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RECEWED JAN 29 2013 JI DING DIVISION Covered Plant Fixture for 17-Jan-13 BOIL ORCHARD SUPPLY TIGARD, OR 6 MODULE 16.653 FT WIDE 2 BAYS 35 FT LONG TOTAL 5 :12 ROOF SLOPE 16 FT CLEAR HT LOADING: 25 PSF ROOF LIVE + DRIFT 5 PSF HANGING LOAD 2 PSF SPRINKLER 95 MPH WIND EXP B SEISMIC 0.942g 0.34g Soil Class D Use Grp II Design Cat D DESIGNED PER 2009 IBC A PROF�Cf� 444C� GINF IS clic 119' � " ' . ej • ON 3 141' �C e�C"'` .l. A‘ ' _'O. DATE: 12/ TA* ti I q; Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4481 Longitude = -122.7925 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.942 (Ss, Site Class B) 1.0 0.340 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4481 Longitude = -122.7925 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.123 ,Fv = 1.721 Period Sa (sec) (g) 0.2 1.058 (SMs, Site Class D) 1.0 0.584 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 45.4481 Longitude = -122.7925 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3xSM1 Site Class D - Fa = 1.123 ,Fv = 1.721 Period Sa (sec) (g) 0.2 0.705 (SDs, Site Class D) 1.0 0.390 (SDI, Site Class D) IBC 2009 LOADING SEISMIC: Ss= 94.2 %g 81= 34.0 %g Soil Class D Modified Design spectral response parameters Sms= 105.8 %g Sds= 70.5 %g Sm1= 58.4 %g Sd1= 38.9 %g Seismic Use Group 2 Seismic Design Category D or D le = 1 R= 2.5 R = 3.5 Cs= 0.2821 W Cs = 0.2015 W Using Working Stress Design V= Cs"W/1.4 V= 0.2015 W V= 0.1439 W WIND: 95 mph Exp B Iw= 1 Height= 20 ft Kz= 0.7 Kd = 0.85 Kzt= 1.00 qz= 13.7 psf Roof Slope 5 :12 Cl = 0.25 C3= -1.15 C2 = -0.75 C4= -0.85 Lateral load = 15.1 psf Uplift load = 15.8 psf 3 SNOW DRIFT 2009 IBC Ground snow load 12 psf I = 1.00 Roof Height change 10 ft Ce = 0.7 Roof slope 5 /12 Length of up roof 200 ft Pf= 8.4 psf Density = 15.6 pcf Consider Drifting Hb= 0.54 ft Drift height Hd = 3.95 ft Width of drift = 15.78 ft Sliding 1 X hd = 3.95 Drift intensity 61.40 psf Total 485 lbs Intesity change 3.89 psf/ft Max Intensity 70.80 psf Min 9.4 psf 71 psf Maximum Drift Load 15.78 ft Long Drift 9.4 psf Uniform Load 4 psf Purlin Dead Load 6 inches 1st Frame to Wall 6 psf Frame Dead Load w! Purlins @ 2.25 ft oc 6 164 plf 150 65 plf 141 65 plf -0.73 ft 294 65 plf 25.00 psf Minimum w/Frames @ 12 ft oc 4.50 ft oc 6 394 plf 1772 # 150 338 plf 1521 # 294 372 plf 1674 # PURLINS Curry-Riehl&Assoc., Ben Riehl Jan 17,2013;01:53 PM Load Case:S IES VisualAnalysis 10.00.0002 4. k001 X P1J AN002 N003 9 Project: PURLINS Ben Riehl, Curry-Riehl&Assoc. January 17, 2013 C:IUsers\BEN1Dropbox1PublicllESFILES1P213008.vap Nodes Node X Y Fix DX Fix DY Fix RZ Scissor? ft ft N001 0.0000 0.0000 Yes Yes No No N002 15.8800 0.0000 No Yes No No N003 17.3800 0.0000 No No No No Member Elements Member Section Material (1)Node (2)Node Length Rz1 Rz2 One Way Framing ft P1 HSS3x3x3/16 ASTM A500 Grade C(Fy=50ksi) N001 N002 15.8800 Rigid Rigid Normal(2-way) Beam P2 HSS3x3x3/16 ASTM A500 Grade C(Fy=50ksi) N002 N003 1.5000 Rigid Rigid Normal(2-way) Beam Member Uniform Loads Load Case Member Direction Offset End Offset Force Moment ft ft K/ft ft-K/ft D P1 Force Y 0.0000 15.8800 -0.0050 -NA- D P2 Force Y 0.0000 1.5000 -0.0050 -NA- S P1 Force Y 0.0000 10.3000 -0.0390 -NA- Member Linear Loads Load Case Member Direction Offset End Offset Fl F2 M1 M2 ft ft K/ft K/ft ft-K/ft ft-K/ft S P1 Force Y 10.3000 15.8800 -0.0390 -0.1050 -NA- -NA- S P2 Force Y 0.0000 1.5000 -0.1050 -0.1110 -NA- -NA- Nodal Reactions Node Result Case Name FX FY MZ K K K-ft N001 D 0.0000 0.0900 -NA- N001 D+S w/DRIFT 0.0000 0.4135 -NA- N001 S 0.0000 0.3235 -NA- N002 D -NA- 0.1088 -NA- N002 D+S w/DRIFT -NA- 0.7508 -NA- N002 S -NA- 0.6420 -NA- Member Internal Forces Member Result Case Name Offset Fx Vy Mz ft K K K-ft P1 D 0.0000 0.0000 0.0900 0.0000 P1 D 7.9400 0.0000 -0.0008 0.3542 P1 D 15.8800 0.0000 -0.0917 -0.0129 P1 D+S w/DRIFT 0.0000 0.0000 0.4135 -0.0000 P1 D+S w/DRIFT 7.9400 0.0000 0.0130 1.6935 P1 D+S w/DRIFT 15.8800 0.0000 -0.5716 -0.1355 P1 S 0.0000 0.0000 0.3235 -0.0000 P1 S 7.9400 0.0000 0.0138 1.3393 - P1 S 15.8800 0.0000 -0.4800 -0.1226 P2 D 0.0000 0.0000 0.0172 -0.0129 P2 D 0.7500 0.0000 0.0086 -0.0032 P2 D 1.5000 0.0000 -0.0000 -0.0000 P2 D+S w/DRIFT 0.0000 0.0000 0.1792 -0.1355 P2 D+S w/DRIFT 0.7500 0.0000 0.0907 -0.0342 P2 D+S w/DRIFT 1.5000 0.0000 -0.0000 -0.0000 P2 S 0.0000 0.0000 0.1620 -0.1226 Page 1 VisualAnalysis 8.00(www.iesweb.com) 1 £2 Project: PURLINS Ben Riehl, Curry-Riehl &Assoc. January 17, 2013 C:1 Users1 BEN 1Dropbox1PubliclIESFILES1P213008.vap 1P2 S 0.7500 0.0000 0.0821 -0.0309 P2 S 1.5000 0.0000 -0.0000 -0.0000 J Design Group Results Design Group: PURLIN per AISC ASD (2005) Designed As: HSS3x3x3/16, Material: ISteelIASTM A500 Grade C (Fy=50ksi) Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case K-ft K-ft Ref. Check P1 D+S w/DRIFT 1.6951 4.9152 F7-1 0.3449 OK P2 D+S w/DRIFT -0.1355 4.9152 F7-1 0.0276 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case K K Ref. Check P1 D+S w/DRIFT -0.5716 15.4912 G2-1 0.0369 OK P2 D+S w/DRIFT 0.1792 15.4912 G2-1 0.0116 OK Member Local Displacements Member Result Case Name _ Offset Dx _ Dy ft in in P1 D 0.0000 0.0000 -0.0000 P1 D 3.9700 0.0000 -0.1603 P1 D 7.9400 0.0000 -0.2246 P1 D 11.9100 0.0000 -0.1591 P1 D 15.8800 0.0000 -0.0000 P1 D+S w/DRIFT 0.0000 0.0000 -0.0000 P1 D+S w/DRIFT 3.9700 0.0000 -0.7666 L/ - P1 D+S w/DRIFT 7.9400 0.0000 -1.0842 /74 P1 D+S w/DRIFT 11.9100 0.0000 -0.7799 P1 D+S w/DRIFT 15.8800 0.0000 -0.0000 P1 S 0.0000 0.0000 -0.0000 P1 _ S 3.9700 0.0000 -0.6063 P1 S 7.9400 0.0000 -0.8597 / P1 S 11.9100 0.0000 -0.6208 2.2i P1 S 15.8800 0.0000 -0.0000 P2 D 0.0000 0.0000 -0.0000 P2 D 0.3750 0.0000 0.0167 P2 D 0.7500 0.0000 0.0334 P2 D 1.1250 0.0000 0.0500 P2 D _ 1.5000 0.0000 0.0667 P2 D+S w/DRIFT 0.0000 0.0000 -0.0000 P2 D+S w/DRIFT 0.3750 0.0000 0.0822 P2 D+S w/DRIFT 0.7500 0.0000 0.1641 P2 D+S w/DRIFT 1.1250 0.0000 0.2459 P2 D+S w/DRIFT 1.5000 0.0000 0.3276 - P2 S 0.0000 0.0000 -0.0000 P2 S 0.3750 0.0000 0.0655 P2 S 0.7500 0.0000 0.1307 _ P2 S 1.1250 0.0000 0.1958 P2 S 1.5000 0.0000 0.2609 Page 2 VisualAnalysis a.00(www.iesweb.com) 1 7'ic'l I>-5wv, wkJ ,49 0Z n'/^'r'7tP%r� a, yip .?. ,.4, aL l Gy 00-mss'/ o o% z rYkir'20,1/4 lay 2q$0.)* /•Q X11 _ xAdZI sp1 Q r\ . -4(7 ((te2) 1.4/01 znei .grad tl / 7V / *)411 0l CkW91 and b ,*2 - = L1 .7C fast_ . 74/2517 1.12 -t id Li de-Ad ROOF TRUSS Curry-Riehl&Assoc., Ben Riehl Jan 18,2013; 10:27 AM IES VisualAnalysis 10.00.0002 -c C,‘)`"- 4o. 006 n, `N c• 3,_ �Q o N005 o �2-v5 o BCD, BC002 BC003 BC004 BC005 001 N008 N009 N010 N011 iN002 f Project: ROOF TRUSS Ben Riehi, Curry-Riehl &Assoc. January 18, 2013 C:\Users\BEN\Dropbox\Public\IESFILES1B213008.vap Nodes Node X Y Fix DX Fix DY Fix RZ in in N001 0.000 0.000 Yes Yes No N002 192.000 0.000 No Yes No N003 0.000 15.000 No No No N004 96.000 _ 54.960 No No No N005 192.000 15.000 No No No N006 48.000 34.980 No No No N007 144.000 34.980 No No No N008 24.000 0.000 No No No N009 72.000 0.000 No No No N010 120.000 0.000 No No No N011 168.000 0.000 No No No Member Elements Member Section (1)Node (2)Node Length Rz1 Rz2 in 1 BC001 HSS3x3x1/8 N001 N008 24.000 Free Rigid BC002 HSS3x3x1/8 N008 N009 48.000 Rigid Rigid BC003 HSS3x3x1/8 N009 N010 48.000 Rigid Rigid BC004 HSS3x3x1/8 N010 N011 48.000 Rigid Rigid BC005 HSS3x3x1/8 NO11 N002 24.000 Rigid Free TC001 HSS3x3x1/8 N003 N006 51.992 Rigid Rigid TC002 HSS3x3x1/8 N006 N004 51.992 Rigid Free TC003 HSS3x3x1/8 N007 N005 51.992 Rigid Rigid TC004 HSS3x3x1/8 N004 N007 51.992 Rigid Rigid VW001 HSS2x2x1/8 N001 N003 15.000 Free Free VW002 HSS2x2x1/8 N005 N002 15.000 Free Free W001 HSS2x2x1/8 N008 N006 42.422 Free Free W002 HSS2x2x1/8 N009 N004 59.972 Free Free W003 HSS2x2x1/8 NO10 N007 42.422 Free Free W004 HSS2x2x1/8 N011 N005 28.302 Free Free W005 HSS2x2x1/8 N003 N008 28.302 Free Free W006 HSS2x2x1/8 N006 N009 42.422 Free Free W007 HSS2x2x1/8 N007 N011 42.422 Free Free W008 HSS2x2x1/8 N004 N010 59.972 Free Free __ Nodal Loads Load Case Node Direction Force lb D N003 DY -220.00 D N004 DY -430.00 D N005 DY -220.00 D N006 DY -430.00 D N007 DY -430.00 S N003 DY -1100.00 S N004 DY -2030.00 S N005 DY -1100.00 S N006 DY __ -2030.00 S N007 DY -2030.00 S N008 DY -355.00 S N009 DY _ -355.00 S NO10 DY _ -355.00 S N011 DY -355.00 W+X N003 DY 570.00 W+X N004 DY 1130.00 Page 1 VisualAnalysis a.00(www.iesweb.com) 10 Project: ROOF TRUSS Ben Riehl, Curry-Riehl &Assoc. January 18, 2013 C:1Users\BEN\Dropbox\Public\IESFILES\B213008.vap W+X N005 DY 570.00 W+X N006 DY 1130.00 W+X N007 DY 1130.00 Nodal Reactions Node Result Case Name FX FY lb lb N001 .6DEAD+ WIND 0.0 -1400.0 N001 DEAD +SNOW -0.0 5720.0 N002 .6DEAD+WIND -NA- -1400.0 N002 DEAD + SNOW -NA- 5720.0 Member Internal Forces Member Result Case Name Offset Fx Vy Mz in lb lb lb-in BC001 .6DEAD +WIND 0.00 -0.0 -11.0 0.0 BC001 .6DEAD+WIND 12.00 -0.0 -11.0 -132.4 BC001 .6DEAD+WIND 24.00 -0.0 -11.0 -264.7 BC001 DEAD +SNOW 0.00 0.0 48.2 0.0 BC001 DEAD+SNOW 12.00 0.0 48.2 578.0 BC001 DEAD+SNOW 24.00 0.0 48.2 1156.1 BC002 .6DEAD +WIND 0.00 -1427.5 3.4 -264.7 BC002 .6DEAD +WIND 24.00 -1427.5 3.4 -183.6 BC002 .6DEAD +WIND 48.00 -1427.5 3.4 -102.4 BC002 DEAD +SNOW 0.00 5739.1 -15.9 1156.1 BC002 DEAD +SNOW 24.00 5739.1 -15.9 775.1 BC002 DEAD+SNOW 48.00 5739.1 -15.9 394.0 BC003 .6DEAD +WIND 0.00 -1220.8 -0.0 -102.4 BC003 .6DEAD + WIND 24.00 -1220.8 -0.0 -102.4 _ BC003 .6DEAD + WIND 48.00 -1220.8 -0.0 -102.4 BC003 DEAD+SNOW 0.00 4909.9 0.0 394.0 BC003 DEAD+SNOW 24.00 4909.9 0.0 394.0 BC003 DEAD +SNOW 48.00 4909.9 0.0 394.0 BC004 .6DEAD +WIND 0.00 -1427.5 -3.4 -102.4 BC004 .6DEAD+WIND _ 24.00 -1427.5 -3.4 -183.6 BC004 .6DEAD+WIND 48.00 -1427.5 -3.4 -264.7 BC004 DEAD+SNOW 0.00 5739.1 15.9 394.0 BC004 DEAD+SNOW 24.00 5739.1 15.9 775.1 BC004 DEAD+SNOW 48.00 5739.1 15.9 1156.1 BC005 .6DEAD+WIND 0.00 0.0 11.0 -264.7 BC005 .6DEAD+WIND 12.00 0.0 11.0 -132.4 BC005 .6DEAD +WIND 24.00 0.0 11.0 -0.0 1 BC005 DEAD+SNOW 0.00 0.0 -48.2 1156.1 BC005 DEAD + SNOW 12.00 0.0 -48.2 578.0 BC005 DEAD+ SNOW 24.00 0.0 -48.2 0.0 TC001 .6DEAD+ WIND 0.00 1076.9 -5.4 0.0 TC001 .6DEAD+ WIND 26.00 1076.9 -5.4 -141.0 TC001 .6DEAD+WIND 51.99 1076.9 -5.4 -282.1 TC001 DEAD+ SNOW 0.00 -4511.3 22.1 0.0 TC001 DEAD +SNOW 26.00 -4511.3 22.1 575.1 _ TC001 DEAD +SNOW 51.99 -4511.3 22.1 1150.3 TC002 .6DEAD +WIND 0.00 1408.2 5.4 -282.1 TC002 .6DEAD +WIND 26.00 1408.2 5.4 -141.0 TC002 .6DEAD +WIND 51.99 1408.2 5.4 -0.0 TC002 DEAD+SNOW 0.00 -5765.6 -22.1 1150.3 TC002 DEAD+ SNOW 26.00 -5765.6 -22.1 575.1 TC002 DEAD+ SNOW 51.99 -5765.6 -22.1 -0.0 TC003 .6DEAD+WIND 0.00 1076.9 5.4 -282.1 TC003 .6DEAD+WIND 26.00 1076.9 5.4 -141.0 Page 2 VisualAnal ysis a.00(www.iesweb.coin) L ri Project: ROOF TRUSS Ben Riehl, Curry-Riehl & Assoc. January 18, 2013 C:1Users\BEN\Dropbox\Public\IESFILES1B213008.vap TC003 .6DEAD +WIND 51.99 1076.9 5.4 -0.0 TC003 DEAD +SNOW 0.00 -4511.3 -22.1 1150.3 TC003 DEAD + SNOW 26.00 -4511.3 -22.1 575.1 . TC003 DEAD+ SNOW 51.99 -4511.3 -22.1 -0.0 TC004 .6DEAD+WIND 0.00 1408.2 -5.4 -0.0 TC004 .6DEAD+WIND 26.00 1408.2 -5.4 -141.0 , TC004 .6DEAD+WIND 51.99 1408.2 -5.4 -282.1 TC004 DEAD+ SNOW 0.00 -5765.6 22.1 -0.0 TC004 DEAD+ SNOW 26.00 -5765.6 22.1 575.1 TC004 DEAD+SNOW 51.99 -5765.6 22.1 1150.3 VW001 .6DEAD +WIND 0.00 1389.0 -0.0 0.0 VW001 .6DEAD+WIND 7.50 1389.0 -0.0 -0.0 VW001 .6DEAD+WIND 15.00 1389.0 -0.0 -0.0 VW001 DEAD+ SNOW 0.00 -5671.8 0.0 0.0 VW001 DEAD+SNOW 7.50 -5671.8 0.0 0.0 VW001 DEAD+SNOW 15.00 -5671.8 0.0 0.0 VW002 .6DEAD+WIND 0.00 1389.0 0.0 0.0 VW002 .6DEAD+WIND 7.50 1389.0 0.0 0.0 VW002 .6DEAD+WIND 15.00 1389.0 0.0 0.0 VW002 DEAD+ SNOW 0.00 -5671.8 -0.0 0.0 VW002 DEAD+SNOW 7.50 -5671.8 -0.0 -0.0 VW002 _ DEAD +SNOW 15.00 -5671.8 -0.0 -0.0 W001 .6DEAD+WIND 0.00 769.5 -0.0 0.0 W001 .6DEAD+WIND 21.21 769.5 -0.0 -0.0 W001 .6DEAD +WIND 42.42 769.5 -0.0 -0.0 W001 DEAD +SNOW 0.00 -2797.6 0.0 -0.0 W001 DEAD +SNOW 21.21 -2797.6 0.0 0.0 W001 DEAD+ SNOW 42.42 -2797.6 0.0 0.0 W002 .6DEAD+WIND 0.00 -203.1 0.0 0.0 W002 .6DEAD+WIND 29.99 -203.1 0.0 0.0 W002 .6DEAD+WIND 59.97 -203.1 0.0 0.0 W002 DEAD+ SNOW 0.00 1053.2 -0.0 0.0- W002 DEAD+SNOW 29.99 1053.2 -0.0 -0.0 W002 DEAD+SNOW 59.97 1053.2 -0.0 -0.0 W003 .6DEAD+WIND 0.00 221.6 0.0 0.0- W003 .6DEAD+WIND 21.21 221.6 0.0 0.0 W003 .6DEAD+WIND 42.42 221.6 0.0 0.0 W003 DEAD+ SNOW 0.00 -720.8 -0.0 -0.0 W003 DEAD+ SNOW 21.21 -720.8 -0.0 -0.0 W003 DEAD+SNOW 42.42 -720.8 -0.0 -0.0 W004 .6DEAD +WIND 0.00 -1170.0 0.0 0.0 W004 .6DEAD +WIND 14.15 -1170.0 0.0 0.0 W004 .6DEAD+WIND 28.30 -1170.0 0.0 0.0 W004 DEAD + SNOW 0.00 4901.4 -0.0 0.0 W004 DEAD + SNOW 14.15 4901.4 -0.0 -0.0 W004 DEAD+SNOW 28.30 4901.4 -0.0 -0.0 W005 .6DEAD +WIND 0.00 -1170.0 -0.0 0.0 W005 .6DEAD +WIND 14.15 -1170.0 -0.0 -0.0 W005 .6DEAD+WIND 28.30 -1170.0 -0.0 -0.0 W005 DEAD+ SNOW 0.00 4901.4 0.0 0.0 W005 DEAD+ SNOW 14.15 4901.4 0.0 0.0_ W005 DEAD+ SNOW 28.30 4901.4 0.0 0.0 W006 .6DEAD +WIND 0.00 221.6 -0.0 0.0 W006 .6DEAD+WIND 21.21 221.6 -0.0 -0.0 W006 .6DEAD+WIND 42.42 221.6 -0.0 -0.0 W006 DEAD+ SNOW 0.00 -720.8 0.0 -0.0 W006 DEAD+ SNOW 21.21 -720.8 0.0 0.0 W006 DEAD+ SNOW 42.42 -720.8 0.0 0.0 W007 .6DEAD+WIND 0.00 769.5 0.0 -0.0 W007 .6DEAD+WIND 21.21 769.5 0.0 0.0 W007 .6DEAD+WIND 42.42 769.5 0.0 0.0 Page 3 VisualAnalysis a.00(wwwiesweb.com) 1?- • Project: ROOF TRUSS Ben Riehl, Curry-Riehl &Assoc. January 18, 2013 C:1 Users\BEN\Dropbox\PubliclIESFILES\B213008.vap W007 DEAD + SNOW 0.00 -2797.6 -0.0 0.0 W007 DEAD+ SNOW 21.21 -2797.6 -0.0 -0.0 W007 DEAD + SNOW 42.42 -2797.6 -0.0 -0.0 W008 .6DEAD +WIND 0.00 -203.1 -0.0 0.0 W008 .6DEAD +WIND 29.99 -203.1 -0.0 -0.0 W008 .6DEAD +WIND 59.97 -203.1 -0.0 -0.0 W008 DEAD+ SNOW 0.00 1053.2 0.0 0.0 W008 DEAD+ SNOW 29.99 1053.2 0.0 0.0 W008 DEAD + SNOW 59.97 1053.2 0.0 0.0 Design Group Results Design Group: BTMCHORD per AISC ASD (2005) Designed As: HSS3x3x1/8, Material:\Steel\ASTM A500 Grade C (Fy= 50ksi) Combined Check Member Result Code Unity Name Case Ref. Check BC002 .6DEAD +WIND H1-lb 0.105 OK BC003 .6DEAD+WIND H1-lb 0.087 OK BC004 .6DEAD+WIND H1-lb 0.105 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case lb lb Ref. Check BC002 .6DEAD +WIND 1427.512 7257.690 E3-3FB 0.197 OK BC003 .6DEAD +WIND 1220.844 7257.690 E3-3FB 0.168 OK BC004 .6DEAD +WIND 1427.512 7257.690 E3-3FB 0.197 OK - Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case lb-in lb-in Ref. Check BC001 DEAD+ SNOW 1156.090 41916.167 F7-1 0.028 OK BC002 DEAD+ SNOW 1156.090 41916.167 F7-1 0.028 OK BC003 DEAD + SNOW 394.020 41916.167 F7-1 0.009 OK BC004 DEAD+ SNOW 1156.090 41916.167 F7-1 0.028 OK BC005 DEAD+ SNOW 1156.090 41916.167 F7-1 0.028 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case lb lb Ref. Check BC001 DEAD + SNOW 48.170 11052.646 G2-1 0.004 OK BC002 DEAD + SNOW -15.876 11052.646 G2-1 0.001 OK BC004 DEAD + SNOW 15.876 11052.646 G2-1 0.001 OK BC005 DEAD+ SNOW -48.170 11052.646 G2-1 0.004 OK Design Group: VW per AISC ASD (2005) Designed As: HSS2x2x1/8, Material:\Steel\ASTM A500 Grade C (Fy =50ksi) _ Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case lb lb Ref. Check VW001 DEAD + SNOW 5671.830 24444.652 E3-2FB 0.232 OK VW002 DEAD + SNOW 5671.830 24444.652 E3-2FB 0.232 OK Page 4 VisualAnalysis a.00(www.iesweb.com) 12 Project: ROOF TRUSS Ben Riehl, Curry-Riehl &Assoc. January 18, 2013 C:\Users\BEN\Dropbox\Public\IESFILES\B213008.vap Design Group: TOPCHORD per AISC ASD (2005) Designed As: HSS3x3x1/8, Material: \Steel\ASTM A500 Grade C(Fy = 50ksi) Combined Check Member Result Code Unity Name Case Ref. Check TC001 DEAD + SNOW H1-lb 0.094 OK TC002 DEAD+SNOW H1-lb 0.113 OK TC003 DEAD+ SNOW H1-lb 0.094 OK TC004 DEAD+SNOW H1-lb 0.113 OK Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case lb lb Ref. Check TC001 DEAD+ SNOW 4511.325 33690.369 E3-2FB 0.134 OK TC002 DEAD + SNOW 5765.567 33690.369 E3-2FB 0.171 OK TC003 DEAD + SNOW 4511.325 33690.369 E3-2FB 0.134 OK TC004 DEAD +SNOW 5765.567 33690.369 E3-2FB 0.171 OK Strong Flexure Check Member Result Demand Mz Capacity Mz Code Unity Name Case lb-in lb-in Ref. Check TC001 DEAD+ SNOW 1150.271 41916.167 F7-1 0.027 OK TC002 DEAD+ SNOW 1150.271 41916.167 F7-1 0.027 OK TC003 DEAD + SNOW 1150.271 41916.167 F7-1 0.027 OK TC004 DEAD +SNOW 1150.271 41916.167 F7-1 0.027 OK Strong Shear Check Member Result Demand Vy Capacity Vy Code Unity Name Case lb lb Ref. Check TC001 DEAD+ SNOW 22.124 11052.646 G2-1 0.002 OK TC002 DEAD + SNOW -22.124 11052.646 G2-1 0.002 OK TC003 DEAD + SNOW -22.124 11052.646 G2-1 0.002 OK TC004 DEAD + SNOW 22.124 11052.646 G2-1 0.002 OK Design Group: WEB per AISC ASD (2005) Designed As: HSS2x2x1/8, Material:\Steel\ASTM A500 Grade C (Fy=50ksi) Axial Check Member Result Demand Fx Capacity Fx Code Unity Name Case lb lb Ref. Check W001 DEAD + SNOW 2797.559 20033.793 E3-2FB 0.140 OK W002 DEAD + SNOW 1053.226 25149.700 D2-1 0.042 OK W003 DEAD + SNOW 720.774 20033.793 E3-2FB 0.036 OK _ W004 DEAD + SNOW 4901.441 25149.700 D2-1 0.195 OK W005 DEAD + SNOW 4901.441 25149.700 D2-1 0.195 OK W006 DEAD + SNOW 720.774 20033.793 E3-2FB 0.036 OK W007 DEAD+ SNOW 2797.559 20033.793 E3-2FB 0.140 OK W008 DEAD+ SNOW 1053.226 25149.700 D2-1 0.042 OK Nodal Extreme Displacements Page 5 VisualAnalysis a.00(www.iesweb.com) td Project: ROOF TRUSS Ben Riehl, Curry-Riehl &Assoc. January 18, 2013 C:\Users\BEN\Dropbox\Public\IESFILES1B213008.vap Node DX DY in in N001 -NA- -NA- N001 -NA- -NA- N002 -0.005(34) -NA- N002 0.021 (35) -NA- N003 -0.002 (34) -0.003 (35) N003 0.007(35) 0.001 (34) N004 -0.003(34) -0.048 (35) N004 0.010(35) 0.012 (34) N005 -0.003(34) -0.003(35) N005 0.014(35) 0.001 (34) N006 -0.004(34) -0.044 (35) N006 0.017(35) 0.011 (34) N007 -0.001 (34) -0.044 (35) N007 0.003(35) 0.011 (34) N008 0.000(35) 0.006 (34) N008 -0.000 (34) -0.026 (35) N009 -0.002(34) -0.049 (35) N009 0.007(35) 0.012 (34) NO10 -0.003(34) -0.049 (35) NO10 0.014 (35) 0.012 (34) NO11 -0.005 (34) -0.026 (35) NO11 0.021 (35) 0.006(34) Page 6 VisualAnalysis a.00(www.iesweb.corn) � ti � LS 15.8 ' P' d.17/(/x.7) 0.94 : eei t- 178' f ot& ,06 ti Tom / � �- R. 11 !t-� �t i2, 4_ . aic= /5. Aleo Q T &wN 7 c. WA-U. • ---1- f, /k. Vaer ``1/2 "1/467C.tr (t) Ts"ps .gyo adz (v ' its /4,70) -- 72W' V$70 - epx4i5/& x vhrye. �If 10 "BEAMANAL13.xls"Program Created By:Joel Berg, P.E. Based on a Program By: Alex Tomanovich,P.E. Version 1.1 SINGLE-SPAN BEAM ANALYSIS and AISC ASD CODE CHECK For Simple, Propped, Fixed, or Cantilever Beams Using AISC 13th Edition (ASD)W, M, HP S, C, or M C Shapes Subjected to X-Axis Bending Only Project Name: Client: _ Project No.: Prep. By: ] Date: Input Data: Beam Data: c } Span Type? Simple e Span, L= 17.3800 ft. 47 Simple Beam 4,- b 'll Modulus, E = 29000 ksi a Inertia, Ix= 199.00 in.^4 7 Propped Beam +P I +M +we Beam Size = W14X22 +wb ��!!1!!� Yield, F 50 ksi Fixed Beam !Ill,�,EIIIII�E:IIEI��!! +w y Length, Lb = _1. 5.8800 ft. Coef., Cb = 1.67 Cantilever Beam RL x RR Nomenclature Beam Loadings: Full Uniform: Point Loads: a (ft.) P (kips) w= 0.0400 kips/ft. #1: 1.5000 8.70 Start End #2: Distributed: b (ft.) Wb(kips/ft.) e (ft.) We(kips/ft.) #3: #1: #4: .w_ #2: #5: #3: #6: #5: #8: #6: #9: #8: #11: #12: r Moments: C(ft.) M (ft-kips) #13: #1: #14: #2: #15: #3: #4: AISC Code Check for X-Axis Bending: Lp = 3.67 ft. Results: Lr= 10.44 ft. fbx= 5.13 ksi End Reactions: Fbx= 17.75 ksi RL = 8.30 kips RR= 1.10 kips Mrx= 42.89 ft-kips MXL = N.A. ft-kips MxR= T N.A. ft-kips S.R. = 0.289 = fbx/Fbx Maximum Moments: Nodal Lat. Brc. Re•uirements: +Mx(max) = 12.40 ft-kips @ x= 1.50 it Pbr= 0.22 kips -Mx(max) = 0.00 ft-kips @ x= 0.00 ft I3br= 1.17 kip/in Maximum Deflections: AISC Code Check for Gross Shear: -A(max) = -0.089 in. @ x= 7.60 ft. fv = 2.63 ksi +A(max) _ —0.000 in. @ x= 0.00 ft. Fv = 20,00 ksi A(ratio) = U2349 S.R. = 0.132 =fv/Fv 1/18/2013 C:\Users\BEN\Dropbox\Public\Excel\AISC\ Page 1 12:35 PM BEAMANAL of 1 r1 Page 1 of 10 Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name : Date/Time : 1/17/2013 4:02:00 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-3037 a) Layout Anchor : 5/8" Strong-Bolt 2 Number of Anchors : 6 Steel Grade: Carbon Steel Embedment Depth : 3.875 in Built-up Grout Pads : No exl 5x1 ex2 Cy2 Vuay by2 MuyC) e M i &y2 �a, �}� V �1 ey 30 + 04 f Syl ex 1 02 tbyl co Ib bx2 6ANCHORS "Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. +INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cxi : 36 in cx2 : 36 in cy1 : 36 in cy2 : 36 in bx1 : 1.5 in bx2 : 1.5in bye : 1.5 in bye : 1.5 in IC Page 2 of 10 sx1 : 8 in sy1 : 9 in sy2 : 9in b) Base Material Concrete : Normal weight fc • 4000.0 psi Cracked Concrete : Yes T v •: 1.00 Condition : B tension and shear (l)Fp : 2210.0 psi Thickness, ha : 6.25 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 2940 lb Vuax : 0 lb Vuay : 2800 lb Mux : 0 lb*ft M : 0 lb*ft uy ex : 0in e : 0 in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From ICC-ES ESR-3037 : Anchor Model = STB2-62CS da = 0.625 in Category = 1 hef = 3.25 in hmin = 6.18 in cac = 7.93in cmin = 6.5 in smin = 5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 490.00 lb Anchor #2 N ua2 = 490.00 lb Anchor #3 N ua3 = 490.00 lb Anchor #4 N ua4 = 490.00 lb Anchor #5 N ua5 = 490.00 lb Anchor #6 N ua6 = 490.00 lb Page 3 of 10 Sum of Anchor Tension ENua = 2940.00 lb ax = 0.00 in a = 0.00 in e'Nx = 0.00 in e'Ny = 0.00in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 466.67 lb (V ualx = 0.00 lb , V ualy = 466.67 lb ) Anchor #2 V ua2 = 466.67 lb (V ua2x = 0.00 lb , V ua2y = 466.67 lb ) Anchor #3 V ua3 = 466.67 lb (V ua3x = 0.00 lb , V ua3y = 466.67 lb ) Anchor #4 V ua4 = 466.67 lb (V ua4x = 0.00 lb , V ua4y = 466.67 lb ) Anchor #5 V ua6 = 466.67 lb (V ua6x = 0.00 lb , V ua5y = 466.67 lb ) Anchor #6 V ua6 = 466.67 lb (V ua6x = 0.00 lb , V ua6y = 466.67 lb ) Sum of Anchor Shear EVuax = 0.00 lb, EVuay = 2800.00 lb e'ux = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-31 Number of anchors acting in tension, n = 6 Nsa = 19070 lb (for each individual anchor) [ ICC-ES ESR-3037 ] = 0.75 [D.4.4] (13.Nsa = 14302.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco'I ec,N4fed,N 1 c,N1Icp,NNb [Eq• D-5] Number of influencing edges = 0 hef = 3.25 in ANco = 95.06 in2 [Eq. D-6] ANc = 492.56 in2 `t'ec,Nx = 1.0000 [Eq. D-9] 1.0000 [Eq. D-9] gjec,Ny = liec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Smallest edge distance, ca,min = 36.00 in ZQ • Page 4 of 10 tiJed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] "Jcp,N = 1.0000 [Eq. D-12 or D-13] Nb = kcX, r' c hef1.5 = 6299.47 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 32640.45 lb [Eq. D-5] = 0.65 [D.4.4] 4seis = 0.75 4 Ncbg = 15912.22 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Neq = 4739Ib (fc/2,500 psi)0.5 = 5994.41 lb = 0.65 �seis = 0.75 4Neq = 2922.28 lb (for each individual anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 9930.00 lb (for each individual anchor) [ ICC-ES ESR-3037 ] = 0.65 [D.4.4] Veq = 6454.50 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... Vcbgx — Avcx/'.'vcoxPec,V4'ed,Vgjc,V4'h,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 562.50 in2 Avcox = 2592.00 in2 [Eq. D-23] `tfec,V = 1.0000 [Eq. D-26] 4'ed,V = 1.0000 [Eq. D-27 or D-28] I Page 5 of 10 `1'c,v = 1.0000 [Sec. D.6.2.71 LYh v = (1.5ca1 / ha) = 2.4000 [Sec. D.6.2.8] Vbx = 70e/da )0.2. daX fc(ca1)1.5 [Eq. D-24] 1e = 3.25 in Vbx = 57224.97 lb Vcbgx = 29804.67 lb [Eq. D-22] = 0.70 Oseis = 0.75 4 Vcbgx = 15647.45 lb (for the anchor group) In y-direction... Vcbgy Q ,q cbgy = ' bcy/" bcoy T ec,V LI'ed,V`I' tP c,V h,V Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcy = 500.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] = 1.0000 [Eq. D-26] `t'ed,V = 1.0000 [Eq. D-27 or D-28] = 1.0000 [Sec. D.6.2.7] LPh,V = (1.5ca1 / ha) = 2.4000 [Sec. D.6.2.8] Vby = 70e/da )0.2,./ da?4 f c(ca1)1.5 [Eq. D-24] le = 3.25 in Vby = 57224.97 lb Vcbgy = 26493.04 lb [Eq. D-22] = 0.70 4seis = 0.75 (I)Vcbgy = 13908.85 lb (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x-direction... Vcbgx = Avcx/AvcoxPec,VPed,VTc,VTh,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 562.50 in2 Avcox = 2592.00 in2 [Eq. D-23] �'ec,V = 1.0000 [Eq. D-26] It Page 6 of 10 `'ed,V = 1.0000 [Eq. D-27 or D-28] `1'c,V = 1.0000 [Sec. D.6.2.7] 4'h v = "1 (1.5ca1 / ha) = 2.4000 [Sec. D.6.2.8] Vbx = 70e/ da )o.2.J dak.J fc(ca1)1.5 [Eq. D-24] 1e = 3.25 in Vbx = 57224.97 lb Vcbgx = 29804.67 lb [Eq. D-22] = 0.70 4)seis = 0.75 (1)Vcbgx = 15647.45 lb (for the entire anchor group) In y-direction... Vcbgy = Avcy/AvcoyTec,V4'ed,V`1'c,V`1'h,V Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcy = 500.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] `f'ec,V = 1.0000 [Eq. D-26] `1ed,V = 1.0000 [Eq. D-27 or D-28] To/ = 1.0000 [Sec. D.6.2.7] `1'h,V = (1.5cal / ha) = 2.4000 [Sec. D.6.2.8] Vby = 70e/ da )O.2 J da") fc(ca1)1.5 [Eq. D-24] le = 3.25 in Vby = 57224.97 lb Vcbgy = 26493.04 lb [Eq. D-22] = 0.70 4)seis = 0.75 (I)Vcbgy = 13908.85 lb (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/Avcox`1'ec,V`1'ed,V1'c,V1'h,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 562.50 in2 Page 7 of 10 Avcox = 2592.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] `Yed,V = 1.0000 [Sec. D.6.2.1(c)] To/ = 1.0000 [Sec. D.6.2.7] Tb,v = (1.5cal / ha) = 2.4000 [Sec. D.6.2.8] Vbx = 70e/da )0.2 dad' f c(ca1)1.5 [Eq. D-24] 1e = 3.25 in Vbx = 57224.97 lb Vcbgx = 29804.67 lb [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 59609.34 lb = 0.70 4seis = 0.75 Vcbgy = 31294.91 lb (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/AvcoyPec,VkPed,V)Pc,VPh,v Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcy = 500.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] � 'ed,V = 1.0000 [Sec. D.6.2.1(c)] Tc,V = 1.0000 [Sec. D.6.2.7] `Ph,V = / (1.5ca1 / ha) = 2.4000 [Sec. D.6.2.8] Vby = 70e/da )0.2 dad'q f c(ca1)1.5 [Eq. D-24] le = 3.25 in Vby = 57224.97 lb Vcbgy = 26493.04 lb [Eq. D-22] Vcbgx - 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 52986.08 lb = 0.70 Oseis = 0.75 Page 8 of 10 Vcbgx = 27817.69 lb (for the anchor group) Check anchors at cx2 edge Vcbgx = Avcx/'/'vcoxPec,V'Ped,V'Pc,VTh,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 562.50 in2 Avcox = 2592.00 in2 [Eq. D-23] `1'ec,V = 1.0000 [Eq. D-26] 'T'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] `Pc,v = 1.0000 [Sec. D.6.2.7] 'Ph,V = (1.5ca1 / ha) = 2.4000 [Sec. D.6.2.8] Vbx = 70e/da )(:).2„," daX 1/ fc(ca1)1•5 [Eq. D-24] 1e = 3.25 in Vbx = 57224.97 lb Vcbgx = 29804.67 lb [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 59609.34 lb = 0.70 (I)seis = 0.75 Vcbgy = 31294.91 lb (for the anchor group) Check anchors at cy2 edge Vcbgy = ' 'vcy/Avcoy�'ec,V�'ed,V�'c,V�'h,V Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Any = 500.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] Teo = 1.0000 [Eq. D-26] 'Ped,V = 1.0000 [Sec. D.6.2.1(c)] To = 1.0000 [Sec. D.6.2.7] Thy = 'N/ (1.5ca1 / ha) = 2.4000 [Sec. D.6.2.8] Vby = 70e/da )0.2,N1 dad'4 f c(ca1)1.5 [Eq. D-24] le = 3.25 in Vby = 57224.97 lb Page 9 of 10 Vcbgy = 26493.04 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 52986.08 lb = 0.70 (1)seis = 0.75 4)Vcbgx = 27817.69 lb (for the anchor group) 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `1Jec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `1jec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `1'ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors) 1 Ncbg — Nca Nc)(`1 ec,N''ec,N)Ncbg Ncbg = 32640.45 lb (from Section (5) of calculations) ANc = 492.56 in2 (from Section (5) of calculations) ANca = 492.56 in2 (considering all anchors) `'ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 32640.45 lb (considering all anchors) Vcpg = 65280.89 lb = 0.70 [D.4.4] 4seis = 0.75 Wcpg = 34272.47 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension - Steel : 0.0343 - Breakout : 0.4619 - Pullout : 0.4192 - Sideface Blowout : N/A Shear - Steel : 0.0723 - Breakout (case 1) : 0.1678 2 67 Page 10 of 10 - Breakout (case 2) : 0.5033 - Breakout (case 3) : 0.1118 - Pryout : 0.2042 T.Max(0.46) + V.Max(0.50) = 0.97 <= 1.2 [Sec D.7.3] Interaction check: PASS Use 5/8" diameter Carbon Steel Strong-Bolt 2 anchor(s) with 3.875 in. embedment 7 7 Page 1 of 9 Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name : Date/Time : 1/18/2013 10:52:19 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-3037 a) Layout Anchor : 5/8" Strong-Bolt 2 Number of Anchors : 6 Steel Grade: Carbon Steel Embedment Depth : 3.875 in Built-up Grout Pads : No Gx1 $x1 cx2 C y2 I Vuay, �by2 S MuyC) IS Sy2 Nua. ¶ux vuax `J e y. Sy1 I! ---10 2 lb Co y1 b 1 b 6 ANCHORS 'Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. 