The URL can be used to link to this page

Home My WebLink About2461 IMPALA DR; ; CBC2022-0368; PermitBuilding Permit Finaled {_ City of Carlsbad Commercial Permit Print Date: 07/31/2023 Job Address: 2461 IMPALA DR, CARLSBAD, CA 92010-7227 Permit No: Status: CBC2022-0368 Closed -Finaled Permit Type: BLDG-Commercial 2090411400 $407,975.92 Work Class: Tenant Improvement Parcel#: Valuation: Occupancy Group: B 51 #of Dwelling Units: Track#: Lot#: Project#: Plan#: Bedrooms: Bathrooms: Construction Type:IIIB Orig. Plan Check#: Occupant Load: 60 Plan Check#: Code Edition: 2019 Sprinkled: Yes Project Title: Description: REXFORD: 7,076 SF Tl IN PREPARATION FOR FUTURE TENANT 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 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) CERTIFICATE OF OCCUPANCY COMM/IND Tl -STRUCTURAL SB1473 -GREEN BUILDING STATE STANDARDS FEE STRONG MOTION -COMMERCIAL (SMIP) Total Fees: $3,679.99 Total Payments To Date: $3,679.99 Applied: 10/13/2022 Issued: 02/07/2023 Finaled Close Out: 07/31/2023 Final Inspection: 07/14/2023 INSPECTOR: Kersch, Tim Contractor: SPW CONSTRUCTION INC 1808 ASTON AVE, # STE 100 CARLSBAD, CA 92008-7369 (760) 931-1130 Balance Due: AMOUNT $1,276.66 $194.00 $98.00 $16.00 $1,964.10 $17.00 $114.23 $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 Plan Checkd2:C,20cZ,-0'3i(J}i5 Est. Value Ac)] /17\0 PC Deposit~ \;2.-7u.\p\.0 Date \0-17)-ZZ. Job Address 2461 Impala Road, Carlsbad CA Suite: _____ .APN: 209-041-14-00 Tenant Name #:_N_A _________________ Lot #: ____ Year Built: _________ _ Fire sprinklers@ESQNO A/c:(vvEsQNo Year Built: 1983 ---Occupancy: 8 & s-1 Construction Type:_111_8 __ 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) ____ _ [Z]Tenant Improvement: _•_70_7_6 ___ SF, Existing Use: OFFICE & WAREHOUSE Proposed Use: OFFICE & WAREHOUSE _____ SF, Existing Use: _______ Proposed Use: ______ _ 0 Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _ D Solar: ___ KW, ___ Modules, Mounted:0Roof 0Ground 0 Reroof: _____________________________________ _ [Z] Plumbing/Mechanical/Electrical (N) LED Lighting & Plumbing Fixtures, and Modify (E) HV.Aj Dother: ______________________________________ _ APPLICANT (PRIMARY CONTACT) PROPERTY OWNER Name: WE ARCHITECTS GROUP -JAMIL ALSALEK Name: REXFORD INDUSTRIAL REALTY, LP. Address: 26449 RANCHO PKWY s Address: 11520 WLSHIRE BLVD., suITE 1000 City· LAKE FOREST State: CA Zip:_9_26_3_o ___ City: LOS ANGELES State:_c_A __ .Zip: 90025 Phone· 9512397538 Phone: 8055689291 Email· jalsalek@wearchitectsgroup.com Email: sreifenste1n@rexfordindustrial com DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: wE ARCHITECTS GRoue Business Name: Whjtc' (%1J:t1Ch qJ Address: 26449 RANCHO PKWY s Address: ,w~ A-Sizt! ti:Ye '5VJt-e JOO City: LAKE FOREST State:_cA __ ,Zip: 92630 City: can-spqd State: CA: Zip: 02.Do0 Phone: 9512397538 Phone:-,,'--""-'-',,,---,----,------------ Email: 'alsalek@wearchitectsgroupcom Email: /(•gh{i)whdeCqJ5h74chqJ /QC. ccrn Architect State License:_c_-2_32_8_3 _________ CSLB License#: /C[l'?J?/:3/) Class: ___ ,_,...,,......,--- Carlsbad Business License# (Required): ~ APPLICANT CERT/FICA T/ON: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. /agree to comply with all City ordinances apd State laws relating to building construction. , N · NAME (PRINT): JAMIL ALSALEK SIGN: «~ DATE: 10/12/2022 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Build1ng@carlsbadca.gov REV. 07/21 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby off i rm under penalty of perjury tho t I am I icensed under provisions of Chapter 9 / commencing with Section 7000) of Divis ion 3 of the Business and Professions Code, and my license is in full force and effect. I a/soaffirm under penalty of perjury one of the following declarations (CHOOSE ONE): DI 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 .. ___________________________________________ _ -OH.- ~I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, fA,r,th{; perfo /rmance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: \'-faff • CYnr?f'(})t(bCf'l J hC • Pvr>ti Policy No. 97 4 ?iJ?, I., -2?.. Expiration Date: ~1_,/_,1-t/~2~'..9=2_'-f~--------J -Oil-1 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: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbr;,nces to development have been accurately shown and labeled as well ;,s all on-site grading/site preparation. All improvements e~Isting on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): lf~Vl NormAn, )7c s1GNATURE: (il{M,)) A/(fl)/1Mj] DATE: 1/1/2.02 .. 3 Note: Jf the person signing above is an authorized agent for the contra t v·de a I tter 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: DI, 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). -Oil- □ 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- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: D FORM B-(,1 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to J pruper·ty owner. By my signature below I acknowledge that, exrepl for nIy µer~onal residence in wh1rh I must l1ave res;df'd for at least one yPar prior to completion of the improvements covered by this permit, I cannot legally sell a ~tructure that I have built as an owner-builder if 11 has riot been constructed in its entirety by licensed contractors. / understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following Web site: http:!lwww./eginfo.ca.gov/ calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all e~isting and proposed buildings, structures, access roads, and util1t1es/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct d1mens1ons of; the property, bulldmgs, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stoted is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well ;,s all on-site grading/site preparation All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): _________ _ SIGN: __________ DATE: ______ _ above is an authorized a ent for the ro ert owner include form B-62 si ned b ro ert owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 Permit Type: Work Class: Status: Scheduled Date 07/1412023 BLDG-Commercial Applic;1tion Date: Tenant Improvement Issue Date: Closed -Finaled Expiration Date: Actual Start Date IVR Number: Inspection Type Inspection No. BLDG-85 T-Bar, Ceiling 214758-2023 Grids, Overhead Checklist Item BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers COMMENTS 10/13/2022 02/07/2023 12/18/2023 43953 Inspection Status Passed NOTES Created By Angie T eanio TEXT 619-994-6656 Tyler 07/14/2023 BLDG-Final Inspection Checklist Item 217456-2023 COMMENTS BLDG-Building Deficiency BLDG-Plumb·1ng Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Passed Monday, July 31, 2023 Owner: RIF Ill-IMPALA LLC Subdivision: PARCEL MAP NO 12561 Address: 2461 IMPALA DR CARLSBAD, CA 92010-7227 Primary Inspector Reinspection Inspection Tim Kersch Complete Passed Yes Yes Yes Yes Yes Created Date 06/1912023 Tim Kersch Complete Passed Yes Yes YP.S Yes Yes Page 2 of 2 Building Permit Inspection History Finaled (city of Carlsbad "\ ' ,, ~ * PERMIT INSPECTION l;JISTORY for (CB~~p22-0368) • • Permit Type: BLDG-Commercial Application Date: 10/13/2022 Owner: RIF Ill-IMPALA LLC Work Class: Ten ant Improvement Issue Date: 02/07/2023 Subdivision: PARCEL MAP NO 12561 Status: Closed -Finaled Expiration Date: 12/18/2023 Address: 2461 IMPALA DR IVR Number: 43953 CARLSBAD. CA 92010-7227 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 04/03/2023 04/03/2023 BLDG-21 206883-2023 Passed Tim Kersch Complete Underground/Underflo or Plumbing Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Becky Falk ROSS 760-420-2751 03/31/2023 04/12/2023 04/12/2023 BLDG-14 207821-2023 Passed Tim Kersch Complete Frame/Steel/Bolting/We !ding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie T eanio 619-994-6656 Tyler 04/11/2023 619-994-6656 Tyler 04/18/2023 04/18/2023 BLDG~24 Rough/Topout 208306-2023 Passed Tim Kersch Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie T eanio 619-994-6656 Tyler 04/17/2023 04/25/2023 04/25/2023 BLDG-17 Interior 209030-2023 Passed Tim Kersch Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie T eanio 619-994-6656 Tyler 04/24/2023 05/03/2023 05/03/2023 BLDG-44 209881-2023 Passed Tim Kersch Complete Rough/Ducts/Dampers Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes NOTES Created By TEXT Created Date Angie T eanio 619-994-6656 Tyler 05/02/2023 06/20/2023 06/20/2023 Monday, July 31, 2023 Page 1 of 2 FOR REXFORD IMP ALA DRIVE TENANT IMPROVEMENTS 2461 IMPALA DRIVE CARLSBAD, CA 90210 CBC2022-0368 2461 IMPALA DR JOB NO: 22-2309 DA TE: OCT 2022 REXFORD: 7.076 SF Tl IN PREPARATION FOR FUTURE TENANT Bushra.Tsai. Incorporated Consulting Structural Engincers-2564 Woodland 20904 11 400 1/6/2023 CBC2022-0368 ASCE. AMERICAN SOCIETY Of CM. ENGINEERS Address: 2461 Impala Dr Carlsbad, California 92010 https://asce7hazardtool.online/ BTI -A 4 S.T.E.L. Engineering Team 2564 W . Woodland Dr., Anaheim, CA 92801 Tel: 714.522.0911 • Email: info@4ste1eng.com ASCE 7 Hazards Report JOB# __ _.2...,2_-_..2._...3,...Q,...9'--- DATE -~D-G~I~-2_0-2_2 __ _ DESIGN __ _.,,E'-'-W--'----- SHEET # ____ 1 ___ _ Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11.4.3) Elevation: 315.25 ft (NAVO 88) Latitude: 33.139175 Longitude: -1 17.269264 Page 1 of 3 Tue Oct 11 2022 A ~BTI~ A ~i!f.ik TEAM ASCE. AMERICAN SOCIETY Of Cll/l ENGINEBlS Seismic Site Soil Class: Results: Ss : S 1 Fa : BTI -A 4 S.T.E.L. Engineering Team 2564 W . Woodland Or., Anaheim, CA 92801 Tel: 714.522.0911 • Email: info@4steleng.com D -Default (see Section 11.4.3) 0.952 0.349 1.2 N/A 8 0.414 Fv : N/A PGA M : 0.497 SMs 1.142 F PGA 1.2 S M1 N/A le : 1 Sos 0.761 Cv : 1.276 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Tue Oct 11 2022 Date Source: usGs Seismic Design Maps https://asce7hazardtool.online/ Page 2 of 3 JOB # --~Z-2--_2_30_9 __ _ DATE _ _,,.O~G~I~-~Z~□-2-2 __ DESIGN -----"E~W~--- SHEET # ___ =2 ___ _ Tue Oct 11 2022 AMERICAN SOCIETY OF CML ENGINEBIS BTI -A 4 S.T.E.L. Engineering Team 2564 W . Woodland Dr .. Anaheim, CA 92801 Tel: 7 14.522.0911 • Email: info@4ste1eng.com JOB# __ ,.J,2..,2--_2..._3.,..0-.9 __ DATE OCT-2022 DESIGN __ __,E.._W.,_..,_ __ _ SHEET# ____ 3 ___ _ The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Tue Oct 11 2022 JOB# --~2 ... 2_--2 .... 3..._Q..._9 __ BTI -A 4 S.T.E.L. Engineering Team DATE OCT-2022 2564 W . Woodland Or., Anaheim, CA 92801 Tel: 714. 522. 0911 • Email: info@4steleng.com DESIGN __ __,E=W_e...,_ __ _ SAWCUT OPENING -BLDG 8 1 Center Wall, A/S4-01 Sds = I= 0.761 g 1.00 • L, SHEET# ____ 4 ___ _ ,I 1 H,, t = 8.00 in. (Panel thickness) ... . . . ...... . . HR 22 ft HP 3 ft Ho 14 ft w, Lt 6 ft Lb 1 ft Check Vertical HSS ....b--. Out-of-wall distributed load Wmin. =0.100xWp = Wactual = 0.4 X Sds X I X Wp = Wactual for LRFD = 0.304 X Wp = W1 = 0.15kcf X (t/12) X Lb X 0.304 = W2 = 0.15kcf X (t/12) X Lt X 0.304 = Reaction at Roof RR = [ (0.03klfx14"2/2+0.183klfx11 x(14+11 /2 ) ] / 22 = Location of Maximum Moment from Roof Xv~o = 1.916k / 0.183klf-3' = Maximum Moment Mmax = 1.916k x 7.492' -0.183klf (7.492'+3')"2 / 2 = Required ZX ZX = 51 .654 k-in / (0.9x46ksi) Provide HSS 6x6x1/4 Check Horizontal HSS Span= 12 Vertical Load DL LL TribW Roof load psf psf ft olf (LRFD 10 20 38.0 1672 Required Zx ZX = 646.272 k-in / (0.9x46ksi) = Provide HSS 10X6X1/4 Welding 3/16 " ( Zx = ft :::one Tr H1 Cone WT ft olf(LRFO) 11.0 1320 Zx = Welding Capacity = -- Ho 0.100 Wp 0.304 Wp 0.304 Wp 0.030 kif 0.183 kif 1.916 k 7.49 ft 51 .65 k-in 1.25 in"3 11.20 in"3 Roof+Conc Mu plf k-in 2992 646.27 15.61 in"3 23.60 in"3 91.87 k H, Ha O.K. Shear k 17.95 O.K. O.K. METAL STUD WALL AND CEILING CALCULATIONS SHEET# 5 ICC-ES Evaluation Report www.icc-es.org I (800) 423-6587 I (562) 699-0543 DIVISION: 05 00 00-METALS Section: 05 40 00-Cold-Fonned Metal Framing Section: 05 41 00-Structural Metal Stud Framing Section: 05 42 00-Cold-Fonned Metal Joist Framing DIVISION: 09 00 00-FINISHES Section: 09 22 16.13-Non-Structural Metal Stud Framing REPORT HOLDER: STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) EVALUATION SUBJECT: SSMA COLD-FORMED STEEL FRAMING ADDITIONAL LISTEES: CONSOLIDATED FABRICATORS CORP. CUSTOM STUD, INC. OLMAR SUPPLY, INC. SCAFCO CORPORATION STEEL CONSTRUCTION SYSTEMS UNITED MET AL PRODUCTS, INC. 