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Home My WebLink About2855 GAZELLE CT; CURTAIN WALL; PCR10133; Permit01-06-2011 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Plan Check Revision Permit No:PCR10133 Building Inspection Request Line (760) 602-2725 Job Address: Permit Type: Parcel No: Valuation: Reference #: PC#: Project Title: 2855 GAZELLE CT CBAD PCR 2091201700 Lot#: $0.00 Construction Type: CB100606 ISIS-DEFERRED SUBMITTAL FOR CURTAIN WALL 0 NEW Status: ISSUED Applied: 12/21/2010 Entered By: KG Plan Approved: 01/06/2011 Issued: 01/06/2011 Inspect Area: Applicant: BAHRE FRED 1895GILLESPIEWY EL CAJON CA 92020 619-258-7300 Owner: Plan Check Revision Fee Fire Expedited Plan Review Additional Fees $290.00 $182.50 $0.00 Total Fees:$472,50 Total Payments To Date:$472.50 Balance Due:$0.00 Inspector: FINAL APPROVAL Date: ,Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. G ITY OF PLAN CHECK REVISION APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.ca rlsbadca .gov Plan Check Revision No. }(_A-j V i t^-X Original Plan Check No. Project Address 2.%S!> GAZELLE. Coc/tfL7~ Date Contact F(l£& BA&&fc€. ph &(9 , {/« Contact Address tX<?<~City £(--c.A3as~f zip General Scope of Work. Original plans prepared by an architect or engineef/revTsions must be signed & stamped by that person. 1 Elements revised: Soils [J Energy Q Other_Plans Calculations 2 Describe revisions in detail Cc^7>-,^ us^<~- AtPEJZt&n S^^ tj7A<- n 3 List page(s) where each revision is shown PC/C(~ , 4 List revised sheets that replace existing sheets \ 5 Does this revision, in any way, alter the exterior of the project? Q Yes 0 Does this revision add ANY new floor area(s)? Q Yes IX) No 1 Does this revision affect any fire related issues? ^ Yes Q No 8 Is this a complete set? G Yes " No ^"Signatu. 1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719 www.carlsbadca.gov Fax: 760-602-8558 EsGii Corporation In (Partners/tip with government for (Building Safety DATE: JAN. O3, 2011 a APPLICANT Gl^JURIS. JURISDICTION: CARLSBAD a PLAN REVIEWER Q FILE PLAN CHECK NO.: 10-0606 (REV. # 4) - PCR 10-133 SET: I PROJECT ADDRESS: 2855 GAZELLE COURT PROJECT NAME: ISIS PHARMACEUTICALS BUILDING XI 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 building 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 Corporation 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. The applicant's copy of the check list has been sent to: EX) Esgil Corporation staff did not advise the applicant that the plan check has been completed. Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Fax #: Mail Telephone Fax In Person 2<] REMARKS: Curtainwall details & shop drawings are under this submittal (deferred package). By: ALI SADRE Enclosures: EsGil Corporation D GA D EJ D PC 12/21 9320 Chesapeake Drive, Suite 208 + San Diego, California 92 123 *• (858)560-1468 + Fax (858) 560-1576 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD (REV. # 4) - PCR 10-133 PLAN CHECK NO.: 10-O606 DATE: JAN. 03, 2011PREPARED BY: ALI SADRE BUILDING ADDRESS: 2855 GAZELLE COURT BUILDING OCCUPANCY: B/F1/S1 TYPE OF CONSTRUCTION: H-B/SPR. BUILDING PORTION PLAN REVISIONS Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA ( Sq. Ft.) CB Valuation Multiplier By Ordinance Reg. Mod. VALUE ($) Bldg. Permit Fee by Ordinance | Plan Check Fee by Ordinance ^Sj Type of Review: F" Complete Review V: Repetitive FeemRe peats r * Based on hourly rate $290.00] H Other ITT Hourly EsGil Fee T< 2 $116.00 Structural Only Mrs. @ $232.00 Comments: Sheet 1 of 1 PLANNING/ENGINEERING APPROVALS PERMIT NUMBER: CB 10-06067 PCR 10-133 DATE: 12/30/10 ADDRESS: 2855 Gazelle Court Plancheck Revision (Deferred Submittal) to CB 10-0606 for curtain wall. OTHER PLANNER: Shannon WemekeV9<V DATE 1/3/11 ENGINEER DATE H:\ADMIN\COUNTER/PUNNINC/ENCINEEIlINGAPffiOVAlS Brenda Wardwell From: Dary! [kitfire@sbcglobal.net] Sent: Wednesday, January 05, 2011 12:50 PM To: Brenda Wardwell Cc: Janet Altar; Raenette Abbey Subject: PCR10133 Recommended for Approval Attachments: PCR1 01 33 Recommended for Approval.doc Initial Review $90. Inv. 2739 Approval $45. Thanks, DaryCX, James VaryCK. James & ^Assoc. Inc. 205 CoCina 'Terrace Vista, CA 92084 760-724-7001 RECOMMENDED FOR APPROVAL jr. Daryl K. James & Associates, Inc. 205 Colina Terrace Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net Plan Checker: Daryl K. James Date: December 27. 2010 APPLICANT: Fred Bahrke JURISDICTION: Carlsbad Fire Department PROJECT NAME: ISIS PROJECT ADDRESS: 2855 Gazelle Ct. PROJECT DESCRIPTION: PCR 10133 (CB100606) Glazing System Deferred Submittal INSTRUCTIONS • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. • To expedite the recheck process, please note on this list (or copy) where each correction item has been addressed, i.e. sheet number, note number, detail number, legend number, etc Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • PLEASE SEND OR DELIVER REVISED PLANS WITH ESGIL COMMENTS DIRECTLY TO: DARYL K. JAMES 205 COLINA TERRACE VISTA, CA 92084 • Please direct any questions regarding this review directly to: Daryl K. James 760-724-7001 or kitfire@sbcglobal.net Vc-1 Provide list of currently adopted applicable Building Code Standards. Provide Scope of Work These drawings are in accordance with the following applicable building codes. 2007 California Building Code (CBC), Volumes 1 and 2 (Part 2 Title 24 CCR) (2006 Edition International Building Code with 2007 California Amendments) 2008 California Energy Code (Part 6, Title 24, CCR) (2006 Edition California Energy Commission Building Energy Efficiency Standards) VGJNM Drawing Index. Sheets D-3, D-4, D8, D-17 and D-18 are included in the set. Please add to Drawing Index. To be added over the counter. (OTC) "J Plan Review Notes Provide notes applicable to safety glass provisions as set forth in CBC Section 2406. Denote safety glass locations on applicable sheets. Response Safety Glazing is in accordance with California Building Coded (CBC) Section 2406 Tempered glass is indicated on shop drawing elevations by a "T" included in the Glass type label. (ie"V1T") Brenda Wardwell From: Sent: To: Cc: Subject: Attachments: Initial Review($l 12.50 Daryl [kitfire@sbcglobal.net] Monday, December 27, 2010 2:01 PM Brenda Wardwell Janet Altar; Raenette Abbey PCR4O132/CB100606 PC Comments PCR10133TCB100606 PC Comments.doc . James T)aryCK. James & JAssoc. Inc. 205 CoCina 'Terrace Vista, CJA 92084 760-724-7001 CORRECTION LIST Page: 1 of 2 Daryl K. James & Associates, Inc. Plan Checker: Darvl K. James 205 Colina Terrace Date: December 27, 2010 Vista, CA 92084 T. (760) 724-7001 Email: kitfire@sbcglobal.net APPLICANT: Fred Bahrke JURISDICTION: Carlsbad Fire Department PROJECT NAME: ISIS PROJECT ADDRESS: 2855 Gazelle Ct. PROJECT DESCRIPTION: PCR 10133 (CB100606) Glazing System Deferred Submittal INSTRUCTIONS • This plan review has been conducted in order to verify conformance to minimum requirements of codes adopted by the Carlsbad Fire Department. • The items below require correction, clarification or additional information before this plan check can be approved for permit issuance. • To expedite the recheck process, please note on this list (or copy) where each correction item has been addressed, i.e. sheet number, note number, detail number, legend number, etc Corrections or modifications to the plans must be clouded and provided with numbered deltas and revision dates. • PLEASE SEND OR DELIVER REVISED PLANS WITH ESGIL COMMENTS DIRECTLY TO: DARYL K. JAMES 205 COLINA TERRACE VISTA, CA 92084 • Please direct any questions regarding this review directly to: Daryl K. James 760-724-7001 or kitfire@sbcglobal.net C-1 Provide list of currently adopted applicable Building Code Standards. Provide Scope of Work GN-1 Drawing Index. Sheets D-3, D-4, D-17 and D-18 are included in the set. Please add to Drawing Index. Plan Review Notes Provide notes applicable to safety glass provisions as set forth in CBC Section 2406. Denote safety glass locations on applicable sheets. DESIGN ENGINEERING & CONSULTING Engineers ® Reviewed as Noted O Revise and Resubmit This Review Shall Not Relieve The Contractor From Full Compliance With The Contract Documents And Applicable Codes. Date \T-l\hO ISIS PHARMACEUTICALS GARLSBAP, CALIFORNIA WS/CW SYSTEMS ARCHITECTURAL PRODUCTS 1895GILLESPIEWAY, ELCAJON, CALIFORNIA 92020 TEL (619)258-7300. FAX (619) 562-2630, www.vistonsystems.org STRUCTURAL CALCULATIONS FOR ALUMINUM CURTAINKSALL 4 KMINDOmALL SYSTEMS NOVEMBER 11. 2010 2095 North Collins Blvd. • Suite 100 • Richards Phone: (972) 644-0640 • Fax: (972) 644-4204 • Em, DESIGN • ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 TABLE Or CONTENTS ITEM DESCRIPTION PA6E 1 DESIGN ASSUMPTIONS 2 2 DESIGN CRITERIA 4 3 ASCE 1-05 WIND LOADS 6 4 ASCE 1-05 SEISMIC LOADS 1 5 SILICONS ANALYSIS & e> HORIZONTAL ANALYSES 3 I MULLION ANALYSES 32 a SHEAR SPLICE @ STACK HORIZONTAL ANALYSIS 61 <=f VARIOUS ANCHOR ANALYSES 64 10 ALUMINUM SUNSHADE ANALYSES • 3/16" THICK FORMED SUNSHADE PANEL ANALYSIS 100 • SUNSHADE ATTACHEMENT ANALYSIS 104 II SECTION PROPERTIES 51-515 12 MISC. REFERENCES R1 ~ RH Date:11/11/2O10 By:JNL Project Isis Pharmaceuticals age e D E S I G N 1 ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 PESI6N ASSUMPTIONS 1. The design wind pressures and seismic loads utilized in this submittal are in accordance with the 2OOT California Building Code. See Design Criteria For loads in specific areas. 2. The load diagrams on the continuous beam analysis utilize the Following legends to designate anchor types and splice locations-. A Wind load Anchor A Dead load Anchor O Splice / Hinge 3. When reinforcing or multiple part assemblies have been utilized, an assembly action is assumed between the members. ThereFore: a) Reflections nave been calculated using the algebraic sum oF the individual Ixx values. b) Bending has been apportioned by the relative Ixx oF the appropriate member. 4. 6-lass setting blocks are assumed to be located at 1/3 points oF span or 6" From glass edge, whichever is larger, U.O.N. 5. Structural silicone bond width verification has been reviewed to comply with an allowable shear and/or tensile stress = 20psi. £>. All structural bolts and/or self tapping fasteners utilized within the Anchorage Analyses shall be SAE-J42ct, <3rade 5 steel CFu = 12Oksi; Py = ^ksU, unless noted otherwise, and are assumed to be threaded their Full shaFt length. 1. Fasteners designated as "Dril-Flex" shall meet the requirements oF SAE-J42^, <3rade 5 material, CFu = 12Oksi; Fy = 32ksi) and shall be In compliance with the "Dril-Flex" SelF-DrHling Fastener as manufactured by Elco Industries, Inc. 11/11/2010 By: JNL Project:isis Pharmaceuticals Page: ^ of ^DESIGN 1 ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 2>. The concrete strength utilized in the anchor analyses is assumed to have a minimum compressive strength, F'c = 5000 psi normal weight at structural beams and columns, F'c = 3000 psi normal weight at all other concrete. <q. All Welding procedures and workmanship shall be in accordance with the requirements of the Structural Welding Code. AWS P1.1 Structural Steel Welding Code. Filler material shall be a minimum of ET0xx electrode U.O.N. 10. The aluminum framing member and anchor extrusions have been analyzed utilizing the allowable for 6063-T6 and 6005-T5 alloy and temper. See Material Specifications Included within this calculation package for other specified Items. 11. The allowable stresses for the aluminum are based on the requirements in the "Specifications for Aluminum Structures," fifth edition. 12. The allowable stresses for the aluminum and steel members may not be increased by a factor of 4/3 when the Imposed stresses are due to wind load acting alone or In combination with other loads. 13. The structural Integrity of the steel beams, precast panels and/or floor slabs to which the wall system Is to be attached, have not been analyzed within this package. Verification of the adequacy of these members is the responsibility of the appropriate party. 14. The conditions Investigated within the scope of this package represent worst-case conditions. Conditions not Investigated within this package are considered to be OK by comparison 15. This calculation package represents our Interpretation of the intent of the design plans and specifications. Design Engineering and Consulting, inc. (PEC; is not responsible for the coordination and verification of dimensions, quantities, or Installation and coordination with other trades. Should as built conditions differ from those originally provided within the calculations and drawings, Vision Systems must bring them to the attention of DEC, so that these deviations can be verified for their structural Integrity. Date: 11/11/2O1O By: JNL Project:Is is Pharmaceuticals Paga: - of £D E S I G N 1 ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 WIND LOAD: PESteN-CRITERIA ISIS PHARMACEUTICALS CARLSBAD, CALIFORNIA DESIGN WIND PRESSURES ARE BASED ON REQUIREMENTS AS STATED IN 2OO1 CALIFORNIA BUILDINS- CODE AND ASCE T- 05, BASED ON 2>5 MPH WIND SPEED, 45 FT. OF BUILDING HEIGHT, EXPOSURE C, AND IMPORTANCE FACTOR, I = 1.0: TYPICAL ZONE: CORNER ZONE: +2O PSF, -20 PSF +2O PSF, -25 PSF ** CORNER ZONE IS BASED ON 10% OF THE MINIMUM BUILDIN6- WIDTH DETERMINED AS 112'-O" WHICH <&IVES 11 '-O" CMAXj. SEISMIC LOAD:PER 2OO1 CALIFORNIA BUILDIN6- CODE AND ASCE 1-05, BASED ON SITE CLASS D, AND IMPORTANCE FACTOR, I = 1.0: Fp = 0.35 X lAlp FOR BODY OF THE CONNECTION Fp = 1.16 X J-Np FOR ELEMENTS OF CONNECTION DEADU9AD:1" THICK <3LASS: MISC. ALUMINUM: 6.50 PSF 2.00 PSF DEFLECTION:DEFLECTION NORMAL: FRAMING MEMBERS: SPANS <= 13-6": L/1T5 SPANS > 13-6": L-/240 + 1/4" DEFLECTION AT JAMBS IS NOT TO EXCEED THE DYNAMIC MOVEMENT CAPACITY OF THE SEALANT DEFLECTION IN-PLANE: FRAMING MEMBERS: 1/S" MAXIMUM DUE TO DEAD LOAD OR DUE TO WIND LOAD AT CORNERS 11/11/2010 By: JNL Project: Isis Pharmaceuticals Page: DESIGN j ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 25% OF 6-LASS BITE FOR ALL OTHER MEMBERS 1/16" FOR DOOR HEADERS STRESSES:THE ALLOWABLE STRESSES FOR FRAMING MEMBERS MAY NOT BE INCREASED BY 1/3 WHEN CAUSED BY WIND OR SEISMIC LOAD ACTING ALONE OR IN COMBINATION WITH OTHER LOADS. THERMAL MOVEMENT:EXTERIOR AMBIENT AIR TEMP: EXTERIOR METAL SURFACE TEMP: O° F TO 12O° F o° F TO 1&0° F VERTICAL MOVEMENT:MAXIMUM LIVE LOAD DEFLECTION OF FLOOR: ALL = 3/2>" MAXIMUM STORY DRIFT:PER SECTION 12.8.6 4 TABLE 12.12-1 OF ASCE 1-05: ALLOVNABLE STORY DRIFT: Aa = 0.025 X STORY HEI6-H Date:11/11/2010 By: JNL Project Isis Pharmaceuticals DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 LOADS PER A5CE "7-O5 (2OOT C.B.O. < 2O<96 I.B.CJ Per section 6.5.12.4.1: Design wind pressures on components and cladding elements for all buildings, with h < =&>O Ft shall be determined from the Following equations-. := aOO256-K2-Kzt- Kd-V P = Coeffecient Values for Input: Mean RooF Height Basic Wind Speed Exposure Tributary EFFective Area Velocity Pressure Exposure CoeFFicient Topographic Factor Wind Directionality Factor Importance Factor Components and Cladding Pressures: CEq. 6-15, Pg. - 6-22, Pg. h s 45-Ft V s &5 mph C A 3 10-Ft2 Kz 3 1.01 Kzt - 1.0 Kd s 0.S5 = -0.1 = r-1 A) • (Tab. 6-3, Pg. (Sect. 6.5.1.2; (Tab. 6-4, Pg. so; (Tab. 6-1, Pg. n; (Fig. 6-5, Pg. 4i; (Fig. 6-11A, Note #5 pg- 4-l^iall at Tyical zone-. 5-PNali at Corner Zone: = -24.2-psF Pesian wind Pressures: Typical Zone-. +2O psF / -20 psF Corner Zone: +20 psF / -25 psF Date: 11/11/2010 8y: JNL Project:Isis Pharmaceuticals Page: ^ of DESIGN 1 ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 SEISMIC LOADS PER. ASCE T-Q5 OB.C. * 2OO6 I.B.GJ Each element or component and its connections shall be designed to resist a total lateral seismic Force. Fp, as provided by the Following ASCE "F-05 Formula 13.3-1: (Equation 13.3-1, Page 144) CoeFFecient Values For input: 5ps s 0.725 CPer Calculation Checklist provided by Vision Systems; Ip s 1.0 (Section 13.1.3, Page 143; 2 = 45-ft (Height Of Component Attachment, Assume RooF Height) h = 45-ft (Average RooF Height, normalized) (Operating Weight oF Component; Due to the continuity oF the curtainiuall system and a series oF lateral load resisting anchors, applied seismic loading can be modified as uniFormly distributed load proportionate to the mass distribution over the height. ThereFore, the computed magnitude of the seismic load can be compared to the tuindload pressure to determine the governing normal design load for the anchoring components. In-plane requirements must be Independently Investigated utilizing the computed seismic requirements and continuity developed by the applicable element. For Body of the connections: Component AmpiiFication Factor, ap_eody := 1-<2 Component Response Factor, R-p_Body := 2.5 (Equation 13.3-1, Page 144; (Table 13.5-1, Page 146; f"p_Dody :=1 +2- For Fasteners: Component AmpiiFication Factor, 3p_Fastener '•= 1-25 Component Response Factor, Rp_Fastener := 1-O Fp_Fastener •'= 1.6-Sips-lp-kNp ("Equation 13.3-2, Page 144; (Table 13.5-1, Page 146; Fp_Fastener = 1.1 11/11/2010 By:JNL Project:Isis Pharmaceuticals Page: ^ of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 SILICONS ANALYSIS @ <3l>7F=n Elevation: O/E-18; Detail: 6/D-3 J >> I J &> ^_L Maximum wind Load tul s 25-psF Max. Uniform = tul • Allowable Stress cran s 2O-ps\ Required mm. . w bead width Df*e^ = ~^~ Actual bead width bact s O.62>&-\r\ Jbf in= 4.131- CDom Corning Silicone Sealant) = 0.23"Mn O.K. Date:11/2/2012 3y: JNL Project:Isis Pharmaceuticals Page: IU D E S I G N 1 ENGINEERING c CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS SUMMARY Elevation: C/E-3; Detail: 6/P-T " Span Typical curtainiuall Intermediate Glazed Horizontal Wind load = 2O psf - Trib. Width = -74.5V35.15" Horizontal Description-. Horizontal GT25-PO6-5 Material: 6063-T6 Aluminum ii -S-\- og I T ll r /b|••'•' • f•'•• -•-•••/( • TR-1249S8X4' SETTING BLOCK (SIUCONEINPUCE) C725-006-S 1/4' X 1 1/4' FHSMS S.S. TYPE-B AT 12' O.C. 3/4" X1 5/8' STEEL BAR x CONTINUOUS Date: 11/1O/2O1O By. JNL Project Isis Pharmaceuticals D E S I G N ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS SUMMARY Elevation: G/E-3; Detail: e>/D-l ^b" Span Typical Curtalnwall Intermediate Glazed Horizontal Wind load = 2O psf — Trib. Width = T4.5V35.-75" Horizontal Description-. Horizontal C125-PO6-S Material: 6O63-T6 Aluminum CT25-PO6-5 Horizontal Section Properties; 4 lyy = 1.453-in Syy =0.133-in" Ryy s O.