111 0.335 6.62 5.78 699 699 0.112 0.246 •0.635 0.413 2.151 0.913 27.8 550$125-43 0.0451 33 0.362 1.23 1.468 0.534 2.013 0.052 0.377 1.458 0.500 9.88 8.61 1550 1199 0.246 0.309 -0.625 0.407 2.141 0.915 27.6 550S125-54 0.0566 33 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.805 0.647 12.79 11.92 2739 1666 0.481 0.374 -0.613 0.401 2.126 0.917 27.3 550S125-54 0.0566 50 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.791 0.606 1813 15.75 3093 1881 0.481 0.374 -0.613 0.401 2.126 0.917 22.1 550S125-68 0.0713 33 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 0.801 18.94' 18.59 4347 2057 0.948 0.448 -0.597 0.392 2.106 0.920 24.6 550S125-68 0.0713 50 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 0.791 23.68 21.98 5350 2532 0.948 0.448 ·0.597 0.392 2.106 0.920 21.8 ~00S125-18 '·' 0.0188 600S125-27 ' 0.0283 600S125-30 0.0312 600S125-33 600S125-43 600S125-54 600$125-54 600S125-68 6005125-68 0.0346 0.0451 0.0566 0.0566 0.0713 0.0713 800S125-33' 0.0346 800S125-43 0.0451 800S125-54 800S125·54 800S125-68 800S125-68 0.0566 0.0566 0.0713 0.0713 33 33 33 33 33 33 50 33 50 33 33 33 so 33 50 0.162 0.55 0.778 0.259 2.189 0.024 0.382 ---0.019 0.172 -0.623 0.408 2.308 0.927 22.7 0.243 0.83 1160 0.387 2.183 0.035 0.377 1.097 0.271 5.35 4.63 349 349 0.065 0.251 -0.614 0.402 2.299 0.929 27.7 0.268 0.91 1.275 0.425 2.181 0.038 0.376 1.218 0.315 6.22 5.39 468 468 0.087 0.274 -0.611 0.401 2.296 0.929 1 27.6 0.297 1.01 1.409 0.470 2.179 0.042 0.374 1.361 0.369 7.30 6.32 638 638 0.118 0.300 -0.608 0.399 2.293 0.930 Z7.6 o.38s 1.31 1.811 0.606 2.113 0.053 o.369 1.801 o.555 10.96 s.46 1416 mo 1 0.261 o.378 -o.598 o.393 2.284 o.931 21.3 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.236 0.727 14.37 13.18 2739 1890 0.511 0.457 -0.586 0.386 2.269 0.933 27.1 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.220 0.673 20.15 17.34 2823 1947 0.511 0.457 -0.586 0.386 2.269 0.933 21.9 0.595 2.02 2.740 0.913 2.146 0.073 0.351 1 2.735 0.911 21.53' 20.65 4347 2339 1.008 0.548 -0.570 0.378 2.248 0.936 24.4 0.595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 0.898 26.88 24.34 5350 2879 1.008 0.548 -0.570 0.378 2.248 0.936 21.6 o.366 1.25 2.881 0.120 2.806 0.044 o.347 I 2.656 0.501 10.02 8.22 474 47◄ 0.146 o.sa2 -o.519 o.349 2.875 o.967 26.6 0.475 1.62 3.721 0.930 2.799 0.056 0.342 3.581 0.773 15.27 12.56 1051 1051 0.322 0.735 -0.510 0.344 2.865 0.968 26.3 0.592 2.01 4.593 1.148 2.786 0.066 0.335 4.566 1.035 20.46 17.87 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 26.0 0.592 2.01 4.593 1.148 2.786 0.066 0.335 1 4.431 0.942 28.21 23.18 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 21.1 0.738 2.51 5.653 1.413 2.768 0.078 0.324 5.644 1.375 27.18 25.21 4221 3367 1.250 1.068 -0.485 0.330 2.829 0.971 25.6 0.13a 2.51 s.s53 1.◄13 2.168 0.01a o.32◄ s.6s2 1.281 38.54 33.22 4221 3367 I 1.250 1.068 .o.485 o.33o 2.02s o.911 20.8 1 Web height-to-thickness ratio exceeds 200. Web stiffeners ;,re requ,red at all support points and concentrated loeds. 'Allow;,ble moment includes cold work of forming. 'Where web height-to-thickness ratio exceeds 260 or flange width-to-thickness ratio exceeds 60, effect/i,e properties are not calculated. See AISI SJ00 Section 81. Appl/cation of these products In a non-composite design sl1al/ be approved by a design prof'esslonat. Complies With 1009, 2012 and 2015 TBC www. SSMA. cam 7 Design Fy GroH Pl'opertaea EtftctlYt ProptrtlH Stcbon Thkkness (ksl) = WtrJht Ix Sx Rx ly Ry Ix• Sn Mal Mad vtY (In) II l On'l (In~ Pnl (ln'I Uril lin'I nn'l Un-kl nn:1<1 Pb 400S250-43 0.0451 33 1 o.447 1.52 1.224 0.612 1.655 0.399 0.945 1.224 0.503 9.93 10.41 1739 400S250-54 0.0566 33 0.556 1.89 1.512 0.756 1.649 0.49 0.938 1.512 0.653 12.9 13.91 2603 400S250-54 0.0566 50 0.556 1.89 1.512 0.756 1.649 0.49 0.938 1.506 0.576 17.24 18.42 3372 400S250-68 0.0713 33 0.693 2.36 1.864 0.932 1.64 0.599 0.929 1.864 0.883 17.45 18.42 3215 400S250-68 0.0713 50 0.693 2.36 1.864 0.932 1.64 0.599 0.929 1.864 0.775 23.19 24.76 4871 400S250-97 0.1017 33 0.966 3.29 2.541 1.271 1.622 0.801 0.911 2.541 1.253 28.31 28.7 4394 400S250-97 0.1017 50 0.966 3.29 2.541 1.271 1.622 0.801 0.911 2.541 1.191 40.06 41.47 6658 400S300-54 0.0566 33 0.613 2.09 1.732 0.866 1.681 0.760 1.114 1.723 0.680 13.44 14.70 2603 400S300-54 0.0566 50 0.613 2.09 1.732 0.866 1.681 0.760 1.114 1.637 0.592 17.72 19.25 3372 400S300-68 0.0713 33 0.764 2.60 2.139 1.070 1.673 0.933 1.105 2.139 0.914 18.06 19.68 3215 400S300-68 0.0713 50 0.764 2.60 2.139 1.070 1.673 0.933 1.105 2.099 0.805 24.09 26.05 4871 400S300-97 0.1017 33 1.067 3.63 2.928 1.464 1.656 1.258 1.086 2.928 1.381 30.58 32.4 4394 400S300-97 0.1017 50 1.067 3.63 2.928 1.464 1.656 1.258 1.086 2.897 1.307 39.12 40.72 6658 550S137·33 0.0346 33 0.301 1.02 1.283 0.467 2.064 0.067 0.472 1.283 0.453 8.9S 7.48 699 550S137-43 0.0451 33 0.391 1.33 1.655 0.602 2.059 0.085 0.467 1.655 0.592 13.08 11.6 1550 550S137-54 0.0566 33 0.486 1.65 2.039 0.741 2.049 0.103 0.46 2.039 0.741 16.77 15.9 2739 550S137-54 0.0566 50 0.486 1.65 2.039 0.741 2.049 0.103 0.46 2.039 0.714 24.03 20.88 3093 550S137-68 0.0713 33 0.604 2.05 2.503 0.91 2.036 0.123 0.451 2.503 0.91 21.22 21.22 4347 550S137-68 0.0713 50 0.604 2.05 2.503 0.91 2.036 0.123 0.451 2.503 0.909 31.42 28.89 5350 550S137-97 0.1017 33 0.838 2.85 3.38 1.229 2.008 0.155 0.43 3.38 1.229 30.35 30.35 6282 550S137-97 0.1017 50 0.838 2.85 3.38 1.229 2.008 0.155 0.43 3.38 1.229 44.72 44.72 9518 550S162-33 0.0346 33 0.327 1.11 1.458 0.530 2.112 0.113 0.589 1.458 0.512 10.11 8.63 699 550S162-43 0.0451 33 0.424 1.44 1.883 0.685 2.107 0.145 0.584 1.883 0.681 14.79 2 13.14 1550 550S162-54 0.0566 33 0.528 1.80 2.324 0.845 2.098 0.176 o.511 I 2.324 0.845 18.76' 17.87 2739 550S162-54 0.0566 50 0.528 1.80 2.324 0.845 2.098 0.176 0.577 2.324 0.811 26.86 ' 23.52 3093 550S162-68 0.0713 33 0.657 2.24 2.861 1.040 2.086 0.212 0.568 2.881 1.040 23.72' 23.72 4347 550S162-68 0.0713 50 0.657 2.24 2.861 1.040 2.086 0.212 0.568 2.861 1.031 34.94 ' 32.28 5350 550S162-97 0.1017 33 0.915 3.11 3.886 1.413 2.061 0.276 0.549 3.886 1.413 33.91 33.91 6282 550S162-97 0.1017 50 0.915 3.11 3.886 1.413 2.061 0.276 0.549 13.886 1.413 50.13 50.13 9518 550S200-33 0.0346 33 0.362 1.23 1.694 0.616 2.164 0.204 0.751 1.678 0.559 11.05 9.80 699 550S200-43 0.0451 33 0.469 1.60 2.189 0.796 2.159 0.261 0.746 2.189 0.776 15.33 13.96 1550 550S200•54 0.0566 33 0.585 1.99 2.706 0.984 2.152 0.32 0.739 2.706 0.984 21.41 19.98 2739 550S200-54 0.0566 50 0.585 1.99 2.706 0.984 2.152 0.32 0.739 2.706 0.901 26.98 24.84 3093 550S200-68 0.0713 33 0.729 2.48 3.341 1.215 2.141 0.389 0.731 3.341 1.215 27.03 27.03 4347 550S200-66 0.0713 50 0.729 2.48 3,341 1.215 2.141 0,389 0.731 3.341 1.17 38.83 35.92 5350 550S200-97 0.1017 33 1.016 3.48 4.563 1.659 2.119 0.515 0.712 14.563 1.659 38.58 38.58 6282 550S200-97 0.1017 50 1.016 3.46 4.563 1.659 2.119 0.515 0.712 4.563 1.659 57.25 57.25 9518 550S250-43 0.0451 33 0.515 1.75 2.524 0.918 2.215 0.445 0 93 2.524 0.817 16.15 14.74 1550 550S250-54 0.0566 33 0.641 2.18 3.126 1.137 2.208 0.547 0.923 1 3.126 1.033 20.40 19.87 2739 550S250-54 0.0566 50 0.641 2.18 3.126 1.137 2.208 0.547 0.923 3.084 0.95 28.44 26.11 3093 550S250-68 0.0713 33 0.800 2.72 3.866 1.406 2.198 0.669 0.914 3.866 1.345 29.28 28.52 4347 550S250-68 0.0713 50 0.800 2.72 3.866 1.406 2.198 0.669 0.914 3.864 1.233 36.91 35.43 5350 550S250-97 0.1017 33 1 1.118 3.80 5.304 1.929 2.178 0.897 0.895 5.304 1.925 43.47 43.57 6282 550S250-97 0.1017 50 1.118 3.80 5.304 1.929 2.178 0.897 0.895 5.304 1.837 81.77 60.32 9518 600S137-33 0.03-46 33 0318 1.08 1.582 0.527 2..229 0069 0.464 1.548 0.455 6.98 6.19 638 600S137-43 0.045 33 0.413 1.41 2.042 0.681 2-223 0087 0.459 2.041 0.645 12.74 11.82 1416 600S137-54 0.0566 33 0.514 1.75 2.518 0.839 2.213 0.105 0.452 2.518 0.832 16.44 15.95 2739 600S137-54 0.0566 !SO l 0.SU 1.75 2.518 0.839 2.213 0105 0.452 2.518 0.177 23.26 21.24 2823 600S137-68 0.0713 33 0.640 2.18 3.094 1.031 2.200 0,125 0.443 3.094 1.031 24.05' 24.05 4347 600S137-68 00713 50 o.~o 2.18 3.094 1.031 2.200 0125 0.443 3.094 1.030 30.84 28.89 5350 600S137-97 0.1017 33 0.889 3.03 4.188 1.396 2.170 0.159 0.422 4.186 1.396 34.48' 34.49 6911 600S137-97 0.1017 50 0.889 3.03 4.188 1.396 2.170 0.159 0,422 4.188 1.396 50.80' 50.80 10472 600S137-118 0.1242 33 1.065 3.62 4.913 1.638 2.147 0.176 0.406 4.913 1.638 42.05 42.05 8267 600S137-118 0.1242 50 1.065 3.62 4.913 1.638 2.147 0.176 0.406 4.913 1.638 61.69 61.69 12526 600S162-33 0.0346 33 0.344 1.17 1.793 0.598 2.282 0.116 0.581 1.793 0.577 11.41 9.47 638 6005162-43 0.0451 33 0.447 1.52 2.316 0.772 2.276 0.148 0.576 2.318 0.767 16.68' 14.46 1416 600S162-54 0.0566 33 0.556 1.89 2.860 0.953 2.267 0.180 0.570 2.860 0.953 21.17' 19.75 2739 600S162-54 0.0566 50 0.556 1.89 2.860 0.953 2.267 0.160 0.570 2.860 0.916 30.33' 25.90 2823 600S162-68 0.0713 33 0.693 2.36 3.525 1.175 2.255 0.218 0.560 3.525 1.175 26.79 2 26.78 4347 600S162·68 0.0713 50 0.693 2.36 3.525 1175 2.255 0.218 0.560 , 3.525 1.164 39.47' 35.69 5350 600S162-97 0.1017 33 0.966 3.29 4.797 1.599 2.229 0.283 0.541 4.797 1.599 38.37' 38.37 6911 600S162-97 0.1017 50 0.966 3.29 4.797 1.599 2.229 0.283 0.541 4.797 1.599 56.73' 56.72 10472 600S162-118 0.1242 33 1.158 3.94 5.652 1.884 2.209 0.321 0.526 5.652 1 884 46.82' 46.82 8267 600S162-118 0.1242 50 1.158 3.94 5.652 1.884 2.209 0.321 0.526 5.652 1.884 68.942 68.93 12526 'Web height-to-thickness riltlo exceeds 200. Web stiffeners,,,.,, r,,quired "' 611 support points 6nd concentr11ted l011ds. 'Allowable moment includes cold work of forming. See Table Notes on page 7. 10 www.SSMA.com Torst0nal Propertln Lu Vanet Ji:° Cw :1 m Ro a (In) (lbl ~n'J Pnl fin} 810 0.303 1.486 -2.139 1.252 2.864 0.443 63.7 944 0.594 1.821 -2.124 UM 2.848 0.444 63.8 1223 0.594 1.821 -2.124 1.244 2.848 0.444 51.6 895 1.174 2.225 -2.105 1.235 2.826 0.445 64 1356 1.174 2.225 -2.105 1.235 2.826 0.445 51.6 797 3.329 2.978 -2.066 1.214 2.78 0.448 60.3 1207 3.329 2.978 -2.066 1.214 2.78 0.448 48.8 944 0.655 2.802 -2.594 1.498 3.285 0.377 74.0 1223 0.655 2.802 -2.594 1.496 3.285 0.377 59.9 895 1.295 3.432 -2.574 1.486 3.263 0.378 74.3 1356 1.295 3,432 -2.574 1.486 3.263 0.378 1 60.0 797 3.679 4.619 -2.535 1.465 3.216 0.379 70.8 1207 3.679 4.619 ·2.535 1.465 3.216 0.379 60.3 699 0.12 0.411 -0.841 0.536 2.278 0.864 ' 33.7 1199 0.265 0.52 -0.83 0.53 2.268 0.866 31.7 1666 0.519 0.632 -0.817 0.523 2.254 0.868 31.1 1881 0.519 0.632 -0.817 0.523 2.254 0.868 25.4 2057 1.023 0.764 -0.801 0.514 2.234 0.871 30.4 2532 1.023 0.764 -0.801 0.514 2.234 0.871 24.9 1997 2.891 0.997 -0.766 0.497 2.192 0.878 29.2 3026 2.891 0.997 -0.766 0.497 2.192 0.878 23.9 699 0.130 0.713 -1.114 0.697 2.459 0.795 41.4 1199 0.288 0.905 -1.103 0.691 2.448 0.797 39.2 1666 0.564 1.105 -1.090 0.684 2.434 0.800 38.7 1881 I 0.564 1.105 -1.090 0.684 2.434 0.800 31.6 2057 1.114 1.342 -1.072 0.675 2.414 0.803 38.0 2532 1.114 1.342 -1.072 0.675 2.414 0.803 31.1 1997 3.154 1.775 -1.037 0.656 2.372 0.809 36.8 3026 3.154 1.775 ·1.037 0.656 2.372 0.809 30 699 0.144 1.326 -1.508 0.925 2.742 0.698 51.9 1199 0.318 1.691 -1.496 0.918 2.731 0.700 51.7 1666 0.624 2.072 •1.483 0.911 2.716 0.702 49.2 1881 0.624 2.072 -1.483 0.911 2.716 0.702 41.8 2057 1.235 2.531 -1.465 0.902 2.695 0.705 48.5 2532 1.235 2.531 -1.465 0.902 2.695 0.705 39.6 1997 3.504 3.384 -1.428 0.882 2.652 0.710 •7.4 3026 3.504 3.384 -1.428 0.882 2.652 0.710 38.6 1199 0.349 2.837 -1.933 1.163 3.083 0.607 62.6 1666 0.685 3.486 -1.919 1.155 3.067 0.609 62.6 1881 0.685 3.486 -1.919 1.155 3.067 0.609 50.7 2057 1.356 4.274 -1.900 1.146 3.046 0.611 59.5 2532 1.356 4.274 -1.900 1.146 3.046 0.611 50.6 1997 3.855 5.761 -1.862 1.126 3.002 0.615 58.4 3026 I 3.855 5.761 -1.862 1.126 3.002 0.615 47.6 638 0.127 0.500 •0,807 0.519 2.416 0.889 I 33.5 1240 0.280 0.633 -0.796 0.513 2.406 0.890 33.3 1890 0.549 0.769 -0.784 0.506 2.391 0.893 33.0 1947 0.549 0.769 -0.784 0.506 2.391 0.893 26.8 2339 1.084 0.930 -0.768 0497 2.371 0.895 30.1 2879 1.084 0.930 -0.768 0.497 2.371 0.895 26.5 2512 3.066 1.216 -0.734 0.480 2.330 0.901 28.8 3805 3.066 1.216 -0.734 0.480 2.330 0.901 23.6 2391 5.477 1.391 -0.709 0.467 2.298 0.905 27.9 3622 5,477 1.391 -0.709 0.467 2.298 0.905 22.9 638 0.137 0.861 -1.072 0.677 2.587 0.828 41.1 1240 0.303 1.095 -1.062 0.670 2.sn 0.830 39.0 1890 0.594 1.337 -1.049 0.663 2.562 0.832 38.4 1947 0.594 1.337 ·1.049 0.663 2.562 0.832 31.4 2339 1.174 1.626 ·1.032 0.655 2.543 0.835 37.7 2879 1.174 1.626 -1.032 0.655 2.543 0.835 30.8 2512 13.329 2.153 -0.997 0.636 2.501 0.841 36.4 3805 3.329 2.153 ·0.997 0.636 2.501 0.841 29.8 2391 5.956 2.487 -0.971 0.623 2.470 0.845 35.6 3622 5.956 2.487 •0,971 0.623 2.470 0.845 29.1 Cooyr/ght © 2015 by the SSMA OH1gn F Gross Proputle5 Effective Proper1lts Section Thickneu {k[i) Atta w~ Ix Sx Rx (i~'l ~ lxe Sxt Mal Mad Vag (ln) lin'J p (In') (In') (in) (In'} (in'} On•kl (In-II) (lb) 600S200-33 0.0346 33 0.379 1.29 2.075 0.692 2.340 0.209 0.743 2.058 0.621 12.28 10.77 638 600S200-43 0.0451 33 0.492 1.67 2.683 0.894 2.335 0.268 0.739 2.683 0.873 17.24 15.39 1416 600S200-54 0.0566 33 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3,319 1.106 24.07' 22.07 2739 600S200-54 0.0566 50 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.015 30.40 27.38 2823 600$200-68 0.0713 33 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.367 30.42' 29.97 4347 600S200-68 0.0713 50 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.317 43.71 ' 39.69 5350 600S200•97 0.1017 33 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 43.49' 43.49 6911 600S200-97 0.1017 50 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 64.53' 63.67 10472 600S200-118 0.1242 33 1.283 4.36 6.641 2.214 2.275 0.611 0.690 6.641 2.214 53.05' 53.05 8267 600S200-118 0.1242 50 1.283 4.36 6.641 2.214 2.275 0.611 0.690 6.641 2.214 78.442 78.44 12526 600S250-43 0.0451 33 0.537 1.83 3.082 1.027 2.396 0.458 0.923 3.082 0.918 18.14 16.21 1416 600$250-54 0.0566 33 0.670 2.28 3.819 1.273 2.388 0.562 0.917 1 3.819 1.159 22.90 21.90 2739 600S250-54 0.0566 50 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.766 1.069 32.00 28.71 2823 600S250-68 0.0713 33 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.727 1.508 32.822 31.50 4347 600S250·68 0.0713 50 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.723 1.386 41 .49 39.07 5350 600S250·97 0.1017 33 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.161 48,81 2 48.91 6911 600$250-97 0.1017 50 1.169 3.98 6,496 2.165 2.357 0.923 0.889 6.496 2.063 69.382 66.81 10472 600S250-118 0.1242 33 1.407 4.79 7.713 2.571 2.342 1.075 0.874 7.713 2.571 59.58' 59.59 8267 600S250-118 0.1242 50 1.407 4.79 7.713 2.571 2.342 1.075 0.874 7.713 2.498 85.92' 86.83 12526 600S300-54 0.0566 33 I 0.726 2.47 4.319 1.440 2.439 0.875 1.098 4.269 1.211 23.93 22.80 2739 600S300-54 0.0566 50 0.726 2.47 4.319 1.440 2.439 0.875 1.098 4.014 1.106 33.13 29.62 2823 600S300-68 0.0713 33 0.907 3.09 5.354 1.785 2.430 1.075 1.089 5.34<1 1.581 31.23 30.88 4347 600S300·68 0.0713 so 0.907 3.09 5.354 1.785 2.430 1.075 1.089 5.221 1.446 43.30 40.53 5350 600S300-97 0.1017 33 