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012 and 2009 International Building Code® (IBC) ■ 2015, 2012 and 2009 International 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 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), LI-channels (U-sections) and hat furring channels (F-sections). The S-sections are manufactured with and without web punch-outs. All other framing members (T-sections, LI-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 S-sections with a depth of 3½ inches (89 mm) or greater. In S-sections with a depth between 15/e inches (41 mm) and 2½ inches (64 mm), punch-outs have a width of¾ 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 1 O inches (254 mm). The SSMA S-sections, T-sections, LI-sections, and F-sections are detailed in SSMA's catalogue titled "Product Technical Guide," copyrighted 2015, effective August 14. 2015, which is distributed with this report. The following tables, figures, and pages from the catalogue are part of this report: Material Specification General Product Information Page4 Page 5 Note: In Note #9, replace "must be approved by a design professional" with "are outside the scope of this report." Definitions of Structural Property Symbols Section Properties (S-Sections) Page 6 Pages 7-14 Note: Holes In the web of members with a web height· to-thickness ratio In excess of 200 are outside the scope of this report. Members with a web height-to-thickness ratio In excess of 260 or a flange width-to-thickness ratio In excess of 60 are outside the scope 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 width-to-thickness 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 Evaluation Report., are not 10 be con$1rued a., representing aesthetic., or any other ourrbutes not spec,f,co//y oddrtssed, nor are they to be cons,n,ed as on endorsemem of ,he sub1ec1 of the reporl or o recom=nda11on for 11s use There 1, no warrant)' by ICC Evo/ua11on Servu:e. LLC, upren or tmpl,ed. as to any findmg or other molter m this report. o,-as to any product covered by 1he rep<Jrt, ~ ((·11) l'-'!... ·-~- Copyright C 2021 ICC Evaluation Service. LLC. Al nghts reserved. P•g• 1 of6 2 SHEET#6 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 5-SECTIONS* * For ·s· members, see table on page 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 t he web depth, flange width, style, and mil thickness. Member Web Depth (Example: 6" = 600 x 1/,00 inch) All member depths are given in 1/ioo inch. For all "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 C::C::MA rnm (Example: 15/s" = 1.625""" 162 x 1;,00 inch) All flange widths are given in 1/100 inch. Mil Thickness (Example: 0.054" = 54 mils; 1 mil = 1/,ooo inch) MIi thickness is the minimum base steel thickness measured in 1/1000 inch. Minimum base steel thickness represents 95 percent of the design thickness. Coovrioht <fl 2015 bv the SSMA Nonstructural (S) Section Properties SHEET# 7 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 5100 Section A7.2. 3. Tabulated gross properties are based on the full-unreduced cross section of the studs away from punchouts. n=. (~) G,-Proptrtlll S.Cllon "'" Wt~t bt S1 RI (~) ~ lu (In) (1112} (I (In') (In') (In) (In') 162S125-18 0.0188 33 0.080 0.27 0.038 0.046 0.686 0.016 0.447 0.034 162S125-27 0.0283 33 0.120 0.41 0.056 0.068 0.682 0.023 0.443 0.055 162S125-30 0.0312 33 0.131 0.45 0.061 0.075 0.681 0.026 0.441 0.060 162S125-33 0.0346 33 0.145 0.49 0.067 0.083 0.679 0.028 0.440 0.066 250S125-18 0.0188 33 0.097 0.33 0.099 0.079 1.014 0.019 0.439 0.089 250S125-27 0.0283 33 0.144 0.49 0.147 0.118 1.009 0.027 0.434 0.144 250S125-30 0.0312 33 0.159 0.54 0.161 0.129 1.008 0.030 0.433 0.159 250S125-33 0.0346 33 0.176 0.60 0.178 0.142 1.006 0.033 0.431 0.175 250S125-43 0.0451 33 0.227 0.77 0.228 0.182 1.001 0.041 0.426 0.225 250S125-54 0.0566 33 0.280 0.95 0.277 0.222 0.994 0.049 0.419 0.277 250S125-54 0.0566 50 0.280 0.95 0.277 0.222 0.994 0.049 0.419 0.274 250S125-68 0.0713 33 0.345 1.18 0.334 0.267 0.984 0.057 0.408 0.334 250S125-68 0.0713 50 0.345 1.18 0.334 0.267 0.984 0.057 0.408 0.334 350S125-18 0.0188 33 0.115 039 0.215 0.123 1.366 0.021 0.423 0.203 350S125-27 0.0283 33 0.173 0.59 0.320 0.183 1.361 0.030 0.418 0.315 350S125-30 0.0312 33 0.190 0.65 0.351 0.201 1.359 0.033 0.417 0.346 350S125-33 0.0346 33 0.210 0.72 0.387 0.221 1.358 0.036 0.415 0.382 350S125-43 0.0451 33 0.272 0.93 0.498 0.284 1.352 0.046 0.410 0.495 350S125-54 0.0566 33 0.337 1.15 0608 0.348 1.344 0.055 0.402 0.608 350S125-54 0.0566 50 0.337 1.15 0.608 0.348 1.344 0.055 0.402 0.604 350S125-68 0.0713 33 0.417 1.42 0.739 0.422 1.332 0.064 0.391 0.737 350S125-68 0.0713 50 0.417 1.42 0.739 0.422 1.332 0.064 0.391 0.737 362S125-18 0.0188 33 0.118 0.40 0.234 0.129 1.409 0.021 0.421 0.221 362S125-27 0.0283 33 0.176 0.60 0.347 0.192 1.404 0.031 0.416 0.342 362S125-30 0.0312 33 0.194 0.66 0.381 0.210 1.402 0.033 0.415 0.376 362S125-33 0.0346 33 0.215 0.73 0.421 0.232 1.400 0.037 0.413 0.415 362S125-43 0.0451 33 0.278 0.95 0.540 0.298 1.395 0.046 0.408 0.537 362S125-54 0.0566 33 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.661 362S125-54 0.0566 50 0.344 1.17 0.661 0.365 1.386 0.055 0.400 0.656 362S125-68 0.0713 33 0.426 1.45 0.803 0.443 1.374 0.065 0.389 0.802 362S125-68 0.0713 50 0.426 1.45 0.803 0.443 1.374 0.065 0.389 0.802 400S125-18' 0.0188 33 0.125 0.42 0.294 0.147 1.536 0.021 0.414 0.281 400S125-27 0.0283 33 0.187 0.64 0.438 0.219 1.531 0.031 0.410 0.431 400S125-30 0.0312 33 0.206 0.70 0.481 0.240 1.529 0.034 0.408 0.474 400S125-33 0.0346 33 0.228 0.77 0.531 0.265 1.527 0.038 0.407 0.524 400S125-43 0.0451 33 0.295 1.00 0.682 0.341 1.521 0.048 0.402 0680 400S125-54 0.0566 33 0.365 1.24 0.835 0.418 1.512 0.057 0.394 0.835 400S125-54 0.0566 50 0.365 1.24 0.835 0.418 1.512 0.057 0.394 0.830 400S125-68 0.0713 33 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 400S125-68 0.0713 50 0.452 1.54 1.017 0.509 1.499 0.066 0.383 1.015 550S125-18 ' 3 0.0188 33 0.153 0.52 0.630 0.229 2.029 0.023 0.390 550S125-27 0.0283 33 0.229 0.78 0.938 0.341 2.023 0.034 0.385 0.898 550S125-30 0.0312 33 0.252 0.86 1.031 0.375 2.021 0.037 0.384 0.996 550S125-33 0.0346 33 0.279 0.95 1.139 0.414 2.019 0.041 0.382 1.111 550S125-43 0.0451 33 0.362 1.23 1.468 0.534 2.013 0.052 0.377 1.458 550S125-54 0.0566 33 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.805 550S125-54 0.0566 50 0.450 1.53 1.805 0.656 2.002 0.061 0.369 1.791 550S125-68 0.0713 33 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 550S125-68 0.0713 50 0.559 1.90 2.209 0.803 1.987 0.072 0.358 2.205 500S125-18 '' 0.0188 33 0.162 0.55 0.778 0.259 2.189 0.024 0.382 - 600S125-27' 0.0283 33 0.243 0.83 1.160 0.387 2.183 0.035 0.377 1.097 600S125-30 0.0312 33 0.268 0.91 1.275 0.425 2.181 0.038 0.376 1.218 600S125-33 0.0346 33 0.297 1.01 1.409 0.470 2.179 0.042 0.374 1.361 600S125-43 0.0451 33 0.385 1.31 1.817 0.606 2.173 0.053 0.369 1.807 600S125-54 0.0566 33 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.236 600S125-54 0.0566 50 0.479 1.63 2.236 0.745 2.161 0.063 0.362 2.220 600S125-68 0.0713 33 0.595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 600S125-68 0.0713 50 0.595 2.02 2.740 0.913 2.146 0.073 0.351 2.735 800S 125-33 ' 0.0346 33 0.366 1.25 2.881 0.720 2.806 0.044 0.347 2.656 800S125-43 0.0451 33 0.475 1.62 3.721 0.930 2.799 0.056 0.342 3.581 800S125-54 0.0566 33 0.592 2.01 4.593 1.148 2.786 0.066 0.335 4.566 800S125-54 0.0566 50 0.592 2.01 4.593 1.148 2.786 0.066 0.335 4.431 800S125-68 0.0713 33 0.738 2.51 5.653 1.413 2.768 0.078 0.324 5.644 800S125-68 0.0713 50 0.738 2.51 5.653 1.413 2.768 0.078 0.324 5.632 4. For deflection calculations, use the effective moment of inertia. 5. Allowable moment is the lesser of M., and Mad, Stud distortional buckling is based on an assumed Kcp = 0. 6. See page 5 for additional table notes. Efflc:tlft Propet1III 1'olllonll Proptrtlll Lu Su Mal Mid ;, Vinet Jl1000 Cw Xo m Ro I (In) (In') (In-kl (In-kl (lb) (ln'l (In') (In) (lnl (In) 0.031 0.61 0.65 302 100 0.009 0.009 -1.029 0.594 1.315 0.388 29.0 0.053 1.05 1.14 494 106 0.032 0.013 -1.017 0.587 1.302 0.390 29.1 0.060 1.19 1.29 543 106 0.043 0.014 -1.014 0.585 1.298 0.390 29.2 0.069 1.37 1.48 601 105 0.058 0.016 -1.010 0.583 1.294 0.391 29.2 0.059 1.17 1.03 258 196 0.011 0.023 -0.904 0.543 1.427 0.599 29.0 0.097 1.92 1.83 685 344 0.039 0.034 -0.893 0.536 1.416 0.602 28.9 0.110 2.17 2.09 832 378 0.052 0.037 -0.889 0.534 1.412 0.603 28.9 0.125 2.48 2.41 975 399 0.070 0.040 -0.885 0.532 1.408 0.605 28.9 0.177 3.49 3.43 1265 394 0.154 0.050 -0.873 0.525 1.396 0.608 28.9 0.218 4.98' 5.07 1553 373 0.299 0.060 -0.859 0.518 1.379 0.612 26.8 0.209 6.25 6.17 2353 565 0.299 0.060 -0.859 0.518 1.379 0.612 23.3 0.266 6.302 6.32 1891 342 0.585 0.072 -0.839 0.508 1.356 0.617 26.5 0.262 7.84 8.01 2866 519 0.585 0.072 -0.839 0.508 1.356 0.617 23.3 0.072 1.42 1.47 180 159 0.014 0.050 -0.797 0.495 1.637 0.763 28.8 0.130 2.57 2.65 614 359 0.046 0.072 -0.787 0.489 1.627 0.766 28.7 0.150 2.96 3.04 824 436 0.062 0.079 -0.784 0.487 1.624 0.767 28.6 0.175 3.45 3.53 1024 487 0.084 0.087 -0.780 0.485 1.620 0.768 28.6 0.258 5.10 5.11 1739 631 0.184 0.109 -0.769 0.479 1.609 0.771 28.4 0.328 6.49 6.87 2253 633 0.360 0.131 -0.755 0.471 1.593 0.775 28.4 0.308 9.22 9.25 3372 947 0.360 0.131 -0.755 0.471 1.593 0.775 22.9 0.409 9.67 2 9.98 2774 592 0.706 0.156 -0.737 0.462 1.571 0.780 25.7 0.400 11.97 12.54 4202 897 0.706 0.156 -0.737 0.462 1.571 0.780 22.8 0.075 1.48 1.52 173 163 0.014 0.054 -0.786 0.490 1.667 0.778 28.8 0.135 2.67 2.75 592 370 0.047 0.079 -0.776 0.484 1.657 0.781 28.6 0.156 308 3.17 794 449 0.063 0.086 -0.773 0.482 1.654 0.782 28.6 0.182 3.59 3.67 1024 521 0.086 0.094 -0.769 0.480 1.650 0.783 28.5 0.269 5.31 5.33 1739 676 0.188 0.118 -0.758 0.473 1.639 0.786 28.4 0.343 6.78 7.19 2341 705 0.367 0.142 -0.744 0.466 1.623 0.790 28.3 0.321 9.62 9.65 3372 1016 0.367 0.142 -0.744 0.466 1.623 0.790 22.8 0.430 8.51 8.76 2884 662 0.721 0.169 -0.726 0.457 1.602 0.795 28.2 0.418 12.52 13.11 4370 1004 0.721 0.169 -0.726 0.457 1.602 0.795 22.7 0.083 1.64 1.68 156 156 0.015 0.068 -0.754 0.475 1.760 0.816 28.7 0.151 2.97 3.07 533 398 0.050 0.098 -0.744 0.469 1.751 0.819 28.5 0.174 3.44 3.53 715 484 0.067 0.107 -0.741 0.467 1.748 0.820 28.5 0.203 4.01 4.10 976 595 0.091 0.118 -0.738 0.465 1.744 0.821 28.4 0.301 5.96 5.99 1739 810 0.200 0.148 -0.727 0.459 1.733 0.824 28.2 0.387 7.65 8.12 2603 944 0.390 0.178 -0.713 0.451 1.718 0.828 28.1 0.361 10.81 10.87 3372 1223 0.390 0.178 -0.713 0.451 1.718 0.828 22.7 0.492 9.72 10.05 3215 895 0.767 0.213 -0.695 0.442 1.696 0.832 28.0 0.474 14.18 14.84 4871 1356 0.767 0.213 -0.695 0.442 1.696 0.832 22.5 0.018 0.140 -0.651 0.423 2.166 0.910 22.9 0.246 4.86 4.26 382 382 0.061 0.205 -0.641 0.417 2.157 0.912 27.9 0.286 5.65 495 512 512 0.082 0.224 -0.639 0.415 2.154 0.912 27.9 0.335 6.62 5.78 699 699 0.112 0.246 -0.635 0.413 2.151 0.913 27.8 0.500 9.88 8.61 1550 1199 0.246 0.309 -0.625 0.407 2.141 0.915 27.6 0.647 12.79 11.92 2739 1666 0.481 0.374 -0.613 0.401 2.126 0.917 27.3 0.606 18.13 15.75 3093 1881 0.481 0.374 -0.613 0.401 2.126 0.917 22.1 0.801 18.94 2 18.59 4347 2057 0.948 0.448 -0.597 0.392 2.106 0.920 24.6 0.791 23.68 21.98 5350 2532 0.948 0.448 -0.597 0.392 2.106 0.920 21.8 --0.019 0.172 -0.623 0.408 2.308 0.927 22.7 0.271 5.35 4.63 349 349 0.065 0.251 -0.614 0.402 2.299 0.929 27.7 0.315 6.22 5.39 468 468 0.087 0.274 -0.611 0.401 2.296 0.929 27.6 0.369 7.30 6.32 638 638 0.118 0.300 -0.608 0.399 2.293 0.930 27.6 0.555 10.96 9.46 1416 1240 0.261 0.378 -0.598 0.393 2.284 0.931 27.3 0.727 14.37 13.18 2739 1890 0.511 0.457 -0.586 0.386 2.269 0.933 27.1 0.673 20.15 17.34 2823 1947 0.511 0.457 -0.586 0.386 2.269 0.933 21.9 0.911 21.53 ' 20.65 4347 2339 1.008 0.548 -0.570 0.378 2.248 0.936 24.4 0.898 26.88 24.34 5350 2879 1.008 0.548 -0.570 0.378 2.248 0.936 21.6 0.507 10.02 8.22 474 474 0.146 0.582 -0.519 0.349 2.875 0.967 26.6 0.773 15.27 12.56 1051 1051 0.322 0.735 -0.510 0.344 2.865 0.968 26.3 1.035 20.46 17.87 2091 2091 0.632 0.889 -0.499 0.338 2.850 0.969 26.0 0.942 28.21 23.18 2091 2091 0.632 0.889 -0.499 0.338 2.850 0969 21.1 1.375 27.18 25.21 4221 3367 1.250 1.068 -0.485 0.330 2.829 0.971 25.6 1.287 38.54 33.22 4221 3367 1.250 1.068 -0.485 0.330 2.829 0.971 20.8 1 Web height-to-thickness ratio exceeds .200. Web stiffeners are required at all support pomts and concentrated loads. 'Allowable moment includes cold work of forming. 'Where web height-to-thickness ratio exceeds .260 or flange width-to-thickness ratio exceeds 60, effective properties are not calculated. See A/SI 5100 Section BJ. Application of these products in a non-composite design shall be approved by a design professional. www C:C:MA r nm 7 n=. Fy o,._PnlpeftlN Efflctlftl'nlpeftlN Slc:tlon (In) (bl) Am ~ ht Ix Sx lb ,~, (~ lxt Sx, MIi Mid y~ 1ln') ( ) (In') (In') (In) (In') (In') (ln•k) (ln•k) 400S250-43 0.0451 33 0.447 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 8.95 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 0.577 2.324 0.845 18.762 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 2 23.52 3093 550S162-68 0.0713 33 0.657 2.24 2.861 1.040 2.086 0.212 0.568 2.861 1.040 23.72 2 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 2 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 3.886 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 550$200-68 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 550$200-68 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 3.46 4.563 1.659 2.119 0.515 0.712 4.563 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 550$250-43 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 550$250-54 0.0566 33 0.641 2.18 3.126 1.137 2.208 0.547 0.923 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 550$250-68 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 550$250-97 0.1017 33 1.118 3.80 5.304 1.929 2.178 0.897 0.895 5304 1.925 43.47 43.57 6282 550$250-97 0.1017 50 1.118 3.80 5.304 1.929 2.178 0.897 0.895 5.304 1.837 61.77 60.32 9518 600S137-33 0.0346 33 0.318 1.08 1.582 0.527 2.229 0.069 0.464 1.548 0.455 8.98 8.19 638 600S137-43 0.0451 33 0.413 1.41 2.042 0.681 2.223 0.087 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 600$137-54 0.0566 50 0.514 1.75 2.518 0.839 2.213 0.105 0.452 2.518 0.777 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 2 24.05 4347 600S137-68 0.0713 50 0.640 2.18 3.094 1.031 2.200 0.125 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 4.188 1.396 34.48' 34.49 6911 600$137-97 0.1017 50 0.889 3.03 4.188 1.396 2.170 0.159 0.422 4.188 1.396 50.80 2 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 600S162-43 0.0451 33 0.447 1.52 2.316 0.772 2.276 0.148 0.576 2.316 0.767 16.68 2 14.46 1416 600$162-54 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 0.180 0.570 2.860 0916 30.33 2 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 ' 26.78 4347 600S162-68 0.0713 50 0.693 2.36 3.525 1.175 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 2 38.37 6911 600$162-97 0.1017 50 0.966 3.29 4.797 1.599 2.229 0.283 0.541 4.797 1.599 56.73 2 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 2 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 68.94 ' 68.93 12526 'Web height-to-thickness r,1tio exceeds 200. Web stiffeners ,1re required ,1t ,11/ support points ,1nd concentr,1ted /0,3ds. 'Allow,1ble moment includes cold work of forming. See Table Notes on page 7. 10 www C:C:MA r rim SHEET# 8 TCll'llonll PnlpeftlN Lu V1nll Jx1000 Cw Xo m Ro I (In) (lb) (In') (In') (In) (In) (In) 810 0.303 1.486 -2.139 1.252 2.864 0.443 63.7 944 0.594 1.821 -2.124 1.244 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 1.496 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 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 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 47.4 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 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 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 0.497 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 2.577 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 3.329 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 Convrioht (f) 2015 bv the SSMA Structural (S) Section Properties SHEET# 9 ~Fy GlwaPropertln Efflctlvl Propertln Section (In) (11111 Am =It Ix Sx Rx ly ~ lxe Sxe 1111 Mid ;, (In') (I (In') (In') (In) (In') (In') (In') (ln-k) (ln-k) 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 600S200-68 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 78,44' 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 600S250-54 0.0566 33 0.670 2.28 3.819 1.273 2.388 0.562 0.917 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 32.82' 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' 48.91 6911 600S250-97 0.1017 50 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.063 69.38' 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 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 5,344 1.581 31.23 30.88 4347 600S300-68 0.0713 50 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 4.32 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 4.32 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 64.29' 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' 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 600$350-54 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 2.877 2.441 2.518 1,318 8631 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' 76.40 8267 600S350-118 0.1242 50 1.748 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 800S137-43 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 1.277 2.855 0.112 0.423 5.077 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 800S137-97 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 2.779 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 10147 2.537 95.56 95.56 16235 800S162-33' 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 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 800S162-97 0.1017 33 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9713 2.428 58.272 58.27 8843 800$162-97 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 800S162-118 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 800S200-33' 0.0346 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 2 30.37 2091 800S200-54 0.0566 50 0.726 2.47 6.573 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' 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 11.203 2.801 96.63 ' 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 'Web height-to-thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. 'Allowable moment includes cold work of forming. See Table Notes on page ?. r..nmnllP<: With 7nnq_ 7nt7 ;mrl :m1r; TRr. www C::C::MA rnm TOl'llonll Propertln Lu Vinet Jx1000 Cw Xo m Ro I (In) (II) (In') (In') (In) (In) (In) 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 0.654 62.3 1947 0.715 4.194 -1.860 1,129 3.163 0.654 50.5 2339 1,416 5.145 -1,842 1.119 3,142 0.656 59,2 2879 1.416 5.145 -1.842 1,119 3.142 0.656 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 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 0.575 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 10.776 -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 1.777 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 87.5 3805 4.994 21.811 -2,979 1.757 4.071 0.464 74.4 2391 8.990 25.791 -2.951 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 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 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 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 0.777 3.278 0.863 45,5 5938 4.381 7,684 -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 lffl{§;t·1 IWli 11 •i,UDilt·■lfflffib l sHEET# 10 s -Non-Composite -Fully Braced .. 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 co ntribution 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. Slctlon Fy L. sr,;1ng 5pef 7.5pef (kll) (kl) )oc U120 L/240 L/380 U120 U240 12 9'0' 7'8' 6' 8' 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' s· 7'4' 8' 11· 7' 4• 24 8' 11· 7'4' 6' s· 7' 3' 6' s· 12 12·0· 9'6' 8'4' 10'6' 8'4' 162S125-33 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 11'8' 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 13' 6' 11' 3' 9' 10' 11'0' 9' 10' 24 11· o· 9' 10' 8' 7' 9'0' 8'7' 12 16' 1· 12' 9· 11' 2· 13' 7' 11' 2· 250S125-30 33 28.9 16 14• s· 11' 7' 10' 2· 11' 10· 10' 2· 24 11' 10· 10' 2· 0· 10· 9'8' 8' 10· 12 16' 7' 13' 2' 11'6' 14' 6' 11'6' 250S125-33 33 28.9 16 15' 1' 12· o· 10' 6' 12· 8' 10'6' 24 12'8' 10'6' 9' 2· 10'4' 9' 2· 12 18' 1· 14' 4' 12· 6' 15' 10· 12' 6' 250S125-43 33 28.9 16 16' s· 13'0' 1r s· 14' 4• 11· s· 24 14' 4' 11· s· 9' 11· 12' 4· 9' 11· 12 13'9' 13'9' 12' 1· 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• o· 350S125-27 33 28.7 16 16' o· 14' 7' 12' 9• 13' 1· 12' 9' 24 13' 1· 12' 9' 11'1' 10· 0· 10'8' 12 19' 11· 16' 7' 14'6' 16' 3' 14'6" 350S125-30 33 28.6 16 17'3' 1s· o· 13' 2· 14' 1· 13' 2· 24 14' 1' 13' 2' 11'6' 11' 6' 11'6' 12 2r 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· s· 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' s· 14' 10' 24 10· s· 14' 10' 12' 11· 15' 1· 12' 11' 12 25' 1· 19' 11· 17' s· 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' s· 13' 10· 12 26' 10· 21' 4' 18' 7' 23'5' 18' 7' 350S125-68 50 22.8 16 24• s· 19'4' 16' 11' 21' 4' 16' 11' 24 21'4' 16' 11' 14'9' 18'7' 14'9' 12 14'0' 14• o· 12' 6' 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• s· 1s· s· 14'5' 362S125-27 33 28.6 16 16' 4' 1s· o· 13' 1' 13' 4' 13' 1' 24 13' 4' 13'1' 11'5' 10' 11' 10' 11' 12 20' 3' 1r o· 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' 16'0' 14'0' 15' 6' 14• o· 24 15'6' 14'0' 12' 2' 12' 8' 12'2' 12 24' 2· 19' 2· 16' 9' 21' 1' 16'9' 362S125-43 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' 1 Web height-to-thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. ·e • web stiffeners required at ends. r.nmn/ip,:; With :,nnQ. :Jn 1::, 1'nrl ::,n, "i TRr. www ,,MA rnm U3IO U120 5' 10' 6'4' 5' 4' 5'6' 4' 8' 4'6' 6' 10' 8' 4' 6' 3' 7' 3' S'S' 5' 11' 7' 1· 8' 11· 5·s· 7'9" 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· s· 10'e 9' s· 11'0' 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· 0· o· 8' 11· 10' 11· 14' 4' 9' 11· 13'0' 8' 8' 10'8' 10' 7' 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' 13'0' 15' 2· 19' 11· 13' 10· 18' 1' 12' 1' 15' 10· 16' 3' 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· s· 11'7' 10· o· 9'5' 13· o· 14' 4' 11' 10' 12· s· 10'4' 10' 2' 13' 5' 15' 6' 12' 2' 13' 6' 10'8' 10' 11' 14' 8' 18' 10' 13' 4' 16'4' 11' 7' 13' 4' 10pef L/240 U3IO 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' s· 6'8' 5' 10· 5' 10· 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· ro· 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' S'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' s· 14' 10· 12' 11' 13'5' 11'9' 11' 9' 10'3' 15' 10· 13' 10· 14' 4' 12' 7' 12'7' 11'0' 16' 11' 14'9' 15'4' 13· s· 13• s· 11'9' 9' 11'e 9' 11'e 8' 7'e 8' 7'e 7'0'e 7' o·e 13' 1· 11' 5' 11' 7' 10' 5' 9· s· 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' ts -Non-Composite -Fu SHEET# 11 Section Fy L. 5&:~ lpaf 7.lpaf (bl) (In) U120 l../240 L/3eO U120 L/240 12 25' 10' 20'6' 17' 11' 22'7' 17' 11' 362S125-54 50 22.8 16 23' 5• 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' 17' 5• 21' 11' 17' 5· 24 21' 11" 17' 5• 15' 2· 19' 2· 15'2" 12 14'9'e 14' 9'e 13'6'e 12' 1'e 12' 1'e 400S125-18 1 33 28.7 16 12' 10'e 12' 10'e 12' 3'e 10'5'e 10'5'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 28.5 16 17' 3' 16' 2" 14' 2' 14' 1' 14' 1' 24 14' 1' 14' 1' 12' 4" 11' 6' 11'6" 12 21· 5• 18' S" 16' 1· 17' 6' 16' 1· 400S125-30 33 28.5 16 18' 6' 16'8' 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" 400S125-33 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· 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' 5· 19' 4• 400S125-54 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 23'8' 18' 10· 16' 5· 20· 0· 16'5' 12 23' 10· 22' 10' 20' 2' 19'6' 19' 6' 550S125-27 ' 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• 0· 21' 6' 22' 8' 21' 6' 550S125-33 33 27.8 16 24' 1' 22' 4' 19' 7' 19' 8' 19' 6' 24 19'8' 19'6' 17' 1· 16'0' 16' o· 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' 9' 28' 9• 22' 9' 24 28'9' 22' 9' 19' 11' 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' 30'8' 24' 4' 24 30'8' 24' 4' 21'3' 26' 10' 21' 3' 12 24' 1o·e 24' 4'e 21' 3'e 20' 4'e 20' 4'e 600S125-27 ' 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 27.6 16 23' 3' 22' 11' 20'0' 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' 600S125-33 33 27.6 16 25' 2· 23' g• 20' g• 20' 6" 20' 6" 24 20'6' 20' 6' 18' 1" 16'9" 16'9' 12 35'6' 28' 9" 25' 1" 29· o· 25' 1" 600$125-43 33 27.3 16 30'9" 26' 1' 22' 10" 25' 1" 22' 10· 24 25' 1' 22' 10· 19' 11' 20' 6' 19' 11" 12 38' 9• 30' 9' 26' 10" 33' 10" 26' 10" 600$125-54 50 21.9 16 35' 3" 27' 11" 24' 5• 30' 9" 24' 5• 24 30' 9" 24' 5· 21' 4' 26' 10· 21'4" 12 41' 7" 33'0" 28' 10' 36' 4' 28' 10' 600S125-68 50 21.6 16 37' 9" 30· o· 26' 2" 33'0' 26' 2" 24 33· o· 26' 2' 22' 10" 28' 10· 22' 10· 12 40' 11" 36' 1" 31'6" 33' 5· 31' 6" 800S125-43 33 26.3 16 35' 5• 32' 9" 28'8' 28' 11" 28' 8" 24 28' 11" 28' 8" 25· o· 23' 8" 23' 8' 12 48' 10' 38'9' 33' 10' 42' 8" 33' 10· 800$125-54 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' 1· ' Web llelght-to-tlllckness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. •e• web stiffeners required at ends. See Table Notes on page 21. 22 www C::C::MJI rnm 10pef L/3eO U120 U240 L/3eO 15'8' 20'6' 16'3' 14'2' 14' 2' 18' 7' 14'9' 12' 11' 12· 5• 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' 5'e 7' 5'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" 14'0' 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· o· 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' 16'5' 21' 6" 17' 1· 14' 11' 14'4' 18' 10· 14' 11' 13'0' 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' 15'9' 15'9' 14' 11' 14' 4' 12' 10'e 12' 10· e 12' 1o·e 18' 10" 19'8' 19' 6' 17' 1' 17' 1' 17' o· 17'0' 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' 8" 18' 1' 17' 5· 22' 9· 18' 1· 15' 10· 23' 5• 30'8' 24' 4' 21' 3' 21' 3' 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' 1o·e 15' 3'e 15' 3'e 15' 3'e 14' 4'e 12· 5"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' 5'e 13' 5'e 13' 5'e 19' 11' 20' 6' 20' 6' 18' ,. 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· 5• 16' 11" 25' 2' 33'0" 26' 2' 22' 10" 22' 10' 30'0" 23'9" 20'9" 20· o· 26'2" 20' 9' 18' 2" 27' 6" 28' 11" 28' 8" 25' o· 25"0" 25' 1" 25' 1" 22' 9" 21' 10" 20' 6" 20' 6' 19' 10' 29' 7' 38'9" 30'9' 26' 10" 26' 10" 34' 1" 27' 11' 24' 5• 23'6" 27' 10· 24' 5· 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" Coovrioht (C) 2015 bv the SSMA Section ,Z'=9 lpef L/120 L/240 L/360 12 27' 4' 21· 8' 18' 11· 400$137-43 33 16 24' 10" 19' 8' 17' 2' 24 21' 8' 17' 2' 15'0' 12 28' 7' 22· 8' 19· 10· 400$162-43 33 16 26' o· 20' 7' 18' o· 24 22' 8' 18'0' 15'9" 12 30' 2· 23' 11' 20' 11' ~00S200-43 33 16 27' 5' 21'9' 19'0' 24 23' 11' 19'0' 16' 7' 12 29' 3' 23' 2· 20' 3' 400S137-54 50 16 26' 7' 21' 1· 18' 5' 24 23' 2' 18' 5' 16' 1' 12 30' 8' 24'4' 21'3' 400S162-54 50 16 27' 10' 22' 1' 19'4' 24 24' 4' 19' 4' 16' 10' 12 32' 4' 25' 8' 22' 5' 400S200-54 50 16 29' 5' 23' 4' 20· 5' 24 25· 8" 20' 5" 17' 10' 12 31• 3• 24' 10· 21· 8' 400S137-68 50 16 28' 5· 22'7' 19'8' 24 24' 10' 19' 8' 17' 2' 12 32' 1 o· 26' o· 22'9' 400S162-68 50 16 29· 10· 23• 8" 20' 8' 24 26'0" 20· 8' 18' 1· 12 34• 8" 27' 6" 24'0" 400S200-68 50 16 31' 6" 25• o· 21· 10· 24 27' 6' 21' 10' 19' 1' 12 33' 8" 26' 9' 23' 4' 550S162-33 33 16 29' 4· 24' 4· 21' 3' 24 24' o· 21' 3· 18'6' 12 36' 8' 29' 1' 25' 5' 550S162-43 33 16 33' 4' 26' 5' 23' 1' 24 29' 1· 23' 1' 20' 2' 12 39' 4' 31' 3' 27' 3" 550S162-54 50 16 35'9" 28' 5' 24'9' 24 31' 3" 24'9" 21' 8' 12 42' 2· 33' 6" 29' 3' 550S162-68 50 16 38' 4' 30· 5• 26' 7" 24 33'6' 26'7' 23' 3' 12 33'0" 27' 6" 24'0' 600S137-33 33 16 28'7" 24' 11' 21' 10' 24 23' 4' 21' 9' 19' 1· 12 35' 6' 29· 8' 25'0' 600S162-33 33 16 30' 9' 26'0' 22' 9' 24 25' 1· 22'9" 19'10" 12 37' 11· 30' 1· 26' 3" 600S200-33 33 16 32' 10· 27' 4· 23' 10· 24 26' 9' 23' 10· 20' 10· 12 37' 8" 29· 11· 26' 2· 600S137-43 33 16 34' 3' 27' 2· 23'9" 24 28' 1' 23' 9' 20' 9' 12 39'4' 31'2' 27' 3' 600S162-43 33 16 35' 9' 26' 4' 24' 9" 24 31' 1· 24'9" 21'8" 12 41'3' 32' 9' 28' 7" 600S200-43 33 16 37' 6" 29'9' 26' o· 24 32• o· 26' o· 22' 9' 12 40' 5· 32' 1· 28'0" 600S137-54 50 16 36'9" 29' 2· 25' 6" 24 32' 1· 25' 6" 22' 3• 12 42' 2· 33' 6" 29' 3• 600S162-54 50 16 38' 4' 30· 5· 26' 7" 24 33'6" 26' 7' 23' 3" 12 44' 4' 35' 2· 30' 9" 600S200-54 50 16 40' 3" 32'0" 27'11" 24 35· 2· 27' 11· 24• 5· 12 43' 4' 34' 4' 30'0" 600S137-68 50 16 39'4' 31' 3' 27' 3' 24 34' 4' 27' 3' 23' 10' 12 45' 3· 35' 11· 31' 4' 600S162-68 50 16 41' 1' 32' 7' 28' 6" 24 35' 11· 28' 6" 24' 11' •e • web stiffeners required at ends. See Table Notes on page 25. 26 all Limiting Heights -Single Span HEET# 12 11Plf 20pef 21pef 30Plf 36Plf 40Plf IOpif L/240 L/360 UIOO L/240 L/360 UIOO L/240 L/360 U800 L/240 L/360 U800 L/240 L/360 UIOO L/240 L/360 L/800 L/240 L/360 L/600 16' 11' 14' 9' 12' 6' 15' 4' 13· 5' 11'4' 13'9' 12'6' 10'6' 12' 7' 11'9" 9' 11' 11'7' 11'2' 9' 5· 10· 10· 10· 8' 9• o· 9'9' 9'9' 8'4' 15' 4' 13' 5' 11'4' 13'4' 12' 2' 10' 4' 11' 11' 11' 4' 9' 7' 10· 10· 10· 8' 9'0' 10' 1' 10' 1' 8'6' 9'5' 9' 5• 8'2' 8' 5'e 8'5'e 7'7" 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' 7' 8'e 7' 8'e 7' 2"e 6' 11'e 6' 11'e 6' 7'e 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" 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' 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' 10'e 8' 10'e 7' 10' 8' 3'e 8' 3"e 7' 6"e 7' 5"e 7' 5'e 6' 11·e 18' 8" 16' 4' 13'9' 1r o· 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' 1r o· 14· 10· 12· 6' 15' 4' 13'6' 11'4' 13'9" 12'6' 10'7' 12' 7' 11'9' 9' 11' 11' 7' 11'2" 9'5' 10' 10'e 10' 8'e 9'0' 9'9'e 9' 9"e 8' 5'e 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 18' 1' 15' 10' 13' 4• 16'6' 14' 5" 12' 2· 15' 3· 13' 4• 11' 3" 14' 5" 12' 7" 10' 7' 13'8' 11' 11' 10' 1· 13' 1' 11' 5" 9'8' 12' 2' 10' 7' 8' 11· 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· o· 9' 8' 8' 1' 14• 5• 12' 7" 10'7' 13' 1' 11' 5' 9'8' 12' 2· 10'7' 8' 11· 11' 5' 10'0' 8' 5' 10' 10' 9'6' 8'0' 10' 4' 9' 1' 7'8' 9' 3' 8' 5" 7'1" 19'0' 16'7' 14' o· 17' 3' 15' 1· 12'9' 15· o· 14• o· 1r 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' 17' 3' 15' 1' 12'9' 15'8' 13' 8' 11' 7' 14' 7' 12' 9' 10'9' 13' 8' 12'0' 10' 1' 13'0' 11' 4' 9'7" 12· 5· 10· 10· 9' 2' 11' 7' 10' 1' 8'6" 15' 1' 13' 2· 11' 1· 13'8' 12·0· 10' 1' 12' 9• 11'1' 9'4" 12· o· 10'5' 8' 10' 11'4' 9' 11' 8' 5' 10' 10' 9'6' 8'0' 10·0· 8' 10' 7'5' 20' 1' 17' 6' 14' 9' 15· 3• 15• 11· 13· 5· 16' 11' 14' 9' 12' 6' 15' 11' 13' 11· 11' 9' 15' 1' 13' 3' 11' 2· 14' 6' 12· 8" 10'8" 13' 5' 11' 9" 9' 11' 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· o· 10' 1· 13' 2· 11' 6" 9'8' 12' 2' 10'8" 9'0' 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· o· 10'6' 8' 10· 11'6' 10'0' 8' 5· 10'6' 9'4' 7' 10' 19' 4' 16' 11' 14' 3' 17'7' 15· 5· 13'0' 16'4' 14' 3' 12'0' 15· 5• 13· 5• 11'4' 14' 7" 12'9' 10'9' 14'0' 12'2' 10' 4" 13'0' 11'4' 9' 7' 17' 7' 15· 5· 13'0" 16'0' 14'0' 11'9" 14• 10· 13· o· 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' 15• 5· 13· 5• 11'4' 14'0' 12' 2' 10'4' 13· o· 11'4' 9'7" 12' 2' 10'8' 9' o· 11' 7' 10'2" 8'7' 11'1' 9'8' 8' 2' 10'4' 9'0' 7' 7' 20' 4" 17' 9' 15· o· 18'6" 16' 2' 13' 7' 17' 2' 15'0" 12· 5· 16' 2· 14' 1· 11' 11· 15' 4' 13'5' 11'4' 14• 8" 12· 10· 10· 10· 13'7' 11' 11' 10·0· 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' 16'2" 14' 1' 11' 11' 14• 8' 12· 10· 10· 10 13'7" 11· 11· 10· o· 12' 10· 11' 2· 9'5" 12' 2· 10'8" 9'0" 11'8" 10·2· 8'7' 10' 10' 9' 5' 8'0" 21'6' 18'9' 15' 10· 19'6' 17' 1' 14• 5· 18' 1' 15' 10' 13' 4' 17' 1' 14' 11' 12' 7' 16' 2' 14' 2' 11' 11' 15'6' 13'6' 11' 5' 14'5' 12' 7' 10' 7" 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' 17' 1' 14' 11' 12' 7' 15'6' 13'6' 11'5' 14' 5' 12' 7' 10' 7' 13· 6' 11· 10· 10· o· 12' 10' 11' 3' 9'6' 12' 4' 10'9' 9' 1' 11' 5' 10'0' 8' 5' 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 13'10'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"e 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'e 11' 1'e 11' 1'e 10' 6"e 10' 5'e 10' 5'e 10' 1'e 9' 3'e 9' 3'e 9' 3"e 13' 10'e 13' 1o·e 12· 3"e 12·o·e 12'0'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 22' 9' 19' 10· 16' 9' 20'8" 18' 1' 15' 3" 18' 9' 16'9' 14'2' 17' 1' 15' 9' 13'4' 15'10'e 15'0" 12' 8' 14' 10'e 14' 4'e 12' 1' 13' 3'e 13' 3"e 11' 3'e 20'8' 18' 1' 15' 3' 18' 1' 16' 5• 13· 10· 16' 3'e 15' 3" 12' 10' 14' 10'e 14' 4'e 12' 1' 13' 8'e 13' 7'e 11' 6"e 12'10'e 12'10'e 11' 0'e 11' 6'e 11' 6"e 10' 2'e 17' 1' 15'9' 13' 4' ~4• 10'e 14' 4'e 12' 1' 13' 3'e 13' 3'e 11' 3'e 12' 1'e 12' 1'e 10' 7'e 11' 2·e 11' 2'e 10' o·e 10' 6'e 10' 6'e 9'7'e 9' 4"e 9' 4'e 8' 11·e 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· o· 22' 2' 19' 4' 16' 4' 20' 2' 17' 7' 14' 10· 18'8' 16'4" 13'9' 17' 7' 15' 4" 13• o· 16'8' 14' 7' 12' 4' 16' o· 14'0' 11'9" 14• 10· 13· o· 10· 11· 19' 4' 16' 11· 14' 3' 17'7' 15' 4' 13· o· 16' 4" 14' 3' 12· o· 15' 4' 13· 5· 11'4" 14' 7' 12' 9" 10' 9" 14'0' 12' 2· 10' 3" 12' 6"e 11' 4' 9'7" 26' 2· 22' 10· 19' 3' 23' 9• 20'9" 17'6" 22' 1· 19' 3" 16' 3" 20'9" 18' 2· 15' 3" 19'9" 17' 3' 14'6" 18' 10· 16' 6" 13' 11' 17'6' 15' 3• 12' 11· 23'9' 20'9" 17' 6" 21' 7' 18' 10· 15' 11' 20·0· 17' 6" 14'9' 18' 10· 16' 6' 13' 11' 17'11' 15'8' 13' 2· 17'2' 15'0' 12'7' 15' 11' 13' 11' 11' 9' 20' 9" 18' 2' 15' 3' 18' 10' 16' 6' 13' 11' 17' 6" 15' 3' 12' 11· 16' 6' 14• 5• 12' 2' 15'8' 13' 8' 11'6" 15'0' 13' 1' 11'0' 13' 11' 12' 2' 10'3' 19' 1' 18'9' 15'10" 16' 6'e 16' 6"e 14' 4" 14' 9"e 14' 9"e 13' 4'e 13' 6'e 13' 6'e 12' 7"e 12' 6'e 12' 6"e 11'11"e 11'8"e 11'8"e 11'5'e 10· 5'e 10· 5"e 10· 5"e 16' 6'e 16' 6"e 14' 4' 14' 4'e 14' 4'e 13' 1'e 12'10'e 12'10'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 13' 6"e 13' 6'e 12' 7'e 11· 8"e 11· 8"e 11· 5"e 10· 5"e 10· 5"e 10· 5"e 9' 6"e 9' 6"e 9' 6"e 8' 10"e 8' 10"e 8' l0'e 8' 3'e 8' 3"e 8'3"e 7' 5"e T 5"e r 5'e 20' 6'e 19' 6' 16'6' 17' 9"e 17' 9'e 15' o· 15' 11'e 15' 11"e 13' 11"e 14' 6'e 14' 6"e 13' 1'e 13' 5'e 13' 5'e 12· 5'e 12' 7'e 12' 7'e 11'11'e 11'3'e 11'3'e 11'0'e 17' 9'e 17' 9'e 15' o· 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"e 11' 8"e 11' 8"e 11' 3"e 10'11"e 10'11'e 10'10'e 9' 9'e 9' 9"e 9' 9"e 14' 6'e 14' 6"e 13' 1"e 12' 7"e 12' 7"e 11'11'e 11' 3"e 11'3"e 11' 0"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'e 7' 11'e 7' 11'e 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· o·e 12· o·e 11· 7"e 18' 11·e 18' 8"e 15' 9"e 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· 5"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 15' 6'e 15' 6"e 13' 9'e 13' 5"e 13' 5"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 22· w 20· 5· 17' 3" 19' 10· 18' 6" 15' 8" 17' 9" 17'3" 14'6" 16' 2' 16' 2· 13'8" 15' o·e 15' o·e 13' o· 14' o·e 14' o·e 12· 5' 12' 7'e 12' 7'e 11' 6'e 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 16'2' 16'2' 13· 8' 14' 0'e 14' 0'e 12' 5' 12' 7"e 12' 7'e 11' 6'e 11' 6'e 11' 6'e 10'10'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 24' 4' 21'3' 17' 11' 21' 11' 19' 4' 16' 4' 19' 8' 17' 11' 15' 2' 17' 11'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 21' 11· 19' 4• 16' 4• 19'0" 17' 7" 14' 10· 17' 0'e 16' 4'e 13' 9" 15' 6"e 15' 4"e 12' 11' 14' 4'e 14' 4"e 12' 4'e 13' 5"e 13' 5"e 11' 9'e 12· o·e 12· 0"e 10'11"e 1T11"e 16' 11' 14' 3" 15' 6"e 15' 4"e 12' 11" 13' 11'e 13' 11"e 12· o·e 12· 8"e 12' 8"e 11· 4"e 11'9"e 11'9"e 10'9'e 11' o·e 11' o·e 10· 3"e 9' 10"e 9' 10"e 9' 6'e 25' 7• 22' 4' 18' 10· 22'8' 20'4' 17' 2' 20' 3' 18' 10' 15' 11' 18' 6'e 17' 9'e 15' o· 17' 1'e 16'10"e 14' 3' 16' 0'e 16' 0'e 13' 7'e 14' 4'e 14' 4'e 12' 7'e 22· 8' 20'4' 17' 2' 19'7'e 16' 5" 15'7' 17' 7"e 17' 2"e 14' 5" 16' o·e 16' o·e 13' 7'e 14'10'e 14'10'e 12'11"e 13'10'e 13'10'e 12' 4'e 12' 5'e 12' 5'e 11' 6'e 18' 6"e 17' 9'e 15' o· 16' 0"e 16' 0'e 13' 7"e 14' 4'e 14' 4"e 12' 7"e 13' 1'e 13' 1"e 11'11"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' o·e 25' 1· 21' 11· 18' 5· 22'9" 19'11" 16'9" 21' 2· 15· 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" 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· o· 12' 8" 16' 4' 14' 4' 12' 1' 14' 7' 13' 4' 11' 3" 19' 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' 26' 2' 22' 10' 19' 3' 23'9" 20'9' 17' 6' 22' 1' 19' 3' 16' 3• 20'9' 18' 1' 15' 3• 19'8' 17'3" 14'6' 18' 10· 16' 6' 13' 11' 17' 6' 15' 3• 12' 11· 23' 9" 20' 9• 17' 6" 21' 7' 18' 10' 15' 11' 20'0' 17' 6' 14'9" 18' 10' 16' 6" 13' 11' 17' 11· 15· 8" 13'2" 17' 2' 15'0' 12' 7" 15' 11' 13' 11· 11' 9" 20'9" 18' 1' 15' 3" 18' 10' 16' 6' 13' 11' 17' 6' 15' 3' 12' 11' 16' 6' 14• 5· 12'2' 1S8' 13'8' 11' 6' 14' 8' 13' 1· 11· o· 13' 2'e 12' 2'e 10' 3' 27' 6' 24· o· 20' 3' 24• 11· 21· 10· 19• 5• 23' 2· 20' 3" 17' 1' 21' 10· 19' 1' 16' 1· 20' 9' 18' 1' 15' 3" 19' 10· 17' 4' 14' 7" 18'5" 16' 1· 13' 7" 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" 16' 7" 14' 7" 12' 4' 21' 10' 19' 1' 16' 1· 19' 10· 17' 4" 14' 7" 18' 5· 16' 1· 13'7" 17' 4" 15' 1' 12' 9' 16' 2· 14'4' 12' 1· 15' 1'e 13'9" 11' 7" 13' 6"e 12· 9"e 10' 9" 26' 10· 23• 5• 19'9' 24' 5• 21' 4' 18' o· 22' 8" 19' 9' 16'8' 21'4' 18' 7" 15• 8' 20' 3" 17' 8' 14' 11· 19' 4' 16' 11' 14' 3' 18'0' 15' 8' 13' 3' 24• 5· 21' 4· 18'0' 22' 2· 19'4' 16' 4' 20' 7' 18' o· 15' 2· 19' 4' 16' 11' 14' 3' 10· 5• 16' 1' 13' 7" 17' 7' 15' 4' 12' 11· 16'4' 14' 3' 12· o· 21'4' 18' 7' 15'8' 19' 4' 16' 11· 14' 3' 18'0" 15• 8" 13' 3· 16' 11· 14' 9" 12'5" 16' 1· 14• o· 11· 10· 15' 4' 13· 5• 11' 4" 13'11" 12'5' 10'6" 28' o· 24' 6" 20' 8' 25'6" 22' 3" 18' 9" 23' 8" 20' 8' 17'5" 22' 3" 19· 5• 15· 5· 21' 2' 18' 5· 15'7' 20' 2· 17' 8" 14' 11' 18'9" 16' 5' 13' 10' 25' 6" 22' 3" 18' 9" 23' 2' 20' 2· 17'1' 21'6" 18' 9" 15' 10' 20' 2· 17'8" 14' 11· 19' 2' 16'9' 14' 2' 18'4" 16'0" 13'6" 17' 1' 14' 11· 12' 7' 22' 3· 19· 5· 15· 5· 20' 2' 11· 8' 14• 11· 18'9' 15· 5· 13• 10· 17' 0· 15· 5· 13· o· 16'9' 14• 8" 12' 4' 16'0' 14• o· 11· 10· 14' 11· 13'0" 11'0' www C::C::MJJ rnm Coovrloht If) 2nJ5 bv the SSMA Curtain Wall Limiting Heights -Single Span "' HEET# 13 S.Cllon (~,=a lpaf L/120 L/240 L/360 12 47' 7' 37' 9' 33'0' ~00$200-68 50 16 43' 2· 34' 3' 29' 11' 24 37' 9' 29' 11' 26' 2· 12 47' 11· 38' o· 33· 2· 600$137-97 50 16 43' 6' 34' 6' 30' 2· 24 38' o· 30· 2· 26' 4• 12 50'1' 39' 9' 34' 9' 600$162-97 50 16 45' 6' 36' 2' 31' 7" 24 39'9' 31' 7' 27' 7' 12 52' 10' 41' 11' 36'7' 600$200-97 50 16 48' o· 38' 1· 33' 3' 24 41' 11· 33' 3' 29' 1' 12 52· 11· 42' o· 36' 0· 600$162-118 50 16 48' 1' 38' 2· 33' 4' 24 42• o· 33• 4• 29' 1' 12 55' 10· 44' 4' 38' 9' 600$200-118 50 16 50' 9' 40' 3' 35' 2· 24 44' 4• 35' 2· 30' 9' 12 45' 10· 37' 10' 33' 1' 800$137-43 33 16 39' 9• 34' 4' 30'0' 24 32'5' 29'11" 26'3' 12 49' 2· 39' 4' 34' 4• 800$162-43 33 16 42' 1 o· 35' 0· 31' 2· 24 34' 11· 31' 1· 27' 3' 12 51' 10' 41' 1· 35' 11· 800$200-43 33 16 45' 10· 37' 4• 32'8' 24 37' 5• 32· 0· 20· 6' 12 51' 2' 40' 7' 35' 6' 800$137-54 50 16 46'5' 36'11" 32'3' 24 40' 6' 32• 3• 20· 2· 12 53' 2· 42' 3' 36' 10· 800$162-54 50 16 48' 4' 38' 4' 33' 6" 24 42' 1' 33' 6' 29' 3' 12 55· 0· 44' 2· 38' 1· 800$200-54 50 16 50' 7' 40' 2· 35' 1' 24 44' 2· 35' 1· 30· 0· 12 54' 11' 43' 7' 38' 1' 800$137-68 50 16 49' 10' 39' 7" 34' 7' 24 43' 7' 34' 7" 30' 2' 12 57' 1· 45' 4' 39' 7' 800$162-68 50 16 51'10' 41'2' 35'11' 24 45' 4• 35· 11· 31• 5• 12 59' 9• 47' 5• 41• 5· 800$200-68 so 16 54' 4• 43' 1 • 37' 0· 24 47' 5' 37' 0· 32· 11· 12 60' 10· 48' 4' 42' 2· 800$137-97 50 16 55' 4• 43' 11· 38' 4' 24 48' 4' 38' 4• 33' 6' 12 63' s· 50' 4' 43' 11' 800$162-97 so 16 57' 7' 45' 9' 39' 11' 24 50' 4' 39' 11' 34' 11' 12 66'6' 52' 9' 46' 1' 800S200-97 50 16 60' 5· 47' 11· 41• 11· 24 52' 9' 41' 11' 36' 7' 12 67' 1' 53· 3· 46' 5· 800S162-118 50 16 60'11' 48'4' 42'3' 24 53' 3' 42' 3' 36' 11' 12 10· 5• 55' 11· 48' 10 8QOS200.118 50 16 64' o· 50• 9• 44' 4• 24 55' 11· 44' 4• 38' 9' ·e • web stiffeners required at ends. See Table Notes on page 25. 11pef L/2AO L/360 U800 29'6' 25' 9' 21'9' 26'9' 23• 5• 19'9' 23'5' 20'5' 17' 3' 29• 0· 25• 11· 21· 10· 27' o· 23· r 19· 10· 23'7' 20'7' 17'4' 31' 1' 27' 2' 22' 11· 28' 3' 24• 0· 20' 9' 24'8' 21'6' 18' 2· 32' 9' 28' 7' 24' 1· 29• 9• 26' o· 21· 11· 26' o· 22· 0· 19' 2· 32· 10· 20· 0· 24' 2· 29· 10· 26' o· 21· 11· 26' o· 22· 9• 19' 2' 34' 7' 30' 3' 25'6' 31• 5• 27' 6' 23' 2· 27' 6' 24' o· 20' 3' 26' 6' 25' 10· 21' 9' 22' 11' 22' 11' 19' 9' 18' 9"e 18' 9'e 17' 3'e 28' 6' 26' 10· 22'7' 24' 9"e 24' 4" 20' 7" 20' 2'e 20' 2'e 1711"e 30'6' 28' 1' 23• 0· 26' 5'e 25' 6'e 21' 6' 21' 7'e 21' 7'e 18' 9'e 31'9' 21· 0· 23' 4' 20· 1 o· 25• 2· 21' 3' 25• 2· 22· o· 18'7' 33· o· 20· 10· 24• 3· 29' 11' 26' 2· 22' 1' 26' 2' 22' 10' 19' 3' 34' 6' 30' 2· 25' 5' 31'4' 27' 5· 23' 1· 21· 5• 23· 11· 20· 2· 34• o· 29• 9• 25' 1· 30' 11· 27' o· 22· 9• 21· o· 23• r 19• 11· 35' 4' 30' 11' 26' 1· 32' 2· 28' 1· 23· 0· 28' 1' 24'6' 20' 8' 37' o· 32' 4• 27' 4• 33· 0· 29• s· 24' 10· 29· 5· 2s· 9· 21· 0· 37' 9' 32' 11' 27' 10· 34' 3• 29' 11' 25' 3• 29' 11' 26' 2· 22' 1· 39' 3' 34' 4• 28' 11' 35'8' 31' 2· 26'4' 31• 2· 27' 3• 23· o· 41' 2· 36'0' 30' 4• 37' 5· 32' 8' 27' 7' 32· 0· 28' 7' 24' 1· 41' 7' 36' 4• 30• 0· 37' 9• 33• o· 2r 10 33• o· 20· 10· 24• 4• 43' 0· 38' 2· 32· 2· 39· 0· 34· 0· 29• 3• 34' 9• 30' 3· 25· 6' 20paf 21paf L/240 L/360 U800 L/2AO L/360 U800 26'9' 23• 5• 19'9' 24' 10· 21' 9' 18' 4' 24' 4' 21' 3' 17' 11' 22' 7' 19'9' 16'8' 21' 3' 18' 7' 15· 0· 19'9' 17' 3' 14' 6' 2r o· 23' 7' 19' 10' 25· o· 2r 10· 10· 5· 24'6' 2r 5· 18' 1· 22' 9' 19' 10· 16' 9' 21· 5· 18' 8' 15' 9' 19' 10' 17'4' 14• 0· 28' 3' 24'8' 20'9' 26' 2· 22' 11' 19' 4' 25' 8' 22· 5• 10· 11· 23' 10· 20' 9' 17' 6' 22· 5· 19' 7' 16'6' 20'9' 18' 2· 15'4' 29' 9' 26' o· 2r 11· 27' 7' 24' 1· 20' 4' 27' o· 23' 7' 19' 11· 25' 1· 21' 11· 18' 6' 23'7' 20' 7' 17' 5· 21' 11· 19' 2· 16' 2· 29' 10· 26' o· 21· 11· 27' 8' 24' 2' 20· 5• 27' 1· 23' 8' 19' 11' 25'2' 21'11' 18'6' 23'8' 20'8' 17' 5• 21' 11· 19' 2' 16' 2' 31' 5• 27' 6" 23' 2' 29' 2· 25'6' 21'6' 28' 7' 25· o· 21' 1' 26' 6' 23' 2· 19' 7' 25· o· 2r 10· 10· 5· 23' 2' • 20' 3' 17' 1' 22' 11· 22' 11' 19' 9' 20' 6'e 20' 6'e 18' 4' 1g 10'e W 10'e 18' o· 17' 9'e 17' 9"e 16' 8'e 16' 3'e 16' 3'e 15' 8"e 14' 6'e 14' 6"e 14' 6"e 24' 9'e 24' 4· 20'7" 22'1'e 22' 1'e 19' 1' 21' 5'e 21' 5'e 18' 8'e 19' 2'e 19' 2'e 17' 4'e 17' 6"e 17' 6"e 16' 4'e 15' 8'e 15' 8'e 15' 2·e 26' 5'e 25' 6'e 21' 6" 23' 8'e 23' 8'e 1g 11'e 22'11'e 22'11'e 19' 6'e 20' 6"e 20' 6'e 18' 2'e 18' 8"e 18' 8'e 17' l'e 16' 9'e 16' 9'e 1510'e 20· 1 o· 25' 2· 21' 3' 26' 9• 23' 4" 19' 9' 26' 2· 22' 10· 19' 3' 23' 10· 21' 3• 17' 11' 21' 9" 20'0" 16'10' 19'6" 18' 7" 15· 0· 29' 11· 26' 2· 22' 1' 27' 10· 24' 3' 20'6' 27' 3' 23' 9' 20' 1' 25' 3' 22' 1' 18' 7" 23• 5' 20· 9• 17' 6' 20' 11' 19' 3' 16' 3' 31' 4' 27' 5• 23' 1' 29' 1· 25' 5• 2r 5· 20· 6" 24• 10· 2r o· 26' 5• 23' 1· 19'6" 24' 10' 21' 9' 18' 4· 22' 4' 20' 2· 17'0' 30· 11· 27' o· 22· 9• 28'8' 25' 1' 21' 2' 28' 1' 24'6' 20'8' 26' 1' 22' 9' 19' 2· 24'6' 21· 5· 18' 1· 22' 9' 19' 11· 16' 9' 32' 2· 28' 1· 23· 0· 29' 10· 26' 1' 22· o· 29· 2· 25· 6' 21' 6' 27' 1' 23· 9· 20· o· 25' 6' 22' 3' 18' 10' 23' 8' 20· 0· 17' 5• 33• 8' 29· 5· 24' 10· 31' 3• 2r 4• 23• o· 30'7' 26' 9' 22' 6' 20· 5· 24' 10· 20· 11· 26' 9· 23' 4• 19'8' 24• 10· 21· 0· 18' 3' 34' 3' 29' 11· 25' 3· 31· 10· 27' 10· 23' s· 31' 2· 27' 2' 22' 11' 28' 11· 25' 3' 21' 4• 27' 2' 23' 9· 20' 1' 25' 3· 22' 1' 18' 7' 35• 0· 31' 2· 26' 4' 33· 2· 20· 11· 24· 5• 32• 5• 28'4' 23'11' 30' 1' 26' 4' 22' 2· 28' 4' 24' 9' 20' 10' 26' 4' 23' o· 19· 5· 37' 5· 32• 0· 27' r 34' 9' 30' 4• 25' 7' 34· o· 29· 9• 25' 1' 31' 7' 27' 7' 23' 3' 29' 9' 25' 11' 21' 11' 27' 7" 24' 1· 20' 4' 37' 9' 33· o· 27' 10· 35' 1' 30· 0· 25· 1 o· 34' 4• 30• o· 25' 3• 31' 10' 27' 10· 23' 6' 30'0' 26' 2' 22' 1' 27' 10· 24' 4' 20' 6' 39' 8' 34' 0· 29' 3• 36' 10' 32' 2' 27' 1' 36'0' 31'6' 26' 7' 33· 5• 29· 3· 24• 0· 31· 6' 27' 6' 23' 2· 29' 3" 25' 6' 21' 6' www ,,MA rnm 30pef 31pef <IO pet IOpef L/2AO L/360 U800 L/2AO L/360 U800 L/2AO L/360 U800 L/2AO L/360 U800 23· 5· 20· 5• 17' 3' 22' 3' 19• 5· 16'4' 21' 3' 18' 7' 15'8' 19' 9' 17' 3' 14'6' 21' 3• 18' 7' 15' 8' 20' 2' 17' 0· 14' 11' 19' 4' 16' 10' 14' 3' 17' 11· 15• 0· 13' 2· 18'7' 16' 3' 13'8' 17' 0· 15· 5· 13• o· 16' 10· 14'9' 12'5' 15'8' 13'8' 11' 6' 23' 7' 20' 7' 17' 4• 22· 5• 19' 7' 16'6' 21' 5• 18'8' 15' 9• 19' 10· 17' 4' 14• 0· 21· 5• 18'8' 15'9' 20' 4' 17' 9· 15· o· 19· 5· 17' o· 14' 4• 18' 1· 15'9' 13' 4• 18'8' 16'4' 13' 9• 17' 9' 15'6' 13' 1' 17' o· 14• 10· 12· 6' 15'9' 13' 9· 11'7' 24' 8' 21'6' 18' 2' 23• 5• 20· 5' 17' 3' 22· 5' 19' 7' 16'6' 20' 9' 18' 2' 15' 4' 22' 5' 19'7' 16'6' 21' 3' 18' 7' 15' 8' 20' 4' 17' 9• 15'0' 18' 11' 16' 6' 13' 11' 19' 7' 17' 1· 14' 5· 18' 7' 16'3' 13· 0· 17' 9' 15'6' 13' 1' 16' 6' 14' 5' 12' 2' 26' o· 22· 0· 19'2' 24' 8' 21' 7' 18' 2' 23' 7' 20' 7' 17'5' 21' 11· 19' 2· 16'2' 23' 7' 20' 7" 17' 5• 22· 5• 19' 7' 16'6' 21· 5· 18' 9· 15' 10· 19• 11· 17' 5• 14'8' 20'7' 18'0' 15' 2· 19' 7' 17' 1' 14• 5· 18'9' 16' 4' 13' 10' 17'5' 15' 2· 12' 10· 26' o· 22' 9' 19'2' 24' 9' 21'7' 18' 3' 23' 8' 20'8' 17' 5· 21' 11· 19'2' 16' 2· 23'8' 20· 0· 17' 5• 22'6' 19'8' 16' 7' 21' 6' 18'9' 15'10' 19· 11· 17' 5· 14'8' 20'8' 18' 1' 15' 3' 19'8' 17' 2' 14'6' 18' 9' 16' 5• 13• 10· 17' 5• 15' 3' 12' 10' 27' 6' 24'0' 20' 3· 26' 1· 22' 10· 19' 3• 25• o· 21· 10· 10· 5· 23' 2' 20' 3· 17' 1' 25· o· 21· 10· 18' 5• 23' 9' 20' 9' 17' 6' 22· 0· 19· 10· 15· 9· 21' 1' 18'5' 15' 6' 21' 10' 19' 1· 16' 1· 20'9' 18' 1' 15' 3· 19' 10· 17' 4• 14' 7' 10· 5· 16' 1· 13'7' 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'e 16' 3"e 16' 3"e 15' 8"e 15' o·e 15' o·e 1<f11'e 14' 1·e 14' 1"e 14' 1"e 12' 7'e 12' 7'e 12' 7'e 13' 3'e 13' 3'e 13' 3'e 12' 3'e 12' 3'e 12' 3'e 11' 6'e 11' 6'e 11' 6'e 10' 3'e 10' 3'e 10' 3'e 20' 2'e 20' 2'e 1711"e 18' 8'e 18' 8'e 17' 1·e 17' 6'e 17' 6"e 16' 4'e 15' 8"e 15' 8"e 15' 2·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 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 21'7'e 21'7'e 18' 9'e 20' O'e 20' o·e 1710'e 18' 8"e 18' 8'e 17' 1·e 16' 9'e 16' 9"e 1510'e 18' 8'e 18' 8'e 17' 1'e 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' 5'e 15' 3'e 15' 3'e 14'11'e 14' 2'e 14' 2"e 14' 2'e 13' 3'e 13' 3'e 13' 3'e 11' 10'e 11' 10'e 11' 10'e 25• 2· 22· o· 18' 7' 23' 3' 20' 11' 17'7' 21' 9' 20'0' 16'10' 19'6" 18'7" 15'8" 21'9' 20· o· 16' 10· 20' 2· 19'0' 16'0' 18' 10' 18' 2· 15' 4' 16' 10· 16' 10· 14' 3• 17' 9' 17' 5• 14' 9• 16' 6'e 16' 6'e 14' o· 15' 5'e 15' 5'e 13' 4' 13' 9"e 13' 9"e 12' 5"e 26' 2· 22' 10· 19' 3" 24' 10· 21' 9' 18' 4' 23• 5• 20' 9' 17'6" 20' 11' 19' 3• 16' 3' 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' 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 21· 5• 23• 11· 20· 2· 26' o· 22· 9• 19' 2' 24' 10· 21' 9• 18'4' 22' 4• 20' 2' 17' o· 24' 10· 21' 9" 18'4" 23' 1' 20· 0· 17'5' 21' 7'e 19' 9' 16'8' 19' 4'e 18' 4'e 15' 5• 20· 5'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'e 27' o· 23'7' 19· 11· 25· 0· 22· 5· 10· 11· 24' 6' 21· 5· 18' 1· 22' 9' 19' 11' 16' 9· 24'6' 2r 5· 18' 1' 23' 4' 20'4' 17'2' 22' 3• 19'6' 16' 5• 19' 11' 18' 1' 15'3' 21'0' 18'9' 15' 9' 19• 5' 17'9' 15'0' 18' 2· 17'0' 14' 4' 16' 3' 15'9' 13' 4' 28' 1' 24'6" 20' 8' 26' 0· 23' 4· 19• 0· 25· 6' 22' 3' 18' 10· 23• 0· 20· 0· 17'5" 25' 6" 22' 3· 18' 10· 24' 3' 21' 2· 17' 10· 23' 2· 20' 3· 17' 1· 21' 3' 18' 10· 15' 10· 22' 3· 19'6' 16' 5• 20'9' 18'6' 15' 7' 19• 5• 17' 0· 14· 11· 17' 4' 16' 5· 13· 10· 29• 5· 25· 0· 21· 0· 27' 11· 24' 5' 20'7' 26' 9• 23' 4' 19• 0· 24' 10· 21· 0· 18' 3' 26' 9' 23' 4' 19· 0· 25' 4' 22' 2" 18'8' 24' 3• 21' 2· 17' 11' 22' 6' 19'8' 16' 7' 23' 4' 20· 5• 17' 2' 22' 2· 19' 4' 16' 4• 21' 2· 18'6' 15' 7' 19' l 'e 17' 2' 14'6' 29'11' 26'2' 22' 1' 20· 5· 24' 10· 20· 11· 27' 2· 23' 9· 20' 1' 25' 3· 22' 1· 18' 7' 27' 2· 23' 9' 20' 1· 25' 10· 22'7' 19'0' 24' 9' 21' 7' 18'3' 22' 11' 20' 1' 16' 11· 23'9' 20'9' 17' 6' 22' 7' 19'9' 16'8' 21' 7' 18' 10· 15' 11· 20' 1· 17' 6' 14' 9' 31' 2' 27' 3' 23'0' 29' 7' 25' 11' 21' 10· 28' 4' 24' 9' 20' 10' 26' 4' 23'0' 19'5' 28' 4' 24' 9• 20' 10' 26' 11· 23• 5• 19• 10· 25' 9' 22' 6' 19'0' 23' 11· 20' 10· 17'7' 24'9' 21' 7' 18' 3' 23' 6' 20'6' 17'4' 22' 6' 19'8' 16'7' 20' 10· 18' 3· 1s· s· 32' 8' 28' 7' 24' 1' 31' 1' 27' 2· 22' 11' 29' 9' 25' 11· 21' 11' 27' 7' 24' 1' 20' 4' 29' 9• 25' 11' 21' 11' 28' 3' 24• 0· 20· 10· 27' o· 23· r 19• 11· 25' 1' 21' 11· 18' 6' 25'11' 22'8' 19' 1· 24' 8' 21' 6' 18' 2' 23' 7' 20' 7' 17' 5' 21' 11' 19' 1· 16' 2' 33· o· 20· 10· 24• 4• 31'4' 27' 5• 23' 1' 30'0' 26' 2· 2.2' 1' 27' 10· 24' 4' 20' 6' 30· o· 26' 2· 22' 1· 29· 5· 24· 10· 21· o· 27' 3' 23' 9' 20' 1' 25' 3' 22' 1' 18'8' 26' 2' 22' 11· 19' 4' 24' 10· 21' 9' 18'4' 23' 9' 20'9' 17' 6' 22' 1' 19' 4' 16' 3' 34' 8' 30' 3' 25'6' 32' 11' 28' 9' 24' 3• 31' 6' 27' 6' 23' 2' 29' 3' 25' 6' 21' 6' 31' 6' 27' 6' 23' 2' 29' 11· 26' 1' 22· o· 28' 7' 25• o· 21' 1· 26' 7' 23' 2· 19' 7' 27' 6' 24• o· 20' 3' 26' 1' 22' 10' 19' 3' 25· o· 2r 10· 19· 5· 23'2' 20' 3' 17' 1' ... JOB# ____ 2_2~-2~3~0~9-~BTI~ BTI -A 4 S.T.E.L. Engineering Team 0ATE OCT-2022 A f:alMe-TEAM 2564 W . Woodland Or., A naheim, CA 92801 Tel: 714. 522. 0911 • Email: info@4steleng.com DESIGN ------=E=-W,_._ __ SHEET# _____ 1_4 __ _ 362S-125-33@ 16"o.c. -Rl Section: 13.30 12.25 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 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 Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 147.0 305.9 0.816 Combined Bending and Web CriRRllng 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. 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.strongtle.com A JOB# ___ _.2.._.2~-..._23~0w..9..__ ~BTI~ BTI -A 4 S.T.E.L. Engineering Team DATE OCT-2022 A £a.a&r TEAM 2564 W . Woodland Dr., Anaheim, CA 92B01 Tel: 714. 522. 0911 • Email: info@4steleng.com DESIGN ____ ...,,E=-W'-'--- SHEET # _____ 1_s'---- 362S-125-33 @ 24"o.c. -Rl Section : 20.00 10.00 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 Deflection Check 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-phi 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 CriQQling 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. 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 • JOB# ____ 22--...,2.,..3._...0'""'9'--~BTI~ BTI -A 4 S.T.E.L. Engineering Team DATE OCT-2022 A ~,U?J.k TEAM 2564 W . Woodland Or., Anaheim, CA 92801 Tel: 71 4 .522.0911 • Email: info@4ste1eng.com DESIGN ----~E~W~-- SHEET # _____ 1-6--- 600S-125-33@ 16"o.c. -Rl Section : 13.30 17.50 600S125-33 Single C Stud -R2 Maxo= 608.4 Ft-Lb Moment of lntertla, 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 Check Span K-phi Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 210.0 526.3 0.967 Combined Bending and Web Cri~~ling 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 V/Va R1 116.4 0.0 1.00 0.18 R2 116.4 0.0 1.00 0.18 SIMPSON STRONG-TIE COMPANY INC. 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.strongtie.com ... JOB# ___ __._2_..2_.-2...,3.._.Q.._.9.__ ~BTI~ BTI -A 4 S.T.E.L. Engineering Team DATE __ __;O......,C~I--2-0~2-2 __ DESIGN ----~E~W~-- A £a!SL-TEAM 2564 W . Woodland Or., Anaheim, CA 92801 Tel: 7 14.522.0 9 11 • Email: info@4steleng.com SHEET # _____ 1_7 __ _ 600S-125-33 @ 24"o.c. -Rl Section : 20.00 14.25 600S125-33 Single C Stud -R2 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 507.7 0.834 507.7 48.0 Distortional Buckling Check Span K-phi Lm Brae Ma-d Mmax/ lb-in/in in Ft-Lb Ma-d Span 0.00 171.0 526.3 0.965 Combined Bending and Web Cri~~ling 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 V/Va R1 142.5 0.0 1.00 0.22 R2 142.5 0.0 1.00 0.22 SIMPSON STRONG-TIE COMPANY INC. 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 • JOB# ____ 22.._-..,.2...,3 .... 0cw9_ ~BTI~ BTI -A 4 S.T.E.L. Engineering Team DATE __ ___:O ........ C'--LI~-2 .... 0 ..... 2 ...... 2_ A~~TEAM 2564 W . Woodland Or., Anah eim, CA 92801 Tel: 714.522.0911 • Email: info@4steleng.com DESIGN ____ .,.,E .... W_.__ __ SHEET# _____ 1_8 __ _ 600S-137-43@ 16"o.c. -Rl 13.30 21.25 Section : 600S137-43 Single C Stud -R2 Maxo = 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 and Deflection Check 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-phi 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 Cril!l!ling 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 V/Va R1 141.3 0.0 1.00 0.10 R2 141.3 0.0 1.00 0.10 SIMPSON STRONG-TIE COMPANY INC. 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 ... JOB# ___ __..2 .... 2""'-2...,3....,0....,9..__ ~BTI~ BTI -A 4 S.T.E.L. Engineering Team DATE ----D~G~I~--2-0_2_2_ DESIGN ----~E~W~-- A ~TEAM 2564 W . Woodland Dr., Anaheim, CA 92801 Tel: 714. 522. 0911 • Email: info@4ste1eng.com SHEET # _____ 1~9 __ _ 600S-137-43 @ 24"o.c. -Rl 20.00 18.50 Section : 600S137-43 Single C Stud -R2 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 Flexural 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-phi 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 Cri~~ling 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 V/Va R1 185.0 0.0 1.00 0.13 R2 185.0 0.0 1.00 0.13 SIMPSON STRONG-TIE COMPANY INC. 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 Ceiling/Soffit Table Notes & Bracing Details • HEET# 20 Table Notes 1. Values are for simple span cond itions. 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 5100 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. General Note : All connections should be designed by a licensed design professional. r.nmnl/p,; With ;,nng_ :m1J ;,,nrl Jn,c; TRr. 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 AISI 5100. 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. s· A ~BT I~ A ~i&i,ir TEAM BTI -A 4 S.T.E.L. Engineering Team 2564 W . Woodland Dr., Anaheim, CA 92801 Tel: 7 14.522.0911 • Email: info@4ste1eng.com Design of Top Track JOB# __ _..2 .... 2~-.. 2.,,.3.w.O.w.9 __ DATE -~D~G-I-'-6-2~0~2-2 __ DESIGN __ ___,E=W"--'---- SHEET # ___ 2_1 ___ _ 40 plf 35 plf 30 plf 22.5 plf 5 plf 5 plf 5 plf 5 plf 16' 14' 12' 9' Max spacing of single 362T125-43 Track wl2 M = S X 12 lb.in Mx-x Resisting moment for single Track = 4840 lb.in L= 8Mx-x '\ 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" A ~BTI~ BTI -A 4 S.T.E.L. Engineering Team A ~~ TEAM 2564 W . Woodland Or., A naheim, CA 92801 Tel: 714. 522. 0911 • Email: info@4steleng.com Design of horizontal braces 6' 5' L L=8.48 FT L=7.07 FT L=S.65 Max Load Capacity of Brace For 362S125-43 Stud A= 0.278 ry -fi 0.407 ;n ksi Equation (E2-2) Where K = 1.0 and E=29,000 ksi p fa=-ksi A Max PAllow = Fa X A JOB# __ ....,2 ... 2...,-2...,3 ..... 0...,,9,___ DATE -~a~c~r..J...:;.,j-2~0~2~2 __ DESIGN __ __,E=W-"--'----- SHEET# __ ___c;2=2e,._ __ _ 4' FT ly= 0.046 . 4 In .. .... BT I~ A ~~ TEAM 362 S125-33 Stud Span Ft. 5.65 7.07 8.48 S= Single D=Double 362 S125-43 Stud Span Ft. 5.65 7.07 8.48 Allowable Reaction BTI -A 4 S.T.E.L. Engineering Team 2564 W . W oodland Dr., A naheim , CA 9 2 801 Tel: 714. 522. 0911 • Email: info@4steleng.com ry= 0.41 in JOB# --~2-2~--2-3_0_9 __ DATE ----J.O~G-.....I~-2-D~2-2...___ __ DESIGN --~E=W~--- SHEET# __ ___cc2~3---- A= 0.215 ini KL Fa Allow (P) Allow Wall Ht. Ft. -T 165.4 206.9 248.2 ry= KL -r 169.5 212.1 254.4 Allow (P) 1.414 Ksi lb 5.46 1173 3.48 749 2.42 521 0.4 Fa Allow (P) Ksi lb 5.19 1443 3.32 922 2.31 641 Reaction lb 9 ok 829 ok ok 530 ok ok 368 ok Allow Reaction lb 9 ok 1021 ok ok 652 ok ok 453 ok 12 14 16 18 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 ini Wall Ht. Ft. 12 14 16 18 ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok ok s D s D s D s D s D s D ... ~BTI~ BTI -A 4 S.T.E.L. Engineering Team A~TEAM 2564 W . Woodland Or .. Anaheim, CA 92801 Tel: 714. 522. 0911 • Email: info@4steleng.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 Lis 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 OK P,,. __ JOB# __ _.2 .... 2...:-..._2,.,_3,.,_Q..,_9 __ DATE -~D~G~I....__.-2~0~2~2 __ DESIGN __ __,E=W.:.....:.... __ _ SHEET# __ -=2~4:.__ __ _ h .A ~BTI~ BTI -A 4 S.T.E.L. Engineering Team A ~Giik TEAM 2564 W . Woodland Or., Anaheim, CA 92801 Tel: 7 14.522.0911 • Email: info@4ste1eng.com Design of Pole embedment Max (M)= 43,200 lb-in F M 43,200 lb F = R = 4 = 10,800 1 lb F = z X f X 3 X 3.5 = 10,800 f = 2057 psi Capacity of concrete in bearing = 0. 7f'c =0.7x4000=2800 psi =l.4x2057=2880 psi =3% shy F R=4" OK 6" 6" lL.........l.l 3.5" r---,, 10" Also that is without considering the soil resistance through passive pressure JOB# --~2-2_-_2_3_0_9 __ DATE _ _..O~G~I ......... -2~D~2-2 __ DESIGN --~E=W"-'---- SHEET# ___ 2_S ___ _ 43,200 lb-in I r I L ~ <1 a r.r I ~~ BTI -A 4 S.T.E.L. Engineering Team JOB# --~2~2_--2-3-0~9 __ DATE _ __._O=C~I~-=2~0~2~2 __ 2564 W . Woodland Dr., Anaheim, CA 92801 Tel : 714.522.0911 • Email: info@4steleng.com DESIGN -------=E:..!W-"----- SHEET# __ _.;2=..6;:;.._ __ _ To-i -, or I I >< I I <D I I <( I I ~ i n ~ ' I I I I 11 I I I I I I I I 1 1 I 1 1 I Ii i D I 1 1 I 11 I 1 1 I 11 I 11 I 11 I II . I II ~ I t -i ~ I I I I I I I I I I I I I I I I iir .,.i I I I I I I I I I I ro-r II =~ I I I I I I I I I I I I I I I , L ToP CONT . TRACK 125-43 MIN . 362T H.S.S. 3 1 /2" X 3 1/2" X 3/16" NG, SEE SCHEDULE FOR SPACI SCREWS T 0 TUBE WITH 1/4" DIA. AT 12" 0. C. METAL S SEE SCHE -BOTTOM C PROVIDE ROUGH ~ I I I I & CLEAN SURFACE I I Jt--+I I !I I I I I I -EXISTING ONT. TRACK CONC. SLAB ~ ~· -\ • I 0 --0 -I I I I I <1 a l, Lla I I ' <'.l <1 II I a A I I ~ A -I I --:11 ~, I {IJ 111 ,:~ I I I i=I I I I I il l <'.! I I = I I 0 I I I •-111-. ~ CLOSURE <1 PLATE a::: 12" DIA. .....I (.) = ... ~BTI~ BTI -A 4 S.T.E.L. Engineering Team A~~TEAM 2564 W . Woodland Dr., Anaheim, CA 92801 Tel: 7 14. 522. 0911 • Email: info@4steleng.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.0 E=29,000 ksi p fa= -A 0.3 1.4 =0.21 720 lb Where A is the member cross sectional area JOB# __ _..2..,2~--2 .... 30..._9..__ __ DATE OCT-2022 DESIGN -----=E=-W.:...:... __ _ SHEET# __ ---'2_7 ___ _ L • ~BTI.._ BTI -A 4 S.T.E.L. Engineering Team A ~!J&.inr TEAM 2564 W . Woo dland Or ., A n aheim, CA 9 2 801 Tel: 714. 522. 0 91 1 • Email: info@4steleng.com Design of Metal Studs P= 216 lb E= 29,000 ksi fa= 0.8Fa 12 rr 2 E fi Fa = Minr = AY 23(kl)2 r Stud A (in') Min r (in) Type 250S125-33 0.176 0.431 362S125-33 0.215 0.413 600S125-33 0.297 0.374 362S125-43 0.278 0.408 600S125-43 0.385 0.369 600S125-54 0.479 0.362 Design of Metal Studs P= 216 lb E= 29,000 ksi fa= 0.8Fa 12 rr2E Fa=-....,....,..- 23(kl)2 r Stud A (in') Min r (in) Type 250S125-33 0.176 1.006 362S125-33 0.215 1.4 600S125-33 0.297 2.179 362S125-43 0.278 1.395 600S125-43 0.385 2.173 600S125-54 0.479 2.161 fa (ksi) 1.23 1.00 0.73 0.78 0.56 0.45 fa (ksi) 1.23 1.00 0.73 0.78 0.56 0.45 Single Studs Fa (ksi) KL/r L (ft) 1.53 312 11.2 1.26 345 11.9 0.91 405 12.6 0.97 392 13.3 0.70 461 14.2 0.56 514 15.5 Double Studs J Fa (ksi) KL/r L (ft) 1.53 312 26.1 1.26 345 40.2 0.91 405 73.6 0.97 392 45.6 0.70 461 83.5 0.56 514 92.6 JOB# __ _.2..,2~--2-3-Q,.._9 __ DATE -~D~G~I~-~2~D~2~2 __ DESIGN -----=E,_,_W..,_ __ _ SHEET# ___ 2_8 ___ _ 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 A JOB# __ ....,2 .. 2~-..._2_..,_30_..,_9""----~BTI~ BTI -A 4 S.T.E.L. Engineering Team DATE OCT-2022 A ~TEAM 2564 W . Woodland Dr ., Anaheim , CA 92801 Tel: 7 14. 522 . 0911 • Email: info@4 steleng.com DESIGN __ __,E=-W-'-'---- SHEET # __ -=2~9'----- SCHEDULE MET AL STUD SIZE MAX. AND GAUGE SINGLE STUD 250S125-33 362S125-33 362S125-43 600S125-33 600S125-43 600S125-54 I FOR CONNECTION~ ( AT TOP, SEE EB ~ 4-SEISMIC WIRES AT 90" APART ATTACHED TO MAIN RUNNERS AT 12'-0" O.C. EACH WAY AND 6" MAX. FROM WALLS. WIRES SHALL BE 45'MAX FROM HORIZONTAL PLANE TYP. 10· 11· 12· 12· 14' 15' SCREW STUD TO MAIN RUNNER WITH 2-(112 SCREWS (ESR-1308) 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 I I I I I I I I I I I I I I HT. OF COMPRESSION STRUT [ DOUBLE STUD [s, 20· 27' 27' 41' 42' 42' NOTES: I. FOR DOUBLE STUD ATTACH 'M:B TO FLANGE WITH NO. 8 SCREW O 16" O.C. U.B.C. 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 9 FOR ALTERNATE SECONDARY STUD WHERE REQUIRED BY SCHEDULE ATTACH TO MAIN STUD WITH (18 SCREWS AT 16" O.C. HANGER WIRES AT 4'-0" 0.C. TYP. AND AT 8" MAX. FROM PERIMITER WALL .. ~BT I~ BTI -A 4 S.T.E.L. Engineering Team JOB# __ ~2~2~--2-3-0~9 __ DATE _ __,_O~C~J..a...::.o-2~0u2~2 __ DESIGN __ _,,,E,_,_W--'----- SHEET # __ ....,;3=..;0~---A ~t&SkTEAM 2564 W . Woodland Dr., Anaheim, CA 92801 Tel: 714. 522. 0911 • Email: info@4ste1eng.com 2-161~& NAil: EXISTING 2 X 6 RAFTERS -~ OPTION FLATTEN PIPE @ fllo BOLT LOCATION u i------NEW 2 X 6 BLOCKING ------/ -------{ I \ \ / PLAN VIEW ' - EXISTING 2 X 6 RAFTERS (E) 4x PURLIN PIPE TUBE -------i SEE SCHEDULE (E) 4x PURLIN ---i NEW 2 X 6 BLOCKING BETWEEN THE EXISTING RAFTERS WITH 2-161~& NAILS AT EACH END "\. \ ' ~ 1/2"• A.B. OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD 10# __________________ 1 PLAN CHECK # __________________ I Business Name REXFORD INDUSTRIAL REAL TY Business Contact BEN MARTIN Telephone# (310) 944-5848 BP DATE Project Address (include suite) 2461 IMPALA DR City CARLSBAD State CA Zip Code 92010 APN# 209-041-14-00 Mailing Address (include suite) 555 ANTON BLVD, SUITE 910 City COSTA MESA State CA Zip Code 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 HEALTH -HAZARDOUS MATERIALS DIVISION /HMDl: If the answer to any of the questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permit. FEES ARE REQUIRED Project Comple1ion 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). □ 0 □ 0 □ 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? □ □ □ □ □ 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? El 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 I Date Initials 0 CalARP Required I Date Initials 0 CalARP Complete I Date Initials PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT /APCD): The following questions are intended to identify the majority of air pollution issues at the planning stage. Your proiect may require additional 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. [ZJ D Will the project disturb 100 square feet or more of existing building materials? If yes, submit an asbestos survey to apcdcomp@sdapcd.org 2. □ 0 Will any load supporting structural members be_ removed? . If yes, submit an asbestos survey and demolition notification to apcdcomp@sdapcd.org at least 1 0 working days prior to starting the demolition of a load bearing structure. A notification Is required even if no as~os is present in the structure. , C \_) 3. □ 4 □ 0 0 (ANSWER O.NLY IF QUESTION 1 IS YES) Will 100 square .fe_et or more of fria.ble asbestos mater'ral be d"1sturbed~.}~ ..,,.,C::,. r~JcJnor. n of asbestos removal to apcdcomp@sdapcd.org at least 10 working days prior to starting asbestos removal. r'\, ~ '\:.:,'"t,;:- Will any equipment or operations be installed that may require an APCD Permit to Operate? Please see the reverse side of th~~ fWCfoiQ-l~1 equipment requiring an APCD permit. If yes, contactAPCD prior to the issuance of a building permit J~N "v O p.lSBP- Briefly describe business activities: Briefly describe proposed project: OFFICE & WAREHOUSE OFFICE & WAREHOUSE RENOVA TIO I declare under penalty of perjury that to the best of my knowledge and belief t e responses made herein are true and correct. 8•" Mortm 12 / 27 I 2022 Name of Owner or Authorized Agent Signature of Owner or Authorized Agent Date FOR OFFICAL USE ONLY: FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ________________________________ _ BY' I I EXEMPT OR NO FURTHER INFORMATION REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO* APCD COUNTY-HMO APCD COUNTY-HMO APCD ' \\ \',i1 I ' . ' ~~ ·-,:.::'" q, ..... , •,',t·_j ·.:) " 12/28/2022 MF ::: :-;:i·• , '.·ll'. ;,,1, ' ,', ,' J''· • f ·~ ' . A stamp in this box only exempts businesses tram completing or updating a Hazardous Matenals Busmess Plan. Other permitting requirements may strll apply HM-9171 (01/22) CIIC 2.0 z.z.-o 3 ~ 8 County of San Diego -DEH -Hazardous Materials Division ( City of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during 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 ordinance, 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. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections. Project Name/Building Permit No.: Rexford -Impala Dr Property Address/APN: 209_041_ 14_00 =~=-=='------------------------------- 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: 8-50 Contact Phone: (951) 239-7538 Contact Email: Page 1 of? 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~$~2~06=1~42 ____ _ 0 Residential □ New construction □ Additions and alterations: □ BPV < $60,000 □ BPV" $60,000 □ Electrical service panel upgrade only □ BPV;;, $200,000 Ii) Nonresidential □ New construction □ Alterations: !!! 8PV 2' $200,000 or additions" 1,000 square feet □ 8PV;;, $1,000,000 □ ;;, 2,000 sq. ft. new roof addition 1. Energy Efficiency A high-rise residential building is 4 or more stories, induding 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 N/A N/A All residential additions and alterations 1A, 4A 4A 1-2 family dwellings and townhouses wilh attached garages only. 'Multi-family dwellings only where interior finishes are removed 1A, 4A' 1 B, 4A' and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 1 B, 28, 38, 48 and 5 18, 5 18, 28,5 Building alterations of" 75% existing gross floor area 28,5 1 B also applies if 8PV" $200,000 Pleas~ refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more infonmaffon. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialadditionoralteration~$60,000buildingpennitvaluation. !!I N/A __________ _ Detailsofselecllonchosenbelowmustbe placed on the plans referencingCMC □ Exception: Home energy score~ 7 18.30.190. • (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Coofroof D Ductsealing □ Attic insulation D Attic insulation D 1978 andlater Select one option: D Lighting package □ Water heating Package . D 8etween1978and1991 Select one option:•-.. D Ductsealing CJMticinsulation □Cool roof D 1992 and later Select one option: . D Lighting package □ Water heating package Updated 4/16/2021 3 B. Iii Nonresidential' new construction or alterations~ $200,000 building pennit valuation, or additions~ 1,000squarefeelSee CMC 18.21.155and CALGreen Appendix AS □ N/A ________ _ AS.203.1.1 Choose one:□ .1 Outdoor lighting □ .2 Restaurant service water heating (CEC 140.5) □ .3Warehousedocksealdoors. □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery □ N/A AS.203.1.2.1 Choose one: □ .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energybudget (ProjectswithindoorlightingANDmechanical) □ N/A AS.211.1" □ On-site renewable energy: AS.211.3~ □Green power: (If offered by local utility provider, 50% minimum renewable sources) □ N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevatorortwo escalators) IX NIA AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen) • Includes hotels/motels and high-rise residential buildings "For alterations~ $1,000,000 BPVand affecting> 75% existing gross floorarea, OR alterations that add 2,000squarefeetof new roof addition: comply with CMG 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems Not Required A. D Residential new construction (for low-rise residential building pennit applications submitted after 111120). Refer to 2019 California ~rgy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to CA~ction 3B below(low-rise residentialWaterHeating), increase system size by .3kWdc if PVoffsetoption is selected. Floor Plan ID (use ad(ffl;Qnal CFA #d.u. Calculated kWdc' sheets if necessary) '· ' '~·,.,. ' ., ' Total System,:lize kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) 'Fonmula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. kWdc Exception □ □ □ □ B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~15% existing floor area, OR addition that increases roofarea by ~2,000 square feet. Please refer to CMC 18.30.130 when completing this section. '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< 10,000s.f. Enter: 5 kWdc Min.System Size: □ If~ 10,000sJ 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 •···-□ Time- 0 0epelldefft..llaluation Method Annual TDV Energy use:••• ______ x.