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Report (42) . - /res7-�vtS- col c7 c YN.77 sw 10074A✓ r RECEIVE') AUG 2 6 2015 CITY OF I'IGARD BUILDING DIVISION Carport (Swanson) Project Number: NED 1528-01 Location: 14977 SW 100th Ave Tigard, OR 97224 Date: 07/21/2015 Prepared by: Ryan Nedwicke, PE, SE Pages: 1 PRO S Nedwicke LA1-LA2 I N s)O F 1-F4 %3— � '5 y Engineering & . , 1 "1 �.� tON esign o� Website: www.NEDengineerine.com �yI 5,Z� ��. Email: info(uiNEDengineering.com 4N NED\N 2,�2D L- Phone: (503)328-9353 Fax:(503)907-6264 / L/ Address: 700 SW Sleret Ave;Gresham,OR 97080 EXPIRES: 12/31/20 6 • PROJECT INFORMATION Client:Swanson Construction Project Address: 14977 SW 100th Ave,Tigard,OR 97224 Wind Speed(3 sec.gust):120 mph Seismic Site Class:D Occupancy Category:II Roof Snow:25 PSF Building Code: 2012 OSSC TABLE OF CONTENTS SHEET DESCRIPTION 1: PROJECT INFORMATION,CONTENTS AND NOTES LA1: WIND LOADING LA2: SEISMIC LOADING Fl: BEAM DESIGN F2-F3: COLUMN DESIGN F4: FOOTING DESIGN • Nedwicke Calculation:Project Information, Contents and Notes Engineering & Project Name:Carport(Swanson) Design Project Number:NED1528-01 Date:07/21/2015 'Sheet:1 www.NEDengineering.com P:(503)328-9353 F:(503)907-6264 MAIN WIND FORCE RESISTING SYSTEM DESIGN PER ASCE 7-10 CHAPTER 27 Diaphragm: Simple Roof Pressures at 120 MPH(Table 27.6-2) Low Rise(?) Y 1 2 3 4 5 Case 1 -18.2 -18.4 -28.2 -25.1 -20.6 Roof Pitch: 5 /12 Case 2 10.5 -8.8 0 0 0 Roof Angle: 22.6 - Type: ' Enclosed Shape: Regular Adjust for Exposure B Rigid(?) Y 1 2 3 4 5 V(MPH): 120 Case 1 -12.3 -12.5 -19.1 -17.0 -13.9 Exposure: B Case 2 7.1 -6.0 0.0 0.0 0.0 X: 1.0 Kit: 1.0 Horizontal Pressures Kd: 0.9 Windward Leeward Total Case 1 -4.7 -4.8 0.1 8 psf mimimum Case 2 2.7 -2.3 5.0 8 psf mimimum Wall Pressures(Table 27.6-1) Perp Parallel L 23 26 Vertical Pressures B 26 23 L/B 0.9 1.1 Case 1 -17.6 -15.7 -12.9 ph 19.9 19.9 16 psf min Case 2 0.0 0 0 po 19.9 19.9 16 psf min • WIND LOADING PARALLEL TO RIDGE L(ft) h(ft) p(psf) A(ft2) w(plf) P(lb) VA(lb) V.(Ib) B(ft): 23.0 Gable 26.00 5.4 19.90 70 107.8 1401.3 701 701 V(lb): 700.6 TOTAL 70 108 1401 701 701 v(plf): 30.5 Minimum loading(16 psf on perp.projection)-> 1126.7 563 563 Pchord(Ib): 396.0 WIND LOADING PERPENDICULAR TO RIDGE L(ft) h(ft) p(psf) A(ft2) w(plf) P(Ib) V,(Ib) V2(Ib) B(ft): 26.0 Roof 23 5.4 8.0 125 43 996.7 498 498 V(Ib): 498.3 v(plf): 19.2 TOTAL 125 21 997 498 498 Pchord(Ib): 53.4 WIND UPLIFT 0.6PwL: 1578.6 Footing Dead Load 0.6PDL.beam 1200 H(ft): 4 O.6PDL.foobng 1766 Diameter(ft2): 2.5 P„05(Ib): 0 Volume(ft3): 19.625 PDL footing 2943.75 Nedwicke Calculation: Wind Loading Engineering & Project Name: Carport(Swanson) Design Project Number: NED1528-01 Date: 07/21/2015 _Sheet: LA1 www.NEDengineering.com P:(503)328-9353 F: (503)907-6264 SEISMIC LOADING DESIGN Design Procedure: Equivalent Lateral Force per ASCE 7-10 Occupancy Category: II ASCE 7-10 Table 1.5-1 Seismic Design Category: D ASCE7-10 Table 11.6-1/2 Importance Factor, IE: 1 ASCE 7-10 Table 1.5-2 Spectral