^S^- in = 5.ST74- in Sxx = 2.H4-in Area & 1.51s! -in' Reinforcement Description-. 3/4" x 1 5/S" Steel Bar Material: ASTM-A36 Steel 3/4" x 1 5/£>" Steel Bar Section Properties: O.-75in-Cl.625in;3 O.75in-d.625in;: = o.33-r_3 Ref. page S-3 iyy - iyysti lyyreinf = 2.231-i Horizontal Span And Dead Load Location-. Module s •Ls Module -w L^5 — -i __ ""& <S>lass Sizes; Window Above: Ht = 14.5-in a = 12-in ("Distance Bettueen Centerline of Vertical Muliions and Vertical Mullion ("Transom Actual Length) (Setting Block Location) C6>lass Height Above,) Date: 11/10/201O By: JNL Project Is is Pharmaceuticals Page: DESIGN 1 ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 > Fax (972) 644-4204 ts 1.0-in Window Below-. .oadlngs; p & 3.5-psF (6-lass Thickness,) Height Below) (Weights of <3iass 4 Aluminum framing) ("Maximum is Negative Wind Load; fk L S \P Module Pead Loadin Analsis; = 2454-m-ibF Peadload Defection Check.-. 5^1 = 0. 116- in < 1/3" f@ Mid Span of Transom,) Sglass = 0.05- in C@ Setting Block Location) ** For 1/3" Limit - Deflections O.K. ** Bending Stress Due To Peadload: Md| Fbydi :=5yy = 3343-psi Check Local Buckling: b = 2.o-\n t = 0.0=14 -in Sdi =21 < 22.3 (6O63-T6, Section B.5.4.2) Fby = 15.2-k,si Fby = 15200-psi >= 3343-psi O.K. Date: 11/1O/2O1O By: JNL Project:Isis Pharmaceuticals Mi DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Wind Loading Analusls: = 23TlbF = 6el4c!-in-lbF Wind load Deflection Check: = 0.104 -in Sendin Stress Due To Wind load: Sxx Check Lateral-Torsional Suckling: Unbraced Length, L_b ; = 31^6-psi •ksi ^251-psi > Check Local Buckling; b s 3.O-'m _ b Fbx2 s Fbx2 = Stress interaction: = 31 ^e-psi t sO.125-(n Fby += 0.5-7 < 1.OO ** Deflection O.K.** (6O63-T6. Section F.2A) O.K. = 24 > 22.S C6063-T6, Section B.5.4.2; O.K. ** Interaction O.K. ** 11/10/2010 By: JNL Project Isis Pharmaceuticals Page: E S I G N ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 BACK-UP CALCULATIONS fPRINT OPTIONAL) N = newton newtonPa = kN s lOOO-newton ksi = 1OOO-psi MPa s m* DEAD LOAD SPAN CALCULATION: s Module -Hf _ = Md| = P-a 6dl. 24-Eai-lyyreinf (3-L2-4.a2) = 422- IbF P = 2l1-lbf Md| = 2454-lbf-in = O.116-in P-a' tut - 6-Eal-lyyreInf LOAD SPAN CALCULATION: V Lub = if Module > Hh.WL— ,kNL i V 22; ./,,,. ,, Ht Module 1at = if Module > Ht, —, v s if Module >Module^ in LUb = 2.46-- at = 31-in ab = 12>-in in Date: 11/1O/2O1O By: JNL Project:isis Pharmaceuticals I s D E ,S I G N § ENGINEERING &c CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 -Ibf =23Tlbf 25-40-1 —I +16-| — Date:11/1O/2OK?By: JNI_ Projecl: Isfs Pharmaceuticals Pa9e: of E S I G N ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS SUMMARY Elevation: c/E-3; Detail: 4/D-11 36" Span Typical Curtaintuall Intermediate Stack Horizontal Wind load = 25 psf - Trib. Width = S1.-T5V74S" Horizontal Description-. Two-Piece Stack Horizontal Material: 6O63-T6 Aluminum i 1 1 r^i i K 1PSi E STACK JOINT - FOAM TITE (132103 BULB BASKET -TOMCOTR-2S816 PLASTIC SNAP CUP XW LONG (17 OC) CSO-8AS-!8(400INE) — , — ^ ^— wxt^(Sr PHSMS |V±3 CONTINUOUS /~~ SILICONS / ! I /C725-($ l^ i- [2)«1W4xrUCFHELCO DRILfl£XATONE6NO OF STEEL TUBE \lN r! 1 OMISCL(ALODINE}[ 1 / f^J J ^JqUO K J'-W-: / // // yy (8| 1/4-14 H-aCODRIL-FLEX FASTENERS INTO MULUON ANGLE CLIP «r LONG AT BOTH ENDS OF STEEL TUBE - 4' < 3' < 3(16r STEEL TUBE < S2" LONG IJI GYP 30 (BY OTHERS) ST SECTION K*€-2 Date: 11/1O/2O1O By: JNL Project isis Pharmaceuticals Page: E S I G N 1 ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS SUMMARY Elevation: G/E-3; Detail: 4/P-11 " Span Tuples] Curtainiuall Intermediate Stack Horizontal Wind load = 25 psf - Trib. Width = 51.T5V74S" Horizontal Description-. Two-Piece Stack Horizontal Material: 6063-T6 Aluminum G125-DO&-PC& Top Horizontal Section Properties-. = 6.140-in4 Alyyt = OAS>4-\n Sxxt 3 2.052-in Areat = 1.&42>-in2 Syyt = 0.3=13- In* Ryyt s O.512-in CT25-POS-MSOL Bottom Horizontal Section Props.: ===4.014-in4 Sxxt> = 1.446 -in3 = 1.4T7-in2 + = 0.656-in4 5XXhor = SxXt + = lyyt + r = syyt + Ryyb = O.666-in = 10.154-in = 3.4qs-in3 |yyhc?r= 1.14- in = 0.2>15-in3 Ref. page 5-5 Ref. page 5-6 Eai s 1.O-lO~l-p$\ Reinforcement Description-. 4" x 3" x 3/16" Steel Tube Material: ASTM-A500 Steel 4" x 3" x 3/16" steel Tube Section Properties-. •i 3 5.23-in4 luUftfi s r "" !-4 Sxxst| s 2.62-in3 = 2.23-in3 'yyreinf =+ 2.«1- lyyst|= 10.S26-in4 Date:11/10/2010 By: JNL Project: Is is Pharmaceuticals i= DESIGN ENGINEERING & CONSULTING 2095 N. Collins Bivd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Horizontal Span And Dead Load Location; Max. D.L. Span, Max. W.L. Span, Sizes; s 4S-in a = ("Transom Actual Length^ (Setting Block. Location) Window Above: t s 1.O-in Window Belotu: f<Slass Height Above; Thickness^ Loadings; p s s.s-psf f<3lass Height Below) (Weights of Glass 4 Aluminum Framing,) (Maximum is Negative Hind Load} Pead Loading Analysis; Deadload End Reaction, Rdi = 42O-\bf Peadload Reflection Check: Deadload Deflection, Si sO.HTIn <1/S" C@ Mid span of Transom; ** For 1/S" Limit - Deflection O.K. ** Bending Stress Due To Deadload - Top Horizontal CT25-DO5-FC<5: Maximum Moment, Mdi s 13S14-in-lbF Mdi lyyt Fbydit = 1511- psi D-": 11/10/2010 8y: JNL Project:Isis Pharmaceuticals Page: of /-I DESIGN ENGINEERING & CONSULTING 2095 N. Collins Bh/d • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 « Fax (972) 644-4204 Check Local Buckling: f Fbyfc = 15.2-ksi Fbyt = s 0.125-in 22-2> C6O63-T6. Section 6,5.4.2) = 15-n-psi Bending Stress Vue To EPeadload - Bottom Horizontal CT25-PC>5-MSCL: O.K. Maximum Moment,Md! = 13314-in-Ibf J Check Local Buckling: b * 2.335-in t s 5d|b =< 22.S C6O63-T6, Section B.5.4.2J Fbyb = 15.2-ksi Fbyt, = 152OO-psi > Fbydib = M&4-psI Sending Stress Due To Peadload - Steel Tube 4" x 3" x 3/16": O.K. Maximum Moment, f iyysti Mdi = 13314-in-Ibf fbysti = Fbyst| := O.6O-46-ksi CASTM A-5OO SteeU Fbystj = 2l6OO-psi > Fbyst( =O.K. Date: 11/1O/2O1O By:JNL Project Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Wind Loading Analysis: iAimdload End Reaction, Mndload Deflection Check: Windload Deflection. = 4f=B-lbf == c?.l42>-in Allowable Deflection, Aaj| = 0.531-in >= O.148>-ln OK. Bending Stress Pue To Windload - Top Horizontal G72S-DO&-FG&: Maximum Moment, IXXt 5xxt Che&k Lateral-Torsional Unbraced Length, • in-lbf 5S52-! i-b = 42»-in C6O63-T6, Section F.2.0 FbXt1 = = el&56-psi > Check Local Buckling: b = 0.S13 -in = 5S52-pSi O.K. 't =' C6O63-T6, Section B.5.4.1; Fbxt2 = 15.2-ksi Fbxt2 = 15200-psi >= 5S52-pSi O.K. Date: 11/1O/2O1O JNL Project Isis Pharmaceuticals Is DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 » Richardson, Texas 75080 > Phone (972) 644-0640 • Fax (972) 644-4204 Sending Stress Pue To k^indioad - Bottom Horizontal C725-POS-M5CL: Maximum Moment,= 13160-in-lbf = 4346-psi( IXXb SxXb \JxXh0f check Lateral-Torslonal Buckling; Unbraced Length. L-b = Ldi i-b = 42»-in L-b Check Local Buckling: be 1.431- in 5Ly|b2 = T- Fb»xb2 = - -ksi FbXb2 = Stress Interact ion; Fbyfc Stress interaction-. Fbyb Fbxb2 = 4346-psi = O.64 < 1.OO C6063-T6, Section F.2.1; O.K. > 12.6 C6O63-T6, Section B.5.4.1; O.K. Interaction OK. ** Interaction O.K. ** Date: 11/10/2O1O Sy:JNL Project Isis Pharmaceuticals Page: Is DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check L2 1/2" x 2 1/2" x 5/16" Steel Angle x 3" Long Including Tolerance Rdi-2-inApplied Bending Fby = CO.3125-in; .3. in 6 Allowable Bending Fby = O."75-36-ksi Fby = 2~?OOO-psi fby = n2O3-psi CA5TM A-36 SteeU Fby = H2O3-ps! Check (6) 1/4" Pia. Pril-Flex Screius Attachma Steel Angle To Mullion Applied Tension T s Allowable Tension Ta\ = 1526 -IbF CRef. page R-0 Cl.25in-i-osm-o.6i)-3 > = m-ibf = m-lbf Pull-<9ut C6063-T6 Alum.; (Ref. page R-s; Applied Shear Allowable Shear (ReF. page R-1) Allowable Bearing C6063-T6 Alum J 2O T= m-IbF Va| =T76-lbF = 1O-lbF = SO.S-ksi-O.O^-in-O^^-in Vbrg = 124 • IbF V = TO • IbF Check Interaction •n2 fv^2 O.K. O.K. O.K. O.K. O.K. = O.O2 < 1.O O.K. 11/1O/201C?By:JNL Project:Isis Pharmaceuticals Isis Pharmaceuticals Cbeam 2002 11/10/2010 16:00 File: HorizCW_C-E3_Stack_DL.cbm 96" Span Continuous Stack Horiz. On CW Blev C/E3 (DL=8.5psf) By: JNL Max. Max. Span Deflection Positive Moment Beam a s Results -0.1168" 13814"! (Span (Span 1, @ 1, f 43 43 .00") ,00») 116$ Member Information Span L{in) I(inA4) S(iaA3)Reinf-I Reinf-E 96.000 0.125 3.348 l.Oe+007 3.340 2.9e+007 Span 1 Distributed Load Information Mid/in) Wd/ia) XI (in) X2(in) 0.679 0.679 0.000 96.000 Span 1 Point Load Information P(i) X(in) 116.000 116.000 311.000 116.000 116.000 6.000 42.000 43.000 54.000 90.000 116 # Support Reactions Joint Pounds 420 420 116 # «^ I 1 D.L. * 8.5psf X 81.75" X 48" / 2 = 1161 9 Per Setting D.L. Reaction From Upper Mullion @ Hidspan of Horizontal: P.L. s 8.5psf X 48" X (191.5« - 81.75"} * 3111 Selfweight Of Stl Tube Reinforcement = 8.151/ft = 0.679I/" Maximum distributed load value shown only, see distributed load table for detailed information. Isis Pharmaceuticals Cbeam 2002 11/10/2010 16:01 File: HorizCW_C-E3_Stack_WL.cbm 96" Span Continuous Stack Horiz. On CW Elev C/E3 (WL=20psf) By: JNL Max. Max. Span Deflection Positive Moment Beam 3 S Results -0.1484" 19160»jf (Span (Span 1, • 1, • 48 43 .DO1) .00") Span 1 Member Information Length (in) I(inA4) S(inA3} E(psi) 96.000 10.754 3.498 l.Oe+007 Span 1 Distributed Load Ml (I/in) W2 (ft/in) 0.000 6.667 6.667 6.657 fi.667 0.000 Information XI (in) 0.000 24.000 72,000 Z2(in) 24.000 72.000 96.000 Point Load Information Span p(|) X(in) 1 505.000 43.000 Support Reactions Joint Pounds 493 493 Uniform W.L. = 20psf X 48" = 6.667I/" W.L. Reaction Prom Upper Mullion § Midspan of Horizontal: P = 5051; Ref. 505 # OS Maximum distributed load value shown only, see distributed load table for detailed information. DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HC3RIZONTAL ANALYSIS SUMMARY Elevation: c/E-3; Detail: " Span Typical Curtaintuall Poor Header Horizontal Wind load = 2O psf — Trib. Width = 15.T5V103" Horizontal Description-. 2" x 6" x 1/5" Aluminum Tube Horizontal Material: 6063-T6 Aluminum Date: 11/5/2O1O By: JNL Project: isis Pharmaceuticals Page: sals m DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS SUMMARY Elevation: G/E-3; Detail: " Span Typical Curtainiuall Poor Header Horizontal Wind load = 2O psf — Trib. Width = 15.15Y1O3" Horizontal Description-. 2" x 6>" x 1/S" Aluminum Tube Horizontal Material: 6O63-T6 Aluminum Aluminum Tube Horizontal Section Properties: lyy a 1.432-in4 Syy s 1.432-in3 Ref. page S-10 Eai E LO-IO^- Sxx s 2.15eMn3 Area = I.^BT-in Ryy s O.8>e>O-\r\ Horizontal Span And Dead Load Location; Module = q6-in w = 3-in L = Module - W L = °B- in (Transom Actual Length) La = — a = 12-in (Setting Block Location)£> (Distance Between Centerline of Vertical Mullions and Vertical Mullion (SI355 Sizes; Window Above: Ht s 15.15-In t • i.o-in Window Below-. Hb = 103-in Loadings: p s S.5-psF Height C6-lass Thickness^ C<Slass Height Below) (Heights of &Iass « Aluminum Framing) CMaximum is Negative Wind Load; P P Module 1 *i Data:11/5/2010 By:JNL Project:Is is Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Dead Loadin Analsis; Peadload Reflection Check: 5di = 0.033-in < 1/16" (@ Mid Span of Transom) 5giass = 0-016-in (@ Setting Block Location) ** For 1/16" Limit - Deflections Say O.K. ** Bending Stress Due To Peadload: Maximum Moment, fby :=Fby = 565-psi Bending Stress Pue To Dead load: Check Local Bucklin: = 565-psi t B 0.125- in = 42> > 3s!C6O63-T6, Section B.5A.2) si J Fby = 10033-psi > Loading Analysis: RU,I = = 565-psi OK. Date:11/5/2O1O By:JNL Project:Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 wind load Deflection Check: 8u,i= 0.061 -in [ L/" = 151-7 ] Sending Stress Due To XSindload: FbXuH := FbXwi = 210cl-psi5XX Check Lateral-Torsional Buckling; Unbraced Length, l_t> = L L^ = A s 2.000- in t| = O.125-in t2 = 0.125-In ** Deflection O.K. ** B s 6.OOO-in 2.t1.t2-(A-t2)2.(S-t1): t2.(A-t2)+t1.(B-t1) Cper Section B.1.b. of = 2H < 2400 C6O63-T6, Section F.3.1; -ksi - psi Check Local Bucklin: b — = 15.2-ksi Fbx2 = Stress Interaction; O.K. t B 0.125- in < 22.3 C6063-T6, Section B.5.4.2; O.K. fbydi Fby = 0.2 < 1.OO Interaction O.K. ** 11/5/2010 Syr JNL Project is is Pharmaceuticals Page: E S I G N • ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS SUMMARY Elevation: E/E-5; Detail: 2/P-11 4g>" span Typical Storefront Intermediate Horizontal Wind load = 25 psf — Trib. Width = 35.25Y4T5" Horizontal Description-. Horizontal r\e>O-VOb-\& Material: 6O63-T6 Aluminum EXTERIOR I 1/4'x 11/2" PHSMS TYPE j/7 ASSEMBLY FASTENER HORIZONTAL 1i i LL Date:11/5/2O1O By: JNL Project Isis Pharmaceuticals Page: I^D E S I G N I ENGINEERING & CONSULTING 2095 N. Collins Btvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 HORIZONTAL ANALYSIS SUMMARY Elevation: E/E-5; Detail: 2/D-11 4&" Span Typical storefront Intermediate Horizontal Wind load = 25 psf -- Trib. Width = 35.25 Y47S" Horizontal Description-. Horizontal Material: 6063-T6 Aluminum Horizontal Section Properties: i4 lyy = 0.4-70-in4 Ref. page 5-3 5xx s i. Area s 1.366 -in2 ^ „„ . 3C%t H 1 == /J OPiXi IM=>yy = o.^oo-m Ryy =O.5ST-in Horizontal Span And Pead Load Location; Module = 42>-in kH = 2-in L = Module - KH L = 46- in (Transom Actual Length; a = 6-in (Setting Block Location) (Distance Between Centerline of Vertical Mullions and Vertical Muliion a s — <S>lass Sizes: Windotu Above: Hts 35.25-in t s 1.O-in kNindotu Below: Hb = 41.5-in Loadings: p ss S.5-psF s 25-psf f<5lass Height Above; f<3lass Thickness; fa-lass Height Belotu; freights of c&iass 4 Aluminum Framing; ("Maximum is Negative Wind Load; -ft H P •Module I Date:11/5/2010 By.JNL Project Isis Pharmaceuticals Page: DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Dead Loading Analysis; Mdi = 2ST-in-lbF Deadload Deflection Check: 6dl = 0.016-in < 1/2>" (® Mid Span of Transom; Sglass = 0.00"?-in f@ Setting Block Location; ** For 1/S" Limit - Peflections O.K. ** Bending Stress Pue To Peadload: Md|fbydi :=Syy Check Local Suckling; b = 2.312- in = 25 > 22.S . Section B.5.4.2; Fby s (iq-o.n-sd!)-ksi Fby = 1451^-psi > Loadin Analsis; O.K. RU,I = = 1354-in-lbF Deflection Check: ** Deflection O.K. ** Date:11/5/2010 By. JNL Project Is is Pharmaceuticals of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd > Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Bending Stress Due To Wind load: 5xx Check Lateral-Torsional Buckling: Unbraced Length. |_b = i- i-b Ryy Check Local Buckling; b = 2.25-in _ b WI2- t Fbx2 s Fbx2 = Stress Interaction-. Fbydi_^_ Fby =o.14 Lb = 46-In = 18> = 0.01S>-'m psi > FbXu;| = S4'=!-pSt < *(.OO C6O63-T6, Section F.2.1; O.K. 22.S C6O63-T6, Section D.5.4.2; O.K. ** Interaction O.K. ** Date:11/5/2010 By:JNL Project:Isis Pharmaceuticals Page: E S I G N ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY Elevation: C/E-3; Detail: 2/D-5 Typical CurtainLuall Intermediate Unitized Muflion @ Door Jamb Wind load = 25 psF — Trib. Mullion Description: Unltl Material: 6>O6>3-T6> Alumir CIIIII+ TR-0464S8X6--X@1« POINTS \^ TR-11951E~|; Width = 48>"/ct6" zed Mullion lum / I t S h u 0 i5 N^^ai 1 j ^[ s 'V % *= p. \ I \\i _ TR-11950E7 J> J ^ ^ -«•-,' ,«- j ' ^K} ! .- 1"* "V C7J5-015-CLP | ic u cI- 10 1ffi" THERMAL J /I SLOTAT12'O.C. [S M sm£ _ |\- ^ S j|\ 5 x. FOAMTITEWaXB / /- TRANSFER CUP X 4" LONG AT / SO'O.C.MAXFOROLOOVER / 78- TYPICAL i \— »M X 1 1/? PHSMS -B' J i ^ TR-11951E 1 \{ ^$TR-1t950E7 1 -,0 ! 1 WEATHERSTRIP v 1 GASKET KTR-4862W7 /TN MULLiON ^ °ate' 11/5/2O1O Sy: JNL Pre } , ' i \ Isis Pharmaceuticals Pa9e' "J^ |s DESIGN ENGINEERING CONSULTING 2095 N. Collins Btvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY Elevation: C/E-3; Petail: 2/D-5 Typical Curtaintuall Intermediate Unitized Mullion @ Poor Jamb Wind load = 25 psf — Trib. Width = 4S> Mullion Description-. Unitized Mullion lxxm = Material: 6063-T6 Aluminum C725-P16-M&3 Male Mullion Section Properties-. •In4 lyym = 0.S02-in4 • in3 Syym = 0.410-in3 in2 Ryym = 0.6S3-in CT25-P16-FC3 Female Mullion Section Properties-. Ixxf s in Sxxf & 2.235-in Areaf • 1.570-in2 IXXmu|[ = IXXm + IXXf Sxxmu|| = SxXm • lyymuii = lyym + iyy? = Syym + 5yyf lyyp = 0.660-in' Ryy? s 0.64S-in SxxmU[| = 4.H43- in lyymuii = 1.462-in4 fce?. page 5-7 Ealsl.0-10"7 5-S Eai = 1.0-^"^-psi K4ind Loadin Analsis: Uniform Load,IU = LU= 10-jbf in Oate:11/5/2010 8y:JNL isis Pharmaceuticals Pa":of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Deflection Summary; Maximum Deflection. Affected 5pan, Allowable Deflection, s 12>53-in Stress Summary @ Male MulMon C.725-P16-MC3; Maximum Moment, MX ( IxxmFbxm =5xxm \jxxmuii J Check Lateral-Torsicmal Suckling: Unbraced Length, I Lb 2>m1 = Fbxm1B Fbxm1= Check Local Buckling-. bm s o.