4 INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 36 in cx2 • 36 in cyl : 36in cy2 : 36 in bx1 : 1.5 in bx2 : 1.5in by1 : 1.5 in by2 : 1.5in C Page 2 of 9 sx1 : 8 in sy1 : 9 in sy2 : 9in b) Base Material Concrete : Normal weight fc • 4000.0 psi Cracked Concrete : Yes `P : 1.00 Condition : B tension and shear 4F p : 2210.0 psi Thickness, ha : 6.5 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 •Nua : 0 lb Vuax • 0 lb Vuay • 13280 lb Mux : 0 lb*ft M : 0 lb*ft uy ex : 0in e : 0in Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From ICC-ES ESR-3037 : Anchor Model = STB2-62CS da = 0.625 in Category = 1 hef = 3.25 in hmin = 6.18 in cac = 7.93 in cmin = 6.5 in smin = 5 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 0.00 lb Anchor#2 N ua2 = 0.00 lb Anchor #3 N ua3 = 0.00 lb Anchor #4 N ua4 = 0.00 lb Anchor #5 N ua5 = 0.00 lb Anchor #6 N ua6 = 0.00 lb 2 Page 3 of 9 Sum of Anchor Tension ENua = 0.00 lb ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 2213.33 lb (V ualx = 0.00 lb , V ualy = 2213.33 lb ) Anchor#2 V ua2 = 2213.33 lb (V ua2x = 0.00 lb , V ua2y = 2213.33 lb ) Anchor #3 V ua3 = 2213.33 lb (V ua3x = 0.00 lb , V ua3y = 2213.33 lb ) Anchor #4 V ua4 = 2213.33 lb (V ua4x = 0.00 lb , V ua4y = 2213.33 lb ) Anchor #5 V ua5 = 2213.33 lb (V ua6x = 0.00 lb , V ua6y = 2213.33 lb ) Anchor #6 V ua6 = 2213.33 lb (V ua6x = 0.00 lb , V ua6y = 2213.33 lb ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 13280.00 lb e'Ux = 0.00 in e'Vy = 0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se f uta [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa = 19070 lb (for each individual anchor) [ ICC-ES ESR-3037 ] = 0.75 [D.4.4] Nsa = 14302.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANcIANco4'ec,Ntred,NtPc,N4fcp,NNb [Eq• D-5] Number of influencing edges = 0 hef = 3.25 in '4Nco = 95.06 in2 [Eq. D-6] ANc = 492.56 in2 "ec,Nx = 1.0000 [Eq. D-9] 4 ec,Ny = 1.0000 [Eq. D-9] Tec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Smallest edge distance, ca,min = 36.00 in Page4of9 4'ed,N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `Pc,N = 1.0000 [Sec. D.5.2.6] `t'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = k7�J f ' c hef1.5 = 6299.47 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 32640.45 lb [Eq. D-5] = 0.65 [D.4.4] (I)Ncbg = 21216.29 lb (for the anchor group) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Npn = c,pNp Npn = 4739Ib (fc/2,500 psi)0.5 = 5994.41 lb = 0.65 (1)Npn = 3896.37 lb 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. - 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 11035.00 lb (for each individual anchor) [ ICC-ES ESR-3037 ] = 0.65 [D.4.4] Vsa = 7172.75 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... Ucbgx = Avcx/Avcox'Pec,V4jed,VPc,VPh,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 585.00 in2 Avcox = 2592.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] 't'ed,V = 1.0000 [Eq. D-27 or D-28] `tJc,v = 1.0000 [Sec. D.6.2.7] I - Page 5 of 9 Thy = 1,1 (1.5ca1 / ha) = 2.3534 [Sec. D.6.2.8] Vbx = 70e/da )O.2.� daX-4 f c(ca1)1.5 [Eq. D-24] • 1e = 3.25 in Vbx = 57224.97 lb Vcbgx = 30394.92 lb [Eq. D-22] = 0.70 Vcbgx = 21276.44 lb (for the anchor group) In y-direction... Vcbgy = Avcy/AvcoyPec,VLPed,V'c,V'h,v Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcy = 520.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] `t'ec,V = 1.0000 [Eq. D-26] Ted,V = 1.0000 [Eq. D-27 or D-28] `t'c,V = 1.0000 [Sec. D.6.2.7] h V = (1.5ca1 / ha) = 2.3534 [Sec. D.6.2.8] Vby = 7(le/da )O.2 dad fc(ca1)1.5 [Eq. D-24] 1e = 3.25 in Vby = 57224.97 lb Vcbgy = 27017.71 lb [Eq. D-22] = 0.70 Vcbgy = 18912.40 lb (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x-direction... Vcbgx = Avcx/AvcoxkPec,VT ed,V�c,V�h,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 585.00 in2 Avcox = 2592.00 in2 [Eq. D-23] `I'ec,V = 1.0000 [Eq. D-26] 't'ed,V = 1.0000 [Eq. D-27 or D-28] `t`c,V = 1.0000 [Sec. D.6.2.7] `�'h,V = 4 (1.5ca1 I ha) = 2.3534 [Sec. D.6.2.8] Page 6 of 9 Vbx = 70e/ da )0.2.\i dak fc(ca1)1.5 [Eq. D-24] Ie = 3.25 in Vbx = 57224.97 lb • Vcbgx = 30394.92 lb [Eq. D-22] = 0.70 Vcbgx = 21276.44 lb (for the entire anchor group) In y-direction... Vcbgy = Avcy/Avcoy4jec,V4jed,VYjc,VPh,V Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcy = 520.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] `gec,V = 1.0000 [Eq. D-26] `Ped,V = 1.0000 [Eq. D-27 or D-28] `f`c,v = 1.0000 [Sec. D.6.2.7] `f`h,V = (1.5ca1 / ha) = 2.3534 [Sec. D.6.2.8] Vby = 7(1e/ da )0.2 N1 dad' f c(ca1)1.5 [Eq. D-24] le = 3.25 in Vby = 57224.97 lb Vcbgy = 27017.71 lb [Eq. D-22] = 0.70 Vcbgy = 18912.40 lb (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/Avcoxltfec,VlPed,Vqfc,V4'h,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 585.00 in2 Avcox = 2592.00 in2 [Eq. D-23] Ye" = 1.0000 [Eq. D-26] `tf ed,V = 1.0000 [Sec. D.6.2.1(c)] `Pc,v = 1.0000 [Sec. D.6.2.7] `f'h,V = '1 (1.5ca1 / ha) = 2.3534 [Sec. D.6.2.8] 1) Page 7 of 9 Vbx = 7(le/da )0.2 daX•J fc(ca1)1•5 [Eq. D-24] 1e = 3.25 in Vbx = 57224.97 lb Vcbgx = 30394.92 lb [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 60789.84 lb = 0.70 Vcbgy = 42552.89 lb (for the anchor group) Check anchors at cy1 edge Vcbgy = Avcy/Avcoy'Pec,Vklied,VTc,V'h,V Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Awl/ = 520.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] `t`ec,V = 1.0000 [Eq. D-26] kjed,v = 1.0000 [Sec. D.6.2.1(c)] `Pc,V = 1.0000 [Sec. D.6.2.7] � 'h,v = (1.5cal / ha) = 2.3534 [Sec. D.6.2.8] Vby = 70e/da )0.2,\/ dad.J fc(ca1)1.5 [Eq. D-24] le = 3.25 in Vby = 57224.97 lb Vcbgy = 27017.71 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 54035.41 lb = 0.70 Vcbgx = 37824.79 lb (for the anchor group) Check anchors at cx2 edge Vcbgx — Avcx/Avcox`Pec,VtFed,V`Yc,VPh,V Vbx [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcx = 585.00 in2 Avcox = 2592.00 in2 [Eq. D-23] t'ec,V = 1.0000 [Eq. D-26] Page 8 of 9 l'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] `Pc,V = 1.0000 [Sec. D.6.2.7] Th,V = / (1.5ca1 / ha) = 2.3534 [Sec. D.6.2.8] Vbx = 70e/da )0.2 Y daXI fc(ca1)1.5 [Eq. D-24] 1e = 3.25 in Vbx = 57224.97 lb Vcbgx = 30394.92 lb [Eq. D-22j Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 60789.84 lb = 0.70 Vcbgy = 42552.89 lb (for the anchor group) Check anchors at cy2 edge Vcbgy = " wcy/' 'vcoy ec,VTed,Vkic,VPh,V Vby [Eq. D-22] cal = 24.00 in (adjusted for edges per D.6.2.4) Avcy = 520.00 in2 Avcoy = 2592.00 in2 [Eq. D-23] `Yec,V = 1.0000 [Eq. D-261 kjed,v = 1.0000 [Sec. D.6.2.1(c)] c,v = 1.0000 [Sec. D.6.2.7] `h V = (1.5ca1 / ha) = 2.3534 [Sec. D.6.2.8] Vby = 7(Ie/ da )0.2._I dad' fc(ca1)1.5 [Eq. D-24] le = 3.25 in V Vby = 57224.97 lb Vcbgy = 27017.71 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 54035.41 lb = 0.70 Vcbgx = 37824.79 lb (for the anchor group) . 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = kcpNcbg [Eq. D-30] kcp = 2 [Sec. D.6.3.1] Page 9 of 9 e'vx = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) `tjec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `t'ec,Ny = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) g'ec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Ncbg - (ANca/ANc)(4'ec,N'/LPec,N)Ncbg Ncbg = 32640.45 lb (from Section (5) of calculations) ANc = 492.56 in2 (from Section (5) of calculations) ANca = 492.56 in2 (considering all anchors) `t'ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 32640.45 lb (considering all anchors) Vcpg = 65280.89 lb = 0.70 [D.4.4] Mpg = 45696.62 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout : 0.0000 - Sideface Blowout : N/A Shear - Steel : 0.3086 - Breakout (case 1) : 0.2341 - Breakout (case 2) : 0.7022 - Breakout (case 3) : 0.1560 - Pryout : 0.2906 T.Max(0) <= 0.2 and V.Max(0.7) <= 1.0 [Sec D.7.2] Interaction check: PASS Use 5/8" diameter Carbon Steel Strong-Bolt 2 anchor(s) with 3.875 in. embedment 02(0A-bus, pow = / /4 f 0#.4 a /z k. Poremi s *.e.4.) - ze-1) /4,7 z -3,5!" 7- • ✓L -0-i--€ 4 597 uG t 0.44 <...ip fr7;A, in ...._,,p,5 -_/ j - - / /;S 4 C(/4* 1.0 A:- ___fricoe .t" .7. _% ,qA)9- foe... , PL o,50il ) /¢/41 ( ) = /Ztpk- J t /10 f,,c 754 A-119 c. 7,413tco /kt... z5.6,,t- 57% VelfOki o z/zet4- z,f. le , c„ /5:SC�.z) 4t a% - ¢' sp,L to. 1tO z, z 0, 741 w Page 1 of 11 Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name : Date/Time : 1/18/2013 3:36:53 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-2508 a) Layout Anchor : 3/4" SET-XP Number of Anchors : 4 Steel Grade: F1554 GR. 36 Embedment Depth : 7 in Built-up Grout Pads : No Cxl $x7 Dx2 C y2 F-30 Muyn Na r' V uax V ey Syj + f x c yi bxl by1 bx2 4 ANCHORS •Nua IS POSITIVE FOR TENSION AND NEGATIVE FOR COMPRESSION. •INDICATES CENTER OF FOUR CORNER ANCHORS Anchor Layout Dimensions : cx1 : 18 in cx2 : 18in cy1 : 18 in cy2 • 18 in bx1 : 1.5 in bx2 : 1.5 in bye : 1.5 in bye • 1.5 in Page 2of11 sx1 : 11 in sy1 : 11in b) Base Material Concrete : Normal weight fc : 2500.0 psi Cracked Concrete : Yes c v •:• 1.00 Condition : B tension and shear (1)F : 1381.3 psi Thickness, ha : 18 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 °F short term and 75 °F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 5600 lb Vuax : 0 lb Vuay : 0 lb Mux • 0 lb*ft Muy • 0 lb*ft ex : 0in - e : 0in Moderate/high seismic risk or intermediate/high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and/or seismic loads : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From ICC-ES ESR-2508 : Anchor Model = SETXP da = 0.75 in Category = 1 hef = 7 in hmin = 10.75 in cac = 21 in cmin = 1.75 in smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 1400.00 lb Anchor #2 N ua2 = 1400.00 lb Page 3 of 11 Anchor #3 N ua3 = 1400.00 lb Anchor#4 N ua4 = 1400.00 lb Sum of Anchor Tension ENua = 5600.00 lb ax = 0.00 in a = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor#1 V ual = 0.00 lb (V ualx = 0.00 lb , V ugly = 0.00 lb ) Anchor#2 V ua2 = 0.00 lb (V ua2x = 0.00 lb , V ua2y = 0.00 lb ) Anchor #3 V ua3 = 0.00 lb (V ua3x = 0.00 lb , V ua3y = 0.00 lb ) Anchor#4 V ua4 = 0.00 lb (V ua4x = 0.00 lb , V ua4y = 0.00 lb ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 lb e'Vx = 0.00in e'vy = 0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. 0-3] Number of anchors acting in tension, n = 4 Nsa = 19370 lb (for each individual anchor) [ ICC-ES ESR-2508 ] = 0.75 [1.4.4] (1)Nsa = 14527.50 lb (for each individual anchor) 5) Concrete Breakout Strength of Anchor Group in Tension [Sec. D.5.2] Ncbg = ANc/ANco`I'ec,N' ed,N4jc,N4fcp,NNb [Eq. D-5] Number of influencing edges = 0 hef = 7 in ANco = 441.00 in2 [Eq. D-6] ANc = 1024.00 in2 `Pec,Nx = 1.0000 [Eq. D-9] ec,Ny = 1.0000 [Eq. D-9] 1 ec,N = 1.0000 (Combination of x-axis & y-axis eccentricity factors.) Smallest edge distance, ca,min = 18.00 in 110 • Page 4 of 11 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 = 1.0000 [Sec. D.5.2.6] cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kcr,ij f' c hef1.5 = 15742.22 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncbg = 36553.36 lb [Eq. D-5] ( = 0.65 [D.4.4] 4)seis = 0.75 4)Ncbg = 17819.77 lb (for the anchor group) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] Tk,cr = 760 psi [ ICC-ES ESR-2508 ] Tk,max,cr = kcr No/ f c/(7t da) [Eq. D-16i] kcr = 17 [ ICC-ES ESR-2508 ] hef (unadjusted) = 7 in = 954.46 psi Tk,max,cr Nao = tk,crn dahef= 12534.95 lb [Eq. D-16f] tik,uncr = 1905.00 psi for use in [Eq. D-16d] scr,Na = min[20 da 4 (tk,uncr11450) , 3hef] = 17.193 in [Eq. D-16d] ccr,Na = scr,Na/2 = 8.597 in [Eq. D-16e] Nag = ANa/ANao'Ped,Na g,Nakfec,NaPp,NaNao [Eq. D-16b] ANao = 295.60 in2 [Eq. D-16c] ANa = 794.85 in2 ec,Nax = 1/(1+2e'Nx/scr,Na) = 1.0000 [Eq. D-16j] �ec,Nay = 1/(1+2e'Ny/scr,Na) = 1.0000 [Eq. D-16j] ec,Na = 1.0000 (Combination of x-axis and y-axis eccentricity factors.) . Smallest edge distance, ca,min = 18.00 in `Yed,Na = 1.0000 [Eq. D-16I] p,Na = 1.0000 [Sec. D.5.3.14] ''g,Na = g,Nao+(S/Scr,Na)0 5(1-Tg,Nao) [Eq. D-16g] s = 11 in (largest spacing) 1/1 Page 5 of 11 qjg,Nao = max{ n - [( I n 1)(Tk,cr/tk,max,cr)1 5], 1.0} [Eq. D-16h] fg,Nao = 1.2895 gNa = 1.0579 Nag = 35658.00 lb [Eq. D-16b] ( = 0.65 [ ICC-ES ESR-2508 ] 4)seis = 0.75 (l)Nag = 17383.27 lb (for the anchor group) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 11625.00 lb (for each individual anchor) Veq = Vsaay.seis [AC308 Eq. 11-27] °CV.seis = 0.68 [ ICC-ES ESR-2508 ] Veq = 7905.00 lb = 0.65 [D.4.4] Veq = 5138.25 lb (for each individual anchor) 9) Concrete Breakout Strength of Anchor Group in Shear [Sec D.6.2] Case 1: Anchor(s) closest to edge checked against sum of anchor shear loads at the edge In x-direction... Vcbgx — Avcx/Avcoxgfec,Vlhed,V4jc,Vqfh,V Vbx [Eq. D-22] cal = 12.00 in (adjusted for edges per D.6.2.4) Avcx = 846.00 in2 Avcox = 648.00 in2 [Eq. D-23] Teo/ = 1 .0000 [Eq. D-26] 1fed,V = 1.0000 [Eq. D-27 or D-28] `Pc,V = 1.0000 [Sec. D.6.2.7] 1.1'h V = �' (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vbx = 70e/ da )O.2 daA-v fc(ca1)1.5 [Eq. D-24] le = 6.00 in Vbx = 19098.03 lb 147, Page 6 of 11 Vcbgx = 24933.54 lb [Eq. D-22] = 0.70 4seis = 0.75 Vcbgx = 13090.11 lb (for the anchor group) In y-direction... Vcbgy — vcy/Avcoy��ec,V�lfed,V41c,VPh,V Vby [Eq. D-22] ' ' Cal = 12.00 in (adjusted for edges per D.6.2.4) Avcy = 846.00 in2 Avcoy = 648.00 in2 [Eq. D-23] 14 ec,V = 1.0000 [Eq. D-26] � 'ed,V = 1.0000 [Eq. D-27 or D-28] To/ = 1.0000 [Sec. D.6.2.7] ` 'h,V = (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(1e/ da )0.2.j daX Aj fc(ca1)1.5 [Eq. D-24] le = 6.00 in Vby = 19098.03 lb Vcbgy = 24933.54 lb [Eq. D-22] = 0.70 4seis = 0.75 Vcbgy = 13090.11 lb (for the anchor group) Case 2: Anchor(s) furthest from edge checked against total shear load In x-direction... Vcbgx = A vcx/Avcoxl}jec,Vgjed,VTc,V‘Ph,V Vbx [Eq. D-22] cal = 12.00 in (adjusted for edges per D.6.2.4) Avcx = 846.00 in2 Avcox = 648.00 in2 [Eq. D-23] `1'ec,v = 1.0000 [Eq. D-26] 4'ed,V = 1.0000 [Eq. D-27 or D-28] `t'c,V = 1.0000 [Sec. D.6.2.7] 14 h,V = (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vbx = 7(1e1 da )0.2 . j da} fc(ca1)1.5 [Eq. D-24] Page 7 of 11 1e = 6.00 in Vbx = 19098.03 lb Vcbgx = 24933.54 lb [Eq. D-22] = 0.70 �seis = 0.75 Vcbgx = 13090.11 lb (for the entire anchor group) In y-direction... Vcbgy = Avcy/Avcoytfec,VTed,VPc,Vih,V Vby [Eq. D-22] cal = 12.00 in (adjusted for edges per D.6.2.4) Avcy = 846.00 in2 Avbby = 648.00 in2 [Eq. D-23] Tec,V = 1.0000 [Eq. D-26] �ed,V = 1.0000 [Eq. D-27 or D-28] `Pc,V = 1.0000 [Sec. D.6.2.7] `Ph,V = '/ (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(Ie/ da )0.2 \f daA4 fc(ca1)1.5 [Eq. D-24] 1e = 6.00 in Vby = 19098.03 lb Vcbgy = 24933.54 lb [Eq. D-22] = 0.70 4 seis = 0.75 Vcbgy = 13090.11 lb (for the entire anchor group) Case 3: Anchor(s) closest to edge checked for parallel to edge condition Check anchors at cx1 edge Vcbgx = Avcx/AvcoxtPec,V ed,VtPc,VFh,V Vbx [Eq. D-22] cal = 12.00 in (adjusted for edges per D.6.2.4) Avcx = 846.00 in2 Avcox = 648.00 in2 [Eq. D-23] ''ec,V = 1.0000 [Eq. D-26] `Ped,v = 1.0000 [Sec. D.6.2.1(c)] `1'c,V = 1.0000 [Sec. D.6.2.7] 214/ Page 8 of 11 `1'h = f (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vbx = 70e/ da )0.2 daX i fc(ca1)1.5 [Eq. D-24] 1e = 6.00 in Vbx = 19098.03 lb Vcbgx = 24933.54 lb [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 49867.08 lb = 0.70 (1)seis = 0.75 d,Vcbgy = 26180.21 lb (for the anchor group) Check anchors at cy1 edge Vcbgy = ' 'vcy/AvcoyPec,VtJed,V4Jc,V'lJh,V Vby [Eq. D-22] n cal = 12.00 in (adjusted for edges per D.6.2.4) Avcy = 846.00 in2 Avcoy = 648.00 in2 [Eq. D-23] `1Jec,V = 1.0000 [Eq. D-26] lJed,V = 1.0000 [Sec. D.6.2.1(c)] c = 1.0000 [Sec. D.6.2.7] `Jh,V = 4 (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(Ie/ da )0.2,,j dad,til f c(ca1)1.5 [Eq. D-24] le = 6.00 in Vby = 19098.03 lb Vcbgy = 24933.54 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 49867.08 lb = 0.70 (I'seis = 0.75 'Vcbgx = 26180.21 lb (for the anchor group) Check anchors at cx2 edge • Vcbgx = Avcx/A J J lJ J vcox� ec,V ed,Vc,V� h,V Vbx [Eq. D-22] cal = 12.00 in (adjusted for edges per D.6.2.4) Page 9 of 11 Avcx = 846.00 in2 Avox = 648.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] `'ed,v = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] `Pc,V = 1.0000 [Sec. D.6.2.7] `1'h,V = (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vbx = 70e/da )0.2 da4q fc(ca1)1.5 [Eq. D-24] le = 6.00 in Vbx = 19098.03 lb Vcbgx = 24933.54 lb [Eq. D-22] Vcbgy = 2 * Vcbgx [Sec. D.6.2.1(c)] Vcbgy = 49867.08 lb = 0.70 4seis = 0.75 Vcbgy = 26180.21 lb (for the anchor group) Check anchors at cy2 edge Vcbgy = Avcy/Avcoytfec,V`1'ed,V`Pc,V`Ph,V Vby [Eq. D-22] cal = 12.00 in (adjusted for edges per D.6.2.4) Any = 846.00 in2 Anoy = 648.00 in2 [Eq. D-23] `Pec,V = 1.0000 [Eq. D-26] `1`ed,V = 1.0000 [Sec. D.6.2.1(c)] `Pox = 1.0000 [Sec. D.6.2.7] `Ph,V = (1.5ca1 / ha) = 1.0000 [Sec. D.6.2.8] Vby = 7(1e1 da )0.2,j daX lI fc(cal)1.5 [Eq. D-24] le = 6.00 in Vby = 19098.03 lb Vcbgy = 24933.54 lb [Eq. D-22] Vcbgx = 2 * Vcbgy [Sec. D.6.2.1(c)] Vcbgx = 49867.08 lb = 0.70 yb Page 10 of 11 (I)seis = 0.75 ()Vcbgx = 26180.21 lb (for the anchor group) • 10) Concrete Pryout Strength of Anchor Group in Shear [Sec. D.6.3] Vcpg = min[kcpNag,kcpNcbg] [Eq. D-30b] kcp = 2 [Sec. D.6.3.2] e'ux = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) e'Vy = 0.00 in (Applied shear load eccentricity relative to anchor group c.g.) 4'ec,Nx = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) = 1.0000 [Eq. D-9] (Calulated using applied shear load eccentricity) `Pec,Ny ec,N' = 1.0000 (Combination of x-axis & y-axis eccentricity factors) Nag = (ANaa/ANa)(4fec,Ojec,Na)Nag Nag = 35658.00 lb (from Section (6) of calculations) ANa = 794.85 in2 (from Section (6) of calculations) ANaa = 794.85 in2 (considering all anchors) 4jec,Na = 1 .0000 (from Section(6) of calculations) Nag = 35658.00 lb (considering all anchors) Ncbg = (ANca/ANc)( 'ec,N'/fec,N)Ncbg Ncbg = 36553.36 lb (from Section (5) of calculations) ANc = 1024.00 in2 (from Section (5) of calculations) ANca = 1024.00 in2 (considering all anchors) 1 ec,N = 1.0000 (from Section(5) of calculations) Ncbg = 36553.36 lb (considering all anchors) Vcpg = 71316.00 lb = 0.70 [D.4.4] 4'seis = 0.75 (I)Vcpg = 37440.90 lb (for the anchor group) 11) Check Demand/Capacity Ratios [Sec. D.7] Note: Ratios have been divided by 0.5 factor for brittle failure. Tension - Steel : 0.0964 - Breakout : 0.6285 -Adhesive : 0.6443 - Sideface Blowout : N/A 1/7 Page 11 of 11 Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : 0.0000 • - Breakout (case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.64) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 3/4" diameter F1554 GR. 36 SET-XP anchor(s) with 7 in. embedment OFFICE COPY STRUCTURAL ENGINEERING CALCULATIONS :REVISION ORCHARD SUPPLY HARDWARE City of Tigard DELTA 5 Approved Plans By P&) Date l i f/l? 9770 Southwest Scholls Ferry Road � �� ! � ���� Tigard, Oregon �w :mot- - (TENANT IMPROVEMENT) u,5ed 5.ti3 BYA# 12109 December 20, 2012 Prepared For: © P WARE MALCOMB t '-'' <v E<('',.P q 6363 Greenwich Dr. Ste. 175 // San Diego, CA 92122 rO,a .,-A f rr,I.kJ-7 LE2I'I k.22%; D Tt::fj BRAD YOUNG & ASSOCIATES, INC. STRUCTURAL ENGINEERING 1320 W. Herndon Avenue, Suite 101 • Fresno, California 93711 • 559-222-9600 • 559-222-9633 Fax • www.byaengineerine.com pm BRAD YOUNG&ASSOCIATES ,l. STRUCTURAL ENGINEERING OSH-Tigard, OR-Delta 5 Tigar, OR • INDEX TO THE CALCULATIONS PG Index i Project Description ii Design Parameters and Loads iii - iv& 1-2 Gridline 1 Storefront Gravity support 3 -4 Vestibule Storefront support 5 -7 Gridline 1 Storefront Column Gravity support 7 -8 Gridline 1 Storefront Out of plane support 9-8 Storefront Foundation Design 13 New opening header at gridline G 14 - 15 New Pallete Nursery Roof Design 16 -44 1356 West Dovewood Lane • Fresno,California 93711 • 559-431-4244 • 559-431-5476 Fax • www.byaengineering.com JOB OSH-Tigard, OR-Delta 5 12109 , I CLIENT Ware Malcob Architecture JOB NO. BRAD YOUNG&ASSOCIATES ,,. STRUCTURAL ENGINEERING DESIGN.BY RL DATE 12119/12 PAGE PROJECT DESCRIPTION : GENERAL: Delta 5 changes for this project consist of modifying the new storefront support at long Gridline 1 by additing interior column supports. Also there is an addition of new Pallete roof near gridlines 6 & 7. Also there is new storefront support ath vestibule near gridline 1. And the design of new CMU wall along Grid line 7. FOUNDATIONS: New isolated spread concrete footing. VERTICAL SYSTEM: New WF beam over steel HSS columns. • LATERAL SYSTEM: Out of plane lateral syste formed by HSS column and Beam. JOB OSH-Tigard, OR-Delta 5 12109 BRAD YOUNG&ASSOCIATES CLIENT Ware Malcob Architecture JOB NO. Di STRUCTURAL ENGINEERING DESIGN.BY RL DATE 12/19/12 PAGE ( DESIGN CRITERIA ARCHITECT: Ware Malcob Architecture CLIENT: Ware Malcob Architecture GEOTECHNICAL ENGINEER: N/A BUILDING DEPARTMNET OR REG. ANGENCY: City of Tigard BASIS FOR DESIGN: 1. CODE: IBC 2009/ OBC 2010 2. DESIGN LIVE LOADS: AREA DESIGN LIVE LOAD REMARKS Roofs: All roof surfaces (structure) 20 psf Reducible per Code Partition: N/A N/A Floor: (1) N/A Reducible per Code (2) N/A N/A (3) N/A N/A Snow: APPLICABLE 25.0 psf N/A Flat-roof snow load,(Pf)psf = 20.0 Snow Exp. Factor,Ce = 1.0 Snow Load Import.Factor,I = 1.0 Thermal Factor = 1.0 3. EARTHQUAKE DESIGN PARAMETERS: Analysis Procedure = Equivalent Lateral Force Procedure Seismic Design Category = D Occup. Category = II Importance Factor=1.0 Site Class = D R (N-S) = N/A R(E-W) = N/A (Ss) = 0.945 (St) = 0.340 (Sos) = 0.707 (Sol) = 0.390 Seismic Resp. Coeff. (Cs) = N/A Seismic Base Shear (V) = N/A Nonstructural Components: N/A Component: ap Rp = 4. WIND DESIGN PARAMETERS: Wind Speed (3-sec. gust) = 95 Exposure = C Category = II Importance Factor=1.0 Internal pressure Coeff. = + 0.18, -0.18 Enclosed Build. 4 \. 1. 12109- DESIGN CRITERIA-Delta 5 changes.xls JOB OSH-Tigard, OR-Delta 5 12109 '_, ,�. BRAD YOUNG&ASSOCIATES CLIENT Ware.Malcob Architecture JOB NO. STRUCTURAL ENGINEERING DESIGN.BY RL DATE 12/19/12 PAGE DESIGN CRITERIA 5. SOILS: Foundation Type: Continuous & Isolated Spread Footings Allow. Bearing Pressure: DL = 1500 psf DL+ LL = 1500 psf DL + LL+W or E = 2000 psf Frost Line = - Friction Coefficient = Passive Pressure = 100 psf Active Pressure = psf 6. CONCRETE: Footings: re = 3000 psi Slabs on Grade: f' 3000 psi Tilt-up Panels: f', = N/A psi CIP Walls & Columns: f' N/A psi Fill over Metal Deck: f'c = N/A psi Exterior Walks & Non-Structural Items: f'� = 2500 psi 7. REINFORCING: #4 and larger ASTM A615 Grade 60 #3 and smellier ASTM A615 Grade 40 Welded rebar ASTM A706 8. MASONRY: f'm = 1500 psi 9. STRUCTURAL STEEL: W and WT shapes ASTM A992 Other shapes and plates ASTM A36 Tubes ASTM A500 Grade B Pipes ASTM A53 Type E or S 10. BOLTS: Wood-to-Wood Connectns. ASTM A307 Wood-to-Steel Connectns. ASTM A307 Steel-to-Steel Connectns. ASTM A325-N typical (A325-SC as noted) 11. ANCHOR BOLTS: ASTM F1554-Gr.36 ASTM A572 Grade 50 or ASTM A449 as noted 12. WOOD: Stud Framing Lumber Douglas Fir#2 All Other Sawn Lumber Douglas Fir#1 Wood Connectors Simpson Strong Tie, UNO (OR Equivalent) 13. MANUFACTURED LUMBER: Simple Span Glu-Lam Beams 24F-V4 , Cantilever Glu-Lam Beams 24F-V8 12109- DESIGN CRITERIA-Delta 5 changes.xls • JOB OSH-Tigard, OR-Delta 5 12109 ,-, CLIENT Ware Malcob Architecture JOB NO. BRAD YOUNG&ASSOCIATES ,I. STRUCTURAL ENGINEERING DESIGN.BY RL DATE 12/19/12 PAGE Seismic Site Coefficients Job: OSH-Tigard,OR-Delta 5 Address: 9770Southwest Scholls Ferry Road,Tigard, Oregon Latitud: 45.448813 Longitud: -122.785376 Conterminous 48 States 2009 International Building Code Latitude= 45.44881 Longitude= . -122.785 Spectral Response Accelerations Ss and S 1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa= 1.0 , Fv= 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.945 (Ss, Site Class B) 1.0 0.34 (SI , Site Class B) Site Class D Fa= 1.122 Fv= 1.720 0.2 1.060 (Sus, Site Class D) Fa x Ss 1.0 0.585 (SMI, Site Class D) Fv x S1 0.2 0.707 (SDS, Site Class D) 2/3 x SMs 1.0 0.390 (S DI, Site Class D) 2/3 x SM1 Seismic Design Category (SDS): D 1V Orchard Supply Hardware Tigard (OR) T.I. - New storefront opening D 0:rft Design Parameters Code = 2010 OBC Wind = 90-C, Iw=1.0 Seismic = Site Class D Ss = 0.945 S1 = 0.340 1=1.0 R=N/A Steel fy (W.F.)A992 = 50 ksi, UNO Steel fy (Tube)A500 Grade B = 46 ksi, UNO Steel fy (Pipe)A53 Grade B = 35 ksi, UNO Steel fy (Misc.)A36 = 36 ksi, UNO Light gage studs fy = 50 ksi minimum, UNO High Strength Bolts =A325N Typical Bolts =A307 Concrete f'c (Foundation) = 3000 psi, UNO Concrete f'c (walls) = 3000 psi, UNO Concrete f'c (Columns) = 3000 psi, UNO Concrete f'c (Floor desks) = 3000 psi, UNO Rebar#3 bars = Gr. 40, fy = 40,000 psi, UNO Rebar#4 and larger bars = Gr. 60, fy = 60,000 psi, UNO Welded Rebar =A706 Dimensioned Lumber = DF#2, UNO Glulam Beams = 24F-V4 @ simple spans, UNO = 24F-V8 @ Cantilever spans, UNO Wood Connectors = Simpson Strong Tie, UNO (Manufacture) (Equivalent may be used) Masonry f'm = 1500 psi, UNO Allowable Soil Bearing Pressure = 1500 psf (CBC minimum) Note: The above material properties are typical properties and apply unless noted otherwise within this calculation package. The materials listed are not necessarily used in this design. Please see the following calculations for the actual types of materials used for this specific design. BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH • Loading Main Roof DI-roof 15•psf DI-roof = 15 lb ft DLroof.nursery 15•psf DLroof.nursery = 15 lb ft DLE.Roof 66•psf DLE.Roof = 66 lb ft 1-1-roof 20 psf LLroof = 20 lb ft2 SLroof 20•psf SLroof = 20 lb ft 2 lb DI-wall.wood 15•psf DI-wall.wood - 15 ft2 Note: When possible reduce roof live load for tributary area perASCE 7-05 Section 4.9. When applicable live load reduction will be noted by R1 2-■ BRAD YOUNG 8 ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Item Storefront Gravity System: Member B1 - New WF beam Size new steel beam below existing concrete wall to carry all gravity loads. Live Load controls over snow load. L := 33.75•ft spans (12'-3", 9'-9" & 12'-3") use: 12.25 Worse Case Hconc.wall 25.1•ft Hwall.opng 13.1'ft Wconc (Hconc.wall - Hwall.opng)•15o• lb 7.5•in •ft = 1 125 lb— ft 12•in ft (New roof) w tributary := 2 12.92 ft Tributary width to Beam wDL DLroof'wtributary wDL = 96.91p1f wLL LLroof'wtributary wLL = 129.2•plf (New Wood wall) wtributary 735•ft wDL 1s.ft lb 'wtributary wDL = 116.25.plf (Girder point load) lb DLE.Roof 66• 2 ft PDL := 0.25•(26.1 ft 75.67 ft) DLE.Roof = 32587.285 lb at L= 8.5' PLL := 0.25•(26.1•ft•75.67•ft)•LLroof = 9874.935 lb (Lower roof) wtributary 6'75 ft tributary Tributary width to Beam - 2 wDL DLE.Roof'wtributary wDL = 222.75•plf wLL LLroof'wtributary wLL = 67.5 plf Use: W18x46 % , P. r (1r1d IVIS►s BRAD YOUNG & ASSOCIATES Copyright 12012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Title Block Line 1 Project Title: Tile Block Line 1 Project Tile: ' You can change this area Engineer: Project ID: You can change this area Engineer: Proiecl ID-. using the'Settings'menu item Project Descr: using the'Settings'menu item Project Descr: and then using the'Printing& and then using the'Printing& Title Block'selection- TiUe Block'selection. Title Block Line 6 emus 19 DEC 2012 s iron Tile Block Line 6 Steel Beam File=O:Wewnpe120121121091dag1C7A4YC-F112109.ec6 Steel Beam Flk=O:Weeinuel20121121091AegIC7A4YC-n12109.ec6 ` ENERCALC.INC 1987-2012.Budd 6.12.1130.Ver6.11531 ENERCALC,INC 1167-2012,8ude 612.11.30,Vtr6.115.31 Description: el-NEW STOREFRONT GRID LINE)•MODIFIED Description: el-NEW STOREFRONT GRID LINE 1-MODIFIED CODE REFERENCES Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Calculations per AISC 360-05 Segment Length Spare M V Mmax. Mnax- Ma-Max Moe Mnx/Omega Cb Rm Va Max Vro Vnx/Omega Load Combination Set:ASCE 7-05 +D+0.750U+0.750L+0.5250E+H I L Material Properties +DDegn.L+0.12 9.25 250E«H 1 0.765 0336 145.65 145.89 317.86 19034 1.26 1.00 43.84 195.48 130.32 Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 kd Dsgn.L= 12.250 1 0.765 0336 145.65 145.65 317.86 190.34 1.26 100 43.84 195.48 130.32 Beam Bracing Completely Unbraced E:Modulus: 29,000.0 ksi +0.60D+W+H Bending Axis: Major Axis Bending �i 2511 I 0.395 0.174 74.46 74.46 314.57 188.36 1.24 100 22.68 195.48 130.32 Load Combination ASCE 7-05 Dap.L= 12.25 6 I 0.395 0.174 74.46 74.46 314.57 18136 124 100 22.68 195.48 130.32 0(0.1161 Overall Maximum Deflections•Unfactored Loads • • 0(0.97)Lr(0.129�1S577�1-0 • Load Combination Span Max.'