Response at Short Periods Spectral Response at 1 Second Period Ss: 0.960 Per USGS S1: 0.420 Per USGS Fa: 1.115 F3: 1.58 ASCE7-10 Table 11.4-2 Sips: 0.714 2/3FaSs,Eq. 11.4-1 and 11.4-3 SD1: 0.442 2/3F"S1,Eq 11.4-2 and 11.4-4 Building Properties Seismic Response Coefficient h„(ft): 14.5 Maximum Building Height Cs: 0.476 SpsIE/R, Eq. 12.8-2 Ct: 0.020 ASCE 7-10 Table 12-8.2 Cs.max: 1.985 SD1IE/TR, Eq. 12.8-3 x: 0.75 ASCE 7-10 Table 12-8.2 Cs.mini 0.010 Eq. 12.8-5 Ta (s): 0.15 Ta= Cth3x, Eq. 12.8-7 Cs.mtn2: 0.140 0.5S11E/R, Eq. 12.8-6 TL(s): 4.0 ASCE 7-10 Figure 22-16 Cs: 0.476 R: 1.5 ASCE 7-10 Table 12-2.1 P: 1.0 ASCE 7-10 Section 12.3.4.2 PI: N For plan irregularity increase connection loading by 25% per 12.3.3.4 SEISMIC LOADING Weight W (Ib): 8098.4 Base Shear V(Ib): 3853 V=CspW Minimum Diaphragm Shear Fp(Ib): 1156 Fp= (0.2)ISDSW (Eq-12.10-2) Parallel to Ridge w(plf): 168 Pcdumn (Ib): 963 v(Ib): 74 DEAD LOADS Roof Loading (psf) Roof Geometry Top Chord: 1.3 B (ft): 26.0 Bottom Chord 1.3 L (ft): 23.0 Webs 1.3 Roof Area (ft2): 598 Comp Roof: 2.5 Beam Wt(Ib): 922 1/2" Sheathing 2.2 Wt(Ib): 8098 1/2" Ceiling 2.25 Total 10.8 Seismic Design: 12.0 Nedwicke Calculation: SEISMIC DESIGN LOADING Engineering & Project Name: Carport(Swanson) Design Project Number: NED1528-01 Date: 07/21/2015 Sheet: LA2 www.NEDengineering.com P:(503)328-9353 F:(503)907-6264 Nedwicke Project Title: Engineering Engineer: Project ID: Project Descr: Design 51:11,11i7.614 Printed:21 JUL 2015,2.51 PM Wood Beam File=c:\UsersI RNEDWI-11Dropbox\NEDWIC-11Clients12015WE6B55-1\calcs.ec6 ENERCALC,INC.1983-2015,Build:6.15.7.8,Ver:6.15.7.8 tie*::KW 06010662 = ., H_. .. - ffi: s,��-b. -` '��''� �� '�„ -` �°�Cicensee: NedwickesEngmeermg$'Qesigri Description: -None-- CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 2,400.0 psi E:Modulus of Elasticity Load Combination ASCE 7-10 Fb-Compr 1,850.0 psi Ebend-xx 1,800.0 ksi Fc-Prll 1,650.0 psi Eminbend-xx 930.0 ksi Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 830.0 ksi Ft 1,100.0 psi Density 31.20 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling D(0.1560)L(0.130)S(0.3250)W(-0.2288) 4,71 iW _ D _ " ?.-.. ''� _ '."Y4 �::�;,4. '"d�,� .�- i -.,s'� ;%� k �. - i§ t g'- .rv.,, :.t.^, �:t;- t a p $ 5.5x15 - 5.5x15 5.5x15 Span=2.50 ft Span=18.0 ft Span=2.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans: D=0.0120, L=0.010, S=0.0250, W=-0.01760 ksf, Tributary Width=13.0 fl DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.412 1 Maximum Shear Stress Ratio = 0.239 : 1 Section used for this span 5.5x15 Section used for this span 5.5x15 fb:Actual = 1,120.08 psi fv:Actual 72.96 psi FB:Allowable 2,721.74 psi Fv:Allowable 304.75 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 9.076ft Location of maximum on span = 2.500 ft Span#where maximum occurs = Span#2 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward Transient Deflection 0.076 in Ratio= 792 Max Upward Transient Deflection -0.107 in Ratio= 558 Max Downward Total Deflection 0.402 in