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Home My WebLink About2850 GAZELLE CT; ; PREV2019-0230; PermitBuilding Permit Finaled 4rJityof Carlsbad Revision Permit Print Date: 03/12/2021 Permit No: PREV2019-0230 Job Address: 2850 GAZELLE CT, CARI.SBAD, CA 92010 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revision Parcel #: 2091202700 Track #: Applied: 11/04/2019 Valuation: $0.00 Lot #: Issued: 12/03/2019 Occupancy Group: Project #: (0902J Finaled Close Out: 03/12/2021 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Bathrooms: . Orig. Plan Check #:'COi.9-0026 Inspector: PBurn Occupant Load: Plan Check #: Final Inspection: Code Edition: Sprinkled: Project Title: IONIS PHARMACEUTICALS Description: IONIS PHARMACEUTICALS: DEFERRED CURTAIN WALL PLANS & CALCS Property Owner: IONIS PHARMACEUTICALS INC - 2850 2855 GAZELLE CT CARLSBAD, CA 92010-6670 Contractor: DPR CONSTRUCTION A GENERAL PARTNERSHI 1450 VETERANS BLVD REDWOOD CITY, CA 94063-2617 (858) 597-7070 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BLDG PLAN CHECK FEE $656.25 Total Fees: $691.25 Total Payments To Date: $691.25 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 1 760-602-8560 f I www.carlsbadca.gov PLAN CHECK REVISION OR Development Services (City Of DEFERRED SUBMITTAL Building Division Carlsbad APPLICATION 1635 Faraday Avenue 760-602-2719 B-I 5 www.carlsbadca.gov Original Plan Check Number Q j1CI 96111 O 0 2 L Plan Revision Number PREY 2fl 11— Project Address -d General Scope of Revision/Deferred Submittal: 4IuMi'Yut,.A 4Y4t+k (u4' tJc CONTACT INFORMATION: Name /((( 144/o--. Phone Fax_ 9///T _____________ Address City_O(Qfli'icJf_ Zip Email Address &AA)AV1Q,11AlQS4YutkJiv1to%..4. Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: Plans R Calculations LI Soils LI Energy LI Other 2. Describe revisions in detail 3. List page(s) where each revision is shown CoJc3 Pby X OJ\ L&,kL 4. Does this revision, in any way, alter the exterior of the project? LI Yes LI No Does this revision add ANY new floor area(s)? LI Yes EJ No Does this revision affect any fire related issues? LI Yes fZJ No Is this a complete set? Yes LI No €Signature_/i?L1 117 Date 1635 Faraday Avenue, Carlsbad, CA 92008 ft: 760-602- 2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov EsG i l A SAFEbuiItCompany DATE: 11/14/2019 U APPLICANT U JURIS. JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019-0026.REV(PREV2019-0230) SET: I PROJECT ADDRESS: 2850 Gazelle Court PROJECT NAME: Curtain Wall for Conference Center Cold Shell The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. Li The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. Li EsGil staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: te contacted: (by J Email: A~all Telephone Fax lr Person EMARKS: By: David Yao EsGil 11/4/19 Enclosures: approved plan 9320 Chesapeake Drive, Suite,08 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 2 I i City of Carlsbad CBC2019-0026.REV(PREV2019-0230) 11/14/2019 (DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK #.: CBC2019- 0026. REV(PREV2O 19-0230) PREPARED BY: David Yao DATE: 11/14/2019 BUILDING ADDRESS: 2850 Gazelle Court BUILDING OCCUPANCY: BUILDING PORTION AREA (Sq. Ft.) Valuation J Multiplier Reg. Mod. VALUE ($) curtain wall Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code 1cb IBY Ordinance Bldg. Permit Fee by Ordinance V Plan Check Fee by Ordinance Type of Review: El Complete Review 0 Repetitive Fee 0 Other Repeats El Hourly EsGil Fee * Based on hourly rate 0 Structural Only Hrs. @ 1-1 $105.00 * I $525.001 Comments: Sheet of Page 1 of 139 U..... P ...... p :::::: 11EEMMM :4 I..... I..... Structural Calculations Report Job Prepared for Lunstrum Windows & Doors Job System: Aluminum Glazing System (Exterior) Job Prepared by: Building Systems Engineering THIS SUBMITTAL NOT REQUIRED AND NOT REVIEWED 10 CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN NON-CONFORMING. REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE CONTRACTOR, SUBCONTRACTOR OR FABRICATOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIFICATIONS. ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS. MEANS AND METHODS OF CONSTRUCTION, AND COORDINATION OF THE WORK WITH THAT OF OTHER TRADES. I 10/28/19 I A Pebley DATE PROJECT ENGINEER I 1800111 I 10 I 3 JOB NUMBER 1cff FILE NUMBER Job Number: Job Name: Conference Center - Cold Shell Job Address: 2850 Gazelle Court Job City: Carlsbad, CA 92010 Job Reference: Shop Drawings Submittal Oct 15, 2019 Job Date: Oct 15, 2019 pci 20 1 q--02~0 111 West Olive Drive Suite B - San Ysidro, CA 92173- Phone (619) 450-2522 Page 2 of 139 Table of Content Contents Pages No. Cover I to I 2 to 2 Table of Content Design Criteria Design Loads Elements Analysis & Design Connections Analysis & Design Section Properties 3 to 5 6 to 13 14 to 54 55 to 90 91 to 107 References 108 to 139 111 West Olive Drive Suite B - San Ysidro, CA 92173- Phone (619) 450-2522 Page 3 of 139 Design Criteria 111 West Olive Drive Suite B - San Ysidro, CA 92173- Phone (619) 450-2522 Page 4 of 139 The term "AGS" stands for exterior aluminum glazing system (by Arcadia) and their attachments, applied as note on the shop drawings. Codes & standards: 1.1. Governing building code: 1.1.1. 2016 California Building Code (2016 CBC /2015 IBC). 1.2. American Society of Civil Engineers (ASCE/SEI 7-10): 1.2.1. Minimum Design Loads for Building and other Structures. 1.3. The Aluminum Association (AA): 1.3.1. Aluminum Design Manual 2005 (ADM 2005), Specification & Guidelines for Aluminum Structures, Allowable Design Stress (ASD), Eighth Edition, January 2005. 1.4. Architectural Aluminum Manufacturers Association (AAMA): 1.4.1. TIR A9-14, Design Guide for Metal Cladding Fasteners. 1.5. American Institute of Steel Construction (AISC): 1.5.1. ANSI-AISC 360-2010, Steel Construction Manual. 1.6. American Iron and Steel Institute (AISI): 1.6.1. North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 edition. 1.7. American Concrete Institute (ACI): 1.7.1. Building Code Requirements for Structural Concrete (ACI 318-14) & Commentary. 1.8. Glass Association of North America (GANA): 1.8.1. Glazing Manual 2004 Edition. Dead load design criteria: Reference 2.1. Aluminum mean weight (159— 171): 165.0 pcf Table 17-12 AISC 2.2. Glass mean weight (150-172): 156.0 pcf Table 17-12 AISC Live Load design criteria: 3.1. In-plane vertical deflections ±0.50" Assumed SEOR to confirm Wind design criteria (based on 2016 CBC/ASCE 7-10 c Ultimate Strength Design USD): 4.1. Basic wind speed 110 mph S-001 4.2. Exposure category C S-001 4.3. Enclosure category Enclosed ASCE 7-10 4.4. Gust & internal pressure coefficient (GCpi) ±0.18 ASCE 7-10 4.5. Directionality factor (Kd) 0.85 ASCE 7-10 4.6. Topographic factor (Kzt) 1.00 ASCE 7-10 4.7. Wind pressure (toward-wall zones 4 & 5) 28.9 psf ASCE 7-10 4.8. Wind pressure (outward- wall zone 4) 31.3 psf ASCE 7-10 4.9. Wind pressure (outward - wall zone 5) 38.5 psf ASCE 7-10 Seismic design criteria (based on 2016 CBC/ASCE 7-10): 5.1. Design spectral response parameter (Soc) Sos 0.75 S-001 5.2. Seismic design category (SDC) D S-001 5.3. Risk category II S-001 5.4. Component importance factor Ip 1.0 ASCE 7-10 §13.1.3 Materials requirements: 6.1. Aluminum framing extrusions, accessories, parts, panels and cladding. 6.1.1. Verticals, jambs, horizontal, head, sill & door head mullions Alloy & temper 6063-16 6.2. Structural fasteners, post-installed expansion mechanical anchors in concrete 6.2.1. 300 series non-magnetic stainless steel fasteners SS 304/316 Cold-Worked Condition 6.2.2. Cadmium/zinc plated/heavy-dipped carbon steel fasteners SAE J429 Grade 5 6.2.3 Hilti Kwik Bolt TZ (KB-TZ) stainless steel anchors ESR-1917 valid 05/19 - 05/21 6.2.4. Elco Dril-Flex/Hilti Kwik-Flex self-drilling structural fasteners ESR-3332 valid 09/18 - 09/19 6.3. Temper glass allowable stress: 6.3.1. At wind pressure 10.200 ksi Gana Table 6/ASTM El 300 Page 5 of 139 Aluminum frame I glass deflection, thermal expansion performance design: '71. Aluminum frame deflection normal to wall plane: 7.1.1. L1175 of clear span (for spans up to 13 feet 6 inches) 7.1.2. L/240 of clear span plus 1/4 inch (for spans greater than 13 feet 6 inches) 7.1.3. 2*L/175 of clear span (where framing members overhang an anchor point) 7.1.4. An amount that restricts edge deflection of individual glazing panes to 3/4 inches (for individual glazing panes> 10 feet) 7.1.5. Framing member deflection (jambs) shall not exceed allowable framing deflection at silicone joint width (for sealant joints between framing member and a relative stiff building element. 7.2. Aluminum frame deflection parallel to glazing plane: 7.2.1. Horizontal mullions in-plane deflection due to dead load shall be limited to the lesser of 1/8' or 25% of the design edge clearance of the glass. 7.2.2. Corner mullion in-plane deflection due to wind load shall be limited to 1/4 inch (maximum at any time). 7.2.3. The clearance between the member and an operable window or door bellow should be at least 1/16 inch. 7.3. Elastomeric setting blocks locations: 7.3.1. Elastomeric setting block shall be typically located at 1/4 point from edge of glass. If required by analysis calculations, setting blocks shall be located at 1/8 point or less. 7.4. Thermal movements design criteria: 7.4.1. Temperature range: 120°F ambient— 180°F material: 7.4.2. Temperature @ fabrication/erection: 60°F ambient - 90°F material (assumed): 7.5. Glass deflection normal to wall plane: 7.5.1. L150 or 1" max at exterior glazed wall systems 7.5.2. L150 or 1/2" max at interior glazed wall systems AGS design conditions: 8.1. These design calculations are solely to determine the adequacy of the AGS to accommodate the prescribed loadings-displacements and for the connection of the AGS to the building framing, therefore; the structural integrity of the concrete floor slab, columns, steel structure, light gauge metal framing and other members to which the AGS components are to be attached, is not been analyzed within this package. Verification of the adequacy of these members is the responsibility of others. 8.2. Any necessary strengthening and/or bracing of building framing elements to prevent overstress, crippling, twisting or any kind of distortion due to loads and reactions imposed by the AGS is solely the responsibility of the building designers. 8.3. All contact surfaces between aluminum and any other metal or concrete surface, shall have a permanent protection to prevent galvanic corrosion. 8.4. Prior AGS erecting, all related building dead loads must be in place. 8.5. The conditions analyzed within this package represent what BSE team has found to be the most critical within the system. All other conditions and components are O.K. by comparison to those analyzed. Page 6 of 139 i Design Loads 111 West Olive Drive Suite B - San Ysidro, CA 92173 - Phone (619) 450-2522 Job: Conference Center Cold Shell, Carlsbad, CA 92010 Wind Load Design Pressures (per ASCE 7-10 @ h < 60 ft) Input Data: V:= 110-mph 5-001 := 0.85 birectionalify Factor (Ref. 9 26.6, Table 26.6-1 at Components and Cladding) 1.00 Topographic Factor Ht:= 35.5ft Mean Roof Height GC := 0.18 Internal Pressure Coefficient (Ref. § 26-11, Fig. 26-11.1) P:= 0.0765. lb ft Air Density Exp:= Exposure RS:= _____ Is Roof SlopeO<lo* I!!EEJ Terrain Exposure Constants (Ref.: Table 26.9-1): Page 7 of 139 ell el 7.0 1200ft' Ex:= 2 I o:= 9.5 I Z9,:= 900ff I := linterp(Ex ax Exp)= 9.50 Zg:= linterp(Ex,ZgxExp)= 900.oft 3) 11.5) 700f ) H2 0L 2.01. - = 1.02 Zg) q:= E. V2. Kh.KZt Kd= 26.8.psf External Pressure Coefficient GCp for walls at h < 60 ft (Ref.: Figure 30.4-1): Zone 4 & 5 Wind Toward Zone 4 Wind Away Zone 5 Wind Away 1.0ft2 " loft Ae45:= 2 500f l000ft2) el 1.00 ' 1.00 GC 4:= 0.70 0.70) 1.0ft2 loft Ae4:= 2 500ft 1000ff2) 1.10 ' 1.10 GC A:= r 0.80 0.80) 1.0ff2 ' 10ff2 Ae5:= 500ff2 1000ff2) 1.40 1.40 &C p 0.80 0.80) Wult Acting Toward from Surface Zones 4 & 5 @ Effective Wind Areas (Figure 30.4-1) A45:= 10ff2 GC:= linterp(A45,&Cp45 A45).RS= 0.90 I)= h(p~ GC,,j= 28.9.p Wult Acting Away from Surface Zone 4 @ Effective Wind Areas (Figure 30.4-1) A4:= loft GC:= linterp(Ae4GCp4A4).RS= 0.99 IP= qh.(GCp+ GC)= 31.3.ps Wult Acting Away from Surface Zone 5 @ Effective Wind Areas (Figure 30.4-1) 2 A5:= lOft GC:= lir%terp(AeS&CpSAS).RS= 1.26 i= q.(&Cpl GC)- 38.5•ps Job: Conference Center Cold Shell, Carlsbad, CA 92010 Page 8 of 139 Title. Seismic in-plane design forces at storefront as per ASCE 7-10 Input data: 0.75 1.0 hm:= 35.5 ft z:= 35.5ft 1.50 Component weight Wp: 8.50 psf Sprectral acceleration Component importance factor Building framing height Height @ critical location Factor to apply on concrete anchor bolts Mean Weight Reference 5-001 ASCE 7-10 Sec 13.1.3 A-201 A2.1 C) Maximum and minimum seismic design forces Fpmax: 1.60.Sbs.Ip.Wp= 10.20-psf Maximum seismic design force Fpmin:= 0.30.SbsIp.Wp= 1.91. psf Minimum Seismic Design Force Seismic design forces at element and bodies of the connections 1.00 Amplification factor 2.50 Response modification factor r 040O505WP ( 1 1 FPb:= 3.06. psf Fpmax> Fpb> Fpmin; OK Seismic design forces at fasteners of the connections 1.25 Amplification factor R:= 1.00 Response modification factor T 0.40a .SbS.WP 1 Ff:= N {i+ 2.—)= 9.56•ps1 Fpmax> Fpf > Fpmin; OK ASCE 7-10 ASCE 7-10 ASCE 7-10 ASCE 7-10 In-plane force at body of connection ASCE 7-10 ASCE 7-10 Force factor at fasteners Fpfab := 0.Ff = 14.3. psf Fpfab> Fpmax [Use Fpmox 10.0 psf at anchor bolts analysis & desij f) Notes: The wind load governs the out of plane design forces for fasteners. The seismic loads governs the in-plane design forces for fasteners. Both seismic and wind loads to use on ASCE 7-10 load combinations. BUILDING SYSTEMS BM PROJECT: THE PEAK CP3 Page 9 of 139 LOCATION: 10770 WATERIDGE, SAN DIEGO, CA 92121 REV.: 6 ENGINEERING CLIENT: LUNSTRUM WINDOWS &DOORS I JOB No. 941 DATE: APR 11, 2019 EDGE BLOCK (SEE NOTE 2) ANTI-WALK BLOCK I (SEE NOTE 2) EDGE OF GLASS V / EDGE BLOCK (SEE NOTE 2) SETTING BLOCK (SEE NOTES BELOW) W14 •' ' W/4 SEE NOTE (SEE NOTE I GLASS BLOCKING PATTERN PER GANA NOTES: I. FOR ALTERNATIVE S.B. LOCATION EW USE W/8> 6", SEE FRAMING ELEVATIONS WHERE APPLY. ALL GLASS BLOCKING CONFORM TO MANUFACTURERS INSTALLATION REQUIREMENTS AND GANA GLAZING MANUAL 2004 EDITION GUIDELINES. USE SILICONE TO SECURE IN POSITION ALL GLASS BLOCKING. Delta x MOVEMENT F.. bp Ur Irrrrrrrm g BUILDING IIIIIJllJ. SYSTEMS llIEll1li ENGINEERING PROJECT: THE PEAK CP3 Page 10 of 139 LOCATION: 10770 WATERIDGE, SAN DIEGO, CA 92121 REV.: 6 CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 941 DATE: APR 11, 2019 I EDGE OFGLASS I (1)1 FREE GLASS GAP FREE GLASS GAP I GLASS ANTI-WALK BLOCK W I WI STAGE #1 0 I-.- —EDGE OFFRAME Cl) SETTING BLOCK CD W IW bp I 2*CI, MflVFMFNT I - -7 EDGE OFGLASS / STAGE #2 —EDGE OFFRAME / / bp I F.. 2 * C * [1+hp*c2 I tpc1] MOVEMENT EDGE OF GLASS T EDGE OF FRAME LASS SS ANTI-WALK BLOCK I / STORY DRIFT / L STAGE #3 SEUING BLOCK Job: Conference Center Cold Shell, Carlsbad, CA 92010 Page 11 of 139 1 Til, Deflection on Jambs to 0.50 Gap Silicone Class A Relationship Input bata We 0.50in d:= 0.251n Eall 50.0% Elongation Factor Ef:= 1+ Eall = 1.50 Mean:= EfWe = 0.75. in Typical Silicone Width Typical Silicone Depth Allowable Elongation (%) Allowable % Elongation Mean Limit C) Allowable Jamb Deflection as per Silicone Class A Mean Allowable Elongation =(Ef 2 1 Mll:= We = 0.56-in Job: Conference Center Cold Shell, Carlsbad, CA 92010 Page 12 of 139 Titl: . Deflection on Jambs to 0.50 Gap Silicone Class A Relationship Input Data We := 0.750in d:= 0.3751n Ear= 50.0% Elongation Factor Ef:= 1+ E0ii= 1.50 Mean := EfWe = 1.125. in Typical Silicone Width Typical Silicone Depth Allowable Elongation (%) Allowable % Elongation Mean Limit C) Allowable Jamb Deflection as per Silicone Class A Mean Allowable Elongation F(Ef 2 2 1 Mll:= we) - We = 0.84• in Job: Conference Center Cold Shell, Carlsbad CA 92010 Page 13 of 139 TW: Gap at heads analysis and design (One End Bldg. bisp. Cond.); Ref. SF10/3.12 & similar Thermal expansion (fab/erection ambient temp 70°F assumed) ambient temp: 130°F max.; 10°F mm.; Range (130 - 10) = 120 material temp 195°F max; 15°F mm.; Range (195 - 15)= 180 len:= 120. in length of vert. mullion a:= 0.0000128 coefficient of thermal expansion temp:= 90 OF max material temp range (180 OF / 2) therm lena temp= 0.138. in Factor := 0.75 Thermal to live load interaction factor Live load deflection 0.50. in Assumed M. Anchor thickness tanchor 0.250 in Gap required req (therm LL).Factor+ Atanchor 0.729 in Say 0.75" Mm. Actual Gap (Ref. 10/5.01 & Sim.) act 1.00. in Check Gaps Ratio req ,- tact = 0.73 ] ' 1.00; OK Page 14 of 139 Elements Analysis & Design 111 West Olive Drive Suite B - San Ysidro, CA 92173 - Phone (619) 450-2522 Beam L/C d (in) X (in) Y (in) Z (in) Resultant (in) 2 3:D+0.6W 0.00 0.000 -0.001 0.268 0.268 20.50 0.000 -0.001 0.378 0.378 41.00 0.000 -0.002 0.441 0.441 61.50 0.000 -0.002 0.452 0.452 82.00 0.000 -0.002 0.414 0.414 4 3:0+0.6W 0.00 0.000 -0.003 0.239 0.239 11.75 0.000 -0.003 0.171 0.171 23.50 0.000 -0.003 0.105 0.105 35.25 0.000 -0.003 0.046 0.046 47.00 0.000 -0.004 0.000 0.004 9 3:D+0.6W 0.00 0.000 -0.001 0.355 0.355 20.50 0.000 -0.002 0.499 0.499 41.00 0.000 -0.002 0.582 0.582 61.50 0.000 -0.002 0.598 0.598 82.00 0.000 -0.003 0.548 0.548 11 3:D+0.6W 0.00 0.000 -0.004 0.317 0.317 11.75 0.000 -0.004 0.227 0.227 23.50 0.000 -0.004 1 0.139 0.139 35.25 0.000 -0.004 0.061 0.061 ______ 47.00 0.000 -0.004 0.000 0.004 Disp. z < 0.84" @ 3/4" Silicone Joint; OK Disp. z <0.84' @ 3/4" Silicone Joint; OK Disp. a <203/240 + 0.25"= 1.096"; OK Disp. z < 129'/175 0.737"; OK Page 15 of 139 BUILDING SYSTEMS EMENGINEERING Software licensed to BSE Job No 958 SheetNo Rev PartCW01 Job Title CC -Cold Shell Ref CW0I/3 01 By jrfgalan Date06j11j19 Chd Client Lunstrum Windows & Doors File CWOI .std Date/lime 11-Jun-2019 11:58 Section Properties Prop Section Area (in 2)(in l 4)(in l 4)(in J 4) Material 1 Prismatic General 1.507 1.172 8.528 0.007 ALUMINUM 2 Prismatic General 2.428 0.562 11.801 0.013 ALUMINUM 3 Prismatic General 1.529 0.968 5.362 0.007 ALUMINUM 4 Prismatic General 1 1.9091 1.903 1 7.330 1 3.768 1 ALUMINUM 5 Prismatic General 1 1.5751 0.946 1 5.414 1 0.007 1 ALUMINUM WW-543 N-540 + WW-541 Assembly WW-547 WW-2449 WW-546 Beams Beam Node A Node B Length (in) Property (degrees) 2 5 9 82.00 1 90 4 13 17 47.00 1 90 9 6 10 82.00 2 90 11 14 18 47.00 2 90 WW-543 WW-543 WW-540 + WW-541 Assembly WW-540 + WW-541 Assembly Beam Displacement Detail flknk,"pmpnI chnwn in if Iin indir,tp thn nrp.-zpnr.-P nf an nffpf Beam Node A Length (in) LJC d (in) Max My (kipft) d (in) Max Mz (kipft) 2 5 82.00 3:D+0.6W Max +ve 0.00 0.000 47.83 0.880 Max -ye 0.00 0.000 4 13 47.00 3:D+0.6W Max +ve 0.00 0.000 0.00 0.158 Max -ye 0.00 0.000 47.00 -1.002 9 6 82.00 3:D+0.6W Max +ve 0.00 0.000 47.83 1.611 Max -ye 0.00 0.000 11 14 47.00 3:D+0.6W Max +ve 0.00 0.000 0.00 0.379 Max -ye 0.00 1 0.000 1 47.00 -1.939 Mz <2.610 kip-ft @ Anti-Walk Lb= 42; OK Mz <2.803 kip-ft @ Anti-Walk Lb= 30; OK 0.46Mz < 1.290 kip-ft @ Anti-Walk Lb= 42; OK 0.46Mz < 1.536 kip-ft @ Anti-Walk Lb= 30; OK Page 16 of 139 BUILDING SYSTEMS EMENGINEERING Software licensed to SSE Job No 958 Sheet No Rev PaIICWOI Job litle CC - Cold Shell Ref cw01/3.01 By jrfgalan 13ate06111j19 Chd Client Lunstrum Windows & Doors File CWOI .std D5t&Tiflle 11-Jun-2019 11:58 Beam Maximum Moments M mrnm niupn frnm hem Pnd A 32 Page 17 of 139 NABUILDING Job No Sheet No Rev ENGINEERING SYSTEMS 958 Software licensed to BSE PartCW01 Job Title CC -Cold Shell Ref CW0I/3.01 By jrfgalan Date06j11j19 Chd Client Lunstrum Windows & Doors File CWOI.std I0atemme 11-Jun-2019 11:58 Rrtinns ASD Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 17 3:D+0.6W 0.000 0.000 -0.646 0.000 0.000 0.000 18 3:D+0.6W 0.000 0.000 -1.286 0.000 0.000 0.000 29 3:D+0.6W 0.000 0.000 -0.102 0.000 0.000 0.000 30 3:D+0.6W 0.000 0.000 -0.211 0.000 0.000 0.000 Riitinns USD Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) I 4:1.2D+W 0.000 0.511 -0.413 0.000 0.000 0.000 2 4:1.2D+W 0.000 0.998 -0.826 0.000 0.000 0.000 Page 18 of 139 1 BUILDING EMENGINEERING SYSTEMS Software licensed to BSE Job No 958 Sheet No Rev PartCW01 Job Title CC -Cold Shell Ref Cw01/3.01 By jrfgalan Data06111119 Chd Client Lunstrum Windows & Doors File CW01 .std Date/Time 11-Jun-2019 11:58 Dead Load (D) Wind Load(Wult)= 31.3 psf Disp. z (Vv9 - Beam Node A - Length (in) L/C d (in) Max My (kipft) d (in) Max Mz (kipft) 2 7 82.00 3:D+0.6W Max +ve 0.00 0.008 47.83 0.871 Max -ye 82.00 -0.001 5 27 43.00 3:0+0.6W Max +ve 0.00 0.000 Max-ye 43.00 -0.001 43.00 -1.174 22 9 82.00 3:0+0.6W Max +ve 0.00 0.011 47.83 2.427 Max -ye 82.00 -0.003 25 29 43.00 3:D+0.6W Max +ve 0.00 0.001 I Max-ye 43.00 -0.001 43.00 -2.916 Mz <2.610 kip-ft @ Anti-Walk Lb= 42; OK Mz <2.803 kip-ft © Anti-Walk Lb= 30; OK 0.46"Mz < 1.686 kip-ft @ Anti-Walk Lb= 42"; OK 0.46"Mz < 1.956 kip-ft © Anti-Walk Lb= 42"; OK Page 19 of 139 BUILDING SYSTEMS I&MENGINEERING Software licensed to BSE Job No 958 Sheet No Rev PartCW05_1 Job Title CC -Cold Shell Ref CW05-1/3 06 By jrfgalan DatE06/11119 Chd Client Lunstrum Windows & Doors File CW05-1 .std Dateflime 11-Jun-2019 12:13 Section Properties Prop Section Area (in') l (in 4)(in In 4)(in J 4) Material 1 Prismatic General 1.507 1.172 8.528 0.007 ALUMINUM 2 Prismatic General 2.428 0.562 11.801 0.013 ALUMINUM 3 Prismatic General 1.529 0.968 5.362 0.007 ALUMINUM 4 Prismatic General 1.909 1.903 7.330 3.768 ALUMINUM 5 Prismatic General 3.609 13.953 13.953 21.517 ALUMINUM 6 Prismatic General 1.575 0.946 5.414 0.007 ALUMINUM WW-543 WW-540 + WW-541 Assembly WW-547 WW-2449 8267 by Anaheim Extrusion WW-546 Beams Beam Node A Node B Length (in) Property (degrees) 2 7 13 82.00 1 90 5 27 34 43.00 1 90 22 9 15 82.00 2 90 25 29 36 43.00 1 2 1 90 WW-543 WW-543 WW-540 + WW-541 Assembly WW-540 + WW-541 Assembly Beam Maximum Moments fliF.