1.271 02 7.381 2.460 2.410 1.454 1.070 7.381 2.352 52.07 ' 52.40 6911 600S300•97 0.1017 50 1.271 02 7.381 2.460 2.410 1.454 1.070 7.280 2.247 67.28 64.67 10472 600S300-118 0.1242 33 1.531 5.21 8.785 2.928 2.395 1.704 1.055 8.785 2.840 64.291 66.28 8267 600S300-118 0.1242 50 1.531 5.21 8.785 2.928 2.395 1.704 1.055 8.713 2.797 94.24 1 90.37 12526 600S350-54 0.0566 33 0.825 2.81 5.022 1.674 2.467 1.491 1.344 4.911 1.452 28.70 27.98 2739 600S350-54 0.0566 50 0.825 2.81 5.022 1.674 2.467 1.491 1.344 4.721 1.335 39.97 36.56 2823 600S350·68 0.0713 33 1.032 3.51 6.237 2.079 2.459 1.841 1.336 6.237 1.949 38.50 37.63 4347 600S350-68 0.0713 50 1.032 3.51 6.237 2.079 2.459 1.841 1.336 6.166 1.771 53.01 49.69 5350 600S350-97 0.1017 33 1.449 4.93 8.631 2.m 2.441 2.518 1.318 8.631 2.822 61.55' 62.49 6911 600S350-97 0.1017 50 1.449 4.93 8.631 2.877 2.441 2.518 1.318 8.631 2.593 77.64 78.36 10472 600S350-118 0.1242 33 1.748 5.95 10.304 3.435 2.428 2.978 1.305 10.304 3.435 76.39 1 76.40 8267 600S350-118 0.1242 50 1.7◄8 5.95 10,304 3.435 2.428 2.978 1.305 10.304 3.268 108.43' 107.66 12526 800S137-33' 0.0346 33 0.388 1.32 3.198 0.799 2.873 0.073 0.435 2.998 0.622 12.30 10.71 474 800$137-43 0.0451 33 0.503 1.71 4.134 1.033 2.866 0.093 0.430 4.001 0.896 17.70 15.78 1051 800S137-54 0.0566 33 0.627 2.13 5.110 1.m 2.855 0.112 0.423 5.on 1.179 23.29 21.74 2091 800S137-54 0.0566 50 0.627 2.13 5.110 1.277 2.855 0.112 0.423 4.974 1.083 32,42 28.47 2091 800S137-68 0.0713 33 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.303 1.541 30.45 29.75 4221 800S137-68 0.0713 50 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.285 1.468 43.96 39.57 4221 8005137-97 0.1017 33 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 53.09' 53.09 8843 800S137-97 0.1017 50 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 64.35 63.91 10885 800S137-118 0.1242 33 1.314 4.47 10.147 2.537 2.n9 0.188 0.378 10.147 2.537 65.14 65.14 11341 800S137-118 0.1242 50 1.314 4.47 10.147 2.537 2.779 0.188 0.378 10.147 2.537 95.56 95.56 16235 800S162-331 0.0346 33 0.413 1.41 3.582 0.896 2.943 0.125 0.550 3.384 0.710 14.03 12.61 474 800S162-43 0.0451 33 0.537 1.83 4.633 1.158 2.937 0.160 0.546 4.500 1.019 20.14 18.33 1051 800S162-54 0.0566 33 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5.702 1.334 26.36 24.98 2091 800S162-54 0.0566 50 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5.600 1.229 36.79 32.81 2091 800S162·68 0.0713 33 I 0.836 2.84 7.089 1.772 2.913 0.235 0.530 7.089 1.737 34.32 33.84 4221 800S162-68 0.0713 50 0.836 2.84 7.089 1.772 2.913 0.235 0.530 7.070 1.663 49.80 45.11 4221 800S182-97 0.1017 33 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 58.271 58.27 8843 800S162-97 0.1017 50 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 72.70 71.93 10885 800$162-118 0.1242 33 1.407 4.79 11.504 2.876 2.860 0.345 0.496 11.504 2.876 71.47' 71.47 11341 800S162-118 0.1242 50 1.407 4.79 11.504 2.876 2.860 0.345 0.496 11 .504 2.876 105.23' 105.23 16235 800S200-331 0.03◄6 33 0.448 1.52 4.096 1.024 3.023 0.227 0.712 4.096 0.816 16.12 14.52 474 800S200-43 0.0451 33 0.582 1.98 5.302 1.325 3.018 0.292 0.708 5.302 1.293 25.54 20.99 1051 800S200-54 0.0566 33 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.643 35.75' 30.37 2091 800S200-54 0.0566 50 0.726 2.47 8.573 1.643 3.009 0.357 0.701 6.573 1.499 44.87 37.37 2091 800S200-68 0.0713 33 0,907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 2.035 45.29 2 41 .79 4221 800S200-68 0.0713 50 0.907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 1.964 65.21 ' 54.70 4221 800S200-97 0.1017 33 1.271 4.32 11.203 2.801 2.969 0.576 0.673 11.203 2.801 65.12' 65.12 8843 800S200-97 0.1017 50 1.271 4.32 11 203 2.801 2.969 0.576 0.673 111.203 2.801 96.63 2 89.76 10885 800S200-118 0.1242 33 1.531 5.21 13.316 3.329 2.949 0.665 0.659 13.316 3.329 79.78' 79.78 11341 800S200-118 0.1242 50 1.531 5.21 13.316 3.329 2.949 0.665 0.659 13.316 3.329 117.95' 117.55 16235 1 Web height-to-thickness r11do exceeds 200. Web stiffeners are required 11t iiJ/1 support points and concentriiJted loads. JAllowiiJble moment includes cold worf< of forming. SeP TiiJble Notes on page 7. Complies Wfth 2009, 2012 and 2015 IBC WWW. SSMA. com Tonlo11111 Proprrtiff l.u Vanet Jp~fD Cw Xo m Ro g (ln Obl (in'I (in) Onl finl 638 0.151 1.593 .1.457 0.901 2.855 0,740 51.6 1240 0.334 2.033 -1.446 0.894 2.844 0.742 51.4 1890 0.655 2.493 -1.432 0.887 2.829 0.744 48.9 1947 0.655 2,493 -1.432 0.887 2.829 0.744 41.6 2339 1.295 3.047 -1 .415 0.878 2.809 0.746 48.2 2879 1.295 3.047 -1.415 0.878 2.809 0.746 39.3 2512 3.679 4.080 -1.378 0.859 2.767 0.752 46.9 3805 3.679 4.080 -1.378 0.859 2.767 0.752 38.3 2391 6.595 4.753 -1.351 0.845 2.735 0.756 46.1 3622 6.595 4.753 -1.351 0.845 2.735 0.756 37.6 1240 0.364 3.411 ·1.874 1.136 3.179 0.652 62.4 1890 0.715 4,194 -1.860 1.129 3.163 o.654 I 62.3 1947 0.715 4.194 ·1.860 1.129 3.163 0.654 50.5 2339 1416 5.145 -1.842 1.119 3.142 o.656 I 59.2 2879 1.416 5.145 ·1.842 1.119 3.142 0656 50.4 2512 4.030 6.947 -1.803 1.100 3.098 0.661 : 58.0 3805 4.030 6.947 ·1.803 1.100 3.098 0.661 1 47.3 2391 7.234 8.142 -1.775 1.085 3.066 0.665 57.3 3622 7.234 8.142 ·1.775 1.085 3.066 0.665 46.6 1890 0.775 6.452 -2.299 1.372 3.527 0.575 72.8 1947 0.775 6.452 -2.299 1.372 3.527 O.S75 59.1 2339 1.537 7,937 -2.280 1.363 3.505 0.577 72.8 2879 1.537 7.937 -2.280 1.363 3.505 0.577 59.0 2512 4.381 10.m -2.241 1.343 3.461 0.581 68.8 3805 4.381 10.776 •2.241 1.343 3.461 0.581 58.8 2391 7.872 12.683 -2.212 1.328 3.427 0.583 68.1 3622 7.872 12.683 -2.212 1.328 3.427 0.583 55.3 1890 0.881 12.942 -3.037 1.787 4.137 0.461 91.8 1947 0.881 12.942 -3.037 1.787 4.137 0.461 74.4 2339 1.748 15.968 -3.018 1.1n 4.115 0.462 91.8 2879 1.748 15.968 ·3.018 1.777 4.115 0.462 74.4 2512 4.994 21.811 -2.979 1.757 4.071 0.464 87.S 3805 I 4.994 21.811 -2.979 1.757 4.071 0.464 74.4 2391 8.990 25.791 -2.9S1 1.742 4.038 0.466 86.9 3622 8.990 25.791 -2.951 1.742 4.038 0.466 70.6 474 0.155 0.957 -0.696 0.460 2.987 0.946 I 32.5 1051 0.341 1.214 -0.687 0.454 2.978 0.947 32.2 2091 0.670 1.478 -0.676 0.448 2.964 0.948 32.0 2091 0.670 1.478 -0.676 0.448 2.964 0.948 25.9 3367 1.325 1.789 ·0.661 0.440 2.944 0.950 31.6 3367 1.325 1.789 ·0.661 0.440 2.944 0.950 25.6 4824 3.767 2.349 -0.630 0.423 2.902 0.953 27.6 5938 3.767 2.349 ·0.630 0.423 2.902 0.953 25.0 4971 6.755 2.694 -0.608 0.411 2.870 0.955 26.6 7115 6.755 2.694 ·0.608 0.411 2.870 0.955 21.9 474 0.165 1.630 -0.936 0.607 3.137 0.911 I 40.1 1051 0.364 2.076 -0.926 0.601 3.128 0.912 39.8 2091 0.715 2.539 ·0.914 0.594 3.113 0.914 39.6 2091 0.715 2.539 -0.914 0.594 3.113 0.914 32.1 3367 1.416 3.093 -0.899 0.586 3.094 0.916 1 39.3 3367 1.416 3.093 -0.899 0.586 3.094 0.916 31.9 4824 4.030 4.114 -0.866 0.568 3.053 0.919 35.1 5938 4.030 4.114 -0.866 0.568 3.053 0.919 31.4 4971 7.234 4.766 --0.842 0.556 3.022 0.922 34.1 7115 7.234 4.766 ·0.842 0.556 3.022 0.922 28.0 474 0.179 2.971 -1.288 0.817 3.363 0.853 50.6 1051 0.395 3.797 -1.277 0.811 3.353 0.855 50.3 2091 0.775 4.663 -1.265 0.804 3.338 0.856 47.8 2091 0.775 4.663 -1.265 0.804 3.338 0.856 40.7 3367 1.537 5.712 -1.248 0.796 3.319 0.859 47.0 3367 1.537 5.712 •1,248 0.796 3.319 0.859 38.4 4824 4.381 7.684 -1.214 0.1n 3.278 0.863 45.5 5938 4.381 7684 -1.214 0.777 3.278 0.863 37.2 4971 7.872 8.981 ·1.188 0.764 3.247 0.866 44.6 7115 7.872 8.981 -1.188 0.764 3.247 0.866 36.5 11 Table Notes 3. Web crippling check based on l" end bearing. 1. Five pounds per square foot (psf), 7.5 psf, and 10 psf loads have not been reduced for strength or deflection checks; full lateral load is applied. 4. Studs are assumed to be adequately braced at maximum spacing of Lu to develop full allowable moment. 2. Limiting heights are based on steel properties only (non- composite) without the contribution of sheathing to strength and stiffness of the assembly. Properly fastened sheathing is still required for members to be considered fully braced. 5. See page 5 for additional table notes. Fy L, Spicing Spsf 7.Spst S.Ction I (kslI (In) (in)oe U120 U240 U360 L/120 U240 12 9'0" 7'8' 6' 8" I 7' 4" 6' 8" 162S125-18 33 29.0 16 7'9" 6' 11" 6' 1" 6' 4" 6' 1" 24 6'4" 6' 1" 5' 4" 5'2" 5' 2" 12 11' 3• 8' 11· 7'10" 9'8" 7' 10· 162S125-27 33 29 1 16 10'3" 8'2" 7' 1" 8' 4• 7' 1· 24 8'4" 7' 1· 6' 3· 6' 10· 6' 3• 12 11· 8" 9' 3• 8'1" 10'2" 8' 1· 162S125-30 33 29.2 16 10'7" 8' 5• 7' 4" 8' 11· 7'4" 24 8' 11· 7' 4• 6' 5• 7' 3" 6'5" 12 12·0· 9'6" 8'4" 10'6" 8'4" 162$125-33 33 29.2 16 10' 11· 8'8" 7' 7" 9'6" 7' 7• 24 9'6" 7'7" 6'7" 7' 10" 6'7" 12 11· e· 10'6" 9' 2· 9'7" 9' 2· 250S125-18 33 29.0 16 10'2" 9'7" 8'4" 8' 3· 8' 3" 24 8'3" 8'3" 7' 4" 6'9" 6' 9" 12 15'7" 12'4" 10' 10" 12'9" 10' 10" 250S125-27 33 28.9 16 I 13'6" 11' 3" 9' 10· 11· o· 9'10" 24 11'0" 9' 10· 8'7" 9'0" 8' 7• 12 16' 1" 12' 9" 11'2" 13'7" 11'2' 250$125-30 33 28.9 16 14'5" 11' 7" 10' 2· 11' 10· 10' 2" 24 11' 10" 10'2" 8' 10" 9' 8" 8' 10· 12 I 16'7" 13'2" 11'6" 14'6" 11'6" 250S125-33 33 28.9 18 15' 1· 12· o· 10'6" 12· 8" 10'6" 24 I 12· e· 10'6" 9'2' 10'4" 9'2' 12 18' 1" 14' 4" 12'6" I 15' 10' 12'6' 250S125-43 33 28.9 16 16' 5" 13• o· 11' 5" 14'4" 11'5" 24 14'4" 11' 5' 9' 11· 12'4' 9'11" 12 I 13'9" 13' 9' 12'1" I 11' 3' 11'3" 350S125-18 33 28.8 16 11'11" 11·11· 11'0" 9•9• 9' 9• 24 9' 9• 9'9" 9'7" 7' 11'e 7' 11"e 12 18' 6" 16' 1· 14'0" 15' 1' 14'0' 350S125-27 33 28.7 16 16' o· 14' 7' 12'9' 13' 1' 12'9' 24 13' 1" 12' 9• 11'1' I 10· 8" 10'8" 12 19' 11' 16'7" 14'6" 16' 3· 14'6" 350S125-30 33 28.6 16 17' 3' 15'0" 13'2" 14' 1" 13' 2" 24 14' 1· 13' 2' 11' 6" 11'6" 11'6" 12 21· s· 17'1' 14' 11· 17'6" 14' 11" 350S125-33 33 28.6 16 18'7' 15' 7' 13' 7" 15'2' 13' 7" 24 15' 2" 13'7' 11' 10· 12'5" 11'10' 12 23'6" 18'8" 16' 3• 20'6" 16'3" 350S125-43 33 28.4 16 21'4" 16' 11" 14' 10' 18' 5' 14' 10· 24 18' 5" 14' 10' 12' 11· 15' 1" 12' 11· 12 25' 1· 19' 11· 17' 5• 21' 11" 17' 5" 350S125-54 50 22.9 16 22' 10" 18' 1" 15' 10· 19' 11" 15' 10· 24 19' 11" 15' 10' 13' 10· 17'5" 13' 10· 12 26' 10· 21'4" 18' 7" I 23'5" 18' 7' 350S125-68 so 2.2 8 16 24'5" 19'4' 16' 11· 21'4" 16'11" 24 21'4" 16' 11· 14'9" 18'7" 14'9" 12 14· o· 14'0' 12'6' I 11'6" 11'6" 362S125-18 33 28.8 16 12' 2· 12' 2' 11'4" 9'11"e 9' 11"e 24 9' 11"e 9' 11'e 9' 11"e 8' 1"e 8' 1"e 12 18' 10· 16' 6' 14'5' 15'5" 14'5" 362$125-27 33 28,6 16 16'4" 15'0" 13' 1· 13' 4• 13' 1· 24 I 13' 4• 13' 1· 11'5" 10' 11· 10' 11· 12 20' 3" 17'0' 14' 10" 16' 7" 14' 10' 362S125-30 33 28.6 16 17' 7" 15'6" 13'6' 14' 4• 13'6' 24 14' 4• 13'6' 11' 10' 11'8' 11· 8" 12 21' 11· 17' 7• 15' 4" 17' 10· 15'4" 362S125-33 33 28.5 16 18' 11' 1s· o· 14'0" 15'6' 14'0" 24 15'6" 14' o· 12'2" 12'8' 12'2" 12 24' 2· 19' 2" 16'9" 21'1' 16'9" 362$125-43 33 28.4 16 21' 11" 17'5" 15'3" 18' 10" 15'3" 24 18' 10· 15' 3" 13'4" 15'4' 13'4" ' Web llelgllt-to·tlllckness n,tio exceeds 200. Web stiffeners are required at 11II support points and concentrated loads. •e• web stiffeners required /It ends. Comp/Jes With 2009, 2012 ana 2015 /BC www.SSMA.com Ll360 L/120 5'10" 6'4" 5' 4" 5'6" 4'8" 4'6" 6' 10" 8'4" 6'3" 7'3" 5' 5" 5' 11" 7'1" 8' 11" 6'5" 719' 5' 7" 6'4" 7' 3" 9'6' 6'7" 8' 3• 5'9" 6'9" 8' 1· 8'3" 7' 4" 7'2" 6' s· 5' 10"e 9'5" 11· o· 8'7" 9'7" 7' 6" 7' 10" 9' 9• 11' 10" 8' 10" 10'3" 7' 9" 8' 4" 10' 1" 12'8" 9' 2· 11'0" 8'0" 8' 11' 10' 11· 14' 4• 9' 11' 13' o· 8' 8" I 10' 8" 10'7" I 9' 9" 9'7" 8' s·e 7'11"e 6' 11"e 12' 3• 13' 1' 11'1' 11'4" 9'9' 9' 3• 12'8' 14' 1' 11' 6' 12'2' 10'0' 9' 11" 13' 1· 15' 2' 11' 10· 13' 2' 10' 4· 10'9' 14' 3· 18' 5" 12' 11· 16'0" 11'4" 13' o· 15' 2" 19' 11" 13' 10" 18' 1" 12' 1' 15' 10· 16' 3• I 21'4" 14' 9• 19'4' 12' 11· 16' 11" 10' 11' 9' 11"e 9' 11"e 8' 7'e 8' 1'e 7' O'e 12' 7• 13' 4• 11'5" I 11' 7' 10'0" 9' 5" 13'0" 14' 4" 11' 10· 12' 5" 10'4" 10' 2' 13'5" 15'6" 12'2" 13' 5" 10'8" 10' 11· 14'8" 18' 10· 13'4" 16' 4• 11' 7" I 13'4" 10pgf L/240 U360 6' 1· 5'4" 5' 6' 4' 10" 4' 6" 4' 3" 7'1" 6'3" 6' 5· 5'8" 5' 8" 4' 11" 7'4" 6' 5" 6' 8" 5' 10· 5' to· 5' 1" 7' 7" 6'7" 6' 11· 6'0" 6'0" 5•3• 8' 3" 7' 4• 7'2" 6'8" 5' 10"e 5' 10"e 9'10" 8'7" 8' 11" 7' 10" 7' 10" 6'10" 10'2' 8' 10· 9'2" 8' 1" 8'1" 1· o· 10'6" 9' 2· 9'6" 8'4' 8'4" 7' 3• 11'5' 9' 11· 10'4" 9'0' 9' o· 7' 11" 9'9" 9' 7" 8' S'e 8'5'e 6' 11'e 6' 11·e 12' 9" 11'1' 11'4' 10' 1" 9' 3' 8' 10· 13' 2· 11'6" 11' 11· 10'5" 9'11" 9' 1· 13' 7' 11' 10· 12' 4• 10'9' 10'9" 9' 5" 14' 10· 12' 11" 13• s· 11'9" 11'9" 10'3" 15' 10" 13' 10· 14'4" 12' 7• 12'7" 11· o· 16' 11· 14' 9" 15'4' 13'5" 13'5" 11'9" 9' 11"e 9'11"e 8' 7"e 8' 7'e 7'0"e 7'0'e 13'1" 11' 5" 11'7" 10· s· 9'5" 9' 1· 13' 6" 11'10" 12' 3· 10' 9' 10' 2" 9'4" 14'0" 12·2· 12' 8" 11'1' 10' 11· 9'8" 15' 3" 13'4" 13' 10· 12' 1' 12' 1• 10' 7' 21 fy L. Stiaclng Spat 7.5 psf Section (bl) (in) in)oc U120 U240 U360 1../120 U240 12 25' 10· 20'6" 17' 11' 22'7' 17'11" 362$125-54 50 22.8 16 23' s· 18' 7• 16' 3• 20'6' 16'3" 24 20' 6" 16' 3" 14' 2· 17' 11' 14'2" 12 27' 7" 21' 11· 19'2" 24' 1· 19'2" 362S125-68 50 22.7 16 25' 1· 19' 11· 11· 5• 21' 11· 17'5' 24 21' 11' 17' 5· 15' 2· 19' 2" 15' 2' 12 I 14' 9'e 14' 9"e 13'6"e I 12· 1'e 12' 1"e 400S125-18 ' 33 287 16 12' 10'e 12' 10'e 12' 3'e 10' 5"e 10' S"e 24 10' 5"e 10· 5"e 10'5"e 8'6"e 8' 6'e 12 19' 11· 17' 10" 15' 7• 16' 3' 15' 7' 400S125•27 33 28.S 16 17' 3' 16' 2· 14' 2· 14' 1' 14' 1· 24 14' 1· 14' 1· 12'4" 11'6' 11'6' 12 21· s· 18' 5' 16' 1· I 17' 6' 16' 1' 400S125·30 33 285 16 18' 6' 16' s· 14' 7• 15' 2' 14' 7• 24 15' 2· 14' 7• 12'9' 12' 4• 12'4' 12 23' 2· 19• o· 16' 7• 18' 11' 16' 7' 400$125-33 33 28.4 16 20'0' 17' 3• 15' 1' 16' 4' 15' 1' 24 16' 4' 15' 1' 13' 2' 13' 4' 13' 2' 12 26'1' 20'9' 18' 1' I 22' 10· 18' 1· 400S125-43 33 28 2 16 23' 9' 18'10' 16' 5' 19' 11' 16'5' 24 19' 11· 16' 5• 14'4' 16' 3• 14'4' 12 27' 11· 22' 2· 19'4' 24' s· 19'4" 4005125-54 50 22.7 16 25'4' 20' 2' 17' 7" 22' 2' 17'7' 24 22' 2' 17' 7• 15'4' 19' 4' 15'4' 12 29' 10' 23' 8' 20'8' 26' 1' 20' 8' 400S125-68 50 22.5 16 27' 2' 21' 6' 18' 10' 23' 8' 18' 10' 24 23• 9• 18' 10· 16'5' 20· 8" 16' 5' -12 23• 10· 22' 10' 20' 2' 19' 6' 19'6" 5505125-27 I 33 27.9 16 20· 8' 20'8' 18' 3' 16' 10' 16' 10' 24 16' 10· 16' 10· 15' 11· 13'9' 13'9' 12 25'8" 23'9' 20' 10" 21· o· 20'8' 550S125-30 33 27.9 16 22' 3• 21'6' 18' 11' 18' 2· 18' 2' 24 18' 2· 18' 2· 16'6' 14' 10· 14' 10· 12 27' 9• 24' 8' 21'6' 22'8' 21' 6' 550S125-33 33 27.8 16 24' 1' 22'4' 19' 7" 19' 8' 19' 6' 24 19· 9· 19'6' 17' 1" 16'0' 16'0' 12 33' 9' 26' 10· 23' 5' 27' 8' 23'5" 550S125-43 33 27.6 16 29'4' 24'4' 21'3' 24• o· 21' 3' 24 24'0' 21'3" 18' 7• 19'7" 18' 7• 12 36' 2· 28' 9' 25' 1· 31' 7• 25' 1· 550S125-54 50 22.1 16 32' 10' 26' 1' 22' g· 28' 9· 22·9• 24 28' 9· 22'9' 19' 11· I 25' 1· 19' 11· 12 38' 8' 30'8" 26' 10' 33' 9" 26' 10' 550S125-68 50 21.8 16 35' 2· 27' 11· 24'4" JO' 8" 24' 4' 24 30• 8' 24' 4· 21' 3· 26' 10' 21' 3' 12 24' 10'e 24' 4"e 21' 3'e 20' 4"e 20'4'e 600$125-27 I 33 27.7 16 21' 6'e 21' 6'e 19' 4"e 17' 7'e 17' 7'e 24 17' 7'e 17' 7'e 16'10"e 14'4'e 14'4'e 12 26' 10' 25'2' 22'0" 21' 11' 21' 11' 600S125-30 33 276 16 23' 3• 22' 11· 20· o· 18' 11' 18' 11' 24 18' 11' 18' 11' 17' 6' 15'6' 15'6' 12 29'0' 26' 2· 22' 10· 23• 8" 22' 10· 6G0S125-33 33 276 16 25' 2' 23' 9• 20' 9• 20'6" 20' 6' 24 20' &· 20' 6' 18' 1· 16'9' 16' 9• 12 