Ratio= 537 Max Upward Total Deflection -0.170 in Ratio= 352 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span 1 0.0000 9.076 +D+0.750L+0.7505+0.5250E+H -0.1702 0.000 +D+0.750L+0.7505+0.5250E+H 2 0.4017 9.076 0.0000 0.000 3 0.0000 9.076 +D+0.750L+0.750S+0.5250E+H -0.1702 2.500 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 5.924 5.924 Overall MINimum -0.379 -0.379 +D+H 2.000 2.000 +D+L+H 3.495 3.495 +D+Lr+H 2.000 2.000 Fl Nedwicke Project Title: Engineering Engineer: Project ID: Project Descr: Design P.Iiv 10 slS I Printed.21 JUL 2015,2 51PM ':. Wood Beam File=c:\UsersI RNEDWI-11Dropbox\NEDWIC S\Clients120151NE6B55-11calcs.ec6 ENERCALC,INC.1983-2015,Build:6.15.7.8,Ver.6.15.7.8 Lice#,:;KW=06010662 •.:> , , • ;W. , Licensee::Nedwicke Engineering 8;°Design,: Description: -None-- Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 +D+S+H 5.737 5.737 +D+0.750Lr+0.750L+H 3.121 3.121 +D+0.750L+0.750S+H 5.924 5.924 +D+0.60W+H 0.421 0.421 +D+0.70E+H 2.000 2.000 +D+0.750Lr+0.750L+0.450W+H 1.937 1.937 +D+0.750L+0.750S+0.450W+H 4.740 4.740 +D+0.750L+0.7505+0.5250E+H 5.924 5.924 +0.600+0.60W+0.60H -0.379 -0.379 +0.600+0.70E+0.60H 1.200 1.200 D Only 2.000 2.000 Lr Only L Only 1.495 1.495 S Only 3.738 3.737 W Only -2.631 -2.631 E Only H Only • Nedwicke Project Title: Engineering Engineer: Project ID: Project Descr: .• Design Printed:21 JUL 2015,2:53PM Wood Column File=clUsers\RNEDWI-11Dropbox1NEDWIC-11Clients12015WE6B55-1lcalcs.ec6 ENERCALC,INC.1983-2015,Build:6.15.7.8,Ver:6.15.7.8 Ltc #:4 W=06010662; ,. - -."" .';.,-. _.. , ° e , �-- '° z Licensee:Nedwlcke;Engmeenng°&-Design�,; Description: Post Code References Calculations per 2012 NDS, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method: Allowable Stress Design Wood Section Name 8x8 End Fixities - Top Free, Bottom Fixed Wood Grading/Manuf. Graded Lumber Overall Column Height 8.0 ft Wood Member Type Sawn Exact Width 7.50 in Allow Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.1 p 7.50 in Cf or Cv for Bending 1.0 ' Area 56.250 inA2 Cf or Cv for Compression 1.0 Fb Tension 975.0 psi Fv 140.0 psi lx 263.672 in^4 Cf or Cv for Tension 1.0 Fb-Compr 975.0 psi Ft 650.0 psi Fc-Pill 850.0 psi Density 26.830 pcf ly 263.672 inA4 Cm:Wet Use Factor 1.0 Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:.Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No r--,.-gi:;,=Y Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: • X-X(width)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=2.1 - Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=8.0 ft,K=2.1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 83.844 lbs*Dead Load Factor AXIAL LOADS. . . Axial Load at 8.0 ft, D=2.40,L= 1.495, S=3.738 k BENDING LOADS. . . Lat. Point Load at 8.0 ft creating Mx-x,W=0.3510, E=0.9630 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6517 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.70E+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp+ Myy, NDS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.9630 