=Del Location n Span Loud CombInslbil max.••••Del Location in Span 11 • D(0.2221 Lr(043615}s(0 W9)u9��196oi . D41.S 1 0.2079 6554 0.0000 0.000 • D(1125) • • 1------ • . .--- -- • Vertical Reactions-Unfactored Sgportraxaam:Far left*ft Values m KIPS Load Combination Supped 1 Support 2 Overall MAX.., 33.622 93.620 D Only 25.1W 37.796 Span.12.250 It Lr Orgy 4231 8.062 W1&c46 S Only 4.231 8.062 Lr+S 8.462 16.124 Applied Loads Service loads entered.Load Factors will be applied for calculations. D+t-r 29391 45.858 Beam self weight calculated and added to loads D+S 29.391 0.5'920 Uniform Load:0=1.125 kill,Tributary Wdlh=1 0 ft,(canc.wall) D+Lr`S 33.622 53.920 Pant Load:0=32.588.Lr=9.880.S=9.880 k 6)8.50 ft.Roof Girder) Uniform Load:0-0.2220,Lr=0.0680.S=0.0680 kilt.Tributary Width=1011(iowerr root) Uniform Load:D=0.970.Lr=0.1290,S=0.1290 k/ft,Tributary Width=1.0 ft.(upper roof) Uniform Load:0=0.1160 kilt,Tributary Width=1.0 It(wood wall) DESIGN SUMMARY 111M=11111111 Maximum Bending Stress Ratio = 0.800:1 Maximum Shear Stress Ratio= 0.362:1 Section used for this span W18x46 Section used for this span W18x48 Ma:Applied 152.833 k-ft Va:Applied 45.858 k Mn 7 Omega:Allowable 190.943k-ft Vn/Omega:Allowable 130.320 k Load Combination «D+U+H Load Combination +D+Lr-.H Location of maximum on span 8.453ft Location of maximum on span 12.250 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.031 in Ratio= 4,779 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0208 in Ratio= 707 Max Upward Total Deflection 0.000 in Ratio• 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Rabe Summary of Moment Values Summary of Shear Values Segment Length Span N M V Mme%+ Hoax- Ma-Max Moe Mnx/Omega Cb R1n Va Max Via VnxuOmega D Only Dagt L= 1215 9 1 0.659 0.290 124.11 124.11 314.57 188.36 124 1.00 37.80 195.48 130.32 +O+L+H Dagn L• 1225 It 1 0 659 0290 124.11 124.11 314.57 188.36 114 1.00 37.60 195.48 130.32 Dag.L= 1225 It 1 0.800 0.352 152.83 152.83 318.87 190.94 1.26 1.00 45.86 195.48 130.32 +O+S+H Dag.L= 12.2511 1 0800 0.352 152.83 152.83 318.87 190.94 1.26 1.00 45.86 195.48 130.32 +0+0.7501J+0.750L+H Dag.L= 12.25 a 1 0.765 0.336 145.65 145.65 317.86 190.34 1.26 1.00 4184 195.48 130.32 +0+0.7501.0.750541 Dsg.L= 12.25 8 1 0.765 0.336 145.65 145.65 317.89 190.34 1.26 1.00 43.84 195.48 130.32 .0.W•H Dsgn.L= 12.25 5 1 0.659 0290 121.11 124.11 314.57 188.36 1.24 1.00 37.80 195.48 130.32 =0+0.70E+H Dag.L= 12.25 It 1 0.659 0.290 124.11 124.11 314.57 188.36 1.24 1.00 37.80 195.48 130.32 .0•0.75061-0.750L-0.750W+H Osgd.L= 122511 1 0.765 0.336 145.65 14165 317.86 190.31 1.26 100 43.84 195.48 130.32 +0+0.7504.0.7506.0.750W+H Osgn.L= 12.25 8 1 0.765 0.336 14565 145.65 317.89 190.34 1.26 1.00 4184 195.48 130.32 ---.\::14- • See attached calculation pag. for analysis Storefront Wind Force: Exposure C V := 90 Kzt •= 1.0 Kz := 0.85 Kd := 0.85 := 1.0 qh := 0.00256•Kz•Kzt.Kd•I•V2•psf qh = 14.982 lb-2 ft p = gh[(GCp)-(GCpi)] EQ 6-22 (Components and Cladding Low Rise Buildings) GC p 1 := 0.8 External Pressure Coefficient (Positive Face) GC p 2 :_ —0.9 External Pressure Coefficient (Negative Face) GCp• := 0.18 Internal Pressure Coefficient Windward Pressure := gh•[GCp.1 — (—GCpi)] p = 14.682•psf Leeward Pressure plw gh•[GCp.2 — (GCpi)] plw = —16.18•psf lPlwl = 16.18 Ib ft Wwind :_ ( 1plw lb l� = 16.18 2 ft Storefront Beam Design L1 := 13.25•ft (7.2•ft+ 6.ft) Htrib. := 2 = 6.6ft Pw •= Wwind•Htr•b. = 106.79 b Wind Forces acting on intermediate storefront beam Use: HSS6x4x5/16 See attached calculation pag. (, for analysis BRAD YOUNG &ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.. Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,Califomia 93711 Engineer: SH Title Block Line I Project Title. Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: You can change this area Engineer: Project ID: using the*Settings*menu item Project Descr: using[he'Settings'menu item Project Descr: and then using the'Printing& and then using the*Printing& Title Block'selection. Title Block'selection. Title Black Line 6 Poor ISOEC:ma.6srrr Title Block Line 6 P..19oEC20r,snore Steel Beam Files 0.5 ace.inps12 01 7112 1WWpICIA4YC-F112109.ecfi File=O:Idre.upr1012112109bp CTASYC-F712fteB.se6 ENERCALC,INC',983.2012,0uild 6.12 11.3O,Ver6.11.531 Steel Beam ENERCALC,INC 19832012,eutS'6.12.11.30,Ver6.11.53r 1 1 Description: main enlreeStorelron Sliding doors support Description: main entree-Sloretronl-Stirling doors support CODE REFERENCES Load Combination Max Stress Ratios Summery of Moment Values Summary of Shear Values Calculations per RISC 360-05 Segment LengOr Span N M V Mmes. Mmes- Ma-Max Max Mnx/Omega Cb Rm Va Max Vnx VnxlOmega Load Combination Set:ASCE 7-05 Osgn.l= 13251t 1 0.132 0.024 2.35 235 29.71 17.79 1.14 1.00 0.71 50.23 30.08 +0.600.0.70E.H Material Properties Dsgn.L= 13251 1 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 Analysis Method:Allowable Strength Design Fy:Steel Yield: 46.0 ksi Overall Maximum Deflections-Unfactored Loads Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Load Combination Span Max."Deft Location In Span Load Combxlallon Max'+'Deft Location in Span Bending Axis. Minor Axis Bending Load Combination ASCE 7-05 W Only 1 0.1954 6.691 0.0000 0.000 Vertical Reactions-Untactored Support notation:Far left is*1 Values in KIPS Load Combination Support 1 Support 2 W(0.107) Overall MAXmmm 0.709 0.709 ♦ • ♦ • I• W Only 0.709 0.709 `z_< Span=13.250 ft .Y HSS6x4x5/16 Applied Loads Service loads entered.Load Factors wIS be applied for calculations. Uniform Load:W=0.1070 k/ft,Tnbutary Width=1.0 fl DESIGN SUMMARY :1=1:12 Maximum Bending Stress Ratio = 0.132:1 Maximum Shear Stress Ratio= 0.024:1 I Section used for this span HSS6x4x5/16 Section used for this span HSS6x4x5/16 Ma:Applied 2.348 k-ft Va:Applied 0.7089 k Mn I Omega:Allowable 17.789 k-ft VMOmega:Allowable 30.078 k Load Combination .D+W+H Load Combination +0+W.H Location of maximum on span 6.625fl Location of maximum on span 0.000 ft Span it where maximum occurs Span*1 Span*where maximum occurs Span*1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio S 0<360 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.195 in Ratio= 814 Max Upward Total Deflection 0.000 in Ratio= 0<120 Maximum Forces&Stresses for Load CombhlatIons Load Combination Max Stress Ratios Summary of Moment Values Summary of Sher Values_ Segment Length Span* M V Minas+ !Amax. Ma-Max Mny Mny/Omega Cb Rat Va Max Vny Vny/Ormga 0 Only Dsgn.L= 13.25 5 1 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 .0•l+H Dsgn.L= 13.25 f 1 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 .O+Lr.H Dsgn.L= 13.25 fl 1 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 +0+5.0 05011.L= 13.25 8 t 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 +0.0.750Lr.0.750L+H Dsgn.L e 13.25 0 1 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 *D.0.750L+0.750S+H Dsgn.L= 1325 It 1 0.000 29.71 17.79 1.00 1.00 .0.00 50.23 30.08 +D•Vy+H Dsgn.L= 13.25 f 1 0.132 0.024 2.35 2.35 29.71 17.79 1.14 1.00 0.71 50.23 30.08 +D•0.70E+H Dagn.L= 1325 ft 1 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 .0.0.750Lr.0.750L.0.750W.41 Deem L= 13.25 0 1 0.099 0.018 1.76 1.76 29.71 17.79 1.14 1.00 0.53 50.23 30.08 +0.0.750L40.7505.0.750W41 Dsgn.L 4 13.25 R 1 0.099 0.018 1.76 1.76 29.71 17.79 1.14 1.00 0.53 50.23 30.08 •0.0.750Lr.0.750L40.5250E+H osgn.L= 13.25 0 1 0.000 29.71 17.79 1.00 1.00 .0.00 50.23 30.08 .0.0.750L40.7505.0.5250E.H Dsgn.L= 13.25 8 1 0.000 29.71 17.79 1.00 1.00 -0.00 50.23 30.08 .0.60D+W+H • Column C2 - New HSS Column Hcol := 1°-1'ft B1 DL.reactions := 37.76•k PDL := B1 DL.reactions + 1s.14s•k = 529o81b B1 LL.reactions := 8•062•k PLL := B1 LL.reactions + 1.207 k = 9269 lb B1 SL.reactions 8.062.k PSL := B1 SL,reactions + 1.2o7•k = 9269 lb Out of Plane Loads wind := Pw•2 21 = 1414.9671b at 7.2 ft Use: HSS4 1/2x4 1/2x1/2 See attached calculation pag. C3 for analysis BRAD YOUNG &ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Title Block Une 1 Project Tile'. Tile Block Une 1 Project Tide: You can change this area Engineer: Project ID: You can change this area Engineer Proiect ID'. using the'Settings"menu item Protect Descr: using the'Settings'menu ilem Project Decor and then using the'Printing& and then using the'Printing& Title Block'selection. Tile Block'selection. Title Block Line 6 race r90ECT112 a stee Title Block Line 6 ec 19 DEC 2011 En. Steel Column FIN=0W'aWpn20121121W1anleaAWC-Fl12=W.R.e k Steel Column Fik=OWM9f201y12109WyClArYCFl12109.e6 ENERLALC,INC.19812012,9a64.12.1170 Yer6.115.71 1 ENERCALC,INC 1983 2012.Bad 8.12.11.30.Vol r.11531 1 Description: C2.New HSS CdalesModfed Desaiption: C2-New HSS Column.Mndded Code References Maximum Reactions•Unfactored Note:Only non-zero reactions are listed. Calculations perAISC360-05 X-X Axis Roden Y-Y/Ws Reaction AxulReaction Load Combinations Used:ASCE 7-05 Load Combination @sane Q Tap ease Q Top r Ba Only k k 5 General Information L7513k Lr Only k k 6.513 k Steel Section Name: HSS4-1!2x4-112x112 Overall Column Height 10.10 ft S Only k k 6.513 k Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned W Only k -0 400 1.009 x k D+Lr k k 64,339 k Sleet Stress Grade Brace condition for deflection(buckling)along columns: D.,S k k 64.339 k Fy:Sleet Yield 46.0 ksi X-X(width)axis D.W k -0.406 1,009 k 57,826 k E Elastic Bending Modulus 29,000.0 ksi Uniraced Length or X-X Axis buckling=10.1011 K=10 Dflr*S k k 70.852 k Load Combination: ASCE 7-05 Y-Y(depth)axis: o.tr.w k -0.406 1.009 k 64.339 k Unbraoed Length for X-X Airs buckling=10.1011.K=10 Maximum Deflections for Load Combinations•Unfactored Loads Applied Loads Service loads entered.Load Factors will be applied for calculations. Load Corrbuwtan Max.X-X Deflection Distance Max.V-Y Deflection Distance Column self weight included:251.501 lbs•Dead Load Factor D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft AXIAL LOADS. . UOnly 0.0000 el 0.000 It 0.000 in 0.000 ft Axial Load al 10.10 0.D=57.574.LR=6.513,S=6.513 k S Only 0.0000 in 0 000 It 0.000 in 0.000 0 RENDING LOADS W Only 0.0000 in 0.000 ft 0.078 in 5.626 II Lat.Point Load at 7.20 It creating Mx-x,W.1.415 k D+Lr 0.0000 In 0.000 It 0.000 in 0.000 l DESIGN SUMMARY 0.0 o 0000 in 0.000 ft 0.000 In 0.000 n D•W 00000 in 0.000 It 0.078 in 5.626 l Bending&Shear Check Results D•Lr•S 0.0000 in 0.000 ft 0.000 in 0.000 ft PASS Max.Axial+Beading Stress Ratio• 0.6627:1 Maximum SERVICE Load Reactions.. D+Lr.W 00000 in 0.000 ft 0.078 in 5626 ft Load Combkwwn +D+0.750Lr+0.750L*0.750W*H Top along X-X 0.0 k Steel Section Properties: HSS4-112n4-1)2x1)2 Location or mexebwe bees 7.185 fl Bottom along X-X 0.0 k Depth = 4.500 in lox - 18.10 M4 J 71.300 M4 At maximum location yokes ate... Top along Y-Y 1.009 k S xx = &03 1e3 Pa:Axial 62.710 k Bottom along Y-Y 0.4063 k _ Widn - 4.500 in R xx _- 1.610 in Pn/Omega:Allowable 130.758 k Maximum SERVICE Load Deflections.-. Wan Truck = 0.500 In Zx = 10200 M3 Max Applied 2.189 k-R Afea 6.950 iM2 yy = 18.100 kl"1 C = 14 800 n"3 Ma-x/Omega:Allowable 23.413 k-fl Along Y-Y 0.07841 in et 5_626 ft above base Weight = 24.901 pH Syy = 8.030 M3 May:Applied 0.0 k-fl for load combination:W Only R yy = 1.610 In Mn-y I Omega:Allowable 23.413 k-ft Along X-X 0.0 In al 0.0 ft above base Mr load caromalion: PASS Maximum Shear Stress Ratio= 0.02114:1 Vrg = 01x10 in Load Condnalion +D+W+H Location of nax.above base 7.253 ft At maximum location values are... Va:Applied 1.009 k Vn/Omega:Allowable 47.724 k i Load Combination Results - Maximum Axial_+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location k„I,., 71-rt"' -4I.-;„A..,. OOnly 0.442 PASS 0.00 ft 0.000 PASS 0.00 ft .:a •D+L+H 0.442 PASS 0.00 ft 0.000 PASS 0.00 ft *D.Lr+H 0.492 PASS 0.00 ft 0 000 PASS 0.00 ft ly3 +D.S.H 0.492 PASS 0.00 ft 0.000 PASS 0.00 ft I y Load 1 +0+0.750Lr+0.750L+H 0.480 PASS 0.00 ft 0.000 PASS 0.00 ft _ 1] .0.0.750L.0.750S•H 0.480 PASS 0.00 ft 0.000 PASS 0.00 ft +D+W+H 0.553 PASS 7.19 ft 0.021 PASS 725 R .0.0.70E+41 0.442 PASS 0.00ft 0.000 PASS 7.25 ft ' .0.0.750Lr+0.750L+0.750W.H 0.563 PASS 7.19 ft 0.016 PASS 7.25 ft +0.0.750L+0.750S+0.750W.H 0.563 PASS 7.19 R 0.016 PASS 725 ft .0.0.750Lr.0.750Lu0.5250E+H 0.480 PASS 0.00 ft 0.000 PASS 7.25 R +0.0.750L+0.7505.0.5250E41 0.480 PASS 0.00 ft 0.000 PASS 7.25 ft •O.80D.W+H 0.378 PASS 7.19 ft 0.021 PASS 7.25 ft • 4.50i^ _ L owls ere iom.e.ree pax,.Arc,...do nd r.n.cn.b.omair.dlen• .0.60D40.7DE•H 0.265 PASS 0.00 ft 0.000 PASS 7.25 ft Co Out of Plane Wall Frame System: Design a new framing for out of plane loads. Frame Grid Line 1 L := 33.75ft Length of frame hcolumn 24ft Height of column Hwall 25.lft Height of wall Hopening 13.Ift Height of opening Gravity Loads: All gravity load resisted by WF Lateral Loads: Exposure C V := 90 Kzt •.= 1.0 Kz •= 0.85 Kd := 0.85 I .= 1.0 qh := 0.00256•Kz.Kit.Kd•I•V2•psf qh = 14.982 lb-2 ft P = gh[(GCp)-(GCpi)] EQ 6-22 (Components and Cladding Low Rise Buildings) GC p � := 0.8 External Pressure Coefficient(Positive Face) GCp 2 •_ —0.9 External Pressure Coefficient(Negative Face) GCp• := 0.18 Internal Pressure Coefficient BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109 DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Windward Pressure pww := gh•[GCp.1 - (-GCpi)] pww = 14.682•pSf Leeward Pressure plw gh•[GCp.2 - (GCpi)] plw = -16.18•psf Iplwl = 16.18 lb— ft lwl hcolu - 1oft Pw Ip 2 Wind Forces acting on wall Pw = 113.262 ft See attached Risa calculation for frame design V di I Use: HSS6x6x3/8 Cols & HSS14x6x1/2 Bm ( lit' BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Company : Brad Young 8 Associates Dec 19.2012 Company : Brad Young 8 Associates Dec 19.2012 Designer : RL 6:37 PM Designer . RL 6:37 PM Job Number : 12109 Gridline 1-H-Frame Checked By Job Number 12109 Gndine 1-H-Frame Checked By i >•_ -_ -_- Global Global.Continued Display Sections for Member Calcs 5 Seismic Code ASCE 7-05 Max Internal Sections for Member Calcs 97 Seismic Base Elevation(ft) Not Entered Include Shear Deformation? Yes Add Base Weight? Yes Include Warping? Yes Ct Z .035 Trans Load Btwn Intersecting Wood Wall? Yes Ct X .035 Increase Nailing Capacity for Wind? Yes T Z(sec) Not Entered Area Load Mesh(in^2) 144 T X(sec) Not Entered Merge Tolerance(In) .12 R Z 3.5 P-Delta Analysis Tolerance 0.50% R X 3.5 • Include P-Delta for Walls? Yes Ct Exp.Z .75 Automaticly Iterate Stiffness for Walls? No Ct Exp.X .75 Maximum Iteration Number for Wall Sttffnes 3 SD1 _ _ .945 Gravity Acceleration(ft/sec^2) 32.2 SDS 1.678 Wall Mesh Size(in) 12 S1 .945 Eigensolution Convergence Tol.(1.E-) 4 TL(sec) Not Entered Vertical Axis Y Occupancy Cat I or II Global Member Orientation Plane XZ Seismic Detailing Code ASCE 7-05 Static Solver Sparse Accelerated Om Z 2.5 Dynamic Solver Accelerated Solver Om X 2.5 Rho Z 225 Hot Rolled Steel Code AISC 13th(360-05):ASD _ Rho X 2.25 Adjust Stiffness? Yes(lterative) RISAConnection Code AISC 13th(360-05):ASD Cold Formed Steel Code AISI NAS-01:ASD Hot Rolled Steel Section Sets Wood Code AF&PA NDS-05/08:ASD • - Wood Temperature __ <100F _ _ , • a•, - , , Concrete Code ACI 318 05 aim olumn H$$ex6x6_i olumn S.uare7ube e 00 _r 46Er�I 64.6 Masonry Code ACI 530-05:ASD a'n --,u HSS14x6x6 .-.„ Wide Flan.e _ u r NO�•}�. i r � U • Aluminum Code AA ADM1-05:ASD-Building Number of Shear Regions 4 Material Takeoff Region Spacing Increment(in) 4 Material Size Pieces Lenglhlftl______ WeigN(K1 Biaxial Column Method Exact Integration 1 Hot Rolled Steel Parme Beta Factor(PCA) .65 2 A500 Gr.46 HSS14x6x6 1 33.8 1.5 Concrete Stress Block Rectangular 3 A500 Gr.46 HSS6x6x6 2 48 1.2 Use Cracked Sections? Yes 4 Total HR Steel 3 81.8 2.8 Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam.Spacing? No Joint Coordinates and Temperatures Concrete Rebar Set REBAR SET ASTMA615 Label X N] Y-181 Z IM_ Temtz[F] Detach From Diao. Min%Steel for Column 1 Max%Steel for Column 8 _L— N1 0 0 0 2 N2 3375 0 0 I 0 3 N3 0 10 0 0 4 N4 33.75 10 0 0 . 5 N5 0 24 0 I 0 6 N6 33.75 24 0 1 0 Member Distributed Loads(BLC 3:WL) Member Label Direction Start Maynitude[IrJ5 Ft End Magndudefkf Fl start Locationlft%1 End Location(IL%1 i1 M3 I Z .107 I .107 I 0___11__ 0 I • Basic Load Cases L12 BLC DEL iption ., Ce1 ry I X Gravity I Y Gravity I Z Gravity Joint Point Distributed grea(Me iSuriacetP EL 1 RI SA-3D Version 10.0.1 [O:\...\2012112109\dwg\Calculations\12109-Gnline 1-new opening.r3d1 Page 1 RI SA-3D Version 10.0.1 [O:\...\2012\12109\dwg\Calculations\12109-Gnline 1-new opening.r3d] Page 2 T-- s Company : Brad Young 8 Associates Dec 19,2012 Company : Brad Young 8 Associates Dec 19,2012 Designer : RL 6:37 PM Designer : RL 6:37 PM Job Number : 12109 Gridline 1-H-Frame Checked By: Job Number : 12109 Gridline -H-Frame Checked By Basic Load Cases(Continued) Envelope Member Section Deflections(Continued) BLC DeOCnp•• i-n• n.a randy JOIN P01 • i• _ lu- a i u•:- � 1 - (n)_Lh.Ratlo 3 WL WL 1 ��—tom II IF.1.e1 - e: l 7 El • iliMin11111 • 785 iA 4 LL LL SV1--I7 i1i1_r_fi■ MF7111 »=___ __ ___ ______ 5 RLL RLL E•.l—�r�'rp�0r7�MEi■M� IA /1�� /�MEM N �1111■ i■�r.F*1.F��>•il�•>.nkr�.• j aF�-:r•1•il F;■®M III IIIE>•i■and_ MIFT^S11111••117M FlM:MIN Load Combinations Fkimmim—nfl1 . rl,,El , rltmnwramml i rl Description •Ne•D...SR.. BLC actor.LC acto BLC Factor BLC Factor_BLC Factor BLC Factor BLC Factor BLC Factor • Y. Pf s7-17� 11lniw�Fi FZE—_I1:IMMEM MilM=nIM'11lGrarK14/il1: 1 + 1 FZi∎©•IMINIMINi1b'11 • ^SIMliimit•kail e>•ii■ M[ ^1l►.7L' L7-f•71•MENNEVI FIi�—a l tr>•it�F i■s�>•ntr>•nR�zy sililtTnfn o SI ■ NSIM Ff7∎17MIM=F7 MIFI C�Flti■`][t' IMII ISHritcm4 pp li• Fx7MIIMIIIIIMMCrTntMi■_Z__ ___n_•>•nCr_ric9_i■__Rel•n 7 D+11.75L+p.7..Yes Y DL 1 RLL .75 Si. .75 r I�—� �'=� '011 '=nM=EIM NIMIMMICenn 8 D+0.75W+0...Yes Y DL 1 WL .75 Si. .75 gnvelooe Joint Reactions —\,—II I[=l_i.6E.: EUMIP11-1E111\„n ,. I1it:>r=Niel.MN 1'A— II I I•l CFB• FIl• MIRI1EE••MER•• IIME11 n- I.�Illle� � ��������� EiMF�II IF.1.M=5111M>•i■t•1•[l01;1=Miit—i■ V— Ia IIIU11 E1 l•'E El El ' 11 o-7MINIV t=MI1 u 1■tMnai■..••M>••• nor R 111M=S IIIMM !CfMii0i■M=SIIM—i■ EDI ritG1t•>•El . r7 3i■i11�—�-�- Envelope AISC 13th(36O-05):ASD Steel Code Checks u •b- I.•: Q I. 0 u •.• ••. MN fl I• • �F___ _[lf' _ i7 ]__ ___ .1-1. I.1•E' i1rkariF7iliimID kirazam®IR6[7 Envelope Member Section Deflections rI •1.I- avutormuoiammirogimmsimminnorramon ���rm�•>•iloo�•>.i161o�c�il�,r•>•i, VU IN■V• . El .1 0 -E■ . rl i •El 0:.46s s1 U■1—r7tnoi,i_aIFl_•>•nBEETMi■_____ Mn ©■Mf�o©�k>■n-�T•1•i■On-.f�Fl 6.993 El rm∎mc ui,mpaiilr•>•nmmem•lm.re1■ rs •EM�n�7M>•© -Fl k>•iRMWE lnkkRtirtaiil t7■—rTI=l•i■-TMEIMl•n6 IIMIM ZY/11�r.1■n i[7�∎�M•�I�et11•7 Ie s1�[t�•!t•>•i■el ilikrIR•.71•■ l ill EN II MINIM- -MIIIIi♦i - -MMEI •FI11111=11111•1rt67__El Elt=••t>•[lt:i7llt:ie-il ®—EM6T]7017 M©MirliM011 MENEMIM■F1 1508 469 0 m■1-10 110s1NEFF1■ilt>•nOn-:r•7•il-ITMEN ®—©171 o©IIMMIf1MErMi♦ IEMI•1We i♦756.993 i1 11:i1111■111—rI71=>•i■i >•IFI_•_n___nM,MFIN.MIIn RISA-3D Version 10.0.1 [0:\...\2012\121091dwg\Calculations\12109-Griline 1-new opening.r3d] Page 3 RISA-3D Version 10.0.1 [O:\...\2012\12109\dwg\Calculations\12109-Griline 1-new opening.r3d] Page 4 Foundation Footing F1 Design new footing for B1-End columns. P DL.1 25160.lb PLL.1 4230•lb PSL.1 4230.lb gallow 1500•psf gallow = 1500 Ib ft breq PDL.1 + PLL.1 breq 4.426ft gallow A req + PLL.1 A req = 19.593ft2 �—_ gallow req Use: 4'-0" x 3'-0" x 3'-0" deep footing (min.) ea. side of wall perimeter footing A.tot=24 ft-sq Footing F2 Design new footing for interior columns. PDL := 52908•Ib PLL := 9269•Ib PSL := 9269•Ib gallow tsoo•psf gallow = tsoo lb ft breq := I PDL+ PLL breq = 6.438ft gallow Areq := PDL+ PLL Areq = 41.451 IL gallow Use: 6'-0" x 3'-6" x 3'-0" deep footing (min.) ea. BRAD YOUNG &ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH • side of wall perimeter footing A.tot=42 ft-sq New Door Opening Header at Gridline G L := 12-ft w := 36.25 ft Tributary width to Beam w = 18.125ft tributary •- 2 ry tributary F := s Roof slope (inches rise per foot of run) At := "tributary At = 217.5 ft2 L0 := LLroof A R1 .:= if At _< 200-ft2,1 ,if At < 600-ft2,1.2— .001•2 ,.6 R1 = 0.982 ft R2 := if(F _< 4 ,1 ,if(F < 12,1.2 — .05.F ,.6)) R2 = 0.95 Lr := L0•R 1 •R2 Lr = 18.667 lb— ft 2 wDL DLE.Roof'wtributary wDL = 1196.25 b ft wLL Lr'wtributary wLL = 338.348 ft wSL SLroof'wtributary wSL = 362.5ft Use: C15x33.9 Header See attached calculation pag. for analysis • W BRAD YOUNG 8 ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Title Block Line 1 Project Title: Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: using the'Settings'menu item Project Descr: and then using the'Printing& and then using the'Printing& Tide Block'selection. Tide Block'selection. Title Block Line 6 a 19 DEC 2012.a rein Title Block Line 6 Nrmu 19 DEC 2012 696ee Steel Beam pie 5.tdmaNge120121121091degIe7A4Y0-R12109.ec6 1 Steel Beam File b:idn. nga12012112109WagiC7A4YC-n12109..ee 1 ENERCALC.INC.1963-2012.Build-612.1130.Vam6.11.5.31 ENERCALC,INC.19832012 Bu64812.11.38 Verb.175.71 L Description: GneOine 0-(N1 Concrete opening Header Description• Godlme G-(N)Concrete opening Header CODE REFERENCES Load Combination Max Stress Ratios Summary of Moment Values Summary or Shear Values Calculations per AISC 360-05 Segment Length Span 8 M V Mmax- Mmax• Ma-Max Mnx Mnx/OmegaCb Rm Va Max Vnx Vnx/Omega Load Combination Set:ASCE 7-05 .060D.W.H Dsgn.L= 12.00 0 1 0.146 0.057 13.29 1329 152.40 91.26 100 1.00 4.43 129.60 77.60 Material Properties .0.60D4070041 Analysis Method:Allowable Strength Design Fy:Steel Yield: 36.0 ksi Dagn.L= 12.00 6 1 0.146 0.057 13.29 13.29 152,40 91.26 1.00 1.00 4.43 129.60 77.60 Beam Bracing: Beam is Fully Braced against lalera6torsonal buckling E:Modulus: 29.000.0 ksi Overall Maximum Deflections•Unfactored Loads Bending Axis: Major Axis Bending Load Combination Span Max.-Den Location in Span Load Combination Max.'of'Dell Location in Span Load Combination ASCE 7-05 DxIrS 1 0.0995 6.060 0.0000 0.000 D(1.197)Lr(0.338)S(0•363) Vertical Reactions-Unfactored Support notation:Far left is 01 Values in KIPS • • $ • • Load Contmaawi Support 1 Support 2 Oeera6 MA)ianm 11.591 11591 D Only 7.385 7.385 lr Only 2028 2.028 5 Only 2.178 2.178 U.S 4206 4206 Span=12.0 ft D•Lr 9413 9413 0.0 9563 9.563 C15x33.9 04j+3 11.591 11.591 Applied Loads Service toads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load'D=1.197.Lr=0.3380.S=0.3630 kilt Tributary Width=1 0 h DESIGN SUMMARY e . a Maximum Bending Stress Ratio = 0.314:1 Maximum Shear Stress Ratio= 0.123:1 Section used for this span C15x33.9 Section used for this span C16x33.9 Ma:Applied 28.690 k-ft Va:Applied 9.563 k Mn!Omega:Allowable 91.257 k-ft Vn/Omega:Allowable 77.605 k Load Combination +0+5+H Load Combination -eD+S+H Location of maximum on span 6.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection • May Downward L+Lr+S Deflection 0.019 in Ratio= 7,705 • Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<350 Max Downward Total Deflection 0.099 in Ratio= 1448 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces 8 Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span a M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Pon Va Max Vnx Vnx/Omege D Only Dsgn.L= 12.00 A 1 0243 0.095 22.16 22.16 152.40 91.26 1.00 1.00 729 129.60 77.60 .0.L.H Dsgn.L. 12.00 0 1 0.243 0.095 22.16 22.16 152.40 91.26 1.00 100 7.39 129.60 77,60 +O.L<+H +0 D L= 12.00 5 1 0.309 0.121 28.24 28.24 152.40 91.26 1.00 1.00 9.41 129.60 77.60 .541 1 Dr-pr.L= 12.0011 1 0.314 0.123 28.69 28.69 152.40 91.26 1.00 1.00 9.56 129.60 77.60 +0.0.750Lr.0.750L.1 Dsgn.L= 12.00 A 1 0,293 0.115 26.72 26.72 152.40 91.26 1.00 1,00 8.91 129.60 77.60 . +0.0.753L40.750S41 Dsgn.L= 12.00 K I 0.296 0.116 27.06 27.06 152.40 91.26 1.00 1.00 9.02 129.E 77.60 .0..9.H Dsgn.L= 12.0011 1 0243 5095 22.16 22.16 15140 91.26 1.00 1.00 739 12960 77.60 =0.0.700+4 Dsgn.L= 12.00 A I 0243 0.095 22.16 22.16 152.40 91.26 1.00 1.00 7.39 12960 77.60 +D.0.750Ln.0.750 L.0.750 W.H Dsgn.L= 12.00 A 1 0293 0.115 26.72 26.72 152.40 91.26 1,00 1.00 8.91 129.60 77.60 •0.0.7501...0.7505.0.750W.11 Osgn L= 12.00 0 1 0296 0.116 27.06 27.06 15240 91.26 1.00 1.00 902 129.60 77.60 .0.0.750U•0.750L.0.5250E•H Dogn.L= 12.001 1 0.293 0.115 26.72 26.72 152.40 91.26 1.00 1.00 8.91 129.60 77.60 +0.0.750L.0.7505.0.5250E•H Dsgn.L= 12.00 A 1 0296 0.116 27.06 27.06 15240 91,26 1.00 1.00 9.02 129.60 77.60 Ui ..?„F.), L ......_,.. ._____L___;_ ___ \\.., csu f\,. 6.ck) , \_,, . P_____Qc:),-- 1 d S5.5 1- , ATED � 1 -- cV c --- --- (V ��✓ ' - O =NING -21 W18x35 �" 2 (N) IMBER TRUSS LIB (N) L4x4 LEr•GER-Avd - 9 KOC S1.4 N 4 P2\ ci " 6 1 S5.4 .-- 4 i \ W18x40 R e34- iii I I/2"xISga. H3b DECK ill 10 • ,_[-' S5.4 C � ' 10 N x " S1.4 1 J EQ / EQ / EQ EQ '. HISx35 h7 ., I 'W8x1i @ ''-0" 01 .G. I I ) .- IMF 0 S1.4 WALL PER I/55.1 TYP Sark- VW VARIES k 5 T.O.W. I/ (.0 New Pallet Area Roof at Nursery Roof Beam: RB1 L := 16ft Length of beam member 8.92ft+ 8.92•ft Wtributary 2 Wtributary = 8.92ft lb WDL := DLroof'Wtributary WDL = 133.8 ft lb WLL LLroof Wtributary WLL = 178.4— lb WSL := SLroof'Wtributary WSL = 178.4k Use: W12x16 See attached ENERCALC calculation Cf9 Roof Beam: RB2 L := 35.83ft Length of beam member w := 16-ft + 4.33•ft w = 12.33ft tributary • 2 tributary WDL DLroof'Wtributary WDL = 184.95 ft lb WLL LLroof'Wtributary WLL = 246.6k lb WSL Si-roof Wtributary WSL = 246.6 ft Use: W18x35 • See attached ENERCALC calculation (3 l el 19— BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH I Title Block Line 1 Project Title: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Project ID using the'Settings'menu item Project Descr: using the'Settings'menu tern Project Dessr: and then using the'Printing 8 and then using the'Printing 8 Tile Block'selection. Tile Block'selection. Tile Block Line 6 -gym Title Block Line 6 Steel Beam File=d.ldre=it1983-2112109W=tIClII 22 V112109 ec6 Steel Beam F i l e raenps17012117109Wap1C7a/VC-n12f09.er:11 ENERCALC.INC.1987-1012.BUlld 6 It i1 30.Vn 6 f f 5]t I ENERCALC.INC 19877017,Build 61711.38,Ver-6 11 5 3i Description: RB1-Pallere Roof Description: R61-Pallete Rool CODE REFERENCES Load Cords nation Max Stress Ratios Summary of Moment Vales Summary of Shear Values Calculations per AISC 360-05 Segment Length Span# M V Mmax• MmWu/Omega Ma-Max Mra Wu/Omega Co Cb Rm Va Max Vnx x/Omega Load Combination Set:ASCE 7-05 .0500.041 Material Properties .0.600.0.708.1-1 7 = 6.008 1 0.057 0.014 2.88 2.88 83.75 50.15 1.00 1.00 0.72 79.20 52.80 Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Dsgn.L= 16.008 1 0.057 0.014 2.88 2.88 83.75 50,15 1.00 1.00 0.72 79.20 52.80 Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E.Modulus: 29,000.0 ksi Overall Maximum Deflections•Unfactored Loads Bending Axis: Major Axis Bending Load Combination Span Max."Dell Location In Span Load Combination Max.'