35'6" 28' 9' 25' 1· 29'0" 25' I' 600S125-43 33 27.3 16 30'9' 26' 1· 22' 10· 25' 1· 22'10' 24 25' 1' 22' 10· 19' 11· 20'6' 19' 1' 12 38'9' 30' 9• 26' 10· 33' 10· 26 10· 600S125-54 50 21.9 16 35' 3· 27' 11· 24· 5· 30' 9· 2◄'5' 24 30'9' 24· s· 21 ' 4• 26' 10· 21' 4• 12 I 41'7' 33'0' 28' 10' 36'4' 28' 10· 600$125-68 50 21.6 16 37' 9· 30• o· 26'2' 33'0' 26' 2' 24 I 33' o· 26' 2' 22' 10· 28' 10· 22' 10· 12 I 40' 11· 36' 1· 31'6" 33· 5• 31' 6" 8005125-43 33 26.3 16 as· 5• 32'9' 28' 8' 28' 11· 28'8" 24 28' 11' 28' a· 25'0' 23• 8" 23' s· 12 48' 10· 38'9' 33' 10' I 42'8" 33' 10· 800S125-54 50 21.1 16 44' 4• 35' 2' 30' 9• 38'9' 30'9' 24 38' 9• 30' 9' 26' 10· 32' 1· 26' 10· 12 52' 10' 41' 11· 36' 8' 46' 2' 36'8' 800S125-68 50 20.8 16 48' o· 38' 1· 33' 4• 41' 11' 33 4• 24 41' 11· 33'4' 29' 1· 36' 8' 29' ,. ' Wei> t,e/9trr•ta rtrtdttress r,1f/o exceeds 200. Web stiffeners <1re =ulred ,., all suppc,r points und C'Ono,ntratl!d lo.rds ·e • web sfl~rit,rs ,r;q111rrw ar ends See Table Notes on piJge ;, J. 22 www.SSMA.com 10 p1f 1../360 U120 um u,eo 15' 8' 20'6' 16' 3• 14'2" 14' 2· 18'7' 14'9' 12' 11· 12· s· 16' 3• 12' 11· 11' 3• 16' 9· 21' 11· 17•5• 15' 2· 15' 2· 19' 11· 15' 10" 13' 10· 13' 3" 17'5" 13' 10· 12' 1' 11' 9"e 10'5"e 10· 5"e 10'5'e 10'5"e 9' 1·e 9' 1'e 9' 1"e 8'6"e 7' s·e 7' s·e 7' 5"e 13' 7• 14' 1' 14' 1' 12' 4• 12' 4' 12'2' 12' 2· 11' 3' 10' 9" 9' 11' 9' 11· 9' 10· 14• o· I 15' 2· 14' 7• 12' 9• 12' 9• 13' 1· 13' 1' 11' 7" 11' 2· 10· 8" 10· 8' 10' 1· 14'6' 16' 4' 15' 1· 13' 2' 13' 2· 14' 2' 13' 9• 12'0' 11' 6' 11'7' 11'7' 10'6' 15' 10' 19' 11' 16' 5' 14'4' 14' 4' 17' 3• 14'11" 13' 1' 12' 7' 14' 1' 13' 1· 11' 5' 16' 11' 22' 2· 17'7' 15'4' 15'4' 20' 2· 16'0' 13' 11' 13' 5' 17'7' 13' 11' 12'2' 18' 1' 23'8' 18' 10' 16' 5• 16' s· 21· 5• 17' 1' 14'11' 14·4· 18' 10· 14' 11· 13• o· 17' 6' 16' 10' 16' 10' 15' 11' 15' 11· 14'7" 14' 7' 14'5' 13'9' 11' 11' e 11' 11' e 11'11'e 18' 2' 18'2" 18' 2' 16'6' 16'6' 15' g• 15' 9' 14' 11' 14' 4· 12' 10" e 12· 10· e 12' 10'e 18' 10' 19· 8" 19'6" 17' 1· 17' 1· 17' o· 17' o· 15'6' 14' 11' 13' 11' 13' 11' 13' 6' 20'5' 24'0' 21'3" 18' 7" 18' 7' 20'9" 19'4' 16' 11' 16'3' 16' 11· 16' 11" 14' 9' 21' 11· 28' 9• 22'9' 19' 11· 19' 11· 26' 1· 20· 9· 18' 1· 17·5• 22'9' 18' 1· 15' 10· 23' 5" 30'8' 24'4" 21' 3' 21' J' 27' 11' 22' 2' 19'4" 18'7" 24' 4' 19'4' 16' 11' 18' 7'e 17'7'e 17' 7'e 16' 1o·e 16' 10'e 15'J'e 15' 3'e 15' 3'e 14'4'e I 12' S'e 12' 5'e 12' 5"e 19' 3• 18' 11· 18' 11· 17' 6' 17'6' 16' 5• 16'5' 15' 10' 15' 3' 13' S'e 13' 5'e 13'5'9 19' 11' 20'6' 20'6' 18' 1· 18' 1· 17' 9" 17' 9' 16'6' 15' 10' 14'6" 14'6" 14'5' 21' 11· 25' 1· 22'10" 19' 11· 19' 11· 21' 9• 20' 9• 18' 1' 17' 5• 17' 9• 17' 9• 15' 10· 23'6' 30' 9· 24' 5• 21'4" 21'4" 27' 11· 22' 2· 19'5' 18' 8' 24' 1' 19• s· 16' 11· 25' 2· 33'0" 26'2' 22' 10· 22' 10· JO' o· 23' 9• 20' g• 20'0' 26' 2· 20' 9' 18' 2· 27' 6' 28' 11· 28' s· 25'0' 25• o· 25' 1· 25' 1' 22' 9• 21' 10· 20'6' 20'6' 19' 10· 29' 7' I 38' 9• 30'9' 26' 10· 26' 10· 34' 1· 27' 11' 24' 5' 23• a· 27' 10· 24' s· 21'4' 32• o· 41' 11· 33'4' 29' 1' 29' 1· 38' 1· 30' 3' 26'5' 25' 5• 33' 3• 26'5' 23' 1· Copyright 19 2015 by the SSMA S.ct/oll Fy Spacing 5 !)If 15 psf 20 psf 25 psf 30 psf 35 psf 40 pst SO psi (bij (In) oc U120 U240 U360 L/240 LJ360 L/600 ' L/240 U360 U&OO L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/3~ L/600 L/240 l/360 L/600 -----12 27' 4' 21· 8' 18' 11·116' 11· 14• 9• 12· 6' 15' 4• 13• 5' 11' 4• I 13• 9· 12· s· 10· 5• 12· 1· 11· 9• 9· 11· 1 11· 1· 11'2' 9• s· • 10· 10· 10· 8' 9• o· 9' s· 9• 9• 8' ◄" ◄00S137-43 33 16 24' 10· 19' 8' 17' 2· 15' 4' 13· s· 11· 4' 13' 4' 12· 2· 10· 4' 11' 11· 11' 4' 9' 7' 10· 10· 10· a· 9' o· 10· 1· 10· 1· B' 6' 9· 5' 9' s· 8' 2· a· S"e 8' 5'e 7' 1· 24 21'8' 1r2· 15'0' 12'7' 11'9' 9'11' 10'10' 10'8' 9'0' 9'9' 9'9' 8'4' 8'11' 8'11" 7'10" 8'3'e 8'3'e 7'6' I 7'8"e 7'8'e 7'2'e 6'11'e 6'11'e 6'7"e 12 28'7' 22'8" 19'10 17'9' 15'6' 13'1' 16'1" 14'1' 11·10· 14'10' 13'1' 11'0' 13'6' 12'3' 10'4' 12'6' 11'8' 9'10" 11'9' 11'2' 9'5' 10'6' 10'4" 8'9' 400S162-43 33 16 26' o· 20· 1· 18' o• 16' 1· 14' 1· 11· 10· 14' 4' 12• 9' 10· 9• 12· 10· 11· 10· 10· o· 11· 9• 11· 2· 9' 5' 10· 10· 10· 7' 8' 11· 10· 2· 10· 2· 8'7" 9' 1·e 9· 1·e 7' 11· 400S200-43 33 400S137-54 50 400S162-54 50 ~00S200-54 50 400S137-68 50 400S162-68 50 ~00S200·68 50 550S162-33 33 550S162-43 33 550S162-54 50 550S162-68 50 60CS137-33 33 600S162-33 33 600S200-33 33 600S137,43 33 600$162-43 33 600S200·43 33 600S137•54 50 600$162-54 SO 600S200-54 50 600S137-68 50 600S162-68 50 24 22' 8" 18' o· 15' 9" 13' 6' 12' 3' 10' 4' 11' 9' 11' 2· 9' 5' 10' 6' 10' 4' 8' 9" 9' 7'e 9' 7"e 8' 3' 8' 1o·e 8' 10'e 7' 10• 8' 3'e 8' 3'e 7' 6'e 7' S'e 7' s·e 6' 11"e 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 12 16 24 30'2" 23'11" 20'11' 18'8' 16'4' 13'9' 17'0' 14'10' 12'6" 15'9' 13'9' 11'7' 14'6" 13'0' 10'11" 13'5' 12'4' 10'5' 12'7' 11'9' 9'11' 11'3"e 10·11· 9'3" 27' s· 21· 9· 19' o• 17' o• 14' 10• 12• 6' 15' 4• 13' 6' 11· 4' 13' 9' 12· s· 10• 1· 12· 1• 11· 9· 9' 11· 11· 7' 11' 2• 9' 5" I 1<710'e 10· 8'e 9' o· 9' s·e 9' 9'e 8' 5'e 23' 11' 19' o· 16' 7' 14' 6' 13' o• 10' 11' 12' 7' 11' 9' 9' 11• 11' 3"e 10' 11· 9' 3' 10' 3'e 10' 3'e 8' 8' 9' 6'e 9' 6'e 8' 3'e 8' 10'e 8' 10'e 7' 11'e 7' 11'e 7' 11·e 7' 4'e 29' 3· 23' 2· 20· 3' 18' 1· 15' 10· 13' 4' 16' 6' 14' s· 12· 2· 1s· 3• 13' 4• 11· 3' 14' 5' 12· 7' 10'7" 13' 8' 11' 11· 10· 1· I 13' 1· 11· s· 9' 8' 12· 2· 10"1" s· 11· 26'7' 21·1· 18'5' 16'6' 14'5' 12'2' 15'0' 13'1' 11'0' 13'11' 12'2' 10'3' 13'1' 11'5" 9'8" 12'5' 10'10' 9'2' 11'10' 10'4' 8'9' 11'0' 9'8' 8'1' 23' 2· 18' 5· 16' 1· 14• 5• 12· 1· 10· 1· 13• 1· 11' 5' 9' 8' 12· 2· 10· 1· 8' 11· 11· 5• 10· o· 8' 5• 10· 10· 9' 6' 8' o· 10· 4• 9' 1· 7' 8' 9• 3• 8' 5· r r 30'8' 24'4' 21'3" 19'0' 16'7' 14'0' 17'3' 15'1' 12'9' 16'0' 14'0' 11'10' 15'1' 13'2' 11·1· 14'4' 12'6' 10'7' 13'8' 12'0' 10'1' 12'9' 11'1' 9'4' 27' 10· 22· 1· 19• 4• 17' 3• 15• 1· 12' s· 15• 8' 13• 8' 11· 1· 14• 1· 12' 9• 10· 9• 13• 8' 12· o· 10· 1· 13• o· 11· 4• 9' r 12· 5' 10· 10· 9• 2· 11'1' 10· 1· 8' 5· 24'4' 19•4• 16'10 15•1· 13•2· 11·1· 13'8' 12·0· 10·1· 12•9• 11•1• 9'4' 12·0· 10•5• 9•10· 11'4' 9•11· 8'5' 10·10· 9'6" 8'0' 10·0· 9·10· rs· 32· 4• 25' 8' 22· s· 20· 1· 17' s· 14' 9• 18' 3• 15' 11· 13' 5• 16' 11· 14' g• 12· 6' 1s· 11· 13' 11· 11· g• 1s· 1· 13• 3• 11• 2· 14• 6' 12· 8' 10· 8' 13• 5• 1r 9• 9• 11· 29'5" 23'4' 20'5' 18'3' 15'11' 13'5' 16'7' 14'6' 12'2' 15'4' 13'5' 11'4' 14'6' 12'8' 10'8' 13'9' 12'0" 10'1' 13'2' 11'6' 9'8' 12'2' 10'8' 9'0' 25'8' 20'5' 17'10 15'11' 13'11' 11'9' 14'6' 12'8' 10'8' 13'5' 11'9' 9'11' 12'8' 11'0' 9'4" 12'0' 10'6' 8'10' 11'6' 10'0" 8'5" 10'6" 9'4' 7'10' 31' 3• 24' 10· 21· 8' 19' 4· 16' 11· 14' 3' 1n· 15' s· 13' o· 16' 4• 14' 3' 12· o· 1s· s· 13' s· 11· 4• 14' 1· 12· 9• 10· 9• 14• o· 12· 2· 10· 4' 13• o· 11· 4• 9'7' 28'5' 22'7' 19'8' 17'7' 15'5' 13'0'116'0' 14'0' 11'9' 14'10' 13'0' 10'11' 14'0' 12·2· 10'4' 13'3' 11'7' 9'9' 12'8' 11·1· 9'4' 11'9' 10'4' 8'8' 24' 10· 19• 8' 17' 2· 15' 5• 13• 5• 11' 4• 1-4' o· 12· 2· 10· 4• 13• o· 11· 4' 9" 1· 12· 2· 10• 8' 9' o· 11· 1· 10• 2· 8' r 11· 1· 9' 8' 8' 2· 10· 4· 9' o· 7'7' 32'10' 26'0" 22'9" 20'4' 17'9' 15'0' 18'6' 16'2' 13'7' 17'2' 15'0' 12'8' 16'2' 14'1' 11'11' 15'4' 13'5' 11'4' 14'8' 12'10' 10'10 13'7' 11·11· 10·0· 29'10' 23'8' 20'8' 18'6' 16'2' 13'7' 16'9' 14'8' 12'4' 15'7' 13'7' 11'6' 14'8' 12'10' 10'10 13'11' 12'2' 10'3' 13'4' 11'8' 9'10' 12'4' 10·10· 9'1' 26'0' 20'8" 18'1" 16'2' 14'1' 11'11' 14'8' 12·10· 10'10 13'7' 11'11' 10'0' 12'10' 11'2' 9'5' 12'2' 10'8' 9'0' 11'8' 10'2' 8'7' 110·10· 9'5' 8'0" 34' e· 27' 6' 24• o· 21· s· 18' 9• 15• 1oj 19• 6' 11· 1· 14' 5• 18' 1· 15• 1 o· 13• 4' 17' 1· 14' 1 • 12· 7' 16' 2· 14' 2· 11· 11· 15' s· 13• 6' 11· 5' 14' 5• 12· 1· 10· 1· 31'6' 25'0' 21·10· 19'6' 17'1' 14'5' 17'9' 15'6' 13'1' 16'6' 14'5' 12'2' 15'6' 13'6' 11'5' 14'9' 12'10' 10'10 14'1' 12'4' 10'4' 13'1' 11'5' 9'8' 2r s· 21' 10· 19• 1· 11· 1· 14' 11· 12· 1· 15• 6' 13• 6' 11· s· 14• s· 12· r 10· 1· 13• 6' 11' 10· 10· o· 12· 10· 11· s· 9' 6' 12· 4• 10· 9• 9' 1· 11· 5• 10· o· 8' 5• 133' 8' 26' 9' 23' 4' 19'7' 18' 3' 15' 5' 16'11'e 16' 7'e 14' o• 15' 2'e 15' 2'e 13' O'e 13'10'e 13'1cr'e 12' 3'e 12'10'e 12'10"e 11'7'e 12' O'e 12' O'e 11' 1'e 10' 9'e 10' 9'e 10' 4't 29' 4' 24' 4" 21' 3' 16'11"e 16' 7'e 14' o· 14' 8'e 14' 8'e 12' 8'e 13' 2·e 13' 2·e 11' 9'e 12' O'e 12' O'e 11' 1"ej 11' 1"e 11' 1'e 10' 6'e 10' 5'e 10' S"e 10' 1'e 9' 3'e 9' 3'e 9' 3'e 24' o· 21' 3" 18' 6' 13'10-e 13' 10"e 12' 3'e 12' o·e 12' O"e 11' 1·e 10' 9'e 10' 9"e 10' 4'e 9' 9"e 9' 9'e 9' 8'e 9' 1'e 9' 1'e 9' 1'e 8' 6'e 8' 6'e 8' 6'e 7' 7'e 7' 7'e 7' 7'e 36' 8' 29' 1· 25' 5' 22' 9' 19' 10• 16' 9' 20' 8' 18' 1· 15' 3' 18' 9· 16' 9' 14' 2· 17' 1· 15' 9' 13' 4' 15'1<1'e 15' o• 12' 8' 'fof10'e 14' 4'e 12' 1' 13' 3'e 13' 3'e 11' 3'e 33'4' 26'5' 23'1" 20'8' 18'1" 15'3' 18' 1' 16'5' 13'10' 16'3'e 15'3' 12'10' 14'10"9 14'4'e 12'1' 13'8'e 13'7'e 11'6'e 1Z10'e 1Z111'e 11'0'e 11'6'e 11'6'e 10'2'1 29' 1' 23' 1' 20' 2' 17' 1' 15' 9' 13' 4' 14' 10'e 14' 4"e 12' 1' 13' 3'e 13' 3'e 11' 3'e 12' 1'e 12' 1'e 10' 7'1 11' 2'e 11' 2'e 10' O' 10' 6'e 10' 6'e 9' 7'e 9' 4'e 9' 4'e 8' 11'e 39'4' 31'3' 27'3' 24'5' 21'4' 18'0' 22'2' 19'4' 16'4' 20'7' 18'0" 15'2' 19'4' 16'11' 14'3' 18'5' 16'1" 13'7" 17'7' 15'4' 13'0' 16'4' 14'3' 12'0' 35· g• 28' s· 24· 9· 22· 2· 19· 4· 1s· 4· w 2· 17'7' 14• 10· 18' 8" 15· 4· 13• 9• 17'7" 1s· 4· 13· o· 16' 8" 14'7' 12· 4· 15·0· 14· o· 1r s· 14' 10· 13· o· 10· 11· 31' 3" 24' 9· 21· 8' 19' 4' 16' 11· 14' 3' 17'7' 1s· 4· 13' o· 16' 4' 14' 3· 12· o· 15' 4• 13' s· 11' 4· 14' 1· 12· 9• 10· 9• 14' o· 12· 2· 10· 3' 12· 6'e 11· 4• 9' 1· 42• 2· 33• 5• 29• 3• I 2s· 2· 22· 10· 19• 3• 23• 9• 20· 9• 11· 5• 22· 1· 19· 3• 15• s· 20· 9• 19· 2· 1s· 3• 19· 9• 17' 3• 14• 5• 18· 10· 16' 5• 13• 11· 17' 5• 15· 3• 12· 11 38' 4' 30• s· 26' 1· 23• 9• 20· 9• 17' s· 21· 1· 18' 10· 1s· 11· 20· o· 11· s· 14' g• 18' 10· 16' 5• 13• 11·11r 11· 15• 8' 13· 2· 11· 2· 15' o· 12· 1· 1s 11· 13· 11· 11· 9• 33'6' 26'7' 23'3' 20'9' 18'2' 15'3' 18'10' 16'6' 13'11' 17'6' 15'3' 12'11' 16'6' 14'5' 12'2'115'8' 13'8' 11'6' 15'0" 13'1' 11·0· 13'11' 12·2· 10'3' 33' o· 27' 6' 24' o· 19' 1' 18' 9" 15' 10 16' 6"e 16' 6'e 14' 4' I 14' 9'e 14' 9'e 13' 4'e113' 6'e 13' 6'e 12'7"e 12' 6'e 12' 6'e 11'11'e 11' 6'e 11' 8'e 11' s•el 10' 5'e 10' 5'e 10' 5'E 28'7' 24' 11' 21' 10' 16' 6'e 16' 6'e 14' 4' 14' 4'e 14' 4'e 13' 1'e 1Z10'e 1Z10"e 12' 1"e 11' 8"e 11' 8'e 11' 5"e 10' 10-e 10' 10"e 10'10-e 10' 1·e 10' 1'e 10' 1"e 9' 1'e 9' 1"e 9' 1'e 23 ,. 21' 9' 19' 1• 13' 6'e 13' 6'e 12' 7'e' 11' 8'e 11' 8'e 11' 5"e 10' 5'e 10' s·e 10' 5"e 9' 6'e 9' 6'e 9' 6'e 8' 1o·e 8' 1o·e 8' 10·, 8' 3"e 8' 3"e 8' 3"e 7' s·e 7' 5"e 7' 5"e 35'6' 28'8' 25"0' 20'6'e 19'6' 16'6" 17'9'e 17'9'e 15'0' 15'11"e 15'1t'e 13'11'1! 14'6'e 14'6'e 13' 1'e 13'5'e 13'5'e 12'5'e 12'7'e 12'7'e 1f11'e 11'3'e 11'3'e 11'0'e 30'9' 26'0' 22'9' 17'9'e 17'9'a 15'0' 15'5'e 15'5"e 13'7'e 13'9'e 13'9'e 12'8'e 12'7'e 12'7'e 11'11'1! 11'8'e 11'8'e 11'3'e 10'11'8 10'11'e 10'10'e 9'9'e 9'9"e 9'9'e 25' 1· 22' 9' 19' 10• 14' S'e 14' 6'e 13' 1'e 12' 7'e 12' 7'e 11'11'e 11' 3'e 11' J'e 11' O"e 10' 3'e 10' 3'e 10' 3'e 9' 6'e 9' 6'e 9' 6'e 8' 11'e 8' 11'e 8' 11"e 7' 11·, 7' 11'e r 11·e 37'11" 30'1' 26'3" 21'10'e 20'6"e 17'4' 18'11'e 18'8'e 15'9'e 16'11'e 16'11'e 14'7'e 15'6'e 15'6'e 13'9'e 14'4"e 14'4'e 13'1'e 13'5'e 13'5'e 12'6'e 12'0'e 12'0'e 11'7"e 32' 10' 27' 4' 23' 10 18'11'e 18' 8'e 15' 9' 16' 5'e 16' 5"e 14' 3'e 14' 8"e 14' 8'e 13' 3'e 13' 5'e 13' 5'e 12' 6'e 12' s·e 12' 5'e 11'10'e 11' 7'e 11' 7'e 11' 4"e 10' 4'e 10' 4'e 10' 4'e 26' 9' 23' 10' 20' 10' 15' 6'e 15' 6'e 13' 9'e: 13' 5'e 13' S'e 12' 6'e 12' O'e 12' O'e 11' 7'e 10'11'e 10' 11'e 10'11'e 10' 1'e 10' 1"e 10' 1·e 9' 6'e 9' 6'e 9' 6'e 8' 6'e 8' 6'e 8' 6'e 37' 8' 29' 11· 26' 2• 22' 11· 20' 5' 17' 3' j 19• 10· 18' 6' 15' 8' 17' 9' 17' 3' 14' 6' 16' 2• 16' 2• 13' a• 15' o•e 15' o•e 13' o· 14' o·e 14' o·e t2' 5' 12' 7'e 12· 7'e 11· 6'e 34'3' 27'2' 23'9' 19'10" 18'6' 15'8' 17'2' 16'10' 14'2' 15'5' 15'5' 13'2' 14'0'e 14'0'e 12'5' 13'0'e 13'0'e 11'9'e 12'2'e 12'2'e 11'3'e 10'10"e 10'10"e 10'6'e 28' 1' 23' 9' 20' 9' 16' 2' 16' 2' 13' 8' 14' O'e 14' o·e 12' 5" 12' 7'e 12' 7'e 11' s•e 11' 6'e 11' 6'e 1C,10'e 10' 7'e 10'7'e 10' 4'e 9' 11'e 9' 11'e 9' 10'e 8' 11'e 8' 11'e 8' 11'e 39'4' 31'2' 27'3' 24'4' 21'3' 17'11' 21'11' 19'4' 16'4' 19'8' 17'11' 15'2' 1T11'e 16'11' 14'3' 16'7'e 16'1'e 13'6' 15'6'e 15'4'e 12'11' 13'11'e 13'11'e 12'0'e 35' 9' 28' 4' 24' 9' 21' 11· 19' 4' 16' 4' 19' o· 17' 7' 14' 10117' O'e 16' 4 'e 13' 9' 15' s·e 15' 4'e 12' 11• 14' 4'e 14' 4"e 12' 4'e 13' 5'e 13' S'e 11' 9'e 12' O'e 12' O"e 10'11'e 31'1' 24'9' 21'8' 1T11"e 16'11" 14'3' 15'6'e 15'4"e 12'11" 13'11'e 13'11'e 12'0"e 12'8"e 12'8'e 11'4'e 11'9'e 11'9'e 10'9'e 11'0'e 11'0'e 10'3'e 9'10'e9'10'e 9'6'e 41' 3' 32' 9' 28' 7' 25' 7' 22' 4' 18' 10 22' 8' 20' 4' 17' 2· 20' 3' 18' 10' 15' 11· 18' S'e 17' 9'e 15' o• 17' 1'e 16'10"e 1◄' 3' 16' O'e 16' O'e 13' 7"e 14' 4'e 14' 4"e 12' 1'1 37'6" 29'9' 26'0' 22'8' 20'4' 17'2' 19'7'e 18'5' 15'7" 17'7'e 17'2'e 14'5' 16'0'e 16'0'e 13'7'e 14'10"e 14'10"e 12'11'e 13'10"813'10'e 12'4'e 12'5'e 12'5'e 11'6'e 32' o• 26' o• 22' 9' 18' 6'e 17' 9'e 15' o• 16' o·e 16' O'e 13' 7'e 14' 4'e 14' 4'e 12' 7'e 13' 1'e 13' 1·e 11't1'e 12' 1'e 12' 1'e 11' 3'e 11' 4'e 11' 4'e 10' 9'e 10' 2'e 10' 2'e 10' 0'1 40'5' 32'1' 28'0' 25'1' 21'11' 18'5' 22'9' 19'11' 16'9·12n· 18'5" 15'7' 19'11' 17'4' 14'8' 18'11' 16'6" 13'11' 18'1' 15'9' 13'4" 16'9' 14'8' 12'4' 36'11" 29'2' 25'6' 22'9' 19'11' 16'9" 20'8" 18'1' 15'3' 19'2" 16'9" 14'2' 18'1' 15'9' 13'4' 17'2' 15'0' 12'8' 16'4" 14'4' 12'1' 14'7' 13'4" 11 '3' 32'1" 25'6' 22'3'119'11' 17'4' 14'8' 18'1' 15'9' 13'4" 16'9' 14'8" 12'4' 15'4" 13'9' 11'8' 14'3' 13'1" 11·1· 13'4" 12'6' 10'7' 11'11' 11'8' 9'10' 42' 2· 33' 6' 29' 3' I 26' 2' 22' 10' 19' 3' 23' 9' 20' g• 17' 6' 22' 1' 19' 3' 16' 3' I 20' 9' 18' 1' 15' 3' 19' 8' 17' 3' 14' 6' 18' 10· 16' 6" 13' 11' 17' 6' 15' 3· 12' 11' 38' 4' 30' 5• 26' 1• 23• 9• 20· 9· 11· 6' 121· 1· 18' 10· 15' 11· 20· o· 11· s· 14• 9• 18' 10· 16' 6' 13• 11· 1r 11· 15• 8' 13• 2· J 11· 2· 15• o· 12· 1· 15· 11· 13• 11· 11· s· 33' 6' 26' 1· 23' 3' 20' 9' 18' 1• 15' 3• 18' 10· 16' 6' 13' 11• 17' 6' 15' 3' 12' 11· 16' 6' 14' s· 12' 2' 15' 8' 13' 8' 11· 6' 14' 8' 13' 1· 11· o· 13' 2·e 12· 2·e 10· 3' 44' 4' 35' 2· 30• 9• j 21· 6" 24' o· 20· 3• 24' 11· 21· 10· 18' 5' 23• 2· 20· 3• 11· 1· 21· 10· 19• 1· 1s· 1· 20· 9• 18' 1· 15• 3• 19• 10· 11· 4• 14' 1· 18' 5• 16' 1 • 13'7" 40'3' 32'0' 27'11' 24'11' 21'10' 18'5'' 22'8' 19'10' 16'8' 21'1' 18'5' 15'6' 19'10' 17'4' 14'7' 18'10' 16'5' 13'10' 18'0' 15'9' 13'3'116'7' 14'7' 12'4' 35'2' 27'11' 24'5' 21·10· 19'1' 16'1'119'10' 17'4' 14'7' 18'5' 16'1' 13'7' 17'4' 15'1' 12'9' 16'2' 14'4' 12•1·j1s•1•e 13'9' 11'7' 13'6'e 12'9'e 10'9' 43' 4• 34' 4' 30' o•I 26" 10· 23• 5' 19• 9• 24' s· 21· 4• 18' o· 22· 8' 19• g• 16' 8' 21• 4' 10· 1· 1s· 8' 20• 3• 11· 8' 14• 11· 19' 4• 16' 11· 14' 3' 18' o· 15• 8' 13' 3• 39' ,. 