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 2.484 k for load combination: nia Applied Mx 0.0 k-ft Applied My -5.393 k-ft Along X-X 0.8244 in at 8.0 ft above base Fc:Allowable 475.398 psi for load combination:E Only - Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.05350 :1 Bending Compression Tension Load Combination +D+0.70E+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base 8.0 ft Applied Design Shear 17.976 psi Allowable Shear 224.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 1.000 0.384 0.1031 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 0.384 0.1651 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 0.384 0.2484 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 0.384 0.2558 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 0.384 0.2095 PASS 0.0 ft 0.01671 PASS 8.0 ft +D-0.60W+H 1.600 0.384 0.2095 PASS 0.0 ft 0.01671 PASS 8.0 ft +D+0.70E+H 1.600 0.384 0.6517 PASS 0.0 ft 0.05350 PASS 8.0 ft +D-0.70E+H 1.600 0.384 0.6517 PASS 0.0 ft 0.05350 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.384 0.2397 PASS 0.0 ft 0.01254 PASS 8.0 ft • F; Nedwicke Project Title: • Engineering& Engineer: Project ID: Project Descr: ,. Design is,,:•.,,ww.:,�,=,�:�„ Printed.21 JUL 2015,2:53Pte7 • j Wood Column File=c:\Users\RNEDWI-1\DropboxWEDWIC-11Clients12015 WE6B55'-11calcs.ec6 '- ENERCALC,INC.1983-2015,Build:6.15.7.8,Ver:6.15.7.8 Lic.'•#:"KW-06010662> ..- ':i ". � � °_ ms s�a Licensee,Ne nn dwtcke;Engineeg$,Design Description: Post . Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+0.750L+0.750S-0.450W+H 1.600 0.384 0.2397 PASS 0.0 ft 0.01254 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.384 0.6197 PASS 0.0 ft 0.04013 PASS 8.0 ft +D+0.750L+0.7505-0.5250E+H 1.600 0.384 0.6197 PASS 0.Oft 0.04013 PASS 8.0 ft +0.60D+0.70E+0.60H 1.600 0.384 0.6238 PASS 0.0 ft 0.05350 PASS 8.0 ft +0.60D-0.70E+0.60H 1.600 0.384 0.6238 PASS 0.0 ft 0.05350 PASS 8.0 ft Maximum Reactions Note: Only non-zero reactions are listed. _ X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H k k 3.979 k +D+S+H k k 6.222 k +D+0.750L+0.750S+H k k 6.409 k +D+0.60W+H 0.211 k k 2.484 k +D-0.60W+H -0.211 k k 2.484 k +D+0.70E+H 0.674 k k 2.484 k +D-0.70E+H -0.674 k k 2.484 k +D+0.750L+0.7505+0.450W+H 0.158 k k 6.409 k +D+0.750L+0.750S-0.450W+H -0.158 k k 6.409 k +D+0.750L+0.750S+0.5250E+H 0.506 k k 6.409 k +D+0.750L+0.750S-0.5250E+H -0.506 k k 6.409 k +0.60D+0.60W+0.60H 0.211 k k 1.490 k +0.60D-0.60W+0.60H -0.211 k k 1.490 k +0.60D+0.70E+0.60H 0.674 k k 1.490 k +0.60D-0.70E+0.60H -0.674 k k 1.490 k D Only k k 2.484 k L Only k k 1.495 k S Only k k 3.738 k W Only 0.351 k k k -1.0W -0.351 k k k E Only 0.963 k k k E Only*-1.0 -0.963 k k k Maximum Deflections for Load Combinations _ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.1803 in 8.000 ft 0.000 in 0,000 ft +D-0.60W+H -0.1803 in 8.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.5770 in 8.000 ft 0.000 in 0.000 ft +D-0.70E+H -0.5770 in 8.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.1352 in 8.000 ft 0.000 in 0.000 ft - +D+0.750L+0.7505-0.450W+H -0.1352 in 8.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.4328 in 8.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S-0.5250E+H -0.4328 in 8.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.1803 in 8.000 ft 0.000 in 0.000 ft +0.60D-0.60W+0.60H -0.1803 in 8.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.5770 in 8.000 ft 0.000 in 0.000 ft +0.60D-0.70E+0.60H -0.5770 in 8.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft • L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.3005 in 8.000 ft 0.000 in 0.000 ft -1.0W -0.3005 in 8.000 ft 0.000 in 0.000 ft E Only 0.8244 in 8.000 ft 0.000 in 0.000 ft E Only*-1.0 -0.8160 in 7.946 ft 0.000 in 0.000 ft r-4-- r Nedwicke Project Title: Engineering& Engineer: Project ID: Project Descr: • . Design hays' r:isot„nr.a�:.4 Printed.21 JUL 2015, 2 53PM • Pole Footing Embedded in Soil ' File=c:\Users\RNEDWI-1\Dropbox\N EDWIC-11Clients12015WE6B55-11calcs.ec6 ' i 9 ENERCALC,INC.1983-2015,Build:6.15.7.8,Ver:6.15.7.8 Lice# KVW0601.0662i e'er"'::7` =' : '1 5 ;;`. 0:16. ''284 2" :j Lice»see,yNedwicke!fngineenng&piesign Description: Footing Code References Calculations per IBC 2012 1807.3, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Pole Footing Shape Circular Footing Diameter 30.0 in Calculate Min.Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 400.0 pcf Max Passive 1,500.0 psf Panyoaa - ■ Controlling Values Governing Load Combination: +D+0.70E+H Lateral Load 0.6741 k Moment 5.393 k-ft - NO Ground Surface Restraint o„>,11t811 0. Pressures at 1/3 Depth . Actual 519.59 psf , Allowable 522.32 psf F.>otnto D:am,,lor=7.5' :5 Mw ,u . i:g, ,,: y r C St i` inimm Required Depth � 4400-7,-;l7:77,--A Footing Base Area 4.909 ft^2 Maximum Soil Pressure 0.7309 ksf Applied Loads _ Lateral Concentrated Load Lateral Distributed Load Vertical Load D:Dead Load k k/ft 1.026 k Lr:Roof Live k k/ft k L:Live k k/ft k S:Snow k k/ft 2.562 k W:Wind 0.3550 k 0.0080 k/ft -1.804 k E:Earthquake 0.9630 k k/ft k H:Lateral Earth k k/ft k ' Load distance above TOP of Load above ground surface ground surface 8.0 ft 8.0 ft . BOTTOM of Load above ground surface ft Load Combination Results '**ii' ` 1_-:° Forces; Ground Surfacer 1;: ;`Re cared .° �''°-Pressuie at 1%3 De th.- Soil Increase 9.. P :w t A F. "k`\ j ,. oad-5Atnabon , '.,L`oads (k) ;q0:is (jt m Depth;f97: >:#0l°/ s Allow.-(s Factor . ,•"x.„2-� &'1 "s'a�;v �uA.a,�.-..A �„ k,. t„ ':x' - ^7•�a ' 1d ,-tsiu?:� °a..;.;�� '`�,ti ��'�:,(,?;;'2s,, '.a,�-� s., m�fiYr 1Pr:'�"< .•��.. �x.��r�-•.,.;=�;'�. +D+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+5+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.750L+0.7505+H 0.000 0.000 0.13 0.0 0.0 1.000 +D+0.60W+H 0.251 1.858 2.75 354.7 355.6 1.000 +D+0.70E+H 0.674 5.393 4.00 519.6 522.3 1.000 +D+0.750L+0.750S+0.450W+H 0.189 1.393 2.50 318.7 320.9 1.000 +0.60D+0.60W+0.60H 0.251 1.858 2.75 354.7 355.6 1.000 +0.60D+0.70E+0.60H 0.674 5.393 4.00 519.6 522.3 1.000