*4nr4c fn my1mn arp aiwpn from bm andA Page 20 of 139 I, MBUMDING 1I} Software licensed to BSE Job Title CC -Cold Shell Client Lunstrum Windows & Doors Job No Sheet No Rev 958 PartCW051 Ref CW05-1/3.06 By jrfgalan Datt06111j19 Chd File CW05-1.std IDateITim5 11-Jun-2019 12:13 Beam Displacement Detail flienk,mr,fc chnwn in itatin indirfp fhn nrpennl'n nfin nffcnf Beam L/C d (in) X (in) V (in) Z (in) Resultant (in) 2 3:D+0.6W 0.00 -0.010 -0.001 0.270 0.270 20.50 -0.012 -0.001 0.381 0.381 41.00 -0.011 -0.001 0.446 0.446 61.50 -0.010 -0.001 0.461 0.461 82.00 -0.008 -0.001 0.426 0.426 5 3:D+0.6W 0.00 -0.004 -0.001 0.189 0.189 10.75 -0.003 -0.001 0.130 0.130 21.50 -0.002 -0.001 0.076 0.076 32.25 -0.001 -0.000 0.031 0.031 43.00 0.000 0.000 0.000 0.000 22 3:0+0.6W 0.00 -0.010 -0.001 0.546 0.546 20.50 -0.016 -0.001 0.766 0.766 41.00 -0.016 -0.001 0.894 0.894 61.50 -0.012 -0.002 0.920 0.920 82.00 -0.008 -0.002 0.847 0.847 25 3:0+0.6W 0.00 -0.004 -0.002 0.384 0.384 10.75 -0.003 -0.002 0.267 0.267 21.50 -0.002 -0.001 0.159 0.159 32.25 -0.001 -0.001 0.067 0.067 43.00 -0.000 0.000 0.000 0.000 D,.Girn Afl Disp. z < 0.84" © 3/4" Silicone Joint; OK Disp. z < 0.84" @3/4" Silicone Joint; OK Disp. z < 2111240 + 0.25" 1.129"; OK Disp. z <211/240 + 0.25"= 1.129"; 01< - Horizontal Vertical Horizontal Moment Node LJC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 34 3:D+0.6W 0.001 0.268 -0.701 0.000 0.000 0.000 35 3:0+0.6W 0.000 0.542 -1.464 0.000 0.000 0.000 36 3:0+0.6W 0.000 0.566 -1.680 0.000 0.000 0.000 37 3:D+0.6W 0.000 0.569 -1.357 0.000 0.000 0.000 62 3:D+0.6W -0.000 0.000 -0.292 0.000 0.000 0.000 63 3:0+0.6W 0.000 0.000 -0.611 0.000 0.000 0.000 64 3:0+0.6W 0.000 0.000 -0.627 0.000 0.000 0.000 65 3:D+0.6W 0.000 0.000 -0.652 0.000 0.000 0.000 D,*irie I Ifl -- - Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) I 4:1.20+W 0.000 0.310 -0.396 0.000 0.000 0.000 2 4:1.2D+W 0.000 0.628 -0.831 0.000 0.000 0.000 3 4:1.20+W -0.002 0.654 1 -1.263 0.000 0.000 = Page 21 of 139 SYSTEMS OWENGINEERING BUILDING Software licensed to BSE Job No 958 Sheet No I I Rev 1 I Part CW051 Joblitle CC - Cold Shell Ref CW05-1/3 06 By jrfgalan 0ats06111119 Chd Client Lunstrum Windows & Doors File CW05-1 .std D5t5Tflrfl 11-Jun-2019 12:13 Nodes Beams Page 22 of 139 BUILDING SYsTEMS OWEIZINEERING Software licensed to BSE Job No 958 SheetNo Rev PartCyV05.1 Job Title CC -Cold Shell Ref CW05-1/3.06 By irfgalan Date06j11j19 Chd Client Lunstrum Windows & Doors File Cw05-1 .std Date/Time 11-Jun-2019 12:13 References Dimensions Page 23 of 139 I-, MAENGINEERING BUILDING Job No Sheet No Rev SYSTEMS 958 Software licensed to BSE P8rtcW05_1 Job The CC -Cold Shell Ref CW05-1/3.06 By jrfgalan DatE06,11/19 Chd Client Lunstrum Windows & Doors File CW05-1.std It1me 11-Jun-2019 12:13 Dead Load (D) Wind Load (Wu!t) 31.3 Ps Page 24 of 139 BUILDING SYSTEMS MMENGINEERING Software licensed to SSE Job No 958 Sheet No Rev PartCw05..1 Job Title CC -Cold Shell Ref cw05-1/3.06 By jrfgalan D81E06111119 Chd Client Lunstrum Windows & Doors File CW05-1 .std Date/Time 11-Jun-2019 12:13 Mz (W) Disp, z (W Beam L/C d (in) X (in) V (in) Z (in) Resultant (in) 11 3:D+0.6W 0.00 0.000 -0.000 -0.036 0.036 10.75 0.000 -0.000 -0.040 0.040 21.50 0.000 -0.000 -0.037 0.037 32.25 0.000 -0.000 -0.026 0.026 43.00 0.000 0.000 0.000 0.000 14 3:D+0.6W 0.00 0.000 -0.001 0.213 0.213 20.50 0.000 -0.001 0.319 0.319 41.00 0.000 -0.001 0.391 0.391 61.50 0.000 -0.001 0.414 0.414 82.00 0.000 -0.002 0.381 0.381 19 3:D+0.6W 0.00 0.000 -0.000 -0.027 0.027 10.75 0.000 -0.000 -0.030 0.030 21.50 0.000 -0.000 -0.028 0.028 32.25 0.000 -0.000 -0.019 0.019 43.00 0.000 0.000 0.000 0.000 22 3:0+0.6W 0.00 0.000 -0.001 0.159 0.159 20.50 0.000 -0.001 0.237 0.237 41.00 0.000 -0.001 0.289 0.289 61.50 1 0.000 -0.001 0.304 0.304 82.00 1 0.000 -0.001 0.2791 0.279 Disp. z c 93/175= 0.53"; OK Disp. z c 186/240 + 0.25'= 1.025": OK Disp. z <0.84" @3/4" Silicone Joint; OK Disp. z < 0.84" @3/4" Silicone Joint; OK Page 25 of 139 BUILDING SYSTEMS MMENGINEERING Software licensed to BSE Job No 958 Sheet No Rev P8rtCW052 Job Title CC -Cold Shell Ref CW05-2/3.07 By jrfgalan Date06110119 Chd Client Lunstrum Windows & Doors File CW05-2.std Date/Time 11-Jun-2019 11:42 Section Properties Prop Section Area (in 2)(in l,,, 4)(in in 4)(in J 4) Material I Prismatic General 1.507 1.172 8.528 0.007 ALUMINUM 2 Prismatic General 2.428 0.562 11.801 0.013 ALUMINUM 3 Prismatic General 1.529 0.968 5.362 0.007 ALUMINUM 4 Prismatic General 1.909 1.903 7.330 3.768 1 ALUMINUM 5 Prismatic General 1.575 1 0.946 5.414 0.007 1 ALUMINUM WW-543 WW-540 + WW-541 Assembly WW-547 WW-2449 WW-546 Beams Beam Node A Node B Length (in) Property (degrees) 11 8 11 43.00 2 90 14 17 20 82.00 2 90 19 9 12 43.00 1 90 22 18 21 1 82.00 1 1 190 WW-540 + WW-541 Assembly WW-540 + WW-541 Assembly WW-543 WW-543 Beam Displacement Detail flkn!ai'mmanf hnwn in italic indicate the nrn.mnca of an off.mf Beam Node A Length (in) LJC d (in) Max My (kipft) d (in) Max Mz (kipft) 11 8 43.00 3:D+0.6W Max +ve 0.00 0.000 Max -ye 0.00 0.000 43.00 -1.537 14 17 82.00 3:0+0.6W Max +ve 0.00 0.000 68.33 1.328 Max -ye 0.00 0.000 19 9 43.00 3:D+0.6W Max +ve 0.00 0.000 Max -ye 0.00 0.000 43.00 -0.808 22 18 82.00 3:0+0.6W Max +ve 0.00 0.000 68.33 0.700 Max -ye 0.00 0.000 0.46Mz < 1.536 kip-ft @ Anti-Walk Lb= 30"; OK 0.46"Mz c 1.290 kip-ft @ Anti-Walk Lb= 42; OK Mz <2.803 kip-ft © Anti-Walk Lb= 30"; OK Mz <2.610 kip-ft @ Anti-Walk Lb= 42'; OK Page 26 of 139 EMBUILDING ENGINEERING SYSTEMS Software licensed to BSE Job No 958 Sheet No Rev P81tCW052 Job life CC -Cold Shell Ref CW05-2/3.07 By jrfgalan Dats0/1/19 Chd Client Lunstrum Windows & Doors File CW05-2.std Date/Time 11-Jun-2019 11:42 Beam Maximum Moments flicfn#p.'. in mayima arp niwpn frnm hptjm Pnd A Page 27 of 139 EMBUILDING ENGINEERING SYSTEMS Software licensed to BSE Job No 958 SheetNo Rev PaI1CW052 Job Title cc -Cold Shell Ref CW05-2/3.07 By jrfgalan Datc06j10119 Chd Client Lunstrum Windows & Doors File CW05-2.std Dateflime 11-Jun-2019 11:42 PI4ifIfl ASfl - Horizontal Vertical Horizontal Moment Node LJC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 2 3:D+0.6W 0.000 0.240 -0.096 0.000 0.000 0.000 3 3:D+0.6W 0.000 0.121 -0.044 0.000 0.000 0.000 11 3:D+0.6W 0.000 0.562 -1.152 0.000 0.000 0.000 12 3:D+0.6W 0.000 0.289 -0.579 0.000 0.000 0.000 23 3:D+0.6W 0.000 0.000 -0.700 0.000 0.000 0.000 24 3:D+0.6W 0.000 0.000 -0.351 0.000 0.000 0.000 Nodes Rev Sheet No Page 28 of 139 BUILDING __ MAENGINEERING _____ _____ Job No 958 PartCwQ52 Ref CW05-2/3.07 By jrfgalan File CW05-2.std D81,06/1 0/19 Chd Date/Time 11-Jun-2019 11:42 1 IS Software licensed to SSE Job Tulle CC -Cold Shell I Client Lunstrum Windows & Doors 27 Nodes Beams References Page 29 of 139 BUILDING SYSTEMS EMENGINEERING Software licensed to SSE Job No 958 Sheet No Rev PartCw052 Job Title CC -Cold Shell Ref CW05-2/3.07 By jfgalan Dats06j10j19 Chd Client Lunstrum Windows & Doors File CWO5-2.std DatelTime 11-Jun-2019 11:42 Dimensions Dead Load (D) Wind Load (WuIt)= 31.3 psf I Li Page 30 of 139 BUILDING Job No SheetNo Rev SYSTEMS, EMENGINEERING 958 PartcW052 Software licensed to SSE Job Title cc -Cold Shell Ref Cw05-2/3.07 By jrfgalan Datcg6/0j19 Chd Client Lunstrum Windows & Doors File CW05-2.std Dale/Time 11-Jun-2019 11:42 Mz (W) Disp. z (W Beam LIC d (in) X (in) V (in) Z (in) Resultant (in) 8 3:D+0.6W 0.00 0.000 -0.000 0.230 0.230 20.00 0.000 -0.000 0.271 0.271 40.00 0.000 -0.000 0.238 0.238 60.00 0.000 -0.000 0.139 0.139 80.00 0.000 -0.000 0.000 0.000 10 3:0+0.6W 0.00 0.000 -0.000 0.123 0.123 20.00 0.000 -0.000 0.146 0.146 40.00 0.000 -0.000 0.128 0.128 60.00 1 0.000 -0.000 1 0.075 0.075 80.00 1 0.000 -0.000 1 0.000 0.000 Disp. z < 116°/175 0.69; 01< Disp. z< 0.56" @ 1/2° Silicone Joint; 01< Page 31 of 139 OWENGINEERING BUILDING Job No Sheet No Rev SYSTEMS 958 Software licensed to BSE P8rtSF07 Job Title CC -Cold Shell Ref SF07/3 10 By jrfgalan D8te07j30j19 Chd Client Lunstrum Windows & Doors File SF07.std Dateflime 30-Jul-2019 12:15 Section Properties Prop Section Area (in') Iv,, (in 4)(in in 4)(in J 4) Material 1 Prismatic General 1.397 0.478 6.042 0.005 ALUMINUM 2 Prismatic General 2.078 0.490 6.406 0.005 ALUMINUM 3 Prismatic General 1.148 0.484 4.478 0.004 ALUMINUM 4 Prismatic General 1.672 1 0.825 1 5.916 1 1.185 1 ALUMINUM FG-6231 FG-6231 + FG-6342 + FG-6342 + 408100 Assembly FG-6198 FG-6197 Beams Beam Node A Node B Length (in) Property (degrees) 8 9 14 80.00 2 90 10 10 15 80.00 1 90 FG-6231 + FG-6342 + FG-6342 + 408100 Assembly FG-6231 Beam Displacement Detail IliI #. ilIb. Beam Maximum Moments flk,twnrt,c, tn mgivims Ara rliuc.n 1mm hem onri A Beam Node A Length (in) LJC d (in) Max My (k1pft) d (in) Max Mz (kipft) 8 9 80.00 3:0+0.6W Max+ve 0.00 0.000 20.00 1.009 Max -ye 0.00 0.000 80.00 -0.000 10 10 80.00 3:0+0.6W Max +ve 0.00 0.000 20.00 0.516 Max -ye 0.00 0.000 80.00 -0.000 Mz < 1.871 kip-ft @ Anti-Walk Lb= 40"; OK Mz < 1.871 kip-ft @ Anti-Walk Lb= 40"; 01< Page 32 of 139 ObEBUILDING Job No Sheet No Rev ENGINEERING SYSTEMS 958 Software licensed to SSE PartSF07 Job Thie CC -Cold Shell Ref SF07/3.10 By jrfgaIan DatE07/30/19 Chd Client Lunstrum Windows & Doors File 5F07.std I0atemme 30-Jul-2019 12:15 Psfjnnq ASD Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 14 3:D+0.6W 0.000 0.000 -0.445 0.000 0.000 0.000 15 3:D+0.6W 0.000 0.000 -0.225 0.000 0.000 0.000 Rwfinn IJSfl - Horizontal Vertical Horizontal Moment Node LJC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 4 4:1.2D+W 0.000 0.355 -0.747 0.000 0.000 0.000 5 4:1.2D+W 0.000 0.182 -0.370 0.000 0.000 0.000 Dead Load (D) Wind Load (Wult)= 31.3 psf (0-96") & 38.5 psf (96°192°) I .1 Page 33 of 139 MABUILDING ENGINEERING SYSTEMS Software licensed to SSE Job No 958 Sheet No Rev P8rtSF07 Job Title CC -Cold Shell Ref SF0713.10 By jrfgalan Date07130j19 Chd Client Lunstrum Windows & Doors File SF07.std Dateulime 30-Jul-2019 12:15 1 14 Page 34 of 139 BUILDING SYSTEMS EMENGINEERING Software licensed to SSE Job No 958 SheetNo Rev P8rtSF07 Job Title cc -Cold Shell Ref SF07/3.10 By jrfgalan Datc07130j19 Chit Client Lunstrum Windows & Doors File SF07.std Date/lime 30-Jul-2019 12:15 Disp. z (W) Page 35 of 139 (ob: Conference Center Cold Shell, Carlsbad, CA 92010 Title: Seismic Drift Analysis per ASCE 7-10 @ SF07/3.10 Input bata b := 48. in width of glass panel hsx: 18-ft story height b) Mean free glass gap on mullions (0.625. in + 0.687• in) 2 cl = 0.66• in Ref.: 1/5.10 & 2/5.10 hp:= 80 in height of glass panel := 0.015 hsx = 3.24. in S-001 (0.562.in+ 0.156. in) 2 C2 = 0.36. in Ref.: 2/6.10 C) Relative seismic displacement over the height of the glass component h b := p öX .._!_ = 1.20. in sx brift displacement at top of glass panel wich causes initial glass-to-frame contact hp. c2 bci •ear := 2•c . 1+ = 2.51. in upC1) Check glass clearance as per ASCE 7-10 Eq. (13.5-2) bclear = 2.09 > 1.25; OK f) Summary: The above calculations check the amount of seismic displacement (drift) that the glazing system can accomodate. The architect and building engineer of record must verify that the building structure does not exceed this elastic seismic drift bx. The fallout shall be determinated in accordance with AAMA 501.6 (ASCE 7-10 Section 13.5.9.2). Beam L/C d (in) X (in) V (in) Z (in) Resultant (in) 6 3:0+0.6W 0.00 0.000 -0.002 0.253 0.253 20.50 0.000 -0.001 0.359 0.359 41.00 0.000 -0.001 0.419 0.419 61.50 0.000 -0.001 0.428 0.428 82.00 0.000 -0.001 0.384 0.384 14 3:D+0.6W 0.00 0.000 -0.002 0.473 0.473 20.50 0.000 -0.002 0.664 0.664 41.00 0.000 -0.002 0.771 0.771 61.50 0.000 -0.002 0.783 0.783 82.00 0.000 -0.001 0.700 0.700 16 3:D+0.6W 0.00 0.000 0.000 0.000 0.000 8.00 0.000 -0.000 -0.103 0.103 16.00 0.000 -0.000 -0.204 0.204 24.00 0.000 -0.000 -0.305 0.305 32.00 0.000 -0.000 -0.405 0.405 18 3:0+0.6W 0.00 0.000 -0.002 0.346 0.346 20.50 0.000 -0.002 0.486 0.486 41.00 0.000 -0.002 0.564 0.564 61.50 0.000 -0.001 0.571 0.571 82.00 1 0.000 -0.001 0.508 0.508 Disp. z < 0.84' @ 3/4" Silicone Joint; OK Disp. z < 1817240 + 0.25° 1.00; OK Disp. z 2"32"/175 0.37; OK Disp. z <0.84 @ 3/4" Silicone Joint; OK Page 36 of 139 BUILDING SYSTEMS OWENGINEERING Software licensed to BSE Job No 958 Sheet No Rev P8rtCW071 Joblitle CC - Cold Shell Ret CW07.1/3.11 By jrfgalan Date07j25j19 Chd Client Lunstrum Windows & Doors File CW07.1.std D8telilltle 25-Jul-2019 18:08 Section Properties Prop Section Area (in') I, (in 4)(in l 4)(in J 4) Material I Prismatic General 1.507 1.172 8.528 0.007 ALUMINUM 2 Prismatic General 2.428 0.562 11.801 0.013 ALUMINUM 3 Prismatic General 1.529 0.968 5.362 0.007 ALUMINUM 4 Prismatic General 1.909 1.903 7.330 3.768 ALUMINUM 5 Prismatic General 2.137 1.957 9.306 4.038 ALUMINUM 6 Prismatic General 1.575 0.946 5.414 0.007 ALUMINUM WW-543 WW-540 + WW-541 Assembly WW-547 WW-2449 WW-542 WW-546 Beams Beam Node A Node B Length (in) Property (degrees) 6 5 11 82.00 2 90 14 7 13 82.00 2 90 16 19 25 32.00 2 90 18 8 14 82.00 1 1 90 WW-540 + WW-541 Assembly WW-540 + WW-541 Assembly WW-540 + WW-541 Assembly WW-543 Beam Displacement Detail flknInrnmntw .ohnwn in linlir, indir,nfe thn nrp.pnr,p nfnn nff..nt - Beam - Node A Length (in) LIC d (in) Max My (kip1t) d (in) Max Mz (kipft) 6 5 82.00 3:0+0.6W Max +ve 0.00 0.000 61.50 1.251 Max -ye 0.00 0.000 14 7 82.00 3:D+0.6W Max +ve 0.00 0.000 54.67 2.281 Max -ye 0.00 0.000 16 19 32.00 3:0+0.6W Max +ve 0.00 0.000 32.00 -0.000 Max -ye 0.00 0.000 0.00 -0.380 18 8 82.00 3:D+0.6W Max +ve 0.00 0.000 47.83 1.211 Max -ye 0.00 0.000 0.46Mz c 1.290 kip-ft @ Anti-Walk Lb= 42'; OK 0.46Mz < 1.290 kip-ft © Anti-Walk Lb= 42'; OK 0.46"Mz < 1.783 kip-ft © Anti-Walk Lb= 18"; OK Mz <2.610 kip-ft © Anti-Walk Lb= 42"; OK Page 37 of 139 BUILDING Ir EMENGINEERING SYSTEMS Software licensed to BSE Job No 958 SheetNo Rev P2nCW07.1 Job Title CC -Cold Shell Ref CW07.1/3.11 By jufgalan Datc07125j19 Chd Client Lunstrum Windows & Doors File CW07.1.std Date/lime 25-Jul-2019 18:08 Beam Maximum Moments flitwnrp.q tn mayima arp aivn frt,m bm andA Page 38 of 139 MAENGINEERING BUILDING Job No SheetNo Rev SYSTEMS 958 Software licensed to BSE PartCW07 1 Job Title CC -Cold Shell Re! CW07 1/3 11 By jrfgalan Date07j25j19 Chd Client Lunstrum Windows & Doors File Cw07.1.std Datetflme 25-Jul-2019 18:08 Rpintinns ASD Horizontal Vertical Horizontal Moment Node LIC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 9 3:D+0.6W 0.000 0.000 -0.070 0.000 0.000 0.000 10 3:0+0.6W 0.000 0.000 -0.143 0.000 0.000 0.000 15 3:0+0.6W 0.000 0.121 -0.215 0.000 0.000 0.000 19 3:D+0.6W 0.000 0.531 -0.942 0.000 0.000 0.000 20 3:D+0.6W 0.000 0.280 -0.465 0.000 0.000 0.000 Røswfinn tiSfl Horizontal Vertical Horizontal Moment Node LIC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 3 4:1.2D+W 0.000 0.000 -1.106 0.000 0.000 0.000 4 4:1.2D+W 0.000 0.000 -0.536 0.000 0.000 0.000 26 Page 39 of 139 BUILDING SYSTEMS BEENGINEERING Software licensed to SSE Job No 958 Sheet No Rev PartCw071 Job Title CC -Cold Shell Ref cw07.113.11 By jrfgalan Datc07j25119 Chd Client Lunstrum Windows & Doors File CW07.1.std ID5t5mm0 25-Jul-2019 18:08 Dead Load (D) Mz (W) Wind Loal (WuIt)= 31.3 psf (142" Zone); 38.5 psf (94" Zone) Disp. z (t4 Beam L/C d (in) X (in) Y (in) Z (in) Resultant (in) 7 3:D+0.6W 0.00 0.000 -0.000 0.253 0.253 16.50 0.000 -0.000 0.297 0.297 33.00 0.000 -0.000 0.284 0.284 49.50 0.000 -0.000 0.218 0.218 66.00 0.000 -0.000 0.112 0.112 10 3:D+0.6W 0.00 0.000 -0.000 0.101 0.101 20.00 0.000 -0.000 0.119 0.119 40.00 0.000 -0.000 0.105 0.105 60.00 1 0.000 -0.000 0.061 0.061 80.00 0.000 -0.000 0.000 0.000 Disp. z < 116'/175= 0.66"; OK Disp. z <0.56" @ 1/2 Silicone Joint; OK Beam Node A Length (in) L/C d (in) Max My (kipft) d (in) Max Mz (kipft) 7 7 66.00 3:D+0.6W Max +ve 0.00 0.000 22.00 1.116 Max -ye 0.00 0.000 10 8 80.00 3:D+0.6W Max +ve 0.00 0.000 20.00 0.424 Max -ye 0.00 1 0.000 1 80.00 1 -0.000 Mz < 1.871 kip-ft @ Anti-Walk Lb= 40"; OK Mz < 1.871 kip-ft @ Anti-Walk Lb= 40"; OK I .1 Page 40 of 139 BUILDING SYSTEMS OWENGINEERING Software licensed to BSE Job No 958 Sheet No Rev PartSF10 Job Title CC -Cold Shell Ref SF10/3.12 By Jrfgalan Dat7j30119 Chd Client Lunstrum Windows & Doors File SFIO.std ID5temme 31-Jul-2019 16:36 Section Properties Prop Section Area (in 2)(in l, 4)(in l 4)(in J 4) Material 1 Prismatic General 1.397 0.478 6.042 0.005 ALUMINUM 2 Prismatic General 2.078 0.490 6.406 0.005 ALUMINUM 3 Prismatic General 1.148 0.484 4.478 0.004 ALUMINUM 4 Prismatic General 1.672 0.825 5.916 1 1.185 1 ALUMINUM 5 Prismatic General 1 2.127 1 1.4851 8.657 1 3.639 1 ALUMINUM FG-6231 FG-6231 + FG-6342 + FG-6343 + 408100 FG-6 198 FG-6197 FG-6160 Beams Beam Node A Node B Length (in) Property (degrees) 7 7 10 66.00 2 90 10 8 14 80.00 1 90 FG-6231 + FG-6342 + FG-6343 + 408100 FG-6231 Beam Displacement Detail iso!acern9nts shown in italic indicate te presence of an offset Beam Maximum Moments Distances to maxima are aiven from beam end Page 41 of 139 BUILDING SYSTEMS OWENGINEERING Software licensed to SSE Job No 958 SheetNo Rev 0 SF10 Job Title CC -Cold Shell Ref SF10/3.12 By jrfgalan Date07130119 Chd Client Lunstrum Windows & Doors File SFIO.std I0atemme 31-Jul-2019 16:36 DbV4i1%Ii Afl Horizontal Vertical Horizontal Moment Node LJC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (k1pft) MZ (k1pft) 13 3:0+0.6W 0.000 0.000 -0.476 0.000 0.000 0.000 14 3:0+0.6W 0.000 0.000 -0.184 0.000 0.000 0.000 Oimog-f io%na I Ifl Horizontal Vertical Horizontal Moment Node LIC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 3 4:1.20+W 0.000 0.219 -0.817 0.000 0.000 0.000 4 4:1.2D+W 0.000 0.182 -0.299 0.000 0.000 0.000 Page 42 of 139 MABUILDING ENGINEERING SYSTEMS Software licensed to BSE Job No 958 Sheet No Rev PartSF10 Job Title CC -Cold Shell Ref SF10/3.12 By jrfgalan Datc07130119 Chd Client Lunstrum Windows & Doors File SFIO.std I08temme 31-Jul-2019 16:36 Dead Load (D) Wind Load(Wult) 31.3 psf; 110 plf(6-7) Disp. z (14 Beam Node A Length (in) L/C d (in) Max My (kipft) d (in) Max Mz (kipft) 6 6 66.00 3:D+0.6W Max +ve 0.00 0.000 60.50 3.373 Max -ye 0.00 0.000 7 9 16.00 3:D+0.6W Max +ve 0.00 0.000 0.00 3.351 Max -ye 0.00 0.000 8 13 63.00 3:D+0.6W Max +ve 0.00 0.000 0.00 2.855 Max-ye 0.00 0.000 63.00 -0.317 10 10 16.00 3:D+0.6W Max +ve 0.00 0.000 16.00 0.208 Max -ye 0.00 0.000 0.00 0.000 11 14 63.00 3:D+0.6W Max +ve 0.00 0.000 0.00 0.422 Max -ye 0.00 0.000 63.00 -0.300 0.21Mz < 1.290 kip-ft @ Anti-Walk Lb= 42"; OK 0.46"Mz < 1.793 kip-ft @ Anti-Walk Lb= 18": OK 0.46"Mz < 1.495 kip-ft @ Anti-Walk Lb= 32"; OK 0.46Mz < 1.793 kip-ft @ Anti-Walk Lb= 18; OK 0.46*Mz < 1.495 kip-ft @ Anti-Walk Lb= 32"; OK Page 43 of 139 Job No Sheet No Rev M. ______________ 958 - Software licensed to BSE Job Title CC -Cold Shell Ref CW08.1/3.13 By jifgalan 0a1e07126119 Chd Client Lunstrum Windows & Doors File CWO8.1.std I08te1me 26-Jul-2019 10:58 Section Properties Prop Section Area (in 2)(in I 4)(in I 4)(in J 4) Material 1 Prismatic General 2.428 0.562 11.801 0.013 ALUMINUM 2 Prismatic General 4.866 0.597 25.802 0.013 ALUMINUM 3 Prismatic General 1.529 0.968 5.362 0.007 ALUMINUM 4 Prismatic General 1.909 1.903 7.330 3.768 ALUMINUM 5 Prismatic General 3.609 13.953 13.953 21.517 ALUMINUM 6 Prismatic General 1.575 0.946 5.414 0.007 ALUMINUM WW-540 + WW-541 WW-540 + WW-541 + (2) STL BARS WW-547 WW-2449 8267 by Anaheim Extrusion WW-546 Beams Beam Node A Node B Length (in) Property (degrees) 6 6 9 66.00 2 90 7 9 13 16.00 1 90 8 13 18 63.00 1 90 10 10 14 16.00 1 90 11 14 19 63.00 1 1 90 WW-540 + WW-541 + (2) STL BARS WW-540 + WW-541 WW-540 + WW-541 WW-540 + WW-541 WW-540 + 'MN-541 Beam Maximum Moments kn mavima nra nh.,nn frnm hanm and A Beam L/C d (in) X (in) Y (in) Z (in) Resultant (in) 6 3:D+0.6W 0.00 0.000 -0.000 0.395 0.395 16.50 0.000 -0.001 0.538 0.538 33.00 0.000 -0.001 0.648 0.648 49.50 0.000 -0.001 0.718 0.718 66.00 0.000 -0.001 0.745 0.745 7 3:D+0.6W 0.00 0.000 -0.001 0.745 0.745 4.00 0.000 -0.001 0.744 0.744 8.00 0.000 -0.001 0.737 0.737 12.00 0.000 -0.001 0.725 0.725 16.00 0.000 -0.001 0.707 0.707 8 3:0+0.6W 0.00 0.000 -0.001 0.707 0.707 15.75 0.000 -0.001 0.595 0.595 31.50 0.000 -0.001 0.427 0.427 47.25 0.000 -0.001 0.222 0.222 63.00 0.000 -0.001 0.000 0.001 10 3:D+0.6W 0.00 0.000 -0.038 0.777 0.778 4.00 0.000 -0.038 0.742 0.743 8.00 0.000 -0.038 0.707 0.708 12.00 0.000 -0.038 0.671 0.672 16.00 0.000 -0.038 0.636 0.637 11 3:0+0.6W 0.00 0.000 -0.038 0.636 0.637 15.75 0.000 -0.038 0.488 0.489 31.50 0.000 -0.038 0.330 0.332 47.25 0.000 -0.038 0.166 0.170 63.00 0.000 -0.038 0.000 0.038 Disp. z < 181/240 + 0.25= 1.00"; 01< Disp. z < 1817240 + 0.25 1.00"; 01< Disp. z < 1817240 + 0.25 1.00"; OK Disp. z < 2"79'1175 0.90"; OK Disp. z <0.75"; OK Page 44 of 139 - BUILDING SYSTEMS I&MENGINEERING Software licensed to BSE Job No 958 Sheet No Rev P8rtCWO81 Job Title CC -Cold Shell Ref cwoB.1/3.13 By jrfgalan D81107j26j19 Chd Client Lunstrum Windows & Doors File CWOB.1.std Date/lime 26-Jul-2019 10:58 Beam Displacement Detail fli.rnIp,ympntw Qhnwn in itafir indirtw the nresenca of an nfft Page 45 of 139 ORBUILDING ENGINEERING SYSTEMS Software licensed to BSE Job No 958 Sheet No Rev PartCW081 Job Mile CC -Cold Shell Ref CW08.1/3.13 By jtfgalan Dat07126j19 Chd Client Lunstrum Windows & Doors File CW08.1.std Iateme 26-Jul-2019 10:58 Piti,n Afl Horizontal Vertical Horizontal Moment Node LIC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 18 3:D+0.6W 0.000 0.000 -0.992 0.000 0.000 0.000 19 3:D+0.6W 0.000 0.000 -0.510 0.000 0.000 0.000 Prfinn IISfl Horizontal Vertical Horizontal Moment Node LJC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 2 1 4:1.20+W 0.000 0.732 -1.449 0.000 0.000 0.000 Page 46 of 139 BUILDING SYSTEMS EMENGINEERING Software licensed to SSE Job No 958 Sheet No Rev Pa(tCW081 Job Title CC -Cold Shell Ref CW08 1/3 13 By jrfgalan Datc07j26j19 Chd Client Lunstrum Windows & Doors File CWO8.1.std Date/Time 26-Jul-2019 10:58 Nodes, Beams & Refs Dimensions Page 47 of 139 EMBUILDING E14GINEERING SYSTEMS Softwaie licensed to BSE Job No 958 Sheet No Rev PartCwO81 Job Title CC -Cold Shell Ref cw08.113.13 By jrfgalan Datt07126j19 Chd Client Lunstrum Windows & Doors File CW08.1.std Datellime 26-Jul-2019 10:58 Dead Load (D) Wind Load (Wult)= 31.3 psf, 120 plf (5-6 & 13-14) Page 48 of 139 BUILDING SYSTEMS ORENGINEERING Software licensed to BSE Job No 958 Sheet No Rev PartCw081 Job Title CC -Cold Shell Ref cw08.1/3.13 By jilgalan 081107126119 Chd Client Lunstrum Windows & Doors File CW08.1.std Date/Time 26-Jul-2019 10:58 Mz (1/19 Disp. z (W Beam - Node A Length (in) L/C d (in) Max My (kipft) d (in) Max Mz (k1pft) 11 14 63.00 3:D+0.6W Max +ve 0.00 0.000 5.25 0.341 Max -ye 0.00 0.000 63.00 -0.300 12 19 32.00 3:D+0.6W Max +ve 0.00 0.000 32.00 -0.000 Max -ye 0.00 0.000 0.00 -0.300 14 7 66.00 3:0+0.6W Max +ve 0.00 0.000 55.00 3.836 Max -ye 0.00 0.000 16 15 63.00 3:0+0.6W Max +ve 0.00 0.000 0.00 3.352 Max-ye 0.00 0.000 63.00 -0.416 19 8 82.00 3:D+0.6W Max +ve 0.00 0.000 54.67 1.458 Max -ye 0.00 0.000 0.46Mz < 1.495 kip-ft © Anti-Walk Lb= 32; 01< 0.46Mz < 1.495 kip-ft @ Lb= 32"; OK 0.21Mz < 1.290 kip-It @ Anti-Walk Lb= 42; OK 0.21"Mz < 1.495 kip-ft @ Anti-Walk Lb= 32"; 01< 0.46"Mz < 1.495 kip-ft © Lb= 32; OK Page 49 of 139 BUILDING SYSTEMS MMENGINEERING Software licensed to BSE Job No 958 Sheet No Rev P8rtCw082 Joblitle CC - Cold Shell Ref CWOS 2/3 14 By jrfgalan Date07j26j19 Chd Client Lunstrum Windows & Doors File CW08.2.std Dateflime 26-Jul-2019 16:05 Section Properties Prop Section Area (in 2)(in l 4)(in I 4)(in J 4) Material 1 Prismatic General 2.428 0.562 11.801 0.013 ALUMINUM 2 Prismatic General 4.866 0.597 25.802 0.013 ALUMINUM 3 Prismatic General 1.507 1.172 8.528 0.007 ALUMINUM 4 Prismatic General 1.529 0.968 5.362 0.007 ALUMINUM 5 Prismatic General 1.909 1.903 7.330 3.768 ALUMINUM 6 Prismatic General 3.609 13.953 13.953 21.517 ALUMINUM 7 Prismatic General 1.575 0.946 5.414 0.007 ALUMINUM WAI-540 + WW-541 Assembly WW-540 + WW-541 + (2) STL BARS Beams Beam Node A Node B Length (in) Property (degrees) 11 14 19 63.00 1 90 12 19 24 32.00 1 90 14 7 11 66.00 2 90 16 15 20 63.00 2 90 19 8 16 82.00 3 90 WW-540 + WW-541 Assembly WW-540 + WW-541 Assembly WW-540 + WW-541 + (2) STL BARS WW-540 + WW-541 + (2) STL BARS Beam Maximum Moments ni.ktanrP.Q tti msayim,a arp eiiven frnm bm nd A Beam LJC d (in) X (in) V (in) Z (in) Resultant (in) 11 3:D+0.6W 0.00 0.000 -0.038 0.482 0.483 15.75 0.000 -0.038 0.371 0.373 31.50 0.000 -0.038 0.251 0.254 47.25 0.000 -0.038 0.126 0.131 63.00 0.000 -0.038 0.000 0.038 12 3:D+0.6W 0.00 0.000 -0.038 0.000 0.038 8.00 0.000 -0.038 -0.062 0.072 16.00 0.000 -0.038 -0.122 0.128 24.00 0.000 -0.038 -0.181 0.185 32.00 0.000 -0.038 -0.241 0.244 14 3:D+0.6W 0.00 0.000 -0.000 0.358 0.358 16.50 0.000 -0.001 1 0.480 0.480 33.00 0.000 -0.001 0.562 0.562 49.50 0.000 -0.001 0.599 0.599 66.00 0.000 -0.001 0.588 0.588 16 3:D+0.6W 0.00 0.000 -0.001 0.530 0.530 15.75 0.000 -0.001 0.432 0.432 31.50 0.000 -0.001 0.304 0.304 47.25 0.000 -0.001 0.156 0.156 63.00 0.000 -0.001 0.000 0.001 19 3:D+0.6W 0.00 0.000 -0.001 0.421 0.421 20.50 0.000 -0.001 0.590 0.590 41.00 0.000 -0.001 0.685 0.685 61.50 0.000 -0.001 0.696 0.696 82.00 0.000 -0.002 0.622 1 0.622 Disp. z <0.75°; OK Disp. z < 232/175= 0.366°; OK Disp. z < 181/240 + 0.25° 1.00"; OK Disp. z <1811240 + 0.25" 1.00"; OK Disp. z <0.84° @ 3/4° Silicone Joint; OK Page 50 of 139 BUILDING SYSTEMS EMENGINEERING Software licensed to BSE Job No 958 Sheet No Rev PartCW082 Job Title cc -Cold Shell RefCW08V314 By jrfgalan 0ate07126119 Chd Client Lunstrum Windows & Doors File CW08.2.std Date/Time 26-Jul-2019 16:05 Beam Displacement Detail flien1p,-pmpnt.'