31• 3• 27' 3• 24' s· 21' 4' 18' o· 22· 2· 19· 4' 16' 4• 20· 1· 18' o· 15• 2· 19' 4' 16' 11· 14' 3• 18' 5' 16' 1• 13· 1· 11· 1· 15' 4• 12· 11·l 16' 4• 14• 3• 12· o· 34• 4• 21· 3• 23• 1 21· 4• 18' r 15' 9• 19' 4• 16' 11· 14• 3• 18' o· 15• s· 13• 3• 16' 11· 14' 9• 12· 5• 16' 1· 14' o· 11· 10· 1s· 4' 13• 5• 11· 4• 13' 11· 12· s· 10· 6' 45· 3· 35' 11· 31' 4· 28' o· 24· 6" 20· a· 25' 6' 22· 3• 18' g• 23' 8' 20· e· 11· 5· 22· 3• 19· 5· 16' 5' 21' 2· 18' s· 15· 1· 20· 2· 11· 8' 14• 11· 18' 9• 16" s· 13' 10 41'1' 32'7" 2s· 5· 25· 6' 22· 3• 18' 9· 23• 2· 20· 2· 17' 1· 21· 6' 18' s· 15• 10· 20· 2· 11· 8' 14' 11· 19· 2· 16' 9• 14• 2· 1s· 4• 15• o· 13• 6' 11· 1· 14• 11· 12· 1· 35' 11· 28'6" 24• 11· 22· 3• 19• 5• 16' 5• 20· 2· 11· 9· 14· 11· 18' 9· 15· s· 13· 10· 17' a· 15· 5· 13· o· 15· 9• 14· 9· 12· 4· 15· o· 14' o· 1r 10· 14• 11· 13· o· 1r o· •e • web stftreners required at ends. See Table Notes on p;,ge 2S, 26 www.SSMA.com Cooyr/9ht ~• 2015 by the SSMA w_ • I ~~-,:', Curtain Wall L1m.iting Heights -Sing e SP.a·n •.·.:1. • ,.::i SSJ',.t;\ Section Fy S~aclng 5 psi 15pal 20p&f 25psl 30 paf 35psf 411 pd SO pd (ksl) In\ oc U120 L/240 U360 1./240 LJ360 U600 ! U240 U360 l/600 , L/240 L/360 U600 U240 L/360 U600 L/240 U3&0 U600 L/240 U360 1.1600 lJ240 lJ36G L/600 12 47' 1· 37' 9• 33' o· 29' 6' 25' 9" 21' 9' I 26' 9" 23'5' 19'9' 24' 10· 21' 9' 15• 4•: I 23· s· 20· s· 17' 3' l 22' 3' 19• 5' 16'4' 21' 3' 18' 7' 15' 8' 19'9' 17' 3' 14' 6' 600S200-68 50 16 43' 2' 34' 3" 29' 11 2s· 9• 23· s· 19' 9' 24' 4' 21' 3' 17' 11' 22'7" 19' 9' 16' 8' 21' 3' 18' 7' 15'8' 20'2' 11· 8' 14• 11· 19' 4' 16' 10· 14' 3' 17' 11 • 1s· e· 13'2' 24 37'9' 29'11' 26'2' 23' 5• 20· s· 17' 3' 21' 3• 18'7' 15' 8' 19' 9' 17' 3• 14' 6" 18'7" 16'3" 13'8" 11· s· 15• 5• 13' o· 16' 10· 14' 9' 12'5" 15'8' 13' 8" 11'6' 12 47' 11· 38'0' 33'2' 29' 8' 25' 11· 21' 10· 27'0' 23' 1· 19• 10· 25• o· 21· 10· 18' s· 23'7' 20'7' 17'4' 22· s· 19'7' 16' 6' 21• s· 18'8' 15' 9• 19' 10· 17' 4' 14· 8' 600S137-97 50 16 43' s· 34' 6' 30' 2· 21· o· 23'7' 19• 10 24' 6' 21· 5• 18' 1· 22· 9• 19· 10· 16' s· 21· 5• 18' 8' 15'9' 20' 4• 17' 9' 15'0" 19'5" 17' o· 14'4" 18' 1' 15'9' 13'4' 24 38' o· 30' 2· 26' 4" 23' 7' 20'7' 17' 4' 2r 5· 18'8· 15•9• 19• 10· 17'4' 14•e·J 1s·s· 16' 4• 13'9' 17'9" 15' 6" 13' 1· 11· o· 14• 10· 12· 6' 15' 9' 13' 9' 11' 7' 12 so· 1· 39' 9" 34' 9• 31' 1· 27' 2· 22' 11' 28' 3" 24' e· 20· s· 26' 2· 22· 11· 19' 4• 24' 8' 21'6' 18' 2' 23' 5' 20'5' 17'3" 22· 5• 19• r 16' 6" 20'9' 18' 2· 15'4' 600S162-97 50 16 45'6" 36' 2· 31' 7• 28'3' 24• 8' 20· 9• 25' 8' 22'5' 18'11' 23'10' 20'9' 17'6' 22'5' 19' 7' 16' 6' 21' 3' 18' 7• 15'8' 20'4" 17' 9• 15'0" 18' 11· 16' 6' 13' 11' 24 39'9' 31' 7" 27' 1· 24'8' 21' 6" 16' 2· 22' 5" 19'7' 16' 6' 20' 9• 18' 2' 15' 4• 19' 7• 17' 1' 14'5' 18'7" 16' 3' 13' 8" 17' 9• 15'6' 13' 1· 16'6' 14' 5' 12' 2· 12 52' 10· 41' 11' 36' 7' 32' 9• 28'7" 24' 1· 29'9' 26'0" 21'11" 27'7" 24' 1· 20'4" 26'0" 22' 8" 19'2" 24' 8' 21' 7" 18' 2· 23' 7' 20' 7• 11· 5• 21' 11· 19' 2' 16'2' 600S200-97 50 16 48'0' 38' 1· 33' 3• 29' 9· 26'0' 21' 11· 27'0" 23' 7" 19' 11· 25' 1· 21' 11' 18'6" 23'7' 20' 7" 17' 5" 22' 5' 19'7' 16' 6" 2r 5• 18' 9• 15' 10 19'11' 17•5• 14'8' 24 41' 11· 33' 3" 29' 1· 26' o· 22· 8' 19' 2· 23' 7" 20' 7' 17' 5" 21' 11· 19' 2· 16' 2· 20'7' 18'0' 15' 2· 19'7' 17' 1' 14' 5• 18' 9' 16' 4• 13' 10' 17' 5' 15' 2· 12' 10 12 52• 11· 42' o· 36' 8" a2· 1 o· 28' 8" 24' 2· 29• 10· 26' o· 21· 11· 21· 8' 24'2' 20'5' 26'0" 22'9" 19' 2' 24'9' 21' 7' 18' 3• 23'8' 20'8' 17'5" 21' 11· 19' 2' 16' 2· 600S162-118 50 16 48' 1· 38' 2· 33'4" 29· 10· 26' o· 21· 11· 27'1" 23'8" 19'11' 25'2" 21'11" 18'6' 23'8' 20' 8" 17'5" 22'6" 19· 8" 16'7' 21' 6' 18' 9• 15' 10' 19'11" 17'5' 14' 8' 24 42'0" 33' 4• 29' 1· 26' o· 22· 9• 19' 2" 23• 8" 20· 8' 17' 5' 21' 11· 19' 2' 16' 2' 20' 8' 18' 1' 15' 3' 19'8" 17' 2' 14'6' 18'9' 16' 5• 13' 10· 17' 5" 15' 3' 12' 10' 12 55' 10· 44' 4• 38'9" 34' 7' 30' 3• 25' 6" 31' s· 27' 6" 23' 2" 29' 2' 25' 6" 21' 6" 21· 6' 24' o· 20· 3• 26' 1' 22' 10' 19' 3' 25'0" 21'10" 18'5' 23' 2' 20' 3' 17' 1· 6005200-118 50 16 50' 9• 40' 3• 35' 2· 31' 5' 27' 6' 23' 2· 28'7' 25' o· 21· 1· 126' 6" 23' 2· 19' 7• 2s· o· 21· 10· 1a· s-23'9' 20'9" 17'6" 22· 8' 19• 1 o· 1s· 9• 21' 1· 18' 5' 15' 6' 24 44'4' 35' 2· 30' 9' 27' 6' 24' o· 20· 3• 25' o· 21· 10· 18' s· 23· 2· 20· 3· 17' 1· 21' 10· 19' 1' 16' 1· 20'9' 18' 1" 15' 3' 19'10' 17'4" 14' 7• 19· 5• 16' 1· 13' 7" 12 45' 10· 37' 10· 33' 1· 26' 6" 25' 10· 21' 9' 22' 11" 22' 11' 19' 9' 20' 6'e 20' 6'e 18' 4' I 18' 9"e 18' 9"e 17' 3"e 17' 4"e 17' 4'e 16' 5"e 16' 3"e 16' 3"e 15' 8'e 14' 6"e 14' 6'e 14' 6"1 800S137-43 3l 16 39' 9' 34' 4• 30'0' 22' 11' 22' 11· 19' 9' 19'111'e 19'10"e 18' o• 17' 9"e 17' 9"e 16' 8"el 16' 3'e 16' 3'e 15' 8"e 15' o•e 15' O'a 14'11"e 14' 1"e 14' 1·e 14' 1"e 12' 7'e 12'7"• 12'7't 24 32• s· 29· 11· 25· 3· 18' 9"e 18' 9'a 17' 3"e 16' 3'e 16' 3'e 15' 8"e 14' 6'e 14' 6"e 14' 6"1 13' 3'a 13' 3'e 13' 3'e 12'3"e 12'3"e 12'3'e 11'6"e 11'6'a 11'6"e 10'3'e 10'3"e 10'3"e 12 49' 2· 39' 4• 34' 4' 28' 6' 26' 10· 22' 7' 24' 9'e 24' 4' 20' 7' 122' 1"e 22' 1'e 19' 1" 20' 2"e 20' 2'e 11' 11'e 18' 8"e 18' 8"e 17' 1"e 17' 6'a 17' 6'e 16' 4"e 15' 8'e 15' 8"e 15' 2't 800S162-43 33 16 42· 10· 35• 8' 31 • 2· 24' 9"e 24' 4' 20' 7' 21' 5'e 21' S'e 18' 8"e 19' 2'e 19' 2"e 17' 4'e 17' 6'e 17' 6"e 16' 4"e 16' 2"e 16' 2'e 15' 6"e 15' 2'e 15' 2'e 14'10'e 13' 6"e 13'6'e 13' 6'e 24 34' 11· 31' 1' 27' 3' 20' 2"e 20' 2'e 11'11'e 17' 6'e 17' 6"e 16' 4"E 15' 8'e 15' 8'e 15' 2'e 14' 3'e 14' 3'e 14' 3"e 13' 3"e 13' 3'e 13' 3"e 12' 4"e 12' 4'e 12' 4'e 11' 1'e 11' 1"e 11' 1"e 12 51' 10· 41' 1· 35' 11· 30' 6' 28' 1' 23'8" 26' 5'e 25' 6'e 21' 6" 23' 8"e 23' 8'e 19' 11'e 21' 7'e 21' 7'e 18' 9'e 20' O"e 20' o·e 17' lO'e 18' 8'e 18' 8"e 17'1"e 16' 9'e 16' 9"e 1510"e 800S200·43 33 16 45' 10· 37' 4• 32• 8" 26' s·e 25' 6'e 21· 6' 22'11"1! 22'11"e 19' 6"e 20' 6'e 20' 6"e 18' 2'e 18' 8"e 18' 8"e 17' 1"a 17' 4'e 17' 4'e 16' 2"e 16' 2'e 16' 2"e 15' 6'e 14' 6"e 14' 6'e 14' s·e 24 37' 5" 32' 8" 28' 6" 21' 7'e 21' 7'e 18' 9"e 18' 8'e 18' 8'e 17' 1"e 16'9'e 16'9'e 1S111'e 15'3"e 15'3'e 14'11"8 14' 2"a 14' 2"e 14' 2"e 13' 3'e 13' 3'e 13' 3"9i 1f10"e 11'10"e 11',0-e 12 51· 2· 40• 1· 35' 6" 31• 9• 27' 8' 23• 4• 28' 10· 25' 2" 21' 3• 2s· 9• 23• 4' 19' 9• 2s· 2· 22· o· 18'7' 23'3" 20'11' 17'7" 21'9' 20'0" 16'10' 19•5· 18'7' 15'8" 800S137•54 50 16 46' 5' 36' 11 • 32' 3• 28' 10· 25' 2' 21' 3' 26' 2· 22' 10' 19' 3' 23' 10· 21' 3' 17' 11· 21'9' 20· o· 16' 10· 20·2· 19• o· 15· o· 18' 10· 18' 2· 15' 4• 16' 10· 16' 10· 14' 3' 24 40' 6" 32' 3" 28' 2· 2s· 2· 22· o· 18' 7' 21'9' 20· o· 16' 10· 19' 6" 18'7' 15'8" 17' 9' 17'5" 14' 9' 16'6'e 16'6'e 14'0" 15'5'e 15'5"e 13'4' 13'9'e 13'9'e 12'5"e 12 53' 2· 42' 3' 36' 10' 33• o· 28' 10· 24' 3• 29' 11· 26' 2' 22' 1· 27' 10· 24' 3• 20' 6' 26' 2· 22' 10· 19' 3" 24' 10· 21' 9• 18'4" 23• 5· 20· 9• 11· 6" 20· 11· 19• 3• 16' 3• 800S162-54 50 16 48'4' 38'4' 33'6" 29' 11· 26' 2· 22' 1' 27' 3' 23'9' 20' 1· 25' 3' 22' 1' 16' 7' 23' 5' 20' 9" 17' 6" 21· 8" 19'9' 16'8' 20' 3" 18' 10' 15' 11· 18' 1'e 17' 6"e 14' 9" 24 42' 1' 33' 6' 29'3' 26' 2' 22' 10· 19' 3' 23' 5• 20'9' 17' 6' 20' 11' 19' 3' 16' 3• 19' 1' 18' 2' 15' 4" 17' 8"e 17' 3"e 14' 6" 16'6'e 16'6"e 13'11' 14' 9'e 14' 9'e 12'11"e 12 55· 8" 44' 2' 38' 7• 34'6" 30' 2· 25'5' 31'4' 27' 5• 23' 1· 29' 1' 25' 5" 21' 5• 27' 5• 23' 11' 20' 2· 26' o· 22· 9• 19' 2· 24' 10' 21' 9' 18'4" 22' 4• 20'2' 11· o· 800S200-54 50 16 50' 7" 40' 2' 35' 1' 31' 4' 27' 5• 23' 1· 28' s· 24' 10· 21· o· 26' 5' 23' 1· 19' 6' 24' 10' 21' 9' 18' 4' 23' 1· 20'8' 17'5' 21Te 19'9' 16'8' 19' 4'e 18' 4'e 15' s· 24 44' 2" 35' 1· 30· 8" 27' 5' 23' 11" 20' 2" 24' 10' 21'9' 18' 4• 22'4" 20' 2" 17' o· 20· s·e 19' o· 16' o· 18' 10"e 18' o·e 15' 2· 17' 8"e 17' 3"e 14' 7"e 15' 9'e 15' 9"e 13' 6'a 12 54' 11· 43' 7• 38' 1· 34' o· 29' 9• 25' 1· 30· 11· 21· o· 22· s· 28' 8" 25' 1· 21·2· 21· o· 23' 1· 19· 11·125• 8" 22· 5• 18' 11· 24' 6" 21' 5" 18' 1· 22' 9• 19' 11' 16' 9' 800S137-68 50 16 49' 10· 39' 7• 34'7" 30• 11· 27' o· 22'9" 28' 1· 24'6" 20'8' 26' ,. 22' 9• 19'2" 24' 6" 21' 5' 18' 1· 23' 4• 20' 4' 17' 2· 22' 3" 19' 6' 16' 5• 19' 11' 18' 1' 15' 3• 24 43' 7" 34' 7• 30' 2· 27'0" 23'7' 19'11" 24'6' 21' 5" 18' 1· 22' g• 19' 11" 16' 9• 21'0" 18'9' 15'9' 19'5' 17'9' 15• o· 18'2' 17'0" 14'4" 16' 3• 15' 9' 13' 4' 12 57' 1' 45' 4' 39' 7" 35'4' 30'11" 26'1' 32'2' 26' 1· 23• 6' 29• 10· 26' 1· 22'0' 28' 1· 24' 6' 20· 8" 26' 6" 23'4" 19• 8" 25' 6" 22' 3' 18' 10 23• 8" 20· 8" 11· s· 800S162·68 50 16 51' 10· 41' 2' 35' 11" 32' 2· 28' 1' 23'8' 29' 2· 25'6" 21'6' 27' 1' 23· 8' 20·0· 25'6' 22' 3' 18' 10· 24' 3" 21'2" 17'10" 23' 2· 20' 3' 17' 1· 21' 3' 18' 10· 15' 10 24 45' 4' 35' 11' 31' 5' 28' 1· 24' 6' 20' 8' 25'6' 22' 3' 18' 10• 23' 8" 20' 8" 17'5' 22' 3' 19'6" 16' 5" 20'9' 18'6' 15' 7" 19'5' 17' 6' 14· 11· 17'4' 16'5" 13' 10 12 59'9' 47'5' 41' 5" 37' o· 32' 4• 27' 4• 33' 8' 29• s· 24· 10· 31• 3• 27' 4' 23'0' 29' 5' 25' a· 21' 8' 27' 11· 24' 5' 20'7" 26'9' 23' 4• 19' 8" 24' 10' 21' 8' 18'3" 800S200-68 50 16 54• 4• 43' 1· 37' 8" 33' 8' 29' 5" 24' 10· 30' 7• 26' 9" 22' 6' 28' 5• 24' 10· 20' 11· 26' 9' 23' 4• 19'8" 25'4" 22'2' 18' 8" 24' 3' 21' 2" 17' 11' 22'6" 19' 8' 16' 7' 24 147' 5' 37' 8' 32' 11· 29· 5· 2s· 8' 21· 8" 26' s· 23• 4' 19• a· 24' 10· 21· 8" 18' 3• 23' 4• 20· s· 11• 2· j 22· 2· 19' 4• 16' 4• 21· 2· 18' s· 15' 7• 19' 1"e 17' 2" 14' 6' 12 60' 10· 48' 4• 42• 2· 31• s· 32• 11· 27' 10· 34· 3· 29· 11· 25• 3• 131' 10· 27' 10· 23· 5• 29• 11· 26' 2· 22· 1· 28' s· 24• 10· 20· 11· 27' 2· 23• s· 20' 1· 25' 3' 22' 1· 18' 7" 800S137-97 50 16 55' 4· 43' 11' 38' 4• 34' 3• 29' 11· 25' 3• 31' 2· 27' 2' 22' 11· 26' 11· 25' 3' 21'4" 27' 2· 23'9' 20' 1' 25' 10· 22' 7• 1s· o· 24' 9" 21' 7" 18'3' 22'11' 20'1' 16'11" 24 48'4' 38'4' 33' 6" 29' 11· 26' 2' 22' 1· 27' 2' 23' 9' 20' 1· 25' 3• 22' 1' 18' 7" 23'9' 20'9" 17' 6' 22'7' 19'9" 16' 9• 21' 7' 18' 10· 15' 11' 20' 1· 17' 6' 14'9' 12 63' 5• 50' 4' 43' 11· 39' 3" 34' 4' 28' 11· 35' 8" 31' 2' 26' 4' 33• 2· 2s• 11· 24' 5• 31' 2· 21· 3• 23• o· 29' 7• 25' 11· 21' 10' 28' 4" 24' g• 20' 10 26'4' 23• o· 19'5' 800S162-97 50 16 57' 7• 45' 9• 39' 11· 35' 8' 31'2' 28'4' 32' 5• 28' 4' 23' 11' 30' 1' 26'4' 22'2' 28' 4' 24' 9• 20' 10 26' 11' 23• s· 19• 10 25• g• 22· 6' 19• o• 23• 11· 20· 10· 1n· 24 50' 4• 39' 11· 34' 11· 31' 2· 27' 3' 23'0' 28'4" 24' 9' 20' 10· 26'4" 23'0' 19' 5• 24' s· 21· 1· 18'3' 23•s· 20•5• 11•4• 22•5• 19'8" 1e·1·120·10· 1e•3• 1s•5• 12 66' 6" 52' 9' 46' 1· 41' 2· 36' o· 30' 4• 37' s· 32• 9• 21· 1· 34' 9" 30'4" 25'7" 32' 8" 28' 7" 24' 1' 31' 1· 27' 2· 22' 11· 29' 9" 25' 11· 21' 11· 27'7' 24' 1· 20' 4· 800S200·97 50 16 60' 5• 47' 11' 41' 11" 37'5" 32' 9• 27' 7" 34'0' 29' 9• 25' 1· 31' 7"' 27'7" 23' 3" 29'9" 25'11" 21'11" 28' 3" 24' 8" 20' 10 27' o· 23' 1· 19• 11· 25' 1· 21· 11· 18' 6' 24 52' g• 41' 11· 36' 7' 32' s· 2s· r 24' 1· 29' g• 25' 11" 21' 11· 27' 7" 24' 1· 20'4' 25' 11· 22· s· 19' 1· 24'8' 21'6" 18' 2· 23' 7" 20' 7" 17' 5• 21' 11" 19' 1" 16'2' 12 67' 1' 53' 3• 46' 6' 41' 7• 36' 4• 30' 8" 37' 9• 33• o· 27' 10 35' 1 • 30' 8' 25' 10 33· o· 28' 10· 24' 4· 31'4" 27'5" 23' 1· ao· o· 26' 2· 22· 1· 27' 10· 24' 4• 20' 6' 8008162-118 50 16 60· 11· 48' 4• 42• 3• I 37' 9• 33• o· 21· 10 34• 4• 30' o· 25' 3• 31' 10· 27' 10' 23' 6' 30· o· 2e· 2· 22· 1 • 2a· 6" z4· 10· 21' o-27' 3' 23' 9• 20' 1· 25" 3" 22' 1' 18' 8' 24 s3• 3• 42' 3• 36' 11• 33• o· 28' 10· 24' 4• I 30' o· 26' 2· 22' 1' 27' 10· 24' 4' 20'6" 26' 2· 22' 11· 19' 4• 24' 10· 21' 9' 18'4" 23' 9" 20' 9• 17'6' 22' 1' 19'4" 16' 3• 12 10· s· ss• 11· 48' 10· 43' 8" 38' 2· 32• 2· 39• s· 34' 8' 29' 3• 36' 10· 32' 2· 27' 1· 34' 6' 30' 3· 25' 6" 32' 11· 28' 9" 24' 3' 31' 6' 27' 6" 23' 2· 29' 3" 25'6' 21'6' 8008200-118 50 16 64'0' 50'9' 44'4' 39' 8" 34' 8' 29' 3• 36'0' 31' 6" 26'7" 33· 5· 29' 3• 24' 8" 31' 6" 27' 6" 23' 2· 29' 11' 26' 1· 22· o· 20· r 25' o· 21' 1' 26' 7" 23'2' 19' 7' 24 55' 11" 44' 4' 38'9' 34'8' 30' 3· 25' 6' 31' 6" 27' 6" 23' 2· 29' 3• 25' 6" 21' 6" 27' 6' 24' o· 20' 3' 26' 1' 22' 10" 19' 3' 25• o· 21· 10· 1 s· 5• 23' 2' 20'3' 17' 1· •e • web stiffeners required at ends. -;......,._ .ra/Jp No(e.'i ~, pap~ 25. Coml)l/es Wlt1' 2009, 2012 and 201S /BC www.SSMA.com 27 Project Name: 362S125-33 AT 16 INCH O.C Model: 362S125-33@ 16" O.C. Code: 2012 NASPEC [AISI S100-2012J 13.30 Rl 12.25 Section : 362S 125-33 Single C Stud R2 Maxo = 299.3 Ft-Lb Moment of lntertla, I= 0.42 in114 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (In) Span 249.5 0.833 249.5 48.0 Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmaxl lb-In/In In Ft-Lb Ma-d Span 0.00 147.0 305.9 0.816 Combined Bending and Web Crll!l!ling Reaction or Load Bearing Pa Pn Pt Load P(lb) (in) (lb) (lb) R1 81 .5 1.00 165.2 289.1 R2 81.5 1.00 165,2 289.1 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor VNa R1 81 .5 0.0 1.00 0.08 R2 81 .5 0.0 1.00 0.08 SIMPSON STRONG-TIE COMPANY INC P-26 Ceiling Joist Simpson Strong-Tie® CFS Designer™ 1.5.0.0 Ma(Brc) Ft-Lb 260.2 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 Mpos/ Ma(Brc) (In) Fy =33.0 ksi Va= 1023.6 lb Deflection Ratio 0.959 0.550 U267 lntr. Stiffeners Value Required? 0.26 NO 0.26 NO V+M lntr. 0.08 0.08 www.strongtie.com Project Name: 362S125-33 AT 24 INCH O.C Model: 362S125-33@24" O.C. Code: 2012 NASPEC [AISI S100-2012) 20.00 Rl 10.00 Section : 362S125-33 Single C Stud R2 Maxo= 299.3 Ft-Lb Moment of lntertla, I = 0.42 in ... 4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and DeflectiQn Che,;;k Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Span 250.0 0.835 250.0 48.0 Distortional Buckling Check Span K-phl Lm Brae Ma-d Mmax/ lb-in/in In Ft-Lb Ma-d Span 0.00 120.0 305.9 0.817 Combined Bending and Web Crleeling Reaction or Load Bearing Pa Pn Pt Load P{lb) (In) (lb) (lb) R1 100.0 1.00 165.2 289.1 R2 100.0 1.00 165.2 289.1 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor VNa R1 100.0 0.0 1.00 0 .10 R2 100.0 0.0 1.00 0.10 SIMPSON STRONG TIE COMPANY INC P-27 Ceiling Joist Simpson Strong-Tie® CFS Designer™ 1.5.0.0 Ma(Brc) Ft-Lb 260.7 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 Mpos/ Ma(Brc) (in) Fy = 33.0 ksi Va= 1023.6 lb Deflection Ratio 0.959 0.367 U327 lntr. Stiffeners Value Required? 0.31 NO 0.31 NO V+M lntr. 0.10 0.10 www.strongtie.com .... Project Name: 600S125-33 AT 16 INCH O.C Model: 600S125-33 @ 16" 0 .C. Code: 2012 NASPEC [AISI S100-2012] 13.30 17.50 Section : 600S 125-33 Single C Stud Maxo = 608.4 Ft-Lb Moment of lntertia, I = 1.36 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (In) Span 509.1 0.837 509.1 48.0 Distortional Buckling Ches;k Span K-phl Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 210.0 526.3 0.967 Combined Bending an!;! W~!:! Crl1212ling Reaction or Load Bearing Pa Pn Pt Load P(lb) (in) (lb) (lb) R1 116.4 1.00 152.8 267.4 R2 116.4 1.00 152.8 267.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor VNa R1 116.4 0.0 1.00 0.18 R2 116.4 0.0 1.00 0.18 SIMPSON STRONG-TIE' COMPANY INC P-28 Ceiling Joist Simpson Strong-Tie® CFS DesignerT"' 1.5.0.0 Ma(Brc) Ft-Lb 517.8 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 Mpos/ Ma(Brc) (In) Fy = 33.0 ksi Va =638.1 lb Deflection Ratio 0.983 0.699 U300 lntr. Stiffeners Value Required? 