~~tem size: _____ .kWdc ----••• Attach calculation documentation using modeling software approved by iiieCl!1iN3•.!~-~~Y Commission. --... _, ~ Water Heating Not Required ' A. ~ Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. ·,i::rovide complete details on the plans. □ For-~tems serving individual dwelling units choose one system: □ He~f-R~mp water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential ~ly) □ Heat pump"4iater heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotell'rl\otel) or CA Energy Code section 150.1 (c) 14 (low-rise residential) □ Heat pump watei--qeater meeting NEEA Advanced Water Heating Specification Tier 3 or higher □ Solar water heating··5¥stem that is either .60 solar savings fraction or 40 s.f. solar collectors □ Exception: •. □ For systems serving multiple dwelllng units, install a central water-heating system with ALL of the following: □ Gas or propane water heating system □ Recirculation system per CMC 18.30.15Q(B) (high-rise residential, hotel/motel) or CMC 18.30.1 ?0(B) (low- rise residential) • □ Solar water heating system that is either: □ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heal·q;icovery □ Exception: , B. D Nonresidential new construction. Refer to CMC 18.30.1~0\v.t,en completing this section. Provide complete details on the plans. '• □ Water heating system derives at least 40% of its energy from one of the toi4Jwing (attach documentation): □ Solar-thermal □ Photovoltaics □ Recovered ene;~ □ Water heating system is (choose one): □ Heat pump water heater □ Electric resistance water heater( s) □Solar water heating system with .40 solar savings fraction □ Exception: It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to 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 ' □ ' 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: '"□ One EVSE Ready parking space required □ Exception • □ Multi~ilyresidential: □ Exception : EVSE Spaces Total Pa~g Spaces Prop d EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable" "- Calculations: Total EVSE'!!Races = .10xTotal parking spaces proposed (rounded upto nearestwholenumber) EVSE Installed= Total EVSE Spaces x .50 (r~ded up to nearest whole number) EVSE other may be "Ready" or "Capable" '·, *Major alterations are: ( 1) for one~ two-family dwellings and townhouses with attached garages, alterations have a building pemnit valuation2'$60,000 or include an elec • I service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building penm aluation 2' $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/a umbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready'-911ace required when): (1) The accessory dwelling unit is located withirt{)ne-half mile of public transit. (2) The accessory dwelling unit is located within ar1s,architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the propose,;! or existing primary residence or an accessory structure. (4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one bipck of the accessory dwelling unit. B. D Nonresidential new construction (includes hotels/motels) ' . □ Exception: _____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces ' Proposed EVSE (10% of total) 7 Installed (50% of EVSE) I O!ber "Ready" Other "Capable" I I Calculation· Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Numb& of required EVSE Installed Spaces □ 0-9 1 1 □ 10-25 2 ·. 1 □ 26-50 4 ' 2 □ 51-75 6 ·,.3 □ 76-100 9 5 □ 101-150 12 6 " □ 151-200 17 9 □ 201 and over 1 O percent of total 50 percent of Required EV Spaces Calculations: TotalEVSEspaces= .10xTotalparking spaces proposed (roundeduptonearestwholenumber) EVSE Installed= Total EVSE- Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready'' or "Capable" Updated 4/16/2021 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 whether or noryourpermit requires a TOM plan. lfTDM is applicable to 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 (all), 20 Restaurant 11 Retail, 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 10'"Edition 13 11 4.5 3.5 3 1 , For all office uses, use SANOAG rate of 20 AOT/1 ,000 sf to calculate employee AOT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Samnle calculations· 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 Cartsbad'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. ApplicantSignature: ___ ~..-,::';il ==-=-----------Date: l0/l2f2022 Person other than Applicant to be contacted for TDM compliance (if applicable): N (p . t d) JAMIL ALSALEK ame nn e : ___________________ _ 95l239753F Phone Number: _____ _ E .1 Add jalsalek@wearchitectsgroup.com ma1 ress: ___________________ _ Updated 4/16/2021 7 ( City of Carlsbad CLIMATE ACTION PLAN (CAP) COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for your project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS. 1. ENERGY EFFICIENCY APPLICABLE: □YES 0 NO Complies with CMC 18.30.190 & 18.21.155 Oves ON/A Existing Structure, year built: _,_,._, ___ _ Prepared Energy Audit? Oves 0No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAICSYSTEMAPPLICABLE: DYES [Z]No Complies with CMC section 18.30.130 and 2019 California Energy Code section 150.l(c)14 D Yes ON/A Required Provided Size of PV system (kWdc): Sizing PV by load calculations D Yes D No If by load Calculations: Total calculated electrical load: 80% of load: Hardship Requested D Yes O No Hardship Approved D Yes D No 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES [ZJNO 4. 5. Complies with CMC sections 18.30.150 and 18.30.170? Alternative Source: □ Electric □ Passive Solar Hardship Requested Hardship Approved ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: Oves oves DYES Complies with CMC section 18.21.140? Panel Upgrade? Oves ON/A Oves 0No Required Provided Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved Oves oves TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TDM Report on file with city? Building Permit Finaled Revision Permit Print Date: 07/31/2023 Job Address: 2461 IMPALA DR, CARLSBAD, CA 92010-7227 Permit No: Status: ,fc· t· '-,ity 0 Carlsbad PREV2023-0110 Closed -Finaled Permit Type: BLDG-Permit Revision 2090411400 $407,975.92 Work Class: Commercial Permit Revision Parcel#: Valuation: Occupancy Group: B Sl #of Dwelling Units: Bedrooms; Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 60 2019 Yes Track#: Lot#: Project#: Plan#: Construction Type:IIIB Orig. Plan Check#: CBC2022-0368 Plan Check#: Applied: 05/23/2023 Issued: 07/24/2023 Finaled Close Out: 07/31/2023 Final Inspection: INSPECTOR: Description: REVISION: REXFORD: 7,076 SF Tl IN PREPARATION FOR FUTURE TENANT ADD WINDOW IN STRUCTURAL WALL 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 Tota! Payments To Date: $155.00 Building Division Contractor: SPW CONSTRUCTION INC 1808 ASTON AVE, # STE 100 CARLSBAD, CA 92008-7369 (760) 931-1130 Balance Due: 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov AMOUNT $120.00 $35.00 $0.00 Page 1 of 1 PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 ~ De_'olelopment Services Building Division 1635 FaradayAvenue 442-339-2719 _ 0 I Q www.carlsbadca.gov Original Plan Check Number CBC 2022-0368 Plan Revision Number _1~~~~~~~~ ProjectAddress 2461 Impala Dr. CARLSBAD, CA 90210 General Scope of Revision/Deferred Submittal: New Window opening in concrete tilt-up wall CONTACT I_NFORMATION: _ (,"(:,.\'\I\;:-"'\) Name Jamil Alsalek ~ ~~ ~ '?, '?, i~'l.~ ~(:l,llf:ie (949) 994-9962 Fax~~~~~~~ Address 26449 Rancho ~~ S1:-'"~,s,oi"-~~-City Lake Forest Zip CA 92612 Email Address jalsalek@War~itectsgroup.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Ii) Plans Ii) Calculations O Soils O Energy O Other 2. 3. Describe revisions in detail List pagefs/ where each revision is shown DEMO PORTION OF CONCRETE TILT-UP PANEL FOR NEW WINDOW AD2.1, A2.1, S1.1 & SD-1 4. Does this revision, in any way, alter the exterior of the project? Ii) Yes 0 No 5. Does this revision add ANY new floor area(s)? 0 Yes Ii) No 6. Does this revision affect any fire related issues? 0 Yes Ill No Ii) No 7. Is this a complete set? 0 Yes .e'.S'Signature Jamil Alsalek Digitally signed by Jamil Alsalek ON: C-US, E•Jalsalek@W(larcMectsgroup.com, 0-We Architects Group, CNaaJamll AJsalek Date: 2023.05.1 B 17:59:46-07'00' ~~-Date 05/18/2023 1635 Faraday Avenue. Carlsbad. CA 92008 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov ( City of Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION B-15 Development Services Building Division 1635 FaradayAvenue 442-339-2719 www.carlsbadca.gov Original Plan Check Number CBC 2022-0368 Plan Revision Number _1~~~~~~~ Project Address 2461 Impala Dr. CARLSBAD, CA 90210 General Scope of Revision/Deferred Submittal: New Window opening in concrete tilt-up wall CONTACT INFORMATION: c'E--\'\1-&- Name Jamil Alsalek •?--B '?, '?» 1..~'l.3 pt:,~ (949) 994-9962 .».~ -1_.S'o_\-'I Address 26449 Rancho t-'~'3/Y SP.--"' '-.!,'-"'o City Lake Forest Zip CA 92612 -:', ''I _)!",;;. ' Email Address jalsalek~arthitectsgroup.com Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: Iii Plans Ii] Calculations D Soils D Energy D Other 2. 3. Describe revisions in detail List page(sJ where each revision is shown DEMO PORTION OF CONCRETE TILT-UP PANEL FOR NEW WINDOW AD2.1, A2.1, S1.1 & SD-1 4. Does this revision. in any way. alter the exterior of the project? Iii Yes 0 No 5. Does this revision add ANY new floor area(s)? D Yes Ii] No 6. Does this revision affect any fire related issues? D Yes ■ No liJ No 7. Is this a complete set? D Yes ~Signature Jamil Alsalek Digitally sigred by Jamil Alsal8l< ON: C-US. S.jalsalek@wHrcMeclsgroup.com, 0-We Architects Group, CN.Jamll Alsalek Dalee 2023.05.16 17:59:4&-0T00' ~~~~ Date 05/18/2023 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 442-339-2719 Email: building@carlsbadca.gov www.carlsbadca.gov ~j .. ., ,_.,_NGIN££RING --, w 222 S. HARBOR BLVD 10TH FLOOR, SUITE 1000 ANAHEIM, CA 92805 PHONf #: (714) 522-0911 STRUCTURAL CALCULATIONS PROJECT: FOR Rexford Imp (Office #107 Sa Carlsbad, RECff t,,r-:o ,Mfl('< f :4\ 2023 C\TY OF '-.·.0 BUILP.IN9J,\-i.::i ,uN ~1 M,rth Compliance Services, Inc. 4 S.T.E.L. PROJECT NO.: 22-2309-(CO-1) DATE : May 2, 2023 SAWCUT OPENING -Office 107 0.761 g 1.00 L, w, JOB #: DATE: DESIGN: SHEET#: •I Sds = I= t= 8.00 in. (Panel thickness) . ' ........... HR 22 ft HP 3 ft Ho 7 ft w, Lt 2 1/2 ft Lb 1 ft Check Vertical HSS Out-of-wall distributed load Wmln. = 0.100 X Wp = Wactual = 0.4 X Sds X I X Wp = Wactual for LRFD = 0.304 X Wp = W1 W2 = 0.15kcf X (U12) x Lb X 0.304 = = 0.15kcf X (U12) X Lt X 0.304 = Reaction at Roof RR = [ (0.03klfx7112/2+0.076klfx18x(7+18/2 ) ] / 22 = Location of Maximum Moment from Roof Xv=o = 1.03k / 0.076klf -3' = Maximum Moment Mmax = 1.03k x 10.536' -0.076klf (10.536'+3')112 / 2 = RequiredZx ZX = 46.58 k-in / (0.9x46ksi) Provide HSS 4x4x1/4 Check Horizontal HSS Span = 4 Vertical Load DL LL TribW Roof load psf psf ft plf (LRFD 10 20 18.0 792 Required Zx ZX = 70.848 k-in / (0.9x46ksi) = Provide HSS 6X4X1/4 Welding 1/4 " ( zx = ft Cone Tr Ht Cone WT ft plf(LRFD) 18.0 2160 zx = Welding Capacity = Ho 0.100 Wp 0.304 Wp 0.304 Wp 0.030 kif 0.076 kif 1.030 k 10.54 ft 46.58 k-in 1.13 in113 4.69 in113 Roof+Conc Mu plf k-ln 2952 70.85 1.71 in113 8.53 in113 77.95 k H ,. H , 22-2309 May-23 MS H,, 0 .K. Shear k 5.90 O.K. O.K.