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Specifications Wut vc) woks\--mm- . t Off �� - 0�, perIo SUBMITTAL COsTt1r,T :. JAGUAR LAND ROVER OF Subcontractor: DeaMor Associates Inc. .PORTLAND Submittal#: 83 Rev#: D RECEIVED Specification Section: N/A JUN 2 0 2019 Perlo Job Number: 1368 Date Submitted: 2/7/19 CITY OF TIG n ' Submittal Item: Skylight Calculations ¢ " I DIV' Please Respond By: 2/21/19 PROJECT SITE: PERLO CONSTRUCTION HAS REVIEWED THIS SUBMITTAL DATE 2/7/19 SIGNED Jake Jensen Jaguar Land Rover of Portland 10125 SW Washington Square Road REVIEW BY CONTRACTOR IS UNDERTAKEN SOLELY TO SATISFY ANY OBLIGATIONS OF CONTRACTOR TO OWNER Tigard, Oregon 97223 AND DOES NOT IN ANY WAY RELIEVE SUBCONTRACTOR FROM HIS OBLIGATION FULLY TO PERFORM ALL SUBCONTRACT REQUIREMENTS,NOR SHALL SUCH REVIEW APPROVER: GIVE RISE TO ANY RIGHT OF ACTION OR SUIT IN FAVOR OF SUBCONTRACTOR OR THIRD PERSONS AGAINST CONTRACTOR. REVIEW DOES NOT EXTEND TO Mildren Design Group CONSIDERATION FOR STRUCTURAL INTEGRITY,SAFETY, Attention: Curt Trolan DETAILED COMPLIANCE WITH CONTRACT REQUIREMENTS OR ANY OTHER OBLIGATION OF THE SUBCONTRACTOR. 7650 SW Beveland Street, Suite 120 SUBCONTRACTOR IS FULLY RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL DIMENSIONS; Tigard, Oregon 97223 FABRICATING AND CONSTRUCTION TECHNIQUES; COORDINATING HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY PERFORMANCE OF HIS GENERAL CONTRACTOR ENTIRE WORK IN STRICT ACCORDANCE 'r- ONTRACT DOCUMENTS. Approver's Stamp: Perlo Construction Attention: Jake Jensen NO EXCEPTION NOTED ® MAKE CORRECTIONS NOTED E 11450 SW Amu Street REJECTED ❑ REVISE AND RESUBMIT E Tualatin, Oregon 97062 THIS REVIEW IS FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATION FROM PLANS OR SPECIFICATIONS NOT CLEARLY NOTED BY THE CONTRACTOR HAS NOT BEEN REVIEWED. REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK OF ALL DETAILED DIMENSIONS OR COUNT OR SERVE TO RELIEVE THE CONTRACTOR OF CONTRACNAE RESPON$@ILUTY FOR ANY ERROR OR DEVIATION FROM CONTRACT REQUIREMENTS. TM RIPPEY CONSULTING ENGINEERS PORTLAND, OREGON DATE: 2/11/2019 Ely: VASILY LEBEDEV OR CCB 189245 j LICENSED THROUGHOUT THE WESTERN UNITED STATES ' AZ ROC 293181 STRUCTURAL CALCULATIONS FOR Jaguar Land Rover of Portland Glass Pyramid Skylight 10125 SW Washington Square Road Tigard, OR 97223 �(($ PRO,F, �5 �GINEF `r0 • 69 OREGON 67, A.e RENEWAL DATE:12 13112019 Contents Design Criteria 1 OSHA 1923.10 Summary 2 Code Conformance Summary 3 Calculations 4-6 ASTM E-1300 Glass Design GI -G6 Fastener Load Tables El -E4 Contact Person: Shane A Empey SJaguar Land Rover of Portland: ' Project: Glass Pyramid Skylight L E Client: Dea Mor Proj.No.:19d-106 R. K. t. ~~ Date: January 2019 By: SAE Sheet No.: COVER ENGINEERINGP.C. PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM DESIGN CRITERIA BASED ON 2014 OSSC based on 2012 IBC DEAD LOAD = 13 PSF per 1" of' glass thickness SLOPED GLASS LOAD COMBINATIONS: 0.6•Wo - D (IBC Eq. 24-2) SNOW LOAD : 25 psf 0b•W1 + D + .5•S (IBC Eq. 24-3) 5 + D + 0.3•Wi (IBC Eq. 24-4) WIND LOAD : Components and Cladding Wind Loads Using ASCE 7-10 for hm<or= 60 ft Enclosed Buildings V(mph): Kzt100' Mean Roof Height(ft) IS,z (psf) pitch(#112):. 1 Exposure fi Kd: 0 35 40 14.3 EFFECTIVE WIND AREA(SQ.FT.) 0 %.0 50 100 20 a(ft):8 "+P"(psf) "-P"(psi) "+P"(psf) "-P"(psf) "+P"(psf) "-P"(psf) "+P"(psf) "-P"(psf) "+P"(psf) "-P"(psf) ZONE 1 6.9 -16.9 4.4 -14.4 ZONE 2 6.9 -28.3 -18.4 4.4 -11.3 ZONE 3 6.9 -42.6 -18.3 4.4 -1.3 ZONE 4 15.4 -16.7 -14.5 11.6 -12.9 ZONE 5 15.4 20 6 16.0 11.6 12.9 'h/w<or=1.0,and roof slope<or=2:12 CONCENTRATED LOAD THESE GLASS PANELS ARE NOT DESIGNED AS FLOORS OR WALKWAYS! IN NO WAY MAY THESE CALCULATIONS BE PRESENTED AS JUSTIFICATION FOR WALKING ON THE GLASS. INTENTIONAL WALKING ON THESE CANOPIES IS OUTSIDE THE DESIGN CRITERIA OF THESE CALCULATIONS. 200* Concentrated Load Per OSHA 1910.23 NOTE: Glass design differs from other materials in that regardless of the designed strength, repeated loading of glass, even below its design capacity, will increase the likelihood of' breakage. Although a piece of' glass may be designed for this 200* concentrated loading, it is not designed to be walked on. Therefore, per OSHA 1910.23, in lieu of' providing guardrails around the roof' opening, the skylight is designed as a standard screen, Including the glass. SEISMIC LOAD : Ip: 1.00 (SECTION 13.1.3) ap: 1.0 (TABLE 13.5-1) .4xaF,xsD5xI z FP(asd) - x(1+2fF)x 0.1 x WP Rp: 2.5 (TABLE 13.5-1) (ASCE1 Eq. 133-1) z/h: 1.0 SDS. 0.910 FPmax(asd)= 1. X5p5XIPX 0.1xWp (ASCET Eq. 13.3-2) Wp (psf): 10.00 FP mtn(asd) ° 3 xSps x IP x 0.l xWP (ASCEI Eq. 133-3) Fp(asd): 0.31 *Wp (EQUATION 13.3-1) BY COMPARISON OF WIND AND SEISMIC LOADS, Fp (asd)min: 0.19 *Wp (EQUATION 13.3-2) WIND LOADING CONTROLS LATERAL DESIGN Fp (asd)max: 1.02 *Wp (EQUATION 13.3-3) ,BASED ON ENGINEER'S JUDGEMENT. Fp(asd) (psf): 3.06 H NJaguar Land Rover of Portland: Project: Glass Pyramid Skylight [MITA Client: Dea Mor Proj.No.:19d-106 ""s Kt- LIR`r '=-�. Date: January 2019 By: SAE Sheet No.: 1 ), �, PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM OSHA 1910.23 DESIGN SUMMARY SKYLIGHTS: A Skylight is not meant to be a walking or working surface per GANA LD 06-1107. Skylights placed in a roof are considered an opening in a waking or working surface. As such the skylight opening must be guarded per OSHA 1910.23(a)(4). In order to provide optically superior glass which is free of screen covers the skylights themselves,including the glass,are designed as the OSHA required screens unless tall enough curbs are present to satisfy rail requirements of OSHA 1910.23(a)(4). CANOPIES: All glass Canopies by definition are not skylight openings and are not meant to be walking or working surfaces. Therefore, all glass canopies do not fall under the requirements of OSHA 1910.23(a)(4). GANA LD 06-1107,the document published by The Glass Association of North America(GANA)titled"Skylights and Sloped Glazing are Not Walking Surfaces". A portion of this document reads "Walking or standing on glass may. . . result in damage less visible than immediate breakage. Surface or edge damage can decrease the strength of the glass and affect the long term ability of the glass to withstand wind and snow loads". Per these recommendations, SESE does not design glass as a floor surface; doing so would be in contradiction to and detriment of load resistance capacity for dead, snow and wind loading. The applicable OSHA standard is 1910.23 "Guarding Floor and Wall Openings and holes" Subpart D "Walking- Working Surfaces" as well as the definitions in 1910.21. The following sections pertain: OSHA 1910.21(a)(1) "Floor Hole." An opening measuring less than 12 inches but more than 1 inch in its least dimension,in any floor, platform,pavement, or yard through which materials not persons may fall; such as a belt hole,pipe opening,or slot opening. OSHA 1910.21(a)(2) "Floor Opening." An opening measuring 12 inches or more in its least dimension,in any floor,platform, pavement, or yard through which persons may fall; such as a hatchway,stair or ladder opening,pit,or large manhole. Floor openings occupied by elevators, dumb waiters,conveyors,machinery,or containers are excluded from this subpart. OSHA 1910.21(a)(4) "Platform." A working space for persons, elevated above the surrounding floor or ground; such as a balcony or platform for the operation of machinery and equipment. OSHA 1910.23(a)(4) Every skylight floor opening and hole shall be guarded by a standard screen or a fixed standard railing on all exposed sides. OSHA 1910.23(e)(1) A standard railing shall consist of top rail, intermediate rail,and posts,and shall have a vertical height of 42 inches nominal from upper surface of top rail to floor,platform... level. OSHA 1910.23(e)(8) Skylight screens shall be of such construction and mounting that they are capable of withstanding a load of at least 200 pounds applied perpendicularly at any one area on the screen. ..." SHANE Jaguar Land Rover of Portland: Project: Glass Pyramid Skylight EPEY ` - Client: Dea Mor Proj.No.:19d-106 ['' `kt Date: January 2019 By: SAE Sheet No.: 2 I `j'. t (4 E # N I y., PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM IBC 2405: Sloped Glazing and Skylights Code Conformance Summary The following summarizes design compliance of glass glazing per the code sections listed below. The code text listed has been selectively underlined and organized for this summary. MONOLITHIC GLAZING SYSTEM: IBC section 2405.2 lists five distinct glazing materials accepted for use in sloped skylight and canopy glazing,each separated by commas,and"or". The use of"or"defines a list of which only one discrete item applies at any given time. The listed items appear in this order: -laminated glass, -wired glass, -light-transmitting plastic materials, -heat-strengthened glass or -fully tempered glass Laminated glass is acceptable for installation in monolithic glazing systems and is distinguished as different than wired glass, heat-strengthened glass and fully tempered glass, regardless of what the base glass material may be. CANOPY(Monolithic Glazing): Our system is designed as a Monolithic Glazing System as defined in IBC section 2405.2 with a single layer of monolithic laminated glass. Screening is addressed in IBC section 2405.3 as being required for Monolithic Glazing Systems of heat-strenthened and fully tempered. Screening is not required for our system because we are not using either of these,we are using laminated glass. MULTIPLE-LAYER GLAZING SYSTEM: IBC section 2405.2 states that an individual layer shall consist of any of the items listed as being acceptable monolithic glazing. SKYLIGHT(Multiple-layer Glazing: Insulated Unit with 2 layers): Our system is designed as a Multiple-layer Glazing System as defined in IBC section 2405.2 with two layers:a top layer(outer)of heat-strenthened or fully tempered,and a bottom layer(inner)of monolithic laminated glass. Screening is addressed in IBC section 2405.3 as being required for Multiple-layer Glazing Systems of either wired glass, heat-strengthened,or fully tempered"as the bottom glass layer, ". Screening is not required for our system because we are not using either of these for the bottom layer,we are using laminated glass. Code References: IBC SECTION 2405.2 Allowable glazing materials and limitations: Sloped glazing shall be any of the following materials,subject to the listed limitations. 1. For MONOLITHIC GLAZING SYSTEMS,the glazing material of the single light or layer shall be laminated glass (defines interlayer requirements), wired glass, light-transmitting plastic materials ....(references plastic code section), heat-strengthened glass or fully tempered glass. 2. For MULTIPLE-LAYER GLAZING SYSTEMS,each light or layer shall consist of any of the glazing materials specified in Item 1 above. IBC SECTION 2405.3 SCREENING: Where used in MONOLITHIC GLAZING SYSTEMS,heat-strengthened and fully tempered glass shall have screens installed below the glazing material. (screen properties defined). Heat-strengthened glass,fully tempered glass and wired glass,when used in MULTIPLE-LAYER GLAZING SYSTEMS as the bottom glass layer over the walking surface,shall be equipped with screening that conforms to the requirements for monolithic glazing systems. SHAH EJaguar Land Rover of Portland: Project: Glass Pyramid Skylight Client: Dea Mor Proj.No.:19d-106 ; ` `~ ` 1 : .' --x Date: January 2019 By: SAE Sheet No.: ` �, ! _ PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM DOUBLE PITCHED HIP MEMBER CHECKS 3-1-IINCsF ARCI-1 MODFI WD'S��'��� I-IIPS ACT AS THREE-HINGE-ARCH MEMBERS. TI-4E TRIBUTARY WIDTH REFERENCED IS THE Ww uh WIDTH OF THE PANEL. X X 2" Hip 6063-T6 DESCRIPTION: glass hip loading #OF MEMBERS 1 OVERALL WIDTH"W"= 10.5 FT. Lb(ft)= 6 11 Kb= 1.00 AXIAL TRIB= 2.63 FT. Cb= 1.0 kLc. (ft)= 5.6 11 BENDING TRIB= 2.63 FT. Ix(in4)= 3.98 kLcy (ft)= 2.0 SLOPE= 4.25 :12 ARCH ANGLE= 19.50 DEG. qd(psf)= 10.0 wd(plf)= 26 RISE "h"= 1.86 FT. qs(psf)= 25.0 ws(plf)= 66 MEMBER LENGTH"L"= 5.57 `FT. qW(psf)= 16.0 wW(plf)= -42 MEMBER CHECK (LC1: DL+ SL) MEMBER CHECK (LC2: .6"DL+WL) wd+ws(plf)= 92 ww+.6*Wd (plf)= Curb Peak Curb Peak Vertical Reaction(Ib)"Ry"= Vertical Reaction(Ib)"Ry"= Thrust Reaction(Ib)"Rx"= Thrust Reaction (Ib)"Rx"= Vertical Reaction (plf)"Ry"= 0 Vertical Reaction (plf)"Ry"= Thrust Reaction(plf)"Rx"= 173 Thrust Reaction(plf)"Rx"= Curb Peak Curb Peak SHEAR(LB)= t6 152 SHEAR(LB)= -30 -48 MOMENT(LB)= 162 MOMENT(LB)= -111 AXIAL(LB)= -508 -428 AXIAL(LB)= 121 135 A(in2)= 3.32 A(in2)= 3.32 fv(ksi)= 0.03 fv(ksi)= 0.01 Fv(ksi)= 8.50 OK Fv(ksi)= 8.50 OK Sx(in3)= 1.79 Sx(in3)= 1.79 fb(ksi)= 1.09 fb(ksi)= 0.75 Fs(ksi)= 15.83 OK F8(ksi)= 15.83 OK A(in2)= 3.32 A(in2)= 3.32 f� (ksi)= 0.15 ft(ksi)= 0.04 Fc (ksi)= 13.82-= OK Ft(ksi)= 15.20 OK Fa= 13.82 KSI Few 1953.95 KSI fa/Fa+fb/Fb= 0.08 ft/Ft+fb/Fb= 0.05 <=1, THEREFORE OK <=1, THEREFORE OK deft (U#): OK deft (U#): OK SHANE Jaguar Land Rover of Portland: Project: Glass Pyramid Skylight EMP LYf Client: Dea Mor Proj.No.:19d-106 NC �1 _, Date: January 2019 By: SAE Sheet No.: 4 IN'V L [ C PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM fi RAFTER MEMBER CHECKS RAFTER ACTS AS A SIMPLE 2"Standard Rafter SUPPORTED BEAM UNDER 6063-16 UNIFORM LOADING. #OF BARS 1 Kb= 1.00 w tll Ix(in4)= 0.92 Li(I)(ft)•' 4.00 W D5 Lb(ft)= 1" A A dl(psf): 10 * 100% = 10 NLx sl(psf): 25 * 100% = 25 X X dri(psf): 0 * 100% = 0 wol(psf): 16 * 100% = 16.0 wil(psf): 10 * 100% = 10.0 PL(#): 250 MEMBER CHECK (LC1:DL+LL) Trib(ft): 3.500 Vmax(Ib)= 245.00 A(in2)= 1.49 fv(ksi)= 0.25 Fv(ksi)= 8.50 OK M1(Ib-ft)= 245.00 Sx(in3)= 0.67 fbmax(ksi)= 4.38 FB(ksi)= 16.09 OK 4n (in)= 0.08 = OK MEMBER CHECK (WIND LOAD) Trib(ft): Vmax(Ib)= 112.00 A(in2)= 1.49 fv(ksi)= 0.11 Fv(ksi)= 8.50 OK M1(Ib-ft)= 112.00 Sx(in3)= 0.67 • fbmax(ksi)= 2.00 FB(ksi)= 16.09 OK 4+L(in)= 0 03 = 1./1 OK MEMBER CHECK (LC3: DL+.75(LL+WiL) Trib(ft): 3.50 Vmax(Ib)= 253.75 A(in2)= 1.49 tv(ksi)= 0.25 Fv(ksi)= 8.50 OK M1(Ib-ft)= 253.75 Sx(in3)= 0.67 fbmax(ksi)= 4.54 FB(ksi)= 16.09 OK 4n(in)= 0.08 = OK MEMBER CHECK (LC4:DL+PL) Trib(ft): ,00 Vmax(lb)= A(in2)= 1.49 fv(ksi)= 0.32 Fv(ksi)= 8.50 OK M1(Ib-ft)= 320.00 Sx(in3)= 0.67 fbmax(ksi)= 5.72 FB(ksi)= 16.09 OK 4n (in)= 0.08 = OK cH N rJaguar Land Rover of Portland: Project: Glass Pyramid Skylight FA/III fClient: Dea Mor Proj.No.:19d-106 * Date: January 2019 By: SAE Sheet No.: 5 E- ?I E E G, sr PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM CONNECTION CHECKS wind=50* Rwind=104* Rsnow=110* Rs .w=545* ® 595 li_ n_, 0 (I 117 weld Rwind= .I) (16-.6.10X3*4.5/3) 3,�b i ® � Rwind=50* =45o/rafter ,�� Rsnow=170* Rwind=-17 Rsnow=241* `' ! 111 Rwind=48* '� Rsnow=545* ' 405 „'<`� 42 122 u Rwind=152* Rsnow=428* io (4)*14 at eave extrusion *14 at eave extrusion to 117 122 to 18 ea curb track(Wind Load) il-f 122 18 ea curb track (Wind Load) V= 15*/screw -Inc'dtl- T=Rw/4= 20 */screw V= 50*/screw -inc'dtl- T=Rw= 45 */screw Vcap= 302*screw Tcap= 144*/screw Vcap= 302*screw Tcap= 144o/screw 15 20 50 45 302 + 144 = 0.19 -ok- + 144 = 0.45 -ok- 302(2)*14 I-IIP ear to *14 at Rafter to 593 eave extrusion (Snow Load) 405 Eave Extrusion (Wind Load) V=110/2=85*/screw T=50*/screw -inc'dtl- V=Rw=45 */screw T=50*/screw -inc'dtl- Vcap= 302*screw Tcap= 42-(screw Vcap= 349*/screw Tcap= 605o/screw 85 45 50 02 42 50 - 0.40 -ok- 49 + 6m = 0.21 -ok- 3weld (2) i6" x 2' Fillet Weld At i-lir to Far (Wind Load) V=x-102+1042 /4= 30 */inch Vcap= 490 */inch *14 at1-{1Pto 405 PEAK PLATE (Wind Load) V=Rw=48 */screw T=152*/screw Vcap= 349*/screw Tcap= 605*/screw 48152 + 349 605 = 0.39 -ok- NJaguar Land Rover of Portland: Project: Glass Pyramid Skylight EMMA Client: Dea Mor Proj.No.:19d-106 1 (_ j I LI 's _ _, Date: January 2019 By: SAE Sheet No.: 6 t..._ ( " FIT 0...._y T`�,_ INC., I PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM : Glass Load Resistance Report -- Thursday,January 31,2019 Width Height Wind Load Snow Load Glazing Edge Lite Short Duration Long Duration Results Design (Unsupported) (Supported) (30 day) Angle Support Description Load Load Standard Resistance Resistance (in.) (in.) (psf) (psf) (degrees) (psf) (psf) (ASTM E-1300; 42.0 42.0 0 25.0 5.00 4 Sides 1/4 temp 307 230 OK 42.0 42.0 -4 0 5.00 2 Sides 1/4 temp 50.1 37.5 OK 42.0. 42.0 -12 0 5.00 2 Sides 1/2 hs lami 86.4 56.2 OK 42.0 42.0 300 0 5.00 4 Sides 1/4 temp 307 230 OK 42.0 42.0 200 0 5.00 4 Sides 1/2 hs lami >313 225 OK Window Glass Design 5 - Version [1.30] Sheet No.: G1 . Glass Load Resistance Report -- Thursday,January 31,2019 Glazing Information Project Details Edge Supports: 4 Sides Project Name: Glazing Angle: 5° Location: . Lite Dimensions: Comments: Width: 42.0 in. Height: 42.0 in. Glass Construction (Rectangular) Single Glazed Lite Glass Type: Fully Tempered Nominal Thickness: 1/4 in. Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.) + Glass Weight: 2.87 psf Load Resistance: 307 psf Approximate center of glass deflection: < 0.01 in. Long Load Duration, Resistance, and Deflection Data Load (- 30 days) + Glass Weight: 27.7 psf Load Resistance: 230 psf Approximate center of glass deflection: 0.22 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Window Glass Design 5 - Version [1.30] Sheet No.: G2 . Glass Load Resistance Report -- Thursday,January 31,2019 Glazing Information Project Details Edge Supports: 2 Sides Project Name: Glazing Angle: 5° Location: . Lite Dimensions: Comments: Unsupported Length: 42.0 in. Supported Length: 42.0 in. Glass Construction (Rectangular) Single Glazed Lite Glass Type: Fully Tempered Nominal Thickness: 1/4 in. Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.) + Glass Weight: 1.13 psf Outward Acting Load Resistance: 50.1 psf Approximate center of glass deflection: 0.03 in. Outward Deflecting Long Load Duration, Resistance, and Deflection Data Load (- 30 days) + Glass Weight: 2.87 psf Load Resistance: 37.5 psf Approximate center of glass deflection: 0.09 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Window Glass Design 5- Version [1.30] Sheet No.: G3 . Glass Load Resistance Report -- Thursday,January 31,2019 Glazing Information Project Details Edge Supports: 2 Sides Project Name: Glazing Angle: 5° Location: Lite Dimensions: Comments: Unsupported Length: 42.0 in. Supported Length: 42.0 in. Glass Construction (Rectangular) Single Glazed Lite Glass Type: Heat Strengthened Nominal Thickness: 1/2 in. Interlayer Type: PVB Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.) + Glass Weight: 5.85 psf Outward Acting Load Resistance: 86.4 psf Approximate center of glass deflection: 0.03 in. Outward Deflecting Long Load Duration, Resistance, and Deflection Data Load (- 30 days) + Glass Weight: 6.15 psf Load Resistance: 56.2 psf Approximate center of glass deflection: 0.03 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Window Glass Design 5- Version [1.30] Sheet No.: G4 . Glass Load Resistance Report -- Thursday,January 31,2019 Glazing Information Project Details Edge Supports: 4 Sides Project Name: Glazing Angle: 5° Location: . Lite Dimensions: Comments: Width: 42.0 in. Height: 42.0 in. • Glass Construction (Rectangular) Single Glazed Lite Glass Type: Fully Tempered Nominal Thickness: 1/4 in. Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.) + Glass Weight: 303 psf Load Resistance: 307 psf Approximate center of glass deflection: 0.87 in. Long Load Duration, Resistance, and Deflection Data Load (- 30 days) + Glass Weight: 2.87 psf Load Resistance: 230 psf Approximate center of glass deflection: > 111 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Window Glass Design 5- Version [1.30] Sheet No.: G5 Glass Load Resistance Report -- Thursday,January31,2019 Glazing Information Project Details Edge Supports: 4 Sides Project Name: Glazing Angle: 5° Location: Lite Dimensions: Comments: Width: 42.0 in. Height: 42.0 in. Glass Construction (Rectangular) Single Glazed Lite Glass Type: Heat Strengthened Nominal Thickness: 1/2 in. Interlayer Type: PVB Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.) + Glass Weight: 206 psf Load Resistance: > 313 psf Approximate center of glass deflection: 0.36 in. Long Load Duration, Resistance, and Deflection Data Load (- 30 days) + Glass Weight: 6.15 psf Load Resistance: 225 psf Approximate center of glass deflection: 0.02 in. . Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Window Glass Design 5- Version [1.30] Sheet No.: G6 TYPICAL GLASS & FASTENER DESIGN SUMMARY GLASS: The glass is designed by the "WINDOW GLASS DESIGN 2004" software - according to ASTM E 1300 developed by Standard Design Group, Inc. - SCREWS INTO LIGHT GAUGE METAL: The allowable loads for screws into light gauge metal are taken from the Product Technical Information manual published by the Steel Stud Manufacturers Association SCREWS INTO METAL PLATES AND FORMED SHAPES: The allowable loads for screws into thicker gauge metal are taken from the Metal Curtain Wall Fasteners manual published by the American Architectural Manufacturers Association. Portions of these reports are included as required per specific project conditions. Complete reports may be provided upon request. iN » Jaguar Land Rover of Portland: Project: Glass Pyramid Skylight VPEY Client: Dea Mor Proj.No.:19d-106 S RLI -'I LR AL Date: January 2019 By: SAE Sheet No.: F 1 ENGINEERINGi PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM Table IV-9c(Related SSMA Portion) Screws S2 =3.0 Shear of Scheet-Fu=45 KSI 0=0.5 Nominal Shear Strength, Pns, Kips 0.100" aluminum in contact with screw head Thickness of member not in contact with the screw head, in. screw Diameter 20ga 20ga designation in. drywall struct'rl 18ga 16ga 14ga 12ga #10 0.190 U.454 :. 3u 0.789 A.ssu #12 0.216 0.484 3.565 0.841 1.180 1.670 2.670 1/4 in. 0.250 C "" 0.608 0.905 1.270 1.800 3.060 Table IV-9c(Related SSMA Portion) Screws S2 =3.0 Shear of Scheet-Fu=45 KSI 6=0.5 Allowable Shear Strength, Pns/S2, Pounds 0.100" aluminum in contact with screw head Thickness of member not in contact with the screw head, in. screw Diameter 20ga 20ga designation in. drywall struct'rl 18ga 16ga 14ga 12ga #10 0.190 #12 0.216 161 188 280 557 1/4 in. 0.250 174 203 302 Table IV-10c(Related SSMA Portion) Screws S2=3.0 Pull-Out-Fu=45 KSI 6=0.5 Nominal Pullout Strength, Pns, Kips Thickness of member not in contact with the screw head, in. screw Diameter 20ga 20ga designation in. drywall struct'rl 18ga 16ga 14ga 12ga #10 0.190 1227 0.251 0.328 0.411 0.518 0.71 #12 0.216 7.258 0.286 0.373 0.488 0.589 0.840 1/4 i n. 0.250 ).298 0.331 0.431 0.541 0.973 Table IV-10c(Related SSMA Portion) Screws S2 =3.0 Pull-Out- Fu=45 KSI 6=0.5 Allowable Pullout Strength, Pns/S2, Pounds Thickness of member not in contact with the screw head, in. screw Diameter 20ga 20ga designation in. drywall struct'rl 18ga 16ga 14ga 12ga #10 0.190 O4 1uti .sr its .. #12 0.216 95 124 163 196 280 1/4 in. 0.250 """ 144 180 227 324 Jaguar Land Rover of Portland: � 1' N 1 Project: Glass Pyramid Skylight Ft., i_, t Client: Dea Mor Proj.No.:19d-106 ` Date: January 2019 By: SAE Sheet No.: E2 x (^ PC PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM TABLE 20.7:Fastener Capacity STA',LESS STEE.-Alloy Groups 1,2 and 3,Condition A(Spaced Threads) Minimum Material Thickness(les) Nominal D A(R) to Equal Tensile Capacity of Maximum Tensile Load(les)for Fastener Norrinal K Thread Allowable Shear Allowable Bearing(les) Fastener(i1) Available 3/8"Plate Thickness Diameter Thread Basic Moor Root Allowable 1/8" 1/8" 1/8" 3/8" 3/8" 3/8" 8,Threads Diameter Diameter Area Tension Single Double Steel Altninum Alerrinum Steel Alunlnum Abrrinum per hch (in) (in) (in2) (les) (les) (les) A36 6063-T5 6063-T6 A36 6063-T5 6063-T6 A36 6063-T5 6063-16 46.20 0.1380 0.0990 0.0077 173 100 200 900 253 345 0.1191 0.1349 0.1191 173 173 173 #8-18 0.1640 0.1160 0.0106 238 137 275 1,070 301 410 0.1437 0.1531 0.1437 238 238 238 #10-16 0.1900 0.1350 0.0143 322 186 372 1,240 348 475 0.1401 0.1759 0.1444 322 322 322 _._.._ #12-14 0.2160 0.1570 0.0194 436 251 503 1,409 398 540 0.1820 0.2055 0.1820 436 436 438 1/4-14 0.2500 0.1850 0.0269 806 349 698 1,631 458 625 0.1797 0.2265 0.1864 605 605 605 5/16-12 0.3125 0.2360 0.0437 984 568 1,136 2,039 573 781 0.2428 0.2553 0.2428 984 984 984 3/8-12 0.3750 0.2990 0.0702 1,580 912 1,824 2,447 688 938 0.2802 0.3059 0.2802 1,580 1,580 1,580 Cond.A For All Diameters Effective Area(UNC Threads) Effective Area(Spaced Threads) Fu(Min.Ultimate Tensile Strength) 75,000 psi Fr=0.75 F, A(R)=n(0.1.2269/N)2/4 A(R)=,K'/4 Fr(Allow.Tensile Stress,X1/4") 22,500 psi Allowable Tension=Fr(A(S)1 A(S)=n(0.0.9743/1,)'/4 A(S)=eK'/4 Fr(Allow.Tensile Stress,D>1/4") 22,500 psi Fy=0.75 F./(sq rt(3)) Fe(Allowable Shear Stress;D51/4") 12,990 psi =Fv[A(R)1 FS(Allowable Shear Stress;D>1/4") 12,990 Psi NOTE 9: 1.Values are taken from AISC,ASTM,IFI,SAE and AA documents. K values for spaced threads are taken as the minimum values in IFI Fastener Handbook,6th Ed. 2. Safety Factor used for fasteners with diameters 1/4"or less is 3.0,Safety Factor used for fasteners with diameters 5/16"or greater is 2.5. 3.For these groups and condition(A),Fy=30,000 psi.Thus tensile and shear yields govern the allowable tension and shear values(i.e.,0.75 Fy<F,/SF) AAMA TIR-A9-14 Part' Page 48 TABLE 20.9:Fastener Capacity STANLESS STEEL-Alley Groups 1,land 3,Condition GEN(Spaced Threads) Mnimum Material Thickness(les) Norrinal D A(R) to Equal Tensile Capacity of Maximum Tensile Load(les)for Fastener Norrinal K Thread Allow able Shear Allowable Bearin (be) Fastener(in) Avaiable 3/8"Pete Thickness Diameter Thread Basic Minor Root Allow able 1/8" 1/8" 1/8" 3/8" 3/8" 3/8" &Threads Diameter Diameter Area Tension Single Double Steel Abninum Ahrrinum Steel Abninum Abrinum per hch (h) (in) (it2) (les) (les) (les) A36 6063-15 8063-T6 A36 6063-T5 6063-16 A36 6063-T5 6063•T6 46.20 0.1380 0.0990 0.0077 257 148 296 900 253 345 0.1191 0.1695 0.1378 257 257 257 48.18 0.1640 0.1160 0.0106 352 203 407 1,070 301 410 0.1437 0.1930 0.1567 352 352 352 I #10.16 0.1900 0.1350 0.0143 477 275 551 1,240 348 475 0.1528 0.2225 0.1805 477 477 477 #12-14 0,2160 0.1570 0.0194 645 373 745 1,409 396 540 0.1820 0.2610 0.2115 645 645. 645 1/4-14 0.2500 0.1850 0.0269 898 517 1,035 1,631 458 625 0.2181 0.2994 0.2379 896 696 896 I 5/16-12 0.3125 0.2360 0.0437 1,750 1,010 2,020 2,039 573 781 0.2839 >3/8" 0.2990 1,750 1,681 1,750 3!612 0.3750 0.2990 0.0702 2,809 1,622 3,243 2.447 688 938 >3/8" >3/8" >3/8" 2,773 2,017 2,751 Group 1,2,3-Cond.CW <_5/8"Dia. 2 3/4"Dia, For Diameters<3/4" Effective Area(USC Threads) Effective Area(Spaced Threads) Fu(Min.Ultimate Tensile Strength) 100,000 psi 85,000 psi Fr=F,/SF A(R)=n(13-1.2269/N)'/4 A(R)=nle/4 FT(Allow.Tensile Stress,a"1/4,) 33,333 psi N/A psi Allow able Tension=F,(A(S)) A(S)=n(0-0.9743/14)'/4 A(S)=nK'/4 Fr(Allow.Tensile Stress,D>1/41) 40,000 psi 33,750 psi Fy=Fu/(SF x sq rt(3)) Fv(Allowable Shear Straw D51/4") 19,245 psi N/A psi Akrwable Single Shear=F-„1A(R)I ,F (Allowable Shear Seass;42t/4 _23,094 psi 19.486:psi NOTE 11: 1.Values are taken from AISC,ASTM,IFI,SAE and AA documents. K values for spaced threads are taken as the minimum values in IFI Fastener Handbook,6th Ed.2. Safety Factor used for fasteners with diameters 1/4"or less is 3.0,Safety Factor used for fasteners with diameters 5/16"or greater is 2.5- 3. Fasteners with diameters of 3/4"and greater are fabricated from dierent material than fasteners less than 3/4"in diameter. 4.For diameters of 3/4"and greater,Fy=45,00 psi.For these,tensile and shear yields govern the allowable tension and shear values(i-e.,0.75 Fy<F,/SF AAMA TIR-A9-14 Page 50 Jaguar Land Rover of Portland: Project: Glass Pyramid Skylight Fm y Client: Dea Mor Proj.No.:19d-106 �1 1 LEV_ L111 Date: January 2019 By: SAE Sheet No.: F.3 '\FERIN 4_I, _ PO Box 283,Westport,WA,98595,503-998-7704- SMP@SESEPC"COM F TABLE 22.10(Spaced Threads) ' 6063-T5 (DeaMor A,B,&F points REDUCED TENSION to Plat, Nominal D Aluminum Thickness(Inches) Thread Nominal Diameter Thread 0.038 0.060 0.072 0.080 0.094 0.125 0.156 0.188 0.250 0.312 0.375 &Thread Diameter Per Inch (Inch) Allowable Pullout(Pounds) #8-18 0.1640 34 53 64 84 99 157 246 338 491 613 736 #10-16 0.1900 39 62 74 98 115 153 256 362 569 710 853 #12-14 0.2160 -- 70 84 111 131 174 248 369 604 807 970 1/4-14 0.2500 -- 81-1 98-1 129 151 _ 201 287 427 I 699 934 1122 5/16-12 0.3125 -- -- -- -- _ -- -- -- 542 949 1356 1683 3/8-12 0.3750 -- -- -- -- -- -- -- 651 1139 1628 2020 6063-T5 Fu(TensileUltimate Strength) 22000 psi '. Shading indicates transition region. FY(Tensile Yield Strength) 16000 psi NOTE 31: 1. Each table lists allowable pull-out(internal threads)values. SF=3.0 for D<0.25';•SF=2.5 for D>0.3125". Fastener allowable strength(basic tension and external threads) needs to be checked separately. 2. For pilot hole sizes refer to tables 21.1 to 21.7 3. Fastener pullout not shown for aluminum thickness less than approximately 2 threads,unless tested at a lesser thickness. 4. Multiple fastener connections and embrittlement need to be checked separately. AAMA TIR-A9-14 Parts Page 79 TABLE 22.11(Spaced Threads) 6063-T6 sMor A E.&F rr>ints.REDITCED TENSION ur F.!rtu,ion Nominal D Aluminum Thickness(Inches) • Thread Nominal Diameter Thread 0.038 0.060 0.072 0.080 0.094 0.125 0.156 0.188 0.250 0.312 0.375 &Thread Diameter - Per Inch (Inch) Allowable Pullout(Pounds) #8-18 0.1640 53 I 83 I 100 I 132 I 155 I 235 I 350 I 468 669 I 835 I 1004 #1 -16 0.100 8 I 1163 #122-14 0.2160 -- L 110 132 174 204 271 374 530 833 9600 1322 1/4-14 0.2500 -- 127 I 152 l 201 J 236 ( 314 I 433 614 A___964 I 1273 I 1530 5/16-12 0.3125 -- -- -- -- -- -- -- ' 809 1334 1860 2296 3/8-12 0.3750 -- -- -- -- -- -- -- 971 1601 2232 2755 6063-T6 Fu(Tensile Ultimate Strength) 30000 psi Shading indicates transition region. Fy(Tensile Yield Strength) 25000 psi NOTE 32: 1. Each table lists allowable pull-out(internal threads)values. SF=3.0 for D<0.25";SF 2.5 for D>0.3125". Fastener allowable strength(basic tension and external threads) needs to be checked separately. 2. For pilot hole sizes refer to tables 21.1 to 21.7 3. Fastener pullout not shown for aluminum thickness less than approximately 2 threads,unless tested at a lesser thickness. 4. Multiple fastener connections and embrittlement need to be checked separately. AAMA TIR-A9-14 Page 80 SHAJaguar Land Rover of Portland: I w Project: Glass Pyramid Skylight j IPEY Client: Dea Mor Proj.No.:19d-106 S I_1\.L a`. I L . Date: January 2019 By: SAE Sheet No.: F4 FG I'E F N' ; 1).(--'. PO Box 283,Westport,WA,98595,503-998-7704. SMP@SESEPC.COM perlo SUBMITTAL CONSTRUCTION JAGUAR LAND ROVER OF Subcontractor: DeaMor Associates Inc. PORTLAND Submittal#: 82 Rev#: ". Specification Section: N/A JUN 2 4 ri`5 Perlo Job Number: 1368 Date Submitted: 2/7/19 CITY 01- 13ur t't , BUILDING DIVISION Submittal Item: Skylight Shop Drawings Please Respond By: 2/21/19 PROJECT SITE: PERLO CONSTRUCTION HAS REVIEWED THIS SUBMITTAL DATE 2/7/19 SIGNED Jake Jensen Jaguar Land Rover of Portland 10125 SW Washington Square Road REVIEW BY CONTRACTOR IS UNDERTAKEN SOLELY TO SATISFY ANY OBLIGATIONS OF CONTRACTOR TO OWNER Tigard, Oregon 97223 AND DOES NOT IN ANY WAY RELIEVE SUBCONTRACTOR FROM HIS OBLIGATION FULLY TO PERFORM ALL SUBCONTRACT REQUIREMENTS, NOR SHALL SUCH REVIEW APPROVER: GIVE RISE TO ANY RIGHT OF ACTION OR SUIT IN FAVOR OF SUBCONTRACTOR OR THIRD PERSONS AGAINST CONTRACTOR. REVIEW DOES NOT EXTEND TO Mildren Design Group CONSIDERATION FOR STRUCTURAL INTEGRITY,SAFETY, Attention: Curt Trolan DETAILED COMPLIANCE WITH CONTRACT REQUIREMENTS OR ANY OTHER OBLIGATION OF THE SUBCONTRACTOR. 7650 SW Beveland Street, Suite 120 SUBCONTRACTOR IS FULLY RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL DIMENSIONS; Tigard, Oregon 97223 FABRICATING AND CONSTRUCTION TECHNIQUES; COORDINATING HIS WORK WITH THAT OF ALL OTHER TRADES;AND THE SATISFACTORY PERFORMANCE OF HIS GENERAL CONTRACTOR ENTIRE WORK IN STRICT ACCORDANCE WITH THE CONTRACT DOCUMENTS. Approver's Stamp: Perlo Construction Attention: Jake Jensen No Exception ❑ Make Corrections X❑ 11450 SW Amu Street Rejected ❑ Revise and Resubmit Tualatin, Oregon 97062 This review is for general conformance with design concept only. Any deviation from plans or specifications not clearly noted by the contractor has not been reviewed. Review shall not constitute a complete check of all detailed NO EXCEPTION NOTED El MAKE CORRECTIONS NOTED 0 dimensions or count or serve to relieve the contractor of contractual responsibility for any error or deviation from the REJECTED 0 REVISE AND RESUBMIT 0 contract requirements. THIS REVIEW IS FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. ANY DEVIATION FROM PLANS OR SPECIFICATIONS Date:02-11-2019 NOT CLEARLY NOTED BY THE CONTRACTOR HAS NOT BEEN Reviewed by:CLT MILDREN DESIGN GROUP,P.C. REVIEWED. REVIEW SHALL NOT CONSTITUTE A COMPLETE CHECK OF ALL DETAILED DIMENSIONS OR COUNT OR SERVE TO RELIEVE THE Provide recommendations for maintenance • CONTRACTOR OF CONTRACTUAL RESPONSIBIUTY FOR ANY ERROR OR DEVIATION FROM CONTRACT REQUIREMENTS. and cleaning per spec. TM RIPPEY Provide 5 year Warranty per spec. CONSULTING ENGINEERS • PORTLAND, OREGON DATE.2/2 0/19 >jY. rnt OR CCB 189245 ; LICENSED THROUGHOUT THE WESTERN UNITED STATES Al ROC 293181 T 0 .. . I C �, O : 3T •4 ►•♦3T♦4. 0 10k 350/200 • - ,.,- - 23 t O I I O I I - / 1 X 1 1I . 6T•• t1 O ► 6T I —iW16x57;Tf_l ► •• -J— - 24 -� I I I I I II 6 I I ® II II I I II II I I J I_� I I I � 0 50/20, 1 to 2 X� SKYLIGHT SUBMITTP " ‘-ij 2.3.1 01/20/19 I b g (6709-001) J N L——�F •k3 0/200 C;�—-I 0 1r--= ---�- 25 10k350/200 . I I II I I II I I II I I II I 10k 350/200 � I I I == II'' lj c i:g,7z0 ifij .�_�...�_. _ ... _. ,r(2. ---7,�.,�,,N.. yG OREGON ll' q4 if TUF101- EXP: 6/30/20 -heeJLR - Third Floor and Date: 20 January 2019 Drawn by: Checked by: tw''"'"""''„. Roof Framing Plan - South JSC RNT MILDREN DESIGN GROUP,P.C. Revisions: Sheet R11-52.3.1-1 of: 2 ARCHITECTURE • SPACE PLANNING R11 Ongoing Changes 7650 S.W.Beveland,Suite 120 Skylight Submittal-6709-001 TMR Job Number: 16330 Tigard,Oregon 97223-8692 T.M. RIPPEY CONSULTING ENGINEERS INC. 2018, (503)244-0552 ALL RIGHTS RESERVED© A SKYLIGHT SUBMITTAL 01/20/19 (6709-001) SKYLIGHT AND CONN. TO CURB BY SUPPLIER SKYLIGHT PER ARCH. DWG'S 800T125-43 TOP AND I (2)#10 SCREWS BOTTOM TRACK I I 800S137-43 METAL @ 1'-4"0/C I STUDS @ 1'-4"O/C, MTL ROOF DECK I I TYP. PER PLAN ,TYP. I %$"GYP-BD. SHT'G W/ #8 SCREWS @ 6"0/C M''•iI AT EDGE AND 1'-0"0/C —117—�- _� AT INTERMEDIATE `II SUPPORTS ROOF JOIST PER PLAN L 4x4x%4 PER 7/S6.1 WALL FRAMING J L PROVIDE Y210 THRU BOLT PER ARCH. DWG'S AT EACH CORNER, SIMILAR TO DETAIL 14/S6.1. 2 SKYLIGHT SECTION S2.3.1 16330-183 SCALE: 1"= 1'-0" ;4% PRO$' A''"4 , GI NEk��/'� Q 16,720 „0 OREGON 1<x) '9 20, 1�- H ruRNBP EXP: 6/30/20 • JLR - Third Floor and Date: 20 January 2019 Drawn by: Checked by: .41.-••"'"''-. Roof Framing Plan - South JSC RNT MILDREN DESIGN GROUP,P.C. Revisions. Sheet R11-S2.3.1-2 of: 2 ARCHITECTURE • SPACE PLANNING R11 Ongoing Changes 7650 S.W.Beveland,Suite 120 Skylight Submittal-6709-001 TMR Job Number: 16330 Tigard,Oregon 97223-8692 T.M. RIPPEY CONSULTING ENGINEERS INC. 2018, (503)244-0552 ALL RIGHTS RESERVED© FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting infolivation for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT !Pi i• T-raasmitta 4,etter .. g_7_61) 5L)Z f T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: 1 Ojt +I 15 5171-VT1 i DATE RECEIVED: DEPT: BUILDING DIVISION FROM: JUN 2 0 i19 CITY 1GAFM COMPANY: r i t L_,c0 C IZ OMS ON By:4T PHONE: 5-03 . 'Z- -o • 94 2_ RE: \,-44",S Ge. ;;a $- (Site Address) 'ermit Number) 5 rl Ufa«:. ;.,A ) i C ,/; iia`: i:$ ..; f (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Cop'•s: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. V ‘\\-4:"----- Basement and retaining walls. Beam calculations. ` 1 Engineer's calculations. Other(explain): 3)c: F 1z.,z , ry- .:, REMARKS: te1/4e1-1 r' 1/ M 1 )101(-11 FOR OFFICE USE ONLY Routed to Permit Techni an: Date: Initials: Fees Due: Yes No Fee Description: r Amount Due: 4 U Special Instructions: Reprint Permit(per PE): Yes , ❑ No ❑ Done e Applicant Notified: 1-e4c--Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012