0.40 NO 0.40 NO V+M lntr. 0.18 0.18 www.strongtle.com Project Name: 600S125-33 AT 24 INCH O.C Model: 600S125-33@ 24" O.C. Code: 2012 NASPEC [AISI S100-2012) 20.00 14.25 Section: 600S125-33 Single C Stud Maxo= 608.4 Ft-Lb Moment of lntertia, I = 1.36 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexurj!I j!nd Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (In) Span 507.7 0.834 507.7 48.0 Dlstoijional Bu~kllng Check Span K-phl Lm Brae Ma-d Mmax/ lb-in/In In Ft-Lb Ma-d Span 0.00 171 .0 526.3 0.965 ~om!2ined Bending and Web Crieellng Reaction or Load Bearing Pa Pn Pt Load P(lb) (In) (lb) (lb) R1 142.5 1.00 152.8 267.4 R2 142.5 1.00 152.8 267.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor VNa R1 142.5 0.0 1.00 0.22 R2 142.5 0.0 1.00 0.22 SIMPSON TRONG-TIE COMPANY 1NC P-29 Ceiling Joist Simpson Strong.fie® CFS Designer™ 1.5.0.0 Ma(Brc) Ft-Lb 518.2 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 Mpos/ Ma(Brc) (in) Fy = 33.0 ksi Va= 638.1 lb Deflection Ratio 0.980 0.462 U370 lntr. Stiffeners Value Required? 0.48 NO 0.48 NO V+M lntr. 0.22 0.22 www.strongtie.com ... Project Name: 600$137-43 AT 16 INCH O.C Model: 600S137-43@ 16" 0.C. Code: 2012 NASPEC [AISI S100-2012] 13.30 21.25 Section: 600S137-43 Single C Stud Ma.xo= 1061.4 Ft-Lb Moment of lntertia, I = 2.04 in"4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural an~ Defle~tlon Ch~ck Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (In) Span 750.7 0.707 750.7 48.0 Distortional Buckling Check Span K-phl Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 255.0 985.0 0.762 Combined Bending and Web Cri1u1ling Reaction or Load Bearing Pa Pn Pt Load P(lb) (In) (lb) (lb) R1 141 .3 1.00 259.1 453.4 R2 141 .3 1.00 259.1 453.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt Load (lb) (Ft-Lb) Factor VNa R1 141 .3 0.0 1.00 0.10 R2 141 .3 0.0 1.00 0.10 SIMPSON STRONG "'IE COMPANV INC P-30 Ceiling Joist Simpson Strong-Tie® CFS Designer™ 1.5.0.0 Ma(Brc) Ft-Lb 949.1 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 Mpos/ Ma(Brc) (in) Fy = 33.0 ksi Va= 1415.7 lb Deflection Ratio 0.791 1.014 U252 lntr. Stiffeners Value Required? 0.28 NO 0.28 NO V+M lntr. 0.10 0.10 www.strongtie.com Project Name: 600S137-43 AT 24 INCH O.C Model: 600S137-43@ 24" O.C. Code: 2012 NASPEC [AISI S100-2012] 20.00 18.50 Section: 600S137-43 Single C Stud Maxo = 1061.4 Ft-Lb Moment of lntertia, I= 2.04 in114 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Fleiural and Deflection Check Mmax Mmax/ Mpos Bracing Span Ft-Lb Maxo Ft-Lb (in) Span 855.6 0.806 855.6 48.0 Distortional Buckling Check Span K-phl Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 222.0 985.0 0.869 Combined Bending and Web Cri1u;iling Reaction or Load Bearing Pa Pn Pt Load P(lb) (In) (lb) (lb) R1 185.0 1.00 259.1 453.4 R2 185.0 1.00 259.1 453.4 Combined Bending and Shear Reaction or Vmax Mmax Va Pt load (lb) (Ft-Lb) Factor VNa R1 185.0 0.0 1.00 0.13 R2 185.0 0.0 1.00 0.13 SIMPSON STRONG-TIE COMPANY INC P-31 Ceiling Joist Simpson Strong-Tie® CFS Designer™ 1.5.0.0 Ma(Brc) Ft-Lb 949.4 Mmax (Ft-Lb) 0.0 0.0 M/Ma 0.00 0.00 Mpos/ Ma(Brc) (in) Fy = 33.0 ksi Va= 1415.7 lb Deflection Ratio 0.901 0.876 U254 lntr. Stiffeners Value Required? 0.37 NO 0.37 NO V+M lntr. 0.13 0.13 www.strongtie.com Table Notes 1. Values are for simple span conditions. 2. For unbraced sections, allowable moment is based on the AISI 5100 Section C3.1.2 with unbraced length assumed to be the listed span. For mid-span braced sections, allowable moment is based on AISI S100 Section C3.1.2 with unbraced length assumed to be half of the listed span, 3. Web crippling check is based on l" of bearing at end supports. 4. For spans listed with "e", web stiffeners are required at end reactions. Gen rai Note All connel.tlons should be designed y a licensed design or fess1or,al 5. Web crippling and shear capacity have not been reduced for punchouts. If web punchouts occur near supports, members must be checked for reduced shear and web crippling in accordance with the AJSI S100. 6. Listed loads are total loads and have not been modified for strength or deflection calculations. 7. Allowable spans apply to pressures acting upwards or downwards on the surface of the ceiling/soffit. 8. See page 5 for additional table notes, Comol/es With 2009. 1012 aria 2015 IBC www. 5SMA. com 61 P-33 Bushra • Tsai • Incornorated JOB#: CONSUL TING STRUCTURAL ENGINEERS DATE: Sep-19 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 DESIGN: TEL 714.522.0911. FAX 714.522.1149 . Email: projects@btincse.com SHEET#· Design of Top Track ·r: 35 plf ... 5 plf 5 plf 5 plf 14' 30 plf 5 plf 22.5 plf 12' 9' l Max spacing of single 362T125-43 Track w/2 M = S X 12 lb.in Mx-x Resisting moment for single Track= 4840 lb.in L = j 12w Wall Load Single Track Ht. Ft Plf Max L Ft Use 9 22 .5 11.98 11.67 12 30 10.37 10 14 35 9.60 9.5 16 40 8.98 8.67 18 45 8.47 8 Wall Max Span For Single Height 362T125-43 Track FT 9 11'-8" 12 10'-0" 14 9'-6" 16 8'-8" 18 8'-0" Bushra • Tsai • Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911. FAX 714.522.1149 . Email: projects@btincse.com L=8.48 Design of horizontal braces 6' FT L=7.07 Max Load Ca pacity of Brace For 362S125-43 Stud Ty = fe 0.407 ;n s· FT A= 0.278 . l In ksi Equation (E2-2) Where K = 1.0 and E=29,000 ksi p fa= A ksi Max PAllow = Fa X A P-34 JOB#: DATE: Sep-19 DESIGN: SHEET#: 4' t: 4' )":..:::_-_-_-_ -_ .... _,_, -c------------1 L=S.65 FT ly= 0.046 in4 Bushra • Tsai· Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911. FAX 714.522.1149 . Email: projects@btincse.com 362 5125-33 Stud ry= 0.41 in Span Ft. 5.65 7.07 8.48 S= Single D=Double 362 5125-43 Stud Span Ft. 5.65 7.07 8.48 Allowable Reaction KL -r 165.4 206.9 248.2 ry= KL -r 169.5 212.1 254.4 Allow (P) 1.414 Fa Allow(P) Allow Ksi lb Reaction lb 5.46 1173 829 3.48 749 530 2.42 521 368 0.4 Fa Allow (P) Allow Ksi lb Reaction lb 5.19 1443 1021 3.32 922 652 2.31 641 453 JOB#: DATE: DESIGN: SHEET#: A= 0.215 Wall Ht. Ft. 9 12 14 16 ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok A= 0.278 Wall Ht. Ft. 9 12 14 16 ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok P-35 Sep-1 9 inl 18 ok ok ok ok ok ok ' l in 18 ok ok ok ok ok ok s D s D s D s D s D s D Bushra • Tsai • Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911. FAX 714.522.1149 . Email: projects@btincse.com Max Spacing between steel tubes Max Allowable (M)= 42,000 lb-in for 6" thick Slab M 42,000 lb F = R = -4-= 10,500 1 F = z X f X 3 X 3.5 = 10,500 f = 2000 psi Capacity of concrete in bearing= 0.7x4000 = 2800 psi =l.4x2000 M =Pxh P = wx L where h w = sx-2 h P=Sx-xL 2 h2 M=SXLX-2 2M L = Sh2 = 2800 psi (Where h= height of wall) (where L is spacing) in where M= 42,000 lb-in Max Spacing between steel tubes Wall Height Max Spacing Ft L (Ft) 9 17 12 10 14 7 16 5 18 4 JOB#: DATE: DESIGN: SHEET#: OK P __ _ h P-36 0.00 Sep-1 9 0 20 Bushra • Tsai • Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911. FAX 714.522.1149. Email: projects@btincse.com Design of Pole embedment Max (M)= 43,200 lb-in 6" 6" M 43,200 lb F = R = -4-= 10,800 1 lb F = 2. X f X 3 X 3.5 = 10,800 f = 2057 psi Capacity of concrete in bearing = 0.7f'c =0.7x4000=2800 psi =1.4x2057=2880 psi =3% shy OK / P-37 JOB#: 0.00 DATE : Sep-19 DESIGN: 0 SHEET#: 21 /.----..... 43,200 lb-in d ~ II II II II II II II II / II / II L II II II II II II II II II II IJ._JJ 3.5" ,---,, 10" Also that is without considering the soil resistance through passive pressure ' Bushra • Tsai • Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911 . FAX 714.522.1149 Email: projects@btincse.com I r r.r ,.-, ,.r - I I II = x I I <D I I ,<{ I I -~ C ~ 'TD 11 11 11 11 11 11 11 11 11 11 11 11 11 C~ iD 11 1 1 11 11 11 11 11 11 11 11 11 1 1 ~ Ill • I II r I I t-11 I I I I I I I I I I I I I I I I I I I I I I I I I CIT' 1 D I I I I I I I I I I I I I I I I PROVIDE ROUGH ~ I I 1 I I & CLEAN SURFACE 11 I 1 I I I !I I t 7 I & ·----l o I I o -~ I I I I I <1 ~ <1 I I l.l '-l ' <1 I I .0 A -I I .. ' I I C: :i ~1 11:1 1 1m~ 1ni1 11TTT1-' L. I I I I : 1 l '-I ll- CLOSURE <1 PLATE a:: 12" DIA. _J (.) : -T"o""T 11 I I I I I I :~ I I I I I I I I I I I I I I I I I I I I . ' = 0 I . ..... P-38 I -7 L ToP CONT . TRACK 125-43 ~ - l.l l.:i ., MIN . 362T H.S.S. 3 1 FOR SPAC SCREWS T WITH 1/4" /2" X 3 1/2" X 3/16" ING, SEE SCHEDULE 0 TUBE DIA. AT 12" 0. C. METAL ST UDS DULE® SEE SCHE BOTTOM C ONT. TRACK CONC. SLAB -EXISTING 71l· c:: "' Bushra • Tsai· Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W, WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911 . FAX 714.522.1149 , Email: projects@btincse.com Check of Ceiling Compression Strut Using CBC 2016 where D=Dead Load Effect where S05= Design spectral response acceleration parameter at short periods For working stress level= USE 0.3 D wt. of ceiling (D)= Sx12x12= Where K=l.O E=29,000 ksi p fa= -A 0.3 1.4 =0.21 720 lb Where A is the member cross sectional area P-39 JOB#: 0.00 DATE: Sep-19 DESIGN: 0 SHEET#: 22 '>&5(/ L Bushra ·Tsai· Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.091 1. FAX 714.522.1149 . Email: projects@btincse.com Design of Metal Studs Single Studs P= 216 lb E= 29,000 ksi fa= 0.8Fa Stud A (in') Min r (in) fa (ksi) Fa (ksi) KL/r Type 250S125-33 0.176 0.431 1.23 1.53 312 362S125-33 0.215 0.413 1.00 1.26 345 600S125-33 0.297 0.374 0.73 0.91 405 362S125-43 0.278 0.408 0.78 0.97 392 600S125-43 0.385 0.369 0.56 0.70 461 600S125-54 0.479 0.362 0.4S 0.56 514 Design of Metal Studs Double Studs P= 216 lb E= 29,000 ksi fa= 0.8Fa 12 rr2E Fa=-~- 23(kl)2 r Stud A (inL) Min r (in) fa (ksi) Fa (ksi) KL/r Type 2505125-33 0.176 1.006 1.23 1.53 312 3625125-33 0.215 1.4 1.00 1.26 345 6005125-33 0.297 2.179 0.73 0.91 405 362S125-43 0.278 1.395 0.78 0.97 392 600S125-43 0.385 2.173 0.56 0.70 461 600S125-54 0.479 2.161 0.45 0.56 514 L (ft) 11.2 11.9 12.6 13.3 14.2 15.5 J L (ft) 26.1 40.2 73.6 45.6 83.5 92.6 JOB#: DATE: DESIGN: SHEET#: Allow L(ft) KL/r=200 7 6.75 6 6.75 6 6 Allow L(ft) KL/r=200 16.75 23.25 36.25 23.25 36 36 P-40 0.00 Sep-19 0 23 .. Bushra • Tsai • Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911. FAX 714.522 .1149 . Email: projects@btincse.com SCHEDULE "1ETAL STUD SIZE MAX. HT. OF COMPRESSION STRUT AND GAUGE SINGLE STUD C DOUBLE STUD 25DS125-33 10' 20' 362S125-33 11' 27' 362S125-43 12· 27' 600S125-33 12· 41' 600S125-43 14' 42' 60DS125-54 15' 42' NOTES: P-41 Ir, FDR CONNECTION AT TOP, SEE ffi I I 1. FOR DOUBLE STUD ATTACH WEB TO FLANGE v,ml NO. B SCREW O 16" o.c. U.8.C. 4-SEISMIC WIRES AT go· APART ATTACHED TO MAIN RUNNERS AT 12'-0" O.C EACH WAY ANO 6" MAX. FROM WALLS. WIRES SHALL BE 451.IAX FROM HORIZONTAL PLANE TYP, / / / \ SCREW STUD TO MAIN RUNNER WITH 2-612 SCREWS (ESR-1308) , , I I I I I I I I I I I : I I , , , , : I A S.S. METAL STUD HAS A 1 1/4" WIDE FLANGE A W.C. METAL STUD HAS A 1 5/8" WIDE FLANGE. 2. SEE@ FOR ALTERNATE SECONDARY STUD WHERE REQUIRED BY SCHEDULE ATTACH TO MAIN STUD WITH (/8 SCREWS AT 16" O.C. HANGER WIRES AT 4'-0" O.C. TYP. AND AT 8" MAX. FROM PERIMITER WALL Bushra • Tsai • Incorporated CONSUL TING STRUCTURAL ENGINEERS 2564 W. WOODLAND DRIVE, ANAHEIM, CA 92801 TEL 714.522.0911. FAX 714.522.1149 .Email:projects@btincse.com EXISTING 2 X 6 RAFTERS OPTION FLATTEN Pl PE @ BOLT LOCATION TI -..__ -----1 I \ \ -I ----t-- 1 I I I PLAN VIEW '--I y EXISTING 2 X 6 RAFTERS (E) 4x PURLIN PIPE TUBE SEE SCHEDULE (E) 4x PURLIN --- NEW 2 X 6 BLOCKING BETWEEN THE EXISTING RAFTERS WITH 2-161~8 NAILS AT EACH END P-42 ti ... .. P-43 BTI -A 4 S.T.E.L. Engineering Team JOB __.=---""'--=-=;,......;_-- DATE --'-"'~=-..i==-=-"""-- A ~-!2i~ TEAM 2564 W. Woodland Or .. Anaheim. CA 92801 Tel: 714.522. 0911 • Email : info@4ste1eng.com <..,I.V\1t" Gpe.-~d ~ ·a\,J---laDO ..lbs U.(\•t-\.-.65vJ--~ 4J ,, ,...,~•• (...(.H\o -::: "5"5 ,, :: 4'-7• v,.ni-\-w,cl."t"'-.,:: ~-:,•· -= 4" -6" -- oAa, S,ps Wp ( ~ ....__ ( ~I'/ I:. } I "" ~ ~ ) -;:. ~ ( t r::2.J ,=f' = 0 , '3 '8" l l))\> -Ho,e-0rt~ c....cw-nft>"~ ()f ~·.srn,c.. forc.e -= €."' -0 -3'is' " 1:2.00 ..u::,s =-t;s~ .£1,,~ V.ex--1-\cJ ~ of ~;smic.. Fl.€.--= Sv -= o .:z. ~ ~ ~ o.;2.,c .-:,C,1"1' r:1.00;). V ;. q Co VV\~ V',. oqasufC..-=-C.. i .. :: 0,00:::Z'SCo~..;~~1,t:J'l::eVt... ~ ~~ -= 0 ,'1 .p..-h -.:ZC> f+ 4 Ki."='=-I.O 4 jc:"" , o . 8 S Lt t'.-<-=-l,O -:: /~-3 ~s 'b-i ~o.00:;'5(o>t oCf,.. 1.oxo,'ls'-Sx/,D X t:f(p,,_ -= \8".05 p-:sf F.., "" /r;.ospsf x /. q )(" 4 (-f ,,., C..t-:+-fl- :::. 8"'41 .,.l.Qs = Fv = 16",0"?p~f X 1,s-,,. 4 ft X ~ nf.i --= <.o~G\..Vos ,. • P-44 ~BTI ~ BTI -A 4 S.T.E .L. Engineering Team JOB# ,Q:3 ·2.00:J: DATE MM • ~02 ~ A ~,!&+k TEAM 2564 W. Woodland Or., Anaheim. CA 92801 Tel: 714.522. 0911 • Email: info@4steleng.com DESIGN '.B:I::'I; L, 4 c..,,\,e~ Cc, a c,; o d ~(.1-e-.>lL 1-hJhRSr 1-1-tr{.d~,.,,..,..,..._ bual due. .fo o,qp -/,OW ~ C4-n~.y,a..}}c.,\.., Co.Ci~ 1-:ioo ~s "' 4 %"] -C 1.0 -.c: 84? ...ti~ :s..,.. 4 o/.:::l. "J ,z.. :::c 48 -r.....,_ ... :21..1,1 )c. .,. I~ /4 -:-It? ,,f't,/2 -.:: 8 9 j_Jp-s l, 3 sc-r~ +o .ut.C-h hg.-bare [ihec'.Ar ccpat.,;,Y. ~f 111:z -n;;~ 5cY~s '@ 1f( (qA ViA~ = 3~5 A]139b:s ~ol<:..--- 'U.V\~ 'Dl.. ~ a.co~ t 0iGC? ~ ~ = 4~2' ..tt,.5 -4 ") LL = :i.~ fSr" 4 A -'8"0 ,e1- t2 '·0'' The.. btA ;..e}-l-(f7 mem b-er , 11 /4M 1...f t CJ/<; r> t rs s im ,'-¼ r -rv ~ x 14 5-et. Em-ertdl.. ~ruff f",' &;<14 Project Title: Engineer: P-45 Project ID: Project Descr: I Wood Beam Project File: Check RTU 4x.ec6 UC# : KW-06016269, Build:20.22.10.25 DESCRIPTION: Check New 4x for RTU 4 S.T.E.L. ENGINEERING. INC. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 1600 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing Douglas Fir-Larch Select Structural Fe -Prll Fe -Perp Fv Ft Beam is Fully Braced against lateral-torsional buckling D(O 468) Lr(O 08) 0(0 $64) 4x10 Span = 8 0 ft 1600 psi Ebend-xx 1600ksi 1100 psi Eminbend -xx 580ksi 625psi 170psi 950 psi Density 31 .21 pcf D(O 468) f Lr(0.08) * Applied Loads Service loads entered. Load Factors will be applied for calcu lations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0640 , Tributary Width = 1.0 ft Uniform Load : Lr= 0.080 k/ft, Extent= 0.0 --» 2.0 ft, Tributary Width = 1.0 ft Uniform Load : Lr= 0.080 k/ft, Extent= 6.0 --» 8.0 ft, Tributary Width = 1.0 ft Point Load : D = 0.4680 k @ 2.0 ft Point Load : D = 0.4680 k @ 6.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.201: 1 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb: Actual = 348.14psi fv: Actual F'b = 1,728.00psi F'v Load Combination D Only Load Combination Location of maximum on span = 4 000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= 16621 >=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.054 in Ratio= 1773>=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Segment Length V CD CM Ct Clx CE Cfu C . Cr M fb I DOnly Length = 8.0 ft 1 0.201 0.205 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.45 348.1 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 8.0 ft 1 0.161 0.169 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.61 386.6 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 8.0 ft 1 0.157 0.163 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.57 377.0 +0.600 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Design OK = 0.205 : 1 4x10 = 31 .29 psi = 153.00 psi DOnly = 7.241 ft = Span# 1 F'b V fv 0.0 0.00 0.0 1,728.0 0.68 31 .3 0.0 0.00 0.0 2,400.0 0.77 35.9 0.0 0.00 0.0 2,400.0 0.75 34.7 0.0 0.00 0.0 0.0 153.0 0.0 212.5 0.0 212.5 0.0 Project Title: Engineer: Project ID: Project Descr: I Wood Beam LIC#: KW-06016269, Build:20.22.10.25 DESCRIPTION: Check New 4x for RTU 4 S.T.E.L. ENGINEERING, INC. Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # M V CD CM Ct CLx CE Cfu C i C r Length = 8.0 ft 1 0.068 0.069 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "." Defl Location in Span Load Combination +D+Lr 0.0541 4.029 M 0.87 Vertical Reactions Support notation : Far left is #1 Load Combination Max pwar ram all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+Lr +D+0.750Lr +0.60D Lr Only Support 1 Support 2 0.884 0.884 0.884 0.884 0.724 0.724 0.724 0.724 0.884 0.884 0.844 0.844 0.434 0.434 0.160 0.160 P-46 Project File: Check RTU 4x.ec6 (c) ENERCALC INC 1983-2022 fb F'b V fv F'v 208.9 3,072 .0 0.41 18.8 272.0 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 Project Title: Engineer: P-47 Project ID: Project Descr: \ Wood Beam Project File: Check RTU 4x.ec6 UC#: KW-06016269, Build:20.22.10.25 4 S.T.E.L. ENGINEERING, INC. (c) ENERCALC INC 1983-2022 DESCRIPTION: Check Upgraded Joist for RTU CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Douglas Fir-Larch Select Structural Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling ~---~-----=L'--'-r(o,,.,. 0=..;:8:,_) ___ ~---~O(1fl-0A68) D(O 468) D 0.064 6x14 r Span = 27.50 ft 1,600.0 psi 1,600.0 psi 1,100.0 psi 625.0 psi 170.0 psi 950.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf Applied Loads Service loads entered Load Factors will be applied for calculations Beam self weight NOT internally calculated and added Uniform Load : D = 0.0640 , Tributary Width = 1.0 ft Uniform Load : Lr = 0.080 k/ft, Extent= 0.0 --» 11 .750 ft, Tributary Width= 1.0 ft Uniform Load : Lr= 0.080 k/ft, Extent= 15.750 --» 27.50 ft, Tributary Width= 1.0 ft Point Load : D = 0.4680 k@ 11 .750 ft Point Load : D = 0.4680 k @ 15. 750 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.621: 1 Maximum Shear Stress Ratio Section used for this span 6x14 Section used for this span fb: Actual = 1,226.24psi fv: Actual F'b = 1,974.00psi F'v Load Combination +D+Lr Load Combination Location of maximum on span = 13.750ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.442 in Ratio= 747 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 1.280 in Ratio= 257 >=240 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination ax Segment Length Span# M V CD CM Ct CLx CE Cfu Ci Cr M D Only Length = 27 .50 ft 1 0.584 0.169 0.90 1.00 1.00 1.00 0.987 1.00 1.00 1.00 11 .55 829.6 +D+Lr 1.00 1.00 1.00 0.987 1.00 1.00 1.00 Length= 27.50 ft 1 0.621 0.202 1.25 1.00 1.00 1.00 0.987 1.00 1.00 1.00 17.07 1,226.2 +D+0.750Lr 1.00 1.00 1.00 0.987 1.00 1.00 1.00 Length= 27 .50 ft 1 0.571 0.182 1.25 1.00 1.00 1.00 0.987 1.00 1.00 1.00 15.69 1,127.1 +0.60D 1.00 1.00 1.00 0.987 1.00 1.00 1.00 Design OK = 0.202 : 1 6x14 = 43.01 psi = 212.50 psi +D+Lr = 0.000 ft = Span# 1 F'b V fv 0.0 0.00 0.0 1,421.3 1.28 25 .8 0.0 0.00 0.0 1,974.0 2.13 43.0 0.0 0.00 0.0 1,974.0 1.92 38.7 0.0 0.00 0.0 F'v 0.0 153.0 0.0 212.5 0.0 212.5 0.0 Project Title: Engineer: Project ID: Project Descr: I Wood Beam UC#: KW-06016269, Build:20.22.10.25 4 S.T.E.L. ENGINEERING, INC. DESCRIPTION: Check Upgraded Joist for RTU Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# M V CD CM Ct CLx CE Cfu C i C r M Length= 27.50 ft 1 0.197 0.057 1.60 1.00 1.00 1.00 0.987 1.00 1.00 1.00 6.93 Overall Maximum Deflections Load Combination Span +D+Lr Vertical Reactions Load Combination Max Upwar from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+Lr +D+0.750Lr +0.60D Lr Only Max. "-" Defl Location in Span Load Combination 1.2796 13.850 Support notation : Far left is #1 Support 1 Support 2 2.288 2.288 2.288 2.288 1.348 1.348 1.348 1.348 2.288 2.288 2.053 2.053 0.809 0.809 0.940 0.940 P-48 Project File: Check RTU 4x.ec6 (c) ENERCALC INC 1983-2022 fb F'b 497.7 2,526.7 0.77 15.5 272.0 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 McKenna Environmental 10573 W. Pico Blvd., #59 Los Angeles, CA 90064 (310) 386-0974 Fax: (310) 474-7705 ASBESTOS & LEAD INVESTIGATION REPORT PREPARED FOR REXFORD INDUSTRIAL REAL TY, INC. 11620 WILSHIRE BL VD., 10TH FLOOR LOS ANGELES, CALIFORNIA 90025 PERFORMED AT 2451 IMP ALA DRIVE, UNIT A CARLSBAD, CALIFORNIA SUBMITTED TO MR. COLE CUCINELLA APRIL 12, 2023 McKenna Environmental, INc. Rexford Industrial Realty , Inc. 11620 Wilshire Blvd., 10> Floor Los Angeles, CA 90025 Attention: Mr. Cole Cucinella SUBJECT: Asbestos & Lead Investigation 2451 Impala Drive, Unit A, Carlsbad, California Dear Mr. Cucinella: April 12, 2023 McKenna Environmental, Inc. is pleased to submit this report of our Asbestos & Lead Investigation for the planned renovation at 2451 Impala Drive, Unit A, Carlsbad, California. Please refer to the Conclusions and Recommendations on pages 4 & 6 of this report. We appreciate your selection of McKenna Environmental, Inc. for this project and look forward to assisting you further on this and other projects. If you have any questions, please do not hesitate to contact us. Sincerely, Rick McKenna DOSH Certified Asbestos Consultant #92-0683 DPH Certified Lead Inspector/Assessor, Lead Project Monitor #LRC-4970/4971 2451 Impala Drive, Unit A, Carlsbad, California McKenna Environmental, Inc. Asbestos Bulle Survey 1.0 2.0 3.0 Executive Summary Limitations Certification Lead Paint Chip Survey 1.0 2.0 3.0 Executive Summary Limitations Certification Appendices 4 5 5 6 7 7 Page3 Appendix A-Asbestos Laboratory Bulle Sample Analysis and Bulle Sample Log Appendix B-Lead Laboratory Bulk Sample Analysis and Bulk Sample Log Appendix C-Sketch of Floor Plan Plotting Sample Locations Appendix D-Certifications Appendix E-Photos 2451 Impala Drive, Unit A , Carlsbad, California McKenna Environmental, Inc. 1.0 EXECUTIVE SUMMARY Page4 McKenna Environmental, Inc. was retained by Rexford Industrial Realty (Rexford) to do the following: Perform an asbestos bulk survey to identify readily accessible suspect asbestos-containing materials (ACM) for the planned renovation at 2451 Impala Drive, Unit A, Carlsbad, California Collect bulk samples of suspect materials Document the physical condition, friability, and location of suspect materials Submit bulk samples to a laboratory for analysis for asbestos content Prepare a report of findings and conclusions. The bulk survey was conducted on April 5, 2023 by McKenna Environmental, Inc.'s representative, Mr. Daniel Gonzales, under the direction of Mr. Rick McKenna. Accessible suspect asbestos-containing materials were visually identified and evaluated. The scope of work was conducted in compliance with current local, State and Federal asbestos regulations. Thirty-four (34) bulk samples were submitted to AIH Laboratories in Anaheim, California and originally analyzed by Polarized Light Microscopy (PLM) using EPA Method 600/R-93/116 in accordance with 40 CFR 763, Subpart F, Appendix A (AHERA). All materials were found negative for asbestos as follows: Drywall w/ Joint Compound, 2' x 4' Fissure Ceiling Panels, 6" Brown Cove Base w/ Brown Wall Adhesive, 4" Brown Cove Base w/ Tan Wall Adhesive, 4" Black/Brown Cove Base w/ Yellow Wall Adhesive, Brown Carpet Mastic, White FRP Mastic & Gray Window Caulking Appendix A -Laboratory Asbestos Bulk Sample Analysis and Asbestos Bulk Sample Log Appendix C -Sketch of Floor Plan Plotting Sample Locations Appendix E -Photos 2451 Impala Drive, Unit A, Carlsbad, California McKenna Environmental, Inc. 2.0 LIMITATIONS Page5 This survey was planned and implemented on the basis of a mutually agreed scope of work and McKenna Environmental, Inc.'s previous experience in performing building surveys for ACM and the goals and objectives of the client. The survey was conducted in conformance with generally accepted current standards for identifying and evaluating asbestos in building materials. McKenna Environmental, Inc. uses only qualified professionals to perform building surveys; reasonable effort was made to survey accessible suspect materials. McKenna Environmental, Inc. 's assessment of the risk of exposure to airborne asbestos fibers followed generally accepted protocols and is based on conditions at the time of the survey. McKenna Environmental, Inc. is not responsible for changes in conditions or accepted protocols subsequent to our site visit. 3.0 CERTIFICATION Survey and Report by: Rick McKenna DOSH Certified Asbestos Consultant #92-0683 2451 Impala Drive, Unit A, Carlsbad, California McKenna Environmental, Inc. 1.0 EXECUTIVE SUMMARY Page 6 McKenna Environmental, Inc. was retained by Rexford Industrial Realty (Rexford) to do the following: Perform lead paint chip survey to identify readily accessible suspect lead-containing materials and lead-based paint for the planned renovation at 2451 Impala Drive, Unit A, Carlsbad, California Collect paint chip samples down to the substrate Document the physical condition and location of suspect materials Submit paint chip samples to a laboratory for analysis for lead content Prepare a report of findings and conclusions. The paint chip survey was conducted on April 5, 2023 by McKenna Environmental, Inc.'s representative, Mr. Daniel Gonzales, under the direction of Mr. Rick McKenna. The scope of work was conducted in compliance with current local, State and Federal lead regulations. According to the U.S. Department of Housing and Urban Development's (HUD) Guideline Document Lead-Based Paint: Guidelines for Hazard Evaluation and Control of Lead-Based Paint Hazards in Housing, published in the Federal Register, June 1995, paint that is found to have a concentration of at least 5,000 parts per million (0.5 percent) is considered to be LBP. Furthermore, any interior or exterior paints that have greater than 600 parts per million (0.06 percent) of lead are considered by the Consumer Products Safety Commission to be LBP. However, for purposes of this survey, any material containing any detectable level of lead is subject to OSHA's Lead Exposure in Construction Rule (29 CFR Part 1926). Any work that disturbs these materials must be performed in accordance with these and any other applicable standards. Two (2) paint chip samples were submitted to AIH Laboratories in Anaheim, California and originally analyzed by Atomic Absorption Spectroscopy (AAS) using the NIOSH Method 7420. The following materials tested <O. 06% and are not lead-containing paint: Beige Drywall Wall, & Brown Ceramic Floor Tile Appendix B -Laboratory Lead Bulk Sample Analysis and Lead Bulk Sample Log Appendix C -Sketch of Floor Plan Plotting Sample Locations Appendix E -Photos 2451 Impala Drive, Unit A, Carlsbad, California McKenna Environmental, Inc. 2.0 LIMITATIONS Page 7 This survey was planned and implemented on the basis of a mutually agreed upon scope of work and McKenna Environmental, Inc.'s previous experience in performing building surveys for LBP. The survey was conducted in conformance with generaUy accepted current standards for identifying and evaluating lead-based paints on building materials. McKenna Environmental, Inc. uses only qualified personnel to perform building surveys. 3.0 CERTIFICATION Survey and Report by: Rick McKenna DPH Certified Lead Inspector/Assessor, Lead Project Monitor #LRC-4970/4971 Appendix A-Asbestos Laboratory Bulk Sample Analysis and Asbestos Bulk Sample Log CHAIN OFC 2556 W Woodland Dr Anaheim, CA 92801 111111111111 111111111111111111111111111111111 2307557 Phone:(562) 860-2201 www.aihlab.com I ·;•.~·-·~, ... _.!I •• -~·.-:~~:-.~:·:·;,......-------------labSa_ttb;~kiltib~f.:'i ; , • ,·n,···~:!.<'..:-.-.;.;~;l=IM=c=K=e=n=n=a=E=n=v=ir=o=n=m=e=n=ta=,==~ Vl4-1A 3356 Ramsey Road Cambria, C 1(310)386-0974 D 1 hour 0 2 hours D 4 hours D 8 hours g ~::;:rs E]Rush 3 days D 5 days Asbestos Air PCM: 0 NIOSH 7400 0 N!OSH 7400 B Rules (Fiber Glass) Asbestos Bulk: 0 PLM(EPA 600/R-93-116) <----Check this for asbestos testing Asbestos Bulk Point Count: 0 PLM(EPA 600/R-93-116) Counts: 0 400 0 1000 0 Other: __ _ D Lead D PCM McKenna Environmental Date: Client: Site: l,. Pro·ect No.: Sample HA Number Number I l "2... .3 '+ ~ 6 7 - R L- q I ('") l) \1. .. 13 14 . NA= Not Analyzed ND = Not Detected N = Negative 11111111111111111 lllll lllll lllll lllll!III IIII 2307557 ASBESTOS BULK SAMPLING FIELD LOG Material Sampled Sample Location ~Y...,.L1L '-1-:rcr-'>.J, --~~ E~~ .. >rf--c:.. Rr.rP-~-'-s .... H"-t,L,lA_L,--r' -C'iQ. '"3 -~1..- ,< -~I-./ ~~r.~ -.5 M ,.-;. ' --'""' -z...x 4 F'ZSS ~ /" ,e71. ..,..._ -P~f-.LC i -cm.. :s-era.. s--c-rR. n,OGJ J..Rr.-1..,-C,-A.. f2.eaS~-CTf.2 ~r~J....GG -',J .. ~IQ.8-K ~c,...A -< Friable: Friability Codes: N = Non~friable; F = Friable Cond.: Condition Codes: G = Good; F = Fair; P = Poor Quantity Analytical Friability Condition Results . st= ,.__, t:=" fr~ I !., ct:::t, ~ .. SF-'7 J Q::::lD F" G~ ~ --~- McKenna Environmental L~ I 1\\111\\\ ill\\~ 1\\\\1\\ Iii \II\\\ ' : 4/~/t. ; Date: 2307557 I I Client: I R Site: -z. Pro· ect No.: Ins ASBESTOS BULK SAMPLING FIELD LOG Sample HA Number Number I o:;-3 lh 17 - J p, 4 IC) 7.~ - -, J ~ -z. ""t. -z..~ 1.4-;:; -z..~ ~ -,_-, 7'-i'. ... NA = Not Analyzed ND = Not Detected N =Negative Material Sampled Sample Location b 11 r,i,n..-.--J rav!=. nt..J....r:t= \,.,/8~ ·-~ -~---, i:. -,..__, 1~ ~LL -'--DH~..,,c_ l -s ;.........,, l 1'--1.t=,a.. J< -,-.J) ,__, 1+1• [3/lrJ~ rn vt= n....l... ,._ ~ .....,,/ T~ i-..J,.J I '7\.ot=-.L ~ -1"' -~/-.,, .(.n.w a:rv~ l ... ,._,,-..J l -A.>! r- '+' I 131 ,L ~ ,_ • r.,,.,.ur-:_ R..L.C:l:'.,-/ I~-t:../., ..... .J ~ Yt=.l • --• ~u.,. .LnH(:;.~c1t:. I'") ..:IC. _.) .L .LJ r..L -E: 1 c-->-...>)G- r:ton~ O-Af¥:T" M-1,,,,in::I:C::. G~i-< .o---<: ,...,, fTl-1 t";.L->-..J/~ ~G-6-.< A-.J o,PG,._,, ,l...,.R6J... -('_"711< ---i -AJlr- Friable: Friability Codes: N = Non-friable; F = Friable Cond.: Condition Codes: G = Good; F = Fair; P = Poor Quantity AnalyticaJ Friability Condition Results -~g:: A.~~ &x=D I ~ .. l /C>r-JS{: JJ!= Gr>-n -.... ~st= >-.JF l .J-F ,,, JI~ I -. l SP ~F L.~ r.,0~ I ... --. .. McKenna Environmental Date: I \lllll lllll \11111111\ 1111111111 l\t\l lll\ 1111 2307557 Asaes-rcx BULK SAMPLING FIELD LOG Sample HA Material Sampled Sam pie Location Number Number -z...q 7 ......,H-::cri::. C'tO.tO -/!JJ...vf--,_L \.v---~,,. <:. _A....J/ CE 3-0 I I M.c • .JC -V .31 l l -.Sit: 37 ~ {;.t:;,1. ,._, ~~~r .... , r.L, » ,,-,r. (-',CT"t::4-__,, -s :)~ I ~ ,/ .._,, "'34 l -S/,.___,, NA = Not Analyzed Friable: Friability Codes: N = Non-friable~ F = Friable ND= Not Detected Cond.: Condition Codes: G = Good; F = Fair; P = Poor == Negative Quantity Analytical Condition Results ,_00,g:-,.,__,p (';,r,,,..;:;--,. I l ,_ Ao.SF >vF C ;._,~_ii") . -- BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY 2556 W Woodland Dr Anaheim, CA 92801 Layer 1. 2. Layer 1. 2. Layer 1. 2. Layer 1. 2. Layer 1. 2. Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A LablD·230755701 Layer Description White compacted powdery material with paint White chalky material with paper LablD·230755702 Layer Description White compacted powdery material White chalky material Lab ID· 230755703 Layer Description White compacted powdery material with paint White chalky material with paper LablD·230755704 . Layer Description White compacted powdery material with paint White chalky material with paper Lab ID· 230755705 Layer Description White compacted powdery material with paint White chalky material Lab Notes at Page 8 V14-1A Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected i'IIII.AP l.1\8 cooe ,000111-0 Phone:(562) 860-2201 www.aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysls Method: EPA 600/R-93-116 & EPA 600/M4-82-020 Cllent ID· 1-1 Other Fibrous Material % Other Non Fibrous Material None Detected JC/Binder, Paint Cellulose 6% Gypsum/Binder Cllent ID· 2-1 Other Fibrous Material % Other Non Fibrous Material None Detected JC/Binder Cellulose 2% Gypsum/Binder Client ID: 3-1 Other Fibrous Material % Other Non Fibrous Material None Detected JC/Binder, Paint Cellulose 6% Gypsum/Binder Client ID: 4-1 Other Fibrous Material % Other Non Fibrous Material None Detected JC/Binder, Paint Cellulose 6% Gypsum/Binder Client ID· 5-1 Other Fibrous Material % Other Non Fibrous Material None Detected JC/Binder, Paint Cellulose 2% Gypsum/Binder Page 1 of8 ,"!,~-~' AIH ✓-, ,J LAB□RAT□RY BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY ~l~~~ 2556 W Woodland Dr Anaheim, CA 92801 Layer 1. 2. Layer 1. 2. Layer 1. Layer 1. Layer 1. Layer 1. Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A LablD·230755706 Layer Description White compacted powdery material with paint White chalky material with paper LablD·230755707 Layer Description White compacted powdery material with paint White chalky material with paper Lab ID· 230755708 Layer Description Grey compressed fibrous material with paint LablD:230755709 Layer Description Grey compressed fibrous material with paint Lab ID· 230755710 Layer Description Grey compressed fibrous material with paint Lab ID: 230755711 Layer Description Grey compressed fibrous material with paint Lab Notes at Page 8 V14-1A Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected Asbestos Type % None Detected Asbestos Type % None Detected Asbestos Type % None Detected Asbestos Type % None Detected l'IVI.AP I.All COO£ !!OOOT!H Phone:(562) 860-2201 www.aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysis Method: EPA 600/R-93-116 & EPA 600/M4-82-020 Client ID· 6-1 Other Fibrous Material % Other Non Fibrous Material None Detected JC/Binder, Paint Cellulose 6% Gypsum/Binder Client ID· 7-1 Other Fibrous Material % Other Non Fibrous Material None Detected JC/Binder, Paint Cellulose 6% Gypsum/Binder Client ID· 8-2 Other Fibrous Material % Other Non Fibrous Material Mineral Wool 70%, Binder/Filler, Paint Cellulose 20% Client ID: 9-2 Other Fibrous Material % Other Non Fibrous Material Mineral Wool 70%, Binder/Filler, Paint Cellulose 20% Client ID· 10-2 Other Fibrous Material ¾ Other Non Fibrous Material Mi neral Wool 70%, Binder/Filler, Paint Cellulose 20% Client ID · 11-2 Other Fibrous Material % Other Non Fibrous Material Mineral Wool 70%, Binder/Filler, Paint Cellulose 20% Page 2 of8 BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY 2556 W Woodland Dr Anaheim, CA 92801 Layer 1. Layer 1. Layer 1. Layer 1. 2. Layer 1. 2. Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A LablD·230755712 Layer Description Grey compressed fibrous material with paint Lab ID· 230755713 Layer Description Grey compressed fibrous material with paint LablD·230755714 Layer Description Grey compressed fibrous material with paint LablD·230755715 Layer Description Brown flat rubbery material Tan mastic LablD:230755716 Layer Description Brown flat rubbery material Tan mastic Lab Notes at Page 8 Asbestos Type % None Detected Asbestos Type % None Detected Asbestos Type % None Detected Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected V14-1A N\'V,P I.All C00e 5000n,c Phone:(562) 860-2201 www .aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysis Method: EPA 600/R-93-116 & EPA 600/M4-82-020 Cllent ID· 12-2 Other Fibrous Material % Other Non Fibrous Material Mineral Wool 70%, Binder/Filler, Paint Cellulose 20% Cllent ID· 13-2 Other Fibrous Material % Other Non Fibrous Material Mineral Wool 70%, Binder/Filler, Paint Cellulose 20% Cllent ID• 14-2 Other Fibrous Material % Other Non Fibrous Material Mineral Wool 70%, Binder/Filler, Paint Cellulose 20% Client ID· 15-3 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder Client ID: 16-3 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder Page 3 of8 Layer 1. 2. Layer 1. 2. 3. Layer 1. 2. 3. Layer 1. 2. BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A Lab ID· 230755717 Layer Description Brown flat rubbery material Tan mastic LablD·230755718 Layer Description Beige flat rubbery material Tan mastic Textured paint with white compacted powdery material LablD·230755719 Layer Description Beige flat rubbery material Tan mastic Textured paint with white compacted powdery material Lab ID· 230755720 Layer Description Beige flat rubbery material Tan mastic Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected None Detected Asbestos Type % None Detected None Detected None Detected Asbestos Type % None Detected None Detected NVLAP lJ\11 COOi! 500079-0 Phone:(562) 860-2201 www.aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysls Method: EPA 600/R-93-116 & EPA 600/M4-82-020 Cllent ID· 17-3 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder Client ID· 18-4 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder None Detected JC/Binder, Paint Client ID· 19-4 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder None Detected JC/Binder, Paint Client ID· 20-4 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder Lab Notes at Page 8 V14-1A Page 4 of8 Layer 1. 2. 3. Layer 1. 2. 3. Layer 1. 2. Layer 1. Layer 1. BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A LablD:230755721 Layer Description Brown flat rubbery material Tan mastic White compacted powdery material with paint LablD·230755722 Layer Description Brown flat rubbery material Tan mastic White compacted powdery material with paint Lab ID· 230755723 Layer Description Brown flat rubbery material Tan mastic Lab ID· 230755724 Layer Description Tan mastic Lab ID· 230755725 Layer Description Tan mastic Asbestos Type 0.4 None Detected None Detected None Detected Asbestos Type% None Detected None Detected None Detected Asbestos Type% None Detected None Detected Asbestos Type % None Detected Asbestos Type % None Detected N\'l.AP I.All COOf 5C00111-0 Phone:(562) 860-2201 www.aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysls Method: EPA 600/R-93-1 1 6 & EPA 600/M4-82-020 Cllent ID: 21 -5 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder None Detected JC/Binder, Paint Cllent ID· 22-5 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder None Detected JC/Binder, Paint Cllent ID· 23·5 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler None Detected Mastic/Binder Client ID· 24-6 Other Fibrous Material % Other Non Fibrous Material None Detected Mastic/Binder, Fine Particles Client ID· 25-6 Other Fibrous Material % Other Non Fibrous Material None Detected Mastic/Binder, Fine Particles Lab Notes at Page 8 Vl4-1A Page 5 of8 :{'.<~ f AIH BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY ~lM~~~ • ~~·~ ,;;•• ' ~ LABORATORY 2556 W Woodland Dr Anaheim , CA 92801 Layer 1. Layer 1. Layer 1. Layer 1. Layer 1. Layer 1. Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A Lab ID: 230755726 Layer Description Tan mastic LablD·230755727 Layer Description Tan mastic LablD:230755728 Layer Description Tan mastic Lab ID· 230755729 Layer Description Hard white material with white woven fibrous material Lab ID· 230755730 Layer Description Hard white material with white woven fibrous material Lab ID· 230755731 Layer Description Hard white material with white woven fibrous material Lab Notes at Page 8 V14-1A Asbestos Type% None Detected Asbestos Type % None Detected Asbestos Type % None Detected Asbestos Type% None Detected Asbestos Type % None Detected Asbestos Type % None Detected NVLAP lJ\B COOe !0007~0 Phone:(562) 860-2201 www.aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysis Method: EPA 600/R-93-116 & EPA 600/M4-82-020 Client ID· 26-6 Other Fibrous Material % Other Non Fibrous Material None Detected Mastic/Binder, Fine Particles Client ID· 27-6 Other Fibrous Material % Other Non Fibrous Material None Detected Mastic/Binder, Fine Particles Client ID: 28-6 Other Fibrous Material % Other Non Fibrous Material None Detected Mastic/Binder, Fine Particles Client ID· 29-7 Other Fibrous Material % Other Non Fibrous Material Glass Fibers 60% Binder/Filler Client ID· 30-7 Other Fibrous Material % Other Non Fibrous Material Glass Fibers 60% Binder/Filler Client ID· 31-7 Other Fibrous Material % Other Non Fibrous Material Glass Fibers 60% Binder/Filler Page 6 of8 -~~:--1 AIH BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY 4 • LAB□RAT□RY 2556 W Woodland Dr Anaheim, CA 92801 Layer 1. 2. Layer 1. 2. Layer 1. 2. Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A Lab ID· 230755732 Layer Description Grey rubbery material Brown gummy mastic Lab ID· 230755733 Layer Description Grey rubbery material Brown gummy mastic Lab ID: 230755734 Layer Description Grey rubbery material Brown gummy mastic Lab Notes at Page 8 Asbestos Type % None Detected None Detected Asbestos Type % None Detected None Detected Asbestos Type% None Detected None Detected V14-1A NVI.AP LAIi C~ 500(179.0 Phone:(562) 860-2201 www.aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysls Method: EPA 600/R-93-116 & EPA 600/M4-82-020 Client ID· 32-8 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler Cellulose <1 % Mastic/Binder Client ID· 33-8 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler Cellulose <1 % Mastic/Binder Client ID: 34-8 Other Fibrous Material % Other Non Fibrous Material None Detected Binder/Filler Cellulose <1% Mastic/Binder Page 7 of8 ~-!-,. 'AIH 'l::·i ••J . BULK ASBESTOS FIBER ANALYSIS BY POLARIZED LIGHT MICROSCOPY ~"{{'.~~ ,I LAB□RA T□RY 2556 W Woodland Dr Anaheim, CA 92801 Client Name: McKenna Environmental Project Manager: Rick Mckenna Client Address: 3353 Ramsey Road, Cambria, CA 93428 Project Number: 2451 Project Location: 2451 Impala Dr. Suite A Hanaa Analyzed by: Armanious Reviewed by: Zubair Ahmed Signature: -H 0.../-·· #6A- Signature: NVLAP 1.J\11 COOE ~O Phone:(562) 860-2201 www.aihlab.com Lab Batch Number: 2307557 Samples Submitted: 34 Samples Analyzed: 34 Analysls Method: EPA 600/R-93-116 & EPA 600/M4-82-020 Date: 04-07-2023 Date: 04-07-2023 Reporting limit is 1 %. If the sample was not collected by AIH Laboratory then the accuracy of the results is limited by the methodology and experience of the sample collector. Clients can verify specific reporting limit requirement from local regulatory agencies. Liability limited to cost of samples analysis. This report shall not be reproduced except in full, without written approval of AIH Laboratory. It shall not be used to claim product endorsement by NVLAP or any other agency of the government. Reported results relate only to the samples tested and may not be the representative of the sample area. AIH Laboratory shall dispose of the Customer's samples 14 days after receiving the samples unless instructed to store them for an alternate period of time in writing. Lab Notes at Page 8 V14-1A Page 8 of8 Appendix B-Lead Laboratory Bulk Sample Analysis and Lead Bulk Sample Logs (@Attt 2556 W Woodland Dr Anaheim, CA 92801 CHAJ 1111111 lllll lllll 1111111111111111111111111111 2307558 Flame AA Lead Analysis: 0 Lead Air (NIOSH 7082) • Lead Paint (EPA 7420) 0 Lead Wipes (3050/7420) 0 Lead Soil (7420) Microbial (Mold) Analysis: 0 Mold Bulk O Mold Spore Trap • sj° :~1· ~~~~:;;,.;. -:-,~»,<~ . '-~ • 7 .. ~s..··~ ..... lint~·-, •· ... •• Phone:(562) 860-2201 www.aihlab.com D:=======~:======1:~====================: □:==========:~===:::=======================: □:=========::==~~==================~ □:::::========::====:~======================: B:::::::::::::::::~:~:~:c;:i:~:::::::::::::::::::::: Dl:=======::::::==~l===F-==================; D!::=::,,=====~~===H=~=====================: Dl:=========j~=:::~===================~ §Jt=========~1===~~===================~ ~!========~~==~~========================: lg] EJ:========~~==::::;l========================I ~ Ii===========::~====: [CJ.__ ______ ____.. __ ~..._ ____________________ __, McKenna Environmental Date: Client: Site: Df-2-.su::rr, Pro·ect No.: DJ...>.....t:r. I 11111111111 11111 lllll lllll 111111111111111111 2307558 LEAD BULK SAMPLING FIELD LOG Sample HA Number Number L-1 I L-i z.. NA = Not Analyzed ND = Not Detected N =Negative Material Sampled Sample Location f2 ~--':ZC,t:-. ~ '.c~ J , , V\J.l.-.1 1 (5,,_rf'.,OL:,. >t'"/; -t.J.ST !"3. -~ -. rr-.L}, .. ~r Ft...~ -r::::, ~ Hl..ll i...,.1.,.y -.S/v..,, ! ' Friable: Friability Codes: N = Non-friable; F = Friable Cond.: Condition Codes: G = Good; F = Fair; P = Poor Quantity Analytical Condition Results GDrii"\ l · 1 . _ 2556 W Woodland Dr Anaheim, CA 92801 I Tel:(562) 860-2201 I www.aihlab.com •• i:. AIH .. ;,;_,"'"~:: .. ~I••• LABORATORY Analysis Report Total Lead (Pb) Client: McKenna Environmental Address: 3353 Ramsey Road, Cambria, CA 93428 Report Status: Final Report Lab Batch #: 2307558 Matrix: Paint Method: EPA 70008 Samples Submitted: 2 Project Manager: Rick Mckenna Project#: 2451 Project Location: 2451 Impala Dr. Lab ID Client Sample ID 230755801 L-1 230755802 L-2 Notes: Sampled By: Client Analyzed by: Noah Gangoso Reviewed by: Zubair Ahmed Samples Analyzed: 2 Bench Run No: 58320 Sampl~gf eight RL in percent Results In mg/kg 0.1011 0.02 <200 0.1012 0.02 <200 Signature: J10-~ ~r-~ Date: 04-07-2023 Signature: <S::: ~-1 ... if' Date: 04-07-2023 Units: mg/kg= milligrams per kilogram; percent = milligrams per kilogram/10000 RL = Reporting limit; "<" = below the reporting limit; mg/kg = ppm Results in percent <0.02 <0.02 Samples were prepared in accordance with EPA 30508 and analyzed with EPA 7420 unless stated otherwise. Condition of all samples and method QC results are acceptable unless stated otherwise. Reported results relate only to the samples tested and may not be the representative of the sample area. CA ELAP, Certification# 3070 Lab Notes at Page 1 Page 1 ofl Appendix C-Floor Plan GL t l s-- ~ ! I ,· lo ~ ~ . "· 27 ~ ( ~ l ! ' I L-L f \ 4-r ~ ~ ·' i t _,.. ' ~ '+ /8 .,,,9 1... ".:) ---------·----...f..--------·-···---· --------- :n ,r J 1,1 .3 .)O 17 ·~ .... 17. / ~~ 1..8 ., \. L .. , ·) i ,, ,, ·1 r. ,.-•;u . .. ·_,·., . " ,,-'.~ Y" •f: ·... ,, •. /·,.:/<'i,J, .. J <t ' ~I-•• .t,-1:• • f' ';r ~•~,-' ..... • .. • :_ \ __ _ I I I L-/ 2451 Impala Drive, Unit A, Carlsbad, California Photo Log Photo 1-All Samples Tested Negative for Asbestos & Lead Photo 2-All Samples Tested Negative for Asbestos & Lead ch. .. -,--;-_~ t... • .