« MX s 451^1- in -Ibf fbxm = Fbx =m tm = O.O62-\n > 1.3 Fbxm2 =fbx = Ret. page Aa||>Amax O.K. C6O63-T6, Section F.2.0 O.K. C6O63-T6, Section B.5.4.0 O.K. Date:11/5/2O1O By:JNL Project-IS IS Pharmaceuticals E S I G N ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 1 00 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Stress Summary & Female Mullion CT25-P16-FC3; Maximum Moment, MX (FbXf -SxxF MX = 45-^1-in-Ibf = 3641-psi Check Lateral-Torslonal Buckling: Unbraced Length. L Ryyf Fbxf1 s FbXf 1 =• psi Check Local Suckling: b = i.2&l-in 155 Fbxf2 = 1 1314- psi > Sf 1 = «© < = 1641 • psi s O.O<34-'m = 14 > 12.6 • psi C6063-T6, Section F.2.1) O.K. C6063-T6, Section B.5.4.1) OK. Date:11/5/2O10 By:JNL Project isis Pharmaceuticals Page: Isis Pharmaceuticals Cbeam 2002 11/4/2010 15:07 File: MullCW_C-E3_DJ.cbm 419" Tall Door Jamb Mullion On CW Elev. C/E3 (WL • 20psf) By: JNL Max.Span Deflection Cantilever Deflection Max. Max. Positive Moment Negative Moment Beam s s = a Results -0.3379" 0.1825' 23371»f -45791'i (Span (Span (Span (Span 3, @ 4,® 1, 8 2, @ 67 33 69 0 .36 .00 .75 .00 ') ') ") *) Span 1 2 Splice 3 4 Member Information Length(in) I(inA4) S(inA3) 136.000 41.500 158.500 33.000 19.464 19.464 19.464 19.464 4.943 4.943 4.943 4.943 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Span 1 2 3 4 Distributed Load 10.000 10.000 10.000 3.333 6.667 6.667 10.000 10.000 3.333 6.667 6.667 6.667 Information XI (in) X2(in) 0.000 0.000 17.500 0.000 24.000 0.000 186.000 17.500 41.500 24.000 158.500 33.000 Point Load Information Span P(|) . X(in) 3 493.000 0.000 Joints Free to Displace Free Joints - 3 5 Support Reactions Joint Pounds 684 2472 769 493 # Uniform W.L.: Wl = 20psf X (48» + 48" X 2} / 2 = 10I/1 W2 = 20psf X 48' / 2 = 3.333S/" W3 = 20psf X (48" + 48») / 2 = 6.667#/» W.L. Reaction From Stack Horizontal: P = 4931; Ref. Page D.L. Shim i Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location ShearMoment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 O.OOL 0.00 633.31 0.0 0.00000.0 2 O.OOL 0.00 1295.46 -45790.5 0.0000 -9263.7 3 O.OOL 0.00 467.47 0.0 -0.1632 0.0 4 O.OOL 0.00 220.01 -3630.2 0.0000 -734.4 Isis 11/4/2010 15: 0.10L 13.60 497.81 10939.1 -0.1171 2223.2 0.10L 4.15 1253.96 -40500.5 -0.0053 -8193.5 0.10L 15.85 397.196893.5 -0.2264 1395.6 0.10L 3.30 198.01 -2940.4 0.0187 -594.9 0.20L 37.20 311.81 18518.7 -0.2151 3746.4 0.20L 8.30 1212.46 -35382.6 -0.0142 -7158.1 0.20L 31.70 296.13 12417.1 -0.2303 2512.1 0.20L 6.60 176.01 -2323.3 0.0372 -470.0 0.30L 55.80 125.81 22588.6 -0.2807 4569.3 0.30L 12.45 1170.96 -30437.0 -0.0262 -6157.5 0.30L 47.55 190.46 16273.4 -0.3194 3292.2 0.30L 9.90 154.01 -1778.8 0.0555-359.9 Pharmaceuticals Cbeam 2002 07 File: MullCW_C-E3 0.40L 74.40 -60.19 23199.0 -0.3067 4693.3 0.40L 16.60 1129.46 -25663.6 -0.0410 -5191.9 0.40L 63.40 84.7918454.7 -0.3371 3733.5 0.40L 13.20 132.01 -1306.9 0.0738-264.4 0.50L 93.00 -246.19 20349.7 -0.2920 4115.9 0.50L 20.75 1089.43 -21060.9 -0.0530 -4260.7 0.50L 79.25 -20.88 18961.1 -0.3312 3-836.0 0.50L 16.50 110.01 -907.5 0.0920 -183.6 0.60L 111.60 -432.19 14040.9 -0.2416 2840.6 0.60L 24.90 1054.07 D J . cbm 0.70L 130.20 -618.19 4272.4 -0.1663 854.3 0.70L 29.05 1023.49 -16614.8 -12305.5 -0.0768 -3361.3 0.60L 95.10 -126.56 17792.7 -0.3011 3599.6 0.60L 19.80 88.00 -530.8 0.1101 -117.5 -0.0971 -2489.5 0.70L 110.95 -232.23 14949.3 -0.2481 3024.3 Q.7QL 23.10 66.00 -326.7 0.1282 -66.1 0.80L 148.80 -804.19 -8955.6 -0.0849 -1811.8 0.80L 33.20 997.70 -8113.2 -0.1186 -1641.3 0.80L 126.80 -337.90 10431.0 -0.1760 2110.3 0.80L 26.40 44.00 -145.2 0.1463 -29.4 0.90L 167.40 -990.19 -25643.3 -0.0194 -5187.8 0.90L 37.35 976.69 -4018.0 -0.1407 -812.9 0.90L 142.65 -443.57 4237.9 -0.0907 857.4 0.90L 29.70 22.00 -36.3 0.1644 -7.3 l.OOL 186.00 -1176.19 -45790.5 0.0000 -9263.7 l.OOL 41.50 Wtttonr -0.1632 0.0 l.OOL 158.50 -549.24 -3630.2 0.0000 -734.4 l.OOL 33.00 0.00 0.0 0.1825 0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com Isis Pharmaceuticals Cbeam 2002 11/4/2010 15:09 File: MullCW_C-E3_AboveDr.cbm 191 1/2" Tall Mullion Above Door On CW Elev C/E3 (WL=20psf) By: JNL Uniform W.L. * 20psf X (48" + 48") / 2 = 6.667I/" Max. Span Deflection Cantilever Deflection Max. Positive Moment Max. Negative Moment Beam = s s Results -0.2522' 0.1499* 1916Q"jf •3630'i (Span (Span (Span (Span 1, S 2, 1 1, 1 1, 1 79 33 75 158 .25") .00") .29') .50") Span 1 2 Member Information Length(in) I(in*4) S(inA3! 158.500 33.000 19.464 19.464 4.943 4.943 B(psi) l.Oe+007 l.Oe+007 Distributed Load Span Ml (I/in) B2(#/in) 1 6.667 2 6.667 6.667 6.667 Information XI (in) 12 (in) 0.000 0.000 158.500 33.000 Joints Free to Displace Free Joints - 3 Support Reactions Joint Pounds 505 771 so•«ve* <n ><s Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9335 Fax- (972) 552-9608 Email: softwareSarcwallsys.com Isis Pharmaceuticals Cbeam 2002 11/2/2010 14:31 File: MullCW_Ml-E15_Up.cbm 227" Tall Door Jamb By: JNL Uniform W.L. = 25psf X (48" t Mullion On CW Elev M1/E15 (WL = 25psf) 48«) / 2 = 8.333I/" Beam Results Max. Span Deflection = Cantilever Deflection = Max. Positive Moment = Max. Negative Moment = -0.3138' (Span 1, 1 79.80«) 0.1880" (Span 2, • 59.00") 22578"! (Span 1, a 75.60") -145Q4lli (Span 2, • 0.00") Member Information Spaa Length(in) I(inA4) S(inA3) E(psi) 1 168.000 19 2 59.000 19 .464 4.943 l.Oe+007 .454 4.943 l.Oe+007 Distributed Load Information Span Mid/in) W2(l/ln) XI (in) X2(in) 1 8.333 8.333 0.000 168.000 2 8.333 8.333 0.000 59.000 Joints Free to Displace Free Joints • 3 Support Reactions Joint Pounds 1 614 2 1278 3ao T \ "^^3 ^ ^ S Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: softwareiarcwallsys.com I sis Pharmaceuticals Cbeam 2002 11/2/2010 14:38 File: MullCW_Ml-E15_Low.cbm 156" Tall Door Jamb By: JNL Uniform W.L. = 25psf X (48' t Mull ion On CW Elev M1/E15 (WL = 25psf) 48') / 2 = 8.333I/" Beam Results Max. Span Deflection = Max. Positive Moment = -0.3301" (Span 1, ® 78.00") 25349»f (Span 1, 0 78.00») Member Information Span Length (in) I(inA4) S(inA3} E(psi) 1 156.000 19.464 4.943 l.Oe+007 Distributed Load Information Span Wl(f/in) W2(f/in) XI (in) X2(in) 1 8.333 8.333 0.000 156.000 Support Reactions Joint Pounds 1 650 2 650 8J33 Ib/inm~ •• ^lr< v »«i 4 -, -. Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com Isis Pharmaceuticals Cbeam 2002 10/29/2010 10:27 Pile: MullCW_Q-K18.cbm 418 1/2" Tall Unitized Mullion On CW Elev Q/E18 (WL By: JNL Uniform W.L. * 25psf X (54.5- t 48") / 2 = 8.898I/" 25psf) Beam Results Max. Span Deflection Cantilever Deflection Max. Positive Moment Max. Negative Moment -0.4022" (Span 1, 8 83.47") -0.0464" (Span 4, 8 59.00") 25615'! (Span 1, @ 74.20") -27818"* (Span 1, 8 185.50") Span 1 2 Splice 3 4 Member Information Length(in) I(inA4) S(inA3) 185.500 42.375 131.625 59.000 19.464 19.464 19.464 19.464 4.943 4.943 4.943 4.943 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Span 1 2 3 4 Distributed Load Wl(f/in) H2(!/in) 8.893 8.898 8.893 8.398 8.898 8.398 8.398 8.898 Information XI (in) X2(in) 0.000 0.000 0.000 0.000 185.500 42.375 131.625 59.000 Joints Free to Displace Free Joints - 3 5 Support Reactions Joint Founds 675 1820 1228 80 OQ <«% D.L. ,*N Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No.f Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress 1 0.0 OL 0.00 675.33 0.0 0.0000 0.0 2 O.OOL 0.00 844.99 -27817.8 0.0000 -5627.7 3 O.OOL 0.00 467.94 0.0 0.0613 0.0 4 O.OOL 0.00 524.98 -15487.0 0.0000 -3133.1 Isis 10/29/2010 10 0.10L 18.55 510.27 10996.4 -0.1401 2224.6 0.10L 4.24 807.29 -24317.0 0.0128 -4919.5 0.10L 13.16 350.82 5388.5 0.0219 1090.1 0.10L 5.90 472.48 -12544.4 0.0010 -2537.8 0.20L 37.10 345.21 18931.0 -0.2612 3829.9 0.20L 8.47 769.58 -20976.0 0.0234 -4243.6 0.20L 26.33 233.70 9235.3 -0.0129 1868.4 0.20L 11.80 419.99-9911.7 -0.0003 -2005.2 0.30L 55.65 130.15 23803.8 -0.3493 4815.7 0.30L 12.71 731.88 -17794.8 0.0321 -3600.0 0.30L 39.49 116.53 11549.6 -0.0396 2334.7 0.30L 17.70 367.49 -7588.6 -0.0033 -1535.2 Pharmaceuticals Cbeam 2002 :27 File: MullCW_Q-E18.cbm 0.40L 74.20 15.10 25614.3 -0.3958 5132.0 0.40L 16.95 694.17 -14773.3 0.0391 -2988.7 0.40L 52.65 -0.54 12304.3 -0.0562 2489.2 0.40L 23.60 314.99 -5575.3-0.0077 •1127.9 0.50L 92.75 -149.96 24363.9 -0.3974 4929.0 0.50L 21.19 656.47 -11911.7 0.0448 -2409.3 0.50L 65.81 -117.66 11526.4 -0.0618 2331.9 0.50L 29.50 262.49 -3871.7 -0.0131 -783.3 0.60L 111.30 -315.02 20051.2 •0.3565 4056.5 0.60L 25.43 618.76 -9209.8 0.0493 -1863.2 0.60L 78.97 -234.78 9206.9 -0.0574 1862.6 0.60L 35.40 209.99 -2477.9 -0.0192 -501.3 0.70L 129.85 -480.08 12676.7 -0.2805 2564.6 0.70L 29.66 581.06 -6667.7 0.0531 -1348.9 0.70L 92.14 -351.90 5345.8 -0.0449 1081.5 0.70L 41.30 157.49 •1393.8 -0.0258 -232.0 0.80L 148.40 -645.13 2240.4 -0.1825 453.2 0.80L 33.90 543.35 -4285.3 0.0561 -867.0 0.80L 105.30 -469.02 -56.8 -0.0277 •11.5 0.80L 47.20 105.00 -619.5 -0.0326 -125.3 0.90L 166.95 -810.19 -11257.8 -0.0811 -2277.5 0.90L 33.14 505.65 -2062.8 0.0583 -417.3 0.90L 118.46 •586.14 -7001.1 -0.0107 -1416.4 0.90L 53.10 52.50 -154.9 -0.0395 -31.3 l.OOL 185.50 -975.25 -27817.8 0.0000 -5627.7 l.OOL 42.38 467.94 0.0 0.0613 0.0 l.OOL 131.63 •703.26 -15487.0 0.0000 -3133.1 l.OOL 59.00 0.00 0.0 -0.0464 0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Email: software@arcwallsys.com 346 1/4" Tall Isis Pharmaceuticals Cbeam 2002 10/29/2010 10:20 Pile: MullCW_R-E19.cbm Unitized Mullion On CW Elev R/E19 (WL » 20psf) By: JNL Uniform K.L. * 2flpsf X (48- + 48') / 2 * 6.667S/" Beam Results Max. Span Deflection = -0.2866" (Span 1, 9 83.47') Max. Positive Moment = 18634't (Span 1, i 74.20') Max. Negative Moment = -22238"* (Span 2, 9 0.00') Member Information Span Length(in) I(inA4) S(in*3) E(psi) 1 185.500 19.464 4.943 1.0*007 2 41.500 19.464 4.943 l.Oe+007 Splice 3 119.250 19.464 4.943 1.0*007 Distributed Load Information Span «l(i/in) W2(f/in) Xl(in) X2(ia) 1 6.667 2 6.667 3 6.667 6.667 0.000 185.500 6.667 0.000 41.500 6.667 0.000 119.250 Joints Free to Displace Free Joints - 3 Support Reactions Joint Pounds 1 498 2 1412 4 398 For questions on Cbeam, a Windows-based program, contact; Architectural Wall Systems, Inc. at Pa- (972) 552-9336 Fax- (972) 552-9608 Email: software@arcwallsys.com 1 ^ Maximum shown o table f "1?M \\B^ >••» D.L. Shim^_ ^ ' % i ^TS ^ \ \* £r4185.500"" ^ ' distributed load value nly, see distributed load or detailed information. 502 1/2" Tall Isis Pharmaceuticals Cbeam 2002 11/2/2010 14:59 File: MullCW_S-E20.cbm Unitized Mullion On CW Elev S/E20 (WL = 25psf) By: JNL Uniform W.L. = 25psf X (48" + 48") / 2 = 8.333I/" Beam Results Max. Span Deflection = -0.3577" (Span 1, 9 83.47") Cantilever Deflection = 0.0114" (Span 5, 9 12.00") Max. Positive Moment » 23269'f (Span 1, 9 74.20") Max. Negative Moment = -27849"* (Span 2, @ 0.00") Member Information Span Length(in) I(inA4) S(inA3) E(psi) 1 185.500 19.464 4.943 l.Oe+007 2 42.375 19.464 4.943 l.Oe+007 Splice 3 145.125 19.464 4.943 LOe+007 4 117.500 19.464 4.943 l.Oe+007 5 12.000 19.464 4.943 l.Oe+007 Distributed Load Information Span Mid/In) W2(l/in) XI (in) X2(in) 1 8.333 2 8.333 3 8.333 4 8.333 5 8.333 8.333 0.000 185.500 8.333 0.000 42.375 8.333 0.000 145.125 8.333 0.000 117.500 8.333 0.000 12.000 Joints Free to Free Joints - 3 Displace 6 Support Reactions Joint Pounds 8.333 Ib/in1 623 2 1757 4 1366 5 441 ^ V f^ 1 "1 "S( "^ d"* * "^ D.L. Shim, %^ ^Bfv, a. — >* 414185.500Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear MomentDefl. Stress 1 O.OOL 0.00 622.76 0.0 0.0000 0.0 2 O.OOL 0.00 833.75 •27848.9 0.0000 -5634.0 3 O.OOL 0.00 480.65 0.0 0.0277 0.0 4 O.OOL 0.00 637.63 -17998.0 0.0000 -3541.1 5 O.OOL 0.00 100.00 -600.0 0.0000 -121.4 Isis 11/2/2010 14 0.10L 18.55 468.18 10118.4 -0.1260 2047.0 0.10L 4.24 798.45 -24390.7 0.0095 -4934.4 0.10L 14.51 359.71 6097.9 -0.0205 1233.6 0.10L 11.75 539.72 -11081.0 0.0037 -2241.8 0.10L 1.20 90.00 -436.0 0.0012 -98.3 0.20L 37.10 313.60 17369.5 -0.2345 3514.0 0.20L 8.47 763.13 -21082.1 0.0168 •4265.0 0.20L 29.03 238.78 10440.7 -0.0624 2112.2 0.20L 23.50 441.31 •5314.6 -0.0005 -1075.2 0.20L 2.40 80.00 -384.0 0.0023 -77.7 0.30L 55.65 159.03 21753.1 -0.3127 4400.8 0.30L 12.71 727.82 -17923.1 0.0221 -3626.0 0.30L 43.54 117.85 13028.5 -0.0930 2535.7 0.30L 35.25 343.89 -698.6 -0.0085 -141.3 0.30L 3.60 70.00 -294.0 0.0034 -59.5 Pharmaceuticals Cbeam 2002 :59 File: MullCW_S-E20 .cbm 0.40L 74.20 4.45 23269.3 •0.3529 4707.5 0.40L 16.95 692.51 -14913.8 0.0258 -3017.2 0.40L 58.05 -3.08 13861.2 -0.1098 2804.2 0.40L 47.00 245.93 2766.9 -0.0171 559.8 0.40L 4.80 60.00 -216.0 0.0046 -43.7 0.50L 92.75 -150.13 21918.1 •0.3523 4434.2 0.50L 21.19 657.20 •12054.1 0.0281 -2433.6 0.50L 72.56 -124.02 12939.0 -0.1117 2617.6 0.50L 1 58.75 148.07 5082.0 -0.0238 1028.1 0.50L 6.00 50.00 •150.0 0.0057 -30.3 0.60L 111.30 -304.71 17699.5 -0.3135 3580.7 0.60L 25.43 621.89 -9344.0 0.0293 -1890.3 0.60L 87.08 -244.95 10261.6 -0.0998 2076.0 0.60L 70.50 50.16 6246.5 -0.0270 1263.7 0.60L 7.20 40.00 -96.0 0.0069 -19.4 0.70L 129.85 -459.28 10613.5 -0.2433 2147.2 0.70L 29.66 586.53 -6783.6 0.0296 -1372.4 0.70L 101.59 -365.88 5829.3 -0.0769 1179.3 0.70L 82.25 -47.76 6260.6 -0.0253 1266.6 0.70L 8.40 30.00 -54.0 0.0080 -10.9 0.80L 148.40 -613.86 660.1 -0.1557 133.5 Q.80L 33.90 551.27 -4372.7 0.0293 •884.6 0.80L 116.10 -436.82 -358.1 -0.0478 -72.4 0.80L 94.00 -145.67 5124.2 -0.0202 1036.7 0.80L 9.60 20.00 -24.0 0.0092 -4.9 0.90L 166.95 -768.44 -12150.7 -0.0669 -2460.2 0.90L 38.14 515.96 -2111.6 0.0286 -427.2 0.90L 130.61 -607.75 -8300.5 -0.0193 -1679.2 0.90L 105.75 -243.53 2837.4 -0.0111 574.0 0.90L 10.80 10.00 -6.0 0.0103 -1.2 l.OOL 185.50 -923.01 •27848.9 0.0000 -5634.0 l.OOL 42.38 480.65 0.0 0.0277 0.0 l.OOL 145.13 •728.68 •17998.0 0.0000 -3641.1 l.OOL 117.50 -341.50 -600.0 0.0000 -121.4 l.OOL 12.00 0.00 -0.0 0.0114 -0.0 For questions on Cbeam, a Windows-baaed program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Email: softvare@arcwallsys.com Isis Pharmaceuticals Cbeam 2002 11/5/2010 9:37 Pile: MullCW_U-E20 .cbm 502 1/2" Tall Unitized Mullion On CW Elev U/E20 (WL By: JNL Uniform W.L. = 25psf X (48» + 48s) / 2 = 8.333I/" 25psf) Max.Span Deflection Cantilever Deflection Max Max . . Positive Moment Negative Moment Beam Results = -0.3359" s s a 0.0017 22445" -29909' n 1 # (Span (Span (Span (Span 1, 5, 1, 2, @@ @ @ 83 12 74 0 .47") .00 .20 .00 ') ') ') Span 1 2 Splice 3 4 5 Member Information Length(in) I(inA4) S(in*3) 185.500 42.375 157.625 105.000 12.000 19.464 19.464 19.464 19.464 19.464 4.943 4.943 4.943 4.943 4.943 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Span 1 2 3 4 5 Distributed Load Wl(i/in) W2(l/in) 8.333 8.333 8.333 8.333 8.333 8.333 8.333 3.333 8.333 8.333 Information XI (in) X2(in) 0.000 0.000 0.000 0.000 0.000 185.500 42.375 157.625 105.000 12.000 Joints Free to Displace Free Joints - 3 6 Support Reactions Joint Pounds 612 1816 1407 352 3 2 D.L. Shin. § Maximum distributed load value shown only, see distributed load table for detailed information. Span No. LocationShear Moment Defl. Stress Span No.* Location Shear Moment Defl.Stress Span No. Location Shear MOment Defl.Stress Span No. LocationShear Moment Defl. Stress Span No. LocationShear Moment Defl.Stress 1 O.OOL 0.00 611.65 0.0 0.0000 0.0 2 O.OOL 0.00 882.38 -29909.2 0.0000 -6050.8 3 O.OOL 0.00 529.27 0.0 -0.0063 0.0 4 O.OOL 0.00 623.14 -20093.8 0.0000 -4065.1 5 O.OOL 0.00 100.00 -600.0 0.0000 •121.4 Isis 11/2/2010 14 0.10L 18.55 457.07 9912.4 -0.1200 2005.3 0.10L 4.24847.07 -26244.9 0.0067 -5309.5 0.10L 15.76 397.92 7307.4 -0.0714 1478.3 0.10L 10.50 535.64 -14010.2 0.0117 -2834.4 0.10L 1.20 90.00 -486.0 0.0002 -98.3 0.2QL 37.10 302.50 16957.4 -0.2223 3430.6 0.20L 8.47 811.75 -22730.3 0.0109 -4598.5 0.20L 31.53 266.57 12544.3-0.1274 2537.8 0.20L 21.00 448.15 -8345.4 0.0155 -1789.5 0.20L 2.40 80.00 -384.00.0004 -77.7 0.30L 55.65 147.92 21135.0 -0.2961 4275.7 0.30L 12.71 776.44 -19365.3 0.0131 -3917.7 0.30L 47.29 135.22 15710.9-0.16753178.4 0.30L 31.50 360.65 -4599.2 0.0142 -930.4 0.30L 3.6070.00 -294.00.0005 -59.5 Pharmaceuticals Cbeam 2002 :58 File: MullCW_U-E20 .cbm 0.40L 74.20 -6.66 22445.2 -0.33254540.8 0.40L 16,95 741.13 -16149.9 0.0134 -3267.2 0.40L 63.05 3.87 16807.1 -0.1879 3400.2 0.40L 42.00 273.15 -1271.70.0102-257.3 0.40L 4.8060.00-216.0 0.0007 -43.7 0.50L92.75 -161.24 20883.0 -0.3296 4225.8 0.50L 21.19 705.82 -13034.2 0.0123 -2647.0 0.50L 78.81 -127.4815832.9-0.1870 3203.1 0.50L 52.50 185.66 1137.00.0055 230.0 0.50L 6.0050.00 -150.0 0.0009 -30.3 0.60L 111.30 -315.8116463.4-0.2902 3330.6 0.60L 25.43 670.51 -10168.1 0.0099-2057.1 0.60L 94.58 -253.83 12788.3 -0.1661 2587.2 0.60L 63.00 98.16 2627.0 0.0014 531.5 0.60L 7.20 40.00 -96.0 0.0010 -19.4 0.70L 129.85 -470.39 9171.3 -0.2221 1855.4 0.70L 29.66 635.20 -7401.6 0.0066-1497.4 0.70L110.34 -390.18 7673.4 -0.12911552.4 0.7QL 73.50 10.66 3198.4 -0.0013647.0 0.70L 8.40 30.00 -54.0 0.0012 -10.9 0.80L 143.40 -624.97 -983.1 -0.1382 -199.9 0.80L 33.90 599.89 -4784.8 0.0027 -968.0 0.80L 126.10 -521.53 438.0 -0.0325 98.7 0.30L 84.00 -76.83 2351.0-0.0022 576.8 0.80L 9.60 20.00 -24.0 0.0014 -4.9 0.90L 166.95 -779.54 -14014.9 -0.0565 -2835.3 0.9QL 38.14 564.58-2317.6 •0.0017 -468.9 0.90L 141.86 -652.87 -8767.7 -0.0356 -1773.8 0.90L 94.50 -164.33 1584.8-0.0015320.6 0.90L 10.80 10.00 -6.00.0015 -1.2 l.OOL 185.50 -934.12 -29909.20.0000 -6050.8 l.OOL 42.38 529.27 0.0 -0.0063 0.0 l.OOL 157.63 -784.22 -20093.8 0.0000 •4065.1 l.OOL 105.00 -251.83 -600.00.0000-121.4 l.OOL 12.00 0.00 0.00.0017 0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Email: software@arcwallsys.com 418 1/2" Tall Isis Pharmaceuticals Cbeam 2002 11/2/2010 14:39 File: MullCW_X-E21.cbm Unitized By: <JNL Uniform W.L. = 25psf X (48" + 48' Mullion On CW Elev X/B21 (WL - 25psf) ) / 2 . 8.333I/" Beam Results Max. Span Deflection » -0.3148" (Span 1, 9 78.84") Cantilever Deflection = 0.1671" (Span 4, t 41.00') Max. Positive Moment = 21643"! (Span 1, 9 74.20") Max. Negative Moment = -31915'f (Span 2, ® 0.00") Member Information Span Length(ia) I(inA4) S(in*3) E(psi) 1 135.500 19.464 2 42.375 19.464 Splice 3 149.625 19.464 4 41.000 19.464 4.943 l.Oe+007 4.943 l.Oe+007 4.943 l.Oe+007 4.943 l.Oe+007 Distributed Load Information Span Hlrt/ia) «(|/ln) XI (in) X2(ln) 1 8.333 2 8.333 3 8.333 4 8.333 Joints Free to Free Joints • 3 8.333 8.333 8.333 8.333 Displace 5 0.000 185.500 0.000 42.375 0.000 149.625 0.000 41.000 Support Reactions Joint Pounds 1 S 1 601 2 1875 4 1012 £ -tt 55 D.L. Shim /& ~, \ \OOS'SSl 'rI? ^Maximum distributed load value shown only, see distributed load table for detailed information. Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear Moment Defl. Stress Span No. Location Shear«__ __ L,Moment Defl. Stress 1 O.OOL 0.00 690.84 0.0 0.0000 0.0 2 O.OOL 0.00 929.71 Isis 11/2/2010 14 0.10L 18.55 446.26 9711.8 -0.1141 1964.8 0.10L 4.24 894.40 -31915.1 -28050.2 0.0000 -6456.6 3 O.OQL 0.00 576.60 0.0 -0.0395 0.0 4 O.OOL 0.00 341.65 -7003.9 0.0000 -1416.9 0.0039 -5674.7 0.10L 14.96 451.92 7694.6 -0.1100 1556.7 O.lflL 4.10 307.49 -5673.1 0.0179 -1147.7 0.20L 37.10 291.63 16556.2 -0.2115 3349.4 0.20L 8.47 859.09 -24335.0 0.0052 -4923.1 0.20L 29.93 327.24 13523.7 -0.1718 2735.9 0.2QL 8.20 273.32 -4432.5 0.0354 -906.8 0.30L 55.55 137.11 20533.2 -0.2800 4154.0 0.30L 12.71 823.78 -20769.4 0.0042 -4201.8 0.30L 44.89 202.56 17487.2 -0.2182 3537.8 0.30L 12.30 239.15 -3431.9 0.0525 -594.3 Pharmaceuticals Cbeam 2002 :39 File: MullCW_X-E21.cbm 0.4QL 74.20 -17.47 21642.8 -0.3126 4378.5 0.40L 16.95 788.47 -17353.5 0.0013 -3510.7 0.40L 59.85 77.87 19585.2 -0.2447 3962.2 0.40L 16.40 204.99 -2521.4 0.0692 -510.1 0.50L 92.75 -172.05 19885.0 -0.3074 4022.9 0.50L 21.19 753.16 -14087.2 -0.0032 -2849.9 0.50L 74.81 -46.81 19817.6 -0.2433 4009.2 O.SOL 20.50 170.83 -1751.0 0.0853 -354.2 0.60L 111.30 -326.63 15259.8 -0.2675 3087.2 0.60L 25.43 717.85 -10970.5 -0.0089 -2219.4 0.60L 89.77 -171.49 13184.4 -0.2303 3678.8 0.60L 24.60 136.66 -1120.6 0.1022 -226.7 0.70L 129.85 -481.20 7767.2 -0.2010 1571.4 0.70L 29.66 682.54 -8003.4 -0.0157 -1619.1 0.70L 104.74 -296.17 14685.7 -0.1911 2971.0 0.70L 28.70 102.50 -630.3 0.1185 •127.5 0.80L 148.40 -635.78 -2592.8 -0.1212 -524.5 0.80L 33.90 547.23 -5186.0 -0.0233 -1049.2 0.80L 119.70 -420.86 9321.4 -0.1352 1385.8 0.80L 32.80 63.33 -280.2 0.1347 -56.7 0.90L 166.95 -790.36 -15820.3 -0.0464 -3200.5 0.90L 33.14 611.91 -2518.2 -0.0313 -509.4 0.9QL 134.66 -545.54 2091.5 -0.0687 423.1 0.90L 36.90 34.17 -70.0 0.1509 -14.2 l.OOL 185.50 -944.93 -31915.1 0.0000 -6456.6 l.OOL 42.38 576.60 0.0 -0.0395 0.0 l.OOL 149.63 -670.22 -7003.9 0.0000 -1416.9 l.OOL 41.00 0.00 -0.0 0.1671 -0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9335 Pax- (972) 552-9608 Email: software@arcwallsys.com 2 Isis Pharmaceuticals Cbeam 2002 11/2/2010 14:53 File: MullCW_DD-E23.cbm 310 1/4" Tall Unitized Mullion On CW Kiev DD/E23 (WL=25psf) By: JNL Uniform W.L. = 25psf X (48» + 48») / 2 = 8.333I/' Max. Max. Max. Beam Span Deflection = Positive Moment = Negative Moment = Results -0.4243 25869' -21570' A i i (Span (Span (Span 1, i 1, • 2, 9 33 78 0 .11") .84') .00") Span 1 2 Splice 3 Member Information Length(in) I(inA4) S(inA3) 185.500 41.500 33.250 19.464 19.464 19.464 4.943 4.943 4.943 Kpsi) l.Oe+007 l.Oe+007 l.Oe+007 Span 1 2 3 Distributed Load Hid/in) W2 (it/in) 8.333 8.333 8.333 8.333 8.333 8.333 Information XI (in) 12 (in) 0.000 0.000 0.000 185.500 41.500 83.250 Joints Free to Displace Free Joints - 3 Support Reactions Joint Founds 657 1532 347 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9335 Fax- (972) 552-9608 Email: softwareSarcwallsys.com I 3 "vj ><*• s\•^ 4 D.L. csj Maximum distributed load value shown only, see distributed load table for detailed information. DESIGN ENGINEERING &: CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLiQN ANALYSIS SUMMARY Elevation: Q/E-1S; Petall: 4/P-5 Typical Curtalntuall Jamb Mullion Windload = 25 psf — Trib. Width = 51.5Y2+3" Mullion Description: Jamb Mullion Material.- eO63-T6 Aluminum GYP BD (BY OTHERS) EXTERIOR RNISH AND MTL STUD FRAMING (BY OTHERS) Date: 11/5/2O1O By: JNL Project:Isis Pharmaceuticals Page: = DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY Elevation: Q/E-13; Detail: 4/D-5 Typical Curtainiuall Jamb Mullion Wind load = 25 psf -- Trib. Width = 51.5V2+3" Mullion Description: Jamb Mullion PWSOO-DO^-3 Material: 6O63-T6 Aluminum Jamb Mullion Section Properties: 4 lyy = 1: Syy = Ryy = 1.O51-in s 10.233 - 5xx s 2.TH- in3 Area == 15S3-in2 Ref. page -pst Wind i-oadina Analysis; Uniform Load, Deflection Summary; Maximum Deflection. Affected Span. Allowable Deflection, ^ * /"51.5-in . ^s 25psf- + 3m Ibf in = 0.42^-in = 135.5-in . ( L 1 . 1.'Aa|i = mm + — in,—in1^240 4 2 ; > Amax OK, Date:11/5/2O1O By: JNL Project:Isis Pharmaceuticals Page: D E S I G N ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Stress Summary @ Mull Ion Maximum Moment, MX Sxx MX s 15603-in-IbF fbx = 5615-psi Check Lateral-Tcrsional Buckling-. Unbraced Length. L Lb 5=Ryy Check Local Suckling: b s3.O- in 51 =45 = 13435-psi > Fbx = 5615-psi = 32> Fbx2 = Fbx2 = 12462-psi > Fbx = 5615-psi (&oe>3-re>, section F.2.U O.K. (60e>3-T6>, Section B.5.4.2> O.K. Date:11/5/2O1O By:JNL Project:Is is Pharmaceuticals Page:of Isis Pharmaceuticals Cbeam 2002 11/2/2010 14:40 File: JambCW_Q-E18 .cbm 418 1/2" Tall Jamb Mullion On. CW By: JNL Uniform W.L. * 25psf X (51.5' Kiev. Q/E18 (WL = 25psf) 1 2 + 3') * 4.991#/« Beam Results Max. Span Deflection = -0.4289" (Span 1, Cantilever Deflection = -0.0495' (Span 4, Max. Positive Moment = 14368"! (Span 1, Max. Negative Moment = -15603'i (Span 2, t 83.47') t 59.00») t 74,20') t 0.00") Member Information Span Length(in) I(inA4) S(inA3) 1 185.500 10.238 2.779 2 42.375 10.238 2.779 Splice 3 131.625 10.238 2.779 4 59.000 10.238 2.779 E(psi) l.Oe+007 l.Oe+007 l.Oe+007 l.Oe+007 Distributed Load Information Span »l(l/in) Wd/la) XI (in) 1 4.991 4.991 0.000 2 4.991 4.991 0.000 3 4.991 4.991 0.000 4 4.991 4.991 0.000 Joints Free to Displace Free Joints - 3 5 Support Reactions Joint Pounds 1 379 2 1021 4 639 X2(in) 185.500 42.375 131.625 59.000 •5 | «i -"T-4 )"•> 1\E 4 R D.L. Shim Maximum distributed load value shown only, see distributed load table for detailed information. Span No. LocationShear Moment Defl.Stress Span No. LocationShear Moment Defl.Stress Span No. LocationShear Moment Defl. Stress Span No. LocationShear Moment Defl.Stress 1 O.OOL0.00 378.80 0.0 0.0000 0.0 2 O.OOL 0.00 473.97 -15503.3 0.0000 -5614.7 3 O.OOL 0.00 262.47 0.0 0.0654 0.0 4 O.OOL 0.00 294.47 -8686.8 0.0000 -3125.9 Isis 11/2/2010 14 0.10L 18.55 286.22 6168.0 -0.1494 2219.5 0.10L 4.24 452.82 -13639.7 0.0137 -4908.1 0.10L 13.16 195.78 3022.5 0.0233 1087.6 0.10L 5.90 265.02 -7036.3 0.0011 -2532.0 0.20L 0.30L 37.10 193.63 10618.7 -0.2786 3821.0 0.20L 8.47 431.67 -11765.7 0.0250 -4233.8 0.20L 26.33 131.09 5180.2 -0.0138 1854.1 0.20L 11.80 235.58 -5559.5 -0.0003 -2000.6 55.65 101.05 13351.9 -0.3725 4804.6 Q.30L 12.71 410.52 -9981.3 0.0342 -3591.7 0.30L 39.49 65.39 6473.3 -0.0422 2329.4 0.30L 17.70 206.13 -4256.5 -0.0035 -1531.7 Pharmaceuticals Cbeam 2002 :40 File: JambCW_Q-E18 .cbm 0.40L 74.20 8.47 14357.7 -0.4221 5170.1 0.40L 16.95 389.37 -8236.6 0.0417 -2981.8 0.40L 52.65 -0.30 6901.6 -0.0599 2483.5 0.40L 23.60 176.68 -3127.3 -0.0082 -1125.3 0.50L 92.75 •84.11 13666.0 -0.4238 4917.6 0.50L 21.19 368.22 -6631.4 0.0478 -2404.2 0.50L 65.81 -66.00 6465.3 -0.0659 2326.5 0.50L 29.50 147.23 -2171.7 -0.0140 -781.5 0.60L 111.30 -175.70 11247.0 -0.3801 4047.1 0.60L 25.43 347.07 -5155.9 0.0526 -1858.9 0.60L 78.97 -131.69 5164.3 -0.0612 1858.3 0.60L 35.40 117.79 -1389.9 -0.0205 -500.1 0.70L 129.85 -269.28 7110.5 -0.2991 2558.7 0.70L 29.66 325.92 -3740.0 0.0566 -1345.8 0.70L 92.14 -197.38 2998.5 -0.0478 1079.0 0.70L 41.30 83.34 -781.8 -0.0275 -281.3 0.80L 148.40 -361.86 1256.7 -0.1947 452.2 0.80L 33.90 304.77 -2403.7 0.0599 -865.0 0.80L 105.30 -263.03 -31.9 -0.0295 -11.5 0.80L 47.20 58.89 -347.5 -0.0347 -125.0 0.90L 166.95 -454.45 -6314.6 -0.0865 -2272.3 0.90L 38.14 283.62 -1157.0 0.0627 -416.4 0.90L 118.46 -328.77 -3927.0 -0.0114 -1413.1 0.90L 53.10 29.45 -86.9 -0.0421 -31.3 l.OOL 185.50 -547.03 -15603.3 0.0000 -5614.7 l.OOL 42.38 262.47 0.0 0.0654 0.0 l.OOL 131.63 •394.47 -8686.8 0.0000 -3125.9 l.OOL 59.00 -0.00 -0.0 -0.0495 -0.0 For questions on Cbeam, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972} 552-9336 Fax- (972) 552-9608 Mail: software@arcwallsys.com 156" Tall Jamb Isis Pharmaceuticals Cbeam 2002 11/2/2010 14:27 File: JambCW_Ml-E15_Low.cbm Mullion On CW Kiev M1/E15 (WL » 25psf) By: JNL Uniform M,L. = 25psf X (45' / 2 t 3") =» 4.427I/" Beam Results Max. Span Deflection Max. Positive Moment = -0.3335" (Span 1, • 73.00") 13467"! (Span 1, t 78.00") Span Length (in) 1 156.000 Member Information I(in*4) S(inA3) E(psi) 10.238 2.779 l.Oe+007 Distributed Load Information Span Ml (I/in) W2(f/in) XI (in) X2(in) 1 4.427 Support Reaction Joint Pounds 1 345 2 345 4.427 fl.OQO 156.000 s 4.427 Ibfm_ s*B. ~. V ' ^&-' •N Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeam, a Windows-based program, contact: Architectural Hall Systems, Inc. at Ph- (972) 552-9336 Pax- (972) 552-9608 Email: software@arcwallsys.com |s DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY Elevation: E/E-5; Detail: 3/D-12 Typical Storefront Intermediate Split Mullion Wind load = 25 psf - Trib. Width = 4£>"/42>" Mullion Description: Male Mullion W6O-D15-S Material: 6O63-T6 Aluminum -DLO 7 -21/4'- SPLIT MULLION -DLO- WEATHERSTRIP GASKET WR-4862W7 a, 5 Date:11/5/2010 By:JNL Project: isis Pharmaceuticals DESIGN ENGINEERING & CONSULTING 2095 N. Collins Bivd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 MULLION ANALYSIS SUMMARY Elevation: E/E-5; Detail: 3/D-12 Typical Storefront intermediate Split Mutlion XHindload = 25 psf - Trib. kNidth = 4SV4&" Mullion Description: Male Mullion J^t60-D15-5 Material: 6063-T6 Aluminum KS60-P15-S Male Mitllion Section Properties-. lyym = O.OSn-'m Syym s 0.134-in3 Ryym s 0.322-in ... = 3.403-in 5xxm s 1.100-in: Aream = (. Ref. page 5-13 s 1.0-10-psi KSind Loadina Analysis; Uniform Load, Deflection Summary; Maximum Deflection, Affected 5pan, Allowable Defection, LU s 25pSf-'46-in' = 4.16T JbF in s 0.015- In. Aaii = 0.413- in 4 Aall OK. Date:11/5/2O1O By: JNL Project Isis Pharmaceuticals in.. ^ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd » Suite 100 • Richardson, Texas 75080 » Phone (972) 644-0640 « Fax (972) 644-4204 Stress Summary @ Male Mullton kS6O-P15-S; Maximum Moment, MX Sxx = 356Tin-lbf fbxm = 3243 -psi m Check Lateral-Tcrslonal Buckling; Unbraced Length. l_t> s 46.5-in Lb Ryym Fbxm1 s Fbxm1 = 41T2-psi Check Local Buckling; bm a <9.5-in bm tm Fbxm2 s FbXm = 3243-psi m 5m2 => T.3 Fbxm2 = 14126-psi > fbxm = 3243-psi (6063-Tb, Section F.2.0 O.K. C6O63-T6, Section B.5.4.0 O.K. Date:11/5/2O1O By:JNL Project:Isis Pharmaceuticals Isis Pharmaceuticals Cbeam 2002 11/5/2010 15:01 File: MullSF_E-E5 .cbm 82 3/4" Span Split Mullion On SF Elev. E/E5 (WL = 25psf) Bys JNL Uniform N.L. = 25psf X 48" / 2 = 4.167I/1 Beam Results Max. Span Deflection Max. Positive Moment = -0.0748" (Span 1, @ 41.38") 3567'i (Span 1, t 41.38") Member Information Span Length(in) I(inA4) S(inA3) I(psi) 1 82.750 3.403 1.100 l.Oe+007 Distributed Load Information Span HI (I/In) W2(l/in) XI (in) Z2(in) 1 4.167 Support Reactions Joint Pounds 1 172 2 172 4,167 0.000 82.750 4.167 Ibfm$ Maximum distributed load value shown only, see distributed load table for detailed information. For questions on Cbeaa, a Windows-based program, contact: Architectural Wall Systems, Inc. at Ph- (972) 552-9335 ?ax- (972) 552-9608 Email: softwaretarcwallsys.com (00 DESIGN ENGINEERING &: CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 > Phone (972) 644-0640 • Fax (972) 644-4204 SHEAR SPLICE ® STACK HORIZONTAL Elevation: C/E-3; Detail: 5/P-1 Loading; Maximum Shear Vx =Ret. page (BY OTHERS) STACK JOINT 11/5/2O1O Sy:JNL Project: Is is Pharmaceuticals Page:of 2095 N. Collins Blvd « Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Loading: Check Local Sending On Vertical Leas Of Bottom Stack Horizontal (Part » C"K25-POa-MSaJ @ Front @ Back Leg: Applied Bending @ Front Leg Applied Bending @ Back Leg Applied Shear Effective Length If =(0.125-In; -12-in 12 if = a Fbyf = 12 Vx-1.625-in in4 Fby^ s Vx-1.625-in FbyF = 13116-psi :-\2 -12-in Alloiuabie Bending Fby = I^. Fby = C6O63-T6 Aluminum^ fvj.-O.125-ln-S-in-2 Alloiuabie Shear Fv = Check Interaction Fv = Fby O.K. = 35O-psi (6063-T6 Aluminum) = 350-pei O.K. < 1.O O.K. Date: 1l/5/2O1O 3y: JNL Project , . _. .. ,Isis Pharmaceuticals Page: . of &L = DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check (4) »14 HW (S.StU Spline Screws @ Unitized Mulion Into Scretu Splines OF Bottom Stack Horizontal Applied Shear Allowable Shear fRef. page R-2) Allowadle Bearing C6O63-T6 Alum J vx r T2J Va| = 64TlbF 2-in-2 = "T24-lbf V = 5TMbF (3O4 S.Stl., Cond. V = 5T7-lbF V = 5T7-lbf Check Local Bending On Leg Of Screiu Race Due To Applied Shear loading @ Bottom Stack Horizontal 2-2 :^2 Applied Bending fby s Allowable Bending Fby = H." Fby = ITTOO-psi Applied Shear Alloo»able Shear 6-in 2-in-2 Check Interaction Fa s 15.4-ksl Fa = l54OO-psi _ Fby Fa ~ Fby + Fa Fa = C6O63-T6 AlumJ Fa = lOO-psi O.K. Fby = 672S-psi C6O63-T6 Alum.; Fby = 612S-psi O.K. O.K. = O.3el < 1.O O.K. Date 11/5/2010 By: JNL Project: . . _. . .Isis Pharmaceuticals Page: of£>-s D E S I G N ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Loadin: TYPICAL SILL ANCHOR @ CONCRETE SLAB Elevation: <2/E-15; Detail: 6/P-1 DL = 1424-IbF Data:11/5/2O1O 8y:JNL Project:Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 TYPICAL SILL ANCHOR @ CONCRETE SLAB Elevation: <2/E-1S; Detail: 6/P-1 LOAPS: Max. tuind loading kNL = 6~75-lbF Dead loading PL s 2>.5-psF-42>-in-502.5-in height controlled by anchor Wp = KHL-1 . page if/ PL = 1424-lbF Seismic loadings 5i_b s O.35-K4p 5Lb = SO-lbf CBody of connection) SLfs1.16-XSp 5Lf = 266-lbf ("Fasteners; Applied stress on anchor due to S.L. In combination o>ith P.L. Is O.K. by Inspection. Since &.L. is relatively smaller by comparison mlth KS.L. Check Aluminum Bottom Sill Stack Horizontal (Fart » C725-AN<S-U Check bendina on C2) enaaaement vertical leas Applied Bending Fbyv s JA|L_ 2-2 •1.625- in . to-•in ^ FbyY = I6q27-psi EFFevtive Length Check bending on Top perimeter horizontal tualls due to dead load 1. Applied Bending FbiJth =3.125in = 16402-psi EFFevtive Length °ate: 11/5/2010 8¥: JNL Project:Isis Pharmaceuticals Page: of&?£ DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check bending on bottom perimeter horizontal malls due to tensile load fWL'2.625-in>\ f LSin^ Applied Bending 2.25-in-2 4 r.^2 fbybn = 4T25-psi EFFevtive Length Allowable Bending Fby s Fby = Alum.; fbyv=16eT2Tpsi Check (2) 3/a" Pia. Hllti KB-TZ Carbon Anchors KV 2" Mm. Embed 4 6" Q.C. Spacing @ Top Of Concrete Slab Calculation Method: A<S! 31S Appendix D 4 ESR-l^n Report For Cracked Concrete; Assume F'c = BOOO P91, Normal KSeight Concrete Applied Shear Allowable Bearing Alum J V &= 33S-ibf = 3O.S-ksI-O.3T5-!n-O..125-in Calculate Factored Loads Usina Strength Design: Factored Wind load FWL s 1.6-KSL Factored Peadfoad FPL s 1.2-PL = 10SP-lbf Factored Tension Nu =-2.625-in 2.25-in Factored Shear Vu s FkNL FPL= N = u = 1O80-lbf **See Putput Of "Hilt! Froffs Anchor" Computer Program For Fastener Check. Data 11/5/201O 8y: JHL Isis Pharmaceuticals Page: . of6>£> www.hilti.us PROFIS Anchor 2.1.0 Company. Specifier Address: Phone t Fax: E-Mail: DEC, Inc. JNL 2095 N. Collins Blvd. Suite 100 972-644-0640 | 972-644-4204 jli@decusa.com Page: Project: Sub-Project 1 Pos. No.: Date: 1 Isis Pharmaceuticals AncCW_6-D1_Sill 11/5/2010 Specifier's comments: 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: Reinforcement: Geometry [in.] KwikBoItTZ-CS,3/8(2) h,, = 2.000 in. Carbon Steel ESR1917 9/1/20091 - design method ACI318 / AC 193 e6 = 0.000 in. (no stand-off); t = 0.125 in. I, x ly x t = 1.500 x 24.000 x 0.125 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 3000, fe' = 3000 psi; n = 6.000 in. tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement none or < No. 4 bar Loading [fb, in.-lb] Governing loads N = 1260 M,= 0.000 Vv = My = 0.000 r.500 Eccentricity (structural section) pn.J ex = 0.000 V, = 1080 ey = 0.000 M«= 0.000 Proof I Utilization (Governing Cases) Design values [Ib]Utilization [%] Loading Proof Tension Pullout Strength Shear Concrete edge failure in direction x+ Loading (3N Combined tension and shear 0.390 Load 630 1080 Pv 0.426 Capacity 1616 2532 <; 5/3 P»/Pv 39 /- -743 Utilization pN,v[%] 45 Status OK OK Status OK loads Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 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 HilU is a registered Trademark of Hiltl AG, Schaan 2095 N. Collins Blvd • Suite 100 • ±Ei 2£ =i= JQ|i..D E S I G N ENGINEERING CONSULTING ... i i;,".i'y =aa A/ >~^— Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Cm TYPICAL HEAD ANCHOR @ 16 £A. METAL STUD Elevation: M.1/E-15; Detail: 1/P-2 (3/D-3; Loading; 5Lb = "n- Ibf SLp = 256- Ibf I \ \ , V ALUM PANa SYSTEM-^ V k (8YV.S.I.) V . 1- i - [ > 31JT > 1 1 jrxx/vVVVv^S: " ' J — ' 1jXXXXXXpvVVSoOs, ' iti( \ CJJI 1 . 1 i;« war HWWMS -PISS) -/ |l 1 TO5*2K7 5 i I WiSSIANONECPBENE f i WASHERS AT 12-0.0. 2a s 5 CONTINUOUS^ g \ ' 1 31L1CONE it LJ^^ r ^ Tsri (ft i 111 **16 Sauae Metal Stud ( I-. •• ' -fr^sH ! J IL Bu c t^ 1 | ALUin^LllllJlUUUUL|)ll^MMui J , -> T-t-«4XrFHai8 -_=!ACCESSHOLEAT — ' 1 1 TWOfi. ^-^ ANCHORLOCATONS 1 ! _ J^ ! >ii ^Tfejil \-wxtta- Bvf* PHSMSY ^ fSfi i! i1 1 /^r> HEAD ^— IS GA. M». MR. STUD FRAMING (BY OTHERS) MUST BE ADEQUATE TO SUPPORT ALL LOADS IMPOSED §@MULLION \ ^1/4-20 X 1 1/T DR8.-FLEX (4IANCHOR) ill Lv Others) must be verified adeauate to support all loads Imposed by appropriate party. °ate: 11/5/2O1O By: JNL Project: . page: ofisi5 Pharmaceuticals (^>g> jjD E S I G N ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 C/7H TYPICAL HEAD ANCHOR @ 16 <5A. METAL STUD Elevation: M.1/E-15; Detail: 1/D-2 O/D-s; i ^^t^ * i Loading; Max tuind loading J*N1_ ~ ' Weight controlled by anchor Seismic loadings SL^ = ** Applied stress on anchor di 4s © I ©i !in "' ^ ' "7 i \i x — rxrxwsrca ANGLE X 4 1/2- LONG i! s|/ © i © r^ n in CTZMisgp |I l» n ^ ^ .-[J i , — > , r^& 1i, jf j f i, ^ J r-jj lj jj-. F^ ^~! /^T\ ANCHOR AT MUUKDN pse-in^" PJ ^- ln [ 2 j MD - WL I P s^ i IAJD ->->-i ibf \ ^^5 • 0^? / O.35-J^p 5Lt> = T7-lbf CBody of connection; 1.16-KNp 5Lf = 256-lbf ("Fasteners; Je to S.L. is O.K. bu insoectlon. Since S.L. is relatively smaller by comparison with X4.L. Date: 11/5/2010 By: JNL Proie" tote Pharmaceuticals Pa9e: H °f DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 « Phone (972) 644-0640 • Fax (972) 644-4204 CHECK L3" x 3" x 3/g>" Steel Angle Clip x 4 1/2" Long Including Tolerance WL-2.25inApplied Bending Fbx = -p 6 Allowable Bending Fbx = 0.60-36-ksi Fbx = 21600-psi Fbx = 1156-psi (ASTM-A36 Steel) fbx = 1156-psi Check f4J 1/4" Pia. PrH-Flex Screws Into 16 6a. Metal Stud Applied Tension frNL.-2.25in 3.5in-2 Allowable Tension (ReF. page R-0 Allowable Fullout oF 16 <3a. Metal CReF. page R-5) Applied Shear Allowable Shear on 16 <Sa. Metal CReF. page R-5J Check Interaction Ta| = 1526 -Ibf 1.5in-2 Tal -H V V = 542-lbF O.K. = 20e!-lbF Say O.K. = 542-ibF O.K. = O.T5 < 1.O O.K. 11/5/2010 By:JNL Project:Isis Pharmaceuticals Page: 1* DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 VOOR JAMB SILL ANCHOR ® CONCRETE SLAB Elevation: Z/E-22; Detail: 1/P-8> < Sims. Loading; = 423-lbf SLf = 245-ibF ?x?xWALUM(80S1-T6) ANGLE CUP xr IONS -ffl.0 MULLIONATDOOR Date:11/5/2010 Sy:JNL ro)8Ct:Is is Pharmaceuticals Pa9e: s DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 VOOR JAMB SILL ANCHC3R. @ CONCRETE SLAB Elevation: z/E-22; Detail: 1/D-8 t Sims. Loadings: Max. luind loading Dead loading 11.25- in + £>1inW 155.313- i 2 ; v 2 PL s 2>.5-psF-46.125-in-155.313-Sn WL = 4«n- PL = 423- IbF Weight controlled by anchor kNp & Seismic loadings 5Lt? = 0.35 20-psFj 5Lt> = "74-IbF CBody of connection) = 245-IbF ** Applied stress on anchor due to S.L. in combination o>ith P.L. Is O.K. bu inspection. Since 5.L. Is relatively smaller by comparison mith KiL. Check 2" x 2" x 1/4" Aluminum Angle Clip C6O61-T6J x 3" Long Applied Torsion ftor s WL-1.5-fn :.^2 Ftor = 11e!4O-psi Allowable Shear Fv = 12."7-ksi Fv = Applied Bending Fbx s (3-in; -0.25-in F6 Aluminum^ Ftor = 1H4O-pSi FbX = Allowable Bending Fbx s 1^.5-ksi Fbx = C6O61-T6 Aluminum,) Fbx = iqqo-si O.K. Date'11/5/2O1O By:JNL Project:Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check Bending Due To Seismic Loading 5Lb-1.5-InApplied Bending Fbyst s (O.25-in; -3-in Allowable Bending Fby s 21.6-ksi Fby = 2160<9-psi = 3552-psi (6061-T6 Aluminum^ Fby5L = 3552-psi O.K. Check te; #12 PH SMS (S.StU Screws Screius @ Poor Jamb Mullion Into Aluminum Anle Cli @ 2" P.O. Applied Tension 2-in 5Lf1.5-in- O.61-O.5-fn-2 SL?