. .chnwn in itafin indinatp thp nrPntP nf an nff.qf Page 51 of 139 BUILDING SYSTEMS EMENGINEERING Software licensed to BSE Job No 958 Sheet No Rev P8rtCWO82 Job hue CC -Cold Shell Ref CW08.2/3.14 By jrfgalan Date07j26j19 Chd Client Lunstrum Windows & Doors File CW08.2.std Itemm0 26-Jul-2019 16:26 Piano-fir%nr_ Afl Horizontal Vertical Horizontal Moment Node L/C FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 19 3:D+0.6W 0.000 0.000 -0.494 0.000 0.000 0.000 20 3:D+0.6W 0.000 0.000 -1.198 0.000 0.000 0.000 21 1 3:D+0.6W 0.000 0.000 -0.602 r 0.000 0.000 0.000 Horizontal Vertical Horizontal Moment Node LIC FX (kip) FY (kip) FZ (kip) MX (kipft) MY (kipft) MZ (kipft) 3 4:1.2D+W 0.000 0.817 -1.670 0.000 0.000 0.000 4 4:1.2D+W 0.000 0.409 -0.705 0.000 0.000 0.000 Page 52 of 139 itmnn tH BUILDING IIIIIIUI1 SYSTEMS IBiJ1llItEB ENGINEERING Software licensed to BSE Job No 958 Sheet No Rev PartCW082 Job Title CC -Cold Shell Ref CW08.2/3.14 By jrfgalan Dats07j26119 Chd Client Lunstrum Windows & Doors File CW08.2.std Datellime 26-Jul-2019 16:26 Nodes, Beams & Ref's Dimensions Page 53 of 139 NABUILDING ENGINEERING SYSTEMS Software licensed to BSE Job No 958 Sheet No Rev PartCW082 Job Title CC -Cold Shell Ref CW08.2/3.14 By jrfgalan Date07126j19 Chd Client Lunstrum Windows & Doors File CW08.2.std I0atemme 26-Jul-2019 16:26 Dead Load (D) Wind Load (Wuft)= 31.3 psf (142'9; 38.5 psf (60"); 120 plf (5-6 & 13-14) Page 54 of 139 'J BUILDING SYSTEMS E E14GINEERING Software licensed to BSE Job No 958 I Sheet No I I Rev I PartCw082 Job Title CC -Cold Shell RefCwOBV314 By irfgalan Date07j26119 Chd Client Lunstrum Windows & Doors File CW08.2.std Datellime 26-Jul-2019 16:26 Mz (W) Disp. z (W) Page 55 of 139 Connections Analysis & Design 111 West Olive Drive Suite B - San Ysidro, CA 92173 - Phone (619) 450-2522 BUILDING IiIlll SYSTEMS IIllIllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 56 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 4 CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: AUG 27, 2019 1/4-14 SDS/3 HWH DRIL-FLEX (ESR-3332); (TWO) PER WW-174-01 CLIP; 0.750" I 3" SPC. O.C. AS SHOW WW-174-01 CLIP := 102.lbf 1.50. in rtl := 0.750. in rt2 3.750. in NS := 2 Check 1/4-14 SDS/3 bril-Flex @ Stress/Bearing (ES-3332 Table 3; AbM 2005 Table 2-24) V01 := 520. lbf .1.44 = 748.8 Ibf V02 := 21.0.ksi.bio.t0 = 1312.5 lbf V011 := mih(V01 ,v02) = 748.8 lbf M2 -ex = 280.5. IV in S,v= NSr,2 = 4.5.in2 Vd R + NS = 51.0 lbf Vm:=Mz rm 5ry = 93.5 lbf V0ct:=TVd2 + Vm2 = 106.5 IV Lact + V011 = 0.14]i 1.0; OK; Fastener @ Shear/Bearing Check 1/4-14 SDS/3 bril-Flex @ Pull-Out (SR-3332 Table 5) M :=R.ei = 204.0•Ibf.in 5rt:=(rti2 + rt22) = 14.625in2 t1 := M-r, + 5rt105 lbf t2 := M.rt2 + 5rt 52.3 lbf T0t := max(ti ,t2) = 52.3 lbf T011 := 207.Ibf .1.44 = 298.1 lbf iToct* T011 = 0.18 J ' 1.0; OK FOstener @ Pull-Out Interaction Ratiâ {(v0 ~ v011)2 + (T0 + T0102 = 0.05. ' 1.0:0K HEAD DETAIL AT US METAL TRACK SUPPORT (5.1 X 58)& SIM. co to pI- p1- I II I ..- 3/8-16 CW 304 SS HHMBW/LOCK,LOCK WASHERS AND NUTS (4) #12-14 304 SS FHSMS COND. CW U AT JAMBS ONLY I I STEEL CLIP C45.4 (ONE) EA. SIDE V.MUL.; ASIDE JAMBS -(ONE) (N 646# (ASD) (N BUILDING I IIIIIIII SYSTEMS .11uh1ll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 57 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: JUL 15,2019 rL 10 11/2" 5/8" I 5/8" 1' 1 1/2" 3/16"> 11/2" Check 3/8-16 CW 55 HHMB (AAMA TIR A9-14 Table 20.9 ; ADM '2005 Table 2-24) Rres:=1/(646ibf)2 + (0•Ibf)2 = 646.0 IV NS =1 biorn:=0.375-in t01 0.094 -in V01 := 1614.Ibf V02 :=21•ksi•biám-tai = 740.2 Ibf V0 := Rres -- NS = 646.0 Ibf vail min( V01 , v2) = 740.2 Ibf jVact + V =0.87] 1.0; OK Check #12-14 55 PHSMS/PHSMS (AAMA TIR A944 Table 20.9' ; AbM 2005 Tables 2-21 & 2-24) V01 := 3731bf V,,2:= gl.ksi-0.216-in-0.094-in =426.4lbf V03 :=29•ksi•0.216•in0.25•in = 1566.0 Ibf V0 . := Rres + 4 = 161.5 IV V011 := min(V01. V.2 , v03 ) = 373 IV JVact + vail = 1.0; OK WIND LOAD STEEL CLIP ( 5 \ 5.01 )& SIM. 0.000 -2.000 1.500 -2.000 0.000 2.000 1.500 2.000 Weld #1 Weld #2 -4 X - AXIS (in.) 10 WELD GROUP PLOT Page 58 of 139 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: Conference Center - Cold Shell I Subject: 5/5.01 JM Job Number: 1958 1 Oriainatord BSE I Checker: I Number of Welds, Nw =2 I Weld Coordinates: Start End XI (in VI (in X2 (in Y2 (in.) No. of Load PointsI I I Load Point Data: Point #1 -1.500 0.625 0.000 0.65 0.00 .0.00 0.00 0.00 0.00 - - X-Coordinate (in.) = V-Coordinate (in.) = Z-Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in-k) = Moment, My (in-k) = Moment, Mz (in-k) = 1=Start .1 2=End 12 2 Weld #3 Weld #2 1 Weld #1 1 Origin +z NOMENCLATURE Page 59 of 139 Results: Weld Group Properties: E Loads ( C.G. of Weld Group: Lw = 3.000 in. E Pz = 0.65 kips Xc = 0.750 in. Z Px = 0.00 kips Yc = 0.000 in. E Py = 0.00 kips Ix = 12.00 in A3 E Mx = 0.40 in-k ly = 0.56 in A3 E My = 1.45 in-k J = 12.56 inA3 E Mz = 0.00 in-k Weld Forces (k/in.) Fw(1) Fw(2) Weld #1 2.082 1.785 Weld #2 2.215 1.651 Required E70XX Weld Size: Fw(max) = 2.215 kips/in. Fillet (leg) = 0.149 in. Throat (eff = 0.105 in. Iirrrrrm .. BUILDING IIIIItHEIH SYSTEMS llllllll ENGINEERING PROJECT: CONFERENCECENTER - COLDSHELL Page 600f139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: JUL 30, 2019 3/8-16 CW 304 SS HHMB W/ LOCK, LOCK WASHERS AND NUTS (4) #12-14 304 SS FHSMS COND. CW AT JAMBS ONLY !UINJcm.OIL/ VD\I. IVIUL., (ONE) ASIDE JAMBS Check 3/8-16 CW 55 HHMB (AAMA TIR A9-14 Table 20.9 ; ADM '2005 Table 2-24) Rres.:=\i (602.lbf)2 + (0.lbf)2 = 602.0 IV NS : 1 Diarn 0.375 -in :0.0941n V01 := 1614.1bf V02 21.ksi•biom•t01 = 740.2 Ibf V0 . := Rres + NS = 602.0 Ibf V011 := min(V01. v02) = 740.2 Ibf ct alu 1.0; OK Check #12-14 55 PH5MS/FHSMS (AAMA TIR A9-14 Table 20.9 ; ADM 2005 Tables 2-21 & 2-24) V01 := 373lbf V02 := 21•ksi•0.216in•0.094-in = 426.4 lbf V03 29 = 1566.0 lbf Vact lbf V011 min(V0iV02V03)373Ibf V0 - V011 =040 10, OK 3 WIND LOAD STEEL CLIP (5.2 X5.05 I 5.09 SIM. i X - AXIS (in.) No WELD GROUP PLOT +Y 1=Start A 2=End 12 2 Weld #3 IL Weld #2 Weld #1 .0 I Page 61 of 139 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: lConTerence Center - Cold Shell I Subject: 2/5.02 JM Job Number: 1958 1 Originator: I BSE I Checker: I Number of Welds, Nw =2 I Weld Coordinites: Start End XI (in.) Y (in.) X2 (in.) Y2 (in.) 0.000 -2.000 3.000 -2.000 0.000 2.000 3.000 2.000 No. of Load Points =1 1 I Load Point Data: Point #1 Weld #1 Weld #2 X-Coordinate (in.) = Y-Coordinate (in.) Z-Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px(k)= Shear Load, Py (k) Moment, Mx (in-k) = Moment, My (in-k) Moment, Mz (in-k) -1.500 0.625 0.000 0.60 0.00 0.00 0.00 0.00 0.00 ''Origin +z NOMENCLATURE Page 62 of 139 Lw= 6.000 Xc= 1.500 Yc= 0.000 Ix = 24.00 ly= 4.50 J = 28.50 Weld #1 Weld #2 E Pz = E Px = E Py = E Mx= E My= E Mz = 0.60 kips kips kips in-k in-k in-k 0.00 0.00 0.38 1.81 0.00 Weld Forces (k/in.) Fw(1) Fw(2) 0.672 0.535 0.735 0.471 Required E70XX Weld Size: Fw(max) = 0.735 kips/in. Fillet (leg) = 0.050 in. Throat (eff) = 0.035 in. 1/2-13 CW 304 SS HHMB WI LOCK, LOCK WASHERS AND NUTS C, BUILDING IIIIIII SYSTEMS IllIllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 63 of 139' LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: JUL 30, 2019 LJI'4) CM. OILJC VIr\i. IVIUL. I. Check 1/12-13 CW 55 HHMB (AAMA TM A9-14 Table 20.9 ; ADM 2005 Table 2-24) Rres :=J(1680.lbf )2 + (566 •lbf )2 =1772.8 lbf NS :=,2 Diem := 0.50•in 0.0944n V01 2984 •Ibf V2 21•ksi•biom•t01 = 987.0 Ibf V0 Rees + NS = 886.4 IV Vail : min( V01. v02) = 987.0 IV IVact + = O.9OJ •' 1.0; OK DEAD LOAD STEEL CLIP AT VERT. MULL. ( I \( 3 5.O3A 5.06 SIM. Page 64 of 139 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: lConference Center - Cold Shell I Subject: 1/5.03 VM Job Number: 1958 Originator: BSE I Checker: I Input Data: Number of Welds, Nw 4 I 14.0 Weld Coordinates: Start End 12.0 Xl (in.) Yl (in.) X2 (in.) Y2 (in.) Weld #1 1.250 -2.000 4.250 -2.000 4 10.0 Weld #2 1.250 2.000 4.250 2.000 Weld #3 -1.250 -2.000 -4.250 -2.000 80 Weld #4 -1.250 2.000 -4.250 2.000 E 6.0 (I) 4.0 >- 0.p -5.0 00 5.0 10.0 15.0 .4.0 X- AXIS (in.) 10 WELD GROUP PLOT 1=Start 2=End 12 2 Weld #3 Weld #2 IL No. of Load Points =1 1 I Weld #1 Load Point Data: I Point #1 1 2 X-Coordinate (in.) = so +X Y-Coordinate (in.) = ' 'Origin Z-Coordinate (in.) = Shear Load, Px (k) = Moment, Mx (in-k) = Moment, My (in-k) = Moment, Mz (in-k) = (continued) 0.000 /0 0.000 3.250 Axial Load, Pz (k) = NOMENCLATURE 1.68 0.00 -0.57 Shear Load, Py(k)= 0.00 0.00 0.00 Page 65 of 139 Results: Weld Group Properties: E Loads (Th C.G. of Weld Group: Lw = 12.000 in. E Pz = 1.68 kips Xc = 0.000 in. E Px = 0.00 kips Yc = 0.000 in. E Py = -0.57 kips Ix = 48.00 inA3 Z Mx= 1.84 in-k ly = 99.75 in3 E My = 0.00 in-k J = 147.75 inA3 E Mz = 0.00 in-k Weld Forces (k/in.) Fw(1) Fw(2) Weld #1 0.079 0.079 Weld #2 0.222 0.222 Weld #3 0.079 0.079 Weld #4 0.222 0.222 Required E70XX Weld Size: Fw(max) = 0.222 kips/in. Fillet (leg) = 0.015 in. Throat (eff) = 0.011 in. BUILDING IIII SYSTEMS Ullllllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 66 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: JUL 30, 2019 1/2-13 CW 304 SS HHMB WI LOCK, LOCK WASHERS AND NUTS (4) #12-14 304 SS FHSMS COND. CW AT JAMBS ONLY JI'H) moluu WIVuI Check 1/12-13 CW 55 HHMB (AAMA TIR A9-14 Table 20.9 ; ADM 2005 Table 2-24) Rr .:=I(7O1.lbf)2 + (268.Ibf)2 = 750.5 ibf NS := 1 biom :=0.50•in t01 :=0.094-in Vail =2984 •Ibf V02 :=2Iksi•biorn•t01 = 987.0 Ibf Vact := Rrp - NS = 750.5 Ibf V011 min( v01. v02) = 987.0 Ibf Noct 1.0; OK Check #12-14 55 PHSMS/FHSMS cAAMA TIR A9-14 Table 20.9 ; ADM 2005 Tables 2-21 & 2-24) V01 := 373•1bf V02 := 21•ksi•0.216•in0.094•in =426.41bf V03 := 29•ksi•0.216in0.25•in = 1566.0 Ibf V.1. Rr + 4 = 187.6 ibf Vail := min( V01 V02 , V03) = 373 ibf 1V.1. + Vail = 0.50 ' 1.0; OK DEAD LOAD STEEL CLIP AT JAMBS (1 X 5.03 5.06 SIM. i .4 X- AXIS (in.) 10 WELD GROUP PLOT +Y 1=Start A 2=End 12 2 Weld #3 Weld #2 Weld #1 1 IL .0 I Page 67 of 139 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: I Conference Center - Cold Shell I Subject: 1/5.03 JM Job Number: 1958 Orlainator: BSE I Checker: I Number of Welds, NwI 2 I Weld Coordinates: Start End Xl (in.) Yl (in.) X2 (in.) Y2 (in.) 0.000 -2.000 3.000 -2.000 0.000 2.000 3.000 2.000 No. of Load Points I I Load Point Data: Point #1 Weld #1 Weld #2 X-Coordinate (in.) = Y-Coordinate (in.) = Z-Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in-k) = Moment, My (in-k) = Moment, Mz (in-k) = -1.500 0.000 3.250 0.70 0.00 -0.27 0.00 0.00 0.00 "Origin +z NOMENCLATURE Page 68 of 139 Results: Weld Group Properties: E Loads (Ü C.G. of Weld Group: Lw = 6.000 in. E Pz = 0.70 kips Xc = 1.500 in. E Px = 0.00 kips Yc = 0.000 in. E Py = -0.27 kips Ix = 24.00 jA3 E Mx = 0.87 in-k ly = 4.50 jA3 E My = 2.10 in-k J = 28.50 linA3 E Mz = 0.80 in-k Weld Forces (k/in.) Fw(1) Fw(2) Weld #1 0.751 0.658 Weld #2 0.895 0.514 Required E70XX Weld Size: Fw(max) 0.895 kips/in. Fillet (leg) = 0.060 in. Throat (eff) = 0.043 in. BUILDING IIIIIIIII SYSTEMS I.11llllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 69 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 4 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: AUG 27, 2019 3/8" KWIK BOLT TZ 304 SS (ESR-1917) (ONE) PER WW-174-01 CLIP; 2.313" NOM. EMBED.; 2" EFF. EMBEDMENT; 25 FT-LBF INST. TORQUE SPECIAL INSP. REQ'D. DETAIL AT CONCRETE p 4 www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Page 70 of 139 iiiiiiiiiiiiiim-7; oil Profis Anchor 2.7.8 Building Systems Engineering Juan RamOn Ferreira Galân 111 W. Olive Drive Suite B (619) 450-2522 I jrfgalan©buildingsystemsengineering.com Page: 1 Project: Conference Center Sub-Project I Pos. No.: 5/5.03 Date: 8/27/2019 Kwik Bolt TZ- SS 3043/8 (2) ______ uYlAWLP het,act - 2.000 in., hnom - 2.313 in. AISI 304 ESR-1917 5/1/2017 1 5/1/2019 Design method ACI 318-14 / Mech. e, = 0.000 in. (no stand-off); t = 0.250 in. I, x l, x t = 6.000 in. x 4.875 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, fc = 3,000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] "S x' Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hilt! AG, FL-9494 Schaan Huh is a registered Trademark of H110 AG, Schaan -- Page 71 of 139 www.hilti.us Profis Anchor 2.7.8 Company: Building Systems Engineering Page: 2 Specifier: Juan Ramón Ferreira Galán Project: Conference Center Address: 111 W. Olive Drive Suite B Sub-Project I Pos. No.: 5/5.03 Phone I Fax: (619) 450-2522 I Date: 8/27/2019 E-Mail: jrfgalan@buildingsystemsengineering.com 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity D., [%] Status Tension Concrete Breakout Strength 622 1,545 41/- OK Shear Pryout Strength 413 1,664 -/25 OK Loading PN ov Utilization PNV [%] Status Combined tension and shear loads 0.403 0.248 5/3 32 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Huh AG. Schaan dffffrrrm BUILDING IIIIIIIII SYSTEMS I.11llllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 72 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 4 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: AUG 27, 2019 Rw :=44lbf bia:=0.375•in t0 :=0.25-in ej :=0.50•in e:=3.00.in rm:= 1.687. in rtl 0.750. in rt2 := 4.125. in NS =2 Check 3/8-16 304 55 ON COND @ Stress/Bearing (AAMA TIR A9-14 Table 20.9; ADM 2005 k1?I4?bf V02:=21.0sibio.tan =1968.71bf V011 :=min(V01,V02)= 1614.0 Ibf M2 :=R.e = 132.0.Ibf.in Srv:= NS:rm2 = 5.692•1n2 Ns22.olbf Vm:M2.rm+ Srv =39 VOCt:=JVd2+ Vm2=44.91bf vact + V011 = o.oiJ 1.0; OK; Fastener @ Shear/Bearing Check 3/8-16 304 $5 CW COND. @ Pull-Out (AAMA TIR A9-14 Table 20.9) + 121lbf •0.875ifl = 127.9.lbf.in 5rt =(rti2 + rt22) = 17.578in2 t1 M.r1 -- 5rt= 5.51bf := M.rt2 + 5rt 30.0 lbf T0ct:= max(t11t2) = 30.0 lbf Tali:=3100-lbf Nact + T011 = 0.01 c 1.0: OK: FOstener @ Pull-Out STEEL SUPPORT —' TAP AND DRIL TO FIT (BY OTHERS) 3/8" 304 SS CW COND. (TWO) PER WW-174-01 CLIP; 3.375' SPC. O.C. AS SHOW SILL DETAIL AT STEEL SUPPORT I 5.05 Irmrrrm-tr=•...... BUILDING SYSTEMS IEllllffl ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 73 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 4 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: AUG 27, 2019 3/8" KWIK BOLT TZ 304 SS (ESR-1917) (ONE) PER WW-174-01 CLIP; 2.313" NOM. EMBED.; 2" EFF. EMBEDMENT; 25 FT-LBF INST. TORQUE SPECIAL INSP. REQ'D. CONCRETE AM Page 74 of 139 www.hilti.us Profis Anchor 2.7.8 Company: Building Systems Engineering Page: 1 Specifier: Juan RamOn Ferreira Galán Project: Conference Center Address: 111 W. Olive Drive Suite B Sub-Project I Pos. No.: 2/5.06 Phone I Fax: (619) 450-2522 1 Date: 8/27/2019 E-Mail: jrfgalan@buildingsystemsengineering.com Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Kwik Bolt TZ -SS 304 318 (2) hetect = 2.000 in., hnom = 2.313 in. AlSI 304 ESR-1917 5/1/2017 1 5/11/20119 Proof: Design method ACI 318-14 / Mech. Stand-off installation: e, = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: Ix x l, x t = 6.000 in. x 4.875 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, , f,= 3,600 psi; h = 8.000 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,... Geometry [in.] & Loading [lb. in.lb] 0' JI7 Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schaan Hiltil is a registered Trademark of Hilti AG, Schaan Page 75 of 139 www.hilti.us Profis Anchor 2.7.8 Company: Building Systems Engineering Page: 2 Specifier: Juan Ramón Ferreira Galán Project: Conference Center Address: 111 W. Olive Drive Suite B Sub-Project I Pos. No.: 2/5.06 Phone I Fax: (619) 450-2522 I Date: 8/27/2019 E-Mail: jrfgalan@buildingsystemsengineering.com 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN I PV (%] Status Tension Pullout Strength 778 1.825 43/- OK Shear Pryout Strength 1,670 2,019 -/83 OK Loading PN Pv 4Utilization PNV (%J Status Combined tension and shear loads 0.426 0.827 5/3 97 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 Schoen Hilli is a registered Trademark of Huh AG. Schoen BUILDING Ill flIH SYSTEMS I1llllll1 ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 76 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: JUL 15, 2019 (8) 318"-16 CW 304 SS BUTTON HEAD SOCKET CAP SCREW W/ WASHERS, NUTS & 5/8" O.D. BY .083" CW 304 SS PIPE SLEEVES (2) 1/2-13 CW 304 SS HH TRU-BOLT W/ LOCK WASHERS, WASHERS, NUTS & 11/8" O.D. BY .188" THICK CW 304 SS PIPE SLEEVES 2" RETURN K T&B 3116"V4" TENSION ;~ fj ~ INOIANOJI AT CW Check COLD-WORKED 304 55 FASTENERS (AAMA TIR A9-14 Table 20.9 ; ADM 2005 Table 2-24) 3/8"-16 CW 3045S BM SCREWS W/ 5/8" 0. D. BY .083" THICK cw 304 55 PIPE SLEEVES Rr := 7858•lbf + 700Ibf =8558.0 lbf NS =16 bpjpe := 0.625.in t,,:=0.125-in V01 := 1614-lbf V02 :=21.ksi.bpjpe.tai = 1640.6 lbf V011 := min( V01 v02) = 1614.0 lbf Vd. := Rr ~ NS = 534.9 lbf + val, = 0.33 1.0; OK; Shear/Bearing Stress 1/2"-13 CW 304 55 HHMB W/ 1 1/8 "O.D. BY .188" THICK CW 304 55 PIPE SLEEVES Rr =7858 .lbf + 700.lbf = 8558.0 lbf NS :=4 D pipe:= 1.125-in t01 := 0.094 in V01 := 29844bf V0 2 := 21kSibpjpetol = 2220.8 lbf Vail := min( V0 1. v02 ) = 2220.8 IV V0 t = Rr - NS = 21395 lbf Vt — Val, =O96 ' 1.0: OK. Shear/Bearing Stress WIND LOAD STEEL CLIP AT VERT. MULL. 5.07 BUILDING i1IIIIII1E SYSTEMS !1llllll1 ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 77 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS IJOB No. 958 DATE: JUL 15, 2019 (8) 318"-16 CW 304 SS BUTTON HEAD SOCKET CAP SCREW W/ WASHERS, NUTS & 5/8" O.D. BY .083" CW 304 SS PIPE SLEEVES 2" 3/16" V 4" 7,858# (AD) MAX. AT CABLEI TENSION 700# (ASD) AT CW 4-> (2) 112-I3CW304SS HH TRU-BOLT W/ LOCK WASHERS, WASHERS, NUTS & 11/8" O.D. BY .188" THICK CW 304 SS PIPE SLEEVES WIND LOAD STEEL CLIP AT VERT. MULL. CW 304 55 3/80 screws and CW 304 $55/8"O by .083 thick, pipes sleeves ant bending I 5.07 d1t :=dpext — 2•0.083in = 0.46•in as :=8 4 t4) . 3 4 tpipe := it pext - 64 = 5.311 X 10 lfl 5p1pe := it {dpext -dpint.4) + (32'dt) = 16.996 X 10 Rpipe := 'pipe + 1total = 0.845 dscrews := 0.375•in dpext:= 0.625•in iscrews:= J'dscrews4 + 64= 970.722 x 10 61n4 Itotal:=Iscrews + 'pipe = 6.282 x 10 3.in4 5screws :it 'dscrews3 ~ 32 = 5.177 X 10 .jfl R '1 Screws'= screws totalo'155 P := 7.858. kip + 0.700. kip = 8.558 kip Rscrews Mtotal Mscrews := Nf = 0.093-in-kip L:= 2.5-in - 2•0.125•in = 2.25-in Mtoti:= P.= 4.814-in-kip [bscrews := Mscre + 5screw5 = 17.96 - ksi 4 33.333 ksi; OK RpipeMtotal Mpipe := = 0.509-in-kip pipeMpipe_+5pipe = 29933 33.333 ksi OK i .0 X - AXIS (in.) Do WELD GROUP PLOT Page 78 of 139 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: lConference Center - Cold Shell I Subject: 1/5.07 Job Number: 1958 Oriqinator: BSE I Checker: I Number of Welds, NwI 6 I Weld Coordinates: Start End Xl (in VI (ml X2 (in.) Y2 (in.' X-Coordinate (in.) = V-Coordinate (in.) = Z-Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in-k) Moment, My (in-k) Moment, Mz (in-k) = +Y 1=Start A 2=End 12 2 Weld #3 IL Weld #2 11:#1 1 2 '"Origin NOMENCLATURE Weld #1 Weld #2 Weld #3 Weld #4 Weld #5 Weld #6 -5.250 2.000 -5.250 -2.000 5.250 2.000 5.250 -2.000 -5.250 2.000 -1.250 2.000 5.250 2.000 1.250 2.000 -5.250 -2.000 -1.250 -2.000 5.250 -2.000 1.250 -2.000 No. of Load Points 1 1 I Load Point Data: Point #1 0.000 0.750 0.000 8.56 0.00 0.00 0.00 0.00 0.00 I • P Page 79 of 139 Results: Weld Group Properties: E Loads (&. C.G. of Weld Group: Lw = 24.000 in. E Pz = 8.56 kips Xc = 0.000 in. Z Px = 0.00 kips Yc = 0.000 in. E Py = 0.00 kips Ix = 74.67 inA3 E Mx = 6.42 in-k ly = 410.83 inA3 E My= 0.00 in-k J = 485.50 inA3 E Mz = 0.00 in-k Weld Forces (k/in.) - Fw(1) Fw(2) Weld #1 0.529 0.185 Weld #2 0.529 0.185 Weld #3 0.529 0.529 Weld #4 0.529 0.529 Weld #5 0.185 0.185 Weld #6 0.185 0.185 Required E70XX Weld Size: Fw(max) = 0.529 kips/in. Fillet (leg) = 0.036 in. Throat (eff) = 0.025 in. (igrrrrrrm .... BUILDING IlIIII1 SYSTEMS I.11.IIllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 80 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: JUL 31, 2019 3/8-16 CW 304 SS HHMB WI LOCK, LOCK WASHERS AND NUTS 1/8" x 6" WIDE CONT. CFS BACK PLATE REQ'D. (BY OTHERS) (4) #12-14 304 SS FHSMS COND. CW AT JAMBS ONLY STEEL CLIP L 4"x3"x114"-4" LONG (ONE) EA. SIDE VERT. MUL.; (ONE) ASIDE JAMBS II II I. Check 3/8-16 CW-55 HHMB (AAMA TIR A9-14 TOblé 20.9 ; AbM 2005 Table 2-24) Rr := (70. lbf )2 + (0• lbf )2 = 70.0 lbf NS =1 Diarn :=0.375•in t01 =0.094 in V01 := 1614•ibf V02 :=21•ksi•biám•t01 740.2Ibf V.1. := Rres + NS = 70.0 ibf V := min( v0 , v02) = 7402 lbf ~%I 1 = 0.09] 1.0; OK ail II. Check #12-14 55 P145M5/FHSMS (AAMA TIR A9-14 Table 20.9 : ADM 2005 Tables 2-21 & 2-24) V01 := 373 -lbf := 21•ksi•0.216.in.0.094•in = 426.4 lbf V03 :=29.ksi.0.216•in•0.25•in =.1566.0 lbf V0 t:= Rres +4 = 17.51bf Vail := min(V01, v02 v03) = 373 lbf jVact - Vail = 0.05J c 1.0; OK WIND LOAD STEEL CLIP ( I 5.08 I .0 X - AXIS (in.) 10 WELD GROUP PLOT Page 81 of 139 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: lConference Center - Cold Shell I Subject: 1/5.08 JM Job Number: 1958 1 Oriainator: I BSE I Checker: I Number of Welds, Nw = I 2 I Weld Coordinates: Start End Xl (in.) Yl (in.) X2 (In.) YZ (In.) Weld #1 0.000 -2.000 3.000 -2.000 Weld #2 0.000 2.000 - 3.000 2.000 No. of Load Points 1 I I Load Point Data: Point #1 X-Coordinate (in.) = Y-Coordinate (in.) = Z-Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in-k) = Moment, My (in-k) = Moment, Mz (in-k) = +Y 1=Start A 2=End 12 iWeld #3 Weld #2 Weld #1 1 2 . +x '"Origin NOMENCLATURE -1.500 0.625 0.000 0.07 0.00 0.00 0.00 0.00 0.00 Page 82 of 139 Results: Weld Group Properties: E Loads (W C.G. of Weld Group: Lw = 6.000 in. E Pz = 0.07 kips Xc = 1.500 in. E Px = 0.00 kips Yc = 0.000 in. E Py = 0.00 kips Ix = 24.00 inA3 E Mx = 0.04 in-k ly = 4.50 in '3 My = 0.21 in-k J = 28.50 inA3 E Mz = 0.00 in-k Weld Forces (k/in.) Fw(1) Fw(2) Weld #1 0.078 0.062 Weld #2 0.085 0.055 Required E70XX Weld Size: Fw(max) = 0.085 kips/in. Fillet (leg) = 0.006 in. Throat (eff) = 0.004 in. Iwmni BUILDING I SYSTEMS !1Illllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 83 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: JUL 31, 2019 1/4-14 5D513 HWH DRIL-FLEX (ESR-3332); (ONE) EA SIDE I CLIP (TWO) TOTAL EIL:El.250 I. :--_ 1.250" 476# T ANCHOR CLIP L Cheàk 1/4-14 HWH SbS/3..bril-Flex dia:=0.25'in t:=0.25•in 0.cw:=1.0Oih edl:=O.in dis.:=1.25.in NS:=2 #of screws be 21.0.ksi (M 2005 § 3.4.6 Table 2-24) V1 := 520.Ibf 1.44 = 748.8 Ibf (ESR-3332 Table 3) V2 := Fbe.dia .t =1312.5 Ibf V.11 := min( Vi, v2) = 748.8 Ibf =476 Ibf " NS= 238 Ibf 1~a~c Vol, ~.32, 1.0; OK Shear-Bearing bLact:01bf --NSO Tact :=(Vacf ecw + DLact.edl)_ dis = 190.4lbf T,i:= 207•Ibf .1.44 = 298.1lbf (ESR3332 Table 5) [T.t.-' T,= 0.64) 1.0; OK Pull-Out a. L(V-16st-~ Vailf T011) = 0.511 1.0; OK Interaction T ANCHOR DETAIL AT CFS METAL TRACK SUPPORT ( I \5.1O BUILDING I I1lIllhl SYSTEMS IlllluI ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 84 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: JUL 30, 2019 1/4-14 SDSI3 HWH DRIL-FLEX (ESR-3332); (TWO) ASIDE F CLIP; 2" SPC. O.C.; (TWO) TOTAL F ANCHOR CLIP 225# <-3 R., :=225.lbf bia:=0.25•in t :=0.25•ih ej:=1.00•in e:=3.187.in 2.00. in 1.25•in := 1.25-in r3:= 0in NS =2 Check 1/4-14 HWH DSO/3 Doll-Flex at Shear/Bearing (ESR-3332 Table 3: ADM 2005 Table 2-24) V01 := 520.lbf .1.44 = 748.8 IV V02 := 21.0•ksi•bia-tan = 1312.5 IV VaIl := min( V0 V62) = 748.8 IV M := Rw .e=717.1.lbf .iñ 5rv2'm2 = 8in2 Vd :=Rw + NS = 112.5 Ibf Vm:Mz.rm + Srv=1793 VOCt:=Vd+ Vm 291.81bf Et+vaii=o.39 j 1.0; OK Check 1/4-14 HWH SIDS/3 Dril-Flex Pull-Out (ESR-3332 Table 5) := R-eg = 225.0. lbf -in Srt:=(rti2 + rt22 + rt32) = 3.125•1n2 11 :=M.rti + 5rt= 90.0lbf t2 :=M.r..2 + Srt=90.Olbf 13 M.rt3 + 5rt=° Poct:=rnax(ti,t2,t3) =90.0lbf W011 := 207.lbf .1.44 =298.11bf Eãct W,jj = 0.30 1.0: OK ~ ct v011)2 + +act w011)2 = 0.24 1.0; OK Interaction F ANCHOR DETAIL AT CFS METAL TRACK SUPPORT 1 5.10 Iirrrnr BUILDING I IIll SYSTEMS .[I1ll1ll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 85 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS IJOB No. 958 DATE: JUL 30, 2019 747# USD 355#USD 1.125" SOLID BLOCKING 1.750" 3.250" 3/8" KWIK BOLT TZ 304 SS (ESR-1917); (ONE) EA. SIDE VERT. MULL.; 5" SPC. O.C.; (ONE) ASIDE JAMBS 2.313" NOM. EMBED.; 2" EFF. EMBEDMENT; 25 FT-LBF INST. TORQUE SPECIAL INSP. REQ'D. 2.625" MIN. EDGE DIST. SILL DETAIL CONCRETE 5 5.10 Page 86 of 139 www.hilti.us Profis Anchor 2.7.8 Company: Building Systems Engineering Page: 1 Specifier: Juan RamOn Ferreira Galin Project: Conference Center Address: 111 W. Olive Drive Suite B Sub-Project I Pos. No.: 5/5.10 Phone I Fax: (619) 450-2522 I Date: 7/30/2019 E-Mail: jrfgalanbuildingsystemsengineering.com Specifier's comments: I Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Kwik Bolt TZ - SS 304 3/8 (2) hei,act = 2.000 in., hnom = 2.313 in. AISI 304 ESR-1917 5/1/2017 1 5/1/2019 Design method ACI 318-14/ Mech. eb = 0.000 in. (no stand-off); t = 0.100 in. I" x l x t = 7.000 in. x 5.000 in. x 0.100 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, = 3,000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading jib, in.Ib] 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Huh Ise registered Trademark of Huh AG. Schaan Page 87 of 139 www.hilti.us Profis Anchor 2.7.8 Company: Building Systems Engineering Page: 2 Specifier: Juan Ramón Ferreira Galán Project: Conference Center Address: 111 W. Olive Drive Suite B Sub-Project I Pos. No.: 5/5.10 Phone I Fax: (619) 450-2522 I Date: 7/30/2019 E-Mail: jrfgalan@buildingsystemsengineering.com 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity DN' Dy [%] Status Tension Concrete Breakout Strength 458 2,832 17/- OK Shear Concrete edge failure in direction y- 747 1,439 4 52 OK Loading PN ov Utilization DN.V (%] Status Combined tension and shear loads 0.162 0.519 5/3 39 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility? PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is registered Trademark of Hilti AG, Schaan BUILDING 11111 uTI1EIEIEIEH SYSTEMS !Ellll1ll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 88 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: JUL 31, 2019 817# USD Ill 11 219# USD 1.125" SOLID BLOCKING 1.750" 3.250" 2.625" MIN. EDGE DIST. 3/8" KWIK BOLT TZ 304 SS (ESR-1917); (ONE) ASIDE DOOR JAMBS 2.313" NOM. EMBED.; 2" EFF. EMBEDMENT; 25 FT-LBF INST. TORQUE SPECIAL INSP. REQ'D. DOOR JAMB SILL DETAIL AT CONCRETE 5 5.10 Page 89 of 139 www.hilti.us Profis Anchor 2.7.8 Company: Building Systems Engineering Page: 1 Specifier: Juan Ramón Ferreira Galân Project: Conference Center Address: 111 W. Olive Drive Suite B Sub-Project I Pos. No.: 5/5.10 DJ Phone I Fax: (619) 450-2522 I Date: 7/31/2019 E-Mail: jrfgalan@buildingsystemsengineering.com Specifier's comments: linput data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof- Stand-off installation: Anchor plate: Profile: Base material: Installation: Kwik Bolt TZ - SS 304 3/8 (2) hetact = 2.000 in., h,,m = 2.313 in. AISI 304 ESR-1917 5/1/2017 1 5/1/2019 Design method ACI 318-14/ Mech. eb = 0.000 in. (no stand-off); t = 0.100 in. I x l, x t = 3.000 in. x 5.000 in. x 0.100 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, = 3,000 psi; h = 8.000 in. hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROMS Anchor (c) 2003-2009 Hilti AG, FL-9494 5chaan Him is a registered Trademark of HiW AG, Schaan Page 90 of 139 ELM www.hilti.us Profis Anchor 2.7.8 Company: Building Systems Engineering Page: 2 Specifier: Juan Ramón Ferreira Galán Project: Conference Center Address: 111 W. Olive Drive Suite B Sub-Project I Pos. No.: 5/5.10 DJ Phone I Fax: (619) 450-2522 1 Date: 7/31/2019 E-Mail: jrfgalan@buildingsystemsengineering.com 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity PN' pv (%] Status Tension Pullout Strength 438 1,666 27/- OK Shear Concrete edge failure in direction y- 817 1,424 -/58 OK Loading ON Pv C Utilization PN.V (%] Status Combined tension and shear loads 0.263 0.574 5/3 51 OK 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hiltis technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility? PROMS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilli AG. Schaan Page 91 of 139 Section Properties 111 West Olive Drive Suite B - San Ysidro, CA 92173- Phone (619) 450-2522 BUILDING IIIllIIII SYSTEMS I.11llllll ENGINEERING PROJECT: CONFERENCE CENTER -COLD SHELL Page 92 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: APR 26, 2019 0.335" L() CD N- ci SECTION PROPERTIES (ASSEMBLY) I Flxx- 11.801 in 4 11 1w 0.562 in Area 2.428 in 2 Weight 2.856 lbs/ft PART No.: WW-540 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.159 in2 SCALE: FULL Ay= 0.518 in2 ALLOY/ TEMPER: 6063-T6 J= 0.007 in4 PART No.: WW-541 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax= 0.146 in2 SCALE: FULL Ay= 0.489 in2 ALLOY/ TEMPER: 6063-T6 J 0.006 in4 SECTION PROPERTIES 1 AL lxx 6.376 in 4 lyy 0.325 in 4 Sxx(max) 2.016 in 3 Syy(max) 0.592 in Sxx(min) 1.905 in 3 Syy(min) 0.326 in rxx 2.236 in ryy 0.505 in Area 1.275 in 2 Weight 1.500 ft lbs/ Perim. 23.519 in Wall Thk. 0.094 in SECTION PROPERTIES 2 AL lxx 5.425 in 4 Iyy 0.237 in 4 Sxx(max) 1.792 in 3 Syy(max) 0.510 in Sxx(min) 1.558 in Syy(min) 0.271 in rxx 2.169 in ryy 0.453 in Area 1.153 in 2 Weight 1.356 lbs/ft Perim. 21.094 in Wall Thk. 0.094 in Dx-x vv vv-540: WW-541: 6.376/11.801= 0.540 5.425/11.801= 0.460 ...... BUILDING IIE1EIEI SYSTEMS U1llIllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 93 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: JUL 15, 2019 0.250" 0.25011 x STIFFNESS RATIOS x-x 6.376/25.802= 0.247 5.425/25.802= 0.210 STL BAR 1: 2.414*2.90/25.802= 0.271 STL BAR 2: 2.414*2.90/25.802= 0.271 SUM= 1.00; OK I SECTION PROPERTIES (ASSEMBLY) I lxx 25.802 in 11 Iyy 0.597 in Area 4.866 in 2 Weight 11.134 lbs/ft PART No.: WW-540 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax= 0.159 in2 SCALE: FULL Ay 0.518 in2 ALLOY! TEMPER: 6063-T6 J= 0.007 in4 PART No.: WW-541 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.146 in2 SCALE: FULL Ay= 0.489 in2 ALLOY! TEMPER: 6063-T6 J 0.006 in4 PART No.: - DESCRIPTION: STEEL BAR MANUFACTURER: OLDCASTLE AX 0.062 in2 SCALE: FULL Ay 1.016 in2 ALLOY! TEMPER: A36 J= 0.025 in SECTION PROPERTIES 1 AL lxx 6.376 in 4 Iyy 0.325 in 4 Sxx(max) 2.016 in 3 Syy(max) 0.592 in 3 Sxx(min) 1.905 in 3 Syy(min) 0.326 in 3 rxx 2.236 in ryy 0.505 in Area 1.275 in 2 Weight 1.500 ft lbs/ Perim. 23.519 in Wall Thk. 0.094 in SECTION PROPERTIES 2 AL lxx 5.425 in 4 Iyy 0.237 in 4 Sxx(max) 1.792 in 3 Syy(max) 0.510 in 3 Sxx(min) 1.558 in Syy(min) 0.271 in rxx 2.169 in ryy 0.453 in Area 1.153 in 2 Weight 1.356 ft lbs/ Perim. 21.094 in Wall Thk. 0.094 in SECTION PROPERTIES 3 ST lxx 2.414 in Iyy 0.006 in Sxx(max) 0.990 in Syy(max) 0.051 in Sxx(min) 0.990 in Syy(min) 0.051 in rxx 1.407 in ryy 0.072 in Area 1.219 in 2 Weight 4.139 lbs/ft Perim. 10.250 in Wall Thk. 0.250 in MMMIM MOWN No MIMMOMM MMMIMMMM .-.-------- ON ON MM ON MOMMMIMM MOMMMIMMM .---------MMMIMMIMMMMM - 18 20 22 24 26 28 30 32 34 36 38 40 42 in 2.226 2.181 2.136 2091 2.046 2.001 1.956 1.911 1.866 1.821 1.776 1.731 1.686 kip. ft 2 2. 2 2. 2.( Page 94 of 139 Job:, p4ference Center Cold Shell, Carlsbad, CA 92010 Title: WW-540 (6063-T6) bending about strong axis (AbM 2005) Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.11 [ry:= 0.505- in Radius of Gyration [z:= 1.905•i, Section Modulus Lb 18.il Lbmax:= 42. in ILb5tep:= 2. in 22 Lower Limit 11.2 94 Upper Limit 511(x) x + r Fb11(x) if 511(x) :511•1 15.ksi, if 511(x) 11.2 16.5748•ksi - 0.0716ksi•511(x), 87000.ksii Sii(x) )) Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.16 lb := 0.355 Element Width [t := 0.150 in Element Thickness 516.1:= 23. Lower Limit 516.2:= 39 Upper Limit 516:= b - t (516:5 516.1,15.ksi,if 484.ksi Fb16:=if 16 16.2' 18.7228•ksi - 0.1619•ksi•516, = 16 15.00•ksi )) Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.18 [h:= 2.376 in Element Height lt:= 0.094ir Element Thickness 518.1:= 53 Lower Limit 518.2:= 90 Upper Limit 518:= h - t (518:9 ( 1260ksi' Fb18:= 'l 18.1' 20ksi, if I 18 18.2' 28.5946ksi - 0.1622•ksi•518, = 18 20.00•ksi )) IN. Allowable Bending Stress & Moment per AbM 2005 Table 2-24, Sections 3.4.(11,16 & 18) Fb(x):= min(Fbii(x) Fb16Fb18) M(x):= ZFb(x) Lb:= Lbmin,Lbmin+ Lbstep..Lbmax Ik_ AAIIk_ J..O 18 20 22 24 26 28 30 32 34 36 38 40 42 Lb in Job: b4Cqnference Center Cold Shell, Carlsbad, CA 92010 Title: WW-541 (6063-T6) bending about strong axis (ADM 2005) Allowable Bending Stress per ADM 2005 Table 2-24 Section 3.4.11 Page 95 of 139 Lry 0.453• in Radius of Gyration 1.558. in Section Modulus 18 in Lbmo n 511.1:= 22 Lower Limit S11.2:= 94 Upper Limit rLbstep:= x+ ry Fb11(x):= if 511(x) :5 15.ksi, if 511(x) 16.5748ksi - 0.0716•ksi•S11(x), 87000.ksii S11 (x) )) Allowable Bending Stress per ADM 2005 Table 2-24 Section 3.4.16 0.355 in,'Element Width t:= 0.150 ir Element Thickness 16.1 := 23. Lower Limit 516.2:= 39 Upper Limit b — t ( ( 484. ksi'V Fb16:= I 16.1 15•ksi, ifi 16 16.2' 18.7228•ksi - 0.1619•ksi•516, 16 )) = 15.00ksi M. Allowable Bending Stress per ADM 2005 Table 2-24 Section 3.4.18 2.376 in Element Height [.094 in Element Thickness 518.1:= 53 Lower Limit 518.2:= 90 Upper Limit 518 h — t ( ( 1260.ksi'i Fb18:= ifi 18 18.1' 20 ksi, 'I 18 18.2' 28.5946ksi - 0.1622•ksi• l8' = 18 20.00•ksi )) IV. Allowable Bending Stress & Moment per ADM 2005 Table 2-24, Sections 3.4.(11, 16 & 18) Fb(x):= min(Fb1i(x) Fb16, Fb18) M(x):= ZFb(x) Lb:= Lbmin, Lbmin + Lbstep.. Lbmax 1k- AA(Ik\ =-- 18 -in 1m3kpft 1.75 20 1.742 22 1.700 1.7---- 24 1.659 1.65- 26 1.618 1.6 ---- 28 1.577 1.55 - 30 32 - 1.536 1.495 M(Lb) 1.5 - kip. ft 1.45 - 34 1.454 36 1.413 1.4 38 1.372 1.35 40 1331 42 1.290 13 -- 1.25 -- 1.2 - - - - - - - - - - - - 18 20 22 24 26 28 30 32 34 36 38 40 42 Lb in 2312" Imr ....,,. BUILDING SYSTEMS llluIllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 96 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: APR 26, 2019 PART No.: WW-542 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax= 0.299 in SCALE: FULL Ay 0.982 in ALLOY! TEMPER: 6063-T6 J= 4.038 in Lt) cq) CC! c.J SECTION PROPERTIES lxx 9.306 in Iyy 1.957 in Sxx(max) 2.859 in 3 Syy(max) 1.566 in Sxx(min) 2.859 in Syy(min) 1.566 in rxx 2.087 in ryy 0.957 in Area 2.137 in Weight 2.513 lbs/ft Perim. 19.462 in Wall Thk. 0.094 in PART No.: WW-543 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.354 in SCALE: FULL Ay= 0.487 in ALLOY! TEMPER: 6063-16 J= 0.007 in4 SECTION PROPERTIES lxx 8.528 in Iyy 1.172 in Sxx(max) 2.741 in Syy(max) 1.244 in Sxx(min) 2.509 in Syy(min) 0.752 in rxx 2.379 in ryy 0.882 in rArea 1.507 in Weight 1.772 lbs/ft [Perim. 29.922 in Wall Thk. 0.094 in BUILDING IIIIIIII SYSTEMS !llllllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 97 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS IJOB No. 958 DATE: APR 30, 2019 Job o4ference Center Cold Shell, Carlsbad, CA 92010 Title: WW-543 (6063-T6) bending about strong axis (AbM 2005) I. Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.11 Ir := 0.882 in' Radius of Gyration IZ:= 2.379. ml Section Modulus lLb 7711 min:= iiTi Lb 42•ir := 22 Lower Limit 511.2:= 94 Upper Limit Page 98 of 139 ILb step 2•ir x-- ry Fb11(x) := if 511(x) :5 ii•i 15.ksi, if 511(x) 11.2 16.5748•ksi - 0.0716.ksi.511(x), 87000.ksi'f IT. Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.16 [b.-= 1.511ir Element Width It := 0.094 ir Element Thickness := 23. Lower Limit 516.2:= 39 Upper Limit 516:= b + t Fb16:= if (516 !5516.1,15.ksi,if 1516 :g 16.2 18.7228•ksi - 0.1619•ksi•516, 484ksi'c 16)) M. Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.18 [h:= 2.376 in' Element Height It := 0.094ir Element Thickness 518.1:= 53 Lower Limit 518.2:= 90 Upper Limit 518:= h - t (518:5518.1,20.ksi,if 1260•ksi Fb18:=I 18.2' 28.5946ksi - 0.1622• ksi. l8' = 18 20.00ksi )) IV. Allowable Bending Stress & Moment per AbM 2005 Table 2-24, Sections 3.4.(11,16 & 18) Fb(x):= mmn(Fbi1(x) Fb16, Fb18) M(x):= ZFb(x) Lb:= Lb. in, Lbmjn+ Lbstep.. Lbmax Lb = M(Lb) = ___________________________________ 3i I I I I 18 20 22 24 26 28 30 32 34 36 38 40 42 2.6 18 20 22 24 26 28 30 32 34 36 38 40 42 Lb in r. 2.974 2.964 2.932 2.900 2.868 2.835 2.803 2.771 2.739 2.707 2.674 2.642 2.610 kip. ft 2.95 2.9 2.8 M(Lb) kip. ft 2.8 2.7 2.7 2.6 m BUILDING SYSTEMS IlawENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 99 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS IJOB No. 958 DATE: APR 30, 2019 PART No.: WW-546 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax= 0.176 in SCALE: FULL Ay= 0.653 in ALLOY! TEMPER: 6063-T6 J= 0.007 10 SECTION PROPERTIES 5.414 in Iyy 0.946 in (max) 2.261 in Syy(max) 1.331 in K(min) 1.353 in 3 Syy(min) 0.540 in 1.854 in ryy 0.775 in 1.575 in2 Weight 1.852 lbs/ft rim. 31.126 in Wall Thk. 0.094 in 0.844" PART No.: WW-547 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.172 in SCALE: FULL Ay= 0.658 in' ALLOY! TEMPER: 6063-16 J= 0.007 in4 SECTION PROPERTIES ] lxx 5.362 in Iyy 0.968 in Sxx(max) 2.188 in 3 Syy(max) 1.351 in 3 Sxx(min) 1.359 in 3 Syy(min) 0.555 in 3 rxx 1.872 in ryy 0.796 in Area 1.529 in Weight 1.798 lbs/ft Perim. 30.119 in WaIlThk. 0.094 in 0.094" 0.125" BUILDING IIII SYSTEMS I1llllllll ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 100 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: APR 30, 2019 a) cY VA 1.157" co co 2.312 BUILDING 11IIIIII SYSTEMS Illu!llh1 ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 101 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: APR 30, 2019 PART No.: WW-2449 DESCRIPTION: ALUMINUM EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.267 in' SCALE: FULL Ay 0.573 in' ALLOY! TEMPER: 6063-T6 J= 3.768 in4 [ SECTION PROPERTIES lxx 7.330 in Iyy 1.903 in Sxx(max) 2.498 in 3 Syy(max) 1.523 in Sxx(min) 2.140 in Syy(min) 1.523 in rxx 1.960 in ryy 0.999 in Area 1.909 in Weight 2.245 lbs/ft Perim. 18.271 in Wall Thk. 0.094 in Page 102 of 139 -- BUILDING SYSTEMS IIt11 ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL I LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 I REV.: A 1 CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: MAY 09, 2019 PART No.: 8267 DESCRIPTION: EXTRUSION MANUFACTURER: ANAHEIM EXTRUSION CO. Ax= 1.549 in SCALE: FULL Ay 1.549 in ALLOY/ TEMPER: 6063-T5 J= 21.517 in D t) 04 L() - in D 0.188 V x X Y 4.625 5.000 SECTION PROPERTIES lxx 13.953 in Iyy 13.953 in Sxx(max) 5.581 in 3 Syy(max) 5.581 in 3 Sxx(min) 5.581 in Syy(min) 5.581 in no 1.966 in ryy 1.966 in Area 3.609 in Weight 4.245 lbs/ft Perim. 20.000 in Wall Thk. 0.228 BUILDING IIfiIII1i SYSTEMS IllllIllllE2 3 ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL Page 103 of 139 LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: 2 CLIENT: LUNSTRUM WINDOWS & DOORS IJOB No. 958 DATE: JUL 31, 2019 PART No.: FG-61 60 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.265 in2 SCALE: FULL Ay= 1.282 in2 ALLOY! TEMPER: 6063-16 J= 3.639 1n4 SECTION PROPERTIES lxx 8.657 in Iyy 1.485 in Sxx(max) 2.951 in Syy(max) 1.567 in Sxx(min) 2.823 in Syy(min) 1.410 in rxx 2.018 in ryy 0.836 in Area 2.127 in 2 Weight 2.501 lbs/ft Perim. 17.455 in Wall Thk. 0.1250 in 1.750" ON 2.000" 2.000" cv, Page 104 of 139 rrm BUILDING I SYSTEMS llllllllEH ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS I JOB No. 958 DATE: MAY 10, 2019 SECTION PROPERTIES (ASSEMBLY) I lxx 6.406 in 4 Iyy 0.490 in Area 2.078 in Weight 2.444 lbs/ft PART No.: FG-6231 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.365 in SCALE: FULL Ay 0.363 in ALLOY! TEMPER: 6063-T6 J= 0.005 in4 SECTION PROPERTIES 1 AL lxx 6.042 in Iyy 0.478 in Sxx(max) 2.115 in 3 Syy(max) 0.753 in 3 Sxx(min) 1.922 in 3 Syy(min) 0.350 in 3 rxx 2.080 in ryy 0.585 in Area 1.397 in Weight 1.643 lbs/ft Perim. 30.995 in Wall Thk. 0.094 in PART No.: FG-6342 & FG-6343 & 408100 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE SCALE: FULL ALLOY! TEMPER: 6063-T6 SECTION PROPERTIES 2 AL 4 lxx 0.274 in lyy 0.007 in Sxx(max) 0.231 in 3 Syy(max) 0.051 in 3 Sxx(min) 0.166 in 3 Syy(min) 0.016 in 3 rxx 0.931 in ryy 0.144 in Area 0.316 in Weight 0.372 lbs/ft Perim. 8.163 in Wall Thk. 0.080 in SECTION PROPERTIES 3 AL lxx 0.034 in lyy 0.005 in Sxx(max) 0.066 in 3 Syy(max) 0.027 in 3 Sxx(min) 0.042 in 3 Syy(min) 0.013 in 3 rxx 0.418 in ryy 0.159 in Area 0.196 in Weight 0.231 lbs/ft Perim. 5.166 in Wall Thk. 0.080 in SECTION PROPERTIES 4 AL ' lxx 0.056 in Iyy 0.000 in Sxx(max) 0.061 in 3 Syy(max) 0.006 in 3 Sxx(min) 0.061 in 3 Syy(min) 0.003 in 3 rxx 0.578 in ryy 0.047 in Area 0.169 in 2 Weight 0.198 lbs/ft Perim. 4.325 in Wall Thk. 0.080 in Jb: CQnference Center Cold Shell, Carlsbad, CA 92010 Title: FG-6231 (6063-16) bending about strong axis (AbM 2005) Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.11 Page 105 of 139 := 0.585ir Radius of Gyration IZ:= 1.922.in Section Modulus[ry ILb mm := 18•i I ax[bm : 42. in Lb step:= 2ir := 22 Lower Limit 94 Upper Limit x+ r Fb11(x) := if 511(x) !~ 5, 15.ksi, if 511(x) 16.5748ksi - 0.0716•ksi.511(x), 87000.ksi) Sii(x) )) Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.16 Element Width [t 0.094 ir Element Thickness lb := 1.826 in 516.1:= 23. Lower Limit 516.2:= 39 Upper Limit 516:= b - t ( ( 484.ksiI Fb16 := if I 16 16.1' 15. ksi, if I 16 16.2' 18.7228 ksi - 0.1619• ksi 16' = 15.00 ksi 16 )) Allowable Bending Stress per AbM 2005 Table 2-24 Section 3.4.18 [h := 1.063 in Element Height It := 0.094 ir Element Thickness 518.1:= 53 Lower Limit S18.2:= 90 Upper Limit 518:h - t ( 518:5 518.1,20.ksi,if 1260•ksi if 518 :5 18.2' 28.5946•ksi - 0.1622ksi•518, = 18 )) 20.00ksi Allowable Bending Stress & Moment per AbM 2005 Table 2-24, Sections 3.4.(11,16 & 18) Fb(x) := min(Fbii(x). Fb16, Fb18) M(x) := Z•Fb(x) Lb:= Lbmin, Lbmin + Lbstep.. Lbmax Lb = M(Lb) = 2.3 18 20 22 24 26 28 30 32 34 36 38 40 "42 20 22 24 26 28 30 32 34 36 38 40 42 Lb in in 2.302 2.263 2.223 2.184 2.145 2.106 2.067 2.027 1.988 1.949 1.910 1.871 1.831 kip. ft 2 2. 2 2. M(Lb) kip- ft 2.( 1. MIMMEMEME MENNEN NONE No MENNEN NONE MEME a....MEN MMOONE U.. U UUU Page 106 of 139 1.812" BUILDING IIIIIUIII SYSTEMS llllllhEI ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: MAY 10, 2019 PART No.: FG-6197 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax= 0.308 in SCALE: FULL Ay 0.599 in ALLOY! TEMPER: 6063-16 J= 1.185 in SECTION PROPERTIES lxx 5.916 in Iyy .0.825 in Sxx(max) 2.098 in Syy(max) 1.016 in Sxx(min) 1.872 in Syy(min) 0.694 in rxx 1.881 in ryy 0.702 in Area 1.672 in 2 Weight 1.967 lbs/ft Perim. 23.001 in Wall Thk. 0.094 in Page 107 of 139 BUILDING SYSTEMS UllhEllli1 ENGINEERING PROJECT: CONFERENCE CENTER - COLD SHELL LOCATION: 2850 GAZELLE COURT, CARLSBAD, CA 92010 REV.: A CLIENT: LUNSTRUM WINDOWS & DOORS JOB No. 958 DATE: MAY 10, 2019 PART No.: FG-6198 DESCRIPTION: EXTRUSION MANUFACTURER: OLDCASTLE Ax 0.178 in SCALE: FULL Ay= 0.379 in ALLOY! TEMPER: 6063-T6 J= 0.004 in4 SECTION PROPERTIES lxx 4.478 in 4 Iyy 0.484 in Sxx(max) 1.608 in Syy(max) 0.542 in Sxx(min) 1.402 in Syy(min) 0.437 in rxx 1.975 in ryy 0.649 in Area 1.148 in Weight 1.350 lbs/ft Perim. 25.811 in Wall Thk. 0.094 in Page 108 of 139 References 111 West Olive Drive Suite B - San Ysidro, CA 92173- Phone (619) 450-2522 Page 109 of 139 Glazing Manual 2004 Ediition (Gana) Frequently, it is necessary to design glass of unusual shape or construction. In such cases, calculation techniques such as finite clement, finite dilThrcnce, or standard engineering mechanics formulas can be used to determine the maximum principal tensile stress on the surface of the glass as a result of 'a specific load. ASTM E 1300 presents conservative glass design stresses corresponding to a probability of breakage o1`8 lites per 1000 and a load duration of 60 seconds for the 2000 and previous versions. Starting with the 2002 version of ASTM E 1300, the load duration was changed to 3 seconds. These values were combined with statistical methods and the assumption that failure stresses arc normally distributed to develop the glass design stresses presented in Table 6 for different probabilities of breakage. A calculated maximum principal Stress can then be compared to the values presented in Table 6 to conservatively estimate the probability of breakage. Table 6 presents probabilities of breakage ranging from I lite to 8 lites per 1000. While a probability of breakage of H lites per 1000 is common for vertical glazing, designers and architects typically use a probability of breakage of I lite per 1000 for sloped glazing, skylights, and other critical applications. Probabilities of breakage greater than H tiles per 1000 are not generally recommended for the design of flat glass. TABLE 6 Allowable Design Stresses for Various Probabilities of Breakage (60 Second Load Duration) Probability of Breakage (breaks per 1000 Annealed(") (psi) lites) He Strengthened (psi) Fully Tempered' (psi) 1.0 1,900 4,700 10,200 2.0 2,200 5,000 10,500 3.0 2,350 5,150 10,700 4.0 2,500 5,300 10,850 5.0 2,600 5,400 10,950 6.0 2,700 5,450 11,050 7.0 2,750 5,550 1,150 8.0 2,800 5,600 11,200 (a) Coefficient of variation assumed to he 221/6, (1) Coefficient of variation assumed to he 15014. (C) Coefficient of variation assumed to be 10%. The design stresses presented in Table 6 can be converted to 3-second duration design stresses by multiplying them by a load duration transformation factor of 1.21. In addition to strength, the deflection characteristics of the glass should also be examined by the designer. Deflections are a consideration in maintaining proper gasket engagements that are required to maintain continuous edge support of the glass. If the glass is wet-glazed, excessive deflections can lead to improper sealant performance. Specific issues relating to overall glass movement under design load conditions may affect placement of draperies, blinds, or other shading devices. In certain circumstances, excessive glass deflections can become an aesthetic concern. In the evaluation of glass defiections, the designer should be aware that annealed, heat-strengthened, and fully tempered glass share a common modulus of elasticity of 10.4 x I 0 psi and a Poisson's ratio of 0.22, and therefore exhibit the same deflection characteristics under the same load. For a givcii glass size and load, a thicker glass is required to reduce deflection. ASTM E 1300 presents methods for calculating deflections in glass with 1, 2, 3, and 4 sides of continuous support. For selection of relatively thick glass as used in viewing windows for large aquariums, glass railings, glass mullions, and animal enclosures, finite element analysis, finite difference analysis, or conventional engineering mechanics equations can be used to calculate stresses. Experience has shown that allowable stress ranges for such applications are as follows: Annealed Glass 600-1,200 psi Heat-Strengthened Glass 1,200-3,000 psi Fully Tempered Glass 2,400-6,000 psi Page 110 of 139 TABLE 203: Fastener Capacity SAEG5Sted for Qanelers up hu 91ir(LICl!weads) ASMA449S1eel for W and Over (1CThreads) MnhsntedsI1hness (be) ftninal 0 A(N to Equal Tensile pacftyo1 lbxremTens1e Load (bs)for Fastener Inel A(S) bead Abwdbgw Albwabb8ewiebs) - Fastener(in)Avd&3rFkWe1h IN IN IN 318' 318' 3/8' Dater Thread Tenale Fbol Afowabte &1breads Minter Stress Area Area Tensn Sig1e Dubte Steel Akininum Abininum Steel Abialnum Abnfnum per JL (W) J (be) j (tie) ASS 6063.15 6063.16 A36 6063.15 6063.16 ASS 6063.15 6063.16 #6-32 0.1380 0.0091 0.0018 363 180 360 900 253 345 0.1602 0.3046 02268 363 363 353 #8-52 0.1640 0.0140 0.0124 560 286 573 1,010 301 410 02279 >318' 0.2963 560 522 560 #10.24 0.1900 0.0175 0.0151 701 350 700 1,240 348 415 0.2246 >3/8' 0.3001 701 643 701 912-24 0.2160 0.0242 0.0214 967 493 986 1,409 396 540 02594 48' 0.3619 967 734 967 114-20 0.2500 0.0318 0.0280 1913 646 1,291 1,631 458 625 02145 >3/8' >318' 1,273 865 1,179 5116.18 0.3125 0.0524 0.0469 2,517 1,299 2,599 2,039 513 781 0.3144 >3/8' >3w 2,517 1,303 1,716 31816 0.3750 0.0775 0.0599 3,719 1,937 3,814 2,447 688 938 0.3518 >39 >3/8' 3,719 1,512 2,144 7/1614 0.4375 0.1063 0.0961 5,103 2,664 5,328 2,855 802 1,094 >3/8' >3/8' >3/8' 4,937 1,873 2,554 1/2-13 0.5000 0.1419 0.1292 6,811 301 7,162 3,263 917 1,250 >3/8' >3/8' >3/8' 5,642 2,140 2,918 9116.12 0.5625 0.1819 0.1664 8,733 4,611 9,222 3,670 1,031 1,406 >5)8' >3/8' >3/8' 6,444 2,444 30 5(8-lI 0.6250 0.2260 0.2011 10,848 5,738 11,477 4,018 1,146 1,503 >3/8' >3/8' >3/8' 1,148 2,711 3,697 3(4-10 0.7500 0.3345 0.3091 16,054 8,565 11,130 404 1315 1075 >3/8' >3/8' >3/8' 8,612 3,266 4,454 7/6.9 0.8150 0.4617 0.4285 22j63 11,876 23,753 5,709 1,604 2,186 >3/8' >3/8' >318' 10,158 3,853 5,254 1.8 1.0000 0.6051 0.5630 29,076 15,601 31,203 6,525 10 2,500 >3/6' >3/8' >3/6' 11,696 4,431 8,050 fWW be_L - - - - - - Mm1hlness (tie) f'bithth 0 A(f to Eual Ten teCepacty of ,bxiniinTensk Iced (be) for Feelener NmW K Thread AbwatdsShear Alkwwatds6ea Fastener - Avab/83/6'RateWitness 1/8' 118' 1/8' 3/8' 318' 3/8' (nwter Thread Basic Mnor ftct Alowabte & heads Danster Danielef Area Tension Sigle Oubte Steel Abiidnum Abnrinum Steel Abjidnum AIcrinum per kch _L JL. .1!L () J!L J!L ..L .! A36 !!!! ! A36 6063-T5 6063-76 #6-20 0.1380 0.0990 0.0077 308 178 356 900 253 345 0.1358 0.1901 0.1543 308 308 308 #8.18 0.1640 0.1160 0.0106 423 244 488 1,070 301 410 0.1569 02115 0.1758 423 423 423 1110.16 0.1900 0.1350 0.0143 573 331 661 1,240 348 475 0.1634 02517 0.2028 513 513 573 912.14 02160 0.1510 0.0194 774 447 894 1,409 396 540 02182 0.2995 02380 774 714 774 1/4-14 0.2500 0.1850 0.0269 1,015 621 1,242 1,631 458 625 0.2617 0.3583 0.2696 1,015 1,075 1,075 5116.12 0.3125 02360 0.0437 2,100 1,212 2,425 2,039 513 781 1 938 0.3407 1 >3/8' >3/8' I 3/8' 0.3430 1 '3!8' I 2,100 1,681 2,100 318.12 0.3150 I 02990 I 0.0702 1 00 1 1,946 I 3,892 I 2,447 1 688 2,773 2,017 2,751 SAE&ade5(s9/l&) ASflAA449(5l8') ForAWaimlers Btect/e Area (lThreads) aJ1lves) F=F/SF A(R):Tr(D.1.2269fl02/4 A(lnk'/4 Fu Ok aeTenStrength) I20,000i 120,000 Psi Atowablalensmn:FdA(S)1 A(S) = IT (D.0.9743ft 214 A(S) = 0/4 Fi(Alow. TAle Stress, M14j 40,000 psi WA FRiI(SFxsgrt(3)) Fi(Aw.Tawle Stress, Dl14) 48,000 psi 48,000 psi I Akavewwj%mi Fv (AbrAb Sw Skass, N1141 2094 psi WA I F,(A8w1eShearSfrass061/4') 37713 psi 27,113 psi NOTES: Values are taken from AJSc, ASTMJ IF!, SAE andAA documents. K values for spaced threads are taken as the minimum values in iF! Fastener Handbook 6th ES Safety Factor used forfasteners with diameters 1/4" orkss is 3.0, Safety Factor usedforfasteners with diameters 5/16'or greater is 2.5, Fasteners will, diameters of 5/8" or greaterarefabikatedfrom carbon steel complying withASTMA449 1\pe AAMATIRA914 Page 44 Page 111 of 139 TABLE 20.9: Fastener Capacity STAN.8SST.- AIy Groups 1,2aid3,nQW(1ICTmads) IfinhuniftrialThidmess(ts) IbII*aI D A(R toualTenelepaciyot IimmTens Load (bs)for Fastener bn*iai A(S) Thread AI,wab Shear AbvableBewi Fastener (in) - - Available 3/8' We ikness IN 118' If 3T 3'8' 318' Mater Thread Tensile Not AFcwabe &lhreads aireter Stress Area Area Tens Sgb (boble Steel Asriium A9inum Steel Ajnum Ainn per j (m2) j (he) (is) (ts) A36 6068.15 6068.15 A36 6068.15 6068.16 A36 6068.15 6068.16 #6-32 0.1380 0.0091 0.0078 303 150 300 900 253 345 0.1335 0.2538 0.1943 303 303 303 #8-32 0.1640 0.0140 0.0124 467 239 471 1,010 301 410 0.1733 0.3356 02466 467 487 467 010.24 0.1900 0.0175 0.0151 584 292 583 IN 348 475 0.1872 0.3410 0.2501 584 584 584 #12-24 02160 0.0242 0.0214 805 411 822 1,409 396 540 02269 >Vr 0.3016 805 734 805 1(4.20 0.2500 0.0318 0.0280 1,061 538 1,076 1,631 458 625 0.2534 >3/8' 0.3373 1,061 865 1,061 5/16-18 03125 0.0524 0.0469 2,097 10 3,166 3,039 573 781 02867 >3/8' 4T 2,097 1,303 1,116 3/6.160.3750 0.0775 0.0699 3,100 1,614 30 2,447 688 938 0.3181 >3/8' >3/8' 3,100 1372 2,144 7/16.14 0.4375 0.1063 0.0961 4,252 2,220 4,440 2,855 802 1,094 03442 >3/8' >3/8' 4,252 1,873 2,554 112.13 0.5000 0.1419 0.1292 5,676 2,984 5,968 3,263 917 1,250 >3/9' >3/8' >3/8' 5,642 2,140 2,918 9116.12 0.5625 0.1819 0.1664 7,278 3,842 7,685 3,670 1,031 1,406 >3(8' >318' >318' 6,444 2,444 3,333 %III 0.6250 0.2260 0.2071 9,040 4,782 9,564 4,078 1 1,146 1 1,563 >3/8' I >318' >3/8' 1,148 2,711 3,697 31410 0.7500 0,3345 0.3091 11,312 6,022 12,045 4,894 1,375 1,875 >3/9' >5/8' >318' 8,612 3,266 4,454 7/8.9 0.8750 0.4617 0.4285 5,583 8,351 16,701 5,709 1,604 2,188 1 >3(8' >5/8' >3(8' 10,158 3,853 5,254 1-8 1.0000 0.6057 0.5630 20,444 10,970 21,940 6,525 1,833 2,500 >3(8' >318' >318' 11,696 4,437 6,050 STAN.6SS1E.. AbyGmi 1,2 and 3, ftft ON (Wed Threads) erialThdness (is) tbiriiel D A(R toualTens6epac5yo1 IisbiimTensIe1oad(is)for Fastener bnad K Thread AIwabbShear Abwabb Bead Fastener (in) - Avabbb3/8' Rate Th 118' IN IN If 3/8' If 13armter Thread Bast Mnor Ibot Ahvabb & Threads tarter Ureter Area Tenebn Single Daft Steel Abobom Abnbom Steel Abin*ium Abn*wm per kh J (0) (i2) (he) J J A36 6068.15 6068.16 A36 6068.15 6068.15 A36 6068.15 6068.16 #6-20 0.1380 0.0990 0.0011 257 148 296 900 253 345 0.1191 0.1695 0.1378 257 257 257 18.18 0.1640 0.1160 0.0106 352 203 407 1,010 301 410 0.1437 0.1930 0.1567 352 352 352 #10-16 0.1900 0.1350 0.0143 477 275 551 1,240 348 415 0.1528 0.2225 0.1805 477 471 477 0.2610 012-14 0.2160 0.1570 0.0194 645 373 745 1,409 396 540 0.1820 02115 645 645 645 1/4-14 0.2500 0.1850 0.0269 896 517 1,035 1,631 458 625 02181 0.2994 02379 896 896 896 5116.120.3125 02360 0.0437 1,750 1,010 3,020 3,039 573 781 0.2639 3/8' 0.2990 1,750 1 2,713 1 1,681 1,750 I 318-12 0.3150 1 0.2990 1 0.0702 1 20 1 1,622 1 3943 I 3,447 1 688 1 938 I 33(8' I >3/9' 1 >318' 3,017 2,151 Gcup1,2,3dON SA' Na. k34'. For tamtersc3!4' Bfeclive Area (I)tThreads) E12veMSpacTIuea) FI=FSSF A(:1T(D.1.fl69/N)I4 u(tMtUI9na1e Tab Streigth) 100,011D psi A000 psi Alowablelensen=F1IA(S)J A(S):n (0.9143lN)2/4 A(S)=nX1/4 Fr(Ab. Ter* stress, 11/4 33,333 psi NA psi F=FuI(SFxsqrt(3)) FvpwA Ft(AWs. Tensile stress, D>l14') 40,000151 A750 Pei jnj Ow Stress; DsI141 19,245 psi NA psi IN NEW SIM &RUDA.'41 DosI 19,486 psi NOTE 11: I. Values are taken from MSC, ASTM IF!, SAE andAA documents. K values for spaced threads are taken as the minimum values in IF! Fastener Handbook, 61h &L 2. Safety Factor used forfasteners with diameters 1/4"or less is 3.0, Safely Factor usedforfasteners with diameters 5/16" or greater is2i. Fasteners with diameters of 3/4'and greater are fabricatedfrom different material than fasteners less than 3140 ill diameter. For diameters of3/4" and greater, F,=45,00 psi. For these, tensile and shear yields govern the allowable tension aid shear values (i.e., 0.15 F,cF/SF AAMATIRA914 Page 50 i'owers Page 112 of 139 FASTENE RS PRODUCT INFORMATION Bantam Plug Bantam Plug Plastic Wall Anchor I J tS1 I1U1 •L)ESCAllillIii LSJt' The Bantam Plug is a plastic anchor designed for use with lightweight fixtures. It can be used in concrete, block and brick. It is also suggested for use in wallboard. Holding values in wallboard tend to be inconsistent, whereas, other Powers products may be more appropriate. The Bantam Plug anchor is injection molded from an engineered plastic and is designed to be used in conjunction with a sheet metal or wood screw. The Bantam Plug is recommended for light duty static applications where holding power is not a critical factor. It should not be used overhead. FEATURES AND BENEFITS Performs well in most base material Anchor body is resistant to corrosion from moisture IMATERIAL SPECIFICATIONS Anchor Component Component Material Anchor Shield Engineered Plastic Installation Specifications Dimension Screw Size #648 #8410 #10-#12 #14416 ANSI Drill Bit Size,(in.) 3116 3/16 1/4 5/16 Flange Size (in.) 19/64 19/64 3/8 7/16 Screw Size Range (No.) #648 #84110 #10412 #14416 Overall Length (in.) 1 3/4 7/8 1 1-1/2 SECTION CONTENTS Page No. General Information......................1 Material Specifications.................1 Installation Specifications ............ 1 Performance Data..........................1 Ordering Information....................2 Bantam Plug ANCHOR MATERIAL Engineered Plastic ANCHOR SIZE RANGE (TYP.) No. 6-8 screw x 3/4" length to No. 14-16 screw x 1-1/2' length SUITABLE BASE MATERIALS Normal-Weight Concrete Hollow Concrete Masonry Solid or Hollow Brick Masonry Gypsum Wallboard Installation Guidelines Drill a hole into the base '1,b material to the depth of . F-71 b. embedment required. The ,•, tolerances of the drill bit used should meet the requirements of ANSI Standard B212.15. Blow the hole clean of dust ,, - and other material Tap I the anchor into the hole , until it is flush with the surface of the base material. Position the ;:" ;• :' , I ___________ fixture, then .,.' .. II I insert the proper size . • screw through , q • • v the fixture into the top of the anchor and tighten. Be sure screw thread fully engages the anchor body. IPERFORMANCE DATA Ultimate Load Capacities for Bantam Plug in Normal-Weight Concrete'-' Screw Size Minimum Minimum Concrete Compressive Strength (f c) Range Embedment Depth 2,000 psi (13.8 MPa) 4,000 psi (27.6 MPa) 6,000 psi (41.4 MPa) Tension Shear Tension Shear Tension Shear No. in. (mm) lbs. lbs. lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) (kN) (kN) #6-#8 3/4 185 215 210 240 225 240 (19.1) (0.8) (1.0) (0.9) (1.1) (1.0) (1.1) #8-#10 7/8 270 235 340 280 420 280 (22.2) (1.2) (1.1) (1.5) (1.3) (1.9) (1.3) #10-#12 1 (25.4) 350 (1.6) 280 (1.3) 550 (2.5) 350 (1.6) 640 (2.9) 350 (1.6) #14-#16 1 1/2 840 530 840 575 900 575 (38.1) (3.8) (2.4) (3.8) (2.6) (4.1) (2.6) The values listed above are ultimate load capacities which should be reduced by a minimum safety factor of 4.0 or greater to determine the allowable working load. Linear interpolation may be used to determine ultimate loads for intermediate compressive strengths. Powers USA: (800) 524-3244 or (914) 235-6300 Canada: (905) 673-7295 or (514) 631-4216 www.powers.com (b) Bantam Plug PRODUCT INFORMATION 3 of 139 20WIffes FASTENERS IPERFORMANCE DATA Allowable Load Capacities for Bantam Plug in Normal-Weight Concrete',' Screw Size Minimum Minimum Concrete Compressive Strength (f c) Range Embedment Depth 2,000 psi (13.8 MPa) 4,000 psi (27.6 MPa) 6,000 psi (41.4 MPa) Tension Shear Tension Shear Tension Shear No. in. (mm) lbs. lbs. lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) (kN) (kN) 3/4 (19.1) 45 (0.2) 55 (0.2) 55 (0.2) 60 (0.3) 55 (0.2) 60 0.3) #8-#10 7/8 (22.2) 65 (0.3) 60 (0.3) 85 (0.4) 70 (0.3) 105 (0.5) 70 (0.3) #10412 1 (25.4) 90 1 (0.4) 70 (0.3) 140 (0.6) 90 (0.4) 160 (0.7) 90 (0.4) #14-#16 1 1/2 (38.1) 210 (0.9) 135 (0.6) 210 (0.9) 145 (0.7) 225 (1.0) 145 (0.7) Allowable load capacities listed are calculated using an applied safety factor of 4.0. Linear interpolation may be used to determine allowable loads for intermediate compressive strengths. Ultimate and Allowable Load Capacities for Bantam Plug in Hollow Concrete Masonry'-2-1 Screw Size Minimum f',,, a 1,500 psi (10.4 MPa) Range Embedment Depth Ultimate Load Allowable Load Tension Shear Tension Shear No. in. (mm) lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) 3/4 (19.1) 180 (0.8) 215 (1.0) 35 (0.2) 45 (0.2) #8-#10 7/8 (22.2) 290 (1.3) 235 (1.1) 60 (0.3) 45 (0.2) #10412 1 (25.4) 350 1 (1.6) 280 (1.3) 70 (0.3) 55 (0.2) #14416 1 1/2 1 (381) 840 (3.8) 530 (2.4) 170 (0.8) 105 (0.5) Tabulated load values are for anchors installed in minimum 6-inch wide, Grade N, Type II, medium and normal-weight concrete masonry units. Allowable loads are for anchors and are based on average ultimate values using a safety factor of 5.0. Anchors installed flush with face shell surface. Ultimate and Allowable Load Capacities for Bantam Plug in Solid and Hollow Clay Brick Masonry',' Screw Size Minimum f'm 1,500 psi (10.4 MPa) Range Embedment Depth Ultimate Load Allowable Load Tension Shear Tension Shear No. in. (mm) lbs. lbs. lbs. lbs. (kN) (kN) (kN) (kN) #6-#8 3/4 (19.1) 100 (0.5) 230 (1.0) 20 (0.1) 45 (0.2) #8410 7/8 (22.2) 160 (0.7) 260 (1.2) 30 (0.1) 50 (0.2) #10412 1 (25.4) 280 1 (1.3) 320 (1.4) 55 (0.2) 65 (0.3) #14-#16 1 1/2 (38.1) 880 (4.0) 500 (2.3) 175 (0.8) 100 (0.5) Tabulated load values are for anchors installed in Grade SW multiple wythe, solid and hollow brick masonry conforming to ASIM C62. Allowable loads are calculated using an applied safety factor of 5.0. ORDERING IINFORMATI ON Bantam Plug (Not packaged with screws) Cat. No. Anchor Size Drill Diameter Std. Box std. Carton Wt./1 00 7559 #6-#8x314" 3/160 100 1.000 1 7569 #8410 x 7/8 3116° 100 1.000 11/2 7579 #10-#12x1° 1/4 100 1,000 3 7589 #14416 x 1-1/2' 5/16° 50 500 6 Master Pack Cat. No. Kit No. I Anchor Size I Screw =Size & Screws Std. Box IStd. Carton I Wt./1 00 8934 B-8 #8-#10 #8x1° 100 1 10 91/2 8936 B-lO #10-#12 #loxl° 100 1 10 12 8938 8-12 1 #10412 1 #12 x 1 1 100 1 1 10 1 14 02009 Powers Fasteners, Inc. All Rights Reserved. For the most current information please Visit www.pDwers.com (b) www.powers.com Canada: (905) 673-7295 or (514) 631-4216 Powers USA: (800) 524-3244 or (914) 235-6300 Page 11401139 DIVISION: 030000-CONCRETE SECTION: 031600-CONCRETE ANCHORS DIVISION: 050000-METALS SECTION: 050519-POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1CC ICC ICC 4'a TED "2014 Recipient of Prestigious Western States Seismic Policy Council Mani HANDIM (WSSPC) Award in Excellence" A Subsidiary of ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this C IM report, or as to any product covered by the report. Pr.d*=Badv t000 Copyright 2019 ICC Evaluation Service, LLC. All rights reserved. Page 115 of 139 ICC-ES Evaluation Report ESR-1917 Reissued May 2019 This report is subject to renewal May 2021. www.icc-es.org 1(800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 050000—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 2018, 2015, 2012 and 2009 International Building Code® (IBC) 2018, 2015, 2012 and 2009 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. For evaluation for compliance with the National Building Code of Canada® (NBCC), see listing report ELC-1917. For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-1917 LABC and LARC Suølement. Property evaluated: Structural 2.0 USES The Hilti Kwik Bolt TZ anchor (KB-TZ) is used as anchorage to resist static, wind, and seismic (Seismic Design Categories A through F) tension and shear loads in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 3/8-inch- and 1/2-inch-diameter (9.5 mm and 12.7 mm) carbon steel KB-TZ anchors may be installed in the topside of cracked and uncracked normal-weight or sand-lightweight concrete-filled steel deck having a minimum member thickness, hmjndeck, as noted in Table 6 of this report and a specified compressive strength, f's, of 3,000 psi to 8,500 psi (20.7 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The 3/8-inch-, 1/2-inch-, 5/8-inch- and 3/4-inch diameter (9.5 mm, 12.7 mm and 15.9 mm) carbon steel KB-TZ anchors may be installed in the soffit of cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f's, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. The anchoring system complies with anchors as described in Section 1901.3 of the 2018 and 2015 IBC, Section 1909 of the 2012 IBC, and Section 1912 of the 2009 IBC. The anchoring system is an alternative to cast- in-place anchors described in Section 1908 of the 2012 IBC, and Section 1911 of the 2009113C. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KB-TZ: KB-TZ anchors are torque-controlled, mechanical expansion anchors. KB-TZ anchors consist of a stud (anchor body), wedge (expansion elements), nut, and washer. The anchor (carbon steel version) is illustrated in Figure 1. The stud is manufactured from carbon steel or AlSI Type 304 or Type 316 stainless steel materials. Carbon steel KB-TZ anchors have a minimum 5 pm (0.0002 inch) zinc plating. The expansion elements for the carbon and stainless steel KB-TZ anchors are fabricated from Type 316 stainless steel. The hex nut for carbon steel conforms to ASTM A563-04, Grade A, and the hex nut for stainless steel conforms to ASTM F594. The anchor body is comprised of a high-strength rod threaded at one end and a tapered mandrel at the other end. The tapered mandrel is enclosed by a three-section expansion element which freely moves around the mandrel. The expansion element movement is restrained by the mandrel taper and by a collar. The anchor is installed in a predrilled hole with a hammer. When torque is applied to the nut of the installed anchor, the mandrel is drawn into the expansion element, which is in turn expanded against the wall of the drilled hole. 3.2 Concrete: Normal-weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.3 Steel Deck Panels: Steel deck panels must be in accordance with the configuration in Figures 5A, 513, 5C and 5D and have a minimum base steel thickness of 0.035 inch (0.899 mm). Steel must comply with ASTM A653/A653M SS Grade rdftsew Page 116 of 139 33 and have a minimum yield strength of 33,000 psi (228 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2018 and 2015 IBC, as well as Section R301.1.3 of the 2015 IRC must be determined in accordance with ACI 318- 14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC, must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design parameters provided in Tables 3, 4, 5 and 6 of this report are based on the 2018 and 2015 IBC (ACI 318- 14) and the 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, qi, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3 and 4 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318-11 Appendix C. An example calculation in accordance with the 2018, 2015 and 2012 IBC is provided in Figure 8. The value of fc used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7orACI 318-11 D.3.7, as applicable. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal static steel strength, Nsa, of a single anchor in tension must be calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable. The resulting N50 values are provided in Tables 3 and 4 of this report. Strength reduction factors q' corresponding to ductile steel elements may be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single anchor or group of anchors in tension, Ncb or Ncbg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of hef and kcr as given in Tables 3, 4 and 6. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with k ncr as given in Tables 3 and 4 and with tPc,N= 1.0. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength is not required. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 0.5.3.1 and 0.5.3.2, respectively, as applicable, in cracked and uncracked concrete, Np,cr and Np,uncr, respectively, is given in Tables 3 and 4. For all design cases V'C,p = 1.0. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be calculated in accordance with the following equation: = Alp, (lb, psi) (Eq-1) cr , N —N -- (N, MPa) P.f' - 17.2c In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 0.5.3.6, as applicable, the nominal pullout strength in tension may be calculated in accordance with the following equation: = Np.uncr4j 0 (lb, psi) (Eq-2) 11 Np,ft = Np,uncr4 (N, MPa) Where values for Np,cr or are not provided in Table 3 or Table 4, the pullout strength in tension need not be evaluated. The nominal pullout strength in cracked concrete of the carbon steel KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated in accordance with Eq-I, whereby the value of Np,deck,cr must be substituted for Np,cr and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,deck,uc, must be substituted for the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. The use of stainless steel KB-TZ anchors installed in the soffit of concrete on steel deck assemblies is beyond the scope of this report. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, V, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, is given in Table 3 and Table 4 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The shear strength VS ,d Ck of the carbon-steel KB-TZ as governed by steel failure of the KB-TZ installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, is given in Table 5. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vb or V, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 0.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 0.6.2.2, as applicable, based on the values provided in Tables 3 and 4. The value of 1. used in ACI 318-14 Eq. Page 117 of 139 17.5.2.2a or ACI 318-11 Eq. D-33 must be taken as no greater than the lesser of hef or 8d0. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete on steel deck floor and roof assemblies, as shown in Figures 5A, 5B and 5C, calculation of the concrete breakout strength in shear is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength of a single anchor or group of anchors, V p or V P9, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, modified by using the value of kcp provided in Tables 3 and 4 of this report and the value of Ncb or Ncbg as calculated in Section 4.1.3 of this report. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, as shown in Figures 5A, 513, and 5C, calculation of the concrete pry-out strength in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be performed in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318-14 17.2.3 shall be applied under Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 IBC, Section 1905.1.9 shall be omitted. Modifications to ACI 318 (-08, -05) D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318-11 0.1, as applicable, as ductile steel elements and must be designed in accordance with ACI 318-14 17.2.3.4, 17.2.3.5, 17.2.3.6 or 17.2.3.7; or ACI 318-11 D.3.3.4, D.3.3.5, D.3.3.6 or D.3.3.7; ACI 318-08 D.3.3.4, D.3.3.5 or D.3.3.6, as applicable. Strength reduction factors, 0, are given in Tables 3 and 4 of this report. The anchors may be installed in Seismic Design Categories A through F of the IBC. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and 0.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the appropriate pullout strength in tension for seismic loads, Np,eq, described in Table 4 or Np,deck,cr described in Table 5 must be used in lieu of N, as applicable. The value of Np,eq or Np,deck,cr may be adjusted by calculation for concrete strength in accordance with Eq-i and Section 4.1.4 whereby the value of Np,deciçcr must be substituted for Nper and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. If no values for Np,eq are given in Table 3 or Table 4, the static design strength values govern. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, Vsa,eq described in Table 3 and Table 4 or Vsa,deck described in Table 5 must be used in lieu of Vse, as applicable. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tension and shear forces, the design must be performed in accordance with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, respectively, as applicable, values of Smin and Cmin as given in Tables 3 and 4 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 0.8.5, as applicable, minimum member thicknesses hmin as given in Tables 3 and 4 of this report must be used. Additional combinations for minimum edge distance, Cmin, and spacing, Smfr,, may be derived by linear interpolation between the given boundary values as described in Figure 4. For carbon steel KB-TZ anchors installed on the top of normal-weight or sand-lightweight concrete over profile steel deck floor and roof assemblies, the anchor must be installed in accordance with Table 6 and Figure 50. For carbon steel KB-TZ anchors installed in the soffit of sand-lightweight or normal-weight concrete over profile steel deck floor and roof assemblies, the anchors must be installed in accordance with Figure 5A, 513 and 5C and shall have an axial spacing along the flute equal to the greater of 3heror 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < COC and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 0.5.2, as applicable, must be further multiplied by the factor Pcp,N as given by Eq-I: Cp,N = (Eq-3) Coe whereby the factor tPcp.N need not be taken as less than 1.5h, . For all other cases, Pcp,N = 1.0. In lieu of Coe using ACI 318-14 17.7.6 or ACI 318-11 0.8.6, as applicable, values of Cac must comply with Table 3 or Table 4 and values of Cac,deck must comply with Table 6. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor ha equal to 0.8A is applied to all values of ,/ affecting ftI and V,,. For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), A shall be determined in accordance with the corresponding version of ACI 318. For anchors installed in the soffit of sand-lightweight concrete-filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design (working stress design) load combinations calculated in accordance with Section 1605.3 of the IBC, must be established as follows: Te!!owable.ASD = a Vaflowable,ASD = a Page 118 of 139 where: TeyowaIeAso = Allowable tension load (lbf or kN). Vaüowable,ASD = Allowable shear load (lbf or kN). ON. = Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318- 11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (lbf or N). OVn Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318- 11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable (lbf or N). = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over- strength. The requirements for member thickness, edge distance and spacing, described in this report, must apply. An example of allowable stress design values for illustrative purposes in shown in Table 7. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318-11 D.7, as applicable, as follows: For shear loads Vepplied 15 0 .2 Vagowable,AsD, the full allowable load in tension must be permitted. For tension loads Teppiled !g 0.2Tegoweb!e.ASD, the full allowable load in shear must be permitted. For all other cases: Tapplted + Vapp1ed < 1.2 (Eq-4) TailowableASD ValiowabLeASD 4.3 Installation: Installation parameters are provided in Tables IA, lB and 6 and Figures 2, SA, SB, SC, and 5D. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KB-TZ must be installed in accordance with manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into the concrete using carbide-tipped masonry drill bits complying with ANSI B212.I5-1994 or using the Hilti SafeSet SystemTM with Hilti TE-YD or TE-CD Hollow Drill Bits complying with ANSI B212.15-1994 with a Hilti vacuum with a minimum value for the maximum volumetric flow rate of 129 CFM (61 Us). The Hollow Drill Bits are not permitted for use with the /8" and 3/4I diameter KB-TZ anchors. The minimum drilled hole depth, ho, is given in Tables IA and lB. When drilling dust is not removed after hole drilling, make sure to drill deep enough to achieve hnom taking into account the depth of debris remaining in the hole. If dust and debris is removed from the drilled hole with the Hilti TE-YD or TE-CD Hollow Drill Bits or compressed air or a manual pump, hnom is achieved at the specified value of ho noted in Tables IA and lB. The anchor must be hammered into the predrilled hole until hnom is achieved. The nut must be hand-tightened against the washer until the torque values specified in Tables 1A and 18 are achieved. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck not exceed the diameter of the hole in the concrete by more than 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figures 5A, SB and SC. The /8", /2" and /8" anchors may be installed using the Hilti Safe-SetTm System consisting of the Hilti SIW-6AT-A22 Impact Wrench used together with the Hilti SI-AT-A22 Adaptive Torque Module in accordance with the manufacturer's published installation instructions as shown in Figure 7A. 4.4 Special Inspection: Periodic special inspection is required in accordance with Section 1705.1.1 and Table 1705.3 of the 2018 and 2015 IBC and 2012 IBC; Section 1704.15 and Table 1704.4 of the 2009 IBC, as applicable. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, anchor spacing, edge distances, concrete member thickness, tightening torque, hole dimensions, anchor embedment and adherence to the manufacturer's printed installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE The Hilti KB-TZ anchors described in this report comply with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Anchor sizes, dimensions, minimum embedment depths and other installation parameters are as set forth in this report. 5.2 The anchors must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. 5.3 Anchors must be limited to use in cracked and uncracked normal-weight concrete and lightweight concrete having a specified compressive strength, f's, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal-weight or sand-lightweight concrete over metal deck having a minimum specified compressive strength, f, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The values of fc used for calculation purposes must not exceed 8,000 psi (55.1 MPa). 5.5 The concrete shall have attained its minimum design strength prior to installation of the anchors. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable design values are established in accordance with Section 4.2. 5.8 Anchor spacing and edge distance as well as minimum member thickness must comply with Tables 3, 4, and 6, and Figures 4, SA, SB, SC and 5D. 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and Page 119 of 139 details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of expansion anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.11 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (ft > fe), subject to the conditions of this report. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces in locations designated as Seismic Design Categories A through F of the IBC, subject to the conditions of this report. 5.13 Where not otherwise prohibited in the code, KB-TZ anchors are permitted for use with fire-resistance- rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support a fire-resistance-rated envelope or a fire-resistance-rated membrane are protected by approved fire-resistance-rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. Anchors are used to support nonstructural elements. 5.14 Use of zinc-coated carbon steel anchors is limited to dry, interior locations. 5.15 Use of anchors made of stainless steel as specified in this report are permitted for exterior exposure and damp environments. 5.16 Use of anchors made of stainless steel as specified in this report are permitted for contact with preservative- treated and fire-retardant-treated wood. 5.17 Anchors are manufactured by Hilti AG under an approved quality-control program with inspections by ICC-ES. 5.18 Special inspection must be provided in accordance with Section 4.4. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2017, (editorially revised April 2018), which incorporates requirements in ACI 355.2-07 I ACI 255.2-04 for use in cracked and uncracked concrete. 6.2 Quality-control documentation. 7.0 IDENTIFICATION 7.1 The anchors are identified by packaging labeled with the manufacturer's name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-1917). The anchors have the letters KB-TZ embossed on the anchor stud and four notches embossed into the anchor head, and these are visible after installation for verification. 7.2 The report holder's contact information is the following: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (918) 872-8000 www.hilti.com Page 120 of 139 TABLE 1A—SETTING INFORMATION (CARBON STEEL ANCHORS) SETTING Nominal anchor diameter (in.) __________________ INFORMATION Symbol Units 3, B 1.2 ' 1$ 5. 3'4 In. 0.375 0.5 0.625 0.75 Anchor O.D. d,, (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit d t In. 3/8 ' 8 1, /8 3/4 diameter Effective min. In. 11/3 2 2/4 2 3I4 31I8 4 3'/.s 33/4 43/4 embedment h,,, (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) Nominal in. 113/,, 2/, 31/16 2/ 35/s ap/16 47i 313/, 4/l6 55/, embedment (mm) (46) (59) (78) (60) (91) (91) (113) (97) (110) (136) In. 2 2/ 3/ /B 2 4 33/ 43/ 4 41/ 53/ Mm. hole depth h,, (mm) (51) (67) (86) (67) (102) (95) (121) (102) (114) (146) Mm. thickness of In. 0 0 0 3/, 1, 3/8 3 /4 0 0 /8 fastened part' tlflbi (mm) (0) (0) (0) (19) (6) (9) (19) (0) (0) (23) Required ft-lb 25 40 60 110 Installation torque2 T,,,,,, (Nm) (34) (54) (81) (149) Mi dia. of hole d5 In. /16 °/16 h/16 /16 in fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 33/4 5 33/4 I 4/3 I 5/3 I7 43/4 I 6 8'/3 I 10 5I2 7 8 I 10 lengths (mm) (76) (95) (127) (95) I I (114) (140) I I (178) (121) I I (152) (216) I I (254) (140) I I (178) (203) (254) Threaded length In. 11/3 21/4 31/2 1 /8 I 2/B 33/s I 4 /8 1 /3 I 2/ 5'/4 I 6 /4 2'/3 I (incl. dog point) ttIoad (mm) (38) (57) (93) (41) I (60) (86) I (124) (38) I (70) (133) I (171) (63) i (103) (128) I (179) Unthreaded lunar In. 21I8 31/4 3 length (mm) (39) (54) (83) (77) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2See section 4.3 for alternate installation with Hilti Safe_SetTM System consisting of the Hilti SIW.6AT-A22 Impact Wrench used together with the Hilt! Sl-AT-A22 Adaptive Torque Module. TABLE IB—SETTING INFORMATION (STAINLESS STEEL ANCHORS) SETTING Nominal anchor diameter (in.) INFORMATION Symbol Units /8 1 '2 5 '8 3 /4 In. 0.375 0.5 0.625 0.75 Anchor O.D. d. (mm) (9.5) (12.7) (15.9) (19.1) Nominal bit d, In. 3 Ia '/2 S/4 diameter Effective mm. In. 2 2 31/ 31/ 4 33/4 43/4 embedment (mm) (51) (51) (83) (79) (102) (95) (121) Nominal in. 2/ 3/ 4"/is 4 /16 embedment h,,011, (59) (60) (91) (91) (113) (110) (136) In. 2/ 2/ 4 3/ 41/ 5/4 Mm. hole depth h,, (mm) 1 (67) (67) (102) (95) (121) (114) (146) Mm. thickness of In. /4 3/4 /4 /8 3 "4 1/8 1/8 fastened part' (mm) (6) (19) (6) (9) (19) (3) (41) Required ft-lb 25 40 60 110 Installation torque 2 TInn (Nm) (34) (54) (81) (149) Mi dia. of hole in d5 In. /,a 9j 16 11 1,6 13 /16 fastened part (mm) (11.1) (14.3) (17.5) (20.6) Standard anchor In. 3 I 33/4 I s 33/4 I 'i 5'/2 i I 6 8'/2 10 51/ 8 I 10 lengths (auth (mm) (76) I (95) (127) (95) I 1(114) (140) I (178) (121) I I (152) (216) (254) (140) I I (203) I I (254) Threaded length In. 1 /8 1 I 1/8 2/ 1 /8 2/ 3/ 4/ 1/3 I 2/ 5'! 6/4 1/2 I 6 (incl. dog point) lthread (mm) (22) I I (41) (73) (41) • I (°) (86) I I (124) (38) I I (70) (133) (171) (38) I I (102) (152) In. 21/ 21/ 31I4 4 Unthreaded length (a,,,,, (mm) (54) (54) (83) (1 02) 'The minimum thickness of the fastened part is based on use of the anchor at minimum embedment and is controlled by the length of thread. If a thinner fastening thickness is required, increase the anchor embedment to suit. 2See section 4.3 for alternate installation with I-Iilti SafeSetTM System consisting of the Hilt! SIW-6AT-A22 Impact Wrench used together with the Hilt! SI-AT-A22 Adaptive Torque Module. Page 121 of 139 UNC thread mandrel dog point nut FIGURE 1—HILTI CARBON STEEL KWIK BOLT TZ (KB-TZ) (a, ho FIGURE 2—KB-TZ INSTALLED TABLE 2—LENGTH IDENTIFICATION SYSTEM (CARBON STEEL AND STAINLESS STEEL ANCHORS) Length lDmarking A B C D E F G H I J K L M N 0 P Q R S T U V W on bolt head Length oflFrom 1 1/2 22%331A441/2 551/2 661/2 771/2 881/2 994101112131415 anchor, lUptobut 6nch (inche S) not 2 2'A 3 3% 4 4% 5 5% 6 6% 7 7% 8 8% 9 9% 10 11 12 13 14 15 16 including FIGURE 3—BOLT HEAD WITH LENGTH IDENTIFICATION CODE AND KB-TZ HEAD NOTCH EMBOSSMENT Page 122 of 139 TABLE 3-DESIGN INFORMATION, CARBON STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units Is 1, 2 5 lB 3 14 in. 0.375 0.5 0.625 0.75 Anchor O.D. d0 (mm) (9.5) (12.7) - (15.9) - (19.1) in. 1/2 2 2/4 2 31! 31/ 4 3'/4 33/4 4/4 Effective mm. embedment' h f e (mm) (38) (51) (70) (51) (83) (79) (102) (83) (95) (121) Mm. member thickness2 h,,,,, in. 31/4 4 I 5 I 5 4 I 6 6 8 5 6 8 51I2 6 8 (mm) (83) (102) (127) (127) (102) 1(152) (152) (203) (127) (152) (203) (140) (152) (203) in. 6 43/s I ' 4'1 5'/2 I 41/3 7'/2 6 6'/2 8/, 6!, 12 10 L(203) 9 Critical edge distance c,,, i(mm) () I (102) (105) (140)1(114) (191) (152) (165) (222) (171) (305) (254) (229) In. 8 2/3 21/2 2/4 2/ 35/8 3/4 9'2 4/4 41I min _______ (mm) (203) (64) (64) (70) (60) (92) (83) (241) (121) (105) Mm. edge distance in. 8 5 5 53/4 53/4 61/e 57/8 5 10'/2 8/ for s a (mm) (203) (127) (127) (146) (146) (156) (149) (127) (267) (225) in. 8 2'/2 2'/2 2/4 2/ 31/ 3 5 5 4 S41 _______ (mm) (203) (64) (64) (70) (60) (89) (76) (127) (127) (102) Mm. anchor spacing In. 8 35/s 35/8 41/ 31/2 43/ 41/ 92 9 /2 73/4 for c a (mm) (203) (92) (92) (105) (89) (121) (108) (241) (241) 1 (197) in. 2 2/ 33/s 2/ 4 33/4 43/4 4 4'/3 5/4 Mm. hole depth in concrete h, (mm) (51) (67) 1 (86) (67) (102) (98) 1 (121) (102) (117) (146) lb/in2 100,000 84,800 84,800 84,800 Mm. specified yield strength ' (N/mm) (690) (585) (585) (585) lb/in2 125,000 106,000 106,000 106,000 Mm. specified ult. strength "s (N/mm2) (862) (731) (731) (731) In 0.052 0.101 0.162 0.237 Effective tensile stress area A,,,,.N (mm2) (33.6) (65.0) (104.6) (152.8) lb l 6,500 10,705 25,120 17,170 Steel strength in tension N,,,, (kN) (28.9) - (47.6) (76.4) (111.8) lb 2,180 3,595 5,495 8,090 13,675 Steel strength in shear V. (16.0) (24.4) (36.0) (60.8) Steel strength in shear, V,,,,,,, lb 2,180 2,255 5,495 7,600 11,745 seismic3 (kN) (9.7) (10.0) (24.4) (33.8) (52.2) Pullout strengthuncracked lb 2,160 2,515 I 4,110 I NA I 5,515 NA I 9,145 NA I 8,280 110,680 1(47.5) concrete (kN) (kN) (9.6) (11.2) (18.3) (24.5) (40.7) (36.8) Pullout strength cracked N, lb NA 2,270 I 3,160 I NA I 4,915 I NA NA concrete (kN) - (10.1) I (14.1) I (21.9) 1 Anchor category5 2 1 Effectiveness factor k,,,,,, uncracked concrete 24 Effectiveness factor k,, cracked concrete 17 1.0 Coefficient for pryout strength, kcp 1.0 2.0 1.0 2.0 Strength reduction factor g for tension, steel failure 0.75 mode? Strength reduction factor 0 for shear, steel failure 0.65 modes' Strength reduction 0 factor for tension, concrete 0.55 0.65 failure modes or pullout, Condition B9 Strength reduction 5 factor for shear, concrete failure 0.70 modes, Condition B Axial stiffness in service load I lb/in. 600,000 range" p lb/in. 135,000 For SI: 1 inch = 25.4 mm, I lbf = 4.45 N, 1 psi = 0.006895 MPa. For pound-inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2For sand-lightweight or normal-weight concrete over metal deck, see Figures 5A, 513, 5C and 50 and Tables 5 and 6. 3See Section 4.1.8 of this report. 4For all design cases W, .p=1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 5See ACI 318-14 17.3.3 or ACI 318-11 0.4.3, as applicable. 6See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 7For all design cases 1PC.N =1.0. The appropriate effectiveness factor for cracked concrete (k,,,) or uncracked concrete (k,,,,,,,) must be used. 8The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 0.1, as applicable. 9For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 10Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. Page 123 of 139 TABLE 4-DESIGN INFORMATION, STAINLESS STEEL KB-TZ Nominal anchor diameter DESIGN INFORMATION Symbol Units /8 112 /4 in. 0.375 0.5 0.625 0.75 Anchor O.D. do (mm) (9.5) (12.7) - (15.9) (19.1) in. 2 2 31/ 31I 4 33/4 43/4 Effective mm. embedment' h r (mm) (51) 1 (51) (83) (79) (1 2) 1 (95) (121) in. 415 416 618 5 6 1 8 618 8 Mm. member thickness (mm) (102) I (127) (102) (152) (152) I (203) (127) (152) I (203) (152) (203) (203) in. 4/8 I 3 /8 51/2 I 4'/2 7'/3 6 7 8 /8 6 10 7 9 Critical edge distance COC (mm) (111) I (98) (140) I (114) (191) I I (152) (178) (225) I (152) (254) I (178) (229) in. 2/3 2/ 21/ 31/ 23/8 41/4 4 C (mm) (64) (73) (54) (83) (60) (108) (102) Mm. edge distance in. 5 53/4 51/4 51/2 5/3 10 81/2 for S a (mm) (127) (146) (133) (140) (140) (254) (216) in. 2'/ 21/ 2 2/4 23/8 5 4 SmJn (mm) (57) (73) (51) (70) 1 (60) (127) (102) Mm. anchor spacing in. 31/2 41/3 31/ 41/ 41/4 91/2 7 for C a (mm) (89) (114) 1 (83) (105) (108) (241) (178) in. 2/ 2/ 4 3/ 4/ 4'/2 53/4 Mm. hole depth in concrete (mm) (67) (67) (102) (98) (121) (117) (146) lb/in2 92,000 92,000 92,000 76,125 Mi specified yield strength ' (N/mm2) (634) (634) (634) (525) Win 115,000 115,000 115,000 101,500 Mm. specified ult. Strength G. (N/mm2) (793) (793) (793) (700) in 0.052 0.101 0.162 0.237 Effective tensile stress area AseN (mm2) (33.6) (65.0) (104.6) (152.8) l b 5,968 11,554 24,055 17,880 Steel strength in tension Nsa (kN) (26.6) (51.7) (82.9) (107.0) l b 4,720 6,880 15,711 9,870 Steel strength in shear V55 (kN) (21.0) (30.6) (43.9) (69.9) Pullout strength in tension, Np.eq lb 2,340 2,735 I NA I NA I 5,840 8,110 I I NA seismic2 (kN) (10.4) (12.2) I (26.0) (36.1) I Steel strength in shear, seismic2 V.,,, lb 2,825 6,880 9,350 12,890 (kN) (12.6) (30.6) (41.6) (57.3) Pullout strength uncracked N,,, lb 2,630 NA 5,760 NA NA 12,040 concrete3 (kN) (11.7) (25.6) (53.6) Pullout strength cracked N , 5, lb 2,340 3,180 NA NA I 5,840 I 8,110 NA concrete2 (kN) (10.4) (14.1) I (26.0) (36.1) Anchor category' 1 2 1 Effectiveness factor kuncr uncracked concrete 24 Effectiveness factor k5, cracked concrete 17 24 17 17 17 24 17 WC.N = k5,Jk 6 1.0 Strength reduction factor 0 for tension, steel failure 0.75 modes7 Strength reduction factor q for shear, steel failure modes7 0.65 Strength reduction II factor for tension, concrete failure 0.65 0.55 0.65 modes, Condition B8 Coefficient for pryout strength, k5 1.0 I 2.0 Strength reduction 0 factor for shear, concrete failure 0.70 modes, Condition Be Axial stiffness in service load I fiw,cr I lb/in. 120,000 range lb/in. 90,000 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N, 1 psi = 0.006895 MPa For pound-inch units: 1 mm = 0.03937 inches. 'See Fig. 2. 2See Section 4.1.8 of this report. NA (not applicable) denotes that this value does not control for design. 3For all design cases W =1.0. NA (not applicable) denotes that this value does not control for design. See Section 4.1.4 of this report. 4See ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable. 5See ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable. 6For all design cases WCN =1.0. The appropriate effectiveness factor for cracked concrete (k5,) or uncracked concrete (k5551) must be used. 7The KB-TZ is a ductile steel element as defined by ACI 318 Dl. 8For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable. Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c), as applicable, is not provided, or where pullout or pryout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors associated with Condition A may be used. 9Mean values shown, actual stiffness may vary considerably depending on concrete strength, loading and geometry of application. Sdesign Cdeslgn Page 124 of 139 I . hmin a cmin ats_ - 5d:ign h hmin I I Cdesign edge distance c FIGURE 4-INTERPOLATION OF MINIMUM EDGE DISTANCE AND ANCHOR SPACING TABLE 5-HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1'678 DESIGN INFORMATION Symbol Units Anchor Diameter '8 1,2 5/8 /4 Effective Embedment h81 in. 1 /2 2 Depth 2/4 2 3'/4 3'/a 14 3/4 33/4 Minimum Hole Depth h0 in. 2 2 /8 3/ 2 /8 4 33/4 43/4 4 41/ Loads According to Figure 5A Pullout Resistance, uncracked concrete 5 Np.deck.unrr lb 1,365 2,060 3,070 2,060 3,695 2,825 6,555 4,230 4,255 Pullout Resistance, cracked concrete 6 Np.ddxr lb 1,145 1,460 2,360 1,460 2,620 2,000 4,645 3,000 3,170 Steel Strength in Shear Vsa.dea lb 1,745 2,130 2,715 3,000 4,945 4,600 6,040 4,840 6,190 Steel Strength in Shear. Seismic 8 V.Aa..q lb 1,340 1,340 1,710 3,000 4,945 4,320 5,675 3,870 5,315 Loads According to_ Figure 5B Pullout Resistance, uncrackedconcrete5 Np,4eci,,,,ncr lb 1,365 2,010 3,070 2,010 3,695 2,825 5,210 4,230 4,255 Pullout Resistance, cracked concrete 6 lb 1,145 1,425 2,360 1,425 2,620 2,000 3,875 3,000 3,170 Steel Strength in Shear7 lb 1,745 2,130 2,715 2,600 4,065 4,600 5,615 4,840 6,190 Steel Strength in Shear, Seismic 8 lb 1 1,340 1 1,340 1 1,710 2,600 4,065 4,320 5,275 3,870 5,315 Loads According to Figure 5C Pullout Resistance, uncracked concrete lb 1,285 1,845 1,865 3,375 4,065 Pullout Resistance, cracked concrete 6 lb 1,080 1,660 1,325 3,005 2,885 Steel Strength in Shear lb 1,845 2,845 2,585 3,945 4,705 Steel Strength in Shear, Selsmics lb 1,790 1,790 2,585 3,945 4,420 'Installations must comply with Sections 4.1.10 and 4.3 and Figures 5A, 513 and 5C of this report. 2The values for 4p in tension and 4 in shear can be found in Table 3 of this report. 3Charactertistic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f',/ 3000)'12 for psi or (f',/ 20.7)' for MPa [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 4Evaluation of concrete breakout capacity in accordance with ACI 318-14 17.4.2, 17.5.2 and 17.5.3 or ACI 318-11 D.5.2, D.6.2, and D.6.3, as applicable, is not required for anchors installed in the deck soffit. 5The values listed must be used in accordance with Section 4.1.4 of this report. 'The values listed must be used in accordance with Sections 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.5 of this report. 'The values listed must be used in accordance with Section 4.1.8.3 of this report. Values are applicable to both static and seismic load combinations. Page 125 of 139 TABLE 6—HILTI KWIK BOLT TZ (KB-TZ) CARBON STEEL ANCHORS SETTING INFORMATION FOR INSTALLATION ON THE TOP OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES ACCORDING TO FIGURE 5D'2'3'4 DESIGN INFORMATION Symbol Units Nominal anchor diameter 34 /2 Effective Embedment hef in. Depth 11/2 2 2 Nominal Embedment Depth hnom in. 113/16 2% Minimum Hole Depth h0 in. 2 2I 2/ Minimum concrete thickness5 hmjn deck in. 21/4 31/ 31/ Critical edge distance Cec.deck,k,p in. 8 41/2 6 Minimum edge distance Cm!n,dec,top in. 16 3 41I2 Minimum spacing Sm!ndeck,top in. 8 4 61/2 Required Installation Torque ft-lb 25 25 40 'Installation must comply with Sections 4.1.10 and 4.3 and Figure 5D of this report. 2For all other anchor diameters and embedment depths refer to Table 3 and 4 for applicable values of hmin, c,,,,, and s 1,. 3Design capacity shall be based on calculations according to values in Table 3 of this report. 4Applicable for 31/4-in 15 <4-in. For h,,.,,4 a 4-inch use setting information in Table 3 of this report. 5Minimum concrete thickness refers to concrete thickness above upper flute. See Figure 50. Minimum 5/8" Typiöai ,, co Upper lut Minimum -20 Gauge rv'! L ey) __ Mm. 4_i/21'j Mm. 4-1/2" Steel W-Deck. \ Lower. Mm. 12" Typical L Flute I r Max. 1" Offset Typical (Ridge) FIGURE 5A—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Minimum 5/8" Typical Mm. 2-1/2' for 3/8,1/2, 5/84-1/8 and 3/44-1/4 Mm. 3-1/4" for 5/80 and 3/4x3-3/4 Max. 3" Minimum L 20 Gauge Steel W-Deck FIGURE 513—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES — W DECK' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Page 126 of 139 Minimum 518" Typical • .Sli •4 AIM Upper Flute 1-4 41 Min. 3~1/2" FIGURE 5C—INSTALLATION IN THE SOFFIT OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - B DECK' .2 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum '/8-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lower flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2Anchors may be placed in the upper flute of the steel deck profiles in accordance with Figure 513 provided the concrete thickness above the upper flute is minimum 2'/4-inch and the minimum hole clearance of 5/8-inch is satisfied. Mm. 2-1/4" for 3/8"xl-1/2", Mm. 3-1/4" for 3/8"x2" and 1/2" J\ Minimum '-20 Gauge Steel BDeck Lower Flute (Ridge) FIGURE 5D—INSTALLATION ON THE TOP OF CONCRETE OVER METAL DECK FLOOR AND ROOF ASSEMBLIES - B DECK 1.2 'Refer to Table 6 for setting information for anchors in to the top of concrete over metal deck. 2Applicable for 21/4-in 5 h1h, < 4-in for 3j x 1'/2" anchors and 3'/4-in :5 h, c 4-in for /" x 2" and 1/2 anchors. For 'a 4-inch use setting information in Table 3 of this report. Page 127 of 139 TABLE 7—EXAMPLE ALLOWABLE LOAD VALUES FOR ILLUSTRATIVE PURPOSES Allowable tension (lbf) Nominal Anchor diameter (in.) Embedment depth (in.) Carbon Steel Stainless Steel f = 2,500 psi 1/8 11/2 800 NA 2 1,105 1,155 2I4 1,805 NA 1/2 2 1,490 1,260 31/4 2,420 2,530 /8 31/8 2,910 2,910 4 4,015 4,215 3/4 31/4 3,085 NA 33/4 3,635 1 3,825 43/4 4,690 1 5,290 For SI: 1 lbf = 4.45 N, 1 psi = 0.00689 We 1 psi = 0.00689 MPa. 1 inch = 25.4 mm. 'Single anchors with static tension load only. 2Concrete determined to remain uncracked for the life of the anchorage. 3Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable (no seismic loading). 30% dead load and 70% live load, controlling load combination 1.213 + 1.6 L. 5Calculation of the weighted average for a = 0.31.2 + 0.7*1.6 = 1.48. 8f = 2,500 psi (normal weight concrete). = c02 a Cac 8h ~ h,,4 'values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3(c) or ACI 318-11 D.4.3(c) is not provided, as applicable. Hilti SafeSetTM System with Hollow Drill Bit Hilti TE-CD or TE-YD Hollow Carbide Drill Bit with a Hilti Vacuum (Der section 4.3) Hilti SafeSetTM System with the Adaptive Torque Tool Hilti SIW-6AT-A22 Impact Wrench with the Hilti Sl-AT-A22 Adaotive Toraue Module Hilti Dust Removal Systems Hilti Rotary Hammer Drill with DRS (Dust Hilti TE DRS-D Dust Removal Removal System) Module System with Hilti Vacuum FIGURE 6—HILTI SYSTEM COMPONENTS Page 128 of 139 3/8" Diameter 1/2" Diameter 4 'T. AZI :dbit ii - RS - dh - Id0 =0 1/2 ws 07 f0etMetl1w A' 0 - It r_u 900 .: • 'inst 0 SIW.6AT.A22* 5/8" Diameter 3/4" Diameter FIGURE 7—INSTALLATION INSTRUCTIONS Ap .. ? —L$ \ ; lx T 9 SIW4AT.A22 Oh - Page 129 of 139 ft13OII /sI.AT2 MOM (D ll~ sxw.eAr4 4• -.. ;4i• •4•• • 5 qw- 119, LJCJEE1 SI.AI.AV lw d_IE U iz ONI7 JEEJ, Alsom"my FIGURE 7A—INSTALLATION INSTRUCTIONS USING SI-AT-A22 ADAPTIVE TORQUE SYSTEM Page 130 of 139 AV Given: Two '/2-inch carbon steel KB-TZ anchors under static tension .EJ. N A - load as shown. _e_ 1.5h he,3.25in. - I - I Normal weight concrete, f = 3,000 psi No supplementary reinforcement (Condition Bper ACI 318-14 Assume cracked concrete since no other information is available 1.5 h Needed: Using Allowable Stress Design (ASD) calculate the allowable tension load for this configuration. L_1.5 hetj.. C = 4 J A-A Calculation per ACl 318-14 Chapter 17, ACI 318-11 Appendix D and this report. AC1318-14 AC1318-11 Report Step 1. Calculate steel capacity: q N = q nAf = 0.75x 2 x 0.101 x 106,000 = 16,0591b 17.4.1.2 D.5.1.2 §4.1.2 Check whether f t, is not greater than 1.9f., and 125,000 Psi. 17.3.3(a) D.4.3(a) Table 3 Step 2. Calculate concrete breakout strength of anchor in tension: ANc NCbS = 4IeCNYICd,NV/C,NYICP,NNb 17.4.2.1 0.5.2.1 § 4.1.3 ANCO Step 2a. Verify minimum member thickness, spacing and edge distance: hmin = 6 in. 6 in. .. ok Smin 2.375, 5.75 17.7 D.8 Table 3 slope = 2.375-5.75 = -3.0 \ Fig. 4 3.5-2.375 For c,,,,,,,= 4 i => 2.375 controls 3.5,2.375 SW,, = 5.75 -[(2.375 - 4.0)(-3.0)] = 0.875 < 2.375 in < 6in:. ok 0.875 _ Step 2b. For AN check 15het = 1.5(3.25) = 4.88 in> C 3.0hei = 3(3.25)= 9.75 in> s 17.4.2.1 D.5.2.1 Table 3 Step 2c. Calculate AN and ANc for the anchorage: ANCO = 9h, = 9 x (3.25)2 = 95.lin.2 17.4.2.1 0.5.2.1 Table 3 ANC = (1.5h, + c)(3h0, + s) = [1.5 x (3.25) + 4][3 x (3.25) + 6] = 139.8tn.2 < 2ANCO :. ok Step 2d. Determine wec,,v: eN = 0:. Y/ec,N = 1.0 17.4.2.4 D.5.2.4 - Step 2e. Calculate Nb:Nb = kg',.AasJ7h = 17 X 1.0 X X 3.25 = 5,456 lb 17.4.2.2 D.5.2.2 Table 3 Step 2f. Calculate modification factor for edge distance: 1'ed,N = 0.7+0.3 = 0.95 17.4.2.5 D.5.2.5 Table 3 5(325) 1. Step 2g. Calculate modification factor for cracked concrete: Vic,1V =1.00 (cracked concrete) 17.4.2.6 D.5.2.6 Table 3 Step 2h. Calculate modification factor for splitting: , =1.00 (cracked concrete) - - § 4.1.10 Table 3 Step 2i. Calculate 0 N bg 0 Ncbg =0.65 x 139.8 x 1.00 x 0.95 x 1.00 x 5,456 = 4,952 lb 9S.1 17.3.3(c) D.4.3(c) Table 3 3000 Step 3. Check pullout strength: Table 3, #nNPft fl, = 0.65 x 2 x 5,515 lb X = 7,852 lb >4,952 .. OK A 17.4.3.2 D.5.3.2 D.4.3(c) §4.1.4 Table 3 17.3.3(c) Step 4. Controlling strength: 0 Ncbg = 4,952 lb < bnN, < .. oNcbg controls 17.3.1.2 0.4.1.2 Table 3 Step 5. To convert to ASD, assume U = 1.21) + 1.6L: Tflh,O%V =4,952 = 3,346 lb. - - § 4.2 FIGURE 8-EXAMPLE CALCULATION Page 131 of 139 ICC-ES Evaluation Report ESR-1917 LABC and LARC Supplement Reissued May 2019 This report is subject to renewal May 2021. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 030000—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 0500 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK BOLT TZ CARBON AND STAINLESS STEEL ANCHORS IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KWIK BOLT TZ carbon and stainless steel anchors in cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-1917, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 2017 City of Los Angeles Building Code (LABC) 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Hilti KWIK BOLT TZ carbon and stainless steel anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1917, comply with LABC Chapter 19, and LARC, and are subject to the conditions of use described in this report. 3.0 CONDITIONS OF USE The Hilti KWIK BOLT TZ carbon and stainless steel anchors in cracked and uncracked concrete described in this evaluation report must comply with all of the following conditions: All applicable sections in the master evaluation report ESR-1917. The design, installation, conditions of use and labeling of the anchors are in accordance with the 2015 International Building Code® (2015 IBC) provisions noted in the master evaluation report ESR-1917. The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. Under the LARC, an engineered design in accordance with LARC Section R301.1.3 must be submitted. The allowable and strength design values listed in the master evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the master report, reissued May 2019. Page 132 of 139 DIVISION: 050000—METALS SECTION: 0505 23—METAL FASTENINGS REPORT HOLDER: ELCO CONSTRUCTION PRODUCTS EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS PMG (Pi ~TED alk "2014 Recipient of Prestigious Western States Seismic Policy Council 'qsu INILRNAIIONAL (WSSPC) Award in Excellence A Subsidiary of CODECOUCIL' ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not speccally addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this Isc report, or as to any product covered by the report. Rod= I 1000 Copyright 0 2018 ICC Evaluation Service, LLC. All rights reserved. Page 133 of 139 ICC-ES Evaluation Report ESR-3332 Reissued September 2018 This report is subject to renewal September 2019. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 050000—METALS Section: 05 05 23—Metal Fastenings REPORT HOLDER: ELCO CONSTRUCTION PRODUCTS EVALUATION SUBJECT: DRIL-FLEX® SELF-DRILLING STRUCTURAL FASTENERS ADDITIONAL LISTEE: HlLTl, INC. PRODUCT NAME: KWIK-FLEX'SELF DRILLING SCREWS 1.0 EVALUATION SCOPE Compliance with the following codes: 2015, 2012, 2009 and 2006 International Building Code® (IBC) 2015, 2012 and 2009 International Residential Code® (lRC) Property evaluated: Structural 2.0 USES Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are used in engineered connections of cold- formed steel members. The fasteners may be used under the IRC when an engineered design is submitted for review in accordance with lRC Section R301.1.3. 3.0 DESCRIPTION 3.1 General: Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are proprietary, self-drilling tapping screws that have a dual heat treatment and that are coated with a corrosion-preventive coating identified as Silver Stalgard®. The drill point and lead threads of the screws are heat- treated to a relatively high hardness to facilitate drilling and thread forming. The balance of the fastener is treated to a lower hardness complying with the hardness limits for SAE J429 Grade 5 screws and the hardness limits for ASTM A449-10 Type I screws. The threaded portion of the screw with the lower hardness is considered the load- bearing area, used to transfer loads between connected elements. See Figures 10, 11 and 12. Table I provides screw descriptions (size, tpi, length), nominal diameters, head styles, head diameters, point styles, drilling capacities and length of load-bearing area. 3.1.1 EDX445 (Type 1): The E0X445 screw is a #10, coarse threaded screw with a phillips pan head. See Figure 1. 3.1.2 EAF430, EAF460, EAF470, EAF480 (Type 2): These screws are #10, coarse threaded screws with an indented hex washer head. See Figure 2. 3.1.3 EAF62I, EAF64I, EAF68I, EAF690, EAF7I5 (Types 3 and 4): These screws are #12, coarse threaded screws with an indented hex washer head. See Figure 3. 3.1.4 EAF755 (Type 5): The EAF755 screw is a #12, fine threaded screw with an indented hex washer head. See Figure 4. 3.1.5 EAF8I6, EAF84I, EAF846 (Type 6): These screws are 1/4-inch-diameter, coarse threaded screws with an indented hex washer head. See Figure 5. 3.1.6 EAF865, EAF876, EAF886, EAF890 (Type 7): These screws are 1/4-inch-diameter, fine threaded screws with an indented hex washer head. See Figure 6. 3.1.7 EAF888 (Type 8): The EAF888 screw is a 114-inch- diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 7. 3.1.8 EAF900, EAF9I0 (Types 9 and 10): These screws are 1/4-inch-diameter, partially threaded, fine threaded screws with an indented hex washer head. 3.1.9 EAF940 (Type 11): The EAF940 screw is a 5/16-inch-diameter, fine threaded screw with an indented hex washer head. The lead threads have a design identified by the manufacturer as Round Body Taptite®. See Figure 8. 3.1.10 EAF960, EAF970 (Type 12): These screws are 5/16-inch-diameter, fine threaded screws with an indented hex washer head. At the lead end of the screw, the shank of the screw is notched to form a shank slot. See Figure 9. 3.2 Screw Material: The screws are formed from alloy steel wire complying with the manufacturer's specifications. The screws are heat- treated to a through-hardness of 28 to 34 HRC. The drilling point and lead threads are heat-treated to a minimum of 52 HRC. 3.3 Connected Material: The connected steel materials must comply with one of the standards listed in Section A2.1.1 of AISI SI00-12 (Section A2 of AISI SI00-07 for the 2012 and 2009 IBC, AISI-NAS for the 2006 IBC) and must have the minimum thickness, yield strength and tensile strength shown in the tables in this report. 4.0 DESIGN AND INSTALLATION 4.1 Design: ICc-ES Evaluation Reports are not to be construed as representing aesthetics or am' other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a reco,n,nendation for its ,,se. There is no warranty by IC'C Evaluation Service. LLC, express or implied, as to anvfinding or other matter in this report, or as to any product covered by the report. Copyright© 2018 icc Evaluation Service, LLc. All rights reserved. Page 1 of 6 'E&R-3332 I Most Widely Accepted and Trusted Page 134 of 139 Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners are recognized for use in engineered connections of cold-formed steel construction. Design of the connections must comply with Section E4 of AISI SIOO (AISI-NAS for the 2006 IBC). Nominal and available fastener tension and shear strengths for the screws are shown in Table 2. Available connection shear, pull-over and pull-out capacities are given in Tables 3, 4 and 5, respectively. For tension connections, the lowest of the available fastener tension strength, pull-over strength and pull-out strength, in accordance with Tables 2, 4 and 5, respectively, must be used for design. For shear connections, the lower of the available fastener shear strength and the shear (bearing) strength, in accordance with Tables 2 and 3, respectively, must be used for design. Design provisions for tapping screw connections subjected to combined shear and torsion loading are outside the scope of the report. The connection shear strength is for connections where the connected steel elements are in direct contact with one another. For screws used in framing connections, in order for the screws to be considered fully effective, the minimum spacing between the fasteners and the minimum edge distance must be three times the nominal diameter of the screws, except when the edge is parallel to the direction of the applied force, the minimum edge distance must be 1.5 times the nominal screw diameter. When the spacing between screws is 2 times the fastener diameter, the connection shear strength values in Table 3 must be reduced by 20 percent (Refer to Section 01.5 of AISI S200). For screws used in applications other than framing connections, the minimum spacing between fasteners must be three times the nominal screws diameter and the minimum edge and end distance must be 1.5 times the nominal screw diameter. Additionally, under the 2009 and 2006 IBC, when the distance to the end of the connected part is parallel to the line of the applied force, the allowable connection shear strength determined in accordance with Section E4.3.2 of Appendix A of AISI SI00-07 (AISI - NAS for the 2006 IBC) must be considered. Connected members must be checked for rupture in accordance with Section E6.of AISI SI00-12 for the 2015 IBC (Section E5 of AISI SI00-07/S2-10 for the 2012 IBC; Section E5 of AISI S1 00-07 for the 2009 IBC). When tested for corrosion resistance in accordance with ASTM B117, the screws meet the minimum requirement listed in ASTM F1941, as required by ASTM C1513, with no white corrosion after three hours and no red rust after twelve hours. 4.2 Installation: Installation of Elco Dril-Flex® and Hilti Kwik-Flex® Self- Drilling Structural Fasteners must be in accordance with the manufacturer's published installation instructions and this report. The manufacturer's published installation instructions must be available at the jobsite at all times during installation. Screw length and point style must be selected by considering, respectively, the length of load-bearing area and the drilling capacities shown in Table 1. The fasteners must be installed without predrilling holes in the receiving member of the connection. The drilling function of the fastener must be completed prior to the lead threads of the fastener engaging the metal. When the total connection thickness exceeds the maximum drilling capacity shown in Table 1, clearance holes must be provided in the attached material to reduce the thickness to be drilled by the screw. Clearance holes must be 13/64 15/64, 17/64 and 21/64 inch 5.9, 6.7 and 8.3 mm) in diameter for #10, #12, /4-inch-diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. The screw must be installed perpendicular to the work surface using a 1,200 to 2,500 rpm screw gun incorporating a depth-sensitive or torque-limiting nose piece. The screw must penetrate through the supporting metal with a minimum of three threads protruding past the back side of the supporting metal. 5.0 CONDITIONS OF USE The Elco Dril-Flex® and Hilti Kwik-Flex® Self-Drilling Structural Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fasteners must be installed in accordance with the manufacturer's published installation instructions and this report. If there is a conflict between the manufacturer's published installation instructions and this report, the more severe requirements govern. 5.2 The allowable connection capacities specified in Section 4.1 are not to be increased when the fasteners are used to resist short-duration loads, such as wind or seismic forces. 5.3 The utilization of the nominal connection capacities contained in this evaluation report, for the design of cold-formed steel diaphragms, is outside the scope of this report. 5.4 Drawings and calculations verifying compliance with this report and the applicable code must be submitted to the code official for approval. The drawings and calculations are to be prepared by a registered design professional when required by the statutes of the jurisdiction in which the project is to be constructed. 5.5 The fasteners are manufactured under a quality- control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Tapping Screw Fasteners (ACI 18), dated February 2016. 7.0 IDENTIFICATION 7.1 The Elco Dril-Flex® and Hilti Kwik-Flex® self-drilling tapping screws are marked with a 0' on the top surface of the screw heads, as shown in Figures 1 through 9. Packages of self-drilling tapping screws are labeled with the report holder or listee name (Elco Construction Products or Hilti, Inc.) and address, product brand name (Dril-Fle)® or Kwik-Flex®), product number or item number, size and length, point style and the evaluation report number (ESR-3332). 7.2 The report holder's contact information is the following: ELCO CONSTRUCTION PRODUCTS 1302 KERR DRIVE DECORAH, IOWA 52101 (800) 435-7213 www.elcoconstruction.com infoEIco(sbdinc.com 7.3 The Additional Listee's contact information is the following: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com 'ESR-3332 I Most Widely Accepted and Trusted Page 135 of 139 TABLE 1-ELCO DRIL-FLEX SELF-DRILLING STRUCTURAL FASTENERS SCREW TYPE ELCO PRODUCT NUMBER HILTI ITEM NUMBER DESCRIPTION (nom. size-tpi x length) NOMINAL DIAMETER (in.) HEAD STYLE 1 HEAD DIAMETER (in.) POINT STYLE DRILLING CAPACITY (in.) LENGTH OF LOAD BEARING AREA2 (in.) . Mm. - Max 1 1 EDX445 03409732 #10-16x3/4 0.190 PPH 0.365 2 0.11 0.110 0.38 EAF430 00408123 #10-16x3/4 0.190 IHWH 0.399 3 0.11 0.150 0.38 EAF460 03489672 #10-16x1'/2 0.190 IHWH 0.399 3 0.11 0.150 1.00 2 EAF470 03458234 #10-16x2 0.190 IHWH 0.415 3 0.11 0.150 1.50 EAF480 03492651 #10-164'/2 0.190 IHWH 0.399 3 0.11 1 0.150 1.83 EAF621 00087572 #12-14x7/8 0.216 IHWH 0.415 3 0.11 0.187 0.38 EAF641 00087646 #12-141 0.216 IHWH 0.415 3 0.11 0.187 0.50 EAF681 00087647 #12-1402 0.216 IHWH 0.415 3 0.11 0.187 1.00 EAF690 00008595 #12-142 0.216 IHWH 0.415 3 0.11 0.187 1.50 4 EAF715 03011177 #12-14x3 0.216 IHWH 0.500 2 0.11 0.110 2.35 5 EAF755 03458235 #12-24x13/4 0.216 IHWH 0.415 5 0.11 0.500 0.80 EAF816 00087648 'I4-14x1 0.250 lF-IWH 0.500 3 0.11 0.210 0.45 6 EAF841 00087649 'I4-14x1'/2 0.250 IHWH 0.500 3 0.11 0.210 0.95 EAF846 00008598 '/4-144 0.250 IHWH 0.500 3 0.11 0.210 1.45 EAF865 03011203 '14-20x1'/8 0.250 IHWH 0.500 4 0.11 0.312 0.50 EAF876 00000451 'I4-20x1'12 0.250 IHWH 0.500 4 0.11 0.312 0.83 EAF886 00000452 1/4-204 0.250 IHWH 0.500 4 0.11 0.312 1.33 EAF890 00010436 '/4-204'/2 0.250 IHWH 0.500 4 0.11 0.312 1.83 8 EAF888 03458236 1l4-20x13/4 0.250 IHWH 0.500 5 0.11 0.500 0.80 9 EAF900 03414194 '/4-2003/8 0.250 IHWH 0.500 3 0.11 10.210 2.70 10 EAF910 03463594 1/4-20x4 0.250 IHWH 0.500 4 0.11 0.312 3.50 11 EAF940 03011230 51,5-18x1'/2 0.313 IHWH 0.600 3 0.11 0.312 0.80 EAF960 03006009 5/,6-24x1'/2 0.313 IHWH 0.600 4 0.11 0.312 0.80 12 EAF970 03432628 5/,6-24x2 0.313 IHWH 0.600 4 0.11 0.312 1.25 For SI: 1 inch = 25.4 mm. 'Head styles: IHWH = Indented Hex Washer Head; PPH = Phillips Pan Head. 2The Length of Load Bearing Area is based on the length of the threaded portion of the screw that is heat treated to HRC 28-34, and represents the limit of the total thickness of the connected elements. See Sections 3.1 and 4.2 and Figures 10 through 12 for further clarification. TABLE 2-FASTENER SHEAR AND TENSION STRENGTH, pounds-force' 2,3 SCREW TYPE SCREW SIZE NOMINAL STRENGTH (TESTED) ALLOWABLE STRENGTH (ASD) 0=3 DESIGN STRENGTH (LRFD) 0=0.5 Shear, P Tension, Pt. Shear, PSJfl Tension, P,51fl Shear, 0P Tension, 013, 1 #10-16 1526 2273 509 758 763 1136 2 #10-16 1463 2276 488 759 732 1138 3,4 #12-14 1992 3216 664 1072 996 1608 5 #12-24 2503 4177 834 1392 1252 2088 6 /14 2692 4363 897 1454 1346 2182 7, 9, 10 '/4-20 2659 4729 886 1576 1330 2364 8 /4-20 2617 4619 872 1540 1308 2309 11 I,-18 4568 8070 1523 2690 2284 4035 12 /,6-24 5471 8757 1824 2919 2736 4379 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N. 'For tension connections, the lower of the available fastener tension strength, pullover strength, and pull-out strength found in Tables 2, 4 and 5, respectively, must be used for design. 2For shear connections, the lower of the available fastener shear strength and the allowable shear (bearing) capacity found in Tables 2 and 3, respectively, must be used for design. 3NominaI strengths are based on laboratory tests. EM-3332 I Most Widely Accepted and Trusted Page 136 of 139 TABLE 3-SHEAR (BEARING) CAPACITY OF SCREW CONNECTIONS, pounds-force''2'3'4'° SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (in.) DESIGN THICKNESS (in.)5 0.048-0.048 0.048-0.075 0.060-0.060 0.075-0.075 /4 -0105 ALLOWABLE STRENGTH (ASD) 1 #10-16 0.190 289 289 404 - - - - 2 #10-16 0.190 369 395 453 - - - - 3,4 #12-14 0.216 356 573 513 497 - - - 6 /4-14 0.250 377 626 520 661 638 - - 7,8 '/4-20 0.250 3867.8 5267.8 5338 6708 5959 624° 5549 11 °/i -18 0.313 408 622 561 891 - - - 12 /-24 0.313 - - - - 1347 984 887 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 433 433 605 - - - - 2 #10-16 0.190 590 631 724 - - - - 3,4 #12-14 0.216 569 917 820 795 - - - 6 /414 0.250 603 1001 833 1058 1021 71 8 '/4-20 0.250 617'° 8427.8 8528 10728 9529 9999 8869 11 i-18 0.313 653 996 897 1425 - - - 12 /-24 0.313 - - - - 2155 1575 1419 For SI: 1 inch = 25.4 mm, I lbf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For shear connections, the lower of the available fastener shear strength and the available shear (bearing) capacity must be used for design. 3Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of F,, = 45 ksi. 4Available capacity for other member thickness may be determined by interpolating within the table. °Unless otherwise noted, when both steel sheets have a minimum specified tensile strength F. a 58 ksi, multiply tabulated values by 1.29 and when both steel sheets have a minimum tensile strength F. 2:65 ksi steel, multiply tabulated values by 1.44. 6The first number is the thickness of the steel sheet in in contact with the screw head (top sheet). The second number is the thickness of the steel sheet not in contact with the screw head (bottom sheet). 7When both steel sheets have a minimum specified tensile strength of F. a 55 ksi (e.g. ASTM A653 SS Grade 40), multiply tabulated values by 1.22. °When both steel sheets have a minimum specified tensile strength of F,,? 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. °When both steel sheets have a minimum specified tensile strength of F,, a 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. TABLE 4-TENSILE PULL-OVER CAPACITY OF SCREW CONNECTIONS, pounds-force' 3,4,5,6 SCREW TYPE CREW DESIGNATION NOMINAL DIAMETER (in.) MINIMUM EFFECTIVE PULL-OVER DIAMETER (in.) DESIGN THICKNESS OF MEMBER IN CONTACT WITH SCREW HEAD (in.) 0.048 0.060 0.075 0.105 ALLOWABLE STRENGTH (ASD) _____ 1 #10-16 0.190 0.357 386 4812 4812 48 12 4812 - - - 2 #10-16 0.190 0.384 415 4812 4812 4812 4812 - - - 3,4 #12-14 0.216 0.398 430 537 672 7342 7342 7342 - - 5 #12-24 0.216 0.398 430 537 672 7342 7342 7342 7342 7342 6 1/14 0.250 0.480 518 648 810 11262 11262 11262 - - 7,8 1/4 20 0.250 0.480 - 648 810 11262 11262 11262 11262 11262 11 5/1 -18 0.313 n/a2 - - - 11692 11692 - - - 12 5/,-24 0.313 n/a2 - - - 13262 13262 13262 13262 13262 DESIGN STRENGTH_(LRFD) __ __ _____ 1 #10-16 0.190 0.357 578 723 7812 7812 7812 - - - 2 #10-16 0.190 0.384 622 778 7812 7812 7812 - - - 3,4 #12-14 0.216 0.398 645 806 1007 11922 11922 11922 - - 5 #12-24 0.216 0.398 645 806 1007 11922 1192 11922 11922 11922 6 /4-14 0.250 0.480 778 972 1215 1701 18302 18302 - - 7,8 '/4-20 0.250 0.480 - 972 1215 1701 18302 18302 18302 1830 11 5/-18 0.313 n/a2 - - - 18712 18712 - - - 12 /,-24 0.313 n/a2 - - - 21212 21212 21212 21212 21212 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, 1 ksi = 6.89 Mpa. 'Available strengths are based on calculations in accordance with AISI S100, unless otherwise noted. 2Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100, or on the shear strength of the integral washer. Increasing values for higher steel tensile strength per Note 6 is not allowed. 3For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 4Values are based on steel members with a minimum yield strength of F. = 33 ksi and a minimum tensile strength of F. = 45 ksi. °Available capacity for other member thickness may be determined by interpolating within the table. °For steel with a minimum tensile strength F,, a 58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength F. a 65 ksi steel, multiply tabulated values by 1.44. ER-3332 I Most Widely Accepted and Trusted Page 137 of 139 TABLE 5—TENSILE PULL-OUT CAPACITY OF SCREW CONNECTIONS, pounds-force'2'3'45 SCREW TYPE SCREW DESIGNATION NOMINAL DIAMETER (in.) DESIGN THICKNESS OF MEMBER NOT IN CONTACT WITH SCREW HEAD (in.) 0.048 1 0.060 1 0.075 1 0.105 1/0 3,.. /4" ALLOWABLE STRENGTH(ASD) 1 #10-16 0.190 136 193 236 307 297 - - - 2 #10-16 0.190 136 193 236 307 297 - - - 3,4 #12-14 0.216 132 205 264 328 510 665 - - 6 /14 0.250 131 207 255 342 561 899 - - 7, 8, 9, 10 /20 0.250 - 2046 2606 4236 524 914 1044 1206 11 i08 0.313 - - - 520 707 - - - 12 /16-24 0.313 - - - 459 637 724 1189 1424 DESIGN STRENGTH (LRFD) 1 #10-16 0.190 217 309 378 492 476 - - - 2 #10-16 0.190 217 309 378 492 476 - - - 3,4 #12-14 0.216 211 328 423 525 816 1064 - - 6 /14 0.250 210 331 409 548 897 1439 - - 7, 8, 9, 10 /20 0.250 - 3266 416 6776 838 1462 7 1670 1930 11 /16-18 0.313 - - - 832 1131 - - - 12 F-24 0.313 - - - 735 1019 1159 1903 2279 For SI: 1 inch = 25.4 mm, 1 lbf = 4.4 N, I ksi = 6.89 Mpa. 'Available strengths are based on laboratory tests, with safety factors/resistance factors calculated in accordance with AISI S100. 2For tension connections, the lowest of the available pull-out, pull-over, and fastener tension strength must be used for design. 3Values are based on steel members with a minimum yield strength of F = 33 ksi and a minimum tensile strength of Fu = 45 ksi. 4Availabte capacity for other member thickness may be determined by interpolating within the table. 5Un1es5 otherwise noted, for steel with a minimum tensile strength Fu 2:58 ksi, multiply tabulated values by 1.29 and for steel with a minimum tensile strength Fu a 65 ksi steel, multiply tabulated values by 1.44. 6When both steel sheets have a minimum specified tensile strength of F,a 52 ksi (e.g. ASTM A653 SS Grade 37), multiply tabulated values by 1.15. "When both steel sheets have a minimum specified tensile strength of Fu at 58 ksi (e.g. ASTM A36), multiply tabulated values by 1.29. FIGURE 1-410-16 PHILLIPS PAN HEAD (TYPE I SCREW) FIGURE 7_1I420 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE (TYPE 8 SCREW) FIGURE 2—#10-16 INDENTED HEX WASHER HEAD (TYPE 2 SCREW) Iuct FIGURE 3—#12-14 INDENTED HEX WASHER HEAD (TYPE 3 AND 4 SCREW) *MZM= FIGURE 4—#12-24 INDENTED HEX WASHER HEAD (TYPE 5 SCREW) a =Mnz> FIGURE 5_1/414 INDENTED HEX WASHER HEAD (TYPE 6 SCREW) FIGURE 8—/-18 INDENTED HEX WASHER HEAD ROUND BODY TAPTITE (TYPE 11 SCREW) @cll® FIGURE 9—/16-24 INDENTED HEX WASHER HEAD WITH SHANK SLOT (TYPE 12 SCREW) MAXIMUM LOAD BEARING AREA FIGURE 10—PHILLIPS PAN HEAD AND INDENTED HEX WASHER HEAD LOAD BEARING AREA MAXIMUM LOAD BEARING F1 Imm I IN Of AREA FIGURE 11—INDENTED HEX WASHER HEAD WITH SHANK SLOT LOAD BEARING AREA I I MAXIMUM LOAD BEARING AREA FIGURE 6_1/4.20 INDENTED HEX WASHER HEAD FIGURE 12—INDENTED HEX WASHER HEAD ROUND BODY TYPE 7 SCREW TAPTITE LOAD BEARING AREA jpe of Stress Type of Member or Element 4. Allowable Stress Table 2-21 Page 138 of 139 ALLOWABLE STRESSES FOR BUILDING TYPE STRUCTURES 6061-T6 Sheet, -T651 Plate up through 4.000 in. thick TENSION, axial Any tension member gross section netsection 1 22 21 12. 5 Flat elements in uniform tension 2 21 9 TENSION 3 25 10.5 6061-T6, -T651 Rolled or Cold Finished Rod and Bar IN BEAMS, extreme fiber, - Round or oval tubes ________________________________________ 6061-T6 Drawn TUbe FIat elements in bending in their own plane, 4 28 - 12 White bars apply to unwelded metal net section symmetric shapes On rivets and bolts Shaded bars apply to all thicknesses with fillers 5183, 5356, or 5556 and thicknesses 10.375 in. with fillers 4043, 5554, or 5654 BEARING On flat surfaces and pins and on bolts in slotted holes 6 29 16 For tubes with circumferential welds, Sections 3.4.10, 3.4.12, and 3.4.16.1 apply for R2/t <20 Type of Stress Type of Member or Element Allowable Stress, - S, Allowable Stress, - S2 Allowable Stress, ss1 S1.cScS2 COMPRESSION 0 20.2-0.126 kUr 66 51100 l(kUr)2 IN COLUMNS, All columns 7 axial - 0 8.6-0.043 kUr 133 51100 i(kUr)2 Flat elements supported on one edge - 21 2.4 23.1 -0.787 bit 10 154 I(bit) columns buckling about a symmetry axis - 8 9 3.9 10.2-0.282 bit 18 92 i(b/t) Flat elements supported on one edge - 8.1 21 2.4 23.1-0.787 bit 12 1970 I(bit)2 columns not buckling about a symmetry axis 9 3.9 10.2-0.282 bit 24 1970 i(blt)2 21 7.6 23.1-0.247 b/f 33 491 i(blt) Flat elements supported on both edges ).._... r',- 9 COMPRESSION 9 12 10.2-0.089 bit 58 293 i(bit) INCOLUMN _____________________________________________ ELEMENTS, Flat elements supported - _______ - _______ gross section on one edge and with 9.1 see Part IA Section 3.4.9.1 stiffener on other edge l'I - Flat elements supported on both edges 9.2 see Part IA Section 3.4.9.2 and with an intermediate stiffener [_\1__] [T_] R. 21 22.1 -0.799 4 i lwl_3190 + 1)2 i()(i Curved elements supported on both edges ttç.i 10 9 [1.4 69 100 0335 . - 390 1 + 3190 i( . -- t 35 21 21 23.9-0.124 L.Jr, 79 87000 /(1_di)2 Single web shapes 1TE - 9 26 10.2-0.043 Lbh, 160 87000 i(LJr,)2 25 29 39.3-2.70 471 81 Same as Round or oval tubes 9--Et?-12 10.5 57 17.7-0.932 471 167 Section 3.4.10 COMPRESSION IN BEAMS, t—ft--- - _______ 28 - 14 dIL2 40.5-0.927 T -Y ____________________ 29 11400 if dt,2L2 extreme fiber, section gross Solid rectangular and round sections - • 13 12 d IL2 46 Lb 11400 18 16.0-0.230 itt_d 21 123 _ 23.9-0.238 MRS-: 1680 23600 ,2L2S0 717 Tubular shapes O- fl 14 /2LoSb 9 186 10.2-0.082 1-4711 6940 —- 23600 7-113 ' b-- r 21 6.5 27.3- 0.930 bit _____ 10 182 i(blt) Flat elements supported on one edge I L 15 9 9 12.0-0.334 bit 18 109 i(b/t) frb-1 -.tbl- 21 21 27.3- 0.292 bit 33 580 I(blt) Flat elements supported on both edges 16 9 28 12.0-0.105 bit 58 346 i(bit) COMPRESSION IN BEAM 25 2.1 26.2-0.944 4ii 141 3780 4s)(i +_i) ELEMENTS, R _______ ____________________ t 35 ____________________ (element in Rb Curved elements supported on both edges 16.1 -________ 10.5 8.4 11.8-0.396 — 390 3780 uniform compression), gross section Flat elements supported on one edge and with stiffener 16.2 see Part IA Section 3.4.16.2 on other edge Flat elements supported on both Ii If edges and with an [.\.1] [T_] 16.3 see Part IA Section 3.4.16.3 intermediate stiffener Flat elements supported on tension edge, 17 28 9.1 40.5-1.41 bit 19 4930 i(blt)2 12 12 16.0-0.330 bIt 30 4930 /(b/Q2 COMPRESSION compression edge free IN BEAM ELEMENTS, - 28 _______ 48 ______ 40.5-0.270 hit 75 1520 /(hit) (element in Flat elements supported on both edges J Ih I•\( 18 bending in own 12 62 16.0-0.067 hIt 119 952 I(hlt) plane), gross section Fletelementssupportedonbothedges 1-*'04" 28 110 40.5-0.117 hit 173 3500 i(hit) 12 144 16.0-0.029 hit 280 2200 I(hit) and with a longitudinal stiffener 19 Unstiffened flat elements supported J I 12 36 15.8-0.101 hit 64 38700 1(hit)2 5 48 7.0-0.036 hit 129 38700 1(hlt)2 SHEAR IN on both edges M ELE ENTS. gross section Stiffened flat elements supported 21 12 - 12 ________ 66 53200 I(adt)2 5 88 9.6- 0.050 8.1t 129 53200 I(ajt)2 on both edges .., Page 139 of 139 Table 2-24 Type of Stress Type of Member or Element Allowable Stress ALLOWABLE STRESSES FOR BUILDING TYPE STRUCTURES TENSION, axial Any tension member gross Section 1 15 8.5 net section 15 6063-T6 Extrusions and Pipe Pat elements in uniform tension 2 15 .-±_ TENSION IN BEAMS, Round or oval tubes 3 18 5.5 extreme fiber. - - Flat elements in bending in their own plane, 4 20 6.5 I White bars apply to unwelded metal net section symmetric shapes - - I On rivets and bolts 5 31 17 Shaded bars apply to weld-affected material I BEARING On flat surfaces and pins and on bolts in slotted holes - 6 21 - 11.5 For tubes with circumferential welds, Sections 3.4.10, 3.4.12, and 3.4.16.1 apply for Rb! t < 20 Type of Stress Type of Member or Element Sec. Allowable Stress S, Allowable Stress, S, Allowable Stress, ss, S1<S<S2 SS2 COMPRESSION - 14.2-0.074 kUj 78 51100 i(kL/r)2 IN COLUMNS. All columns 7 - 4.5-0.016 kUr 185 axial elements supported on one edge - 15 51100 i(kUr)2 Flat r33 16.1-0.458 bIt 12 129 i(bit) columns buckling about a symmetry axis 4.8 5.2-0.102 bit 25 66 /(blt) Flat elements supported on one edge - -L- -I-- L.I 15 2.1 16.1-0.458 bIt 14 1970 I(blt)2 columns not buckling about a symmetry axis 8.1 4.8 3.3 5.2-0.102 bit 34 1970 i(blt)2 15 6.7 16.1-0.144 bit 39 410 I(blt) Flat elements supported on both edges j._.... 9 4.8 - 10 5.2-0.032 bit - 81 209 I(b/t) COMPRESSION -III- IN COLUMN _________________________________________ ELEMENTS, Flat elements supported - ______ - _________________ gross section on one edge and with 9.1 sea Part IA Section 3.4.9.1 stiffener on other edge Flat elements supported on both edges and with an intermediate stiffener 9.2 see Part IA Section 3.4.9.2 R. 15 I 0.9 I 15.6-0.502 411 I 189 I 3190 i( s + 4IF,Jt -s-I ) Curved elements supported on both edges Iç"I j 10 I I I I 4.8 6.4 5.2-0.140 41i 800 3190 4i+ 4Ai12 t 35 15 22 16.7-0.073 L.Jr., 94 87000 i(LJr)2 Single web shapes -IT - E - 4.8 27 5.3-0.016 L.ji, 222 87000 /(L)/r)2 18 35 27.7-1.70 4i 102 Sameas Round or oval tubes -D-fj-E:?- 12 5.5 - 81 9.2-0.389 4ii 260 Section 3.4.10 COMPRESSION IN BEAMS, t-I f- 20 15 27.9-0.531 35 11400 extreme fiber, gross section Solid rectangular and round sections - - • 13 6.5 22 8.1-0.083 d it; 65 11400 23600 15 130 16.7-0.140 117 T) 2400 W, [T.bularshapes 14 4.8 203 I2LS 5.3-0.030 13400 23600 /2LbS -- b-H.-I -b r 15 7.2 19.0-0.541 bIt _____ 12 152 i(blt) Flat elements supported on one edge I L "-' 15 - 4.8 11 6.1-0.121 bIt 25 77 i(b/t) t'bl ...jbf._ 15 23 19.0-0.170 bIt 39 484 /(bIt) Flat elements supported on both edges 16 4.8 34 6.1-0.038 bIt 81 - 247 /(bit) COMPRESSION ______________________________________________ IN BEAM - _______ 18 - 1.6 ___________________ 18.5-0.593 41 189 ___________________ 3780 i(&1+1 ' t as ELEMENTS. (element in Curved elements supported on both edges uniform R. 161 . 5.5 - 7.2 ___________________ 6.1 0.165 41 800 3780 4 + - 35 compression). gross section Flat elements supported on one edge and with stiffener 16.2 see Part IA Section 3.4.16.2 on other edge Flat elements supported on both b. edges and with an [_\P] [T] 16.3 see Part IA Section 3.4.16.3 intermediate stiffener Flat elements supported on tension edge, 4.J1[ 17 20 10 27.9- 0.808 bit 23 4930 i(bit)2 6.5 14 8.1-0.126 bIt 43 4930 /(bIt)2 COMPRESSION compression edge free IN BEAM ELEMENTS, 20 53 27.9-0.155 hIt - 90 1260 i(hlt) (element in Pat elements supported on both edges J lb f'\( 18 bending in own - 6.5 74 8.1-0.024 hIt 678 i(hIt) 167 plane), gross section Flat elements supported on both edges ,,0,4d,20 123 27.9- 0.067 hit 208 2910 i(hit) and with a longitudinal stiffener [TJd 19 6.5 172 8.1-0.010 hit 390 1570 i(hit) Unstiffened flat elements supported o 8.5 39 11.0-0.059 hIt _________ 77 38700 /(hlt)2 2.8 57 3.6-0.013 hIt 181 38700 I(hit)2 SHEAR IN on both edges ELEMENTS, gross section Stiffened flat elements supported 21 8.5 - 8.5 78 53200 /(alt)2 2.8 116 4.9-0.018 ajt 181 53200 I(a,1t)2 on both edges