+'Den Location In Span Load Combination ASCE 7-05 D.LP«S 1 02528 8.080 0.0000 0.000 Vertical Reactions Unfactored Support noason:Far Jell is#1 Values in KIPS D(0.134)Lr(0.179)S(0.179) LoadContnauon Support Support 2 • • • • • Overall MAXinm 4.064 4.064 !SIAll //14.'.:74?Ii6i:S:: - a 'I DOrdy 1.200 1.200 U ONY 1 432 1.432 S 0nty 1.432 1432 Span=16.0 ft LS1� ! Lr•S 2.864 2.864 0+-Lr 2 632 2.632 W12X16 0+0 2632 2.632 D.Lr•S 4.064 4.064 Applied Loads Service bads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load:0=0.1340,Lr=0.1790,S=0.1790 k/8,Tributary Wdlh=1.0 11 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.210:1 Maximum Shear Stress Ratio= 0.050:1 Section used for this span W12x16 Section used for this span W12x16 Ma:Applied 10.529 k-ft Va:Applied 2.632 k Me/Omega:Allowable 50.150 k-ft Vn/Omega:Allowable 52.80 k Load Combination +D+U+H Load Combination +D+Lr+H ..• • Location of maximum on span 8.0001 Locabon of maximum on span 16000 fl • Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.089 in Ratio= 2,155 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.253 in Ratio= 759 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces 8.Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax• Wax- Ma-Max Mnx Mnx/Ornege Cb Ron Va Max Vnx Vnx/Onega D Only Dsgn.L= 16.00 n 1 0.096 0.023 4.80 4.00 63.75 50.15 1.00 1.00 1.20 79.20 52.00 +O+L+H 096n.L= 16.00 8 1 0 096 0023 4.80 4.80 83,75 50.15 1,00 1.00 1.20 79.20 52.80 •D.U.H Dsgn.L= 16.00 It 1 0.210 0.050 1053 10.53 83.75 50.15 1.00 1.00 2.63 79.20 5280 •D•S•H Dsgn.L= 16.00 fl 1 0.210 0.050 10.53 10.53 8315 50.15 1.00 1.00 2.63 79.20 52.80 •0.0.75011.0.75OL•H Dsgn.L= 16.0011 1 0.181 0.043 9.10 9.10 83.75 50.15 1.00 1.00 2.27 79.20 52.80 .0.0.750L•0.7505+6 Dsgn.L= 16.00 8 1 0.181 0.043 9.10 9.10 83.75 50.15 1.00 1.00 2.27 79.20 52.80 .D.W.H Dsgn.L= 16.00 8 1 0.096 0.023 4.80 4.80 83.75 50.15 1,00 1.00 1.20 79.20 52.80 =0.0.70E+H Dsgn.L= 16.00 8 1 0.096 0.023 4.80 4.80 83,75 50.15 1.00 1.00 1.20 79.20 52.80 =0.0.750Lr.0.750 L.0.750 W.H Dsgn.L= 1600 8 1 0.181 0.043 9.10 9.10 83.75 50.15 1.00 1.00 2.27 79.20 52.80 .0.0.750L.0.7505•0.750W4i Dsgn.L= 16.00 8 I 0.181 0.043 9.10 9.10 83.75 50.15 1.00 1.00 2.27 79.20 5280 .0.0.750Lr.0.750L.0.5250E.H Dsge.L= 16.00 8 I 0.181 0.043 9.10 910 83.75 50.15 1.00 1.00 2.27 79.20 52.80 •D.0.750L.0.7505.0.5250E.H Dsgn.L= 76.008 1 0.181 0.043 9.10 9.10 63.75 50.15 1.00 1.00 227 79.20 52.80 Title Block Line 1 Project Title: Tine Block Line 1 Project 7ille: You can change this area Engineer: Protect ID: You can change this area Engineer: Protect ID' using the'Settings'menu item Project Descr: using the'Sethngs'menu item Project Descr: and then using the'Printing& and then using the'Printing& Title Black'selection. The Block'selection. Title Block Line 6 e DEC 2,i2:2T'e Title Block Line6 ea 0 DEC 20122r'e Steel Beam Fe=O.Yeeiepxt 101m2109Wry1CTA4Yo-Fl121a9.ed I Steel Beam Re•0:ltrewny1701m12109 C7A4YC-012109.6 ENERCALC.INC 196]-2012 Buell 612.11.30.Ver 611531 ENERCALC.INC.19x3.2012.euld'612.11.30.Ver6.11531 1 Lic.#:KW-06004793 Licensee:BRAD YOUNG&ASSOCIATES Description_ RB2.Pallete Roof Description: R62-Palleto Roof CODE REFERENCES Load Combination Max Stress Ratios Summary of Moment Values Summary at Shear Values Calculations per AISC 360-05 Segment Length Span ft M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omege Cb Rio Va Max Vnx Vnx/Omega Load Combination Set:ASCE 7-05 Dsgn.L= 8.965 0.554 0.039 74.95 56.96 74.95 226.04 135.36 1.06 1.00 4.10 159.30 106.20 Dsgn.L= 8.%9 0.343 0.078 56.96 1.49 56.96 277,08 165.92 1.49 1.00 8.28 159.30 106.20 Material Properties Dsgn.L= 0.189 0.009 0.079 1.49 1.49 277.08 165.92 1.00 1.00 8.37 159.30 106.20 Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi +0.0.750Lr.0.750L+H Beam Bracing' Beam bracing is defined as a set spacing over ail spans E:Modulus: 29,000.0 ksi Dsgn.L= 8.78 A 0.290 0.068 48.12 48.12 277.08 165.92 1.55 100 7.26 159.30 106.20 Bending Axis: Major Axis Bending Dsgn.L= 8.%R 0.475 0.035 65.04 48.12 65.04 228.62 136.90 107 100 3.70 15930 106.20 Load Bending Axis: ASCE 7-05 Dsgn.L e 8.96 ft 0.181 0.034 65.04 4943 65.04 226.04 135.36 1.06 1.00 3.56 159.30 106.20 Osgn.L= 8.96 ft 0.298 0.068 49.43 129 49.43 277.08 165.92 1.49 100 7.19 159.30 106.20 Unbraced Lengths Dsgn.L= 0.189 0.008 0.068 1.29 129 277.08 165.92 1.00 100 7.26 159.30 106.20 Fast Brace starts at 0.0 ft from Left-Most support =0.0.750L•0.750S+H • Regular spacing of lateral supports on length of beam=8.920 9 Osgn.L= 678 9 0.290 0068 48.12 48.12 277.08 165.92 155 1.00 7.26 159.30 106.20 _- Osgn L= 8.96 R 0.475 0.035 6504 48.12 65.04 228.62 136.90 1.07 1.00 3.70 159.30 106.20 Dago.L= 696 ft 0.481 0034 6504 4943 6504 226.04 135,36 1.06 1.00 3.56 159.30 106.20 Osgn.L e 8.96 It 0.298 0.068 49.43 129 49.43 277.08 165.92 1.49 1.00 7.19 159.30 106.20 0(0.185)Lr(0.247)S(0.247) + Own.L= 0.189 0.008 0.068 129 1.29 27708 165.92 1.00 100 7.26 159.30 106.20 • • • • • Osgn.L= 8.78 R 0.157 0.037 26.13 26.13 277.08 165.92 1.55 1.00 3.94 159.30 106.20 SV61k11Vii=lei Dsgn.L= 8.%R 0.258 0.019 35.31 26.13 35.31 228.62 136,90 1.07 100 2.01 159.30 106.20 Osgn.L= 8 06 R 0261 0.018 35.31 26.84 35.31 226.04 135.36 1.06 1.00 1.93 159.30 106.20 Spa §g3D fl }! Dspn.L= 8.96 X 0.162 0.037 26.84 070 26.84 277.08 165.92 1.49 1.00 3.90 159.30 0620 W 18X35 Dsgn.L= 0.18 A 0.004 0.037 0.70 0.70 277.06 165.92 1.00 1.00 3.94 159.30 106.20 =D+0.750+H Dsgn.L= 878 R 0.157 0.037 26.13 26.13 277.08 165.92 1.55 1.00 3.94 159.30 106.20 Osgn.L= 8.96 X 0258 0.019 3531 26.13 35.31 22862 136.90 1.07 1.00 2.01 159.30 106.20 Applied Loads Service loads enlered.Load Factors will be applied for calculations. Osgn.L e 8.96 ft 0.261 0.018 3531 26.84 35.31 22604 135.36 1.06 1.00 1.93 159.33 106.20 -- - Sngn.L= 8.96 0 0.162 0 037 26.84 0.70 26.84 277.08 165.92 1.49 1.00 3.90 159.30 106.20 Beam self weiohl calculated and added to loads Dsgn.L= 0.18 R 0.004 0.037 070 an 277.08 165.92 1.00 1.00 3.94 159.30 106.20 Uniform Load:D=0.1850,U=0.2470.S=02470 W9,Tributary Width=1.0 5 +D.0.750Lr.0.750L.0.750W+H DESIGN SUMMARY Design OK Ds9n.L= 8.78 It 0290 0.068 48.12 48.12 277.08 16592 1.55 100 7.26 159.30 106.20 Maximum Bending Stress Ratio = 0.554:1 Maximum Shear Stress Ratio= 0.079:1 Dsgn.L= 8.96 5 0.475 0.035 65.04 48.12 65.04 228.62 136.90 1.07 1.00 3.70 159.30 106.20 Section used for this span W18x35 Section used for ibis span W18x36 Dsgn.L= 8.960 0.498 0.068 6504 4943 6504 277.08 13536 106 1.00 7.19 15930 10620 Dsgn.L= 8.%R 0 298 0.068 49.47 129 49.43 277.08 165.92 1.49 1.00 7.19 159.30 106.20 Ma:Applied 74.951 k-ft Va:Applied 8,367 k Dsgn.L= 0.18 ft 0.008 0.068 1.29 1.29 277.08 16532 1.00 1.00 7.26 159.30 106.20 Mn I Omega:Allowable 135.356 k-ft Vn/Omega:Allowable 106.20 k .040.750L+0.750S.0.750WH Load Combination .D+U+H Load Combination *D*U•H Dsgn.L e 8.78 R 0.290 0.068 48.12 48.12 277.08 165.92 155 1.00 7.26 159.30 106.20 • Location of maximum on span 17.9158 Location of maximum on span 35.830 ft Dsgn.L e 8.96 ft 0475 0.035 6504 4812 65.04 228.62 136.90 1.07 100 170 159.30 106.20 Span•where maximum occurs Span•1 Span•where maximum occurs Span•1 Dsgn.L= 8.%R 0 481 0 034 65.04 49.43 65.04 226.04 135.36 1.06 1.00 3.56 159.30 10620 Dsgn.L= 8.96 0 0.298 0 068 49.43 1.29 49.43 277.08 165.92 1.49 1.00 7.19 159.30 106.20 Maximum Deflection 1 Dsgn.L= ale ft 0.008 0068 1.29 1.29 277.08 16592 1.00 1.00 7.26 159.30 106.20 Max Downward L«Lr«S Deflection 0.624 in Ratio a 688 +D.0.750Lr.0.750L.0.5250E+H Max Upward L«Lr•S Deflection 0.000 in Ratio e 0<360 Dsgn.L= 8.78 ft 0.290 0.068 48.12 48.12 27708 165.92 1.55 1.00 7.26 159.30 106.20 Max Downward Total Deflection 1.805 in Ratio= 238 Dsgn.L= 8.96 ft 0.475 0.035 65.04 48.12 65.04 228.62 136.90 1.07 100 3.70 159.30 106.20 Max Upward Total Deflection 0.000 in Ratio= 0 0185 Dsgn.L= E96 ft 0 481 0034 65.04 49.43 65.04 22604 135.36 1.06 1.00 3.56 159.30 106.20 ()960.L= 8.96 ft 0.298 0.068 49.43 1.29 49.43 277.08 165.92 1.49 1.00 7.19 159.30 106.20 Maximum Forces Si Stresses for Load Combinations Dego.L= 0.18 ft 0.008 0.068 1.29 1.29 277.08 165.92 1.00 1.00 7.26 159.30 106.20 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values +D+0.750L+0.7505.0.5250E41 Segment Length Span it M V Mmax+ Mmax- Ma-Mnx Mnx Mnx/Omope Cb Pon Va Max Vnx Vnx/Ome9a Dagn.L e 8.789 0.290 0.068 48.12 48.12 277.08 165.92 1.55 1.00 7.26 159.30 106.20 Dsgn.L= 8.96 0 0.475 0.035 65.04 48.12 65.04 228.62 136.90 1.07 1.00 3.70 159.30 106.20 D Only Dsgn.L= 8.96 ft 0481 0.034 65.04 49.43 65.04 22604 135.36 1.06 1.00 3.56 159.30 106.20 Dsgn.L= 8.78 ft 0.157 0.037 26.13 26,13 277.08 165.92 1.55 1,00 3.94 159.30 106.20 Dsgn.L= 8.96 0 0.298 0.068 49.43 1.29 49.43 277.08 165.92 149 1.00 7.19 159.30 106.20 Dsgn.L= 8.961 0258 0.019 35.31 26.13 35.31 228.62 136.90 1.07 1.00 2.01 159.30 106.20 Dsgn.L e 0.18 ft 0.008 0.068 1.29 1.29 277.08 165.92 100 1,00 7.26 159.30 106.20 Dsgn.L= 8.96 9 0.261 0.018 3531 26.84 35.31 226.04 135.36 1.06 1.00 1.93 159.30 106.20 .0.600444H Dsgn.L= 8.96 It 0.162 0.037 26.84 0.70 26.84 277.08 16592 1.49 1.00 3.90 159.30 106.20 Dsgn.L= 878 R 0.094 0.022 15.68 15.68 277.08 165.92 1.55 1.00 2.37 159.30 106.20 Dsgn.L= 0.18 R 0.004 0.037 0.70 0.70 277 08 16592 1.00 1.00 3.94 159.30 10620 Dsgn.L= 8.96 9 0.155 0.011 21.19 15.68 21.19 228.62 136.90 1.07 1.00 1.21 159.33 106.20 •0-.L•H Dsgn.L= 896 R 0.157 0.011 21.19 16.10 21.19 226.04 135.36 106 1.00 1.16 159.30 106.20 Dsgn.L= 8.78 A 0.157 0 037 26.13 26.13 277.08 165.92 155 1.00 3.94 159.30 106.20 Dsgn.L= 696 8 0.097 0.022 16.10 0.42 16.10 277.08 165.92 1.49 1.00 2.34 159.30 106.20 I Dsgn.L= 8.96 n 0.258 0.019 35.31 26.13 35.37 228.62 136.90 107 1.00 201 159.30 106.20 Dsgn.L= 0.18 8 0003 0.022 0.42 0.42 277.08 165.92 1.00 1.00 2.37 159.30 106.20 Dsgn.L= 8.96 ft 0.261 0.018 35.31 26.84 35.31 22604 135.36 1.06 1.00 1.93 159.30 106.20 •0.600.0.70E+H Dsgn.L= 8.96 9 0162 0037 26.84 0.70 26.84 27708 165.92 1.49 1.00 3.90 159.30 106.20 Dsgn.L e 8.78 ft 0.094 0.022 15.68 15.68 277.08 165.92 1.55 1.00 2.37 159.30 106.20 Dsgn.L e 0.18 5 0004 0 037 0.70 0.70 277.08 165.92 1.00 100 3.94 15930 106.20 Dsgn.L= 8.46 9 0.155 0.011 21.19 15.68 21.19 228.62 136.90 1.07 1.00 1.21 159.30 106.20 •D•LrH Dsgn.L= 8.%X 0.157 0.011 21.19 16.10 21.19 226.04 135.36 1.06 1.00 1.16 159.30 106.20 Dsgo.L= 8.78 9 0.334 0079 55.46 55.46 27708 165,92 1.55 1.00 837 159.30 106.20 Dsgn.L= 696 It 0.097 0.022 16.10 0.42 16.10 277.08 165.92 1.49 1.00 2.34 159.30 106.20 Dsgn.L e 8.96 A 0.547 0.040 74.94 55.46 74.94 228.62 136.90 107 1.00 4.27 159.30 106.20 Dsgn.L= 0.18 A 0.003 0.022 0.42 0.42 27708 165.92 1.00 1.00 2.37 159,30 106.20 Dsgn.L= 8.96 n 0.554 0039 74.95 56.96 74.95 226.04 135.36 1.06 1.00 4.70 159.30 106.20 Overall Maximum Deflections•Unfactored Loads Sign.L= 8.965 0.343 0.078 56.96 1.49 56.96 277.08 165.92 1.49 1.00 8,28 159.30 106.20 Dsgn.L= 0.18 R 0.009 0.079 1.49 1.49 277.08 165.92 1.00 1.00 8.37 159.30 106.20 Load Contmahon Span Max.' Dell Location in Span Load Combination Mex.'o'Del Location in Span 00+5.5 D+U+S 1 1.8047 18.094 00000 0000 Dsgn.L= 8.78 5 0.334 0.079 5546 5546 277.08 165.92 1.55 1.00 8.37 159.30 106.20 Dsgn.L= 8.96 5 0547 0.040 74.94 5546 74.94 228.62 136.90 1.07 1.00 4.27 159.30 10620 Roof Beam: RB3 L := 4.33ft Length of beam member 8.92ft+ 8.92-ft Wtributary 2 Wtributary = 8.92ft lb WDL DI-roof Wtributary WDL = 133.8 ft lb WLL LLroof'Wtributary WLL = 178.4 ft lb WSL SLroof'Wtributary WSL = 178.4 ft Use: W12x14 See attached ENERCALC calculation Roof Beam: RB4 L := 35.83ft Length of beam member 16ft+ 16-ft Wtributary 2 Wtributary = 16ft lb WDL DLroof'Wtributary WDL = 240 ft lb WLL LLroof'Wtributary WLL = 320 ft lb WSL SL roof Wtributary WSL = 320 ft Use: W18x40 See attached ENERCALC calculation (75 22 -? BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Title Block Line 1 Project Tide: Tide Block Line 1 Project Tide. You can change this area Engineer: Project ID: You can change this area Engineer: Proied IC: using the'Settings'menu item Project Descr using the'Settings'menu item Project Descr and then using the'Printing 8 and then using the'Printing 8 Title Block'selection. Tide Block'selection. Tide Block Line cowmr.>runs Title Block Line6 ,666.63 6Dr,.2016, Steel Beam Fix•AIC INC gs123121'.'1fo91en1C11rc-Fl12109.a6 Steel Beam Fl RcALc tWgtQe1N2109Wp'L7A4YC-Fl11109�e6 I ENERCALC.IN 1993.2017 Buttd 6 1 2 1 1 30,Ver6.11.5 31 I - ENERCALC.INC.19632012,Budd 612.11.30 Verb.1 1 531 Description: R62-Pallets Rod Description: RB3.Pallete Roof Vertical Reactions-Unfactored Support notation For loll is#1 Values in KITS CODE REFERENCES Load Combination Support l Support 2 _ Calculations per AISC 360-05 Overall 12.742 12.792 _ Load Combination Set:ASCE 7-05 D Only 3.942 3.942 Lr Ordy 4425 4.425 Material Properties - SOny 4.425 4.425 Analysis Method:Allowable Strength Design Fy:Sled Yield: 50.0 ksi Lr•S 8.850 8350 Beam Bracing: Beam is Fully Braced against lateral-torsional budding E:Moduus 29,000.0 ksi D•Lr 8.367 6.367 D.S 8.367 8.367 Leading Abin: Cr Axis Bending AS Load Combination ASCE 7-05 D+Lr«S 12.792 12.792 + `D(0.134)1.000 i 79)S(0.1793 • .. _ ------, . _.- Span-4.330ft W12x14 Applied Loads Service bads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load:D=0.1340.Lr=0.1790,S=0.1790 kilt.Tributary Width=)0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.071:I Maximum Shear Stress Ratio= 0.033:1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 3.067 k-ft Va:Applied 1.417 k Mn!Omega:Allowable 43.413 k-ft VniOmega:Allowable 42.754 k Load Combination •D•Lr•H Load Combination •D•Lr.H Location of maximum on span 0.000 ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L«Lr'eS Deflection 0.005 in Ratio= 19,711 Max Upward L+LeoS Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 6971 Max Upward Total Detection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary el Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax• Ma•Max Mnx MnxlOmege Cb Rm Va Max Wu Vnx/Omega D Only Dsgn.L= 433 n t 0.032 0 015 -1.39 1.39 72.50 4141 1.00 1.00 064 7140 42.75 .0.L.H Dsgn.L= 4.33 0 1 0.032 0.015 -1.39 1.39 72.50 43.41 1.00 1.00 0.64 71.40 42.75 .0.1-r•H Dsgn.L= 4.33 0 1 0.071 0.033 -3.07 3.07 72.50 4341 1.00 1.00 1.42 71.40 4275 •D•S•H Own.L= 4,33 ft 1 0.071 0.033 -3.07 3.07 72.50 43,41 1.00 1.00 1.42 71.40 42.75 .0.0.750D•0.750L.H Dsgn.L= 4.3311 1 0.061 0.029 -2.65 2.65 72.50 43.41 1.00 1.00 1.22 71.40 42.75 .D.0.750L.0.750S.H Dsgn.L= 4.33 t 1 0.061 0029 -2.65 2.65 72.50 43.41 1.00 1.00 1.22 71.40 42.75 •0• •H Dsgn.L= 4.33 5 1 0.032 0.015 -1.39 139 72.50 4341 1,00 1.00 0.64 71.40 42.75 «D.0.700•H Dsgn.L= 4.3311 1 0.032 0.015 -139 1.39 72.50 43.41 100 1.00 0.64 71.40 42.75 .11.0.750Lr.0.750L.0.750W.H Dsgn.L= 4.33 5 1 0.061 0.029 -2.65 2.65 72.50 43.41 1.00 1.00 1.22 7140 42.75 .0.0.7501-.0 7500.0750W.H 1 Dsgn L= 4.33 fl 0.061 0.029 -2.65 2.65 72.50 43 41 1.00 100 1.22 71 40 42.75 N .0.0.75OLr.0.750L•0.5250E.H Dsgn.L= 4.33 fl 1 0.061 0.029 -2.65 2.65 72.50 43.41 1.00 1.00 1.22 71.40 42.75 .0.0.750L.0.7505.0.5250E.H �� Dsgn.L= 4.33 fl 1 0.061 0.029 -2.65 2.65 72.50 43.41 1.00 1.00 122 71-40 4215 Title Block Line 1 Project Tile: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: using the'Settings'menu item Project Descr: and then using the'Printing 8 and then using the"Printing& Tide Block'seleclon. Tile Block-selection. Tide Block Line 6 .e 605,012 2 rue•. Tile Block Line 6 00.0e0 60E<2012 21SPtx Steel Beam F.-o.hwwl20121talDeM.srctsenC-Fltt109 ee6 Steel Beam FiC-0 o.wnpsuolnuta9a.o c787C F1121a9.a ENERCALC,INC.19612012.Bub 6.12.11.30,Vr6.11 5 31 ENERCALC,INC 1953.1012.BA C 612.11.30,Vr6.115 31 Lie.#:KW-06004793 Licensee:BRAD YOUNG a ASSOCIATES Description: R63-Pallele Roof Description. R134-Pallele Roo! Load Corrbvialon Max Stress Rains Summary of Moment Values Summary of Shear Values CODE REFERENCES Segment Length Span N M V Mmax• Wax- Ma-Max Mnx MrlxiOmega Cb Rrn Va Max Vim Vnx/Omega Calculations per AISC 360-05 •0.60D•W.H Load Combination Set:ASCE 7-05 Dsgn.L= 4.33 ft 1 0919 0.009 -0.83 0.83 72.50 43.41 1.00 1.00 0.38 71.40 42.75 .0.601)40.70E•H Material Properties Dsgn.L= 4.3311 t 0.019 0.009 -0.63 0.83 72.50 43.41 1.00 1.00 0.38 71.40 42.75 Analysis Method:Allowable Strength Design Fy:Steel Yield: 50.0 ksi Overall Maximum Deflections-Unfactored Loads Beam Bracing: Beam bracing is defined as a set spacing over all spans E:Modulus: 29.000.0 ksi Load Combination Span Max'-'Del Lorabon in span Load Cmdiarion Max'.Dell Lorton in Span Bending Axis: Major Axis Bending D•Lr•S t 0.0149 4.330 0.0000 0.000 Load Combination ASCE 7-05 Vertical Reactions-Unfactored Suppodnotabon Far loll is#1 Values in KIPS Unbraced Lengths Load Combination Support 1 sWpod 2 Fast Brace starts at 0.0 ft from Left-Most support Regular spacing of lateral supports on length of beam=8.920 8 Overall MAximum 2.192 - 0 Only 0.642 Lr Only 0.775 SOnly 0.775 D(0.24)Lr(0.32)S(0.32) Lr•S 1.550 v ♦ ♦ i r D•Lr 1417 D•S 1417 D+Lr+S 2192 Spa gg5 g40 30 ft 'd' �V18x Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam sell weioht calculated and added to loads Uniform Load:0=0240,Lr=0.320.S=0.320 Idft,Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.586:1 Maximum Shear Stress Ratio= 0.095:1 Section used for this span W18x40 Section used for this span W18x40 Ma:Applied 96.311 k-ft Va:Applied 10.752 k • Mn/Omega:Allowable 164.571 k-ft VnlOmega:Allowable 112.770 k Load Combination +D+Lr+H Load Combination +D•Lo+H Location of maximum on span 17.915ft Location of maximum on span 0.000 0 Span if where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.674 in Ratio= 637 Max Upward L•Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.938 in Ratio= 222 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combinalon Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span It M V Mmax• Mmax- Ma-Max Mm Mne/Dmega CD Rm Va Max Vnx Um/Omega 0 Only Dsgn.L= 8.7811 0.170 0.045 33.27 3127 326.67 195.61 1.55 1.00 5.02 169.16 112.77 Dsgn.L= 8.96 ft 0.270 0.023 44.95 33.27 4495 277.96 166.44 1.07 1.00 2.56 169.16 112.77 Dsgn.L= 8.96 B 0.273 0.022 44.96 34.16 4496 274.63 164.57 1.06 103 2.46 169.16 112.77 Dsgn.L= 816 ft 0.175 0.044 34.16 0139 34.16 326.67 195.61 1.49 100 4.97 169.16 11277 Dsgn.L= 0.18 ft 0.005 0.045 0.89 0.89 326.67 195.61 1.00 1.00 5.02 169.16 112.77 .0.1.+H Sign.L= 8.78 ft 0.170 0.045 3127 3127 326.67 195.61 1.55 1.00 5.02 169.16 112.77 Dsgn.L= 8.96 ft 0.270 0.023 44,95 33.27 44.95 277.96 166.44 1.07 1.00 2.56 169.16 112.77 Dsgn.L= 8.96 ft 0.273 0.022 44.96 34.16 4496 274.83 164.57 106 1.00 2.46 169.16 112.77 Dsgn.L= 8.96 ft 0.175 11044 34.16 089 34.16 326.67 195.61 1.49 1.00 4.97 16516 112.77 Sign.L= 0.18 ft 0.005 0.045 0.89 089 326.67 195.61 1.00 1.00 5.02 169.16 112.77 .5.Ln.H Dsgn.L= 8.78 ft 0364 0.095 71.26 71.26 32607 19561 1.55 100 10.75 169.16 112.77 Dsgn.L= 896 ft 0579 0.049 96.30 71.26 96.30 27796 166.44 107 1.00 548 169.16 112.77 ■ Dsgn.L= 8.96 B 0.585 0.047 96.31 73.19 96.31 274.63 164.57 1.06 1.00 5.27 16116 112.77 Dsgn.L 0 6.96 fl 0.374 0.094 73.19 1.92 73.19 326.67 195.61 149 100 10.64 169.16 112.77 Px\�I{ Dsgn.L= 0.18 fl 0.010 0.095 1.92 1.92 326.67 195 61 1.00 1.00 10.75 169.16 112.77 .0.0.41 Dsgn.L= 8.78 ft 0.095 71.26 7126 326.67 195.61 1.55 1.00 10.75 169.16 11277 Dsgn.L= 8.961 9579 0949 96.30 71.26 96.30 277.56 166.44 1.07 1.00 5.48 169.16 112.77 • qf_l a v v R mma g v o4.. 0000 000 t vv vovvo 000v 00000 ovoov vo$ vo CA 8 g l , ,1- ,<, rr . . r r � x „ , cur_g>a> >gg4� g� gR� Pmt g mmWW� Pmt gm Sgm 8gAgm8 gggmp ggs gm a g m sm 3 m� .,» �»»b ===b»mmabm=m.» »> mA, mI=»m=Ia =s A 3 K g. u m m � m_ g _ F 4e 0 - 0000 000 0 0 o ao 0 0 E $ oaoo 0000 0 .1 4 §°> :::: EHNE EEEEE r::: EEEEE °ES SEM E r:: aim, :::a >>&! &>W _: : !!!: jg Es SETJg T8848 8t8&; gca&; gc®&'M get&al Smg83 88gg,4 S&t& Set&a 2G2 , ai s rz ymv Sc$83N Tga°$ st-tm $G8&a o.atma4 8G8&m 8a88� $a88� $wt&a Sham srA F 0 44 s8 F-m MMESEM 3g8 ,M883 3388T, s38$E1 „=15Nel elE18$$3 3g8gT4 998tR3 l388 ' 338 d 1 sax°x 8a898 888948 8a8s8 8a8st8 888 8a828 828$tA BasSEIM 8a828 8a89 !n 88888 8$$88 88888 $8888 88888 88888 88888 88888 88888 888$8 888N mAg goy g m 8-a S - = SSC° g$sc= {3t3; r1 i8'.;M; ;;rAtili3 z4n; Ein.i2 0,ai �n i3 J. fd S3U VM F! 54,, s` .m..a . ... . aa.aa aaaa. . .a.aa ..m. . ... .. a.aaa a.aaa . .o.a,a aaa �i .0; .,°-f gaBu NPm� 3. N.��� P.N..4 �44 � ����� ���y� ����� ����� ���3. NPO A m " c 1 vv Cv. < is N°o x_1Q § m ee � -t,9g� a s a 8 S KwE c- 3 s 0.1 a ClAiMJ gegigind g 8 E; ymv SSR G s n¢ 22. rY -§ § :7,1 10 n O ,..g„ a New Pallete roof- Lateral Load Column Design (Worse case) Colht := 18-ft Column Height PDL := 0.25(32•ft•35.83•ft)•DI-roof = 4299.6 lb PLL := 0.25(32•ft•35.83•ft•ft)•LLroof = 5732.8ft•lb PSL := 0.25(32•ft•35.83•ft•ft)•SLroof = 5732.8ft•lb New Roof-Lateral Load Assume new columns will resist one half the roof area, as Cantiliver Columns. The other half of roof area will be assumed to be supported by main building Concrete wall. Seismic Site Class - D Occupancy Category - II := 1.o Importance Factor Seismic Loads Ss := 0.945 S1 := 0.340 specific site coefficients Fa := 1.122 F := 1.720 Sms := Fa'SS Sms = 1.06 Sm1 := Fv•S1 Sm1 = 0.585 2 Sds 3 'Sms Sds = 0.707 z Sdl 3'Sm1 Sd1 = 0.39 Z4 BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.. Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH • Seismic Design Category -D 0.20 < Sd1 p := 1.0 Redundancy Factor R := 1.5 Cantilevered Columns-Intermediate Steel Moment Frames (tbl 12.2-1 G.2 SZ := 1.5 Over strength Factor Cd := 1.5 Amplification Factor Ct := 0.02 hn := 18 Building Height in feet Ta := Ct hno.7s Approx. Period Ta = 0.175 < TL= 12 Cs := SRs Seismic Response Cs = 0.471 Coefficient Sd1 Cs.max := R Cs.max = 1.487 Ta I Cs.min 0.044•Sds•I Cs.min = 0.031 Cs := Cs Cs = 0.471 Seismic Response Coefficient Qseismic p'Cs Qseismic = 0.471 (strenght level) Weight of Structure Aroof 0.5.(3s.83•ft•32) Area of Roof BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Aroof = 573.28 ft WTroof := Aroof'Di-roof WTroof = 8599.2 ft Veq Qseismic'WTroof Veq = 4.052 ft•k Eeq := Veq Eeq = 4052.287- Columns Design Con't HCoI 18•ft PDL = 4299.6 lb PLL = 5732.8ft•Ib PSL = 5732.8ft•lb PEQ •.= Eeq PEQ = 1350.762 lb ft Use: HSS8x8x1/2 Columns See attached r Amax 1.557•in Hallow .020• Hcol = 2.424•in Hallow = 2.424•in • S2 Amax' I = 0.963 < 1.0 Deflection OK Hallow Foundation Design with Overstrenth Factor (ASCE 7-05 Sect. 12.2.5.2) Overturning := S2• Ear, = 36470.583 lb Shear := St• Eeq = 2026.144 lb 3 = ft USE: 6'-6" Square footing x 26" deep w/645 EW at top & bott Gee p3 76.•X1 Design Base Plate I Use: 16"x16"x1" base plate w/8-1" dia. F1554 AB w/ 18" min embed. see analysis pages 730 4-1-44- eo r' Ct 'ta r �;Gtndhoia ?/(. BRAD YOUNG & ASSOCIATES t6pyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH Title Block Line 1 Project Title: Tile Block tine 1 Project Tile: You can change this area Engineer: Project 10: You can change this area Engineer: Protect ID: using the'Settings'menu item Project Descr using the'Settings'menu item Project Descr and then using the'Printing& and than using the'Printing& Tile Block-selection. Tile Block'selection. Title Block Line 6 ere"soECmi2.inure Title Block Line rn+s eoEC 2012.tsar Steel Column Ftiea omeekt umn'21w"`,lojr.c-n12m9."s Steel Column F1'.o''°ar"�m°1a'2r5e.o 7'urc-n1211re'"c ENERCALC.INC.19a3.2012.Buid7.1211.70.Yre.11.631 E1ERCALC.INC.1902012.BuM....12.11X Vr9.11.5.31 ll Description: Pallet Root Cdurnns Description: Pallet Roof Columns Code References Maximum Reactions•Untactored Note:Only non-zero reactions are listed. Calculations per AISC 360-05 X-X km Reaction Y-Y Axes Reaction Axial Reaction Load Combinations Used:ASCE 7-05 Load Combination @ Base 5 Top 5 Base 5 Top 5 Base D General Information L Only 1.351 k 5.733 k U Only 1.351 k 5.733k Steel Section Name: HSS8x8x3/8 Overall Column Height 18.0 fl E Only 1.351 1 5.733 k Analysis Method: Allowable Strength Top&Bottom Fixity Top Free,Bottom Fixed E Only -1.351 1.351 k k Sleet Stress Grade Brace condition for deflection(buckling)along columns: Dug 1.351 k 10.710 k ( 91 0 D+5 1.351 k 10.710 k Py:Steel Yield 46.0 ksi X-X(width)axis: D+Lr+S 1.351 k 96.443 k E:Elastic Bending Modulus 29,000.0 ksi Urbraced Length for X.X/WI buckling=18.0 fl K=2.1 D+E -1.351 1.351 k 4.977 k Load Combination: ASCE 7-05 Y-Y(depth)axis: D+Lr+E .1.351 1.351 k 10.710 k Unbraced Length for X-X Axis budding=18.01L K=2.1 Maximum Deflections for Load Combinations•Unfactored Loads Applied Loads Service loads entered.Load Factors will be applied for calculations. Load Coxtination Max.X-X Deflection Distance Max.Y-Y Deflection Distance Column self weight included:677.05 lbs•Dead Load Factor D Only 0.0000 in 0.000 It 0.000 in 0.000 It AXIAL LOADS... Lr Only 0.0000 in 0.000 it 0.000 in 0.000 n Roof Gravity:Axial Load at 18.0 ft,0=4.30,LR=5.733,S=5.733 k S Only 0.0000 in 0.000 It 0.000 in 0.000 It BENDING LOADS... E OCy 00000 in 0.000 It 1.557 in 18.000 It Lat.Point Load at 19.0 fl creating Mx-x,E=1.351 k O+.1 0.0000 in 0.000 ft 0.000 in now n D+5 0.0000 n 0.000 n 0.000 n 0.000 II DESIGN SUMMARY D.Lr+S 0.0000 in 0.000 ft 0.000 in 0.000 II Bending 8 Shear Check Results D.9 00000 Sr 0.000 n 1.557 in 18.000 II PASS Max.Axial+6ending Stress Ratio= 0.2863 :1 Maximum SERVICE Load Reactions.. D+LnE 00000 in 0.000 n 1.541 in 17.879 It Load Combnation +D+0.70E+H Top along X-X 0.0 k Steel Section Properties: HSS8x8x318 Location of max.above base 0.0 ft Bottom along X-X 0.0 k _ _ _ At maximum location values are Top along Y-Y 1.351 k Depth - 8000 In I xx - 100.00 in 3 J - 160.000 tiNb Pa:Axial 4.977 k Bottom along Y-Y 1.351 k S xx .: 24.90 i" Pn/Omega_.Allowable 73.012 k WW1 = Wh 8.000 in Rio - 3.100 in Ma-x:Applied -17.023 k-fl Maximum SERVICE Load Deflections... Wag Thick = 0.375 in 7x - 29400 in•3 Along Y-Y 1.557 in at 18.09 above base Area - 10.400 ie"2 I yy 100.000 in"4 C = 40.700 inn Mnx/Omega:Nlowabla 67.485 k•fl for load combination:E Only Weight = 37614 pfl 5yy = 24.900 inn May:Applied 0.0 k-ft R yy = 3.100 in Mn.y(Omega:Allowable 67.485 k-ft Along X-X 0.0 in at 0.09 above base for had bombe-anon PASS Maximum Shear Stress Ratio= 0.01179 :1 Ycg = 0.000 in Load Combnatbn +D+0.70E+H Location of max.above base 0.0 ft At maximum localo0 values are... Va:Applied 0.9457 k Yn/Omega:Allowable 80.208 k Load Combination Results __ __ __. k►srlereda Maximum Axial+Bending Stress Ratios Maximum Shear Ratios - - Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.068 PASS 0.00 ft 0.000 PASS 0.00 ft +0+L+H 0.068 PASS 0.00 ft 0.000 PASS 0.00 9 +D+Lr+H 0.147 PASS 0.00 ft 0.000 PASS 0.00 ft i 1+0+541 0.147 PASS 0.00 ft 0.000 PASS 0.00 ft 1 +D+0.750U+0.750L+H 0.127 PASS 0.00 fl 0.000 PASS D.00 It x +040.750L+0.750S+H 0.127 PASS 0.00 It 0.000 PASS 0.00 ft +D+W+H 0.088 PASS 0.00 fl 0.000 PASS 0.00 5 +0+0.70E+H 0.288 PASS 0.00 ft 0.012 PASS 0.00 ft +0+0.750U+0.750L+0.750W41 0.127 PASS 0.00 fl 0.000 PASS 0.00 ft .o ail .......j. +D+0.750L+0.750S+0.750W+H 0.127 PASS 0.00 ft 0.000 PASS 0.00 ft +0+0.750U+0.750L+0.5250E++1 0.253 PASS 0.00 ft 0.009 PASS 0.00 ft +0+0.750L+0.7505.0.5250E+1-1 0253 PASS 0.00 fl 0.009 PASS 0.00 ft l y +0.60D+W.14 0.041 PASS 0.008 0.000 PASS 0.00 ft I 600* Loa.era total...tea vat..Aroma de ml sees ae"kn aaaaerx +0.60D+0.70E+H 0.273 PASS 0.00 fl 0.012 PASS 0.00 It Title Block Line 1 Project Title: Tile Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: using the'Settings'menu Item Project Neon and then using the'Printing& and then using the'Printing& Title Block'selection. Title Block'selection. Tile Block Line 6 PrInlad 60EC2015 3111PM Tide Block Line 6 Nixed,6DEC2mrz slope General Footing Flb=O:Wrawnan2a12112109Wwp1C7A4YC-Fl12109,ec5 General Footing File=o:Wmin0a120121121091dwa1C7A4YC-Fli2109.an5 9 ENERCALC,INC.1983.2012,Buld:8.12.11.30,Vc5.1L5.31 9 ENERCALC,INC.19812012,Bulld:5.1211.30,Va:5.11.5.31 Lic.