~ ,., . -. . ----. Business Name SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE REXFORD INDUSTRIAL REAL TY Business Contact BEN MARTIN RECORD ID# PLAN CHECK# State OFFICE USE ONLY BP DATE I Telephone# (310) 944-5848 Zip Code APN# Project Address (include suite) 2451 IMPALA DR. Unit A City CARLSBAD CA 92010 209-041-11-00 Mailing Address (include suite) 555 ANTON BLVD., SUITE 910 City COSTA MESA State Zip Code CA 92626 Project Contact Applicant E-mail Telephone# WE ARCHITECTS GROUP -JAMIL ALSALEK jalsalek@wearchitectsgroup.com (951) 239-7538 Plan File# The following questions represent the facility's activities, NOT the specific project description. PART I: FIRE DEPARTMENT-HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San Diego): Indicate by circling the item, whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. Occupancy Rating: Facility's Square Footage (including proposed project): 1. Explosive or Blasting Agents 5. Organic Peroxides 9. Water Reactives 13. Corrosives 2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards 3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These. 4. Flammable Solids 8. Unstable Reactives 12. Radioactives PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMO): If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 1. 2. 3. 4. 5. 6. 7. 8. YES NO (for new construction or remodeling projects) Is your business listed on the reverse side of this form? (check all that apply). D 0 D 0 D 0 Will your business dispose of Hazardous Substances or Medical Waste in any amount? Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 pounds and/or 200 cubic feet? D D D D D 0 Will your business store or handle carcinogens/reproductive toxins in any quantity? 0 Will your business use an existing or install an underground storage tank? 0 Will your business store or handle Regulated Substances (CalARP)? 0 Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)? 0 Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act). 0 CalARP Exempt Date Initials 0 CalARP Required Dale Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT APCD: The following questions are intended to identify the majority of air po lution issues at the planning stage. our project may require ad Itiona measures not identified by these questions. Residences are typically exempt, except-single building with more than four dwelling units and those with more than one detached residential buildings on the property-e.g. granny flats [+Excludes garages & small outbuildings not used as dwelling units]. If yes is answered for the questions below please see link for further instructions: here or for more comprehensive requirements, please contact apcdcomp@sdapcd.org or call (858) 586-2650. YES NO 1.[Z) □ 2. □ IZ] 3. □ 4. □ 0 Will the project disturb 100 square feet or more of existing building materials? If yes, submit an asbestos survey to apcdcomp@sdapcd.org. Will any load supporting structural members be removed? If yes, submit an asbestos survey and demolition notification to apcdcomp@sdapcd.org at least 10 worldng days prior to starting the demolition of a load bearing structure. A notification is required even if no asbestos is present In the structure. (ANSWER ONLY IF QUESTION 1 IS YES) Will 100 square feet or more of friable asbestos material be disturbed? If yes, submit a notification of asbestos removal to apcdcomp@sdapcd.org at least 10 working days prior to starting asbestos removal. Will any equipment or operations be installed that may require an APCD Permit to Operate? Please see the reverse side of this form for typical equipment requiring an APCD permit. if yes, contact APCD prior to the Issuance of a building permit. Briefly describe business activities: Briefly describe proposed project: OFFICE & WAREHOUSE OFFICE & WAREHOUSE RENOVATIONS I declare under penalty of perjury that to the best of my knowledge and belief t e responses made herein are true and correct. Ben Martin Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: _________________________________ _ BY: _________________________ _ DATE: __ ___., ___ ..._ __ _ EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMrr BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD ,on Co,, ~~ qO q,.. ~ R VI Wfd 0 C 04/13/2023 MF t D ' /I 1t1 Is S' •. r; ( ( ~ O, .. *A stamp In this box only exempts businesses from completing or updating a Hazardous Matenals Business Plan. Other permitting requirements may still apply HM-9171 (01/22) County of San Diego -DEH -Hazardous Materials Division ~ (_ City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 FEB 13 2023 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify...w i n,5Jini1ale ,Ag ion ,R n (CAP) ordinance requ irements apply to their project. This completed checklist (B-50) and surh1 ~. 5-, ustsQe., tr.icluded with the building permit application. The Carlsbad Municipal Code (CMC) can be refere -unng completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordina"- check N/A and provide an explanation or code section describing the exception . ,,- Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code Green Code sections. ,----------------------------------------------... Project Name/Building Permit No.: Rexford -Impala Dr Application lnfonnatlon BP No.: Property Address/APN: ...;::2..c...09;;;..._...;;_0_;_;41:::...._=1•=--..;;.o..;;_o _________________________ _ Applicant Name/Co.: We Architects Group -Jamil Alsalek Applicant Address: 26449 Rancho Pkwy S., Lake Forest, Ca 92630 Contact Phone: (951) 239-7538 Contact Email: jalsalek@wearchitectsgroup.com Contact information of person completing this checklist (if different than above): Name: Company name/address: Applicant Signature: B-50 Contact Phone: (951) 239-7538 Contact Email: :!.";:::i:-'F..=-···-~·---·---··· Date: 02/09/2023 Page 1 of 7 Revised 04/21 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown $111,S:n..69 -Z. 3\,1 4 '8 z .--z_ 7 I Construction Type D Residential D New construction D Additions and alterations: D BPV < $60,000 D BPV ~ $60,000 D Electrical service panel upgrade only D BPV ~ $200,000 [I] Nonresidential D New construction M Alterations: fl) BPV ~ $200,000 or additions~ 1,000 square feet D BPV~ $1,000,000 D ~ 2,000 sq. ft. new roof addition ·Checklist Item I Complete Section(s) I Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A*, 3A*, 18, 28, *Includes detached, newly constructed ADU 4A*, 38, 4A NIA NIA All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed 1A, 4A* 18, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 18, 2B, 3B, 4B and 5 I 18, 5 1B, 28, 5 Building alterations of~ 75% existing gross floor area 2B,5 18 also applies if 8PV ~ $200,000 Check the awropriate boxes, explain all notappliccble and exception items. and provide suwarting calculations and documentation as necessaiy. 1. Energy Efficiency refer to Car1sbad Municipal Code (CMC) 18.21 .155 and 18.30.190,and the California Green Building Standards Code (CAL Green) for more informa Appropriate details and notes must be placed on the plans according to selections chosen in the design. Reside • dditionoralteration2:$60,000buildingpermitvaluation. I!!! N/A _________ _ Details ofselec chosen below mu st be placed on the plans referencing CMC □ Exception: Home energy score :a: 7 18.30.190. (attach certification) Year Built D Before 1978 □ 1978 and later D Between 1978and 1991 D 1992 and later Up<lntctl 4/16/2021 Select one option: D Ductsealing □Atticinsulation Select one option: D Lighting package D VVater heating Package Multi-family Requirements Select one opt1 • D Ductsealing Select one option: □ Lightingpackage □Cool roof 3 B. D Nonresidential* new construction or alterations:?. $200,000 building pennit valuation, or additions:?. 1,000 square feet See CMC 18.21.156 and CA LGreen Appendix A6 II N/A A6.203.1.1 Choose one:□ .1 Outdoor lighting □ .2 Restaurant service water heating (CE C 140. 5) D .3Warehousedocksealdoors. D .4 Daylightdesign PAFs □ .5 Exhaustairheatrecovery 0 N/A A6.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ . 90 Energy budget (Projects with indoor Ii ghti ng AND mechanical) El N/ A A6.211.1•• □ On-site renewable energy: ~ N/A AS.211 .3'"' □Green power: (If offered by local utility provider, 50% minimum renewable sources) 0 N/A A6.212.1 □ Elevators and escalators: (Projectwith more than one elevatorortwoescalators) i!I N/A A6.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) l!J N/A ________ _ * Includes hotels/motels and high-rise residential buildings '"'Fora Iterations~ $1 ,000,000BPVandaffecting> 75%existinggrossfloorarea, O Ralterationsthatadd2,000square feet of new roof addition: comply with CMC 18.30.130 (section 28 below) instead. 2. Photovoltaic Systems Not Required Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California rgy Code section 160.1(c:;)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CA tion 3B below(low-riseresidential Water Heating), increase system size by .3kWdc if PVoffsetoption is selected. CFA #d .u. Calculated kWdc* kWdc = (CF Ax. 572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = condiUonal floor area, #du = number of dwell1 If proposed system size is less than calculated size, please explain. kWdc Exception D D D D B. D Nonresidential new construction or alterations :?.$1,000,000 BPV AND affecting 2: 0o existing floor area, OR addition that increases roof area by :?.2,000 square feet Please refer to CMC 18.30.130 when completing this s ion. *Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: □ Gross Floor Area (GFA)Method GFA: □ If< 1 0,000s.f. Enter: 5 kWdc Min.System Size: □ lf2: 10,000s.f. calculate: 15 kWdcx (GFA/10,000) *• kWdc "*Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 Not Required Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. rovide complete details on the plans. terns serving individual dwelling units choose one system: ump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential ly) D Heat pump ater heater AND PV system .3 kWdc larger than required in CMC 18.30 .130 (high rise residential hotel otel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) D Heat pump wate eater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating stem that is either .60 solar savings fraction or 40 s.f. solar collectors D Exception: D For systems serving multiple dwel units, install a central water-heating system with ALL of the following: D Gas or propane water heating syste D Recirculation system per CMC 18.30.1 (B) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water hea D Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 en completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the f wing (attach documentation): D Solar-thermal D Photovoltaics D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception : It may be necessary to supplement the completed checklist with supporting materials, calculations or certificat, demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. Updated 4/16/21 5 4. Electric Vehicle Charging Not Required D Residential New construction and major alterations• lease refer to CMC 18.21.140 when completing this section. ne and two-family residential dwelling or townhouse with attached garage: D One EVSE Ready parking space required D Exception : ____________ _ D Exception : ____________ _ EVSE Spaces EVSE (10% of total) Installed (50% ofEVSE) Other "Ready" Other "Capable" Calculations: Total EVS aces= .10 x Total parking spaces proposed (rounded up to nearestwhole number) EVSE Installed = Total EVSE Spaces x .50 (r ded up to nearest whole number) EVSE other may be "Ready" or "Capable" *Majoralterationsare: ( 1 )for one a two-familydwellingsandtownhouseswith attached garages, alterations have a building permit valuation2:$60,000 or include an ele • al service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building perm Yaluation 2: $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/o umbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready ace required when): (1) The accessory dwelling unit is located withi ne-half mile of public transit. (2) The accessory dwelling unit is located within a architecturally and historically significant historic district. (3) The accessory dwelling un it is part of the propos or existing primary residence or an accessory structure. (4) When on-street parking permits are required but no offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one ck of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) Please refer to CMC 18.21.160 when completing this section Total Parking Spaces Proposed EVSE (10% of total) Installed (50% of EVSE) Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces D 0-9 D 10-25 2 D 26-50 4 D 51-75 6 D 76-100 9 D 101-150 12 D 151-200 17 D 201 and over 1 O percent of total Other "Capable" • of required EVSE Installed Spaces Calculations: Total EVSEspaces= .1 Ox Total parking spaces proposed (rounded upto nearestwhole number) EVSE Installed= Total EVS Spaces x .50 (rounded up to nearest wtiole number) EVSE other may be "Ready" or "Capable" U pdated 4/1 6/202 1 6 5. D Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on yoursubmitted plans to determine whetherornoryourpe,mitrequiresa TOM plan. lfTDM isapplicableto your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses Use EmpADTfor first 1,000 s.f. EmpADTI 1000 s.f.1 Office ( a 11)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1 ()lh Edition 13 11 4.5 3.5 3 1 2 For all office uses , use SAN DAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration sample ca!Gulatjons; Office: 20,450 sf 1. 20 ,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance . I agree to be contacted should my permit require a TOM plan and understan hat an approved TOM plan is a condition of permit issuance. Date: 02/09/2023 Person other than Applicant to be contacted for TOM compliance (if applicable): N (p . ted) JAMIL ALSALEK ame nn : ___________________ _ 9512397531 Phone Number: _____ _ E .1 Add jalsalek@wearchitectsgroup.com ma, ress: ___________________ _ Update<l 4/1 6/202 I 7 Building Permit Finaled Revision Permit Print Date: 03/18/2025 Job Address: 2451 IMPALA DR, # A, CARLSBAD, CA 92010-7227 Permit No: Status: (Cityof Carlsbad PREV2023-0165 Closed -Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel#: 2090411100 Valuation: $0.00 Occupancy Group: 8, S-1 #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: 44 Code Edition: 2022 Sprinkled: Yes Project Title: Track#: Lot#: Project#: Plan#: Construction Type: 11 B Orig. Plan Check #: CBC2023-0165 Plan Check#: Description: REXFORD IMPALA: ADA PARKING REVISION Applicant: JAMIL ALSALEK 26449 RANCHO PKWY S LAKE FOREST, CA 92630-8326 FEE BUILDING PLAN CHECK FEE (manual) BUILDING PLAN CHECK REVISION ADMIN FEE Property Owner: RIF Ill-IMPALA LLC 11620 WILSHIRE BLVD, # 300 LOS ANGELES, CA 90025-1706 Total Fees : $155.00 Total Payments To Date: $155,00 Building Division Applied: 08/17/2023 Issued: 08/24/2023 Finaled Close Out: 03/18/2025 Final Inspection: INSPECTOR: Balance Due: AMOUNT $120.00 $35.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov