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Report \'‘ RECLIV GFS. F 2 2015 � ITYOFTIGA DUILDI` EB NG 111ION LANDMARK FORD LINCOLN SPECIAL INSPECTION REQUIRED CITY OF TIGARD State of Oregon Structural Specialty Code REVIEWED FOR CODE COMPLIANCE_ Approved: [ ❑ Concrete and Reinforcing Steel OTC: [ ] Its Installed in Concrete Permit#: • : _ 15- r"'oI1it ❑ Special Moment-Resisting Concrete Frame Address: ❑ Reinforcing Steel&Prestressing Steel Tendons Suit #' ❑ Structural Welding By: Date: 1 • ❑ High-Strenght Bolting GFS Project: U51408SD/U45 28 ❑ Structural Masonry 12000 SW 66th Avenue OFFICE COPY ❑ Reinforced Gypsum Concrete Tigard, Oregon 97223 „op PROF ❑ Insulating Concrete Fill /.tv�y �NGlNEFA �p29 ❑ Spray Applied Fire-Resistive Materials 83058PE ❑ Pilings,Drilled Piers and Caissons II ❑ Shotcrete OREGON lr ttiZ 14❑ Special Grading,Excavation and Filling ��NETH \,/ ❑ Smoke-Control Systems ❑ Other Inspections STRUCTURAL CALCULATIONS 1.30.2015 GLOBAL FINISHING SOLUTIONS.LLC !,tam • ['u! _' • !)' • 'r 1/812015 Deign Maps Summary Report t.SGS Design Maps Summary Report User-Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.43268°N, 122.7764°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III I \-:-/ 2m- 0ruona r.--, -_.. - . . _ .: ._;. N I5000m eaverton -/ < It 0 Q y _ 0Gardrn home- hktord W aNO ( a VYi) _ iNilwaukie y K,won' Tigard '"�ti'6' o ® I aka bzwann 4n. . , A' (7 T--,H 6 K A�idN'd ' 4'.' ,- kd N Q 1.1 psl 4'Y `::;;::.;1' �,r ms's`Y� ri,"-.7-'4 F R ; AM ERICA .-- • iR � T.$alatin ; 'U rnzipgiJeSt Aig..,i,,,;-,...*0$'"`.i. ' tr'' 4,.',"' -- C://, --------' int ,_ ,. 0-:apQmest USGS-Provided Output 6 SS = 0.971 g SMS = 1.080 g Svs = 0.720 g S1 = 0.423 g SM1 = 0.667 g SD1 = 0.445 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 0.99 0.64 0.22 0.56 0.77 0.42 - .� c o.66 I i to 0.55 N 0.40 I 0.32 0.44 0.32 0.24 0.22 0.16 0.11 0.08 0.00 0.00 - 0.00 0.20 0.40 0.0 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 Period.T(sec) Period, T(sec) . Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. http!/ehp3-earlhquake.wr.usgs.gov/delignmaps/us/summary.phOtemplate=minimal8latitude=45.432676881ongitlr ie=-12277640278 sitedass=3&riskcategory... 1/1 e • s • ' a Y AP- I -1151b -1151b - -1151b -1151b -1151b lb -115I�� 4 Loads: BLC 4, Seismic Results for LC 3,OL+0.7EL Global Finishing Solutions SK- 1 KL Jan 30, 2015 at 3:39 PM System.r3d a a - • Code Check Y No Calc 4'' N 1.0 .90-1.0 .75-.90 Z .50-.75 0.-.50 ; 1 / ' i r i'.�� `,. -� �, �� y f, ` - � `\ �> y yM E) _� - . ,.. 4 V 4 o A Member Code Checks Displayed Results for LC 3, DL+0.7EL Global Finishing Solutions SK-3 KL Jan 30, 2015 at 3:40 PM System.r3d a Y O Z r• 1151b dOPOOP --''' 40JA k it%‘ 4 td0301 t A q -1t51b No ta 4.4. p 4:illirjr 1 Ighih.._r A. -1151b • ,i0ji, --� -1151b 4. s►�� .. �!> .� -1151b -%1 ,�Ib -1151'• Loads: BLC 4, Seismic Results for LC 3, DL+0.7EL Global Finishing Solutions SK- 2 KL Jan 30, 2015 at 3:40 PM System.r3d Job Title By Date Job No. . •Subject Sheet of LOADING CRITERIA BOOTH CONSTRUCTION (N is Assumed Up on Plans) ROOF DEAD LOAD Type of Diaphragm Support: Moment Frame-Braced Wall • Panel 18 gauge 2.2 psf (Assume Moment frames are N-S Bearing) Insulated No Booth Width,W 16 ft Lights Yes 0.9 psf Booth Length, 0 32 ft Fire Suppression Yes (Mains notincl-) 1.6 psf Mean Roof Height, hn 12 ft Misc. Yes (Beam Stiffeners,Etc.) 0.3 psf Roof Area,AROOF 512 ft2 Plenum No 0 psf Total Wall Length, L,r, 20 ft Outdoor Booth No 0 psf 8 ft(N-S BEARING) RDL 5.0 psf 12 ft(E-W BEARING) WALL DEAD LOAD #Structural Frames 0 Panel 18 gauge 2.5 psf #Column Rows 0 Insulated No Beams - Lights No 0 psf Columns - Outdoor Booth No 0 psf Plenum Beam - WDL 2.5 psf MAINTENANCE PLATFORM 0ft2 0 B 10 psf(uniform deck dead load) I.. O lbs \ ) _m -'_ MECHANICAL EQUIPMENT Intake Plenum 300 lbs - Intake Fan 500 lbs ( I Recirculation Fan 0 lbs Duct 0 lbs 12 N 1 16 1, t 0 © 3 ? BOOTH SECTION (BOOTH WIDTH&ROOF HEIGHT} `h 6 I 0 _ _i_______7.1.., ._ i__.1 I-1 1 t) _ 12 i I f 0 tai r, ; 11:.1 —I: ._j Lt 4 6 1 4, 'l 6 I. i - GFS= PLAN VIEW ELEVATION VIEW (TOTAL WALL LENGTHS) (BOOTH LENGTH&ROOF HEIGHT) Job Title By Date Job No. Subject Sheet of SEISMIC DESIGN RISK CATEGORY: 1 DIAPHRAGM LOADING SEISMIC DESIGN CATEGORY: D EAST-WEST(WEIGHT TRIB.TO FORCE IN E-W DIRECTION( • WpEW 3.5 k DESIGN SPECTRAL ACCELERATION PARAMETER,SHORT PERIOD SDS 0.723 NORTH-SOUTH (WEIGHT TRIB.TO FORCE IN N-S DIRECTION( WpNS 3.5 k DESIGN COEFFICIENTS (ASCE 7-10 TABLE 12.2-1) Importance Factor, le 1 DESIGN FORCE (ASCE 7-10 12.10.1.1) Response Mod.Factor, R 3 Overstrength Factor, IO 3 Fp= Deflection Amp.Factor, Cd 3 0.2*SD5*le*wp, Min.Value (ASCE 7-10 12.10-2) SEISMIC WEIGHT 0.4*SOS*Ie*WO, Max.Value (ASCE 7-10 12.10-3) Booth Weight 2860 lbs Maintenance Platform EAST-WEST(DESIGN FORCE IN E-W DIRECTION( 0 lbs FPEW 0.8 k Mechanical Equipment Intake Plenum 300 lbs USE E-W SHEAR WALL AND E-W PANEL AND Intake Fan 500 lbs ANCHOR TABS FOR LATERAL ANALYSIS Recirculation Fan 0 lbs Duct 0 lbs NORTH-SOUTH (DESIGN FORCE IN N-S DIRECTION( FANS 0.9 k USE N-S MOMENT FRAME TAB FOR DESIGN Total Weight, WT 3.7 k FORCE AND PERFORM RISA ANALYSIS AND RIGID KNEE CONNECTION DESIGN FOR LATERAL BASE SHEAR (ASCE 7-10 12.8.1) DESIGN FORCE ON MAX STRESSED FRAME 5DS/(R/I),CS 0.241 CS*WT,V 0.9 k GFS Job Title By Date Job No. •Subject Sheet of WIND DESIGN RISK CATEGORY: I DIAPHRAGM LOADING (cont.) EXPOSURE CATEGORY: INDOOR BOOTH VELOCITY PRESSURE (ASCE 7-10 27.3-1) ' BASIC WIND SPEED (ASCE 7-10 27.3.2) 0.00256*K,*Kn*Kd`V2, qz 5.2 psf • V3-SEC.GUST 45 mph MAIN WIND FORCE RESISTING SYSTEM INDOOR BOOTH,H<14' DESIGN WIND PRESSURE (ASCE 7-10 EQ.27.4-1) gGCp-q(GCpi), p WIND LOAD PARAMETERS EAST-WEST(WIND DIRECTION) Importance Factor, I,,, 1 WALLS, p 5.2 psf Exposure Coefficient, K1 1 (Tbl.27.3-1) Topographic Factor, K,1 1 (26.8.2) ROOF, p(psf) Directionality Factor, Kd 1 (Tbl.26.6-1) 0' to 6' 6'to 12' 12'to 24' > 24' Gust-Effect Factor,G 1 (INDOOR) (26.9.1) MAX+ 0.0 0.0 0.0 0.0 Internal Pressure Coefficient, 0.00 MAX- 0.0 0.0 0.0 0.0 (INDOOR) (Tb).26.11-1) GCpi 0.00 NORTH-SOUTH (WIND DIRECTION) WIND DESIGN FOR INDOOR BOOTH WALLS, p 5.2 psf BOOTH CONSTRUCTION (N is Assumed Up on Plans) Booth Width,W 16 ft ROOF, p(psf) Booth Length, D 32 ft 0' to 6' 6'to 12' 12'to 24' > 24' Mean Roof Height, h„ 12 ft MAX+ 0.0 0.0 0.0 0.0 • DIAPHRAGM LOADING Cp,COEFF.(FIGURE 27.4-1) MAX- 0.0 0.0 0.0 0.0 EAST-WEST(WIND DIRECTION) Building L B h DESIGN WIND FORCE Dimensions (ft), 32 16 12 EAST-WEST(DESIGN FORCE IN E-W DIRECTION) WALLS L/B 2.00 WALLS Windward Leeward p*(h/2)*B, FWEw 0.5 k Cp 1.00 0.00 ROOF h/L 0.38 ROOF HORIZONTAL DISTANCE FROM WINDWARD ROOF EDGE 0' to 6' 6'to 12' 12'to 24' > 24' 0' to 6' 6'to 12' 12'to 24' >24' MAX+ I o 0.00 0.00 0.00 0.00 MAX- 0.00 0.00 0.00 0.00 NORTH-SOUTH (WIND DIRECTION) NORTH-SOUTH(DESIGN FORCE IN E-W DIRECTION) Building L B h WALLS Dimensions (ft) 16 32 12 P*(h/2)*B, FWNS 1.0 k WALLS L/B 0.50 Windward Leeward ROOF /u ' ■ Cp 1.00 0.00 0'to 6' 6'to 12' 12'to 24' >24' - '4' ..GFS; ROOF h/L 0.75 MAX+ HORIZONTAL DISTANCE FROM WINDWARD ROOF EDGE MAX- 0' to 6' 6' to 12' 12' to 24' > 24' C 0.00 0.00 0.00 0.00 Cp 0.00 0.00 0.00 0.00 Job Title By Date Job No. • Subject EAST-WEST DIRECTION DESIGN FORCE SHEAR WALL ANALYSIS Sheet of SHEAR WALL DESIGN SHEAR WALL DESIGN GRID LINE A GRID LINE B Total Shear Wall Length, call 3 ft Total Shear Wall Length, Lwall 6 ft Smallest Panel Length,epanel 3 ft Smallest Panel Length,epanel 6 ft Panel Height, hpanel 14 ft Panel Height, hpanel 12 ft SEISMIC LOADING SEISMIC LOADING Total Area,ATEQ 512 ft2 Total Area, ATEQ 512 ft2 Tributary Area,AtribtO 256 ft2 lributary Area,AtrihEQ 256 ft2 Total Design Force, FpEw 0.8 k Total Design Force, FpEw 0.8 k Shear to Grid Line,FpEw*(AT/Atrib) = Eh 0.4 k(Ult.) Shear to Grid Line,FpEW*(AT/Atrib) = Eh 0.4 k Shear Force, Eh/1.4 = FEQ 0.3 k(ASD) Shear Force, Et11.4= FEQ 0.3 k(ASO) WIND LOADING WIND LOADING Total Area,AT-w 96 ft2 Total Area, ATW 96 ft2 Tributary Area,Atribw 48 ft2 Tributary Area, Atribw 48 ft2 Total Design Force, FwEw 0.5 k Total Design Force, FWEW 0.5 k Shear to Grid Line,FWEW*(Atribw/ATw)= Fu 0.2 k(Ult.) Shear to Grid Line,FwEw*(A ribW/ATw)= Fu 0.2 k(ult.) Shear Force,0.6*Fu= FW 0.1 k(Aso) Shear Force,0.6*Fu= FW 0.1 k(ASO) CONTROLS 0.3 k CONTROLS 0.3 k SEISMIC DESIGN FORCE CONTROLS SEISMIC DESIGN FORCE CONTROLS GFS GFS WALL PANEL AND ANCHOR BOLT WALL PANEL AND ANCHOR BOLT OVERTURNING OVERTURNING Fw*hpanel*(epanel/Lwau), OTMW 2.1 k-ft Fw*hpanel*(epanel/Lwau), OTMw 1.8 k-ft FEQ*hpanel*(epanel/ all), OTMEQ 4.2 k-ft FEQ*hpanel*(epanel/Lwau), OTMEQ 3.6 k-ft (WDL*hpanel+RDL*Atrib)*epanel2/2, RM 0.3 k-ft (WDL*hpanel+RDL*Atrib)*epane12/2, RM 1.3 k-ft (OTMW-(2/3)*RM)/epanel,Tw 0.6 k (OTMW- (2/3)*RM)/epanel,T 0.2 k (OTMEQ-(0.9)*RM)/epanel,TEQ 1.3 k (OTMEQ- (0.9)*RM)/epanel• TEQ 0.4 k CONTROLS 1.3 k CONTROLS 0.4 k SEISMIC DESIGN FORCE CONTROLS SHEAR SEISMIC DESIGN FORCE CONTROLS SHEAR WALL OVERTURNING TENSION AT WALL WALL OVERTURNING TENSION AT WALL ENDS ENDS COMPARE TENSION FORCE TO MAX COMPARE TENSION FORCE TO MAX • TENSION FORCE IN ORTHOGONAL TENSION FORCE IN ORTHOGONAL LOADING DIRECTION TO GRID LINE A LOADING DIRECTION TO GRID LINE B Job Title By Date Job No. •Subject E-W DESIGN FORCE WALL PANEL ANCHOR BOLT ANALYSIS Sheet of SHEAR WALL DESIGN Shear Wall Dimensions GRID LINE A Shear Wall Length, Lau 3 ft Smallest Panel Length,(panel 3 ft Shear Wall Height, hwaii 12 ft - , Total Shear at Wall (A6 Unfactored Shear Load(Wind or Seismic),VW/EQ 0.3 k bri3 CtC014-1 Uniform Wall Shear, VW/EQ/P nel'=v 0.100 klf pa panel yl Try 18 Gauge Wall Panel Panel Thickness,t Panel 0.0478 in Allowable Wall Shear, Vail 0.205 klf C h eck Panel She a_r J Stress Ratio,Vpanel/Fall 0.49 < 1 PANEL GAUGE ADEQUATE FOR SHEAR Check Bolt Min. Anchor Strength Requirements Seismic Area (S05>0.33): YES Gall * s'walI)/(VJC2), NREQ'D for Strength 1 bolts req'd AB Spacing, (V$/())/vpanel 6.5 ft/bolt Use this anchor: TRUBOLT+ Reference Report ICC-ES ESR-2427 Min.Anchor Code Requirements tw.d4', NREQ'D for 48"o.c.Max Spac 2 bolts req'd Select Anchor Diameter: 3/8 Trubolt+ AB Spacing,48" MAX 4 ft/bolt Effective Embed.Depth,he 1 5/8 in USE(2)ABs ALONG WALL AT 48" O.C., MAX Min.Overall Anchor Length,(anchor 2 1/2 in Min.Anchor Spacing, Smin 3 1/2 in Shear per Anchor, NREQD/VW/EQ=Vw/EQ/bolt 0.1 k/bolt Min.Slab Thickness, hmin 4 in Stress Ratio,V/Vale 0.2 < 1 Critical Edge Distance, Car 5 in ANCHOR ADEQUATE FOR SHEAR ASD Conversion Factor,a 1.4 Check Bolt Hole Bearing (2 2 F. 40 ksi Allowable Loads per Bolt(ASD) All.Strength, 1.2*L.c*tp,ne1*Fu= Rn/(2 6.9 k/hole Wedge Shear, Vs/Q=Va„ 0.6 k Max.All.Strength, 2.4*dboh*tp,n<,*F,= Rn/(2 0.9 k/hole Check Rn/(2 >VW/EQ/bolt -->TRUE BOLT HOLE OK USE(2)3/8"DIA.x 2 1/2" LONG ITW RED HEAD TRUBOLT+ WEDGE ANCHORS AT 48"O.C.ALONG GRID LINE A.(1)BOLT REQ'D AT EACH PANEL END,REMAINING REQ'D BOLTS SPACED 1.r± ALONG PANEL LENGTH(ICC-ES ESR-2427) G PS I his spreadsheet assumes concrete is NOT reinforced per AEI 318-UL V.4.4 `� and therefore uses all*Condition B*values on the ICC-ES report for the ��1'�� chosen anchor. Job Title By Date Job No. Subject N-S DESIGN FORCE WALL PANEL ANCHOR BOLT ANALYSIS Sheet of SHEAR WALL DESIGN REFER TO N-S MOMENT FRAME TAB Shear Wall Dimensions GRID LINE 2 Shear Wall Length, Lwaii 4 ft Smallest Panel Length,(pane; 25 ft Shear Wall Height, hwali 12 ft Total Shear at Wall {{� �� Unfadored Shear Load (Wind or Seismic),VW/EQ 0.3 k �U / d r r`� bce''I Uniform Wall Shear,VW/FQ/epanel=Vpanel 0.076 klf . ' Try 12 Gauge Wall Panel lam. ‘'IC Ir2I� Panel Thickness, tpanel 0.1046 in iiiAllowable Wall Shear, \'all 0.981 klf Lo Check Panel Shear iStress Ratio, Vpane✓vall 0.08 < 1 PANEL GAUGE ADEQUATE FOR SHEAR Check Bolt Min. Anchor Strength Requirements Seismic Area (S05>0.33): YES Gall * vwall)/(Vs/C2), NREQ'D for Strength 1 bolts req'd AB Spacing, (Vs/SZ)/Vpanel 8.5 ft/bolt Use this anchor: TRUBOLT+ • Reference Report! ICC-ES ESR-2427 Min.Anchor Code Requirements Caw", NREQ'D for 48"o.c.Max Spac 2 bolts req'd - Select Anchor Diameter: 3/8 Trubolt+ AB Spacing,48" MAX 4 ft/bolt Effective Embed.Depth,het 1 5/8 in USE (6)ABs ALONG WALL AT 48" O.C., MAX Min.Overall Anchor Length,4nchor 2 1/2 in Min,Anchor Spacing, 5 min 3 1/2 in Shear per Anchor, NREQD/"W/EQ=VW/EQ/bolt 0.2 k/bolt Min.Slab Thickness, hmin 4 in Stress Ratio, V/Vail 0.2 < 1 Critical Edge Distance, Cac 5 in ANCHOR ADEQUATE FOR SHEAR ASD Conversion Factor,a 1.4 Check Bolt Hole Bearing 0 2 F. 40 ksi Allowable Loads per Bolt(ASD) All.Strength, 1.2*L,,*tp,,,.i*F„= R1S2 15.2 k/hole Wedge Shear, Vs/S2— Van 0.6 k Max.All.Strength, 2.4*dyah*tpanvl*F„= Rn/S2 1.9 k/hole Check Rn/c2>VW/EQ/bOlt -->TRUE BOLT HOLE OK USE(2)3/8" DIA.x 2 1/2" LONG ITW RED HEAD TRUBOLT+ WEDGE ANCHORS AT 48" O.C.ALONG GRID LINE 2.(1) BOLT REQ'D AT EACH PANEL END, REMAINING REQ'D BOLTS SPACED �f 2A ALONG PANEL LENGTH(ICC-ES ESR-2427) 3 FS I his spreadsheet assumes concrete is NW reinforced per ALl 318-U?V.4.4 47 y� and therefore uses all Condition B values on the ICC-ES report for the chosen anchor. Job Title _ By Date Job No. • •Subject Sheet of ITW Red Head Carbon Steel Wedge Anchor Selector tome=Tint(3to5turns) Total Loads at Column do--o- Unfactored Shear Load(Dead),VD 0.1 k '.1 ) w/EQ Unfactored Tension Load(Wind or Seismic),T 0.4 k • dr'=ma ` '` Unfactored Shear Load(Wind or Seismic),Vw/EQ 0.1 k , i C 4 C S Anchors per Column, NAB 2 /anal fully threaded stud. o c e , 2 c � ca het a Load per Anchor :, r doa hom VD/NAB 0.05 k s Tw/EQ/NAB 0.2 k Vw/EQ/NAB 0.05 k o v � 0 a 9 LV n C. , a a a - c a C, c a Unity Check(V/Nall+T/Tali< 1.2)per Referenced ICC Report T/Tatt 0.2 Seismic Area(SDS>0.33): YES V/Vale 0.1 E 0.4 Use this anchor: TRUBOLT+ Reference Report: ICC-ES ESR-2427 ANCHOR ADEQUATE FOR SHEAR&TENSION Select Anchor Diameter: 3/8 Trubolt+ Effective Embed.Depth,het 1 5/8 in. Min.Overall Anchor Length,6nchor 2 1/2 in. USE 3/8" DIA.x 2 1/2" LONG ITW RED HEAD Min.Anchor Spacing,Smin 3 1/2 in. TRUBOLT+WEDGE ANCHOR(ICC-ES ESR-2427) Min.Slab Thickness, hmin 4 in. Critical Edge Distance,Cac 5 in. ASD Conversion Factor,a 1.4 Allowable Loads(ASD) Wedge Tension, N5/S2 2.3 k Wedge Shear,Vs/S2 0.7 k Wedge Pull-out, Np/S2 2.0 k Concrete Break-out, Ncb/S2 0.8 k �w+!� ""^ This spreadsheet assumes concrete is NOT reinforced V • per ACI 318-02 D.4.4 and therefore uses all*Condition B`values on the ICC-ES report for the chosen anchor. Company : Global Finishing Solutions Jan 30,2015 S' I� Designer : KL IhRP�+� .�"i Job Number Checked By:JV T E C H Y o L o c I E S Model Name Envelope Joint Reactions Joint X[I j LC Y1101 LC I. L MX k-ft LC MY k-ft LC MZ k-ft ._ 1 N15 Imax 0 1 209.755 3 -78.697 1 0 1 0 U 0 1 2 min 0 x.•.7:2 1 -168.529 3 0 1 . 0 0 N16 'max 0 5 116.781 1 41.379 , 5 0 1 0 0 0 1 4 min 0 3 -61.9 5 -78.697 1 • 1 0 1 i 0 1 5 N17 max, 366.208 3 1814.364 3 203.353 3 0 1 0 ' 1 0 1 6 ' min 93.27: 1 332.793 1 141.794 5 • 1 • 1 ' 0 7 N18 max; 216.029_ 5 _ 332.791 , 1 1 153.885 1 0 1 0 1 ■ 0 1 8 min -93.277 , 1 -1 60. 1_ ..102 5 0 1 0 1 0 1 9 N19 max 1.03 3 506.26 1 .164 3 0 1 0 1 0 _ 1 10 min .47 1 303.732 5 .102 5 0 0 1 0 1 11 N20 max .311 5 506.281 1 .___ .155 1 0 1 0 1 0 1 2 min -.47 1 303.6 ,•:• 5 0 1 0 0 0 1 13 N21 max 2.243 3 272.123 3 -.017 5 0 1 0 1 0 1 14 min 1.573 5 163.883 - • 2 1 $ 1 0 1 15 N22 max -.477 5 270.603 , 1 -.022 5 0 1 0 0 0 1 6 min -1.71 1 161.823 5 -.035 3 • 1 IM' 1 0 1 17 N35 max 142.457 3 1530.443 3 0 3 0 1 0 0 0 1 18 m' • .71' 1 I 1 e 1 0 U 0 1 19 N37 max -8.138 93.281 1 0 1 0 1 0 0 0 1 20 min -93.704 1 -1380.317 5 0 0 1 0 MN 0 1 • 21 N38 max 0 1 0 1 -46.544 5 0 1 0 0 0 1 'n I 1 I 1 -68.039 3 0 1 0 0 a 1 23 N39 max 0 1 0 1 .007 1 0 1 0 0 0 1 24 min 0 1 • 1 .003 • 1 0 lI • 1 25 N40 max 0 1 0 1 .009 1 0 1 0 0 0 1 2. min 0 ' 1 0 1 .005 I 1 0 0 0 1 . 27 N41 max 0 1 0 1 164.36 5 0 1 0 0 0 1 •• min 0 1 0 1 -1 •.863 1 • 1 0 0 0 1 29 N42 max 0 1 0 1 196.196 5 0 1 0 MI • 30 min 0 1 0 - ; •11 I 0 0 0 1 31 N43 max 0 1 0 1 0 1 0 1 0 0 0 1 mil I 1 0 1 0 1 0 1 1111110'0 I 1 33 N44 ,max 0 1 0 1 -154.862 1 0 1 0 0 0 1 34 min 0 1 • ' 1 -375.279 3 0 1 0 I 1 35 N50 max 0 1 0 , 1 -185.928 1 0 1 0 0 • 1 36 min 0 1 • - 80.•07 • 1 0 0 0 1 37 N51 max 0 1 0 1 564.123 5 0 1 0 0 0 1 min 0 1 0 1 -56.429 1 • 1 0 0 0 1 39 , N52 max 0 1 0 1 -56.434 1 0 1 0 0 0 1 44 min 0 1 0 1 -471.951 3 0 1 1/5111.0 0 1 41 N53 max 0 1 0 1 379.867 5 0 1 0 0 0 1 42 min 0 1 1 -35.05• 1 • 1 0 0 0 1 43 N54 max 0 1 0 1 -35.052 1 0 1 0 0 0 1 44 min 0 1 0 1 -222.903 3 0 liffaMU 0 1 45 , N55 max 0 1 0 1 189.058 3 0 1 0 0 0 1 ▪ 46 min • 1 0 1 55.557 1 0 1 MIME/ 0 1 47 N56 'max 0 1 0 1 55.555 1 0 1 0 El 0 1 48 min 0 1 • 1 2. 8:5 + 1 0 NI 0 1 • 49 N57 max' 0 1 0 1 80.676 1 0 1 0 0 0 1 50 min 0 1 0 1 42.596 0 1 0 0 0 1 51 N58 max 0 1 0 1 168.241 1 0 1 0 0 0 1 1 52 min 0 1 0 1 ••.• • • 0 0 0 1 • 53 N59 max 0 1 0 1 0 5 0 1 0 0 0 1 54 min 0 1 0 1 -.001 1 0 1 0 0 0 1 55 N60 max 0 1 0 1 .003 1 0 1 0 IN 0 1 56 min 0 1 I 1 .u2 I 1 0 0 0 1 RISA-3D Version 12.0.2 [C:1...\...1...1...\1. Projects1150109- U51408 Lincoln Ford\System.r3d] Page 1 . •h I p..1 Company : Global Finishing Solutions Jan 30,2015 f4Designer . KL �° Job Number Checked By JV T E C H N O L O G I E S Model Name . • Envelope Joint Reactions (Continued) Joint X[IbL LC Y[Ibj LC _ Z[lb] LC MX jk-ftj LC MY Ik-ft] LC MZ[k-ftj LC 57 . N61 max 0 1 0 , 1 365.395 1 0 1 0 1 0 1 • 58 min 0 1 0 1 209.925 ' 5 0 1 0 1 Q 1 59 N62 max 0 1 0 1 -2.26 5 0 1 0 1 0 1 60 min 0 1 0 1 -6.79 1 0 1 0 . 1 0 1 61 N63 max 0 1 0 1 49.058 1 0 1 0 1 0 1 62 min 0 1 0 1 26.566 5 0 1 0 1 0 1 63 N64 max 0 1 0 1 .009 3 0 1 0 1 0 1 64 min 0 1 0 1 .006 5 0 1 0 1 0 1 65 N65 max 0 1 0 1 .008 3 0 1 0 1 0 1 66 min 0 1 0 1 .005 5 0 1 0 1 0 1 67 N66 .max 0 1 0 1 0 1 0 1 0 1 0 1 68 min 0 1 0 1 -.002 3 0 1 0 1 0 1 69 N67 max 0 1 0 1 -.001 5 0 , 1 0 1 0 1 70 min 0 1 0 1 -.003 1 0 1 0 1 0 1 71 N68 max 0 1 0 1 -.001 5 0 1 0 1 0 1 72 min 0 1 0 . 1 -.003 _ 1 0 1 0 1 0 1 73 N69 max 0 1 0 1 .002 1 0 1 0 . 1 0 1 74 min 0 1 0 1 0 5 0 1 0 1 0 1 75 N70 max 0 1 0 1 -.006 5 0 1 0 1 0 1 76 min 0 1 0 1 -.013 1 0 1 0 1 0 1 77 N71 max 0 1 0 1 -.006 5 0 1 0 1 0 1 78 min 0 1 0 1 -.013 1 0 1 0 1 0 1 79 N72 max 0 1 0 1 -.009 5 0 1 0 1 0 1 80 min 0 1 0 1 -.017 1 0 1 0 1 0 1 81 N73 max 0 1 0 1 -.009 5 0 1 0 1 0 1 82 ' min 0 1 0 1 -.017 1 . 0 1 0 1 0 1 83 N74 max 0 1 0 1 -.003 5 0 1 0 1 0 1 • 84 mirt 0 1 0 1 -.008 1 0 1 0 , 1 0 1 85 N75 max 0 1 0 1 -.003 5 0 1 0 1 0 1 86 min 0 1 0 1 , -.008 1 , 0 1 0 1 0 1 87 N76 max 0 1 0 1 .004 1 0 1 0 1 0 1 88 min 0 1 0 1 .001 5 . 0 1 0 1 0 1 89 Totals: max 644 5 2619.457 3 644 , 5 90 min 0 1 _1571.674. 5 0 1 RISA-3D Version 12.0.2 [C:\._.1...1...\...11. Projects\150109-U51408 Lincoln Ford\System.r3d] Page 2 • Company : Global Finishing Solutions Jan 30.2015 I g E T Job Designer : KL I�� �� a Job Number Checked By:JV TECHwoaociEC ModelName . Envelope Joint Displacements "-- Joint ___Min] LC Y fin] LC Z jin) LC X 13_Q1ation... LC Y Rotation ... LC Z Rotation[...LC • 1 i N1 max! 0 1 -.004 5 0 1 1.05e-4 3 1.152e-5 5 1_-6.82e-5 5_ 2 min -.013 3 -.006 3 0 3 6.388e-5 5 -2.84e-6 1 -1.068e-4 _ 3 3_, N2 max 0 1 -.004 5 0 1 1.048e-4 3 2.108e-5 3 9.658e-5 _ 1_ 4 min -.013 5 -.006 3 0 j 3 6.372e-5 5 2.827e-6 1 5.255e-5. 5 5 N3 max 0 1 0 5 _ ,0 1 1.985e-5 3 6.132e-6 1 -2.749e-5 5 6 min -.013 3 -.002 1 0 5 1.2e-5 5 -2.082e-5 5 -5.814e-5 1 7 N4 max 0 1 0 5 0 3 1.962e-5 1 -6.119e-6 1 . 6.467e-5 3 8 min -.013 5 -.002 1 0 1 1.161e-5 ®-2.858e-5 3 4.142e-5 5 9 N5 max 0 1 0 5 0 1 -3.238e-6 5.364e-6 5 -1.219e-4 5 • 10 . min -.012 5 0 3 , 0 5 4.821e-6 1.441e-5 1 -2.156e-4 1 11 N6 max 0 1 ; 0 5 0 3 -1.741e-6® 2.589e-5 3 2.237e-4 `3 12 min -.012 3 . 0 1 . 0 1 ,-3.955e-6 III 1.44e-5 1 1.374e-4 5 13 N7 max 0 1 -.001 5 0 1 -2.077e-6 2.68e-5 1 -6.873e-55 5 _ 14 min -.011 3 -.002 3 0 . 5 -6.285e-6 1.464e-5 5 -1.139e-4 3 15 N8 max, 0 1 0 5 0 3 3.507e-6 ®-2.678e-5 1 1.129e-4 1 16 Lmin -,01 , 5 -.001 , 1 0 1 -2.076e-6 -5.391e-5 3 6.427e-5 5 17 N9 max 0 1 0 e 1 5.475e-6 -6.089e-5 1 7.718e-5 3 18 min , -.009 , 5 -.001 3 0 , 5 -3.12e-6 -1.014e-4 3 1.733e-5 1 19 N10 ,max 0 1 0 5 0 3 8.781e-6 6.088e-5 1 4.882e-5 5 20 min . -.009 3 0 . 1 0 1 ,5.476e-6 -8,992e-6 5 -1.737e-5 1 21 N11 max, .001 1 -.001 5 0 1 3.007e-5 1.996e-5 1 -4.846e-5 5 22 min -.01 _ 5 -.002 _ 3 , 0 , 5 1.642e-5 9.061e-8 5 -8.475e-5 1 23 N12 max -.001 1 0 5 0 3 3.418e-5 -1.86e-5 5 8.449e-5 1 24 min -.012 _ , -.001 1 0 1 2.215e-5 2.656e-5 3 5.005e-5 5 25 N13 max 0 1 0 a 1 0 . 1 -1.525e-6 ® 3.381e-5 1 5.487e-5 3 26 min -.01 5 . -.001 3 0 5 , -6.44e-6 1.444e-5 5 9.141e-6 1 . 27 N14 max 0 1 0 5 0 3 1.734e-6 -2.583e-5 5 4.135e-5 5 28 min -.01 3 0 1 0 1 -1.523e-6 -3.935e-5 3 -9.028e-6 1 29 N15 max, 0 5 0 1 , 0 , 3 0 -2.024e-5 1 2.663e-4 3 30 , min, 0 1 0 3 0 1 0 -3.299e-5 3 1.216e-4 1 31 N16 ,max 0 3 0 5 0 1 0 2.024e-5 1 7.474e-5 5 32 min 0 5 0 1 0 , 5 0 -2.478e-6 5 -1.216e-4 1 33 N17 max 0 1 0 1 0 5 , 1.299e-7 3.305e-5 3 5.505e-5 5 34 min 0 3 0 3 0 3 -3.469e-6 2.031e-5 1 -1.738e-5, 1 35 N18 max 0 1 0 5 0 5 -2.664e-6 2.427e-6 5 8.365e-5 _ 3 36 min 0 5 0 1 0 1 -4.053e-6 -2.031e-5 1 1.742e-5 1 37 N19 max 0 1 0 5 0 5 -7.456e-6 6.132e-6 1 1.566e-4 3 38 min 0 3 0 1 0 3 -1.137e-5 -2.082e-5 5 3.11e-5 1 39 N20 max 0 _ 1 0 5 0 5 -5.115e-6 5 -6.119e-6 1 1.075e-4 5 40 min 0 5 0 1 0 1 -9.786e-6 1 -2.858e-5 3 -3.11e-5 1 41 N21 max 0 5 0 5 0 1 2.155e-6 1 5.364e-6 5 2.221e-4 3 42 min 0 3 0 3 , 0 5 -1,02e-7 5 -1,441e-5 1 1.07e-4 1 43 N22 max 0 1 0 5 0 3 3.289e-6 3 2.589e-5 3 5.046e-5 5 44 min 0 5 0 1 0 5 2.155e-6 1 1.44e-5 1 -1.07e-4 1 45 N23 max, .002 1 0 5 0 1 . 2.195e-5 3 6.205e-6 1 -4.498e-5 5 46 min , -.012 5 -.002 1 0 5 1.331e-5 5 -2.078e-5, 5 -7.504e-5- 1 47 N24 max -.002 1 0 5' 0 3 2.159e-5 1 -6.193e-6 1 7.505e-5 1 48 . min -.015 _ 3 -.002 1 0 5 1.274e-5 -2.865e-5 3 4.433e-5 5 49 N25 max 0 1 -.004 5 0 1 5.614e-5 2.724e-5 3 -3.662e-5 5 50 min -.013 5 -.006 3 0 5 3.447e-5 1.161e-5 1 -5.681e-5 3 51 N26 max 0 1 -.004 5 0 1 5.629e-5 1.166e-51 5 5.047e-5 1 52 min -.014 3 -.006 _ 3 , 0 5 3.462e-5 -1.162e-5 1 2.969e-5 5 53 N27 max 0 1 0 5 0 1 2.198e-5 6.141e-6 1 -4.104e-5 5 54 min -.012 5 -.002 1 0 5 1.333e-5 2.082e-5 5 -6.813e-5 3 55 N28 max 0 1 0 5 0 3 2.163e-5 ®-6.129e-6 1 6.773e-5 1 56 min -.013 3 -.002 1 0 5 1.276e-5 5 -2.859e-5. 3 3.933e-5 5 RISA-3D Version 12.0.2 [C:1...1...1_..1...11. Projects1150109- U51408 Lincoln Ford\System r3d] Page 3 • Company : Global Finishing Solutions Jan 30,2015 Rrin . Designer KL ri ��� k Job Number Checked By:JV T E C H N O L O G I E S Model Name Envelope Joint Displacements (Continued) Joint X[in] LC , Y tin] LC Z[in] LC X Rotation__,,LC Y Rotation.._LC_Z Rotation[,,.LC 57 N29 max .002 1 0 5 0 1 -3.441e-6 5 5.359e-6 5 -1.422e-4 5 58 min -.01 5 0 3 0 3 -5.181e-6 3 -1.442e-5 1 -2.374e-4 11 59 N30 max -.002 1 0 5 0 5 -2.011e-6 5 2.59e-5 3 2.381e-4 3 60 I I min -.014 3 0 1 0 1 -4.349e-6 1 1.441e-5 1 1.432e-4 5 61 ; N31 _,max 0 1 -.001 5 0 1 3.908e-6 , 1 4.212e-5 1 -2.627e-5 5 62 I min -.011 5 -.002 3 0 5 -2.488e-6 5 -6.577e-6. 5 -4.092e-5 3 63 N32 max 0 1 0 5 0 3 9_944e-6 3 -4.211e-5 1 3.658e-5 1 64 min -.011 3 -.001 1 0 1 , 3.91e-6 1 -6.946e-5 3 1.454e-5 5 65 N33 _max 0 1 _ 0 1 0 1 1.323e-4 3 1.213e-5 5 0 1 66 min -.009 3 1 -.002 3 0 5 8.816e-5 , 5 .-1.953e-5. 1 0 1 67 N34 max 0 1 0 1 0 5 4.153e-5 , 1 -1.389e-6 1 7.756e-5 3 68 min -.01 3 -.002 3 0 1 -3.217e-5 5 _-1.145e-5 3 8.754e-6 1 69 N35 max 0 1 0 1 0 1 -8.368e-5 5 2.043e-5 1 , 0 1 70 min 0 3 0 3 0 3 -1.243e-4 3 -2.348e-6 5 0 1 71 N36 max 0 1 0 5 0 1 1.103e-4 1 3.946e-5 3 0 1 721 min -.009 5 0 1 _ 0 , 5 2.87e-5 . 5 1.953e-5 1 0 1 73 N37 max 0 1 0 5 0 5 -2.426e-5 5 -2.044e-5 1 0 1 74 min 0 5 0 1 0 1 -1.015e 1 -3.317e-5 3 0 1 75 N38 max 0 1 -.004 _ 5 _ 0 3 5.77e-6 1 0 1 7.342e-6 3 76 min l -.013 _ 3 _ -.007 _ 1 0 5 2.44e-6 5 -1.471e-5 3 2.17e-7 1 77 N39 max 0 1 -.004 5 0 5 -2.49e-6 5 2.705e-8 1 0 1 • 78 min -.013 3 -.007 11 _ 0 1 -5.843e-6 1 -1.49e-5 5 0 1 79 N40 max 0 1 -.004 5 0 5 5.841e-6 1 0 1 0 1 80 min -.013 3 -.006 1 0 1 2.489e-6 5 -1.539e-5 3 0 1 81 N41 max 0 1 -.002 5 0 1 1.006e-4 , 3 5.703e-6 1 -5.524e-5 5 82 min -.01 5 -.004 3 0 _ 5 6.12e-5 5 -1.426e-5 5 -1.098e-4 1 83 N42 max 0 1 -.002 5 0 1 9.973e-5 3 9.231e-6 5 -4.825e-5 5 84 min -.011 3 -.004 3 0 - 5 6.062e-5, 5 -1.801e-6 1 -1.017e-4 1 85 N43 max 0 1 0 1 0 1 0 1 0 1 0 1 86 min 0 1 0 1 0 1 0 1 0 _ 1 0 1 87 N44 max 0 1 -.002 5 0 3 9.853e-5 1 -5.79e-6 1 1.188e-4 88 min -.011 _3 . -.003 . 1 , 0 1 5.495e-5. 5 -2,3e-5 3 7.474e-5 5 89 _ N45 max 0 1 0 1 0 1 2.986e-5 3 -3.94e-5 5 . 1.756e-5 , 5 90 min -.01 5 -.001 3 _ 0 5 1.975e-5 5 -5.623e-5 3 -2.481e-5 1 91 N46 max 0 1 0 5 0 3 2.561e-5_ 3 4.206e-5 1 5.9e-5 3 92 min -.01 3 0 1 0 1 1.551e-5 - 5 6.562e-6 5 2.485e-5 1 93 N47 max 0 1 0 1 0 3 -4.111e-5 5 8.115e-6 5 0 1 94 min -.01 3 -.002 _ 3 0 5 -1.268e-4, 1 -1.896e-5 1 0 1 95 N48 max 0 1 0 5 0 1 -9.478e-5 5 3.487e-5 3 0 1 96 min -.01 5 0 1 0 5 -1.455e-4 3 1.894e-5 , 1 0 1 97 N49 max 0 1 0 5 0 1 9.668e-5 3 1.261e-6 1 6.297e-5 5 98 min -.01 5 0 1 0 3 4.154e-5 1 -1.108e-5 5 -8.957e-6 1 99 N50 max 0 , 1 -.002 5 0 3 9.777e-5 1 1.396e-5 3 1.125e-4 3 100 min -.01 5 -.004 1 0 1 5.479e-5 5 1.933e-6 1 7.181e-5 5 101 N51 max 0 1 -.004 5 0 1 -3.746e-5 5 4.436e-6 1 -1.353e-4 5 102 min -.012 , 5 -.006 _ 1 0 5 -5.899e-5 3 -2.423e-5 5 -2,214e-4 3 103 N52 max 0 1 -.004 5 0 3 -2.395e-5 5 -4.424e-6 1 2.152e-4 1 104 min -.012 3 -.006 3 0 _ 1 -5.382e-5 1 -2.975e-5 3 1.234e-4 5 105 N53 max 0 1 -.002 ,-5; 0 1 2.921e-5 3 1.308e-5 5 , -6.71e-5 5 106 min -.013 3 -.004 1 ' 0 5 1.964e-5 5 -1.69e-6 1 -1.073e-4 3 107 NM maxi 0 1 -.002 5 0 3 2.391e-5 1 1.702e-5 3 11.002e-4 1 108 min I -.013 5 -.004 1 0 1 5.556e-6 5 1.702e-6 1 1 5.272e-5 5 109 N55 max' 0 1 -.005 5 0 1 8.753e-5 1 1.703e-7 1 -3.092e-5 5 • 110 min I -.013 3 f -.008 3 0 3 5.246e-5 5 -2.555e-5 5 -5.55e-5 1 111 N56 max 0 1 -.005 5 0 _ 5 9.834e-5 3 -1.575e-7 1 6.045e-5 3 112 mint -.013 5 -.008 3 0 1 6.332e-5 5 -2.15e-5 3 3.818e-5 5 113 N57 max 0 1 -.006 5 0 5 8.278e-5__3 2.349e-5 . 3 -1.025e-7 1 RISA-30 Version 12.0.2 [C:1...1...1...1...11. Projects1150109-U51408 Lincoln Ford\System r3d] Page 4 Company Global Finishing Solutions Jan 30,2015 A,iP�' ,�� w A Designer : KL r4<,if , Job Number Checked By:JV TECHNOtOG ES Model Name : Envelope Joint Displacements (Continued) Joint X linl _ LC Y fin] �.0 Z finl LC X Rotation_._ LC Y Rotation... LC Z Rotation F.. LC 114. min -.013 3 -.01 1 3 0 . 1 5.203e-5 5 I 0 , 1 -1.702e-6 3 115 N58 max 0 1 -.008 5 0 5 -4.014e-5 5 2.61e-5 3 5.275e-6 3 116 min -.012 3 -.013 3 0 1 -6.804e-5 1 0 1 3.595e-8 1 117 N59 max 0 1 0 5 0 51 1 95e-4 1 0 1 0 1 _ 118 min -.01 3 -.001 3 0 5 9.132e-5 5 -2.193e-5 3 0 1 ' 119 N60 max 0 1 0 5 - 0 5 -9.149e-5 5 0 1 , 0 1 120 min -.01 3 -.001 3 0 1 -1.598e-4 1 -2.685e-5 3 0 1 121_ N61 max 0 1 0 5 0 5 1.605e-4 1 8.451e-6 3 . 1.011e-7 1� 122 . min -.01 . 3 -.001 3 0 1 , 9.186e-5 5 6.427e-8 1 -9.722e-5 5 123 N62 max 0 1 -.004 5 0 1 1.562e-4 3 1.749e-5 3 -2.17e-7 1 124 min -.01 3 -.007 1 0 , 5 9.389e-5 5 4.363e-8 1 -2.238e-6 3 125 _ N63 max 0 1 -.004 _ 5 0 5 1.553e-4 3 -6.562e-8 1 -1.76e-8 1 . 126 min -.011 3 -.007 1 0 1 9.335e-5 5 -1,124e-5 3 -4.219e-6 3 127 N64 max 0 1 -.002 5 0 5 -6.086e-5 5 1 3.492e-6 5 0 _ 1 . 128 min -.011 5 -.004 3 0 3 -1.001e-4 3 -5.929e-6 1 0 1 129 N65 ,max 0 1 -.002 5 0 5 -5.48e-5 5 1.434e-5 , 3 0 1 130 min -.011 3 -.004 1 0 3 -9.806e-5 1 6.018e-6 1 0 1 , 131 N66 max 0 1 -.004 5 0 3 -9.352e-5 5 -4.411e-8 1 0 1 132 min -.011 3 -.007 1 0 1 -1.556e-4 3 -7.729e-6 3 0 1 133 N67 max .002 1 -.004 5 0 1 5.883e_5 3 3.453e-6 1 0 1 134 min -.011 5 -.006 1 0 5 3.736e-5 5 -2.546e-5 5 0 1 • 135 N68 max -.002 1 -.004 5 0 1 5.367e-5 j_ -3.441e-6j_ 0 .:1__ 136 min -.013 3 -.006 3 0 5 2.387e-5 . 5 -2.936e-5 3 0 1 137 N69 max 0 1 -.008 5 0 5 6.791e-5 1 2.672e-5 3 0 1 138 , min -.012 . 3 -.013 3 0 1 4.0.06e-5 , 5 0 1 , 0 1 139 N70 max 0 1 -.002 5 0 1 -1.943e-5 5 1.751e-5 3 0 1 140 min -.012 5 -,004 1 0 5 -2.889e-5 3 3.19e-6 1 . 0 1 . 141 N71 max 0 1 -.002 5 0 1 -5.421e-6 5 1.358e-5 5 0 1 142 min -.013 3 -.004 , 1 0 5 -2.361e-5 1 -3.245e-6 1 0 1 143 N72 max .002 1 -.002 _ 5 0 1 2.887e-5 3 2.808e-5 3 0 1 144 min -.012 5 -.004 1 0 5 1.942e-5 5 1.326e-5 1 0 1 145 N73 max -.002 1 -.002 5 0 1 2.36e-5 1 8.013e-6 5 0 1 146 min -.014 , 3 _ -.004 1 0 5 5.417e-6. 5 -1.325e-5 1 0 1 147 N74 max 0 1 -.005 5 0 1 -5.234e-5 5 1.433e-5 1 0 1 148 min -.013 5 -.008 3 0 5 -8.734e-5 1 I-1.824e-5 5 0 1 149 N75 max 0 1 -.005 5 0 1 -6.319e-5 5 -1.431e-5 1 0 1 150 min -.013 3 -.008 3 0 5 -9.813e-5 3 -3.725e-5 3 0 1 151 N76 max 0 1 -.006 5 0 5 .192e-5 5 2.48$e-5 5 0 _11 _ 152 min -.013 3 -.01 3 0 1 -8.261e-5 3 0 1 0 11 RISA-3D Version 12.0.2 [C:\...1...\...1...\1. Projects1150109 - U51408 Lincoln Ford\System.r3d] Page 5 PF Company : Global Finishing Solutions Jan 30.2015 Designer : KL Job Number Checked By:JV T E C H N O L O G I E S Model Name : Envelope Member Section Forces Memtzer Sec Axial[lb] LC y Sheartlb] LC z Shearflbj LC Torque[k-ft] LC y-y Momen... LC z-z Momen...LC • 1 M1 1 max 506.26 1 -.471 1 .165 3 0 1 0 1 0 1 2 _._ ,min 303.732 5 -1.095 3 .103 5 0 1 0 1 0 , 1 3 2 .max 482.545 1 -,471 1 .165 . 3 0 1 0 3 .004 3 4 min 289.503 5 -1.095 3 .103 5 0 1 0 5 .002 1 5 3 max 458.83 1 -.471 1 .165 3 0 1 .001 3 .008 3 6 min _275.274 5 -1.095 3 .103 5 0 1 0 , 5 .Q03 1 , 7 4 max 435.115 1 -.471 1 .165 3 0 1 .002 3 .012 3 { 8 min 261.045. 5 -1.095 3 .103 5 0 1 .001 5 .005 1 9 5 max 59.32 1 2.087 _ 1 .01 1 , 0 5 0 3 0 1 10 min 35.444 5 1.123 5 .006 5 0 1 0 1 0 1 11 M2 1 max 506.281 1 .471 1 .155 _ 1 0 1 0 , 1 0 , 1 12 min 303.633 , 5 -.349 5 .088 5 0 1 .0 1 0 1 13 2 max. 482.566 1 .471 1 .155 1 0 1 0 1 .001 5 14 min 289.404 5 -.349 _ 5 .088 5 0 1 0 5 . -.002 1 15 3 max 458.851 1 _ .471 1 .155 T 1 0 1 .001 1 .003 5 16 min 275.175 . 5 -.349 5 .088 5 0 1 0 5 -.003 1 17 4 max 435.135 1 .471 1 .155 1 0 1 _002 1 , .004 5 18 min 260.946 5 -.349 5 .088 5 0 1 0 5 -.005 1 19 5 max 59.335 3 -1.424 5 .01 1 0 1 0 5 0 1 20 _ min _ 35.606 5 _ -2.259 3 , .006 . 5 0 , 5 0 3 . 0 1 21 M . 1 ,max 272.123 3 -1.591 5 -.017 5 0 1 0 1 0 1 22 min 163.883 5 -2.272 3 -.032 1 0 1 0 1 0 1 23 2 max 251.088 3 -1.591 5 -.017 50 _1 , _ _0 5 .007 3 24 min 151.262 5 -2.272 3 -.032 1 0 1 0 1 .005 5 25 3 max 230.053 3 -1.591 5 -.017 5 0 1 0 5 .015 3 26 min, 138.641 5 -2.272 3 -.032 1 0 1 0 1 . .01 5 . 27 4 max 209.018 3_ -1.591 5 -.017 5 0 1 0 5 .022 3 28 min 126.02 5 -2.272 3 -.032 1 0 1 0 , 1 _ .016 5 , 29 _ 5 max -22.075 5 33.082 3 .45 1 0 1 0 , 5 0 3 30 min -39.425 1 23.179 5 .231 5 0 5 0 1 0 1 31 M4 . 1 max 270.603 . 1 1.704 1 -.022 5 0 1 , 0 1 0 1 32 min 161.823 5 .459 5 -.035 3 0 1 0 1 0 1 33 2 max 249.568 1 1.704 1 -.022 5 0 1 0 5 -.002 5 34 min, 149.202 . 5 .459 5 -.035 3 0 1 r 0 3 -.006 1 35 3 max 228.533_ 1 1.704 1 -.022 5 0 1 0 5 -.003 5 36 min_136.581 5 .459 _ 5 _ -.035 3 0 1 0 3 -.011 1 37 4 max 207.498 1 1.704 1 -.022 5 0 1 0 5 -.005 5 . 38 min , 123.96 _ 5 .459 5 -.035 3 0 1 0 3 , -,017 1 39 5 max, -24.258 5 I -6.594 5 _ .488 3 0 5 0 5 0 5 40 min -40.027 3 ] -24.757 1 .308 5 0 , 1 0 3 . 0 1 RISA-3D Version 12.0.2 [C:\ ..1...1_1_.11. Projects1150109- U51408 Lincoln Ford\System r3d] Page 6 A I B I C I- O I E NOTES 1.THE ALUMINUM REPAIR STATION PLUS CAN BE USED AS AN ENCLOSED AREA TO ROA VEHICLE BY GRINDING AND SANDING THEN AS A LIMITS)FINI911NG WORKSTATION IN WHICH TO PAINT THE VEHCLE.THESE ACTIVm6 MUST ACT TARE RACE SIMULTANEOUSLY.THE EXHAUST FILTERS MUST NOT BE ALLOWED TO ACCUMULATE ALUMINUM DUST FROM REPAIR WORE.ENSURE THAT THE FANSMECFF WHENEVER SANDING OR GRINDING TAKES PLACE IN THE ALUMINUM REPAIR STATION RUS ENCLOSURE SPECIFICATION TABLE 2.THE ALUMINUM REPAIR STATION PLUS IS A LIMPID FRJISMING VgRIRTATSON AS PMT NURSER LENGTH WIDTH NE1015 WHO MIN CERTAIN HEIGHT INTAKE INTAKE !F(AR)E E1(WI) OH FAN E%HA TOTAL DEFINED BY MP PA33 A5 SUCH,THE PLUS MUST NOT EXCEED ONE IN ANY EIGHT HOUR PERIOD CPCUIT WfOM HEIGHT (tfm) AM (To) WO In) (RPM (AR) PW5331612CH 33d 164T 12'-0 1 10 41'-99 1C-EF 9400 15/15 3 IMO 30 3 6 3.LIGHTING FIXTURE 96'5• INSIDE ACCESS FLUORESCENT LIGHT FIXTURE. MOTOR REQUIREMENTS OUk OO(T'HGEE ECTROC NICE�®,�7 mA50/0 vi. Ht. TOTAL PULL LOAD API DRAW/PIN CILCUITwAC11T' POWER USAGE,128 TOTAL WATTS 81 le 32 W. MOTOR 2304 200/ 220.2151440410/ 575V A141 DRAW,SRI SUPER FIXTURE. Ind) ITS 321 SPA 3Pe 310 ETL&(TLC Listed.CLAM 1,DIVI510N 2,GROUPS ABD.D. 6 34/45 19115 1//25 9/tS T $/10 -NU4W R Cf FIXTURES VANES PROXIMITY SWITCH LOCATED ON LIGHT LENS I5 INTERLOCKED WTI THE STRAY GI WITH ENCLOSURE SIZE -TO CONTROL PAPAL SOLENOID TO PREVENT SPRAYING WITH LENS REMOVE) i I� �._.__-._•-_-.-._.___._...._._._._ _. <.CONTROL PANEL' Booth CRAft uerkm Mar _. I CONTROL PANEL IS L1501 APPROVED 1.Nate re)YRr AY,LIDOS n MILE b reOtAretl(b Mert). �� �� VII CONTROL PANS CONSISTS OF THE FOLLOWING: LUIM erca away N alarm((q Anil PAN ONJOF 1611534 2.Wows IN(striated!Rani 50 D+92 was 1ea.Pat 20112 stem. 1 LIGHT ON/OFF SWIT01 3.Massa If TaNtmal Nom 18 5.55 CAD 9RNeruSC steel, I J I • IN1ERLOOt,BETWEEN UGHT PROXIMITY SWITCH AMID SPRAY GUN 4.Gass LARd R the ens0Hee meets zed 40444161 ANSI 2-97.1=maul . . IMTEPLOQ,BETWEEN IXWW ST VENTILATION AND SPRAY GUN 5.NPbn UL recognized PROY2 1 Flee su9Messbn system Is NOT Included with the enclosure Out N ) - 5.EXHAUST Ot.CT: ry reOuoed 69 WARD. IN IN I THE EKHAUST DUCT IS SHOWN FOR REFERENCE 6UT NOT SIWPIJ®Br OS. {E IN ` O EXHAUST IS REWIRED AS SHOWN INCLUDING ONE SECTION OF DUCT WITH AN H ^ k I� • ��PEO PR0Ft• i '•t ��\y �GINe6. /0� 83058PE 36'-4' ,, OREGON tIS I PLAN VIEW G�V 74.2t0 �4,NETH F..s.... El w mi --___L• ^ whii I NrOXE FAN NA MOTOR 5 NOM NO , n DUO'SHOWN .WEJIHAL5tFANRiEDm -�e cos ]t It, I- _ I I - Y I TWO CURTAINS SURROUND THE SIDES r Y 2 AND FRONT CO ttE ENCLOSURE .-,•— . . • 1— • 10'0'OPENING FRONT ELEVATION RH SIDE ELEVATION REAR ELEVATION ,'. �'i Vin „ ‘, r 5. spC a Z , , ,.:41 ,. 4 .:. . .. _ , ,,, . ter r rat xh :I a T f r �Y u 14 r Y `s i �, 9'y tti ' '-') . 1* _ „..,, „ . , i 4Kd • iiimiiiiiiimmummom rte"' �vz FrRx^.., . > - * +t - "-"i.'r! �g )4 x: ,.r t x „vFy� jA , r �.-,. ' "C x . rar . 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The GFS Aluminum Repair Stations are available in multiple sizes,and are a flexible, effective solution for proper isolation crfrhe aluminum • repair processes in virtually any shop layout.The dimensions of the GFS Aluminum Repair Stations are designed to ac&riamOdate the vehicle and repair tools,within the working area. ., ALUMINUM REPAIR STATION PLUS .4( FEB 2 2015 PATENT PENDING CIT '°FRIAR') BUILDING DIVISIQTN DIMENSIONS & FEATURES BY BOO H MODEL: 1 Internal Internal Internal Light :; ai.unnln!u riEparr�r' Length;,i r Length Width Height Fixtures .._ - 27' 14'or 16' 9'or:l2': • 6• 30' 14'or16' 9'or12' i 7 33' 14'or 16' 9'or 12' 8 Aluminum Repair Station Plus exhaust system is Intended for priming and prep processes only,and is not suitable for extraction or containment of explosive aluminum dust. Aluminum dust extraction system must be installed and used for aluminum repair work. STANDARD FEATURES: OPTIONS: Construction Lighting • Back wall tool cabinet • Semi-downdraft airflow with overhead filtered • 4-tube light fixtures Light reflectors •plenum(single) Exhaust • White pre coated galvanized steel construction • Exhaust ductwork• Exhaust filter isolation sheild • Weld view curtain • Heavy-duty,non-combustible curtain walls • 9"double width,double inlet,forward intake fan • Column supported Controls • Drive-thru configuration with back curtain wall • Basic control panel for lights and fan OTHER ALUMINUM REPAIR STATION MODELS _._ ....NUM_ ,,�,„R•, Aluminum Repair Station ------- Aluminum Repair • White pre coated galvanized ;.aAl Isolation Station steel construction • Heavy-duty,non- . • 3 or 4-sided heavy-duty, combustible curtain walls non-combustible curtain walls • Suspended from shop ,IllIllIllIlme • Column supported or ceiling(cabling not suspended from shop ceiling included) • On/Off switch for light fixtures 3 or 4-sided Curtain walls(optional) • Inquire about additional sizes,options and custom applications /' .=\\, WWW . GLOBALFINISHING . COM 877-658-7900 • autorefinishsales @globalfinishing.com •., :/�� >' ._ 7.y L... , F1,�!?lr'ti _i- -,:ins ii Rrc+,r�,Rr!served uicrosdY Outlook Web App :TYpe here to rch ► r u. p ca [ Options 0 Sign out �' Mail l Reply At ba Forward )( ( _,u„ Close 411• lk E3 1 I 1_I 1 I I 11 1 1 iigi 1 FIN: Aluminum Repair -- Arranged Installation Prices • (a_1 f ( Pam Graham [PGraham @globalnishing.com] ,, Sent: Monday,June 23, 2014 12:45 PM 10 Deleted Items (2257) r, To: Drafts [113] 1, C2 (663) Junk E-Mail [630] 11 Below, please find the installation prices for the Aluminum repair equipment Sent Items i' through the Rotunda program. I' Thank you! 1 Pam Click to view all folders If Front Sherry Bjerke rm li Sent: Monday, June 23, 2014 2:44 PM I; To: Pam Graham 1; Subject: li Arranged Installation Prices • li Isolation Station-$ 1 , 825 'GFS. Repair Station-$3, 725 I } Repair Station Plus-$6, 785 Not Included- Utility requirements,fire suppression,roofing,permitting,travel outside of normal trade area,equipment rental,applicable taxes. i site preporation,additional materials/labor required for non-typical installations. 1 ] .a00J4t.c,+.Swu✓'SDtLVC.+,S • It I 11 Sherry Bjerke F Lead Management Representative I Auto&Truck Refinish Division Direct Phone:715-597-8050 I Fax: 715-597-8250 l 11 `s! .. _..iS=++may^.... -- .. igwwwwwwwndwww.-nw,wwwwww4..111wr.<. ura wmyam,l •tO4144113 ,.1M n l ems Q 'S/140>, um o ,— 1. as0. ' i ."�.i.. '.. '�ic�erz. w f 1 I∎alas C91:697 mmAmmmlEal ry %off / �!l�1cs16I l en�nb∎Y.'' S0If0S 9NHNd 190140141,3!1 1d3Mm j ce — c'\ . 7 7 0 B . .4 im 11411 Iii j---' ' Q i 0 n po, qiilf drpOlh q U .; '..J. a Ili r i* f11110 iii _ Iliiiii 011111 qi!!!! II! as — �. 2-ZFH 1 __ '1 - WM MI I 0 : =MI it ;i Mi 1 i . MIAIM % /i wg .. . ...n i iii ,l i ..9 uiIuI I ® 117, ri:v..R.. i 1 M .e—J,Z+w ;ill . _.: =I: f / yff! Jim t H 7 d !I ' V i _ ii4 !!!!!1!P _ k III a i li 'ill i 1_1 j 0 • III 2 i TITO 16-i - 11 Wilt li ii 1 111 /1 0 (e_ C.3) JJGREENHECK Printed Date: 10/31/2014 Job: LANDMARK FORD Building Value in Air. Mark: INTAKE . Sizes 8-24 B . ti 7 GRSI • Spun Aluminum Gravity Intake 1 I STANDARD CONSTRUCTION FEATURES Die •Aluminum housing. •Aluminum curb cap with preputiched mour}ting holes. • H A(SQ.) Recommended roof opening dimension is Kett5itillfeeintthe Sizes 30.43 damper size. B FEB 2 2015 CITY OFT1GARI) D SELECTED OPTIONS&ACCESSl71. DING DIVISION 75 Galvanized Birdscreen-0.5 in.Mesh Type Dia. ¢ Aluminum Housing f-• a rsq i a- Curb GPI-G12 NOTE:All dimensions shown are in units of inches Damper VCD-23-PB,Chnl.Frm., 120 VAC,int Mnt.,Dmor Shipped Sep. DIMENSIONS Opt. I Opt. Unit ID# Tag �, Model A sq. B{in.) C(in.) D(In.) Dia. Damper Damper Weigh Size (In.) (in.) Width Length t(lb) (in.) (in.) 1-1 1 36 46 , 56.75 21.25 6 36.5 36 36 45 PERFORMANCE Thro ID# Tag Qty Model Volume SP(In.wg) V locat Throat Size (CFM) (ft/min) Area(ft2) 1-1 1 36 8.800 0.363 1,207 7.29 CAPS 4.15.1679 G:\Job Data Files\JD\LANDMARK FORD.gfcj Page 1 of 2 • hGREENHECK Printed Date: 10/31/2014 Job: LANDMARK FORD Building Value in Air. GPI Roof Curb STANDARD CONSTRUCTION FEATURES • Actual L Actual •Welded Aluminum(0.064 in.)or galvanized (18 ga)construction • Straight sided •2 in. roof mounting flange •3#density insulation •Wood nailer. 1.75 Roof Opening-The Maximum roof opening dimension should not be.40"00. greater than the"Actual"top outside dimension minus 2 in.. With dampers, e ght the Minimum roof opening dimension should be at least 2.5 in. more than the damper dimension. • NOTES: 'The Roof Opening Dimension may NOT be the Structural Opening Dimension. Flange W Ian e L ' Maximum single piece shipping length is 76". \ 'Security Bars are optional and must be specified. Frames and gridwork \ ^� are all 10 ga steel. Gridwork is welded to the frame and the frame is ���✓✓✓ welded to the curb. To prevent corrosion, they are coated with Greenheck's high performance Permatector coating. NOTES:All dimensions shown are in units of inches Mark Q Cap Actual Flange Height Damper Tray ry. WxL WxL WxL WxL INTAKE- 1 1 46 x 46 44.5 x 44.5 48.5 x 48.5 12 • CAPS 4.15.1679 G:\Job Data Files\JD\LANDMARK FORD.gfcj Page 2 of 2 _... f ------ ---- ---- - ---- - -. .._. - _ _._ _ -_ .. r 1.41/4'. .-.._.._. 7/ i- _ 1 i I I 1 I . I � !kr, r ' 1 � • _ I I i I , I 1 I , . _ . .__ l - i l ■ . 1 � I � I t. - i 1 11111 - 11 19 I1 1 _ 1 ■ : lifi -j- - r i tr T-i - r - m-p -ri----1I j � . I . I I I 1 1 1 , _ I � . i I 1 11 1 I I I ; 1 1 I , I - ; i 11 1 . I j I I 1 ( i 1 L 1 1 I 1 ! I I 1 I 1 1 I ' ' I t I I I I 1 1 I �_ 1 i i I I + ; i I I 1 + 1 1 ....,1 . . I I. 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