#:KW-06004793 Licensee:BRAD YOUNG&ASSOCIATES Lic.#:KW-06004793 Licensee:BRAD YOUNG&ASSOCIATES Description: Pallets Roof Footing Design Description: Palliate Roof Footing Design Code References DESIGN SUMMARY Desl•n OK Calculations per Min.Ratio Item Applied Capacity Governing Load Combination Load Combinations Used:ASCE 7-05 PASS 0.9735 Soil Bearing 1.947 ksf 2.0 ksf +O.60D+0.70E+H about Z-Z axis General Information PASS n/a Overturning-X.X 0.0 k-ft 0.0 k-ft No Overturning Material Properties Soil Design Values PASS 1.198 Overturning-Z-Z 28.609 k-fl 34.266 k-11 0.6D+0.7E Pc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 2.0 ksf PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding ft":Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = No PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) - 100.0 pcf PASS n/a Uplift 0.0 k 0.0 k No Uplift Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.0 PASS 0.2170 Z Flexure(+X) 6.347 k-fl 29.256 k-ft +1,20D+0.50L+02OS+E rp Values Flexure = 0.90 PASS 0.1293 Z Flexure(-X) 3.782 k-ft 29.256 k-ft +120D+1.60Lr+0.50L Shear = 0.750 Increases based on footing Depth PASS 0.1293 X Flexure+Z 3.782 k-ft 29.256 It-ft +1.200+1.60Lr+0.50L Analysis Settings Footing base depth below soil surface = 0,0 ft Flexure(+Z) = Allowable pressure increase per foot of deptl= 0:0 ksf PASS 0.1293 X Flexure(-2) 3.782 k-ft 29.256 k-ft +1.200+1.60U+0.50L Min Steel%Bending Reinf. (Z) Min Allow%Temp Reinf. = 0.00090 when footing base is below = 0.0 ft PASS 0.04106 1-way Shear(+X) 3.373 psi 82.158 psi +1.200+1.60Lr+0.50L MM.Overturning Safety Factor = 1.0:1 PASS 0.04106 1-way Shear(-X) 3.373 psi 82.158 psi +1.20D+1.60Lr+0.50L Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension PASS 0.04106 1-way Shear(+2) 3.373 psi 82.158 psi +1.20D+1.6OLr+0.50L Add Flg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= 0.0 ksf PASS 0.04106 1-way Shear(-Z) 3.373 psi 82.158 psi +1.20D+1.60Lr+0.50L Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater* 0.0 ft PASS 0.07920 2-way Punching 13,013 psi 164,317 psi +1,200+1.6BLr+0.50L Add Pedestal WI far Soil Pressure No Detailed Results Use Pedestal wt for stability,mom&shear : No Dimensions Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Width parallel to X-X Axis = 6.50 ft Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Length parallel toZ-Z Axis = 6.50 ft J Overturning Stability Footing Thicknes = 26,0 in -- Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Pedestal dimensions... in - X Force Application Axis px:parallel to X-X Axis = 0.0 in Load Combination--. Sliding Force Resisting Force Sliding SafetyRatio Status pz:parallel to Z-Z Axis = 0.0 in Height 0.0 in Fooling Has NO Sliding Reber Centerline to Edge of Concrete.. Footing Flexure at Bottom of footing = 3.0 In v o Mu Which Tension® As Req'd Gym.As Actual As Pun Flexure Axis& Combination kfi Side 7 Rot or Top T IM2 h"2 IM2 k-ft Status Reinforcing s s° X-X.+1.400 3.075 +Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK X.X.+1.400 3.075 -2 Bottom 02808 Min Temp% 0,2862 29.256 OK Bars parallel to X-X Axis X-X.+1,200+0.50Lr+1.60L+1.60H 2.994 +Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK Number of Bars = 6.0 X-X.+1.200+0.50Lr+1,60L+1.60H 2.994 -Z Bottom 0.2808 Mln Temp% 0.2862 29.256 OK Reinforcing Bar Size = # 5 X-X.+1200+1.60L+0.50S+1.60H 2.994 +Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK Bars parallel to Z-Z is X-X.+1,200+1.60L+0.50S+1,60H 2.994 -Z Bottom 0.2808 Min Temo% 0,2862 29.256 OK Number of Bars = 6.0 � Ii1y����I jjjjl �y„F_ X-X+1.200+1.6OLr+0.5OL 3.782 +Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK Reinforcing Bar Sizr = # 5 ,�-,� r a1 X X+1200+1:60Lr+0.50L 3.782 -Z Bottom 0.2808 Min Temo k 0.2862 29.256 OK ' I-, X•X+1.200+1,60Lr+0.BOW 3.782 +Z Bottom 0.2808 Min Temo% 02862 29,256 OK ° "f""" " ° SAY '€ X.X.+1200+1.BOLr+O.BOW .3.782 -Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK Bandwidth Distribution Check(ACI 15.4.4.2) -.• ,--rn._.�_�__ .,. =.. �r--=.-�-,=.ems, tz--_ X.X.+120D+0.50L+1.605 3.782 +2 Bottom 0.2808 Min Temo% 02862 29.256 OK Direction Requiring Closer Separation n/a X-X.+1,20D+0.50L+1.605 3.782 -Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK #Bars required within zone n/a X-X,+1.200+1.60S+0.80W 3.782 +Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK #Bars required on each side of zone n/a X.X.+1,200+1.60S+0.80W 3.782 -Z Bottom 0.2808 Mln Temo% 0.2862 29.256 OK X-X.+1.20D+0.50Lr+0.50L+1.60W 2.994 +Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK Applied Loads X-X,+1,20D+0.50Lr+0.50L+1.60W 2.994 -Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK D Lr L S W E H X-X.+1,20D+0.50L+0.50S+1.60W 2.994 +Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK P:Column Load ad = 4.299 5.733 0.0 5.733 0.0 0.0 0.0 k X-X.+1,200+0.50L+0.505+1,60W 2.994 -Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK OB:Overburden L = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf X-X,+1.200+O.50L+020S+E 2.779 +Z Bottom 42808 Min Temp% 0.2862 29.256 OK X-X,+1.20D+0.50L+0.20S+E 2.779 •Z Bottom 0.2808 Min Temp% 0.2862 29.256 OK M-xx = 0.0. 0,0 0.0 0.0 0.0 0.0 0.0 k-fl X-X.+0.900+1.60W+1.60H 1.977 +Z Bottom 0.2808 Min Temp% 0.2862 29,256 OK M-22 = 0.0 0.0 0.0 0,0 0.0 36.471 0.0 k-ft X-X.+0.90D+1.60W+1.60H 1.977 -Z Bottom 0.2808 Min Temp% 0.2862 29.256 OK V-x = OM 0.0 0.0 0.0 0.0 2.030 0.0 k X-X.+0.900+E+1:80H 1.977 +Z Bottom 0.2808 Min Temo% 02862 29.256 OK 0.0 0.0 0.0 0.0 0.0 0.0 k X-X.+O.90D+E+1.60H 1.977 -Z Bottom 0.2808 Min Temo% 0.2862 29.256 OK V-z = M Z-Z.+1.40D 3.075 -X Bottom 0.2808 Min Temo% 0.2862 29.256 OK N I Tile Block Line 1 Project Tile: Tile Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Project ID. using the'Settings'menu item Project Descr: using the'Settings'menu item Project Descr: and then using the'Pnnling& and then using the'Printing& Title Block'selection. 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Title Block Line 6 Rime,6 DEC 20i2.3 spa Title Block Line 6 General Footing File•O:WreWnpe12 01 2112 1o81deptC7A4YC-Fl1109.es8 General Footing Fde=0:ldre ennpst20121121091dwigIC7A4YC-F112109ec6 ' 9 ENERCALC,INC 1967.2011.Bupd61211.30,Verb 11.531 g ENERCALC.INC 1983.2012,Budd 6121130.Ver6.11 5 31 t Description: Pallele Roof Footing Design Description: Pablo Root Footing Design Z-Z.*1.400 3.075 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Footing Flexure Z-Z.+1.200+0.50U+1.60L+1.604 2.994 -X Bottom 0.2808 Min Temo% 0.2862 29.256 OK - Mu Which Tension® As Req'd Gym.As Actual As PhtIA Z-Z.+1.20D+0.5OU+1.60L+1.60H 2.994 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Flexure Axis&Load Combination k-n Side 9 8ot or Top 7 irr2 in'2 or 2 k-1 StatUS Z-Z.+1.200+1.601.+0.505+1.60H 2.994 -X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z.Z.+1.20D+1.60L+0.505+1.604 2.994 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.+1.20D*1.60Lr+0.50L 3.762 -X Bottom 0.2808 Min Temp% 0.2862 29.256 OK Z.Z.+1.200+1.60Lr+0.50L 3.782 +X Bctbm 0.2808 Min Temo% 0.2862 29.256 04( ZZ.+1.20D+1.6OLr+0.80W 3.782 -X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z.Z.o1.20D+1.60Lr+0.80W 3.782 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z.Z.+1.200+0.5OL+1.605 3.782 •X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.*1.20D+0.50L+1.605 3.782 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.+1.200+1.605.0.80W 3.702 -X Briton 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.+1.20D+1.60S+0.80W 3.782 +X Bolton 0.2808 Min Tomo% 0.2862 29.256 OK Z-Z.+1.20D+0.50U+0.50L+1.60W 2.994 -X Bottom 0.2808 Min Tame% 0.2862 29.256 OK Z-Z.+1.20D+0.5OLr+0.50L*1.60W 2.994 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.+1200.0.50L+0.50501,60W 2.994 •X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.+1.20D+0.50L+0.50S+1.60W 2.994 +X Bottom 02808 Min Tomo% 0.2862 29.256 OK Z-Z.+1.20D+0.50L+0.20S+E 0.06117 -X Bottom 0.2808 Min Tomo% 0.2862 29.256 OK Z-Z.+1.20D+0.50L+0.20S+E 6.347 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.+0.90D+1.60W+1,60H 1.977 •X Bottom 0.2808 Min Tomo% 0.2862 29.256 OK Z-Z.+0.900+1.60W+1.60H 1.977 +X Bottom 0.2808 Min Temo% 0.2862 29.256 OK Z-Z.+0.900+0+1.60H 0.0 -X Too 0.2806 Min Temo% 0.2862 29.256 OK Z-Z.+0.90D+E+1.606 6.284 +0 Bottom 0.2808 Min Temo% 0.2862 29.256 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu Q-Z Vu @+Z Vu:Max Phi Vn Vu l Phi'Vn Status +1.40D 2.743 osi 2.743 on 2.743 osi 2.743 osi 2.743 osi 82.158 osi 0.03338 OK *1.20D+0.50Lr+1.60L+1.604 2.67 osi 2.67 osi 2.67 osi 2.67 osi 2.67 osi 82.158 osi 0.0325 OK *1.200+1.60L+0.50S+1.60H 2.67 osi 2.67 osi 2.67 our 2.67 osi 2.67 osi 82.158 osi 0.0325 OK +1.200+1.60Lr+0.50L 3.373 osi 3.373 osi 3.373 osi 3.373 osi 3.373 osi 82.158 osi 0.04106 OK +1.20D*1.60Lr+0.80W 3.373 osi 3.373 osi 3.373 osi 3.373 osi 3.373 esi 82.158 osi 0.04106 OK *120D+0.50L*1.605 3.373 osi 3.373 osi 3.373 osi 3.373 osi 3.373 osi 82.158 osi 0.04106 OK +1.20D+1.605+0.80W 3.373 osi 3.373 osi 3.373 osi 3.373 osi 3.373 osi 02.158 osi 0.04106 OK +120D+0.50U+0.50L+1.60W 2.67 osi 2.67osi 2.67 out 2.67 psi 2.67 osi 82.158 osi 0.0325 OK +1200+0.50L+0.505+1.60W 2.67 osi 2.67 osi 2.67 DU 2.67 osi 2.67 osi 82.158 osi 0.0325 OK +1200+0.50L+0.205+E 2.479 osi 2.479 ma 2.479 our 2.479 osi 2.479 osi 82.158 00 0.03017 OK +0.90D+1.60W+1.60H 1.763 osi 1.763 osi 1.763 our 1.763 psi 1.763 Da 82.158 psi 002146 OK +0.90D+E+1.60H 1.762 osi 1.762 osi 1.763 00 1.763 osi 1.763 Da 82.158 00 0.02146 OK Punching Shear All units k Load Combinatin... Vu PhPVn Vu 4 Phi'Vn Statue +1.400 10.58 osi 64.317osi 0.06439 OK +1.20D+0.50Lr+1.60L+1.60H 10.301 osi 64.317osi 0.06269 OK +1200+1.60L+0600+1604 10.301 osi 64.317osi 0.06269 OK *1100+1.60Lr+0.50L 13.013 DBI 64.317osi 0.0792 OK +1200+1.60U+0.80W 13.013 osi 64.317 osi 0.0792 OK *1200+0.50L+1.605 13.013 osi 64.317osi 0.0792 OK +1200+1.605+060W 13.013 osi 64.317osi 0.0792 OK +1200+0.50U+0.50L+1.60W 10.301 osi 64.317osi 0.06269 OK +1200+0.50L+0.505*1.60W 10.301 osi 64.317osi 0.06269 OK +1.200+0.50L+0.205+E 9.832 osi 64.317 osi 0.05984 OK +0.900*1.60W*1.60H 6.801 our 64.317osi 0.04139 OK +0.90D+E+1.60H 7.47 osi 64.317osi 0.04546 OK V .,____D Tide Block Line 1 Project Title: Tide Block Line 1 Project Title: You can change this area Engineer: Proiect ID: You can change Ihis area Engineer: Project ID: using the'Settings'menu item Project Descr: using the'Settings'menu item Project Descr and than using the'Printing& and then using the'Pnnling& Title Block'selection. Title Block selection. Tide Block Line 6 .a 50EC2012 3 W Tide Block Line 6 i 1"e 6 oEC 29T, 11,rIr Steel Base Plate File=d:was"ns.12a1P12109taestc2r1ar 12163..x6 Steel Base Plate a aLC Mps 201212109 e.gro rt 3p-Fl1110 sir ENERCALC,INC 19631017,Bux6'61211.30,Ver6.11.5.01 ENERCALC,INC.1963.2012,Build 612.11,30.Ver6.11.531 I Description: Pallet rootbaseplate Description: Pallet roarbaseplate • Code References I GOVERNING DESIGN LOAD CASE SUMMARY Mu Max.Moment._._....... 7859 k-in Calculations per AISC 380-05&Design Guide 11.ASCE 7-05 Plate Design Summary m:Max Benrkng Stress.............. 31.436 kv Load Combination Set:ASCE 7-05 Design Method Load Resistance Fader Design Pb.Allowable 32.400 ksi General Information I - Governing Load Case Ty eon Axial,Moment,L/2<E Fy•Phi Bending tress Ratio 0.970 Governing Load Case Type Axial+Moment,U2 c Eccentricity,Tension on& 0 Material Properties Design Plate Sae 1'4^x 1'-4^x 1" Bending Stress OK AISC Design Method Load Resistance Factor Design m c :LRFD Resistance Factor 0.60 Pu:Axial_..... 6.307 k fu:Max.Plate Bearing Stress.... 3.060 ksi Steel Plate Fy = 36.0 ksi Mu Moment....... 36.470 kdt Pp:Allowable: 3.060 ksi • Concrete Support fc = 3.0 ksi min(0.95YC'ss11A2/A1),I.7'rcrPhi Assumed Bearing Area:Full Bearing Allowable Beanng Fp per J8 5.10 ksi Beanng Stress Ratio 1 000 Column&Plate Bearing Stress OK A Very Long PlaceholderA Very Long Placeholder Tension in each Bolt........_...__. 13646 Column Properties Steel Section. HSS Bx8x3/8 Allowable Bolt Tension on_Stress 17.700 1 Tension Stress Ratio 0777 Depth 8 in Area 10.4 in"2 ,' Width 8 in Ixx 100 in"4 �1 l r : Tension Stress OK Flange Thickness 0.349 in Iyy 100 in"4 ;r>.•'4-1. „.' .4 ,? Load Comb.:+1400 Axial Load Only,No Moment Web Thickness 0 in y ,M'f45 ' inn.t "?, r ray. ��r'rt 6.020 searina uesses Plate Dimensions Support Dimensions �,•w� Pu.P,dN...... k Fp abwabi ....... .. _. 7.Oeg km N:Length 16.0 in Width along X' 80.0 In 1'r Plate Height..._... 16.000 et fu:Max.Beanng Pressure 0.024 1,51 0 A� r r.eKif'4i +.p''� Design eq A B:Width 16.0 in Length along'2' 60.0 m ,, ,.oYb a `za Design Plate WOO ., 16.000 o Stress Rath _____ DOOR Thickness 1.0 in -. .. Mnmanererraomenoyap.trr Owing mad Plate Bending Stresses Column assumed welded Io base plate. '- •' Ai Ptete Area 256.000 b"2 Mmax-Fu t."2/2 5.207 kin - aF2'�.. ,.:y^ ,art A2:Support Area ............ 3,600.000 in^2 b Actual...._......................... 0.830 he r Y gf11 Fb.All ....... i _._. --------- • r •..#,' =04V1•+ r ngdr l•4s. et A2 A1) 2.000 Stress Ratio.______ 0.026 �w� rva I r21' !X7 r.B-, ur - Distance for Moment Calculation -•-- r y ,•.rfi •m' 4.200 m , _ '� I: _ �. 'n'............. 4200n o,. .. ; X__..._.._._. 0.000 n"2 _ Lambda._................... 0.000 ri........................................ 0.010 m n"Lambda.................................. 0.000 In Applied Loads I +p L=mex(mn,n)......................... 4,200m PA' V,L M-X +M X; Load Comb.:+1.20D+0.5OLr+1.60L+1.60H Axial Load Only,No Moment 0:Dead Load....... 4.30 k 0.0 It 0.0 k•It +X +X Loading Bearing Stresses L:Live....... 0.0k 0-0k 0.0 k41 Fu:Axial..___ 8.027k Fp:Allowable_._.............__..._._. 3.060 ke Lr:Roof Live......... 5.733 k 0.0 k 0.0 k.e __ 16.000 j fu•Max.Beanng ressure 0 031 ksi S:Snow................ 5.733 k 0.0 k 0.0 k-a ! Dasgn Pula F6abla_ n 0 W:YWtl................ 0.0 k 0.0 k 0.0 k41 \ Aquae Plate YtornW 16.000 n Stress Ratio. 0.010 Aquae ate Area FanereraA.rerrapraed Plate Banding Fu /S E:Earthquake............. 0,0 k 2.20 k 36.470 N�k H-.Lateral EaUI......... 0.0 k 0.0 k 0.0 k,h +Z \ Al:Plate Area......... 256.000 ky2 Mmax=Fu'L^212_.............._. 0.277 ksi +Z A2:Support Area..............._. 3,600.000 m"2 lo:AcWel....____..___..___ 1.106 ksi 'P'=Gravity bed,'+'sign h downward. Moments create nigher rob pressure at.2 edge. +'Shears push plate towards.Z edge. sqt(A2.1611 2.000 Fb Allowable___-__- 30.034 ksi Shwa 14Y. 0.034 Anchor Bolts I j Distance for Morneel Calauation . ...s. •m'.............._..._ 4.200n Anchor Ball cc Rod Desoip6m 1' _..�... Max or Tension or Polbut Capacity........... 17.70 k ..................... 0.000 m Shear Cq>eery.............._.........._...___... 9.420 k X......_._........_...._._ 0.006 n^2 0.000 1.250 In n larrEde...................... n'........................................ 0.010 in 2.0 n' Lamoda. 0.000 in Number of Bolt Rows_ 1.0 L=maxum,n.n")......_...._.._-.._ 4.200m Title Block Line 1 Project Tioe: Title Block Line 1 Project Title: You can change this area Engineer Project ID: You can change this area Engineer: Project ID: using the*Settings menu item Project Descr: using the'Settings'menu item Protect Descr: and then using the'Printing& and her using the'Printing& Title Block'selection. Tide Block'selection. Tide Block Line6 n•xsi 6 DEC 2012 3less Tide Block Line 6 nem 60E02012 3 isms Steel Base Plate Fie•0ldranpst2012tl2109kt q'47A4YC4112109.sc6 i Steel Base Plate Fie=otteweg,uo121121D9v.9'C7A4YC-Ft12109.ec6 i ENERCALC,INC 19E3-2012,0014'6.1211.70,Var6.115N ENERCALC,INC 1983.2012,BM 6 l2.11.20.V<6.11.531 Description: Pallet roof basepiate Description' Pallet mot baseplaie Load Comb.:+1.20D+1.60L+0.505+1.60H Axial Load Only,No Moment Load Comb.:+1.20D+1.60Lr-0.80W Axial Load Only,No Moment Loading Bearing Stresses cLasliyag Bearing Stresses Pu:Axial......... 8.027 k Fp:Allowable .............................. 3.060 ksi Pu:Axial......... 14.333 k Fp Allowable....................__....... 3.060 ksi Design Plate Height....... 16.000 n lu:Max.Bearing Pressure 0.031 ksi Design Plate Height......... 16.000 or Iu:Max_Bearing Pressure 0.056 kb Design Plate WIC...._... 16.000 in Stress Ratio. 0.010 Design Plate Wddh......... 16.000 n SVess Rado 0.018 Waite different ran envy d penal awns used Plate Bending Stresses MN be aired ram entry ir petal I oxq used Plate Bending Stresses, 256.000 M2 Mmax=W•L"212................... 0.277 k-in Al:Plate Area......... 756.000 6102 Mmax=Fu'L"2l 2 ....,...... 0.464 k-in A2:Support Area._...._......_. 3,600.000 i02 to:Actual................................ 1.106 ks A2:Support Area.................. 35°n°'W0 in"2 to:Actual................................ 1.975 k5 sort)A2nAt) 2000 Pb:allowable.............................. 32.400 ksi son(A2/A1) 2.000 Fb:Allowable 32400 ksi 0.034 Stress Ratio..................... 0.061 Distance for Moment Calculation Distance for Moment Calculation m'................._.. 4.200 in •m'.................__ 4.200 in •n'..................... 4.200 n 'n'.................._. 4.200 in X........._..---.._..... 0,000 n"2 X.. ..................... 0.000 0"2 Lambda...................... 0.000 Lambda......_....._.._. 0.000 n'........................................ 0.010 n n'......_.._....._.___._.__ 1.010 in n•Lambda...._............_.._.._._... 0.000 at n' Lambda.. 0.000 in L=max(m n.n")......................... 4.200 it L=maxim n,n").....___..._.._._ 4.200 in Load Comb.:+1.2OD+1.60Lr+O.50L Axial Load Only,No Moment Load Comb.:+1.2OD+0.50L+1.605 Axial Load Only,No Moment Loading Bearing Stresses Loadinn Bearing Stresses 14.333 k Fp Allowable............................... 3.060 Its Pu Axial......... 14.333 k Fp:Allowable -- 3.060 ksi Design Plate Height......... 16000 In lu Max.Bearing Pressure 0.056 ksi Design Plate Height-..-..... 16.000 in Is:Max.Bearing Pressure 0 056 ks Design Plate Width......... 16.000 in SUaea Ratio 0.018 Design Plate Width......... 16.000 in Stress Ratio._ 0.018 will be darreex ran envy if partied oeenng used Plate Bending Stresses will be deaenl ban entry if petal belong used Plate Bending Stresses A1:Plate Area......... 256.000 n"2 Mmax=FU'L"212................... 0.494k-n Al Plate Area._...... 256.000 in"2 Mmax=Fu'L"212............_.._ L:4p4'a-,c. A2:Support Area................ 3.600.000 61,.2 03:AchW.._..________.. 1.975 km A2.Supped Area.._....._....... 3,600.000 6102 m:Actual......_.._..-_............._ 19 5 ksi .. Pb:AWN*.............._._......._ 32.400 ks Fb.Allowable...._._..._...____..... 32400 nsi sgrt(A2/At) 2.000 son(A2lAt) 2.000 Wen Rollo 0.061 Stress Ratio....______ 0.061 Distance for Moment Calculation Distance for Moment Calculation •m'..................... 4.200 in •m'.................... 4.200 in 'n'..................... 4.200 in 'n'..................... 4.200 in X ............... 0.000 in"2 X 0.000 in"2 Lama...................... 0.000 Lambda...................... 0.000 n'.........._....__._..__..___ 1.010 or n'........_._.........._....._._..._ 1.010 in n"Lambda_.....-._._...._.............. 0.000 in n'•Lambda......----.._...._......... 0.000 or L=max(n s n,n')......_......._........ 4.200 in L=maxte,n,n'T-..____.-_..__. 4.200 in Load Comb.:+1.2OD+1.6OLr+O.8OW Axial Load Only,No Moment Load Comb.:+12OD+1.6OS+O.8OW Axial Load Only,No Moment Loading Bearing Stresses Loading Beanng Stresses Pu:Axial......... 14.333 k Fp:Albwabk...,...._.........._......... 3.060 ksi Pu:Axial......... 14333 k Fp:Allowable_............................. 3.060 ks Design Plate Height......... 16.000 in lu:Max.Beanng Pressure 0.056 ksi Design Plate Height......... 16.000 in tu.Max.Bearing Pressure 0.056 ksi Design Plate Width..._.... 16,000 In Stress Ratio....__. 0.018 Design Plate Width. 16.000 In Stress Redo.._.._______ 0.016 WM be different from anlry'I ponmi helopq used Plate Bending Stresses, Will be tearer ram envy if penal beemg vend Plato Bending Stresses Al:Plate Area......... 256.000 In.? Mmax=Fu'02/2................... 0.494 kin• At Plate Area._...... 256.000 IM2 Mmax=Fu•L°212................... 0.494 kin A2:Support Area.................. 3,600.000 i02 Ib:Actual..........._................... 1.975 ksi A2:Support Area......_......... 3,600.000)02 no Acival................................ 1.975 Its sal(A2/A1) 2.000 Fb Allowable.............................. 32.400 ksi scot(A2/A1) 2.000 Fb:Allowable............_............_.. 32.400 Its Stress Ratio _ 0.061 Stress Ratio _ 0.061 Distance for Moment Calculation Distance fa Moment Calculation 'm'........._.......... 4.200n •m'..................... 4.20061 'n'..................... 4200 in 'n'.................._. 4.200 or X. 0.000 6102 X.. 0.000 In"2 Lambda...................... 0.000 Lambda. 0.000 n'........................................ 1.010 in n'..........................._.__...... t.010 in n''Lambda.................................. 0.000 In n'•Lambda.. 0,000 in L=max(m n,n")......................... 4.200 In L 0 max(m,n,n').........._._._.....- 4.200 in V Tile Black Line 1 Project Tile: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Protect ID: using the'Settings'menu item Project Desgn using the'Settings'menu item Project Decor: and then using the Tinting& and then using the'Printing& Tile Block'selection. 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Title Block line 6 n...6 DEC 1OIC 31 as Tile Block Line6 rmisa.6oEC mix eras Steel Base Plate Fee=O:Meeksat201olloro010,0C7Au7C-F111108.6 Steel Base Plate File rp'It°11111°°N 5C7MYC F1111°°"`6 HIBtCAL.C.NC 1983-Mt,.Buld:e.1211 S,ve-e tt131 ENERCALC.INC.1683-2012 euk41.12.11.33,9 e,11.5.31 Description: Prat mot baseplate Description: Pallet roof baseplate Load Comb.:+1.200+1.605-0.80W Axial Load Only,No Moment Load Comb.:+1.200+0.50L+0.505+1.60W Axial Load Only,No Moment Loading searing Stresses Lar_ling Deanna Stresses 14.333 k Fp:Allowable ....................._...... 3.060 ksi Pu:Autat......... 8.027 k Fp:Allowable._.._........................ 3.060 ksi Design Rate Height..._.... 16.000 in la Mae.Bearing Pressure 0.056 ksi Design Plate Height._._... 16.000 in fu:Max.Bearing Pressure 0.031 ksi Design Plate Width........ 16.000 in Stress Ratio......_.__..._._.. 0.018 Design Plate Width......... 16.000 in Stress Ratio 0.010 sum be deeex tom entry if petal beromp used Plate Bending Stresses Me be deem/from semi/pate be.lrg lead Plate Bending Stresses 256.000 W2 Mmax=Fu'L"2 r 2.. 0.494 k-in Al:Plate Area......... 256.000 77•2 Mmax=Fu'L.2/2.._...___.__ 0277 k-in A2:Support Area.................. 3,600.000.002 b:Actual.. 1.975 ke A2 Support Area....._...._..... 3,600.000 nnp b Actual.__.______._.__ 1.106 ksi sgrt(A2/A1) 2.000 Fb:Allowable.. 32.400 ksi min(A2/A1) 2.000 Pb.Alloweb1s.._..„..____._...... 32.400 ksi Stress Ratio 0.061 Strew Redo 0.034 Distance for Moment Calculation Distance for Moment Calculation 'm'................._.. 4.200 n •m'.._..._............ 4.200 In 'n'..................... 4.20077 'n'..................... 4.200n X........_.................... 0.000 n•2 x....................._.._... 0.000 H^2 Larrbda...._.........._.... 0.000 Lambda......_._......_. 0.000 0 ......................._............ 1.010 in n'........................................ 0.010 in n"Lambda........_._.._..._....._..... 0.000 ui er•Lambda. _._._.__. 0.000 in 4.200 no L=maatm,n,n")...__.._ _... 4.200 In Load Comb.:+1.20D+0.50Lr+0.50L+1.60W Axial Load Only,No Moment Load Comb.:+1.200+0.50L+0.505-1.60W Axial Load Only,No Moment Loadinc Bearing Stresses Loading Bearing Stresses W:plow......... 8.027 k Fp:Allowable. 3.060 ksi Pu:Axid......... 8.027 k Fp Allowable.__ 3.060 ks, Design Plate Heiyll...._... 16.000 Sr N:Max.Bearing Pressure 0.031 ksi Design Plate Height......... 16.000 in N:Max.Baring Row 0.031 ksi Design Plate Width._._... 16.000 in Stress Ratio 0.010 Design Plate Width......... 16.000 in Strew Rage 0.010 sun be Morse tem only ap.W ae.reg used Plate Bending Stresses MID.ae.r.d tom ovary II pond be.mo used Plate Bending Stresses Al:Plate Mee......... 256.000 n"2 Mn1ax=Fu'L"2!2..-._......__._ 0.277 k-in At:Plate Mee......... 256.000 nag Mmax=Fu•L"212...._.........._ 0.277 k-In A2:Support Area.................. 3,600.000 7752 Ile:Actual.. 1.106 ksi A2:Support Area.................. 3,600000 6102 b:Actual.............-.....-........._ 1.106 ksl sort(A2101) 2.000 Fb:Allowable.. ................ 32.400 ksi sgrt(A2/A1) 2.000 Fb:Allowable_......_..........._._.... 32.400 Sal Stress Ratio 0.034 Stress Ratio._- 0.034 Distance for Moment Calculation Distance for Moment Calculation m'..................... 4.200 in •m'.,................... 4.200 in •n'..................... 4.200 in 'n'...........-......... 4.200 in X.............................. 0.000 rr•2 X.............................. 0.000 ir`2 Lambda...................... 0.000 Lambda......_____.... 0.000 n'........................................ 0.010 in n'........................................ 0.010 or n'•Lambda......................._..-..-... 0.000 or n'Lambda................._. ..... 0.000 in L=mex(m 0,n"). 4.200 or L=mayrq n,n').........._............. 4.200 in Load Comb.:+1.20D+0.5OLr+0.50L-1.60W Axial Load Only,No Moment Load Comb.:+1.20D+0.50L+0.20S+E Axial Load+Moment EOC.>U2 Loading Bearing Stresses Loading Calculate plate moment from boll tension Pu:Amt......... 8.027 k Fp:Allowable............................... 3.060 ksi Pu Axial......... 6.307 k Tension per Bolt........................., 13.646 k Design Plate H 16.000 n fu:Max.Bearing Pressure 0.031 ksi Mu:Moment........ 36.470 641 Tension:Steers cue._........._..._ 17.700 k gn eqM......... rmg Design Plate Veld/1......... 16.000 in Stress Ratio.-.- 0.010 E000mbi 9y........................ 69.394 in Stress Ratio 0.771 Mu be deee■ram wiry ao.sdbeer/wood Plate Bending Stresses Al:Rate Area......... 256.000 MI 256.000 i1"2 Mmax=Fu'LA212__..........._.. 0.277 k-in A2.Supped Area.................... 3,600.000 n"2 Dist from Bolt to Col.Edge............. 2.950 in 3,600.000 0.2 lb:Actual................................ 1.106 ksi (02.10 ) 2.000 Efface,*Bolt Width for 6esdrg..... 11.800 in earl sin(A2/A1) 2.000 Flo:Allowable.............................. 32.400 ksi Plate Moment horn Boll Tension....... 6023 kin SUesa Ratio..............._..-. 0.034 Calculate olale moment from bearing... Distance la Moment Calatl gliga 'm'..................... 4.200 In Bearing Stresses 'm'..................... 4.200 In 'A':Bearing Length 1.372 h Fp:Allowabe_._....._...._..._...._.. 3.060 ksi n'..................... 4.200 in Mpl:Plate Moment 0.655 k•h to.Max.Bearing Pressure l set equal to Fp I x.............................. 0.000 77"2 Stress Ratio__ 1.000 Lambda.................._. 0.000 n'...__........................._..... 0.010 in Plate Bending Stresses Mmax 7.859 km n"Larlbda...................._._......._ 0000 in k Actual.__ _ 31.436 ksi 4200 in Po 32.400 ksi A Stress Ratio 0.970 ` 1 V^ Title Block Line 1 Project Title: Tulle Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Proiecl ID: using the"Settings'menu item Protect Descr: using the'Settings'menu item Project Descr: and then using the'Printing& and then using the'Printing& Title Block'selection. Title Block'selection. Tide Block Line 6 Nmwo s DEC am)3!Oral Tide Block Line 6 Rm.6 DEC 201Z 316e. Steel Base Plate Fee=04 4rnnnps1701P12109Wr01C7A4YC-Fl12109.ec6 Steel Base Plate File tr..mp 3ot2121wmpca4rc FlU1m..s ` ENERCALC INC.196770:2.eu4dfi171i70,Yer611.537 _ EIERCALC.INC 1483.2012,euite12.11.30,Wr6.11.5.31 , k I Description: Pallet roditenr.a Description: Pallet roof baseplate Load Comb.:+-1.200+0- 1.20D+O.60L+0.20S-1.0E Axial Load+Moment,Ex.>!/2 Load Comb.:+0.90D+E+1.60H Axial Load+Moment,Ece.>L/2 Loading Calculate plate moment from bolt tension oadin Calculate plate moment horn bolt tension . 6.307 k Tension per Boll......................._. 13.010k Rt Anal......._ 2870 k Tension per Bdt._..._.................. 14271 k 36.470 k4t Tension Allowable.................._ 17.700k Mu:Moment........ 36.470 k-ft Tension:Allowable..._._.._.__... 17700k Eccenlnary.................___ 69.394 in Stress Ratio_ 0.771 Ecceninciry......._.....__..._. 113.085 or Stress Ratio___ 0.806 256.000 m"2 Al:Plate tree......._ 256.000 n"2 02:Support Area.................... 3,600.000 m"2 Dist.from Bolt to Col Edge_.__._. 2.950 In A2:Support Area.................... 3500.000 in"2 Dist from Bolt to Col.Edge............. 2.950 in Effective Boll Widen for Benteng...., 11.800 in Effective Boll Width for Bending..... 11.800 in sgrt(A7fAi 1 2.000 Plate Moment tram Boll Tension....... 6.823 k-in sort(A2/A1 1 2.000 Plate Moment from Bolt Tension....... 7.135 k-In Calculate plate moment horn bearing.., Calculate plate moment from bearing•.. 'm•..................... 4.200 In Bearing Stresses 'm'..................._ 4.200 in Bearing Stresses 'A':Bearing Length 1.372 in Fp:Allowable............................... 3.060 ksi 'A':Beating Length 1.324 In Fp:Allowable......._...................... 3.060 ksi Mpl:Plate Moment 0.655 k-in N:Max Besting Pressure I set equal to Fp) rep:Plate Moment 0.634 k-er N:Max.Beamg Pressure (set equal to Fp) 1.000 Stress Ratio_........_........ 1.000 Plate Bending Stresses Plate Bending Stresses Mmax 7.859 kiln Mmax........................................_ 7.614 k-in m:Actual.. 31.436 ksi b.Achral................................ 30.456 ks Fb.Allowable............................... 32 400 ksi Pb.Allowable................................ 32 400 ksi Stress Ratio............_...... 0.970 Stress Ratio_ 0.940 Load Comb.:+0.90D+1.60W+1.60H Axial Load Only,No Moment Load Comb.:+0.90D-1.0E+1.60H Axial Load+Moment,Ecc.a L/2 Loo Bearing Stresses Loading Calcuiale plate moment from boll tension W:Axial......... 1870 k Fp.Allowable .............................. ks. Pu:Axial....._.. 3.870 k Tenon per BoL.....,................... 14 271 k Daslpn Plda NldpM.._..... 16.000n M:Mao.Bearing Pressure '15 ks. Mu:Moment._..._ 36.470 k-k Tensan:Adaxade..._........._._. 17.700k Dasipl PWa WWaDL_..._. 16.000 ei Stress Ratio______ 0.005 EccentniN........................ 113.085 In Stress Ratio_..._._...._.... 0.806 Rube 6aeeh km way ipalabaring used Plate Bending Stresses Al:Plate Area......... 256.000 642 256.000 in"2 Mmex=Fu'L"212................._ C.133 1,41 A2:Support Area...................., 3,600.0001'2 Dist from Boll to Col.Edge............. 2.9501n AZ SupWod Area.................. 3,600.000 in42 to:Actual.. 0533 Ns: Effective Bolt Width for Bending..... 11.800 In eon(A2/A1) 2.000 Fb:Allowable.............................. 32 400 to: serf(A21A1) 2.000 Plate Moment from Bolt Tension....... 7.135 k-In Stress Ratio_-_. 0.016 Calculate slate moment from bearing... Distance for Moment Calculation •m'............._...... 4.200 In Bearing Stresses •m•..................... 4200n 'A':Beacon Length 1.324n FP:Nbwabb............................... 3.060ksi 'n'..._............... 4.200 n Mel Plate Moment 0.634 kin lu:Max.Bearng Pressure (set equal to Fp) %.............................. 0.000 n"2 Stress Raba 1.000 lanbcla...._.............-........ 0000 n'................................ 0.010 in Plate bending Stresses re•Lartbde.__......................_.... 0.000 in Mmax 7.614 k L=Irds(nkn,n')......................... 4.200n F b:Allowable 30.456 kb.......................___.. 32.400 ksi Load Comb.:+0.90D-1.60W+1.6OH Axial Load Only,No Moment Stress Ratio....._..._ 0.940 Lads 3.870 Burma Stresses Pe:Add____ k Fp.Allowable. 3060 ks: Bdpt Plde HegM._._._ 16.000 is N.Max.Bearrg Pressure 0.015 Ls Obi Plate Width......... 16.000 in Stress Ratio 0.005 100OeerMent torn aaen ir petal aeamgused Plate Bending Stresses Al:Plate Area..,...... 256.000 n"2 Mmes.Fu•L"212._..._-._.__ 0.133 k-In A2:Support Area.................. 3,600.000 n"2 ib:Aclual................................ 0.533 ksi son(A2/A1) 2.000 Fb:Allowable.............................. 32.400 ksi Stress Ratio.................... 0.016 Distance for Moment Calculation 'm'..................... 4.200 n n'..................... 4.230 in X.............................. 0000 eel Lambda...................... 0.000 n'........................................ 0.010 in n' Lambda.._...._.............._........ 0.000 in L=maxim,n,n")......................... 4.200 In \.,)\•Hk,\ V Design Col to Base plate Weld OverturningASD := Overturning•0.7 = 25529.408 lb ShearASD := Shear•0.7 = 1418.3 ft Use: 5/16 in all around fillet weld see analysis pages 4-0 —4 \ New Pallet Roof CMU Wall Design: Design of new 19'-0" CMU. Use a CMU wall f'm=1500 psi. Hwall := 19•ft SDS := 0.707 DLwall.cmu := 84.psf Soil Bearing= 1500 psf ES := o.4 SDS'I DLwall.cmu = 23.755 lb Seismic loads control the design ft Fwind := 16.18•psf WDL := 4.33 •ft•15•psf = 32.475- WLL := 4.33 'ft'20•psf = 43.3 ft WSL •= 4.33 •ft•20.psf = 43.3 ft Use: 8" CMU wall w/#5 @ 16" oc (vert) and #5 @ 16" oc (horizontal) with 2'-6" wide x 24" thick footing w/245 top & bott. (longitudinal)  ties @ 48" oc (transversal) ' See attached � 3S - �;0 34 BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,California 93711 Engineer: SH 1 Tile Sock Line 1 Project TiUe: Title Block Line 1 Project Tile: You can change this area Engineer: Project ID- You can change this area Engineer: Project ID'. using the'Settings'menu item Project Descr: using the'Settings'menu item Project Descr: and then using the'Printing 8 and then using the'Printing 8 Title Block'selection. Tile Block'selection. Title Block Line 6 Tile Block Line 6 i.ob.a Masonry Slender Wall ""`0"'""0"�12tI2109id xiCl 4YC-112109 i6 Masonry Slender Wall File a..r0001r,21a9e.ac7Anc-Fl,:1a9.R6 'J ENERCALC INC 1967.2017.Budd 6.12 1170.Veil 11.531 `ENERCALC INC 19632012.Budd 6 12 11 30.Vrr9.11.5.31 Description: New Palate Root Wall Descriplian New Pallets Roof Wall Code References DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Calculations per Governing Load Combination... Actual Values... Allowable Values... Load Combinations Used:ASCE 7-05 PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3303 General Information Calculations per +1.20D+0.50Lr+0.50L+1.60W Max Mu 1.254 k-It Phi'Mn 3.797 k-tt Construction Type:Grouted Hollow Concrete Masonry PASS Service Deflection Check Min.Del.Ratio 777.19 Max Allow Ratio 150.0 Pm = 1.50 ksi Nom.Wall Thickness 8 in Temp Dirt across thickness = deg F D+L+S+E/1.4 Max.Deflection 0.2934 in Max.Allow.Deft. 1.520 in Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 150.0 PASS Axial Load Check Max Put Ag 11.902 Pe 0.2'Pm 300.0 P5 Fr-Rupture = 61.0 psi Rebar'd'distance 3.750 In Minimum Vertical Steel% = 0.0020 +1.20D+0.50Lr+0.50L+1.60W Location 9.18311 Em=Pm' = 900.0 Lower Level Rebar... PASS Reinforcing Limit Check Controlling Aslbd 0.0050 As/bd 8.1072 rho bal 0.1072 Max%of p bal. = 0.1072 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 16 in PASS Minimum Moment Check Mcracking 0.5911 kilt Minimum Phi Mn 4.650 k-n Block Weight Normal Weight +1.40D Maximum Reactions... for Load Combination.., Wall Weight = 84.0 psf Top Honzonlal E Only 0.2257 k Wall is Solid Grouted Base Honzontal E Only 0.2257 k Vertical Reaction D+L+S+E/1.4 1.675 k One-Story Wall Dimensions _ - - Design Maximum Combinations-Moments A Clear Height 19.0 fl An Axial Load Moment Values 0.6• B Parapet height = 0.0 ft Load Combination Pu 0.2•rm'bl Mcr Mu Phi Phi Mn As As Ratio rho bat P 9 6 k k k-n k-R Wn in"2 Wall Support Condition Top 8 Bottom Pinned (- +1.40D at 18.37 to 19.00 0.000 27.360 0.59 0.03 0.90 3.58 0.233 0.0050 0.1072 .1.200•0.50Lr+1 60L at 18.37 to 19.00 0.000 27.360 059 0.04 0.90 3.58 0.233 0.0050 0.1072 .1,200.0 60L•O.50S at 18.37 to 19.00 0.000 27.360 0.59 0.04 0.90 3.58 0.233 0.0050 0.1072 +1.200.1.60Lr•0.50L at 18.37 b 19.00 0.000 27.360 0.59 0.06 0.90 3.58 0.233 0.0050 0.1072 .1.200+1.60Lr+0.80W at 9.50 to 10.13 1.070 27.360 0.59 0.62 0.90 3.81 0.233 0.0050 0.1072 +1.200.650L•1.605 at 18.37 to 19.00 0.000 27.360 0.59 0.06 0.90 3.58 0.233 0.0050 0.1072 A =1.200.1600.0.80W as 950 to 10.13 1.070 27.360 0.59 o 62 0.90 3.81 0.233 0.0050 0.1072 .1.200.0.50Lr+050L+1.60W at 8.87 to 9.50 1.065 27.360 059 1.26 0.90 3.81 0.233 0.0050 0.1072 +1.200•0.50L•0.505+1.60W at 8.67 l0 950 1.085 27,360 0.59 126 0.90 3.81 0233 0.0050 0.1072 =1.200+0.50L•0.205+E at 13.87 to 9.50 1.072 27.360 059 1.14 0.90 3.81 0.233 0.0050 0.1072 A• • - •0.900+160W at 6.87 to 9.50 0.798 27.360 0.59 123 020 3.75 0.233 00050 0.1072 Vertical Loads •0.900.5 at 887 to 9.50 0.798 27.360 0.59 1.12 0.90 3.75 0.233 0.0050 0.1072 Vertical Uniform Loads.. (Applied per loot o1Srrip Width) 2LL1)ee9 LL.132211.a U'FloorLke S Snow HL-Wrid Design Maximum Combinations-Deflections - Ledger Load Eccentricity 6.750 n 0.0350 0.0440 0.0 0.0440 0.0 kilt Weal Load Moment Values Stiffness Deflections Concentric Load 0.0 0.0 0.0 0.0 0.0611 Load Combination Pu Mcr Maclual I gross I cracked I effective Deflection Den.Ratio Lateral Loads k ii-ii an in". .n a ,n,1 ,n Full area WIND load 16.180 psi Wall Weight Seismic Load Input Method: ASCE seismic factors entered 0'L+Lr at 10.77 10 11.40 0.771 0.59 0.03 443.30 43.19 443.300 0.003 76,332.8 Fp=Wall Ilk' 0.2828 = 23.755 Psi SDS Value per ASCE 12.11.1 D+L+W at 950 b 10.13 0.833 0.59 0.75 443.30 4132 52.621 0.226 1,009.5 SDS ' 07070 D+L+W+SD at 9.50 to 10.13 0.855 0.59 0.76 443.30 4136 52.211 0.235 969.7 0+L+S+W2 at 9.50 to 10.13 0.877 0.59 0.39 443.30 43.41 443.300 0.043 5,327.4 D+1+S+E71.4 at 9.50 to 10.13 0.877 0.59 0.81 443.30 4141 50.030 0.293 7772 D•051.•111•0.7W at 9.50 to 10.13 0.855 0.59 0.53 443.30 43.36 443.300 0.058 3,937.1 0+0.51L+Lr1+0.7E at 9.50 to 10.13 0.855 0.59 0.78 443.30 43.36 51.025 0.262 870.0 Reactions•Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical a Wall Base ()Only 0.0 k 0.00 k 1.631 k 0 Only 0.0 k 0.00 k 0.044 k W Only 02 k 0.15 k 0.000 k E Only 02 k 023 • 0.000 k D+L+Lr 0.0 k e00 n 1.675 k R 0•L•S 0.0 k 0.00 k 1.675 k 1`v 1 Title Block Line 1 Project Title: You can change this area Engineer: Project ID. using the'Settings'menu item Project Descr: and then using the'Printing& Title Block'selection. Title Block Line 6 now 6DEC2On crow Masonry Slender Wall Fib=OlNewgeQ0121121091d.c7A/YC-Fl12109.ee6 ' Masonry ENC0CALC.INC.19834012,BM 6.121130.Ver6.11 5 31 Description: New Pallet°Rod Wall Reactions•Vertical&Horizontal _ Load Combination Base Horizontal Top Horizontal Vertical Wall Oast D.L•W•52 02 k 0.15 k 1553 ■. D•L•S•W2 0.1 k 0.07 k 1.675 k D•L•S•EJ1.4 02 k 0.16 k t.675 k Check Wall Anchorage Hwall.anchorage 19•ft W1 0.8'SDS•1•DLwall.cmu'Hwall.anchorage = 902.698 ft W2 := 400•-•SOS.I = 282.8- ft ft W3 := 280. Ib W Panchorage := 21 .4.ft = 1805.395 lb At deck parallel to the wall Use: W8x13 beams at 4'-0" anchor to CMU wall with 2-L4x4x1/4 angles w/(1) 3/4" dia. Hilti KB-3 anchor bolts 2-3/4 KB-3 Allow := 1316.lb+ 1368.lb = 26841b Panchorage = 0.673 < 1.0 OK Allow Design Interior Out of Plane Door Support L := 25.42ft Length of beam member lot wtributary 2 wtributary = s ft wW := s psf wtributary wW = 25 ft lb BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320 W.Herndon Ave.. Suite 101 File Name: 12109-DELTA 2-modifed.xmcd Fresno,California 93711 Engineer: SH Use: HSS8X4X3/16 See attached ENERCALC calculation ?9 g • • 3s BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 12/19/2012 1320W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2-modified.xmcd Fresno,Califomia 93711 Engineer: SH Title Block Line 1 Project Title: Title Block Line 1 Project Title: You can change Ihis area Engineer Paned ID: You can change Nis area Engineer Project ID: using the'Settings'menu item Project Descr using the'Settings menu item Proiecl Descr and then using the'Punting 8 and then using the'Printing 8 Title Block'selection. Title Block'selection. Title Block Line 6 1,6166119hLUm2 nuns Title Block Line 6 nmue.19 DEC 2011,9 O Steel Beam File=d.1areenngr120121121091deg1C7Arog nnr8109.ec8 L Steel Beam File oCormengs1201si2 Bs""eIc113a.-FI12109AC6 i ENFRCALC,INC 19x3.2012,Beki 6.12.11 30.Ver6.11 5 31 ENERCALC,INC 1983-7012.Buite 12.11.30,V.r6.11.531 Description: Low storefront Beam Support Description: Low storefront Beam Suplud CODE REFERENCES Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Calculations per AISC 360-05 Segment Length Span# M V Mmax+ Mmax- Me-Max Mar Mnx/Omega Cb Bin Va Max Vas Vnx/Omega Load Combination Set:ASCE 7-05 +o.60D+W.H Dsgn.L= 25.42 ft 1 0233 0.021 2.72 2.72 19.54 11.70 1.00 1.00 0.43 33.41 20.00 Material Properties .0.600.0.706•14 Analysis Method:Allowable Strength Design Fy:Steel Yield: 46.0 ksi Dsgn.L= 2542 It 1 0 060 0.006 0.70 0.70 19.54 11.70 1.00 1.00 0.11 33.41 20.00 Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Overall Maximum Deflections.Unfactored Loads Bending Axis: Minor Axis Bending Load Combination Span Max.' Dell Location at Span Load Combination Max'✓Deb Location In Span Load Combination ASCE 7-05 1 _ D+W 1 1.1427 12.837 0.0000 0.000 Vertical Reactions•Untactored Support notabon Far left is K1 Values in KIPS Load Conbinaion Support 1 Support 2 W(0.025) Overall MAximum 0.503 0.503 + V V v ♦ D Only 0.185 0.185 II - i-i:.....-._., -. WOnlY 0.318 0.318 Span=25.420 ft 0441 0.503 0.503 HSS8x4x3/16 III Service loads entered.Load Factors will be applied for calculations. Applied Loads Pp Bean self weight calculated and added to loads Uniform Load W=0.0250 kilt.Tributary Nadal=10 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.273:1 Maximum Shear Stress Ratio= 0.025:1 Section used for this span HSS8x4x3116 Section used for this span HSSBx4x3N6 Ma:Applied 3.194 k-ft Va:Applied 0.5026 k Mn I Omega Allowable 11.700 k-ft VntOmega:Allowable 20.003 k Load Combination +D+W+H Load Combination +0+W+H Location of maximum on span 12.7100 Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span a where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio. 0<360 Max Upward L*Lr*S Deflection 0.000 in Ratio= 0<360 I Max Downward Total Deflection 1.143 in Ratio= 267 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mesa+ Minas- Ma•Max Mny Mny/omega Cb Rrn Va Max Vny Vny/Omega D Only Dsgn.L= 25.42 ft 1 0.100 0.009 1.17 1.17 19.54 11.70 1.00 1.00 0.18 3141 20.00 .D.L.H Dsgn.L. 25.42 ft 1 0.100 0.009 1.17 1.17 19.54 11.70 1.00 1.00 0.18 33.41 20.00 •D.Lr.H Dsgn.L= 25.42 ft 1 0.100 0.009 1.17 1.17 19.54 11.70 1.00 1.00 018 3341 20.00 .D+S*h4 Dsgn.L= 25.42 ft 1 0.100 0009 1.17 1.17 19.54 11.70 1.00 1.00 0.1B 33.41 20.00 .D.0.750Lr.0 750L•H Dsgn.L= 25 42 ft 1 0.100 0009 1.17 1.17 19.54 11.70 1.00 100 0.18 3141 20.00 +D+0.750L40.750SH4 Dsgn.L= 25.42 ft 1 0.100 0.009 1.17 1.17 19.54 11.70 1.00 1.00 0.18 33,41 20.00 +D+W+H Dsgn.L= 25.42 K 1 0273 0.025 3.19 3.19 19.54 11.70 1.00 1.00 0.50 3141 20.00 +D+0.70E+H Dsgn.L= 25.42 ft 1 0.100 0,009 1.17 1.17 19.54 11.70 1.00 1.00 0.18 3141 20.00 +D.0.750Lr.0.750L•0.750W+H 050n.L= 25.42 ft I 0.230 0.021 2.69 269 1954 11.70 1.00 1.00 0.42 33.41 20.00 ) .0.0.750L.0.755S.1750W.H Dsgn.L= 25.42 ft 1 0230 0.021 2.69 2.69 1954 11.70 100 1.00 0.42 33.41 2100 +D.0.750Lr.0.750L+0.5250E+H Dsgn.L= 25.42 ft 1 0.100 0.009 1.17 1.17 19.54 11.70 1.00 1.00 0.18 33.41 20.00 *0.0.750L•0.750S-.0.5250E46 Dsgn.L= 25.42 ft 1 0.100 0.009 1.17 1.17 19.54 11.70 1.00 110 118 33.41 20.00 "WELDGRP.xls" Program • Version 2.2 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: OSH-TIGARD Subject: PALLETE ROOF COLUMN ANCH. Job Number: 12109 Originator: RL I Checker: I Input Data: Number of Welds, Nw= 8 140 Weld Coordinates: Start End 120 X1 (in.) Y1 (in.) X2 (in.) Y2 (in.) Weld #1 0.750 0.000 7.250 0.000 Weld #2 __ 0.000 0.750 0.750 0.000 10 0 Weld #3 7.250 0.000 8.000 Weld #4 0.000 _ 0.750 0.000 7.250 =80 Weld #5 8.000_ 0.750 8.000 7.250 _ N_ Weld #6 0.000 - 7.250 0.750 - 8.000 � s Weld #7 8.000 7.250 7.250 8.000 r Weld #8 0.750 8.000 7.250 8.000 _ a.o 2.0 - . .-- 0.0 - ----- 0.0 2.0 40 60 8.0 10.0 12.0 X-AXIS(in.) WELD GROUP PLOT +Y 1=Start 2=End J 1 2 Weld#3 Weld#2 No. of Load Points = 1 Weld#1 Load Point Data: 1 Point#1 1 2 X-Coordinate (in.) = 4.000 _ +X Y-Coordinate (in.) = 4.000 ~Origin Z Coordinate (in.) = 0.000 _ _ +Z Axial Load, Pz (k) = 0.00 - _ NOMENCLATURE Shear Load, Px (k) = 0.00 Shear Load, Py (k) = 2.20 Moment, Mx (in-k) = 306.36 Moment, My (in-k) = 0.00 Moment, Mz (in-k) = 0.00 (continued) 1 of 2 12/19/2012 6:49 PM "WELDGRP.xls" Program Version 2.2 Results: Weld Group Properties: E Loads tW C.G. Group: Lw= 30.243 in. E Pz= 0.00 kips Xc = 4.000 in. E Px= 0.00 _kips Yc = 4.000 In. E Py= 2.20 kips Ix = _ 309.72 InA3 E Mx= 306.36 in-k ly = 309.72 inA3 E My= 0.00 _ in-k J = 619.44 in^3 E Mz= 0.00 in-k Weld Forces (k/in.) Fw(1) Fw(2) Weld#1 3.957 3.957 Weld#2 3.216 3.957! Weld#3 3.957 3.216 Weld#4 3.216 3.216 Weld#5 3.216 3.216 Weld#6 3.216 3.957 Weld#7 3.216 3.957 Weld#8 3.957 3.957 Required E70XX Weld Size: Fw(max) = 3.957 kips/in. Fillet (leg) = 0.266 in. Throat (eff) = 0.188 in. Jr--\ 2 of 2 12/19/2012 6:49 PM MITI MITI www.hllti.us Profis Anchor 2.3.3 www.hiltl.us Profis Anchor 2.3.3 Company: Page: 1 Company: Page: 2 Specifier Project: Tigard Paltele ROOT Co Specifier Project: Tigard Paltete ROOf Co Address: Sub-Project I Pos.No 12109 Address Sub-Project I Pos.No.- 12109 Phone I Fax I Date: 12119/2012 Phone I Fax' I Date: 12/19/2012 E-Mail: E-Mail. Specifiers comments:Delta 5 2 Load case/Resulting anchor forces Load case.Design loads 0 3 ,0 5 0 4 1 Input data Anchor reactions[Its] T ion Anchor type and diameter Hex Head ASTM F 1554 GR.36 1 Tension force'.(•Tension,-Compression) Effective embedment depth: n.,-18.000 In Anchor Tension force Shear force Shear force x Sheer force y 0 0 0 0 Material: ASTM F 1554 2 0 0 0 0 0 7 6a O 8 3 8831 0 0 0 Proof: design method ACI 3181 CIP 4 6831 0 0 0 Stand-off installation: without clamping(anchor);restraint level(anchor plate):2.0.ea.1.500 in..t a 1.000 in. 5 6831 0 0 0 Hdtl Grout:CB-G EG.epoxy.f.,ya.•14939 psi 6 0 0 0 0 Anchor plate: 1,x 1,x 1.16.000 in.x 16.000 in.x 1.000 in.:(Recommended plate thickness:not calculated) 7 2606 0 0 D 0 1 Q. O 2 8 2608 Profile- Square HSS(AISC);(L x W x T)•8.000 In.x 8.000 In.x 0.375 in. coax.concrete compressive strain: 0 0.17[%.]0 D Compression Base material' cracked concrete.3000.lc..3000 psi;h 4 26.000 In max.concrete compressive stress: 748/psi] resulting tension force in(cry)=(0.000/4.783): 25708[lb] Reinforcement- tension:condition A.shear.condition B: msaddg compression force in(x/y)-(0.000/-6.588):25708(lb] edge reinforcement:none or<No 4 bar Seismic loads(cat.C.0,E,or F) yes(D.3.3.4) 3 Tension load Load N.[lb] Capacity+N.[lb] Utilization 8H=N./4N. Status Geometry[In.]&Loading[16 in.lb] tI 55rength' 6831 26361 26 OK Z Pullout Strength' 6831 14654 47 not recommended" Concrete Breakout Strength" 25708 79289 33 not recommended" Concrete Side-Face Blowout.direction" N/A N/A WA N/A 'anchor having the highest loading "'anchor group(anchors in tension) 0 1 A Men 0.3.34 is selected for seismic design,the design steel strength must be the governing design strength having the highest utilization 3.1 Steel Strength N. w n A...f,.. ACI 31808 Eq.(D-3) 4 via z N. ACI 318-08 Eq(D-1) 6 6 V Varlabtes y o �� n A..H 1 dl I5 00 -_ 1 0.61 56000 • as \r6. .lb Calculations 35148 --', _ Results .j... r _ N.,DDl 4 N.ph] N,,.Pbl— ^.,* F- - ,� X5148 750 26381 6831 ✓ n;83s w' viippowif.. .. . . .. ,. ..,,,, ... X Input as.era r.sals ems On dean for omen.an ea atlas•conditions and mpaamsyi via.dam.M roans mat be atrial for spawn.wN Ins adding manna rq b ansia y' Peons acase(c)20m-2000 MN AG.FL.s•sa Seri HMI n.mistral Tndrvs or HMI AG.Satan PROPS macs l 0 Zaaidms Hal a0,FL-asas Satan Hil,s.r.p.Is.d Trackman or HW AG.saran I=11`T1 MII • I www.hiltt.us Prof is Anchor 2.3.3 www-higl,us Profis Anchor 2.3.3 Company: Page: 3 Company: Page: 4 Specifier. Project: Tigard Foliate ROOf Co Specifier: Project: Tigard Petiole ROOf Co Address: Sub-Project I Pos.No. 12109 Address: Sub-Project I Pos.No.: 12109 Phone I Fax: I Date'. 12/19/2012 P/moe I Fax I Date: 12/19/2012 E-Mad: E-Mail: 3.2 Pullout Strength 4 Shear load N,,, •,j,„N, ACI 318-08 Eq.(D-14) N, ■B A,,,f� ACI 318-08 Eq.(0.15) Load Vr„PIA Capacily+V„(lb) Utilization pv=V„l4V„ Status Steel Strength.' N/A Nh4 cull cull 4 N,,,z N„ ACI 318-08 Eq.(0.1) Steel failure(with lever arm)* N/A N/A WA N/A Variables Pryout Strength' N/A N/A N/A N/A 1.00 q���p 0 At,pn.a1 1.18 /[Psi) 3000 Concrete edge failure In direction•• N/A N/A N/A N/A Calculations •anchor having the highest loading "anchor group(relevant anchors) Ne b] 5 Warnings 27913— Results •To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when N,,,Pb) m,,,„eso + 4 N,,,(1131 N„fib] subjected to the loading) 27912 0.700 0.750 14654 6831 •Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to 3.3 Concrete Breakout Strength your local standard N„• •(A—M-�grcu w.a.„w=!+mm.M N. ACI 318-08 Eq.(D-5) •Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI318 or the relevant standard' •An anchor design approach for structures assigned to Seismic Design Category C,D,E or F Is given in ACI 318-08 Appendix O,Pad D.3.3.4 this p Nm,2 N„ ACI 318-08 Eq.(D-1) requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this Is NOT the case,Part D.3.3.5 Ar,r see ACI 318-08,Part D.5.2.1,Flg_RD.5.2.1(b) requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at A,,,,, -9 h„ ACI 318-08 Eq.(0-6) a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5,the minimum design 1 strength of the anchors shall be multiplied by a reduction factor per 0.3.3.6. 2 eM 5 1.0 ACI 318-08 Eq.(D-9) An alternative anchor design approach to ACI 318.08,Pan 0.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains'Exceptions' ur.�M 1 n hr thal may be applied in lieu 01[33.3 for applications involving'non-structural components'as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318.08.Part 0.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains'Exceptions' kr„_„ -03 0 0 3(c„„,„)5 1.0 ACI 318-08 Eq.(D-11) that may be applied in lieu of 0.3.3 for applicators involving'wall out-of-plane forces'as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. i/o s -MAX(to, c-,1 G=r)s 1.0 ACI 318-08 Eq.(D-13) •It is the responsibility of the user when Inputting values for brittle reduction factors(y„e,e,a„)different than those noted in ACI 318-08,Part N, •16 x-ha ACI 318-08 Eq.(D-8) 0.3.3.610 determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the goveming building code. Selection of 4„„,y,=y.=1.0 as a means of satisfying ACI 318-08,Pan 0.3.3.5 assumes the user has designed the attachment that the anchor is Variables connecting to undergo ductile yielding at a force level as the design strengths calculated per ACI 318-08,Pad 0.3.3.3. hM lin.] aq"[in] ear.frrI cem„lin.] coca 18 000 0.000 1.183 - 1.000— Fastening does not meet the design criteria! c„[in.] ka 1, f,IPsil 16 1 3000 Calculations Asa p/'•'] him Pte'] w.a,N w.0.5 yr.aN vier N,Ilb] 3960.00 2916.00 1.000 0.858 1.000 1.000 108343 Results Ny Ilb] p 4 4 N,„s jib) N„,jjb] 14958 0.756 0750 79289 25708 eN as.MAI r•WUf.alM ewhe 4rpwura cur,as WYna cmdaw end forysdowyi wpu ass ra rests mud be checked kr waren.„N Me eesMy cmdams Awl kr pl.uatlMyi MiORS/Adw(c)20¢c200 Mn AG,plA.w 5tluri M..1..repulrea',Belem.of Mal AG,sass PPOns Mdar(c)200-rams Mal AG.R.9404 Sdvri Ma.is•AGA. a Treaenrk Al MIIII AG.Swan V\3 1■ I TI •II`TI www.hilli.us Profjs Anchor 2.3.3 www.hilli.us Prof is Anchor 2.3.3 Company. Page 5 Company' Page: 6 Specifier: Project: Tigard Pallete ROOF Co Specifier. Protect: Tigard Pallele ROOf Co Address' Sub-Project I Pos.No.: 12109 Address: Sub-Project I Pos.No.: 12109 Phone I Parr I Date 12/1912012 Phone I Fax' I Dale: 12/19/2012 F-Mail. E-Mai• 6 Installation data 7 Remarks;Your Cooperation Duties Anchor plate,steel'.- Anchor type and diameter'.Hex Head ASTM F 1554 GR.36.1 •My and all information and data contained in the Software concern solely the use of HiHi products and are based on the pnnciples,formulas and Profile'Square HSS(AISC);8.000 a 8.000 a 0.375 in. Installation torque.0.009 in.lb security regulations or accordance with HiltYS technical directions and operating,mounting and assembly instructions,etc.,that must be strictly Hole diameter in the hxtine'd,.1.063 in. Hole diameter in the base material:-in. complied with by the user.All figures contained therein are average figures,and therefore use-specific tests are to be conducted pnor to using Plate thickness(input)'1.000 in Hole depth in the base material'18.000 in. the relevant Hilli product The results of the calculations corked out by means of the Software are based essentially on the data you put in. Recommended plate thickness'not calculated Minimum thickness of the base matenat 20.172 in Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you Cleaning No cleaning of the drilled hole is required Moreover.you bear sole responsibility for having the results of the calculation checked and cleared by an capen.paniculany with regard to •Y compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to Interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. i 8.000 _ 8.000 r •You must lake all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you most arrange for the regular backup of programs and data and.If applicable,carry out the updates of the Software offered by Hllli on a regular basis.If you do not use the AuloUpdate function of the Software,you must ensure that you are using the current and thus up-lo-dale version of the Software in each case by carrying out manual updates via the Hilli Website. Hilti will not be liable for consequences.such as the recovery of lost or damaged data or Q programs,arising from a culpable breach of duty by you 03 05 04 s 8 • 07 06 ' r • •x ci e 01 06 02 $ 2.000 I 6.000 6.000 2.000 r Coordinates Anchor In. Anchor a y C. C., c.y c,y Anchor o y c., C., C.y em 1 -6.000 -6.000 - - - - 5 6 000 6.000 - - - - 2 6.000 -6.000 - - . - 6 0.000 -6.000 - - - - 3 -6.000 6.000 - - - - 7 -6.000 0.000 - - . - 4 6.000 6.000 - - - - 8 6.000 0.000 - - - - aasa eV reach rusk re eewca tor agreement wu Oa e.N,ng ra+NYms me to m..ex.my' IryU nos eV results naafi uearrYm b agnomen,d l foe ee.ing rmoeoe•and b WauWlwyr peOR5 anew 1 c I 2003,00s Hier AG.FLAME.5num no,••motored iraa.man Ce ei5 an swam MO RS Annie(s)awn-aces HAI AG.FL.9a0A 5rnam HA.a•repsf.ed Trademark of His,AG,swam W 4...),. j y RECEIVED NOV 272012 Chemical Classification Summary Totals CITY OF TIGARD BUILDING DIVISION Aero 1 Aero 2 Interior Storage: 2.25 lb Interior Storage: 67.85 lb Exterior Storage: Exterior Storage: Open System Use: Open System Use: Closed System Use: Closed System Use: Aero3 CL II Interior Storage: 519.52 lb Interior Storage: 779.975 gal Exterior Storage: Exterior Storage: Open System Use: Open System Use: Closed System Use: Closed System Use: CL IIIA CLIIIB Interior Storage: 104.575 gal Interior Storage: 4276.25 gal Exterior Storage: Exterior Storage: Open System Use: Open System Use: Closed System Use: Closed System Use: FL-1B FL-1C Interior Storage: 273.385 gal Interior Storage: 11.65 gal Exterior Storage: Exterior Storage: Open System Use: Open System Use: Closed System Use: Closed System Use: FL— II FLG Interior Storage: .75 gal Interior Storage: 6301.84 cf Exterior Storage: Exterior Storage: Open System Use: Open System Use: Closed System Use: Closed System Use: NF Solid Charcoal Interior Storage: 85 lbs Interior Storage: 2450 lb _Exterior Storage: Exterior Storage: Open System Use: Open System Use: Closed System Use: Closed System Use: Company Name: Orchard Supply Hardware O tl C'orinn r�AdyFr yy Sard Yorba Linda, California Ap roved Plans By� Date C� �� REVISION 1E3 cyt— -e,(.2. _co- 1 �f( OFFICE COPY Orange County Fire Authority Guideline G-06 Completion of the Chemical Classification I'acket January 1,2011 CHEMICAL CLASSIFICATION FORM COMMON NAME CHEMICAL NAME Comp CAS# FORM QUANT. QUANT.IN LOCATION HAZ. JUSTIFICATION Number STORED USE(Open/ (Storage& CLASSES Closed) Use) Calumet Lantern Fuel Light Hydrotreated Distillate 100 68410-97-9 L 25 Shelf FL-1B, MSDS 1.01 Gallons Flash Point-<0°F Boiling Point:IBF >100°F 3-in-one White Lithium Petroleum Solvent 25-35 64742-47-8 A 4.5 lb Shelf Aero-3 MSDS 1.04 Grease Hydrotreated Heavy Naphthenic Flash Point: -20°F Distillate 5-10 64742-52-5 Boiling Point:425- Solvent-refined Heavy Paraffinic 495 °F Petroleum Distillates Titanium Dioxide 5-10 64741-88-4 Propellant(propane n-butane) <5 13463-67-7 40-50 74-98-6/106- 97-8 Instant Starting Fluid Carbon Dioxide 124-38-9 1.0- 10 A 5.5 lb Shelf Aero-3 MSDS 1.05 Ethane,l, 1-oxybis- 60-29-7 30.0-60.0 Flash Point:<0°F Heptane 142-82-5 40.0-70.0 Boiling Point:ND Naphthenic Petroleum Distillate Naphthenic Petroluem Oil 64742-52-5 <1.0 64742-53-6 <1.0 Heavy Duty Silicone 1,2,4-Trimethylbenzene 95-63-6 3.0-7.0 A 7.5 lb Shelf Aero-1 MSDS 1.06 Spray Lubricant Aliphatic Hydrocarbon Solvent Flash Point: 125°F Carbon Dioxide 8052-41-3 40.0-70.0 Boiling Point: 310°F Dimethyl Polysiloxane 124-38-9 3.0-4.0 Ethylbenzene 63148-62-9 3.0-7.0 Hydrocarbon Fluid 100-41-4 0.1 - 1.0 Low Odor Base Solvent 64742-47-8 10.0-30.0 Mesitylene Proprietary 10.0-30.0 Naphthenic Petroleum Distillate 108-67-8 3.0-7.0 Xylene(mixed isomers) 64742-52-5 3.0-7.0 1330-20-7 1.0-5.0 WD-40 Special LVP Petroleum Solvent 64742-47-8 30-35 A 9.6 lbs Shelf Aero 2.0 'MSDS 1.07 Penetrant Petroleum Solvent 64742-47-8 20-40 Flash Point- 147°F Calcium Sulfonate Proprietary <5 Boiling Point:430°F Petroleum Base Oil 64742-53-6 <10 64742-56-9 64742-65-0 Carbon Dioxide 124-38-9 2-3 WD-40 Specialist LVP Petroleum Solvent 64742-47-8 60-80 A 9.6 lbs Shelf Aero 3.0 MSDS 1.08 Silicone Lubricant Poly(dimethlysiloxane) 63148-62-9 1-5 Flash Point: -22°F Propellant(propane,n-butane) Boiling Point:430°F 74-98-6/106- 97-8 10-30 Moly-graph Extreme Hydrotreated heavy naphthenic S 8.75 lbs Shelf MSDS 1.09 Pressure Multi-Purpose distillates 64742-52-5 70-90 Flash Point:>400°F Lithium Grease Lithium 12-hydroxystearate 7620-77-1 5-10 Boiling Point:ND Zinc,dithiophosphate di-C1-14- alkyl esters 68649-42-3 0.5— 1.5 Molybdenum Sulfide 1317-33-5 0.2— 1 Graphite 7782-42-5 0.2- 1 Lemon Oil Wood Polish Distillates(petroleum), L 1.25 Gal Shelf CL: IIIB MSDS 1.10 hydrotreated heavy paraffinic 64742-54-7 50-70 Flash Point: 326°F Oils,Lemon 8008-56-8 3-7 Boiling Point: >400°F Distillates(petroleum)light hydrotreated low VOC 64742-47-8 15-40 Calumet Lantern Fuel Light Hydrotreated Distillate 100 68410-97-9 L 25 Shelf FL-1B, MSDS 1.01 Gallons Flash Point-<0°F Boiling Point:IBF >100°F 3-in-one White Lithium Petroleum Solvent 25-35 64742-47-8 A 4.5 lb Shelf Aero-3 MSDS 1.04 Grease Hydrotreated Heavy Naphthenic Flash Point: -20°F Distillate 5-10 64742-52-5 Boiling Point:425- Solvent-refined Heavy Paraffinic 495 °F Petroleum Distillates Titanium ilinxitlp S-111 AA7d1-RR11 Instant Starting Fluid Carbon Dioxide 124-38-9 1.0- 10 A 5.5 lb Shelf Aero-3 MSDS 1.05 Ethane,1, 1-oxybis- 60-29-7 30.0—60.0 Flash Point: <0°F Heptane 142-82-5 40.0—70.0 Boiling Point:ND Naphthenic Petroleum Distillate Naphthenic Petroluem Oil 64742-52-5 <1.0 Ad7d7-51-A <1 f1 - - a Heavy Duty Silicone 1,2,4-Trimethylbenzene 95-63-6 3.0-7.0 A 7.5 lb Shelf Aero-I 'MSDS '1.06 Spray Lubricant Aliphatic Hydrocarbon Solvent Flash Point: 125°F Carbon Dioxide 8052-41-3 40.0-70.0 Boiling Point: 310°F Dimethyl Polysiloxane 124-38-9 3.0-4.0 Ethylbenzene 63148-62-9 3.0-7.0 Hydrocarbon Fluid 100-41-4 0.1 - 1.0 Low Odor Base Solvent 64742-47-8 10.0-30.0 WD-40 Special LVP Petroleum Solvent 64742-47-8 30-35 A 9.6 lbs Shelf Aero 2.0 MSDS 1.07 Penetrant Petroleum Solvent 64742-47-8 20-40 Flash Point- 147°F Calcium Sulfonate Proprietary <5 Boiling Point:430°F Petroleum Base Oil 64742-53-6 <10 64742-56-9 6d7d1_M-fl WD-40 Specialist LVP Petroleum Solvent 64742-47-8 60-80 A 9.6 lbs Shelf Aero 3.0 MSDS 1.08 Silicone Lubricant Poly(dimethlysiloxane) 63148-62-9 1-5 Flash Point: -22°F Propellant(propane,n-butane) Boiling Point:430°F 74-98-6/106- 97-8 10-30 Moly-graph Extreme Hydrotreated heavy naphthenic S 8.75 lbs Shelf MSDS 1.09 Pressure Multi-Purpose distillates 64742-52-5 70-90 Flash Point:>400°F Lithium Grease Lithium 12-hydroxystearate 7620-77-1 5-10 Boiling Point:ND Zinc,dithiophosphate di-C1-14- alkyl esters 68649-42-3 0.5- 1.5 Molybdenum Sulfide 1317-33-5 0.2- 1 Graphite 7782-42-5 0.2- 1 Lemon Oil Wood Polish Distillates(petroleum), L 1.25 Gal Shelf CL: IIIB MSDS 1.10 hydrotreated heavy paraffinic 64742-54-7 50-70 Flash Point: 326°F Oils,Lemon 8008-56-8 3-7 Boiling Point: >400°F Distillates(petroleum)light hydrotreated low VOC 64742-47-8 15-40 Odorized Commercial Propane 87.5-100 74-98-6 LPG 10 lb. Shelf FLG MSDS 1.15 Propane Ethane 0-7 74-84-0 Flash Point: Propylene 0-5 115-07-1 -156°F Butanes 0-2.5 106-97-6 Boiling Point: Ethyl Mercaptan 0-50ppm 75-08-1 -44°F 3-In-One Motor Oil Solvent,dewaxed heavy >96 64742-65-0 L 0.5 Shelf CL-IIIB MSDS 1.16 paraffinic petroleum distillate gallon Flash Point: Naptha petroleum >350°F Non-hazardous ingredients <2 64742-47-8 Boiling Point: <4 Proprietary >536°F Liquid Wrench Multi- 1,2,4-Trimethylbenzene 1-5 95-63-6 L 0.5 Shelf CL-II 'MSDS 1.17 Use Lubricating Oil 2-Butoxy-l-Ethanol gallon Flash Point: 132°F Aliphatic Hydrocarbon—Non 1-5 111-76-2 Boiling Point: Exempt 30-60 8052-41-3 320°F Carbon Dioxide 1-5 124-38-9 Mesitylene 1-5 108-67-8 Naphthenic Petroleum Distillate 30-60 64742-52-5 Xylene(mixed isomers) 1-5 1330-20-7 Penzoil Motor Oil 5W- Highly Refined Mineral Oils and NL NL L 48 Shelf CL-IIIB MSDS 1.20 20 Additives gallons Flash Point: >446°F Boiling Point: >536°F KRYLON Adhesive VM&P Naphtha 12 64742-89-8 A 4.8 lb Shelf Areo 3 MSDS 1.60 Remover Ethylbenzene 1 100-41-4 Flash Point: Xylene 7 1330-20-7 <0°F Methyl Acetate 76 79-20-9 Boiling Point: Carbon Dioxide 4 124-38-9 <0-325°F DURO Aluminum Jelly Phosphoric Acid 10-30 7664-38-2 L 1 gal Shelf CL-IIIB MSDS 1.61 Cleaner&Brightener Diethyleneglycol monoethyl ether 1-5 111-90-0 Flash Point: Alkylphenol ethoxylate C9 9. Not Determinable 5EO 1-5 9016-45-9 Boiling Point: 2-Propanol 1-5 67-63-0 212°F Ready-Strip Wash Dimethyl Glutarate 5-15 1119-40-0 L 6.4 Shelf CL-IIIB MSDS 2.37& Dimethyl Adipate 2-8 627-93-0 gallons Flash Point: 2.39 Dimethyl Succinate 1-5 106-65-0 >200°F Non Toxic/Non Hazardous 78-88 NA Boiling Point: Components 205°F Ready-Strip Spray N-Methyl-2 Pyrrolidone 872-50-4 L 1.75 Shelf CL-IIIB MSDS 2.38 Dimethyl Glutarate 1119-40-0 gallons Flash Point: Dimethyl Adipate 627-93-0 >200°F Dimethyl Succinate 106-65-0 Boiling Point: Monoethanolamine 141-43-5 205°F Isopropanolamine Mixture 78-96-6 110-97-4 Non Toxic/Non Hazardous 122-20-3 Components N/A - BTN Ready-Strip Rust Oxalic Acid N/L 144-62-7 L 1.75 Shelf CL-IIIB MSDS 2.40 Remover Citric Acid 77-92-9 gallons Flash Point: Not applicable Boiling Point: 212°F Ready-Strip Pro Benzyl Alcohol 20-35 100-51-6 L 6.4 Shelf CL-IIIB MSDS 2.41-2.42 N-Methyl-2 Pyrrolidone 5-15 872-50-4 gallons Flash Point: Formic Acid 2-15 >200°F Non Toxic/Non-hazardous 50-65 64-18-6 Boiling Point: components 205° Charcoal(Natural Charcoal(wood charcoal) 100 16291-96-6 S 422 lb. Shelf MSDS 2.51 Lump) Flash Point: Not established Boiling Point: Not applicable Citri-Strip Project After Stoddard solvent 95-100 8052-41-3 L 0.75 Shelf FL-II MSDS 2.56 Wash 1,2,4-Trimethylbenzene 1-2 95-63-6 gallon Flash Point: Raffinates(petroleum),sorption 95-100 105°F process 64742-85-1 Boiling Point: >310°F Spray Shellac with 3C Ethanol 35 64-17-5 L 1.5 Shelf FL 1B MSDS 2.62 Alcohol Acetone 30 67-64-1 gallons Flash Point: Liquified Petroleum Gas 25 68475-86-8 -99°F n-Butanol Boiling Point: Isopropyl Alcohol 5 71-36-3 N/L 5 67-63-0 DIF 32-OZ 12 PK Gel Water N/L 7732-18-5 L 3 gal Stor: Shelf CL: IIIB MSDS 3.03 Spray—Waterbased Acrylic Polymer Proprietary Flash Point->200°F Wallpaper Stripper Deionized Water 7732-18-5 Boiling Point:NL Stabilizer 139-33-3 Alpha Amylase Enzyme 9000-90-2 KRYLON EASY- Propane 9 74-98-6 A 4.6 lb Stor: Shelf Aero—3 MSDS 3.04 TACK Repositionable Butane 21 106-97-8 Flash Point-<0°F Adhesive Heptane 33 142-82-5 Boiling Point:<0- Acetone 19 67-64-1 238°F Loctite Extend Rust Polymer 30-60 Proprietary L .75 gal Stor: Shelf CL IIIB MSDS 3.06 Neutralizer Barium Sulfate 5-10 7727-43-7 Flash Point—Does 2-Butoxyethanol 1-5 111-76-2 not Flash Propanediol-1,2 1-5 57-55-6 Boiling Point:NA Organic Acid 1-5 Proprietary Silicon Dioxide 1-5 7631-86-9 Fuel Injection Air Intake 2-Propanone 30-60 67-64-1 L .75 gal Stor: Shelf Aero-3 MSDS 3.07 Cleaner Ethylbenzene 1-5 100-41-4 FL: IB Flash Point—0-20°F Hydrotreated Heavy Paraffinic 1-5 64742-54-7 Boiling Point:>100° Distillate F Methanol 1-3 67-56-1 Propane 7-13 74-98-6 Toluene 10-30 108-88-3 Xylene(mixed isomers) 7-13 1330-20-7 MINWAX Gel Stain, Mineral Spirits 59 64742-88-7 L 2.5 gal Stor: Shelf CL: II MSDS 3.08 Antique Maple Amorphous Silica 3 7631-86-9 Flash Point- 100°F Boiling Point:300- 395°F MINWAX Gel Stain, Mineral Spirits 58 64742-88-7 L 2.5 gal Stor: Shelf CL: II MSDS 3.09 Brazilian Rosewood Amorphous Silica 3 7631-86-9 Flash Point- 102°F Carbon Black 0.2 1333-86-4 Boiling Point: 300- 395°F MINWAX Gel Stain, Mineral Spirits 59 64742-88-7 L 2..5 gal Stor: Shelf CL: II MSDS 3.10 Cherrywood Amorphous Silica 3 7631-86-9 Flash Point- 102°F Boiling Point: 300- 395°F MINWAX Gel Stain, Mineral Spirits 60 64742-88-7 L 2.5 gal Stor: Shelf CL: II MSDS 3.11 Honey Maple Amorphous Silica 3 7631-86-9 Flash Point- 103°F Boiling Point: 300- 395°F MINWAX Gel Stain, Mineral Spirits 57 64742-88-7 L 2.5 gal Stor: Shelf CL: II MSDS 3.12 Mahogany Amorphous Silica 4 7631-86-9 Flash Point- 103°F Boiling Point:300- 395°F MINWAX Gel Stain, Mineral Spirits 56 64742-88-7 L 2.5 gal Stor: Shelf CL: II MSDS 3.13 Walnut Mineral Spirits(Odorless) 2 64741-65-7 Flash Point- 102°F Amorphous Silica Boiling Point 3 7631-86-9 300-412°F Glitter Spray,Glistening Propane 18 74-98-6 A 2.25 lb Stor: Shelf Aero-3 MSDS 3.14 Gold Butane 8 106-97-8 Flash Point-<0°F Heptane 36 142-82-5 Boiling Point:<0- Lt. Aliphatic Hydrocarbon 2 64742-89-8 395°F Solvent Mineral Spirits 12 64742-88-7 Methyl Cyclohexane 2 108-87-2 Naphthalene 0.1 91-20-3 Acetone 10 67-64-1 Universal Chain Lube 1,2,4-Trimethylbenzene 3-7 95-63-6 L .75 gal Shelf CL-II MSDS 2.72 Aliphatic Hydrocarbon Solvent 40-70 8052-41-3 Flash Point: Butene,homopolymer 10-30 9003-29-6 110°F Carbon Dioxide 1-5 124-38-9 Boiling Point: Ethylbenzene .1-1 100-41-4 315°F Ethylene/Propylene Co-polymer 1-5 9010-79-1 Mesitylene 3-7 108-67-8 Molybendum,bis .1-1 906665-74-5 carbamodithioate oxo thioxo complexes Naphthenic Petroleum Distillate .1-1 64742-52-5 Petroleum Oil 10-30 64742-65-0 Xylene(mixed isomers) 1-5 1330-20-7 Zinc Compound ,0.1 19210-06-1 Zinsser Spray Shellac Acetone N/L 67-64-1 L 5 gal Shelf FL 1B MSDS 2.63 n-butyl Alcohol 71-36-3 Flash Point: Ethanol 64-17-5 <32°F Isobutane 75-28-5 Boiling Point: Isopropanol 67-63-0 N/L Propane 74-98-6 Calumet Lantern Fuel Light Hydrotreated Distillate 100 68410-97-9 L 3 gal Shelf FL-IB MSDS 2.64 Flash Point: <0°F Boiling Point: >100°F Coleman Premium Light Hydrotreated Distillate 100 68410-97-9 L 12 Shelf FL-IB MSDS 2.65 r Blend Camp Fuel gallons Flash Point: <0°F Boiling Point: >100°F Woodlife 1-GL 4 PK N/L L 14.5 Shelf CL-IIIB MSDS 2.66-2.67 Coppercoat Green gallons Flash Point: >200°F Boiling Point: N/L FREEZE-OFF Super Aliphatic Hydrocarbon 10-15 8052-41-3 A 5.75 lbs Shelf Aero 2 MSDS 2.68 Penetrant(aerosol) Hydrotreated Petroleum 15-20 64742-47- Flash Point: Distillates 8/64742-46-7 109°F Turpentine Oil 3-6 8006-64-2 Boiling Point: COzol 306 3-6 Proprietary ND 2-Butoxyethanol 2-3 111-76-2 Diacetone alcohol 1-3 123-42-2 1,1-Difluoroethane(HFC-152a) 45-55 75-37-6 QD Electronic Cleaner Hexane Isomers 75-85 Various A 5.75 lbs Shelf Aero 3 MSDS 2.70 (aerosol) n-Hexane 6-1 110-54-3 Flash Point: Synthetic isoparaffinic 5-10 64741-66-8 <0°F hydrocarbon Boiling Point: Methanol <1 67-56-1 140°F Carbon Dioxide 3-8 124-38-9 KRYLON Crystal Clear Propane 14 74-98-6 A 9.63 lbs Shelf Aero 3 MSDS 2.71 Acrylic Coating Butane 13 106-97-8 Flash Point: Toluene 17 108-88-3 <0°F Medium Aromatic Hydrocarbons 3 64742-94-5 Boiling Point: Naphthalene <0-415°F Acetone 0.4 91-20-3 Ethyl 3-Ethoxypropionate 41 67-64-1 4 763-69-9 Butane Normal Butane(n-butane) 0-100 106-97-8 G .75 gal Shelf FLG MSDS 3.36 Iso-butane 0-100 75-28-5 Flash Point: Butylene(butane) Balance 25167-67-3 -112.3°F Boiling Point: 10.9°F Feed-N-Wax Distillates(petroleum) 40-70 64742-54-7 L 1 gallon Shelf CL IIIB 'MSDS 3.39 hydrotreated heavy paraffinic Flash Point: Distillates(petroleum)light 15-40 64742-47-8 141°F hydrotreated Boiling Point: >200°F KINGSFORD with Char dust Varies 16291-96-6 S 94 lbs. Shelf MSDS 3.49-3.50 Hickory Charcoal Limestone <15 1317-65-3 Flash Point: Briquets Sawdust 5-10 Not assigned N/L KINGSFORD Charcoal Char dust Varies 16291-96-6 S Shelf MSDS 3.51-3.52 Briquets Limestone <15 1317-65-3 Flash Point: Sawdust <8 Not assigned N/L KRYLON Low Odor Propane 9 74-98-6 A 12.3 lbs Shelf Aero 3 MSDS 4.01 Spray Glue Butane 21 106-97-8 Flash Point: 2-Propanol 9 67-63-0 <0°F Boiling Point: <0-213°F SPECLT QT 2Pk New Iron 45 1309-37-1 L 1.87 Shelf FL-IC MSDS 4.02 Magnetic Primer Mineral Spirits 20 64742-88-7 gallons Flash Point: Carbon Black 1 1333-86-4 77°F Xylene 1 1330-20-7 Boiling Point: N/L KRYLON Make It Propane 12 74-98-6 A 21 lbs. Shelf Aero 3 Flash Point: 4.03-4.05 Stone Metallic Textured Butane 25 106-97-8 <0°F Paint,Gold VM&P Naphtha 28 64742-89-8 Boiling Point: Quartz 0.6 14808-60-7 <0-325°F Coated Mica 5 Proprietary Premium Exterior Stain Oxalic Acid,dihydrate 10 6153-56-6 L 5 Gal Shelf CL IIIB MSDS— 1.62 Brightener Citric Acid 5 77-92-9 Flash Point:Not Applicable Boiling Point: 212°F Premium Exterior Stain Sodium Hypochlorite 10 7681-52-9 L 10 Gal Shelf CL IIIB MSDS— 1.63 Multi-Purpose Cleaner Silicic Acid 10 7699-41-4 Flash Point: Not 318 Applicable Boiling Point:212°F Premium EXT Stain Sodium Hydroxide 10 1310-73-2 L 10 Gal Shelf CL HIB MSDS— 1.64 Remove Finish Silicic Acid 5 7699-41-4 Flash Point: Not Remover 315 Applicable Boiling Point:Not Available Arborcoat Waterborne Nepheline Syenite 25 37244-96-5 L .375 Gal Shelf CL IIIB MSDS— 1.66 Exterior Stain Semi- Titanium Dioxide 5 13463-67-7 18 Gal Flash Point: Not 1.67 solid 639 Silica,amorphous 5 7631-86-9 18 Gal Applicable 1.68 Zinc Oxide 5 1314-13-2 3375 Gal Boiling Point:212°F 1.69 KRYLON Make It Propane 12 74-98-6 A 5.25 lbs. Shelf Aero 3 MSDS 4.06 Stone Metallic Textured Butane 25 106-97-8 Flash Point: Paint, Silver Light Aliphatic Hydrocarbon 28 64742-47-8 <0°F Coated Mica 3 Proprietary Boiling Point: <0-410°F KRYLON Make It Propane 12 74-98-6 A 5.25 lbs. Shelf Aero 3 MSDS 4.07 Stone! Textured Paint, Butane 25 106-97-8 Flash Point: White Onyx Light Aliphatic Hydrocarbon 23 64742-47-8 <0°F Barium Sulfate 1 7727-43-7 Boiling Point: Titanium Dioxide 1 13463-67-7 <0-410°F Clear Gloss Varnish White Spirit 45 64742-82-1 L 1.15 gal Shelf CL-II MSDS 4.08 Flash Point: 50°C Boiling Point: 159°C MOW SPR SPAR Naphtha 30-35 64742-89-8 A 9 lbs Shelf Aero 3 MSDS 4.09 SATIN 6UC Dimethyl Ketone-Exempt Solvent 15-20 67-64-1 Flash Point: Propane 10-15 74-98-6 -31°F Butane 5-10 106-97-8 Boiling Point: Xylene 5-10 1330-20-7 ND Toluene 1-5 108-88-3 Ethylbenzene 1-5 100-41-4 MOW SPR SPAR Naphtha 30-35 64742-89-8 A 9 lbs Shelf Aero 3 MSDS 4.10 S/GLS 6UC Dimethyl Ketone-Exempt Solvent 15-20 67-64-1 Flash Point: Propane 10-15 74-98-6 -31°F Butane 5-10 106-97-8 Boiling Point: Xylene 5-10 1330-20-7 ND Toluene 1-5 108-88-3 Ethylbenzene 1-5 100-41-4 MOW SPAR VOC Proprietary Additive 25-30 Proprietary L 5 gallon Shelf CL-II MSDS 4.1 I GLOSS Stoddard Solvent 5-10 8052-41-3 Flash Point: Mineral Spirits 1-5 64742-47-8 101°F Dipentene 1-5 138-86-3 Boiling Point: Ethylene Glycol Monopropyl 1-5 2807-30-9 258.08°F Ether Aromatic Naphtha Light 1-5 64742-95-6 Cobalt Octoate 1-1 136-52-7 MOW SPAR VOC Proprietary Additive 25-30 Proprietary L 5 gallon Shelf CL-II MSDS 4.12 Satin Stoddard Solvent 5-10 8052-41-3 Flash Point: Dipentene 5-10 138-86-3 101°F Proprietary Inert 1-5 Proprietary Boiling Point: Mineral Spirits 1-5 64142-47-8 265.08°F Aromatic Naphtha Light 1-5 64742-95-6 1,2,4-Trimethylbenzene 1-5 95-63-6 Cobalt Octoate 1-1 136-52-7 MOW SPAR VOC SG Proprietary Additive 25-30 Proprietary L 5 gallon Shelf CL-II MSDS 4.13 Stoddard Solvent 5-10 8052-41-3 Flash Point: Dipentene 5-10 138-86-3 101°F Proprietary Inert 1-5 Proprietary Boiling Point: Mineral Spirits 1-5 64142-47-8 ND Aromatic Naphtha Light 1-5 64742-95-6 1,2,4-Trimethylbenzene 1-5 95-63-6 Cobalt Octoate 1-1 136-52-7 Matches Potassium Chlorate <0.1 3811-04-9 S 24 lbs Shelf MSDS 4.14 Sulfur <0.1 7704-34-9 Flash Point: Amorphous Red Phosphorus <0.I 7723-14-0 NA Boiling Point: NA Kingsford Match Light Hydrocarbon solvent 10-20 8052-41-3 S 438 lbs. Shelf MSDS 4.15-4.16 Ready to Light Char dust Varies 64742-47-8 Flash Point: Charcoal Briquets Limestone <15 64742-88-7 NA Sawdust <8 16291-96-6 Boiling Point: 1317-65-3 NA NA KRYLON Metallic Propane 16 74-98-6 A 5.25 lbs. Shelf Aero 3 MSDS 4.17 Spray Paint,Copper Butane 16 106-97-8 Flash Point: Metallic Toluene 38 108-88-3 <0°F Acetone 14 67-64-1 Boiling Point: Copper 5 7440-50-8 <0-238°F KRYLON Metallic Propane 16 74-98-6 A 5.25 lbs. Shelf Aero 3 MSDS 4.18 Spray Paint,Bright Butane 16 106-97-8 Flash Point: Gold Toluene 38 108-88-3 <0°F Acetone 14 67-64-1 Boiling Point: Bronze Pigment 5 Proprietary <0-238°F KRYLON Metallic Propane 18 74-98-6 A 5.25 lbs. Shelf Aero 3 MSDS 4.19 Spray Paint,Bright Lt. Aliphatic Hydrocarbon 13 64742-89-8 Flash Point: Silver Solvent <0°F VM&P Naphtha 4 64742-89-8 Boiling Point: Mineral Spirits 1 64742-88-7 <0-395°F Toluene 4 108-88-3 Ethylbenzene 0.7 100-41-4 Xylene 4 1330-20-7 Acetone 47 67-64-1 MINWAX Wood Med. Aliphatic Hydrocarbon 4 64742-88-7 L 3.3 Shelf CL-II MSDS 4.59-4.60 Finish,Provincial Solvent gallons Flash Point: Mineral Spirits 55 64742-88-7 105°F Boiling Point: 300-425°F MINWAX Wood Med. Aliphatic Hydrocarbon 5 64742-88-7 L 3.3 Shelf CL-II MSDS 4.61-4.62 Finish,Puritan Pine Solvent gallons Flash Point: Mineral Spirits 54 64742-88-7 105°F Boiling Point: 300-425°F MINWAX Wood Med. Aliphatic Hydrocarbon 5 64742-88-7 L 3.3 Shelf CL-II MSDS 4.63-4.64 Finish,Red Chestnut Solvent gallons Flash Point: Mineral Spirits 50 64742-88-7 102°F Mineral Spirits(Odorless) 2 64741-65-7 Boiling Point: 300-425°F MINWAX Wood Med. Aliphatic Hydrocarbon 3 64742-88-7 L 4.1 Shelf CL-II MSDS 4.65-4.66 Finish,Red Mahogany Solvent gallons Flash Point: Mineral Spirits 55 64742-88-7 105°F Mineral Spirits(Odorless) 1 64741-65-7 Boiling Point: Carbon Black 0.2 1333-86-4 300-425°F MINWAX Wood Med.Aliphatic Hydrocarbon 4 64742-88-7 L 3.3 Shelf CL-II MSDS 4.67-4.68 Finish,Red Oak Solvent gallons Flash Point: Mineral Spirits 56 64742-88-7 105°F Boiling Point: 300-425°F MINWAX Wood Med. Aliphatic Hydrocarbon 4 64742-88-7 L 0.8 Shelf CL-II MSDS 4.69 Finish, Sedona Solvent gallon Flash Point: Redwood Mineral Spirits 53 64742-88-7 113°F Mineral Spirits(Odorless) 2 64741-65-7 Boiling Point: 300-425°F MINWAX Wood Med. Aliphatic Hydrocarbon 5 64742-88-7 L 4.1 Shelf CL-II MSDS 4.70-4.71 Finish, Special Walnut Solvent gallons Flash Point: Mineral Spirits 55 64742-88-74 119°F Carbon Black 0.1 1333-86-4 Boiling Point: 300-425°F MINWAX Wood Med. Aliphatic Hydrocarbon 5 64742-88-7 L 0.7 Shelf CL-II MSDS 4.72 Finish,Ebony Solvent gallon Flash Point: Mineral Spirits 52 64742-88-7 105°F Talc 3 14807-96-6 Boiling Point: Carbon Black 1 1333-86-4 300-425°F Mold Armor Instant Sodium Hypochlorite <5 7681-52-9 L 3.5 Shelf CL-IIIB MSDS 5.08 Mold&Mildew Stain gallons Flash Point: Remover No Data Boiling Point: >212°F Moldex Protectant None Listed None Listed L 3 gallons Shelf CL-IIIB MSDS 5.09 Flash Point: N/A Boiling Point: >212°F Moldex Deep Stain Hydrogen Peroxide 2-5 7722-84-1 L 3 gallons Shelf CL-IIIB MSDS 5.10 Remover RTU Flash Point: N/A Boiling Point: >212°F HASA Muriatic Acid Hydrochloric Acid 31.45 7647-01-10 L 3 gallons Shelf CL-IIIB MSDS 5.13 Water 68.55 7732-18-5 Flash Point: N/A Boiling Point: 181.4°F Naval Jelly Rust Water 65-70 7732-18-5 L 1.5 gal Shelf CL-IIIB MSDS 5.14-5 715 Dissolver Phosphoric Acid 25-30 7664-38-2 Flash Point: None Isopropyl Alcohol 1-3 67-63-0 Boiling Point: Polysaccharide 1-3 11138-66-2 -212°F Surfactant 1-3 Proprietary Silica,Amorphous,Fumed, 0.1-1 112945-52-5 Crystalline-free Sulfuric acid 0.1-1 7664-93-9 Woodtoner WB Chlorothalonil(ISO) 0.1-1 1897-45-6 L 6 gal Shelf CL-IIIB MSDS 5.19 Redwood Toner Flash Point: 200°F Boiling Point: >100°F Liquid Deck Cleaner Sodium Hypochlorite solution CI 3-7 7681-52-9 L 10 gal Shelf CL-IIIB MSDS 5.20 active Flash Point: 212°F Boiling Point: >100°F Goo Gone Painter's Pal Water 70-80 7732-18-5 L 2 gal Shelf CL-IIIB MSDS 5.22 Gel Tripropylene glycol methyl ether 10-20 25498-49-1 Flash Point: Acetone >200°F Benzyl Alcohol 1-10 67-64-1 Boiling Point: 1-10 100-51-6 ND PB Penetrating Catalyst Dinonylphenol ethoxylated 0-3 39464-64-7 L 6 lbs. Shelf CL-IIIA MSDS 5.23 phosphate Flash Point: Solvent naphtha,heavy aromatic 40-50 64742-94-5 150°F Heavy petroleum distillate Boiling Point: Hydrotreated light distillate 20-30 64742-65-0 352°F Carbon dioxide(propellant) 30-40 64742-47-8 1-5 124-38-9 Peak Global Lifetime Water 49-50 7732-18-5 L 10 Shelf CL IIIB MSDS 5.24 50/50 Antifreeze& Ethylene Glycol 45-48 107-21-1 gallons Flash Point: Coolant Diethylene Glycol <3 111-46-6 None Hydrated inorganic acid <3 Proprietary Boiling Point: Denatonium Benzoate 30-50ppm 3734-33-6 226°F Organic acid salts Peak Antifreeze& Ethylene Glycol 90-95 107-21-1 L 10 Shelf CL-IIIB MSDS 5.26 Coolant Diethylene Glycol 0-5 111-46-6 gallons Flash Point: Dipotassium Phosphate 1-2 7758-11-4 247°F Boiling Point: 339-348°F Pennzoil DEXRON VI Highly Refined Mineral Oils and N/L N/L L 1.5 Shelf CL-IIIB MSDS 5.27 ATF Additives gallons Flash Point: 403°F Boiling Point: 536°F Pennzoil SAE 10W-30 Highly Refined Mineral Oils and N/L N/L L 16 Shelf CL-IIIB MSDS 5.28 Motor Oil Additives gallons Flash Point: 446°F Boiling Point: 536°F Pennzoil SAE 5W-30 Highly Refined Mineral Oils and N/L N/L L 6 gallons Shelf CL-IIIB MSDS 5.29 Motor Oil Additives Flash Point: 446°F Boiling Point: 536°F Pennzoil SAE 30 Motor Highly Refined Mineral Oils and N/L N/L L 3.5 Shelf CL-IIIB MSDS 5.30 Oil Additives gallons Flash Point: 446°F Boiling Point: 536°F Lighters(containing Butane 90 106-97-8 G Shelf FLG MSDS 9.38 flammable gas) Propane 10 74-98-6 Flash Point: -120°F Boiling Point: 10.9°F Minwax Polyshades Mineral Spirits 16 64742-88-7 L 100.54 Shelf CL-II MSDS 5.50-5.77 Interior Stain& Mineral Spirits 33 64741-65-7 gal Flash Point: 104°F Polyurethane Gloss Boiling Point: Finish,Honey Pine 300—412°F Jasco/Bix Premium Dichloromethane(methylene 40-70 75-09-2 A 17 lbs. Shelf Aero 3 MSDS 6.13 Aerosol Paint&Epoxy chloride) Flash Point: Remover Liquefied petroleum gas, 10-30 68476-86-8 -205°F sweetened(propane-isobutane-n- Boiling Point: butane) NE Methanol(methyl alcohol; 7-13 67-56-1 carbinol;wood alcohol) Ammonium hydroxide 1-5 1336-21-6 Toluene(Benzene,methyl-: 0.5-1.5 108-88-3 Toluol) Engine Brite Gel Hydrotreated light petroleum 60-100 64742-47-8 A Shelf Aero 1 MSDS 6.49 distillates Flash Point: 87.8°C Heavy aromatic petroleum 3-7 64742-94-5 Boiling Point: 158.9°C naphtha Polyoxyethylene Sorbitol 3-7 57171-56-9 Hexaoleate Carbon Dioxide 1-5 124-38-9 d-Limonene 1-5 5989-27-5 Tripropylene glycol methyl ether 1-5 25498-49-1 Rainguard Advanced MSDS—No chemicals subject to N/L N/L L 20 Shelf CL IIIB MSDS 6.50 Waterproofer the reporting req. of DOL gallons Flash Point:none Boiling Point: 212°F Rainguard Color-Lok Titanium Dioxide 3-7 13463-67-7 L 32 Shelf CL-IIIA MSDS 6.51 Semi-Transparent gallons Flash Point: Silicone Stain 140°F Boiling Point: 212°F Glitter Spray, Propane 18 74-98-6 A 2.25 lbs. Shelf Aero 3 MSDS 6.74 Shimmering Silver Butane 8 106-97-8 Flash Point:<0°F Heptane 36 142-82-5 Boiling Point: Lt. Aliphatic Hydrocarbon 2 64742-89-8 <0-395°F Solvent Mineral Spirits 12 64742-88-7 Methyl Cyclohexane 2 108-87-2 Naphthalene 0.1 91-20-3 Acetone 10 67-64-1 Lithium General Refined heavy naphthenic 85-95 64741-96- L 2.1 Shelf CL IIIB MSDS 7.56 Purpose Grease distillates 4/64742-52-5 gallons Flash Point: Lithium 12-hydroxystearate 3-7 7620-77-1 450°F Boiling Point: ND Sta-Plex Extreme Hydrotreated Heavy Naphthenic 30-60 64742-52-5 L 2.1 Shelf CL IIIB MSDS 7.57 Pressure Premium Red distillates gallons Flash Point: Grease Solvent-dewaxed heavy paraffinic 15-45 64742-65-0 475 °F distillates Boiling Point: Lithium 12 hydroxystearate 5-15 7620-77-1 ND Zinc,dithiophosphate di-C1-14- 1-5 68649-42-3 alkyl esters 1-propene-2-methyl, sulfurized 1-5 68511-50-2 STP Carb Spray Xylene 50-55 1330-20-7 L 875 gal Shelf FL-IB MSDS 8.26 Cleaner Isopropyl alcohol 5-20 67-63-0 Flash Point: Acetone 1-10 67-64-1 -21°F 2-butoxy ethanol 1-5 111-76-2 Boiling Point:>137°F Methanol 1-5 67-56-1 Methyl Ethyl Ketone 5-20 78-93-3 Propane(propellant) 10-20 74-98-6 STP Octane Booster Hydrosulfurized Kerosene 80-100 64742-81-0 L .875 gal Shelf CL-II MSDS '8.27 Solvent Naphtha(petroleum)light Flash Point: 107°F aromatic 5-15 64742-95-6 Boiling Point: Polyolefin alkyl phenol alkyl ND amine 1,2,4-Trimethylbenzene 5-10 Proprietary Naphthalene Methylcyclopentadienyl 1-5 95-63-6 manganese tricarbonyl 1,3,5-Trimethylbenzene 0-3 91-20-3 Ethyl benzene <3 12108-13-3 <2 108-67-8 <0.2 100-41-4 Strike Anywhere Potassium Chlorate(Match Head) 3811-04-9 S 72—250 Shelf MSDS 8.33 Matches Potassium Dichromate(Match Ct Head) 7778-50-9 Phosphorus Sesquisulfide 1314-85-8 Klean-Strip Strip X Dichloromethane(Methylene 30-50 75-09-2 L 23.5 Shelf FL-IB MSDS 8.34-8.35 Stripper chloride;R-30; Freon 30) gallons Flash Point: Methanol (Methyl alcohol; 30°F Carbinol; Wood alcohol) 10-30 67-56-1 Boiling Point: Toluene(Benzene,Methyl-; No Data Toluol) Poly(oxy-1, 2-ethanediyl), 1-10 108-88-3 .alpha.