- 2 Allowable Tension (ReF. page R-6) Allowable pullout of 6O61-T6 alum. (Ref. page R-i) T =O.K. ——24 Tpo = 120T-IbF TS| = 612-IbF O.K. Applied Shear Allowable Shear CRef. page R-6,) Allowable Bearing 6 Alum J = 443- IbF O.K. I —TU/I^ (Vw\ Vwl=44S-lbF O.K. = o.«n < 1.0 O.K. 0*te: 11/5/2010 By: JNL Project:isis Pharmaceuticals Page: ^- of DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check flj 3/&" Pia. Hiltf KB-TZ Carbon Anchor *V 2" Min. Embement Calculation Methed: ACI 312> Appendix C? 4 Report ESR-WH for Cracked Concrete.- Assume F'c = 3OOO PSI, Normal Weight Concrete Applied Shear Allouiable Bearing C6O61-T6 AlumJ Calculate Factored Loads Uslna Strength = 3e!-ksi-O.315-m-C>.25-in Factored xs.L. Factored S.L. Applied Shear = 1.6-KHL FSL s 1.6-SLf Vu „,, = Vu s, H F5L Vu S| = **see output Of "Hlltl Profis Anchor" Computer Program For Fastener Check. 11/5/2010 3y:JNL.Project Isis Pharmaceuticals Page: of14- www.hitti.us PROFIS Anchor 2.1 .0 Company: Specifier. Address: Phone I Fax: E-Mail: DEC, Inc. JNL 2095 N. Collins Blvd. Suite 100 972-644-0640 | 972-644-4204 jli@decusa.com Page: Project: Sub-Project 1 Pos. No.: Date: 1 Isis Pharmaceuticals AncCW_1-D8_Sill_DJ 11/5/2010 Specifier's comments: 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: Reinforcement: Geometry [in.] A y KwikBoItTZ-CS,3/8(2) h., = 2.000 in. Carbon Steel ESR 1917 9/1/2009 | - design method ACI 318 /AC 193 e6 = 0.000 in. (no stand-off); t = 0.250 in. lx x ly x t = 2.000 x 3.000 x 0.250 in. (Recommended plate thickness: not calculated) no profile cracked concrete , 3000, fc' = 3000 psi; h = 6.000 in. tension: condition A, shear: condition A; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Loading [Ib, in.-lb] Governing loads N = 0 Vv = -796 M2= 0.000 My= 0.000 Eccentricity (structural section) [in.] e, = 0.000 V, = 0 ey = 0.000 Mx = 0.000 Proof I Utilization (Governing Cases) Design values [Ib]Utilization [%] Loading Proof Load Capacity $„/$,Status Tension - .../.. Shear Pryout Strength 796 1843 -/43 OK Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 HUH AG. FL-9494 Schaan Him Is a registered Trademark of Hilti AG, Schaan DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 5/F TYPICAL HEAP ANCHOR @ 16 <3A. METAL STUP Elevation: E/E-5; Detail: 1/D-11 Loading: SLb = 41- Ibf SLf = 136- Ibf l i ,t" |Xi .x EXTERIOR FINISH (BY OTHERS) IW ^^ 'K \ ^^ , 16GA.MIN.MTLSTUO ! i Ij -sf / FRAMING (BY OTHERS! MUST I 1 ,^ A ^^ 1 / 86AOKWATETOSUPPORT i 1 A A^xT / ALL LOADS IMPOSED A y IWX X ' f / H ^x, / " l».20X?acODRIL4=l£XIN ' /' \ , \ / { X' PS-12S-265ALUM(8105-T5) j X ! I/I I ' / \ ANCNOR SLEEVE XW LONG 'X \Vy \ ii N YA\\ . ! ! t MTL FLASHING f -- O^S^ScSoSoSu ! f i ' ? (BYCfTHERS) / ,./^|S||||^ /O*i ' ^T"^J ^^^^ t L 1 1 i n*^T J* »li ' ' 1i KSL \ 1 T-rfiUj \ i i ,-J ! ! 1 ™^/ \ ! ! 1 m 1 I ^Xs^^^^i^ \ 1 i WIMfflM i > ^ g | 1 ^S^^SETIN -J | | 3 ^ 1 i SUCONE 1 ' I u. S if ' S — U r^t ! 1 •'•••'' ir if^M r^ l^jl W60JXI2J: l'^*^ P_ " j EXTERIOR | LL /^, HEAD ^ i § 1 NTERIOR j § ! 1 I f , O «*16 ^au^e Metal stud (By others; must be verified adeauate to support all loads imposed bu appropriate party. Date: 11/5/2010 By: JNL Praiect: isis Pharmaceuticals Pa9e: -16 °f DESIGN 1 ENGINEERING CONSULTING 2095 N. Collins Bivd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 S/F TYPICAL HEAD ANCHOR @ 16 6>A. METAL STUD Elevation: E/E-5; Detail: 1/D-11 Loading; Max. tuind loading height controlled by in- Wp = WL-S3'psf = m.lbf Seismic loadings SLb = 0.35-kSp SL& = 41-lbF (Body oF connection) SLf = 1.16-KSp SLf = 136-IbF (Fasteners) ** Applied stress on anchor due to S.L. is O.K. bu Inspection. Since S.L. is relatively smaller bu comparison mith KiL. Check (2; 1/4" Dla. Dril-Flex Screws Into 16 Ga. Metal Stud Including Tolerance \£r Applied Tension T = —r—r:-:—•— T = 2O1-lbFO.l5-in-2 Allowable Tension (ReF. page R-1) Allowable Pullout oF 16 G>a. Metal (ReF. page R-5) Applied Shear Allowable Shear on 16 (&a. Metal (ReF. page R-5) Check interaction T = 201- IbF T = 201- IbF V = 172- IbF = H2-lbF O.K. O.K. O.K. T ^ V+=O.O* < ^•O O.K. °ate 11/5/2010 By: ...isis Pharmaceuticals Page: of jg D E S I G N•ENGINEERINGCONSULTING 2095 N. Collins Blvd • Suite 100 > Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check (2) O.656" OD. x O.125" ysall Aluminum Sleeves Moment of Inertia |xx _ * --[(0.656 -\n)4 - (OAOb-ln)4] e>4 (XX = 0.<90T76-ln Section Modulus Sxx =Ixx Sxx = Applied Bending Fbx = 5XX-2 fbx = Allowable Bending Fbx s 24.2-ksi C6105-T5 Aluminum,) Fbx = 242<9O-psi fbx =psi O.K. Date:11/5/2010 By:JNL Project:Isis Pharmaceuticals DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 /n KSiNPLOAP ANCHOR @ EP6E OF FLOOR SLAB Elevation: x/E-21; Detail: 2/D-4 Loadin; = 1375- Ibf = 223 • Ibf SLf = T40 • Ibf The Bent Steel Edge Angle (By Others; must be verified adequate to support all loads imposed by appropriate party. Data: 11/11/2010 By:JNL Project: isis Pharmaceuticals Page: ^ of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 EMINPLOAP ANCHOR @ EDGE OF FLOOR SLAB Elevation: X/E-21; Detail: 2/TM6 /TV AKCHDRAT.Mi Loading: Max. wind loading s 1Sl5-lbf ReF. page /Height controlled by anchor Wp = Seismic loadings SLb = O.35-XNp SLb = 223- IbF (Body of connection; SLf = 1.16-VNp 5Lf = 74O-lbf (Fasteners; Date' 11/11/2010 8y; JHL Project:isis Pharmaceuticals Pa9e: eo of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204^ Check 3/16" Thick Aluminum Bar Seismic Clip x 1 3/4" Lona Check Aluminum Bar Tab Behind The Notch SLb-2.5in Applied Bending Fbx s f2.25-in) -0.12>-75in Allowable Bending Fbx = 12.1-ksi Fbx = 12700-psi Applied Shear Allowable Shear Check, Interaction 2.25in-0.12»l5in Fv = 8>.4-ksi Fv = 3400-psi Fbx _Fv ~ Fbx + Fv Fbx = 3526-psi (5O52-H32 Aluminum,) Fbx = 3526-psi OK, Fv = 52*1-psl C5052-H32 Aluminum; Fv = 52'=1-psi OK. = O.34 < 1.0 O.K. Check C2J 3/S" Pia. Hllti Countersunk stainless Steel Kiuik Bolt 1 5/3" Mln. Embed @ 6" O.C. Sp^^ing @ Top OF Concrete Floor Beam Assume F'c. = 3OOO FSI, Normal Weight Concrete Applied Shear Allowable Shear Allotuable Bearing C5O52-H32 Alum J 6in = 654-lbF • Edge Distance Reduction s 1330- IbF- 0.12 ReF. pages R.-1O * R.-11 Va! => V = S54-lbF s3l.&-ksi-0.ls-75-in-03-0.3T5-in = 111S-lbF > V = S54-lbF O.K. O.K. Applied stresses on anchor elements due to »N.L. are less critical than similar anchor details U2/P-1& analyzed elsewhere \r\ this submittai. ThereFore. 0K bu comparison. Date: 11/11/2010 * JNL Project: ,Isis Pharmaceuticals Page: ^ of E S I G N 1 ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 C/kN JAMB WiNDLOAD ANCHOR @ ED6E OF FLR SLAB Loading: KC= 1O2 SLb = 12' **The Bent Elevation: <2/E-1£>; C?e >Mbf !-lbf SLf = 4<93-lbf > -IF J1 • > ^ f ' 1 1 © © ' , j. .. > ,1(r f "1 ] ** -^ stall: 1/D-16 C2/D-4; TjTCOTUlt ^ . — "J-, I ,-"> — «-"-, -H--- — • •--- ^LJ^L^tUJ^l^t^LJ^iU^-^^LJU^^^"~ ; r— 1 1 j j- — ; 1 < v,^ ~L ' ^% ^ (_.! J Jn Hji) 1 LJ f \ LL.-U 11 1 1 V -•' 'ML ( I 5! ;jP ^ 't^\ ANCHOR AT JAMB Steel Edae Anale TBu Others) must be verified adequate to support all loads imposed bu appropriate party. Dat"; 11/11/2010 ay: JNL Proiect bis Pharmaceuticals Pa9e: £t °f DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 JAMB WINPLOAP ANCHOR @ EP<3E OF FLR SLAB Elevation: <2/E-1S; Detail: 1/P-16 (2/D-4; Loading; Max. mind loading kNL s 1O21 -IbF Weight controlled by anchor XSp = kNL- R.ef. page Seismic loadings 5Lb s O. SLf s 1.1 6 25-psF; 5Lb = 121 • IbF (Body of connection; 5Lf = 4O3-lbF CFasteners; Check 3/16" Thick Aluminum Bar Seismic Clip x 5 3/&" Long Check Aluminum Bar Tab Behind The Notch Applied Bending Fbx = -= , Including Tolerance 5Lb-2.5m Fbx = 1^20 -psi Allowable Bending Fbx s 12."7-ksi Fbx = Applied Shear Fv =2.25in-0.l5i5in Allowable Shear FY = 8>A-ks\ Fv = S4O<9-psi Check interaction | = fbx + — Fbx FY C5O52-H32 Aluminum; Fbx = H2O-psi O.K. FY = 2SS-psi C5O52-H32 Aluminum; FY = 22>2>-psi O.K. \D O.K. 11/11/2010 By:JNL Project tIsis Pharmaceuticals Pa,. ^ o, M s s£= m r^fjs DESIGN ENGINEERING o. fON^TITTTNfi /) , /-.' •••• •••-' • V#l/G'~^ ' •"•• '""'" CX!'' 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check te) 3/8" Pia. Hilti Countersunk Stainless Steel Kiuik Bolt XV 1 5/8" Min. Embed @ 3 5/8" O.C. Spacing @ Top Of Concrete Fir Beam Assume F'c = 3OOO PSI, Normal Weight Concrete AK^K"}!!/3/-) GLU-ajaw* \ / — I I >Lf^2 fSLf6.25-in>2 T I , I r I \/ -TOC* >/ V 2 j ^ 3.625in ; ^-j Spacing 4 Edge Distant Allowable Shear Va| = 1330- Ibf -O.W-O.12 Ref . page Va| - <=!4£»-lbf > V - T23- Alloiuabie Bearing Vbna s 31.8-ksi-0.1ST5-In-0.5-0.3"75-in C5O52-H32 AlumJ Vbrg - 11 18- Ibf > V - 123 Ibf ,e Reduction s R-10 $ R-11 Ibf O.K. Ibf O.K. Check f4; #14 PH SMS CS.Stl.; Screws @ Mullion Into Screiu Race Of Aluminum Anchor Tab C600-ANC-B Applied Tension T ~ •••••2.5in T (C.-3CL 1in-4 Allotuable Tension Tai = 12"72-lbf > T = 632>-fRef. page R-2) KNLApplied Shear V ~ V 255 4 Y "'"'"' Allowable Shear Va| = 641- Ibf > V = 255 CRef . page R-2) Allowable Bearing ybra = 3O.&-ksl-O.2'=>-\n-O.O<:\4-\n C6O63-T6 Alum J Vbrg = T24-lbf > V = 255 (T\2 fy\2 Check Interaction l~ i ^ -f < Date' 11/11/2010 ^ JNL ' ' 1 — L^.*t 1 Project:Isis Pharmaceuticals Ibf Ibf O.K. •Ibf -Ibf O.K. Ibf O.K. < 1.0 O.K. Page: of i= DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 s&k, Aluminum Anchor Saddle C60O-ANOC x T Lona including Tolerance Applied Bending Fby = CO.25-in; -6.5in Allowable Bending Fby s 21.6-ksi Fby = 21600-psi Fby = 24504 -psi (6O61-T6 Aluminum,) Fby = 24504-psi OJC Check CU 1/2" P(a. g>rade 5 Bolts @ Aluminum Anchor Saddle C6QO-ANC-C To Aluminum Anchor Anale C725-ANC-A Applied Tension Allowable Tension (Ref. page R-U Applied Shear Allowable Shear (ReF. page R-i; Allotuable Bearing (6O61-T6 Alum J Checfe interaction V = Va! = = 21O2-lbF = 21O2-lbF V = 1O21-lbF O.K. V = 1O2MbF O.K. Tal = O.1& -IbF O.K. O.K. Chedc Bending On C1J 1/2" Pia. <&rade 5 Bolts fFu; = V-O.563in 1Applied Bending Fby = CO.4O6inr.7r 32 2 Fby = 43T45 -psi "'Double Fixed Ends Allowable Bending Fby = O. Fby =- psi Fby = 43145-psi O.K. Date: 11/11/2O1O By:JNL Project Isis Pharmaceuticals DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check Bending on Aluminum Anchor Angle OT25-AN6-A x 6" Long Check Horizontal Le Of Aiumlnum Angle Applied Bending Fbyn = C0.5- in;2- f 6in - O.56>2&ln) 6 Fbyp, = Check Vertical Lea Of Aluminum Anale Applied Bending FbyY s Allowable Bending Fby = Fby = ra625-in;2-6in fbyv = C6O61-T6 Aluminum) Fbyh = ^013-psi OK Check C2J 3/g>" Pla. c&rade 5 Bolts @ Per Aluminum Anchor Angle C125-ANC-A To 3/&" Thickness Steel Plate Applied Tension Allcpo/able Tension CReF. page R.-1) 2.&125In-O.6T2 Tal = CHECK Bending On 3/e»" x 7" Steel Plate x 3" Long (T- 2; -1.625 -inApplied Bending Fby s (0.315-in,r-q. in Allowable Bending Fby s O. Fby = ^ ^ „ fiT=1442-lbf T= 1442-IbF O.K. Fby = 22214-psi CASTM-A36 SteeU Fby = 22214-psi O.K. Date:By: JNL Project:is Is Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75Q80 • Phone (972) 644-0640 • Fax (972) 644-4204 efoeck 3/16" Fillet Kteld @ Steel Plate To P.O. Steel Edge Anale Properties? Ref. page R-6 b = 6-in Am == Su>x = b-d d s = 16-tn 2Siux = 13.333- in Check Applied Resultant Stress: _ T-2a = — CT-2;- 4-in--l 2, Fa = 451 5LUX Fb = jb_F in JbF in Fr s Fa + Fb Fr =IbF in Required Piliet »Neld fETOxx Electrode) for Applied Resultant Stress-. FrRequired mm. throat of weld Held s =O.OT6-in Required min. thick, of steel Steel s Fr 5teei = " Fillet KSeld O.K. Date:11/11/2010 By:JNL Project:Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 ENINPLOAP ANCHOR @ EP<££ OF ROOF FLR SLAB Elevation: u/E-20; Detail: 1A/P-H T2/P-16 SimJ Loading; »The Bent Steel Edge Anale rsy others) must be verified adequate to support alt loads Imposed by appropriate party. Date: 11/11/2010 * JNL |ect' Isis Pharmaceuticals P398: 0e °f DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd » Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 > Fax (972) 644^4204 kNINPLOAP ANCHOR @ EP<5£ OF SLAB Elevation: U/E-20; Petal!: 1A/D-H (2/EM6 5!mJ Max. wind loading JAIL = 140TlbF Ref. page ight controlled by anchor Wp = WL- [ ' '^ ] kNp = 41£>- IbF Seismic loadings 5t_b = O35-Wp 5Lb = 167- Ibf (Body of connection) SLf = 1.16-KSp 5L.f = 555-lbF (Fasteners; ** Applied stresses on anchor elements due to Kit, are less critical than similar anchor details 2/P-4 < 2/P-16 analyzed elsewhere In this submittal. Therefore. OK by comparison. Check 1 1/4" x 3 1/2" x 3/16" Thick Formed Aluminum Angle Seismic Clip x 1 1/2" Lona Applied Bending fby s 6 Allowable Bending Fby = 16.5-ksi Fby = 16500-psi Fby = 142S3-psi (5O52-H32 Aluminum; Fby = 142SS-psi Check (2) 1/4" Dia. Prll-Flex Screws & Per clip SLf-O.15inApplied Tension T s Allotyable Tension Ta| = 1526-IbF (ReF. page R-i; Applied Shear Allowable Shear (ReF. page R-i;Va| =776-IbF T = 416- IbF T = 416- IbF V = 211- IbF V = 277- IbF O.K. O.K. Date: 11/11/2010 By: JNL ProJect-IS IS Pharmaceuticals Pa8e: ^ of B DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check (4) 3/&" Pia. (&rade 5 Bolts @ Per Aluminum Anchor Anale C125-ANC-A To 3/&u Thickness Steel Base Plate Tolerancei/ ?in- 0.6-7; Due To W.L. 1.625in-0.6T4 , Including Tolerance SLf 4in A^iofi^/i ^^n^rloH T r — "T,n i — *n*n^flr)r Due TO S.L. 4in Allowable Tension Ta| = 3T2O-lbf > T^i = 1165- Ibf O.K. (Ref. page R-V 1, \2 /- • \2 ADt?lied Shear x/^-i — / 1 i 1 • 1 \A. Due To S.L. -^ V 2 ) \ 4in / Allowable Shear Va| = 1^37-lbf > VsCRef. page R-l) C^f>c-^ Interaction |-| - 1 1 -t 1 1 Check Aluminum Anchor Anale C725-ANC-A x 6" Long Check Horizontal Le$ Of Aluminum Angle Due To Seismic Load Applied Pending Fbx - Co .5- in; • C6in - O.5625in;2 Allowable Bending Fbx s H.S-ksi (bC Fbx = 1^5OO-psi > fb) Date' 11/11/2010 By: JNL Prol8Ct: isfs Pharmaceuticals J = 444-{bF O.K. - O O"T < 1 O O K ?Hv *5*5CI.ioc.i ?61-T6 Aluminum; < = 22^-psi O.K. Paga: ^ of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check Vertical Lea Of Aluminum Angle Due To Seismic Load 5Lb-C4in-O.625In.O3; Applied Bending Ftor s (0.625-in; - Ftor =psi Allowable Bending Fv = 12.1-ksi Fv = 12100-psi C6O61-T6 Aluminum,) Ftor = -^0- p&i O.K. CHECK Bending On 3/&" x 6 1/2" Steel Plate x 1&" Long Due To The Tensile Load Applied Bending fby s ro.3"?5-ln; -1ft.in_ , Including Tolerance Fby = 25105-psi Allooiable Bending Fby s 0.75-36-Icsi Fby = 21000-psi SteeU Fby = 25105 «psi Check 3/16" Ffltet kHeld @ Steel Plate To F.O. Steel Edge Angle KSeld Properties: Ref. page R-6 b s4-in-3 d = 3-in 2 ~3~ ,2 -X Date: 11/11/2010 By: JNL Pr°iect' Isis Pharmaceuticals Page: ^( of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 » Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check applied resultant stress due to >NL: Tud-4 b Including Tolerance Stux fgy = 56ft ~ Ibf— frwi = 1222 IbF in Applied resultant stress on u/elds due to S.L. Is O.K. by Inspection. Since S.L. Is relativel smaller b comarison lulth Required Fillet KHeld <^7Oxx Electrode) for Applied Resultant Stress; Required min. throat of oield Weld == o.o&2-in Required min. thick, of steel Steel a Steel = O.OS>5-in **3/1fe" Fillet Weld O.K. Date: 11/11/2O1O By: JNL Project:Isis Pharmaceuticals Page:of DESIGN ENGINEERING &: CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 K4INPLOAP ANCHOR @ EP6E OF FLOOR SLAB Elevation: G/E-3; Detail: 1/P-18 (@ Section: KK/E-2; Loading; // // // // // // XX XX XX VX XXI **The Bent Steel Edge Angle (By others) must be verified adequate to support all loads imposed bu appropriate party. Date: 11/11/2010 By: JNL Project:Isis Pharmaceuticals Page: ^ of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 KHINPLOAP ANCHOR @ EP6E OF FLOOR SLAB Elevation: G/E-3; Petal!: 2/P-1& Loading: Max. lulnd loading = 2412-lbf Weight controlled by anchor xsp = J^IL- — Seismic, loadings E 0.35-K^p Ref. page K<p= 1051-ibf = 36S-lbf CBody of connection) s 1.16-KSp SLf = 121^-lbf ("Fasteners; Date:By:JNL isis Pharmaceuticals Page: 2095 N. Collins Blvd • JTM* DESIGN ENGINEERING It CONSULTING fl ^;.-.H^u.'..^ffi:T±S"-i-':;! jf /f^^*^ " Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 check <T x 1/4" Thick Aluminum Bar Seismic Clip x 1 3/4" Lona check Aluminum Bar Tab Behind The Notch Applied Bend in Allowable Bend Applied Shear Allowable Shea Check Interact Check (3) 3/0" Including Tolerance Sl_b-2.5inxi «->y , , fbx! — !2C9 rox - - - rt* _u C3.25 -\n) -<9.25in S»«q.psi ing Fbx = 12.1-ksi (5052-H32 Aluminum; Fbx - 12"7OO-psi > Fbx - 202>q-Dsi O.K. ' SLb a 3.25in-O.25in Fv s £>.4-kSl C5052-H3 Fv = S4OO-p9i > Fv = 453 ion |=fbX + fY , 022 Fbx Fv Pia. Hilti Countersunk Stainless Steel Kiuik Bolt i • 2 Aluminum; • psi O.K. < 1 0 OK XV 1 5/S" Min. Embed @ 4" O.C. Spacing @ Top OF Concrete Floor Beam Assume f'c = 3000 PSf, Normal Weight Concrete Applied Shear Allowable Shear Allowable Beari C5052-H32 AlUf Date: 11/11/2010 v/_ IrSLA2 ( rSLf.T25.in>2 A 3 J 1 Sin J ' "" .Edge Distance Reductionf Va| = ISSO-lbF-C*.^ ReF. page Va) = 1224- IbF > V = 1TTT n3 Vtjf-g s 31.S»-ksi-O.25-in-O.5-O.3"I5-innj Vbrg = 14^1- IbF > V = 11T? JNL "^e i&is Pharmaceuticals & R-10 * R-11 • IbF O.K. • IbF O.K. Page: A^ of m DESIGN ENGINEERING & CONSULTING J^7 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check (8>) *14 PH SMS (S.StlJ Screws @ Mullion Into Screw Kace Of Aluminum Anchor Tab O6OO-ANC-B Applied Allowable Tension (Re?, page R-2; T =XHL.2.5ln s 1212-IbF _ kNL = 1T T = TT3-lbF T = T73-lbF Allowable Shear Vai s 64"7- IbF CReF. page R-2; Allowable Bearing re> Alum.) V = 30<=MbF > V = 30^-lb? = 3a&-ksi-0.25-in-0.oq4-m Vbrg = -724-lbF > V = 30q-lbF Check Interaction n+t*. O.K. O.K. I = O.6 < 1.O O.K. Check Aluminum Anchor Saddle C6OO-ANC-C x T 1/2" Long Including Tolerance * Applied Bending Fby = —p—: ;r : 1^ Fby = • 2 Allowable Bending Fby E 21.6- ksi Fby = ("6O61-T6 Aluminum; fby = Check (2) 1/2" Pia. 6rade 5 Bolts @ Aluminum Anchor Saddle 66OO-ANC-C To Aluminum Anchor Angle CT25-ANC-A Applied Tension Allowable Tension CRef. page R-i; T =K>IL-1.T5ln 1in-O.S5.2 a6&1Mbf T = 2545-IbF T = 2545-IbF O.K. Date:11/11/20K?By:JNL *"**isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 > Phone (972) 644-0640 • Fax (972) 644-4204 Applied Shear Allowable Shear (Ref. page R-0 Allowable Bearing C6061-T6 Alum..) Check Interaction V =KNL Va| s 3530-IbF > Vbrg = 33-k&i-0.315-In-0.25-In Tal V = 1236- Ibf V = 1236-lbF O-K. Vbrg = 3656-lbF = 0.26 < 1.O O.K. Check Bending On te? 1/2" Pla. Grade 5 Bolts CFu = V-0.563In 1Applied Bending Fby s 32 = 52<=156-psi Double Fixed Ends Movable Bending Fby = 0. Fby =-psl Fby = 52356-psi Check Bending On Aluminum Anchor Anale C.125-ANC-A x 6" Check Horizontal Lea Of Aluminum Anle Applied Bending Fby^ = fo.5- In; • C6in - O.5625in; = 10*111-psl Check Vertical Lea Of Aluminum Anle Applied Bending Fbyv s Fbyv = 10ST7.ps! Allowable Bending Fby = 2*7.6-ksi Fby = 21600-ps I C6O61-T6 Aluminum^ Fbyh =psl O.K. Date:By: JNL Project-Isis Pharmaceuticals of DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644^204 Check (4) 3/&" Pia. Grade 5 Bolts @ Per Aluminum Anchor Anale C725-ANC-A To 3/g»" Thickness steel Plate Applied Tension T s T=1"?45-ibF Allowable Tension CRef. page R-U CHECK Bendma On 3/a" x r Steel Plate x 1£>" Lona T = H45-lbf O.K. Applied Bending fby s •=n--4M.625.ln Allowable Bending Fby = O."75-36-l«;si Fby = 2"TOOO-psi fby = CASTM-A36 Steel; Fby = 262>e?2-psi O.K. Check 3/16" Fillet Weld @ Steel Plate To F.O. Steel Edge Angle ENeld Properties; ReF. page R-6 r x—(>—x SLUX = b-d += 25, Check Applied Resultant Stress; fa,I±Fa =Ibf in 11/11/2O1O By:isjs Pharmaceuticals Pafle: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Btvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 fl-.4M4.ln- — I 2, Siux Fb = 2>2~t Fr = IbF in jbf in Required Fillet weld (ETQxx ElestrodeJ for Applied Resultant Stress: FrRequired min. throat of u/eld Required min. thick, of steel Weld •fO.3M-KMcsIMO.-m) 5teel •Fr Weld = Steel = • in - In " Fillet Weld O.K. Date: 11/11/201O By: JNL Project:Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 3/16" THICKNESS ALUMINUM PANEL ANALYSIS Elevation: M/E-14; Detail: 1/D-3 36" Tall x 3/16" Thick Aluminum Sunshade Panei With Variable Lengths Wind Load Pead Load Total Load Panel Thickness Material Modulus of elasticity wl :=25-psF dl :=2.TpsF (Height Of O.IT Thick Sheet; (5O52-H32 Aluminum) a = 96" "PANEL LENGTH" Date:11/11/2O1O By: JNL Project Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 « Richardson, Texas 75080 • Phone (972) 644-0640 » Fax (972) 644-4204 Check 34" x 34" Panel Segment: Per "Roak's Formulas For Stress 4 Strain": Table 26 — Formulas for flat plates iwlth straig boundaries 4 constant thickness ("Panel Length; (Panel Major Panel Dimension a: Minor Pane! Dimension b:=34-in From Tabe 26-1 — Formulas 4 Tabulated Specif ic Values For — = 2.16b := 0.1110 := 0.1335 (g2ex := a-| + P := 31 +0.5 ReF. Page 0.6102 = 0.1134 a = 0.1454 (3 = 0.T6S Check Panel Deflection Max. Panel Deflection 5p := Alloiu. Panel Deflection „ L.'ot- Ct'D T? b 60 8a| =0.567- in 5p = 0.545-in > 6p = 0.545-in Check Panel Stress Applied Bending Allowable Bending Fb:=16.5-ksi Fb = 16500-psi > = 4T31.ps! C5O52-H32 Aluminum; = 4T31.ps! O.K. O.K. Date: 11/11/2010 Bir' JNL Isis Pharmaceuticals Page: ^( o, D E S I G N ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check 36" Long Formed Aluminum Panel Edge Return panel Edge Span |_e := 36in Le = 36- in Uniform Loading Panel Edge Stiffener Section Properties-. Se:= 0.133-in' JA^.L^3 6e :=Maximum Deflection Maximum Moment Me:= Ref. page 5-15 5 = 0.033- in = 314-in-lbF Applied bending stress be = 1.15- in Allow, bending stress Fbe = = 22>12-psi = 0.1&"T5-in = 3 < 10.3 (5O52-H32, Section B.55.2) psi Check Overall Panel Deflection: Max. Panel Deflection Amax := Sp + 5£ Allotu. Panel Deflection Aai •= 60 Aa| = 0.6-in = 2S12-psi O.K. Ama* = 0.5T7-in O.K. Date: 11/11/2O1O By: JNL Project Isis Pharmaceuticals Pa9a: =|D E S I G N ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 d& flj 1/4" C?ia. Aluminum Weld Stud @ 16" P.O. Applied Tension T s R- fO. VShear Tensile Strength For 5356 Stud Shear Stress Area Ap> s Tensile Stress Area AS == Allotuable Tension For 5356 Stud Altooiable Shear For 5356 Stud _. ' ^ Ta| = 355-lbF Due To Twin-Span . I 2 J = 31O-ibf ReF. pages-. R-1 * R-e> ReF. page R-1 = 31O-lbF O.K. Check Interaction I Tal J I Va, I = 0.24 < 1.0 O.K. Check 1 1/4" x 1 1/4" x 1/6" Aluminum Angle teO63-T52J x Cont. R-O.SfSinApplied Bending Fby s Allowable Bending Fby s 12.6-ksi Fby = Fby = 32>72>-psi EFFective Length C6O63-T52 Aluminum) > Fby = 32TT£>-psi O.K. : 11/11/2010 JNL Project Isis Pharmaceuticals Page: DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 3/16" THICK FORMED ALUMINUM SUNSHADE ANALYSIS Elevation: M/E-14; Detail: 1/D-3 36" Cantilever Span 3/16" Thick Formed Aluminum Sunshade With Variable Length Wind load = 25 psf Horizontal Description: 3/16" Thick Formed Aluminum Sunshade Material: 5052-H32 Aluminum ftWITOIMOtt*) Date: 11/11/2010 By: JNL Project:Isis Pharmaceuticals Page: of 10^ DESIGN ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 3/16" THICK FORMED ALUMINUM SUNSHADE ANALYSIS Elevation: M/E-14; Detail: 1/D-3 36" Cantilever Span 3/16" Thick formed Aluminum Sunshade With Variable Length Wind load = 25 psf Horizontal Description: 3/16" Thick Formed Aluminum Sunshade Material: 5O52-H32 Aluminum 3/16" Thfc Formed Aluminum Sunshade Section Properties: Consider 1" Unit Width lyy 12 tut ^2 6 Variety Of Loadings Analysis; Wind Load Pead Load Cantilever Span Uniform Loading lyy = 0.00054s!-in' = 0.00565^- in3 DL B 2.1- psf freight Of 3/16" Thiclc Panel Sheet; B 36 in LU E Misc. + (DL + 2psf;-2] • 1in W = 0.23=1 Ibf in Max. End Reaction < Moment Of Cantilever Sunshade e Per 1" Unit Width; Max. End Reaction R = iu-l Max. End Moment M = ID-»an M = 155-in-Ibf Date: 11/11/2010 By: JNL Protect Is is Pharmaceuticals Page: ^^ o, DESIGN ENGINEERING & CdNSUUTING 2095 N. Collins Blvd • Suite 100 • Richardson. Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check Bending On The Leg OF 3/16" Thick Formed Aluminum Sunshade M Fby = 13210-psi (5052-H32 Aluminum; > Fby = 13210-psi Bending Fby s Syy-2 Allowable Bending Fby = 16.5-ksi Fby = 1650O-psi Check Bending On 1" x 1" x 3/16" Aluminum Angle C6O63-T52) x Confc. Applied Bending Fby s M 6 Fby = 1313^-psi •2 Allowable Bending Fby s 12.6-ksi Fby = Aluminum,) Fby = 13133- psiSaij O.K. Check 4" x 2 1/4" x o.iq" KHeb Thick Alum. Channel C6O61-6; x cont. Applied Bending Fby s ^ \2 .*• Allowable Bending Fby s Fby = 21600-psi Fby = 2TI53-psi C6O61-T6 Aluminum^ Fby = 2-?15S-psi O.K. Check Bendlna On 1/4" Thick Aluminum Sheet End Support (5O52-U32) R-1.125in + MApplied Bending Fby s Allowable Bending Fby • 16.5-ksl Fby = Fby = C5O52-H32 Aluminum; Fby = -rs^5-psi O.K. ^ 11/11/2010 By: JNL Project Is is Pharmaceuticals Page: . y. of |5>6 I* DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Check (1) 1/4" Pia. PHSM5 (S.Stl) Attaching The Leg OF Aluminum Sunshade To Aluminum Angle & 12" O.C. T =M-12 Allowable Tension (ReF. page R-2J Allowable Pullout (6063-T52 AlumJ (ReF. page R-3,) 5.25in Tai = 1272- IbF T = 354- IbF T = 354-IbF V- hz- 1 •C3.4- T = 354-IbF Check CU »12 PHSM5 rs.St!J @> Aluminum Angle To Aluminum Channel Support & 12" o.c. Applied Shear Allowable Shear CRef. page R-2^ Allowable Bearing (6O63-T52 AlumJ V =M-12 4in Vai = 4q4-lbF > Vbrg 3 22.6-ksi-O.216-ln-O.1S75.in V = 464- IbF V = 464- IbF V = 464-IbF Check (2) 1/4" Pia. PHSMS te.StlJ Attaching Aluminum Channel To 1/4" Thick Aluminum Sheet End Support & 12" O.C. Alloiyable Tension CReF. page R-2^ Allowable Pullout C5O52-H32 Alum J CReF. page R-3J 2.5in Tai « 1212 -IbF T = T = 7S4-lbF Tpo = Tpo = S21 . IbF ^ < \ -O.4-iq-ksi-O.O21-in2-2O T = 1S4- IbF O.K. O.K. O.K. O.K. O.K. O.K. Date: 11/11/2010 By: JNL Pr*cfc is Is Pharmaceuticals Page: ( ^^ of E S I G N ENGINEERING CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 Applied 5hear Allowable Shear (ReF. page R-2) Check Interaction R-12 2 V = 52-lbf = 52-lbF O.K. Tal I Va| = O3°( < 1.0 O.K. Cheofc te) »14 FHSMS (S.StlJ Attaching 1/4" Thick Aluminum Sheet To Front Flange Of Aluminum Horizontal ® 12" Q.C. Considering The Help From Continuous 1" x 1" x 1/&" Aluminum Angle Applied Tension Allowable Tension (Re?, page R-2) Allowable Pullout C6063-T6 Alum J (Ref. page R-3J Allotuable Pullout Alum J Tg| a 12T2-lbf Tpol = 0- —- —S 20 O.K. •20 Tpol + Tpo2 = 33O- Ibf > Applied Shear Allowable Shear Va\ fRef. page R-2) Check Interaction = 304-ibf V = 103-Ibf V = 103-Ibf OK, O.K. V = O.0& < 1.0 O.K. Date: 11/11/2010 By: JNL Proiect' Isis Pharmaceuticals Page: - ofI&& DESIGN ENGINEERING & CONSULTING 2095 N. Collins Blvd • Suite 100 • Richardson, Texas 75080 • Phone (972) 644-0640 • Fax (972) 644-4204 (O. O1°c In)2 -6in Check Bending On Front Flange Of Horiz. Due To The Tensile Load fby = C6O&3-T6 Aluminum,) fby = 1S265-psi O.K. Check C1J »14 FHSMS rs.StlJ Attaching 1" x 1" x 1/&" Aluminum Angle To Flanae Of Aluminum Horizontal & 12" P.O. Allowable Bending Fby s Fby = Applied Tension 's = Allowable Tension Ta\ = 1212-Ibf CRef. page R-2) T* = Ts =O.K. Allowable Pullout C60.63-T6 Alum J CRef . page R-3) Applied Shear TDO = 0.0^4 V, Tpo= 1SMbf Vs = T - Tpo1 2<:> Ts = 113- Ibf Alloiuable Shear Va| = 64"7-lbf CRef. page R-2) O.K. O.K. Check Local Bending On Leg Of Horizontal Due To The Tensile Load Applied Bending fby = -p Allowable Bending Fby s iq. Fby = 1<TOO-psi C6O63-T6 Aluminum) fby = 14TI2>-psi O.K. Date: 11/11/2010 By: JNL Proiect isis Pharmaceuticals Page: of DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx 8.159 Sxx(max) 2.667 Sxx(min) 2.569 rxx 2.087 Area 1.873 Perim. 35.381 in4 ina in3 in lyy 1.463 Syy(max) 1.452 Syy(min) 0.734 ryy 0.884 in2 Weight 2.247 in WallThk. 0 in4 in3 in3 in Ibs/ft in 2.000" -IORIZONTAL :725-D06-C * 6063-T6 ALUMINUM SCALE: FULL I | VISION SYSTEMS SO£s Q ISIS PHARMACEUTICALS 5 JNL 3 S-1 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGNENGINEERING& CONSULTING SECTION PROPERTIES Ixx 0.004 Sxx(max) 0.033 Sxx(min) 0.013 noc 0.091 Area 0.460 Perim. 7.705 in4 in3 in3 in lyy 0.402 Syy(max) 0.277 Syy(min) 0.277 ryy 0.935 in2 Weight 0.552 in WallThk. 0 in4 in3 in3 in Ibs/ft in U.UM PRESSURE EXTRUSION >W1 00-008-3 m 6063-T6 ALUMINUM SCALE: FULL fcO£ Soa 1 u 8 >-CO VISION SYSTEMS ISIS PHARMACEUTICALS JNL 5? S-2 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx 5.874 Sxx(max) 2.573 Sxx(min) 2.174 rxx 1.929 Area 1.579 Perim. 30.732 in4 in3 in3 in lyy 1.453 Syy(max) 1.428 Syy(min) 0.733 ryy 0.959 in2 Weight 1.895 in WailThk. 0 in4 in3 in3 in Ibs/ft in f 2.000" to o \ \ (O) 2.283" id 0.125" 2.702' 4.985" HORIZONTAL D725-D06-S • 6063-T6 ALUMINUM SCALE: FULL 2iQ£ i %Q § VISION SYSTEMS Q ISIS PHARMACEUTICALS S JNL ^ S-3 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 4.805 2.260 1.672 1.739 1.588 23.432 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in WallThk. 0.464 0.866 0.364 0.541 1.906 0 in4 in3 in3 in Ibs/ft in 2.000" CN So CN 2.126" 0.125" oo 2.874" 5.000" 5TACK HORIZONTAL @ TOP :/25-D08-F m . 6063-T6 ALUMINUM SCALE: FULL £iQ;| VISION SYSTEMS 1 o ISIS PHARMACEUTICALS 1 - JNL ^ S-4 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 6.740 2.273 2.052 1.910 1.848 28.405 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.484 0.831 0.393 0.512 2.217 0 in4 in3 in3 in Ibs/ft in 2.000" STACK HORIZONTAL® 3725-D08-FCG » TOP 6063-T6 ALUMINUM SCALE: FULL ace 1 1 5 o OOO £ VISION SYSTEMS ISIS PHARMACEUTICALS JNLJNL £n S-5 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 4.014 1.805 1.446 1.648 1.477 27.148 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in WallThk. 0.656 0.578 0.422 0.666 1.773 0 in4 in3 in3 in Ibs/ft in oi CO CO 0.125" to(N 2.000" 0.090" m 2.224" / 2.776" t 5.000" STACK HORIZONTAL @ BOTTOM :725-D08-MSCL 6063-T6 ALUMINUM SCALE: FULL £ac 1 1 § °& VISION SYSTEMS ISIS PHARMACEUTICALS JNL | S-6 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING I CO t 1.266" Qd 0.094" SECTION PROPERTIES ixx Sxx(max) Sxx(min) rxx Area Perim. 10.305 2.991 2.708 2.448 1.719 35.906 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in2 Weight in Wall Thk. 0.802 1.170 0.410 0.683 2.063 0 in4 in3 in3 in Ibs/ft in CMO O 0.685"' y 1 .956" 1 ' 2.641" ^lALE SPLIT MULLION :725-D16-MC3 •c ' — — ' 6063-T6 ALUMINUM SCALE: FULL £O£ aQ* 1 § VISION SYSTEMS Q ISIS PHARMACEUTICALS 5 JNL 3 S-7 '2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 V V <NN! 60 M10 CO 0.094" 1.281" 1.244"0.631" 1.875" DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx 9,159 Sxx(max) 2.906 Sxx(min) 2.235 rxx 2.415 Area 1.570 Perim. 28.803 in4 in3 in3 in lyy 0.660 Syy(max) 1.047 Syy(min) 0.530 ryy 0.648 in2 Weight 1.884 in WallThk. 0 in4 in3 in3 in Ibs/ft in s rEMALE SPLIT MULLION D725-D16-FC3 , 6063-T6 ALUMINUM SCALE: FULL I § VISION SYSTEMS 1 1 Q ISIS PHARMACEUTICALS & JNL £ S-8n.. 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 3.000" DESIGNENGINEERING& CONSULTING CO CO 605o 0.078" 0.078" 8CM 1.859"1.141" 3.000" SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 10.238 3.178 2.779 2.543 1.583 39.063 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 1.749 1.533 0.941 1.051 1.900 0 in4 in3 in3 in Ibs/ft in JAMB MULLION DW500-D09-3 A 6063-T6 ALUMINUM SCALE: FULL 1 § VISION SYSTEMS 1 o ISIS PHARMACEUTICALS 1 £ JNL % S-9 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min} rxx Area Perim. 8.276 2.759 2.759 2.067 1.937 16.000 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 1.432 1.432 1.432 0.860 2.325 0 in4 in3 in3 in Ibs/ft in <N 0.125" 3.000"3.000" 6.000" DOOR HEADER HORIZONTAL 2X6X1/8 ALUM. TUBE A 6063-T6 ALUMINUM SCALE: FULL 2;&.= VISION SYSTEMS 1 Q ISIS PHARMACEUTICALS 1 £ JNL £ S-10 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES Ixx Sxx(max) Sxx(min) rxx Area Perim. 0.470 0.762 0.288 0.587 1.366 31.797 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 4.831 1.642 1.595 1.881 1.639 0 in4 in3 in3 in Ibs/ft in cscs COco F 3.028" 2.312" 1 lor 0.078" IOcs cs 2.942" 5.970" HORIZONTAL /V60-D06-IR A 6063-T6 ALUMINUM SCALE: FULL 1 g VISION SYSTEMS 1 Q ISIS PHARMACEUTICALS 1 £ JNL | S-11 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING CONSULTING SECTION PROPERTIES Ixx 5.701 Sxx(max) 1.940 Sxx(min) 1.863 rxx 2.009 Area 1.413 Perim. 22.802 in4 in3 in3 in !yy 0.822 Syy(max) 0.836 Syy(min) 0.808 ryy 0.763 in2 Weight 1.695 in WallThk. 0 in4 in3 in3 in ibs/ft in VERTICAL MULLION W60-D11 • : 6063-T6 ALUMINUM SCALE: FULL 1 § VISION SYSTEMS 1 1 o ISIS PHARMACEUTICALS 6 JNL 3 S-12 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 D E S I G N ENGINEERING & CONSULTING SECTION PROPERTIES ixx 3.403 Sxx(max) 1.171 Sxx(min) 1.100 rxx 2.010 Area 0.842 Perim. 24.155 in4 in3 in3 in lyy 0.087 Syy(max) 0.252 Syy(min) 0.134 ryy 0.322 fn2 Weight 1.010 in WallThk. 0 in4 in3 in3 in Ibs/ft in MALE SPLIT «/V60-D1E * MULLION 6063-T6 ALUMINUM SCALE: FULL CK fcOf I ft 6 ec Q >- VISION SYSTEMS ISIS PHARMACEUTICALS JNL £ S-13O. 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING 0.438 S5 ex Od 0.070" X SECTION PROPERTIES Ixx 3.672 Sxx(max) 1.324 Sxx(min) 1.138 rxx 2.017 Area 0.902 Perim. 25.909 in4 in3 in3 in lyy 0.149 Syy(max) 0.352 Syy(min) 0.194 ryy 0.407 in2 Weight 1.083 in WallThk. 0 in4 in3 in3 in Ibs/ft in 0.500" •0o j.., 0.770" 0.425" 1.195" FEMALE SPLIT MULLION W60-D15-D * 6063-T6 ALUMINUM SCALE: FULL aO£g VISION SYSTEMS 1 o ISIS PHARMACEUTICALS I £ JNL £ S-14CL. 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 DESIGN ENGINEERING & CONSULTING SECTION PROPERTIES ixx Sxx(max) Sxx(min) rxx Area Perim. 0.149 0.236 0.133 0.554 0.485 5.460 in4 in3 in3 in lyy Syy(max) Syy(min) ryy in 2 Weight in Wall Thk. 0.036 0.140 0.048 0.271 0.581 0 in4 in3 in3, in Ibs/ft in CO d 0.190" X 0.746" 1.000" 0.254" 3/16" Thick Formed Panel Edge Panel Edge Return 5052-H32 ALUMINUM SCALE: FULL 1 | VISION SYSTEMS H Q ISIS PHARMACEUTICALS | - JNL | S-15 2095 N. Collins Blvd. Suite 100 Richardson, Texas 75080 (972) 644-0640 fax: (972) 644-4204 19. FASTENER LOAD TABLES B. Unified Coarse Threads TABLES Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 1/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter (Inch) 0.1380 0.1640 0.1900 0.2160 0.2500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A(S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 0.3068 0.4418 0.6013 0.7854 A(R) Thread Root Area (Sq. In.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.4286 0.5600 Allowable Tension (Pounds) 269 414 518 716 941 1551 2294 3146 4200 5384 6136 8836 12026 15708 SAE GRADE 2 ASTM A 307 Allowable Shear Single (Pounds) 133 212 260 366 479 802 1195 1642 2203 2844 3068 4418 6013 7854 Double (Pound*) 267 424 520 731 957 1603 2389 3285 4416 5687 6136 8836 12026 15708 Bearing (Pounds) MV St. A36 1201 1427 1653 1879 2175 2719 3262 3806 4350 4894 5437 6525 7612 8700 1/8- Al. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8- Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 ^^^^^^^^^^^^^^^^^^^^^^'Minimum Material Thickness to Equal Tensile Capacity of Fastener (In.) A36 0.101 0.128 0.136 a 159 0.180 0.225 0.268 0.311 0.357 0.399 0.411 0.484 0.555 0.627 6063-TS 0.211 0.280 0.286 0.344 0.385 0.492 0.837 0.740 0.860 0.965 0.985 1.170 1.348 1.526 6063-TS 0.154 0.202 0.209 0.248 0.273 0.354 0.425 0.494 0571 0.640 0.655 0.766 0.892 1.010 For Diameters up thru 9/16": p( . 0.40F, F (Mm. Ultimate Tensile Strength) 74.000 psi- . 60.000"psl* . ,, Allowable Wnslon - 0.40F,, [A(S)l F, {Allowable Tensae Stress) 29,600 psi '• 20.000 pSI"' A(H) « 0.7854ID - ifp=I p 0.40 p F¥ (Allowable Shear Stress) 17,090 psi 10.000 psi* * ' yS A(S) • 0.7854|D - ^j^j Alowabte shear (Single) - — F,,IA(R)] TABLE 6 SAE Grade 5 Sleet for Diameters Up thru 9/16* ASTM A 449 Steel for Diameters 5/8* and Over Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 1/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/3-11 3/4-10 7/8-9 1-8 0 Nominal Thread Diameter (Inch) 0.1380 0.1840 0.1900 0.2160 0.2500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A<S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 0.3068 0.4418 0.6013 0.7854 A(R) Thread Root Area {Sq. In.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.42S6 0.5630 Allowable Tension (Pounds) 437 672 840 1162 1526 2515 3720 5102 6811 8731 12149 17495 23811 31102 Allowable Shear Single (Pounds) 216 344 421 593 776 1300 1937 2663 3580 4611 6259 9013 12267 16022 Doubt* (Pounds) 432 687 842 1186 1552 2599 3874 5326 7161 9223 12517 18025 24533 32044 '...,. SAE GRADE S '* ASTM A.449 For Diameters up thru 9/16* ••>•.<••• ff I*:". Fu (Min. Ultimate Tensile Strength) " : "" •120.000 psi * 120,000 psi* . F, (Allowable Tensile .Stress) 48.000 psi, ,39,600 psi*.. A(H) - 0.78S4| 0 - Fv (Allowable Shear Stress) . 27,713 psi ',...<»,46o pst'"'. ^ •;', ~;spV.x •: \a A®. 0.7*4(0- Bearing (Pounds) 1/8* St A3S 1201 1427 1653 1879 2175 2719 3262 3806 4350 4894 5437 6525 7612 8700 1.2289? N I 0.9743f "TTJ 1/8- Al. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8* Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Minimum Material Thickness to Equal Tensile Capacity of Fastener (In.) A36 0.144 0.188 0.195 0.232 0.261 0.330 0.396 0.460 0.532 0.596 0.732 0.867 0.998 1.129 6063-T6 0.231 0.308 0.313 0.377 0.422 0.539 0.651 0.756 0.378 0.986 1.220 1.452 1.674 1.894 F.-0.40F. Allowable tension - 0.40F, |A(S» F . ft40F *-T"' Allowable shear (Single) - — FU[A(R)1 J3 For Diameters 5/8" and over: A(S) = 0.7858D2* "* ~ ' •For fasteners SIV diameter and greater, values, formulas and procedures used are taken from the AISC. -Manual of Steel Construction • 9th Edition. (See page #24 (or additional notes.) Source: MMA, "Metal Curtain Wall Fasteners," 1991 (AAMA TIR-A9-1991) 19. FASTENER LOAD TABLES B. Unified Coarse Threads TABLE 10 STAINBESSSStEEL • Alloy Oroup. t, 2 and 3, Condition A Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 1/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter (Inch) 0.1380 0.1640 0.1900 0.2160 0.2500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A(S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 0.2260 0.3345 0.4617 0.6057 A(R) Thread Root Area {Sq. to.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.4286 0.5630 Allowable Tension (Pounds) 205 315 394 544 716 1179 1744 2392 3193 4093 5085 7526 10388 13628 Allowable Shear Single (Pounds) 101 161 197 278 364 609 908 1248 1678 2162 2690 4015 5568 7314 Fu (Min. Ultimate Tensile Strength) 75,000 psi A(R) F (Mim Tensile YieW Strength) ' SO.OOOjwT Double (Pounds) 203 322 395 556 727 1218 1816 2497 3357 4323 5381 8031 11135 14627 - 0.7854[D - Bearing (Pounds) 1/8- St. A36 1201 1427 1653 1879 2175 2719 3262 3806 4350 4894 5437 6525 7612 8700 1.2269V N J 1/8" Al. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8- Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Minimum Material Thickness to Equal Tensile Capacity of Fastener (In.) A36 0.084 0.105 0.114 0.131 0.149 0.184 0.219 0:254 0.290 0.324 0.356 0.427 0.494 0.561 , 6063-TS 0.168 0221 0.227 0.271 0.305 0.387 0.466 0.580 0.672 0.754 0.832 1.011 1.180 1.340 6063-T6 0.125 0.161 0.169 0.199 0.224 0.282 0.338 0.392 0.453 0.507 0.559 0.676 0.786 0.892 F, - 0.75F, Allowable tension • 0.75F, [A(S)I F, (Allowable Terisite Stress) - 22.500 PM' , «t>7«* e 0-75 c Fv (Allowable Shear Stress) , , > 12.990 psT A(S) « 0.7854[D - 2£p2F ~V5~ " ' AJowabte shear (Single) - —F,[A(R)1 TABLE 11 STAINLESS STEEL -AHoy Groups 1,2 and 3. Condition CW " '" - Nominal Thread Diameter & Thread/Inch #6-32 #8-32 #10-24 #12-24 t/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 O Nominal Thread Diameter (Inch) 0.1380 0.1640 0.1900 0.2160 0.2500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.0000 A(S) Tensile Stress Area (Sq. In.) 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 0.2260 0.3345 0.4617 0.6057 A(R) Thread Root Area {Sq.ro.) 0.0078 0.0124 0.0152 0.0214 0.0280 0.0469 0.0699 0.0961 0.1292 0.1664 0.2071 0.3091 0.4286 0.5630 Allowable Tension (Pounds) 364 560 700 968 1272 2096 3100 4252 5676 7276 9040 11289 15582 20442 Allowable Shear Single (Pounds) 180 286 351 494 647 1083 1614 2219 2984 3843 4783 6023 8352 10970 Double (Pounds) 360 573 702 986 1293 2166 3229 4439 5967 7686 9566 12046 16703 21941 - . . '\. ' , UpthruS/8- 3/4'WdQver A(R) « 0.7854fo - Bearing (Pounds) 1/TSL A36 1201 1427 1653 1879 2175 2719 3262 3806 4350 4894 5437 6525 7612 8700 1.22691' 1/8' Al. 6063-TS 276 328 380 432 500 625 750 875 1000 1125 1250 1500 1750 2000 1/8- Al. 6063-T6 414 492 570 648 750 938 1125 1313 1500 1688 1875 2250 2625 3000 Minimum Material Thickness to Equal Tensile Capacity of Fastener On.) A36 0.126 0.162 0.170 0.200 0.226 ' 0.284 0.341 0.395 0.456 0.510 0.563 0.590 0.686 0.778 6063-T5 0.274 0.368 0.372 0.450 0.541 ... ... ... ... ... ... ... ... ... 6063-T6 0.198 0.261 0.267 0.321 0.360 0.459 0.553 0.642 0.745 0.636 0.923 0.963 1.123 1.276 For Diameters 3/4* and Over:;',-•- (. * i Fu (Mfifu Ultimate TansJIe Strength) ' 110,000 psi" ,86.000 psi/ F.O7SP Fy (Mfn-'TensiteYieW Strength) 65.000 pst, ' '45,Q6apsi «S) - 07854/D - ^fi^f ' » Ft (Allowable Tensile Stress) 40',000psi 33.750 psi ( N J Allowable tension - 0.75F, [A(SJ] fv (Allowable Shear Sttess) 23,094p»f, , 19.486 psT • For Diameters Up Thru 5/8"; e 075c - - * ',-/' -'/„:,.. F, -0.40F, f'"~J3ft • , , ,. , Allowable ton** - 0.40FJA(S)l Afcwabl. shear (SUigte) - ^Fy[A(R)l , , / , r Alowabto sJwar (Slngte) - 5d2F,[A(R)l In Tables 9 thru 15, for Group Type and Condition Definitions see pages 22 and 23. 27 DESIGN ENGUTEERISG & COWSULTIHG 1401 North Central Expressway • Suite 380 e Richardson, Texas 75080 •Phone (972) 644-0640 • Fax (972) 644-4204 FA^TFNFR RJLLOUTSTREK^TH PULLOUT OF 1/4-" DIA. SCRJ?W FROM 1/ft" 3003-H14 ALUM. EN^ACSEMENT LENGTH: NUM. OF THREAPS PER INCH: ALLOW. SHEAR OF BASE ME" INTERNAL THREAP STRIPPING ALLOKH. PULLOUT = ( - 1 • TABLE 4 ... FASTENER STR Nominal Thread Diameter & Thread Per Inch #8-32 #10-24 * 12-24 1/4-20 5/16-18 3/8-16 7/16-14 1/2-13 9/16-12 5/8-11 3/4-10 7/8-9 1-8 D Nominal Thread Diameter . Inch 0.1380 0.1640 0.1900 02160 02500 0.3125 0.3750 0.4375 0.5000 0.5625 0.6250 0.7500 0.8750 1.000 A(S) Tanelle Stream Ana Sq. In. 0.0091 0.0140 0.0175 0.0242 0.0318 0.0524 0.0775 0.1063 0.1419 0.1819 0.2260 0.3345 0.4617 0.6057 A<R) Thread Root Area Sq. In. 0.0078 0.0124 0.0152 0.0214 0.0280 0.0459 0.0699 0.0961 0.1292 0.1664 S2071 0.3091 0.4286 0.5630 fSA(E)TSAfl) Thread Stripping Area Sq. InJThread External 0.006 0.007 0.011 0.013 0.013 0.026 0.035 0.048 0.060 0.074 0.091 0.121 0.159 0.207 Internal 0.009 0.010 0.017 0.019 0.027 0.038 0.052 0.070 0.086 0.106 0.130 0.172 0.225 0.292 LE = 0.125 N ;= 2O PAL: Fv = (OA)'(12000- £AREA: TSAI = 0.02-f-in2 (RE: TABLE BB-0W) ( LE - - i-Fv-TSAI-N = 253 -IbF AN/ J ESS AREAS - UNIFIED COARSE THREADS (UNC) External Thread* - Class 2A Major Diameter Max. 0.137 0.163 0.189 0.215 0249 0.311 0.374 0.436 0.499 0.561 0.623 0.748 0.873 0.998 Min. 0.131 0.157 0.182 0208 0241 0.303 0.364 0.426 0.488 0.550 0.611 0.735 0.859 0.983 Pitch Diameter Max. 0.117 0.143 0.162 0.188 021S 0275 0.333 0.390 0.449 0.507 0.564 0.683 0.801 0.917 Mln. 0.114 0.140 0.159 0.185 0213 0271 0.329 0.385 0.444 0.502 0.559 0.677. 0.795 0.910 Internal Thread* • Ctae* 28 Minor Diameter Mln. 0.104 0.130 0.145 0.171 0.196 0252 0.307 0.360 0.417 0.472 OJ27 Q..842 0.755 0.865 Max. 0.114 0.139 0.156 0.181 0207 0.265 0.321 0.376 0.434 0.490 0.546 0.663- 0.778 0.390 Pitch Diameter Mln. 0.118 0.144 0.163 0.189 0218 0.276 0.334 0.391 0.450 0.508 0.566 .0..685, 0.803 0.9*19 Max. 0.121 0.148 0.167 0.193 0.222 0.282 0.340 0.397 0.457 0.515 0.573 0.811 0.928 K Minor Diameter Inch NO, 0.0997 0.1257 a 1339 0.1649 0.1887 0.2443 0.2983 0.3499 0.4056 : 0.4603 : 0.5135 •0.6273 • : 0.7387 * 0.8466 psU Tap Drill* Commercial Drills ISIza Dec. Equivalent 36 0.1065 29 0.1360 25 0.1495 16 0.1770 7 02010 F 02570 5/16 0.3125 U 0.3680 >7/64 0.4219 J1/64 0.4844 7/32 0.5312 !1/32 0.6562 19/64 0.7656 7/8 0.8750 Dot*:By:Material: LEGACY REPORT ER-4780 Reissued February 1, 2004 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office • 5360 Workman Mil Road. WhMer, California 90601 • (562) 6994543 Regional Office • 900 Montelair Road, Suite A, Birmingham, Alabama 35213 • (205) 599-9800 Regional Office " 4051 West RossmoorRoad, Country Club Hills, Illinois 60478 • (708)799-2305 Legacy report on the 1997 Uniform Building Code™ DIVISION: 05—METALS Section: 05090—Metal Fastenings DRIL-FLEX AND KWIK-FLEX STRUCTURAL FASTENERS SELF-DRILLING ELCO INDUSTRIES, INC., CONSTRUCTION PRODUCTS DIVISION 5110 FALCON ROAD POST OFFICE BOX 7009 ROCKFORD, ILLINOIS 61125 HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1.0 SUBJECT Dril-Flex and Kwik-Flex Self-Drilling Structural Fasteners. 2.0 DESCRIPTION 2.1 General: Dril-Flex Structural Fasteners, by Elco Construction Products, and Kwik-Flex Self-Drilling Fasteners, by Hilti, Inc., used for connections to metal members, are steel screws and are identical in design and manufacture except for the product identification. The steel screws have a dual heat treatment and coating consisting of electroplated zinc. The fasteners are available as tapping metal screws for installation in predrilled holes, and as self-drilling/tapping metal screws. The lead threads of both screw types and the drill point of the self- drilling/tapping fasteners are heat-treated to a high hardness for thread forming and drilling. The balance of the fastener shank is the load-bearing area of the fastener and is treated to a lower hardness complying with SAE J429 Grade 5. The No. 10,12, V4- and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners have hex washer heads, and are available in various lengths. 2.2 Installation: 2.2.1 Self-tapping Fasteners: Self-tapping fasteners must be installed in predrilled holes having the appropriate diameter specified in Table 1. The fasteners must be installed with a screw gun with a depth-sensitive or torque-limiting nose piece. Installed fasteners shall protrude through the attached members, with the high-hardness lead threads beyond the attached members. 2.2.2 Self-drilling/Self-tapping Fasteners: Self-drilling/self- tapping fasteners are 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. This is accomplished by predrilling a clearance hole in the component being fastened to the attached member. Clearance holes shall be *!&, 15/M,17/M and 21/64 inch (5.2, 5.9, 6.7 and 8.3 mm) in diameter for No. 10 gage diameter, No. 12 gage diameter, V4-inch- diameter and 5/16-inch-diameter (4.7, 5.3, 6.4 and 7.9 mm) fasteners, respectively. Fasteners must be installed with a 1,800 to 2,500 rpm screw gun incorporating a depth-sensitive or torque-limiting nose piece. Installed fasteners must protrude through the attached members, with the high- hardness drill point and lead threads extending beyond the attached members. 2.3 Allowable Loads: Allowable loads for the fasteners are as shown in Tables 1 and 2. The allowable values are for a single shear connection consisting of two members, with the material type and thickness of each member noted in the table. Minimum fastener spacing and edge distances must comply with Table 3. 2.4 Identification: Fastener heads are marked with the Elco Textron logo within a raised circle. Each box of fasteners has a label bearing the company name (Textron Fastening Systems or Hilti, Inc.), fastener type, evaluation report number (ER-4780) and description (including load bearing area). See Figure 1. 3.0 EVIDENCE SUBMITTED Data in compliance with the ICC-ES Interim Criteria for Tapping Screw Fasteners (AC118), dated July 1996. 4.0 FINDINGS That the Dril-Flex and Kwik-Flex Self-Drilling Structural Fasteners described in this report comply with the 1997 Uniform Building Code™, subject to the following conditions: 4.1 Fasteners are installed In accordance with the manufacturer's instructions and this report. 4.2 Allowable pullout values comply with Table 1. 4.3 Allowable shear values comply with Table 2. ICC-ES legacy 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, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright ©2004 (ANSI Page 2 of 3 ER-4780 4.4 Minimum spacing, edge distance and end distances 4.6 Calculations demonstrating that the applied loads comply with Table 3. 4.5 The capacity of the connections must be investigated in accordance with accepted design criteria for fastener bearing on connecting members and for fastener pull-through. are less than the allowable values are submitted to the building official for approval. This report is subject to re-examination in two years. TABLE 1—ALLOWABLE PULLOUT VALUES FOR DRIL-FLEX AND KWIK-FLEX FASTENERS1 SCREW TYPE Self-drill Self-tap SCREW SIZE 10-16 12-14 V14 V4-20 V24 V244 DRILL POINT TYPE 3 3 3 4 4 - DRILL CAP.2 (Inch) 0.150 0.187 0.187 0.312 0.312 - PULLOUT (pounds) STEEL GAGE3 OR THICKNESS (inch) No. 18 158 158 159 - No. 16 200 210 212 206 - No. 14 254 284 274 260 - No. 12 638 460 480 500 859 760 v. 677 620 740 765 1029 932 3/« - 1159 1015 1045 1690 1729 \ • - - 1215 1936 1931 5/« - - - 1275 2182 2662 % - - - - - 3422 v, - - - - - 3421 ALUM 6063-T5, THICKNESS (inch) v, 306 210 240 230 417 308 v« - 914 969 700 1027 802 \ - - - 1473 - - For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N. 'Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum alloy. ^he maximum drill capacity is the maximum metal thickness the fastener can self-drill and self-tap.3The base-metal thickness of No. 12 gage steel is 0.105 inch, of No. 14 gage steel is 0.075 inch, of No. 16 gage steel is 0.060 inch and of No. 18 gage steel is 0.048 inch. 4For self-tap fasteners, use 0.290-inch predrilled holes through members. TABLE 2—ALLOWABLE SHEAR VALUES FOR DRIL-FLEX AND KWIK-FLEX FASTENERS1 SCREW TYPE Self-drill Self-tap SCREW SIZE 10-16 12-14 Y.-14 V4-20 V24 V24< DRILL POINT TYPE 3 3 3 4 4 - DRILL CAP.2 (inch) .150 .187 .187 .312 .312 - SHEAR (pounds) STEEL GAGE3 OR THICKNESS (inch) No. 18-18 Gage 545 526 553 540 No. 18-14 Gage 693 847 925 835 No. 16-16 Gage 585 662 672 633 No. 14-14 Gage ^727 967 980 'a 'u 635 670 2194 2182 v-v 715 2113 2116 V-12 Gage 660 1904 ALUM 6063-T5, THICKNESS (inch) v-v 587 335 405 395 740 804 If w _ I/ "'a • '4 475 590 570 1147 1170 For SI: 1 inch = 25.4 mm, 1 pound = 4.448 N. 1Steel members shall conform to ASTM A 36. Aluminum members shall be 6063-T5 aluminum alloy.2The maximum drill capacity is the maximum metal thickness the fastener can self-drill and self-tap. 'The base-rnetal thickness of No. 12 gage steel is 0.105 inch, of No. 14 gage steel is 0.075 inch, of No. 16 gage steel is 0.060 inch and of No. 18 gage is 0.048 inch. *For self-tap fasteners, use 0.290-inch predrilled holes through members. r?5 TABLE 5—Properties of WeM Treated o$ Line Outline of Welded Joint b = w i dt h d = de pt h f I—A X i i- r-*— i 35- j Sending (about horizontal axis x-x) in. d2 r b d ".op bottom Twisting Jw - in. Jw - *w IZ {b 3 top 3 (b 4 d) bottom W-f *• top bottofn y , top .bottorn = bd 4- Jw j - (b4Zd)3 w ' IZ Jw tt d)3 ^w 12 {b -4 2d) d) J-W 5 TTd3 i. . ^**«w c Table J.2.1 FILLER STRENGTHS Table J.2.2 TENSILE STRENGTHS FOR 5183,5356, Filter 1100 2319 4043 4047 4643 5183 — ^ 5356 5554 5556 5654 Tensile Ultimate Strength (ksi) 11 35 24 - 40 35 31 42 30 . Shear Ultimate Strength (ksi} 75 16 11.5 13 . 13.5 21 17 17 20 12 J Stud Size ' 6-32 8-42 10^-24 7 %-20 5/,6-18 ys-ie 7/«M4 '/2-13 rtlHU 933O O I V Arc (Ib) - - 770 1360 2300 3250 4400 5950 *U9 Capacitor Discharge (Ib) 375 635 770 1360 2300 - '- - Table J.2.1M FILLER STRENGTHS Filler 1100 2319 4043 ;4047 4643 .5183 5356 5554 5556 5654 Tensile Ultimate Strength (MPa) 75 240 165 • • -• ••-,• - - 275 . 240, ;,, 215 290 205 . /Shear Ultimate Strength (MPa) '50 110 80- • •• 90 • 95 145 115 115 140 85 3.2A Stud Welds The nominal tensile strength Rn of a stud weld is: (J.2-5) where Tuw = tensile strength of the stud in Table J.2.2 or Table J.2.2M The base metal thickness for arc stud welding shall not be less than 50% of the stud diameter. The base metal thickness for capacitor discharge stud welding shall not be less than 25% of the stud diameter. J.2.5 Post-Weld Heat Treating For 6005 lighting poles througbf 0,250 in. (6 mm) thick welded in the Tl temper with 4043 filler and artificially aged to the T5 temper after welding, design and allowable TENSILE STRENGTHS FOR 5183,5356, AND 5556 STUDS Stud Size 6-32 8-32 10-24 54-20 V16-14 Vz-13 Arc (kN) 3.42 6.05 10.2 14.5 19,6 26.5 Capacitor Discharge (kN) 1.67 2.82 3.42 6.05 10.2 stresses of the base metal within 1.0 in. (25 rani) of the weld shall be 85% of the values for unwelded 6005-T5. For 6063 lighting poles through 0.375 in. (10 mm) thick welded in the T4 temper with 4043 filler and artificially aged to the T6 temper after welding: a) The design and allowable .stresses of the, base metal within 1.6 in. (25 mm) of the weld shall be 85% of the values for unwelded 6063-T6. b) The design stress is 12.5 ksi (85 MPa) and the allowable stress is 8 ksi (55 MPa) for welds in socket type bases. c) The design stress is 9 ksi (60 MPa) and the allowable stress is 5.9 ksi (41 MPa) for welds in other than socket type bases. J.3 Bolts J.3.1 Bolt Material Bolt material shall be: a) Aluminum: Bolts shall meet ASTM F 468 and be 2024- T4, 6061rT6, or 7075-T73. When 2024 bolts will be exposed to contact with liquid water or humidity near o 1-56 January 2010 R-i < C3 ^o 31o ftSO&-*•H0DCUl u. Q UJ 8 S «§3 0, 1100,003,ad 3003g §? g :3S. CO COtn eom *™IA m g 0s^s t 83" »SSg in to gSSg * . ^2 n to toO (D O CDO O v- ^to to io to«"»-" N" T-"O to oo ino o o oto ID to ID 8" TO to "> g § i" Stf S" COinSg' D ggB00 in in II B" toin Sg "in Sg toin 8" B" cou> g S S. 5. g Sg U) | :g" in Sn 52- 2? <o00 U) Sg a in §~ January 2010 1-69 •C 8:S ' O 3 rt Ml *" O | IJ | '•§ •? O t?? * " 4J S:l 5c2 o .2 .a •£ 1 III!g_s f s 1« •T.is . ._r "s J s Su". • s 1 • •fi. 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" .2 c - "D.-ii-s- ... .' • •*. ' . '••'.' .' -1- w '••"•'«...'. 4 if :-.«, |. •«•• j S " ?"Is :- | . • • - • If M . .- '•'•; Os09O\ .'! ju ! •s t.s oo 00I••a- j2 • to M Mechanical Anchoring Systems 4.3.5 Kwik Bolt 3 Expansion Anchor Table 15 - Carbon Steel and Stainless Steel Kwik Bolt 3 Installed into the Underside of Metal Profile Deck into Lightweight Concrete1 Anchor Material Carbon Steel Stainless . Steel Anchor Diameter in. (mm) 1/4 (6.4) 3/8 (9.5) 1/2 (12.7) 5/8 (15.9) 1/4 (6.4) 3/8 (9.5) 1/2 (12.7) 5/8 (15.9) ' Embedment Depth in. (mm) 2(51) 2-1/2 (64) 3-1/2 (89) 4 (102) 2(51) 2-1/2 (64) 3-1/2 (89) 4 (102) /'c = 3000 psi (20.7 MPa) Tension Ib(kN) 620 (2.8) 1035. (4.6) 1725 (7.7) 2220 (9.9) 615 (2.7) 1015 (4.5) ' 1475 (6.6) 2220 (9.8) Shear2 IbfkN) 713 (3.2) 1370 (6.1) 2435 (10.8) 3160 (14.1) 650, (2.9) 1450 (6.4) 2200 (9.8) 3355 (14.9) 1 Allowable loads based on using a safety factor of 4.0. Figure 3 - Installation in Concrete over Metal Deck r—— Win. 5/8" Typical Min. 3000 psi Structural Sand Lightweight Concrete V Minimum No. 20 Gauge Steel Deck Max. 1" Offset Upper Flute Lower Flute Table 16 - Countersunk Kwik Bolt Allowable Loads in Normal-Weight Concrete1 Anchor Material Carbon Steel Stainless Steel Anchor Diameter in. (mm) 1/4 (6.4) 3/8 (9.5) 1/4 (6.4) 3/8 (9.5) Embedment Depth in. (mm) 1-1/8 (29) 1-5/8 (41) 1-1/8 (29) 1-5/8 (41) /'c = 3000 psi (20.7 MPa) Tension lb(kN) 365 (1.6) 810 (3.6) 320 (1.4) 670 (3.0) Shear2 . lb(KN) 350 (1.6) 750 (3.3) 500 (2.2) 1330 (5,9) 1 Allowable loads based on using a safety factor of 4.0. 2 Shear values acting thru threads of anchor bolt. If acting through the empty shell, reduce toads by 70%. 342 Hllti,*ic, (US) ^800^879^8000 I www.us.him.cpm: 1 «n espaftol 1-800-879-5000 I Him (©anada) Corp. 1-800-363-4458 I www.hiltl.ca I Product Technical <• Mechanical Anchoring Systems 4.3.5 Kwik Bolt 3 Expansion Anchor Influence of Edge Distance and Anchor Spacing on Anchor Performance Load Adjustment Factors for 1/4 in. Diameter Anchors Adjustment Factor 1/4 in. Embedment 2-1/4 2-1/2 3-3/8 3-1/2 4-1/2 4-3/4 Spacing Tension CAN 1-1/8 Edge Distance Tension, fa 1-1/8 Spacing Shear 1-1/8 *2 Edge Distance Shear J. toward 1-1/8 -Laway from edge fes 1-1/8 0.85 0.92 0.99 1.00 0.60 0.64 0.68 0.76 0.82 0.84 0.92 1.00 1.00 0.80 0.83 0.87 0;93 0.98 1.00 0.96 0.98 1.00 0.90 0.91 0.92 0.94 0.96 0.96 0.98 1.00 0.59 0.67 0.74 0.89 1.00 0.67 0.73 0.79 0.91 1.00 0.86 0.89 0.91 0.96 1.00 Load Adjustment Factors for 3/8 in. Diameter Anchors Adjustment Factor 3/8 in. Embedment Depth, In. 1-5/8 2-1/4 2-1/2 3-1/4 3-1/2 3-3/4 4-1/2 5-5/8 5-3/4 Spacing Tension fa 1-5/8 0.60 0.67 0.72 0.77 0.87 0.92 0.97 1.00 Tension, fa *2-1/2 1-5/8 0.60 0.70 0.73 0.76 0.79 0.86 0.92, 1.00 0.80 0.86 0.90 0.94 1.00 *2-1/2 0.80 0.85 0.88 0.91 0.93 0.96 1.00 Spacing 1-5/8 0.92 0.93 0.94 0.97 0.98 0.99 1.00 2-V2 0.90 0.92 0.92 0:93 0.94 0.95 0.96 0.98 .00 lowarc edge £1-5/8 0.51 0.62 0.67 0.72 0.77 0.82 0.92 1.00 edge : 1-5/8 0.61 0.69 0.73 0.77 0.82 0.86 0.94 1.00 laway from edge x 1-5/8 0.83 0.87 0.89 0.90 0.92 0.94 0.97 1.00 Load Adjustment Factors for 1/2 in. Diameter Anchors Adjustment Factor 1/2 in. Depth, In. Spacing Tension Edge Distance Tension, fa 2-1/4 *3-1/2 2-1/4 |»3-1/2 2-1/4 1*3-1/2 »2-1« Shear Edge Distance Shear toward xawaj from edge fm *2-1/4 Standard Anchor Embedments (In.) 1/4 3/8 1/2 — UJ /'min "nom /Ideep />m!n "nom /'deep /*mir, "nora ''deep 1-1/8 2 3 1-5/8 2-1/2 3-1/2 2-1/4 3-1/2 4-3/4 depths; Reduction factors for other embedment depths must be calculated using equations below. Spacing—Tension 3.13 3.13 Edge Distance — Tension ";^tlT ™ 3.75 AMt*&nom /M,_c"'nom + 2 3.75 Spacing — Shear f _ s"kt + 10-25 12.5 ^ . S"!nomH- 10.25 12.5 Edge Distance — Shear *acl * Anln parallel to edge 0-3.75 perpendicular away from edge **8.82 Note: Edge distance and anchor spacing for all light- weight and sand-lighlweight concrete are obtained by dividing the normal-weight dimensions by 0.75 and 0.85, respectively. 348 Mllfl, inci:«i!S) fr8Q0^79-aOOO I www.iia.KIW.epiB/I. en esparto! 1-800-879-5000 t Hil« (Canada) Corp. 1-800-353-4458 I WMW-hirBiCa I Product Technical Guide 2 ALLOWABLE STRESSESf=ORBUlLDlNG-TYPE STRUCTURES (UNWELDED) Allowable Stresses F/fl (k/in2) Axial Tension axial tension stress on net effective area axial tension stress on gross area Flexure elements in uniform stress elements in flexure round tubes rods Bearing bolts or rivets on holes bolts on slots, pins on holes. Section O2b -v D.2a F.8.1.1 F.8.1.2, F.4.1 F.6.1 F.7 J.3.7a, J.4.7 J.3.7b, J-7 -\Fffi 15.9 tensions - -••-. 16;3 18.1 31.8 21.1 5052 - H32 F,, = 23k/!n2 F*= 31 k/in* Compression See B.5.4.1 thru B.5.4.5 and E.4.2 16.5 seeateoF.4.2 14.9 see also F.6.2 16.5 Sheet, Plate, Drawn Tube E-10,200 k/ina flat surfaces Slenderness F/ftfor Fid tor F/Ofor Axial Compression ; . — S SsS, S, S,<S<S, S* ?*S» .- all shapes member buckling E.3 kLJr Flexural Compression open shapes laferaf-torsibnat F.2.1 LJ^CJ") buckling closed shapes lateral-torsional F.3.1 2L6Sc/(C4(/^/)1ffl) buckling • rectarigufarbarslaterat-torsional F.4.2; .(dlt)(Lj(Cjl)ya buckling roufKMubss local tackling R6.2 Rift ., Elemente— Uniform Compression flat elements supported on B.5.4.1 b/t one edge in columns whose buckling axis is not an axis of symmetry flat elements supported on B.5.4.1 b/t one edge in all other columns and all beams flat elements supported on ,6.5.4.2 b/t both edges flat elements supported on B.5.4.4 X, both edges and with an intermediate stiffener curved elements supported B.5.4.5 RJt on both edges flat elements— alternate B.5.4.6 X«, method Elements— Flexural Compression flat elements supported on B.5.5.1 bit both edges flat elements supported on B.5.5.2 b/t tension edge, compression edge free flat elements supported on B.5.5.3 bit both edges and with a longitudinal stiffener flat elements— alternate B.5.5.4 /U, method Elements — Shear flat elements supported on G.2 b/t both edges 25.2^1.487 S'« 12.7 12.7 12.7 12.7 12.7 12.7 16.5 16.5 16.5 16.5 8.4 96 8.2 8.2 25.6 21.3 40.9 41.0 58^ 10.8 130.5 37.9 42.0 12.4- 0.074 S 14.6- 0.072 S 14.6- 0.139 S1* 23.1- 0.397 S 16.8 - 0.632 S1* 17.3- 0.563 S 17.3 - 0.563 S 17.3- 0.180 S 14.6- 0.087 S 16.8- 0.632 S"2 17.3 -0. 113 S 23.1- 0.112 S 23.1- 0.605 S 23.1- 0.050 S 23.1- 0.173 S 11.6- 0.077 S 112 135 4910 39 285 21 15.4 48 112 285 77 103 25 230 67 101 51, 860 /S2 = . ' • '...-.vv-- ' 87,857/S2 23,833 /S - • ' • ••• • 11,533 /S2" :--v:-'V-v . "•'••••:-•- 3f813/[S(1-fSlVs/35)*} 2,440 /S* "X" 134/S 417 IS 61, 012 (S1 3,813 /[SO+S'^/SS)2] 668/5 1,186/S 4,981 /S2 2,657 IS 771 IS 39,048 /S2 VI-18 January 2010 Table 2-19 ALLOWABLE STRESSES FOR BUILDING-TYPE STRUCTURES (UNWELDED) Allowable Stresses F/n (Win*) Axial Tension axial tension stress on net effective area axial tension stress on gross area Flexure elements in uniform stress elements in flexure round tubes rods Bearing bolts or rivets on holes bolts on slots, pins on holes. Section D.2b D.2a F.8.1.1 F.8.1.2, F.4.1 F.6.1 F.7 J.3.7a, J.4.7 J.3.7b, J.7 F/n 19.5 21.2 Tension 19.5 27.6 24.2 27,6 39.0 25.9 6061 -T6,T6510,T6511 Extrusions 6061 -T6 Pipe 6351 -T5 Extrusions F,Y = 35 k/(n2 £ = 10,100 k/in2 Compression see B.5.4.1 thru B.5.4.5 and E.4.2 27.6 see also F.4.2 24.8 see also F.6.2 27.6 flat surfaces Slenderness F/ilfor F/nfor F/n for A^fWnpm^dnn » S * S' S' Si<S<Sa S2 S>S, all shapes member buckling E.3 kUr Flexural Compression open shapes lateral-torsional F.2.1 M^nA1'2) buckling closed shapes lateral-torsional F.3.1 2LtSJ(Ct(lyJ)m) buckling rectangular bars lateral- F.4.2 (d/t^L^C^Y12 torsional buckling round tubes local buckling F.6.2 RJt Elements— 'Uniform Compression flat elements supported on B.5.4.1 bit one edge in columns whose buckling axis is not an axis of symmetry flat elements supported on B.5.4.1 bit one edge in all other columns and all beams flat elements supported on B.5.4.2 bit both edges flat elements supported on B. 5.4.4 X* both edges and with an intermediate stiffener curved elements supported B.5.4.5 RJt on both edges flat elements — alternate B.5.4.6 X«, method Elements — Flexural Compression flat elements supported on B.5.5.1 bit both edges flat elements supported on B.5.5.2 bit tension edge, compression edge free flat elements supported on B.5.5.3 bit both edges and with a longitudinal stiffener flat elements— alternate B.5.5.4 \^ method Elements— Shear flat elements supported on G.2 bit both edges 39.3 - 2.702 S1'2 21.2 21.2 21.2 21.2 21.2 21.2 27.6 27.6 27.6 27.6 12.7 55 6.7 6.7 20.8 17.8 27.6 33.3 49.3 9.2 110.5 32.0 35.3 20.3- 0.127 S 23.9- 0.124 S 23.9- 0.238 Sm 40.5 - 0.928 S 26.2 - 0.944 S"2 273 - 0.910 S 27.3 - 0.910 S 27.3 - 0.291 S 23.9- 0.149 S 26.2- 0.944 S1* 27.3- 0.182 S 40.5- 0.262 S 40.5 - 1.412 S 40.5- 0.117 S 40.5- 0.403 S 16.5 -0. 107 S 66 79 1685 29 141 12 10.5 33 66 141 52 77 19 173 50 63 51, 352 /S2 86,996 /S2 23,599 IS 11.420/S2 3,776 /IS(US"2/35)2] 2,417 /S2 186 IS 580 IS 60,414 IS2 3,776 /[SC\+S™I35)*1 928 /S 1,563/S 4,932 /S2 3,502 /S 1,016/S 38,665 /S2 VI-28 January 2010 Table 2-20 ALLOWABLE STRESSES FOR BUILDING-TYPE STRUCTURES (UNWELDED) Extrusions (Up thru 0.500 in. thick) Extrusions (Up thru 1.000 in. thick) £= 10,100 k/in2 Allowable Stresses Ftfl (k/in2) Axial Tension axial tension stress on net effective area axial tension stress on gross area Flexure elements in uniform stress elements in flexure round tubes rods Bearing bolts or rivets on holes bolts on slots, pins on holes, Section D.2b D.2a F.8.1.1 F.8.1.2, F.4.1 F.6.1 F.7 J.3.7a, J.4.7 J.3.7b, J.7 Fia 11.3 9.7 Tension 9.7 12.6 11.3 12.6 22.6 15.0 6063 -T5 6063 -T52 Fly = 16 k/in2 Fcr=WWir? F,u = 22k/in2 Compression see B.5.4 12.6 11.3 12.6 .1 thru B.5.4.5 and E.4.2 see also F.4.2 see also F.6.2 fiat surfaces Sfenderness f/fifor F/ftfor f/ftfor ^r^r^nn * SsS, S, S,<S<S2 S, S>S2 all shapes member buckling E.3 kUr F|exural Compression open shapes lateral-torsional F.2.1 ic/CnA"2) buckling closed shapes lateral-torsional F.3.1 2L,,SC/(C1)(/)J)"2) buckling rectangular bars lateral-torsionai F.4.2 (tf/f)(L6/(C0af))1'2 buckling round tubes local buckling F.6.2 RJt Elements — Uniform Compression flat elements supported on B.5.4.1 b/t one edge in columns whose buckling axis is not an axis of symmetry flat elements supported on B.5.4.1 bit one edge in all other columns and all beams flat elements supported on B.5.4. 2 bit both edges flat elements supported on B.5.4.4 X, both edges and with an • intermediate stiffener curved elements supported B.5.4.5 RJt on both edges flat elements— alternate B.5.4.6 A*, method Elements — Flexural Compression flat elements supported on 6.5.5.1 bit both edges flat elements supported on B.5.5.2 bit tension edge, compression edge free flat elements supported on B.5.5,3 bit both edges and with a longitudinal stiffener flat elements — alternate B.5.5.4 X«, method Elements— Shear flat elements supported on G.2 bit both edges 17.5- 0.917 S1/2 9.7 9.7 9.7 9.7 9.7 9.7 12.6 12.6 12.6 12.6 5.8 95 8.2 8.2 25.6 18.8 36.7 41.0 62.9 11.7 141.1 40.9 43.6 8.9 - 0.037 S 10.5 - 0.036 S 10.5- 0.070 S"2 17.2 - 0.256 S 11.6 - 0.320 S"2 11.8- 0.260 S 11.8- 0.260 S 11.8- 0.083 S 10.5- 0.044 S 11.6- 0.320 S1/2 11.8 - 0.052 S 17.2 - 0.072 S 17.2 - 0.389 S 17.2 - 0.032 S 17.2 - 0.111 S 7.2-0.031 S 99 119 3823 45 275 19 15.9 50 99 275 ._ 80 119 29 266 77 96 51, 352 /S2 86,996 /S2 23,599 IS 11, 420 /S2 3,776 /[Sn+S^/SS)2] 2,417 /S2 122 /S 382 /S 60,414 /S2 3,776 /lS(H-St/2/35)2] 611 /S 1,017/S 4,932 /S2 2,280 /S 661 /S 38,665 /S2 January 2010 VI-29 Table 2-21 ALLOWABLE STRESSES FOR BUILDING-TYPE STRUCTURES (UNWELDED) Allowable Stresses F/il (Win2) Axial Tension axial tension stress on net effective area axial tension stress on gross area Flexure elements in uniform stress elements in flexure round tubes rods Bearing bolts or rivets on holes bolts on slots, pins on holes, flat surfaces Section D.2b D.2a F.8.1.1 F.8.1.2, F.4.1 F.6.1 F.7 J.3.7a, J.4.7 J.3.7b, J.7 F/n 15.4 15.2 Tension 15.2 19.7 17.7 19.7 30.8 20.5 6063 -T6 Extrusions and Pipe Fff - 25 k/in2 £-10 100 k/in2 Fu = 30 k/in2 Compression see B.5.4.1 thru B.5.4.5 and E.4.2 19.7 see also F.4.2 17.7 see also F.6.2 19.7 Slendemess F/«for F/ftfor F/flfor Axial Compression S SsSl Sl S, <S<S2 S2 SzSz all shapes member buckling E.3 kUr Flexural Compression open shapes lateral-torsional F.2.1 L(/(iv»(Ve) buckling closed shapes lateral-torsional F.3.1 2LbSJ(Cb(lfI)™) buckling rectangular bars lateral-torsional F.4.2 (dlt)(LJ(C^l))'(e- buckling round tubes local buckling F.6.2 RJt Elements— Uniform Compression flat elements supported on B.5.4.1 b/t one edge in columns whose buckling axis is not an axis of symmetry flat elements supported on B.5.4.1 bit one edge in all other columns and all beams fiat elements supported on B.5.4.2 bit both edges flat elements supported on B.5.4.4 X, both edges and with an intermediate stiffener curved elements supported B.5.4.5 RJt on both edges flat elements— alternate B.5.4.6 X«, method Elements— Flexural Compression flat elements supported on B.5.5.1 b/t both edges flat elements supported on B.5.5.2 bit tension edge, compression edge free flat elements supported on B.5.5.3 bit both edges and with a longitudinal stiffener flat elements— alternate B.5.5.4 X,,, method Elements— Shear flat elements supported on G.2 bit both edges 277 - 1.697 S™ 15.2 15.2 15.2 15.2 15.2 15.2 19.7 19.7 19.7 19.7 9.1 70 7.3 7.3 22.8 18.2 31.2 36.5 54.9 10.2 123.0 35.7 38.7 14.2 - 0.074 S 16.7 - 0.073 S 16.7- 0.140 S1/z 27.9 - 0.532 S 18.5 - 0.593 S1/2 19.0 - 0.530 S 19.0 - 0.530 S 19.0- 0.170 S 16.7- 0.088 S 18.5 - 0.593 S"2 19.0- 0.106 S 27.9 - 0.150 S 27.9 - 0.810 S 27.9 - 0.067 S 27.9 - 0.231 S 11.5 - 0.062 S 78 94 2400 35 189 15 12.6 39 78 189 63 93 23 208 60 76 51, 352 /S2 86,996 /S2 23,599 /S 11, 420 /S2 3,776 /[Sn+S^/SS)2] 2,417 /S2 155/S 484 /S 60,4 14 /S2 3,776 /[SCHS'^/SS)2] 775 IS 1,298/S 4,932/S2 2,910 /S 844 /S 38,665 /S2 VI-30 January 2010 Table 1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS ALLOY AND TEMPER 5052-O -H32 -H34 -H36 5083-O -H111 -H111 -O -H11S -H32. H321 -H116 . -H32.H321 5086-O -H111 -H111 •O -H112 -H112 -H112 -H112 -H116 -H32 -H34 5154-H38 5454-O -H111 -H111 -H112 -O -H32 -H34 5456-O -H116 -H32, H321 -H116 -H32, H321 -H116 -H32, H321 6005-T5 6061 -T6, T651 -T6,T6510,T6511 -T6, T651 -T6 -T6 6063-T5, -T52 -T5 -T6 6066-T6.T6510.TB511 6070-T6, T62 6105-T5 6351 -T5 6351 -TB 6463-T6 7005-T53 PRODUCT \ Sheet & Plate /Sheet & Plate \ I Cold Fin. Rod & Bar 1 \Drawn Tube / Sheet Extrusions Extrusions Extrusions Sheet & Plate Sheet & Plate Sheet & Plate , Plate Plate Extrusions Extrusions Extrusions Sheet & Plate Rate Plate Plate Plate Sheet & Plate Sheet & Plate Drawn Tube Sheet & Plate Drawn Tube Sheet Extrusions Extrusions Extrusions Extrusions Sheet & Plate Sheet & Plate Sheet & Plate Sheet & Plate Sheet & Plate Sheet & Plate Plate Plate Plate Plate Extrusions Sheet & Plate Extrusions Cold Fin. Rod & Bar Drawn Tube Pipe Extrusions Extrusions Extrusions Extrusions & Pipe Extrusions Extrusions Extrusions Extrusions Extrusions Extrusions Extrusions THICKNESS RANGE in. • 0.006 to 3.000 All Alt 0.006 to 0.162 up thru 5.000 up thru 0.500 0.501 to 5.000 0.051 to 1.500 0.188 to 1.500 0.188 to 1.500 1.501 to 3.000 1.501 to 3.000 up thru 5.000 up thru 0.500 0.501 to 5.000 . 0.020 to 2.000 0.025 to 0.499 0.500 to 1.000 1.001 to 2.000 2.001 to 3.000 All All All 0.006 to 0.1 28 up thru 5.000 up thru 0.500 0.501 to 5.000 up thru 5.000 0.020 to 3.000 0.020 to 2.000 0.020 to 1.000 0.051 to 1.500 0.188 to 1.250 0.1 88 to 1.250 1.251 to 1.500 1.251 to 1.500 1.501 to 3.000 . 1.501 to 3.000 up thru 1.000 0,010 to 4.000 All ' • up thru 8.000 • 0.025 to 0.500 All up thru 0.500 up thru 1.000 0.500 to 1.000 All All up thai 2.999 up thru 0.500 up thru 1.000. up thru 0.750' up thru 0.500 . up thru 0.750 F» tel. 25 31- 34;> 37 39 40" 40"!;40': 44 ' 44" 41 . 41 ' 35 36' ' 36 35 . 36 35 35 34 40 , 40 44 45 31 33 33 ' 31 31 36 39 42 46 46 44 44 41' 41 38 v 42 38 42 42! 38 22 22' 2.1 . 30 50 48. 38 . 38 42 30 50 /Vksi ; 9.5 23 26 29 16 24 24 18 31 31 29 29 14 21 21 14 18 16 14 14 28 28 34 35 12 19 19 12 12 26 29 19 33 33 31 31 29 29 35 35 35 35 35 35 16 16 15 25 45 45 35 35 37 25 44 F«ksi 9.5 21 24 26 16 21 21 18 ' 26 26 24 24 14 18 18 14 17 16 15 15 26 26 32 33 12 16 16 13 12 24 27 19 27 27 25 25 25 25 35 35 35 35 35 35 16 16 15 25 45 45 35 35 37 25 43 F» ksi 16 19 20 22 24 24 23 25 26 26 24 24 21 21 21 21 22 21 21 21 24 24 26 24 19 20 19 19 19 21 23 26 27 27 25 25 25 25 24 27 24 25 27 24 13 13 12 19 27 29 24 24 27 19 28 COMPRESSIVE MODULUS OF ELASTICITY1 Efksi) 10,200 10,200 10,200 10,200 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,300 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,400 10,100 10,100 10,100 10,100 10,100 10.100 10,100 10,100 10,100 10,100 10,100 10,100 . 10,100 10,100 10,100 10,100 10,500 1 ./=•„, and F* are minimum specified values (except Fv for 1100-H12, H14 Cold Finished Rod ..and Bar and Drawn Tube, Aldad 3003-H18 Sheet and 5050-H32, H34 Cold Finished Rod and Bar which are minimum expected values); other strength properties are corresponding minimum expected values. . . 2. Typical values. For deflection calculations an average modulus of elasticity is used; this.is 100 ksi tower than values in this column. May 2005 V-7 Table 1 MINIMUM MECHANICAL PROPERTIES FOR ALUMINUM ALLOYS ALLOY AND TEMPER 1100-H12 -H14 2014-T6 -T651 -T6.T6510.T6511 -T6.T651 Alclad 2014-T6 •T6 -T651 3003-H12 -H14 -H16 -H18 -H12 4114 -H16 -H18 Alclad 3003-H12 -H14 -H16 -H18 -H14 -H18 3004-H32 -H34 -H36 -H38 -H34 -H36 Alclad 3004-H32 -H34 -H36 -H38 -H131.H241.H341 .H151,H261,H361 3005-H25 -H28 3105-H25 5005-H12 -H14 -H16 -H32 -H34 -H36 5050-H32 -H34 -H32 -H34 PRODUCT (Sheet, Rate, Drawn Tube, ^ Rolled Rod & Bar / Sheet Rate Extrusions Cold Finished Rod & Bar, Drawn Tube Sheet Sheet Plate Sheet & Plate Sheet & Plate Sheet Sheet Drawn Tube Drawn Tube. Drawn Tube Drawn Tube Sheet & Plate Sheet & Plate Sheet Sheet Drawn Tube Drawn Tube Sheet & Plate Sheet & Plate Sheet Sheet Drawn Tube Drawn Tube Sheet Sheet Sheet Sheet Sheet Sheet Sheet Sheet Sheet Sheet & Plate Sheet & Plate Sheet Sheet & Plate Sheet & Plate Sheet Sheet Sheet Cold Fin. Rod & Bar Drawn Tube Cold Fin. Rod & Bar Drawn Tube THICKNESS RANGE in. All All .0.040 to 0249 0.250 to 2.000 All All • 0.025 to 0.039 0.040 to 0249 0250 to 0.499 0.017 to 2.000 0.009 to 1.000 0.006 to 0.162 '0.006 to 0.1 28 All All All ' All 0.017 to 2.000 •0.009 to 1.000 0.006 to 0.162 0.006 to 0.128 0.025 to 0259 0.010 to 0.500 0.017 to 2.000 0.009 to 1.000 0.006 to 0.162 0.006 to 0.128 0.018 to 0.450 0.018 to 0.450 0.017 to 0.249 0.009 to 0249 0.006 to 0.162 0.006 to 0.128 0.024 to 0.050 0524 to 0.050 0.013 to 0.050 ' 0.006 to 0.080 0.013 to 0.080 0.017 to 2.000 0.009 to 1.000 0.006 to 0.162 0.017 to 2.000 0.009 to 1.000 0.006 to 0.162 0.017 to 2.000 0.009 to 0249 All All F* ksi ' 14 16 ,66 ' ,67 ,,60 65 .- 63 •64. . 64 17 20 24 27 '17 20 24 27 16 19 23 26 19 26 28 32 35 38 32 35 27 31 34 37 31 34 26 31 23 •18 21 24 17 20 23 22 25 22 25 f*'ksi .11' ..14 58 59 53 •55 , 55 57 57 12 17 21 24 12 17 21 24 11 16 20 23 16 23 21 25 28 31 25 28 20 24 27 30 26 -30 22 27 19 14 20 't2 15iff 16 20 16 20 ks! 10 13 59 58 52 53 56 58 56 10 14 18 20 11 16 19 21 9 13 17 19 15 20 18 22 25 29 24 27 17 21 24 28 22 28 20 25 17 13 15 18 11 14 16 14 18 15 19 ksi 9 10 40 40 35 38 38 39 39 11 12 14 15 11 12 14 15 10 12 14 15 12 15 17 19 20 21 19 20 16 18 19 21 18 19 15 17 14 11 12 14 11 12 13 14 15 13 15 COMPRESSIVE MODULUS OF ELASTICITY4 10,100 10,100 10,900 10,900 10,900 10,900 10,800 10,800 10,800 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 10,100 For all footnotes, see last page of this Table. ' ; V-6 January 2005