-(n on yl p h en yl)-om ega- hydr(nonylphenol ethoxylate) 1-5 9016-45-9 Acetone(2-propanone) Xylene(mixed isomers) (Benzene,dimethyl-) 10-30 67-64-1 Polymer Mixture 7-13 1330-20-7 Ethylbenzene(ethylbenzol; phenylethane) 1-10 NA 1-5 100-41-4 • - Sunwax Petroleum Distillates 64742-54-7 L 1.4 Shelf CL-IIIA MSDS 8.36 Aliphatic Hydrocarbons 8052-41-3 gallons Flash Point: Benzophenone-3 141°F 131-57-7 Boiling Point: >200°F 76 Super Motor Oil(All Zinc Compound(s) .5-1.5 Proprietary L 0.46 Shelf CL-IIIB MSDS 8.40 Grades) Lubricant Base Oil(petroleum) 76-91 Various gallon Flash Point: 365°F Additives Boiling Point: 9-54 ND Arborcoat Exterior Nepheline syenite 25 37244-96-5 L 98.24 gal Stor: Shelf CL IIIB MSDS 2.01-2.07 Waterborne Solid Deck Titanium dioxide 20 13463-67-7 Flash Point—N/A 2.19 &Siding Stain Diatoaceous earth 5 61790-53-2 Boiling Point:212°F Zinc Oxide 5 1314-13-2 + Arborcoat Waterborne Diethylene glycol monomethyl 5 111-77-3 L 73.14 gal Stor: Shelf CL IIIB MSDS 2.08-2.18 Translucent Stain ether Flash Point—N/A 2.20 Titanium dioxide 5 13463-67-7 Boiling Point: 212°F Cobalt neodecanoate 0.5 27253-31-2 Krylon Webbing Spray, Acetone 67-64-1 A 2.25 Stor: Shelf Aero 2 MSDS 2.27 Black Lava Dimethyl Ether 115-10-6 Flash Point:<0°F Boiling Point: <0- 134°F Blue Rhino Commercial Propane 90-99 74-98-6 G 6300 cf Stor: Shelf FL: IA MSDS 2.28 Propane Ethane 0-5 74-84-0 Flash Point-156°F Propylene 0-5 115-07-1 Boiling Point: -40°F n-Butane 0-2.5 106-97-8 iso-Butane 0-2.5 75-28-5 Krylon Stained Glass Propane 16 74-98-6 A 3.37 lb Stor: Shelf Aero 3 MSDS 2.30 Color, Blue Butane 15 106-97-8 Flash Point<0°F V.M.&P.Naphtha 13 64742-89-8 Boiling Point: <0- Mineral Spirits 9 64742-88-7 395°F Acetone 29 67-64-1 Klean-Strip Boiled Linseed Oil 95-100 8001-26-1 L 4.5 gal Stor: Shelf CL: IIIB MSDS 2.31 Linseed Oil Flash Point: 250°F Boiling Point: 343°F KRYLON BRIGHTS V.M.& P. Naphtha 16 64742-89-8 L Six Pens Shelf FL: IC MSDS 2.32 Coating, Bright Blue Light Aliphatic Hydrocarbon 16 64742-47-8 Flash Point 73°F Pen Mineral Spirits 140-Flash Boiling Point:240- Xylene 19 64742-88-7 550°F 3 1330-20-7 KRYLON BRIGHTS V.M. &P.Naphtha 17 64742-89-8 L Six Pens Shelf FL: IC MSDS 2.33 Coating, Light Aliphatic Hydrocarbon 13 64742-47-8 Flash Point 73° F Bright Green Pen Mineral Spirits 140-Flash 19 64742-88-7 Boiling Point: 240- Xylene 3 1330-20-7 550°F KRYLON BRIGHTS V.M. &P. Naphtha 13 64742-89-8 L Six Pens Shelf FL: IC MSDS 2.34 Coating,Bright Orange Light Aliphatic Hydrocarbon 23 64742-47-8 Flash Point 73°F Pen Mineral Spirits 140-Flash 13 64742-88-7 Boiling Point:240- Xylene 3 1330-20-7 550°F KRYLON BRIGHTS V.M. &P. Naphtha 24 64742-89-8 L Six Pens Shelf FL: IC MSDS 2.35 Coating,Bright Pink Mineral Spirits 140-Flash 27 64742-88-7 Flash Point 73°F Pen Xylene 3 Boiling Point Acetone 3 1330-20-7 132-416°F 67-64-1 KRYLON BRIGHTS V.M. &P.Naphtha 17 64742-89-8 L Six Pens Shelf FL: IC MSDS 2.36 Coating, Bright Yellow Light Aliphatic Hydrocarbon 16 64742-47-8 Flash Point 73° F Pen Mineral Spirits 140-Flash 17 64742-88-7 Boiling Point: 240- Xylene 3 1330-20-7 550°F Butcher Block White Mineral Oil 85-95 8042-47-5 L 1 gal Shelf CL: IIIB MSDS 2.43 Conditioner Di Alpha Tocopherol <1 59-02-9 Flash Point 331°F Beeswax 2-8 8012-89-3 Carnauba Wax 2-8 8015-86-9 SPECLT SSPR FLAT Liquefied Petroleum Gas 30 68476-86-8 A 1.12 gal Shelf Aero 3 MSDS 2.46 BLACK Acetone 30 Flash Point-156 F° CHALKBOARD Xylene 20 67-64-1 Boiling Point:N/L Aliphatic Petroleum 10 1330-20-7 Distillates 64742-48-9 Ethylbenzene 10 100-41-4 Carbon Black 5 1333-86-4 SPECLT QT 4PK Limestone 10 1317-65-3 L 1.87 gal Shelf CL: IIIB MSDS 2.47 CHALKBOARD Ester Alcohol 5 25265-77-4 Flash Point>200°F BLACK Titanium Dioxide 5 1317-80-2 Boiling Point:N/L Carbon Black 1 1333-85-4 SPECLT QT 2PK Ester Alcohol 5 25265-77-4 L 2 gal Shelf CL: IIIB MSDS 2.48 CHALKBOARD Flash Point>200°F TINTBASE—KIT Boiling Point:N/L Charcoal,Vaquero Charcoal 100 1333-86-4 S 24 lb. Shelf MSDS 2.50 Flash Point N/A Chevron TECHRON Distillates,hydrotreated light 40-70 64742-47-8 L 0.751b Shelf CL: II MSDS 2.52 Concentrate Plus— Stoddard solvent Flash Point 105 °F Gasoline Fuel Additive Solvent Naphtha(petroleum), 15-40 8052-41-3 Boiling Point: light aromatic 5-10 64742-95-6 300°F Benzene, 1,2,4-trimethyl 1-5 95-63-6 CHOMP Super Sulfuric acid 0.1-1 7664-93-9 L 11 gal Shelf CL IIIB MSDS 2.54/2.55 Concentrate Dodecylbenzenesulfonic acid 1-5 27176-87-0 Flash Point not Diethanolamine determined Terpenes and terpenoids,sweet 1-5 111-42-2 Non Flammable orange-oil 10-30 68647-72-3 Boiling Point: Nonlyphenol polyethylene glycol 7-13 127087-87-0 212°F ether CitiStrip Stripping Gel Dimethyl glutarate 10-30 1119-40-0 L 5.5 gal Shelf CL: IIIB MSDS 2.57/2.58 Dimethyl adipate 10-30 627-93-0 Flash Point>200°F N-Methyl-2-Pyrrolidone {2- 30-60 872-50-4 Boiling Point: Pyrrolidinone,l-M ethyl-} >200°C Citrus,ext. *Extractive and their 1-5 94266-47-4 physically modified derivatives such as tinctures,concretes Polyethoxylated(15)cocamine 1-5 61791-14-8 Citrus-Shield Premium Odorless Mineral Spirits 40-70 8052-41-3 S 3 gal Shelf CL: II MSDS 2.59/2.60/ Paste Wax Low Odor Base Solvent 5-15 64742-96-7 Flash Point 109-129 2.61 °F Boiling Point: 340- 399°F Waterborne Clear Dimethyl Ether 15-40 115-10-6 A 4 lbs Shelf Aero 3 MSDS 2.74 Wood Finish Gloss 2-Butoxyethanol 3-7 111-76-2 Flash Point<0°F Isopropanol Anhydrous 3-7 67-63-0 Waterborne Clear Dimethyl Ether 15-40 115-10-6 A 6 lbs Shelf Aero 3 MSDS 2.75 Wood Finish Satin 2-Butoxyethanol 3-7 111-76-2 Flash Point<-42°F Isopropanol Anhydrous 3-7 67-63-0 Waterborne Clear Dimethyl Ether 15-40 115-10-6 A 6 lbs Shelf Aero 3 MSDS 2.76 Wood Finish Semi- 2-Butoxyethanol 3-7 111-76-2 Flash Point<20°F Gloss Isopropanol Anhydrous 3-7 67-63-0 Waterborne Clear Dipropylene Glycol,n-Butyl 3-7 29911-28-2 L 2.5 gal Shelf CL IIIB MSDS 2.77 Wood Finish Gloss Ether Flash Point>212°F Dipropylene Glycol 3-7 34590-94-8 Monomethyl Ether N-Methylpyrrolidone 1-5 872-50-4 Accent MBRU 6PK Titanium Dioxide 15.0 13463-67-7 L 8.65 gal Shelf CL IIIB MSDS—No Flash 1.22-1.29 Semi-GLS BLSSM Dipropylene Glycol Monobutyl 5.0 29911-28-2 Point 1.33-1.36 Pink 2OZ Ether 1.46-1.49 Metallic Silver Paint Mineral Spirits 40 64742-88-7 L 6 pens Shelf CL IIIB MSDS—No Flash 1.37-1.40 Pen Aluminum Flake 10 7429-90-5 Point Xylene 10 1330-20-7 Aliphatic Petroleum Distillates 5 64742-48-9 Naphtha 5 64742-47-8 Ethylbenzene 5 100-41-4 Styrene 1 100-42-5 Accent HP 6PK MetalC Mineral Spirits 20 64742-88-7 L 6 pens Shelf CL IIIB MSDS—No Flash 1.41-1.45 Gold Metallic Copper Compounds 10 7440-50-8 Point Hydrotreated Light Distillate 10 64742-47-8 Zinc 5 7440-66-6 Xylene 5 1330-20-7 Ethylbenzene 1 100-41-4 Accent SSPR 6PK Aliphatic Petroleum Distillates 35 64742-48-9 L 6 pens Shelf CL IIIB MSDS—No Flash 1.50-1.56 Stone Sienna Titanium Dioxide 30 13463-67-7 Point Liquefied Petroleum Gas 20 68476-86-8 Accent QT 2PK Flat Titanium Dioxide 15 13463-67-7 L .19 gal Shelf CL IIIB MSDS—Flash Point 1.57 White Primer Dipropylene Glycol Monobutyl 5 29911-28-2 150°F Ether Zinc Phospate 5 7779-90-0 Klean-Strip Acetone Acetone {2-Propanone} 100 67-64-1 L 20 gal Shelf FL 1B MSDS 1.58-1.59 Flash Point 0°F KS Brushable Stripper 1 Methylene Chloride 80-85 75-09-2 L 23.5 gal Shelf CL IIIB MSDS 3.60-3.61 QT Methanol 1-5 67-56-1 No flash point to Isopropanol 5-10 67-53-0 boiling Ethylene Glycol Monobutyl Ether 1-5 111-76-2 Water 1-5 7732-16-5 KS Project After Wash Methanol 10-30 67-56-1 L 4.5 gal Shelf CL IIIB MSDS 3.72 1 QT Xylene(mixed isomers) 20-40 1330-20-7 No flash point to Acetone 67-64-1 boiling Klean-Strip Odorless Stoddard Solvent 95-100 8052-41-3 L 20 gal Shelf CL: II MSDS 3.70 Mineral Spirits Flash point>107°F Boil Point: 316°F Clear Wood Finish Aliphatic Hydrocarbon 10-30 8052-41-3 L 5 gal Shelf FL: IB MSDS 3.01 Satin Isobutyl Isobutyrate 10-30 97-85-8 Flash Point: Methyl n-AMY1 Ketone 7-13 110-43-0 53°F 2-Butoxyethanol 7-13 111-76-2 Boiling Point: VM&P Naphtha 5-10 64742-89-8 N.D. -343°F n-Butyl Alcohol 3-7 71-36-3 Zinc Stearate 3-7 557-05-1 Xylene 1-5 1330-20-7 Isopropanol Anhydrous 1-5 67-63-0 Nitrocellulose 1-5 9004-70-0 Ethyl Benzene 0.1-1 100-41-4 Isobutyl Alcohol 0.1-1 78-83-1 Ehtyl Benzene 0.1-1 100-41-4 MINIWAX Gel Stain, Mineral Spirits 59 64742-88-7 L 15 gal Shelf CL IIIB MSDS 3.08-3.13 Antique Maple Amorphous Silica 3 7631-86-9 Flash Point:N/L Glitter Blast Glitter Propane 30 74-98-6 A 5.6 lb Shelf Aero 2 MSDS 3.17-3.29 Spray,Bronze Blaze Hexane 21 110-54-3 Flash Point:NL 2-Methylpentane 10 107-83-5 3-Methylpentane 4 96-14-0 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Klean Strip Green Safer Dimethyl glutarate 1-30 1119-40-0 L 4.5 gal Shelf CL: IIIB MSDS 3.63 Paint&Varnish Dimethyl adipate 5-30 627-93-0 Flash Point>200°F Remover N-Methyl-2-Pyrrolidone {2- 30-50 872-50-4 Boiling Point: Pyrrolidinone, 1-Methyl-} 204°C Klean Strip Green Ethyl alcohol {ethanol} 90-100 64-17-5 L 4.5 gal Shelf FL: IB MSDS 3.64 Denatured Alcohol Methanol {Methyl alcohol; <10 67-56-1 Flash Point 57°F Carbinol;wood alcohol} Boiling Point: Methyl isobutyl ketone {Hexone; <10 108-10-1 165.2- 176°F isopropylacetone; MIBK;4- Methyl-2-pentanone} <5 141-78-6 Acetic acid,Ethyl ester {Ethyl acetate} Klean-Strip Green Safer Hydrochloric Acid <25 7647-01-0 L 12 gal Shelf CL IIIB MSDS 3.62 Muriatic Acid No Flash Point Jasco/Bix Varnish & Toluene(Benzene,Methyl-; 10-20 108-88-3 L 9.5 Shelf FL-IB MSDS 9.12-9.13 Stain Remover Toluol gallons Flash Point: 26°F Methanol(Methyl alcohol; 30-50 67-56-1 Boiling Point: Carbinol;Wood alcohol) 132.8—140°F Dichloromethane(Methylene 25-40 75-09-2 chloride) Acetone 10-25 67-64-1 Oleic acid(9-Octadecenoic acid .5-1.5 112-80-1 (z)-) Potassium Hydroxide 1-5 1310-58-3 Max Life SAE 5W-30 Heavy Paraffinic Distillate 50-60 64742-54-7 L 12 Shelf CL-IIIB MSDS 9.14-9.16 Motor Oil Hydrotreated Heavy Paraffinic gallons Flash Point:>390°F Base Oil 30-40 64742-54-7 Boiling Point:>424° Residual Oils(petroleum), F Solvent-Dewaxed 1-1.5 64742-62-7 Zinc Dialkyl Dithiophosphate WDCARE QT 5PK Mineral Spirits 55 - 8052-41-3^ L 15.75 Shelf CL-II MSDS 9.17-9.20 Watco Dan Oil DK Aromatic Petroleum Distillates 5 64742-95-6 gallons Flash Point: Walnut 1,2,4-Trimethylbenzene 105°F 5 95-63-6 Boiling Point: NL Teak Oil Finish—Pint VM&P Naphtha 40 64742-89-8 L 14.5 Shelf CL-II MSDS 9.21-9.22 Mineral Spirits 15 8052-41-3 gallons Flash Point: Aromatic Petroleum Distillates 5 64742-95-6 106°F MINWAX Water-Based MSDS—No ingredients in this None Given L 2.5 Shelf CL IIIB MSDS 9.23 Pre-Stain Wood product are hazardous as defined gallons Flash Point: Conditioner by the DOL NA Water Based Waterbome Urethane 15-40 Proprietary L 5.56 Shelf CL-IIIB MSDS 9.24-9.25 Polyurethane Gloss N-Methylpyrrolidone gallons Flash Point: Triethylamine 3-7 872-50-4 >212°F Water Based Waterborne Urethane 10-30 Proprietary L 2.68 Shelf CL-IIIB MSDS 9.26-9.27 Polyurethane Satin N-Methylpyrrolidone gallons Flash Point: Triethylamine 1-5 872-50-4 >212°F Water Based Waterborne Urethane 10-30 Proprietary L 3.995 Shelf CL-IIIB MSDS 9.28-9.31 Polyurethane Semi- N-Methylpyrrolidone gallons Flash Point: Gloss Triethylamine 1-5 872-50-4 >212°F WD-40 Smart Straw Aliphatic Petroleum Distillates 45-50 64742-47-8 A 5.6 lbs. Shelf Aero 2 MSDS 9.33 Aerosol Petroleum Base Oil 64742-88-7 Flash Point: 30-35 64742-58-1 122°F WD 40 Aerosol Aliphatic Petroleum 45-50 _____ 64742-47-8 A 14 lbs., Shelf Aero 2 MSDS 9.34-9.35 Petroleum Base Oil <25 64742-58-1 Flash Point: 64742-53-6 122°F KRYLON Frosted Propane 15 74-98-6 A 3.3 lbs. Shelf Aero 3 MSDS 9.39 Glass Finish,White Butane 15 106-97-8 Flash Point: Toluene 18 108-88-3 <0°F Acetone 44 67-64-1 Boiling Point: Ethyl 3-Ethoxypropionate 4 763-69-9 <0-342°F Kaolin 1332-58-7 1 Illinois Bronze Acetone 15 67-64-1 A 2.25 lbs. Shelf Aero 3 MSDS 9.40 Webbing Spray,White Dimethyl Ether 75 115-10-6 Flash Point: Whisper Titanium Dioxide 1 13463-67-7 <0°F SHER-WOOD Wiping Mineral Spirits 8.4 64742-88-7 L 2.78 Shelf FL-1C MSDS 9.41-9.48 Stain Autumn Oak Ethylbenzene .1 100-41-4 gallons Flash Point: 80°F Howard Naturals Wood Coconut Oil 8001-31-8 L .74 Shelf CL IIIB MSDS 9.49 Cleaner&Polish Palm Kemal Oil 8023-79-8 gallon Flash Point: Soy Bean Oil 8001-22-7 None to B.P. Surfactant 67762-38-3 Boiling Point: Emulsifier 68553-06-0 100°C Howard Naturals Wood Methyl Palmitate 67762-38-3 Gel .37 gal Shelf CL IIIB MSDS 9.50 Conditioner Vegetable Oil 68152-81-8 Flash Point: Fragrance 207°C Other Components are natural Boiling Point: waxes >280°C pH(neat)=3.66(acid) VOC= 1% KRYLON Workable Propane 13 74-98-6 A 4.8 lbs. Shelf Aero 3 MSDS 9.54 Fixitif Spray Coating Butane 12 106-97-8 Flash Point: Toluene 20 108-88-3 <0°F KRYLON Stained Propane 16 74-98-6 A 3.37 lbs. Shelf Aero 3 MSDS 9.55 Glass Color Red Butane 15 106-97-8 Flash Point: VM&P Naphtha 13 64742-89-8 <0°F Mineral Spirits 9 64742-88-7 Boiling Point: Acetone 32 67-64-1 <0-395°F ZINSSR 16-oz 4 PK N/L N/L N/L L 3.25 Shelf CL-IIIB MSDS 9.56 Paint and Finish gallons Flash Point: Remover 200°F SPECLT HP 6PK Glow Ester Alcohol 5 25265-77-4 L .18 gal Shelf CL: IIIB MSDS 3.15 In the Dark Flash Point 212°F KRYLON GLOWZ Propane 15 74-98-6 A .85 gal Shelf Aero 3 MSDS 3.16 Glow in the Dark Paint Butane 15 106-97-8 Flash Point<0°F Toluene 21 108-88-3 Boiling Point:<0— Ethylbenzene 0.6 100-41-4 360°F Xylene 3 1330-20-7 Light Aromatic Hydrocarbons 1 64742-95-6 1,2,4-Trimethylbenzene 2 95-63-6 Acetone 24 67-64-1 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.17 Spray,Bronze Blaze Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.18 Spray,Cherry Bomb Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.19 Spray,Citrus Dream Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 64742-88-7 Cyclohexane I 110-82-7 Glitter Blast Clear Propane 13 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.20 Sealer Butane 12 106-97-8 Flash Point<0°F Hexane 4 110-54-3 Boiling Point: 2-Methylpentane 2 107-83-5 <0-415°F Heptane 11 142-82-5 Mineral Spirits 21 64742-88-7 Medium Aromatic Hydrocarbons 1 64742-94-5 Naphthalene 0.2 91-20-3 2-Propanol 15 67-63-0 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.21 Spray, Diamond Dust Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.22 Spray,Golden Glow Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.23 Spray, Lucky Green Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.24 Spray, Orange Burst Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.25 Spray,Posh Pink Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.26 Spray, Silver Flash Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.27 Spray, Sparkling Waters Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.28 Spray, Starry Night Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 Glitter Blast Glitter Propane 30 74-98-6 A 2.25 lb Shelf Aero 3 MSDS 3.29 Spray,Twilight Sky Hexane 21 110-54-3 Flash Point<0°F 2-Methylpentane 10 107-83-5 Boiling Point: 3-Methylpentane 4 96-14-0 <0-395°F 2,3-Dimethylbutane 3 79-29-8 2,2-Dimethylbutane 1 75-83-2 Light Aliphatic Hydrocarbon 5 68410-97-9 Solvent Mineral Spirits 8 64742-88-7 Cyclohexane 1 110-82-7 KRYLON Webbing Acetone 14 67-64-1 A 2.25 lb Shelf Aero 3 MSDS 3.30 Spray,Gold Chiffon Dimethyl ether 75 115-10-6 Flash Point<0°F Brass Powder 3 Proprietary Boiling Point: <0-134°F Goof Off 2 Ethanol,2-Butoxy-(Ethylene 3-7 111-76-2 L 2 gal Shelf CL: IIIA MSDS 3.31 glycol n-butyl ether,(a glycol Flash Point>200°F ether) Boiling Point: Benzenemethanol {Benzyl 5-10 100-51-6 212°F alcohol) Diethylene glycol monobutyl 1-5 112-34-5 ether {2-(2-Butoxyethoxy )ethanol {(a glycol ether)) Propylene glycol phenyl ether 1-5 770-35-4 {(not 313)} Goof Off Professional Acetone {2-Propanone; 60-100 67-64-1 Gas 21 lb. Shelf Aero 3 MSDS 3.32 Strength VOC Aerosol Hydrotreated light distillate 7-13 64742-47-8 and Flash Point<0°F (petroleum) 5-10 1330-20-7 Liquid Boiling Point: Xylene(mixed isomers) No Data (Benzene,dimethyl-) 1-5 100-41-4 Ethylbenzene {Ethylbenzol; 3-7 112-34-5 Phenylethane} Diethylene glycol monobutyl 7-13 68476-86-8 ether {2-(2-Butoxyethoxy) ethanol {(a glycol ether)) Liquefied petroleum gas, sweetened {propane,isobutene,n- butane} Goof Off Citrus Liquid No hazardous ingredients at 1.0% 0 NA L .4 gal Shelf CL: IIIA MSDS 3.33 or greater Flash Point>200°F Methyl Soyate Boiling Point: 60-100 67784-80-9 420-683°F Goof Off Graffiti Acetone {2-Propanone} 30-60 67-64-1 Gas 2 gal Shelf Aero 3 MSDS 3.34 Remover VOC Spray N-Methyl-2-pyrrolidone {2- 15-40 872-50-4 and Flash Point 0°F Pyrrolidinone, 1-Methyl-; 1- 5-10 67784-80-9 Liquid Methylazacyclopentan-2-one} 5-10 97-64-3 Methyl Soyate 3-7 68439-46-3 Propanoic acid,2-Hydroxy-, ethyl 1-5 66455-14-9 ester(Ethyl Lactate) Alcohol ethoxylate(Alcohols, 7-13 68476-86-8 C9-11,Ethoxylated) Alcohols,C12-13, ethoxylated Liquefied petroleum gas, 5-10 5989-27-5 sweetened(propane, isobutene,n- butane) d-Limonene Goof Off Multi-Surface Sodium Hypochlorite <6 7681-52-9 L 3 gal Shelf CL IIIB MSDS 3.35 Outdoor Cleaner {Hypochlorous acid, sodium salt} Flash Point: NA Sodium lauryl sulfate {Dodecyl <3 151-21-3 Non-Combustible sulfate, sodium salt} Boiling Point: Sodium phosphate,Tribasic <2 7601-54-9 210°F {Phosphoric acid,trisodium salt; trisodium phosphate} Sodium hydroxide {Caustic soda; <2 1310-73-2 lye solution} Gumout 2X High Cumene 1-5 98-82-8 L .35 gal Shelf CL: IIIA MSDS 3.37 Mileage Fuel Injector 1,3,5-Trimethyl benzene 1-5 108-67-8 Flash Point 160° F Cleaner Boiling Point: 302°F Gumout 2X Large Naphthalene 70 91-20-3 L .35 gal Shelf CL: IIIA MSDS 3.38 Vehicle Fuel Injector Flash Point 177°F Cleaner Boiling Point: 302°F Feed-N-Wax Distillates(petroleum) 40-70 64742-54-7 S 8 lb Shelf MSDS 3.39 hydrotreated heavy paraffinic Flash Point 141°F Distillates(petroleum)light 15-40 64742-47-8 Boiling Point:>200° hydrotreated low VOC F Orange Oil Wood Distillates(petroleum), 50-70 64742-54-7 L 1.28 gal Shelf CL: IIIB MSDS 3.40 Polish hydrotreated heavy paraffinic Flash Point: 326°F Oils,orange,sweet 3-7 8008-57-9 Boiling Point:>400° Distillates(petroleum) light 15-40 64742-47-8 F hydrotreated low VOC Hydraulic&Jack Oil Hydrotreated heavy paraffinic 50-70 64742-54-7 L 6 gal Shelf CL: IIIB MSDS 3.41/3.42 distillates Flash Point 280°F Solvent-refined heavy naphthenic 30-50 64741-96-4 Boiling Point: >350° distillates F Zinc,dithiophosphate di-C1-14- alkyl esters 0.2-1 68649-42-3 Johnsen's Carburetor Acetone 45-55 67-64-1 L .75 gal Shelf FL: IB MSDS 3.43 Cleaner Toluene 20-30 108-88-3 Flash Point-4° F Methyl Alcohol 10-20 67-56-1 Boiling Point: 133°F Carbon Dioxide 5-15 124-38-9 Johnsen's Power Heavy Hydrotreated Naphthenic 80-99 64742-52-5 L .56 gal Shelf CL: IIIB MSDS 3.44 Steering Fluid Distillates(petroleum) Flash Point>200°F Mineral Oil,petroleum distillates, 20-39 64742-54-7 Boiling Point:>400° hydrotreated(severe)paraffinic F Dipropylene Glycol Methyl Ether 0-5 88917-22-0 Acetate Glycol Ether DB 0-5 112-34-5 . Klean Strip Green Acetone {2-Propanone} 60-100 67-64-1 L 20 gal Shelf FL 1B MSDS 3.67 Lacquer Thinner 30% Ethyl Alcohol {Ethanol', Flash Point 0°F WT VOC Ethanol, 2-Butoxy- {Ethylene 10-30 64-17-5 Boiling Point:ND glycol n-butyl ether,(a glycol ether)} Acetic acid,ethyl ester {Ethyl 5-10 111-76-2 acetate} Methyl ethyl ketone {MEK; 2- 1-5 141-78-6 Butanone} Butyl acetate {Acetic acid,Butyl 1-5 78-93-3 ester} Methanol {Methyl alcohol; 1-5 123-86-4 Carbinol; Wood alcohol} <1 67-56-1 Heavy Duty Silicone 1,2,4-Trimethylbenzene 3-7 95-63-6 A 1.871bs Shelf Aero 3 MSDS 3.76 Spray Lubricant Aliphatic Hydrocarbon Solvent 40-70 8052-41-3 Flash Point 125°F Carbon Dioxide 3-4 124-38-9 Boiling Point: 310°F Dimethyl Polysiloxane 3-7 63148-62-9 Ethylbenzene 0.1-1 100-41-4 Hydrocarbon Fluid 10-30 64742-47-8 Low Odor Base Solvent 10-30 Proprietary Mesitylene 3-7 108-67-8 Naphthenic Petroleum Distillate 3-7 64742-52-5 Xylene(mixed isomers) 1-5 1330-20-7 Liquid Wrench 2-Butoxy-l-Ethanol 1-5 111-76-2 L Shelf CL: IIIB MSDS 3.75 Lubricating Oil Naphthenic Petroleum Distillate 60-100 64742-52-5 Flash Point>200°F Boiling Point: 320°F ConocoPhillips Hydrodesulfurized Kerosene 0-100 64742-81-0 L 15 gal Shelf CL: IIIA MSDS 3.45-3.47 Kerosene Hydrotreated Distillate, Light Flash Point 100-150° Kerosene 0-100 64742-47-8 F Naphthalene Boiling Point: 0-100 8008-20-6 300-572°F 0-3 91-20-3 1-K Kerosene,LS Kerosene 100 8008-20-6 L 37 gal Shelf CL: II MSDS 3.45-3.47 Naphthalene <1 91-20-3 Flash Point>100°F Xylene <1 1330-20-7 Boiling Point: 340-550°F KINGSFORD with Char Dust Varies 16291-96-6 S 47 lb Shelf MSDS 3.49 Hickory Charcoal Limestone <15 1317-65-3 Flash Point:NL Briquets Sawdust 5-10 Not assigned KINGSFORD Charcoal Char dust Varies 16291-96-6 S 500 lb Shelf MSDS 3.51/3.52 Briquets Limestone <15 1317-65-3 Flash Point: NL Sawdust <8 Not assigned Paint Thinner Stoddard Solvent {Mineral spirits; 95-100 8052-41-3 L 16 gal Shelf CL: II MSDS 3.68-3.69 Aliphatic Petroleum Distillates; Flash Point>100°F White spirits} Boiling Point: 298- 400°F Klean-Strip Industrial Light Aliphatic solvent naphtha 15-40 64742-89-8 L 20 gal Shelf FL 1B MSDS 3.65-3.66 Maintenance Coating (petroleum) Flash Point 35°F Thinner Acetic acid,ethyl ester {Ethyl 15-40 141-78-6 Boiling Point:No acetate} Data Petroleum Hydrocarbons 10-30 64742-95-6 1,2,4-Trimethylbenzene 7-13 95-63-6 {Pseudocumene} Xylene(mixed isomers) 1-5 1330-20-7 {Benzene dimethyl-} Lighter Fluid For Aliphatic Petroleum Solvent 100 64742488 L 12 gal Shelf MSDS 3.48 Charcoal Briquets Flash Point: NL Boiling Point: 315-350°F Lighter Fluid For Aliphatic Petroleum Solvent 100 64742488 L 10 gal Shelf CL IIIB MSDS 3.53 Charcoal Briquets Flash Point:NL Boiling Point: 315-350°F KINGSFORD with Char dust Varies 16291-96-6 S 47 lb Shelf MSDS 3.49 Hickory Charcoal Limestone <15 1317-65-3 Flash Point: NL Briquets Sawdust 5-10 Not assigned KINGSFORD with Char dust Varies 16291-96-6 S 47 lb Shelf MSDS 3.50 Mesquite Charcoal Limestone <15 1317-65-3 Flash Point: NL Briquets Sawdust 5-10 Not assigned Klean Heat Raffinates(Petroleum),sorption 95-100 64741-85-1 L 19 gal Shelf CL: IIIA MSDS 3.54 process Flash Point> 150°F Boiling Point:>350°F Klean Strip Klean Methanol {Methyl alcohol; 30-35 67-56-1 L 3.5 gal Shelf FL IB MSDS 3.55 Kutter Carbinol;wood alcohol} Flash Point 20°F Dichloromethane {Methylene 25-30 75-09-2 Boiling Point:>103°F chloride} N-Methyl-2-Pyrrolidone {2- 1-5 872-50-4 Pyrrolidinone, 1-methyl-} Toulene {Benzene,Methyl-; 5-10 108-88-3 Toluol} Acetone 15-20 67-64-1 KRUD KUTTER Benzyl alcohol <25 100-51-6 L 3.5 gal Shelf CL: IIIB MSDS 3.56 Graffiti Remover Ethylene glycol monobutyl ether <15 111-76-2 Flash Point>200°F Boiling Point:413°F Original!CRUD Proprietary formulation 100 Proprietary L 3.5 gal Shelf CL IIIB MSDS 3.57 KUTTER Flash Point None Boiling Point: 212°F KRYLON 18 Kt. Gold 1-Methoxy-2-propanol 70 107-98-2 A 12 Pens Shelf Aero 3 MSDS 3.58 Leafing Pen Bronze Pigment Flash Point 88°F 30 Proprietary Boiling Point:248- 255°F KRYLON Copper 1-Methoxy-2-propanol 61 107-98-2 A 6 Pens Shelf Aero 3 MSDS 3.59 j Leafing Pen,Copper Copper Flash Point 88°F 17 7440-50-8 Boiling Point: 248- 255°F Lacquer Aerosol CWF Methyl Ethyl Ketone(2- 25 78-93-3 A Shelf Aero 3 MSDS 3.73 Semi-Gloss Butanone) Flash Point 23°F Methyl Isobutyl Ketone 15 108-10-1 Boiling Point: 175°F 2-Butoxyethanol <5 111-76-2 Naphtha, Light Aliphatic <5 64742-89-8 N-Butyl Alcohol <1 71-36-3 Isopropyl Alcohol 15 67-63-0 Toluene 10 108-88-3 Xylenes(O-,M-,P-Isomers) 5 1330-20-7 Ethyl Benzene <5 100-41-4 Lacquer Thinner Methanol {Methyl alcohol; 15-40 67-56-1 L 4.5 gal Shelf 'FL 1B 'MSDS 3.74 Carbinol; Wood alcohol} Flash Point-4°F Toluene {Benzene,Methyl-; 1-5 108-88-3 Boiling Point: 130°F Toluol} Acetone {2-Propanone} 10-30 67-64-1 Ethanol,2-Butoxy- {Ethylene 1-5 111-76-2 glycol n-butyl ether,(a glycol ether)} Acetic acid,ethyl ester(ethyl 7-13 141-78-6 acetate) Light aliphatic solvent naphtha 15-40 64742-89-8 (petroleum) Lock-Ease Lubricant N-Hexane 30-60 110-54-3 L. A 1.87 lb Shelf Aero 3 MSDS 3.76 Stoddard Solvent 15-40 8052-41-3 Flash Point-156°F Propane/Isobutane/N-butane 10-30 68476-86-8 Dripless Base Compound 7-13 Mixture KRYLON Looking Propane 20 74-98-6 A .84 gal Shelf Aero 3 MSDS 3.77 Glass Mirror-Like Paint 1-Propanol 2 71-23-8 Flash Point<0°F Acetone 12 67-64-1 Boiling Point:43 - Ethyl Acetate 1 141-78-6 387°F n-Propyl Acetate 57 109-60-4 t-Butyl Acetate 8 540-88-5 Minwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L .8 gal Shelves CL IIIB MSDS 4.20 Cherry Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB MSDS 4.21 Cherry Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L .8 gal Shelves CL IIIB MSDS 4.22 Colonial Maple Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB MSDS 4.23 Colonial Maple Titanium Dioxide 0-4 13463-67-7 Flash Point: NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 1.6 gal 'Shelves CL IIIB MSDS 4.24 Dark Walnut Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB MSDS 4.25 Dark Walnut Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L .8 gal Shelves CL IIIB MSDS 4.26 Early American Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB MSDS 4.27 Early American Titanium Dioxide 0-4 13463-67-7 Flash Point: NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 1.6 gal Shelves CL IIIB MSDS 4.28 Ebony Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB MSDS 4.29 Ebony Titanium Dioxide 0-4 13463-67-7 Flash Point: NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L .8 gal Shelves CL IIIB MSDS 4.30 English Chestnut Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 1.6 gal Shelves CL IIIB MSDS 4.31 Golden Oak Titanium Dioxide 0-4 13463-67-7 Flash Point: NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB MSDS 4.32 Golden Oak Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black '0-0.8 '1333-86-4 L 1.6 gal Shelves CL IIIB 'MSDS 4.33 Golden Pecan Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB MSDS 4.34 Golden Pecan Titanium Dioxide 0-4 13463-67-7 Flash Point:NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L .8 gal Shelves CL IIIB MSDS 4.35 Gunstock Titanium Dioxide 0-4 13463-67-7 Flash Point: NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Miniwax Wood Finish, Carbon Black 0-0.8 1333-86-4 L 2.5 gal Shelves CL IIIB 'MSDS 4.36 Gunstock Titanium Dioxide 0-4 13463-67-7 Flash Point: NL Talc(non-fibrous) 0-2 14807-96-6 Naphtha,petroleum,heavy 4-5 64741-65-7 alkylate Hydrotreated heavy naphthenic 6-9 64742-52-5 distillate solvent extract Hydrotreated light naphthenic 6-9 64742-53-6 distillate solvent extract Solvent naphtha,petroleum, 50-56 64742-88-7 medium aliphatic Minwax Acetone 39 67-64-1 A 4 lb Shelves Aero 4 MSDS 4.37 Indoor/Outdoor Propane 14 74-98-6 Flash Point:NL Helmsman Spar Butane 13 106-97-8 Urethane,Clear High Minwax Helmsman Acetone 39 67-64-1 A 4 lb Shelves Aero 4 MSDS 4.38 Satin Spray Propane 14 74-98-6 Flash Point:NL Butane 13 106-97-8 Minwax Helmsman Acetone 39 67-64-1 A 4 lb Shelves Aero 4 MSDS 4.39 Semi Spray Propane 14 74-98-6 Flash Point:NL Butane 13 106-97-8 Minwax Wood Finish, Carbon Black 0-.8 1333-86-4 L 22 gal Shelves CL IIIB MSDS 4.40-4.45 Ipswitch Pine, Titanium Dioxide 0-4 13463-67-7 Flash Point:NL 4.59-4.72 Minwax Jacobean, Talc(non-fibrous) 0-2 14807-96-6 Minwax Natural, Naphtha,petroleum, 4-5 64741-65-7 Minwax Provincial, Heavy alkylate Minwax Puritan Pine, Hydrotreated heavy naphthenic 6-9 64742-52-5 Minwax Red Chestnut, distillate solvent extract Minwax Red Hydrotreated light naphthenic Mahogany, Minwax distillate solvent extract 6-9 064742-53-6 Red Oak, Minwax Solvent naphtha,petroleum, Sedona Red,Minwax medium aliphatic Special Walnut, 50-56 64742-88-7 Minwax Stain Marker Ebony Minwax Wood Finish Titanium Dioxide 0-4 13463-67-7 L 10 Shelves MSDS 4.46-4.53 Stain Marker,Cherry, Naphtha,petroleum,heavy 4-5 64741-65-7 Pcncils Flash Point: NL Minwax Pencil alkylate, Hyrdrotreated heavy naphthenic distillate solvent 7-8 64742-52-5 extract, Hydrotreated light naphthenic 7-8 64742-53-6 distillate solvent extract, Solvent naphtha,petroleum, 52-56 64742-88-7 medium aliphatic Minwax Fast Drying Acetone 39 67-64-1 A 6 Ibs Shelves Aero 3 MSDS 4.56-4.58 Polyurethane Spray- Propane 14 74-98-6 Flash Point:NL Clear Semi-Gloss, Butane 13 106-97-8 Minwax Polyurethane Distillates, petroleum, 8-10 64742-47-8 Satin Spry,Minwax hydrotreated light, Polyurethane Semi Spry Solvent naphtha,petroleum, 5-7 64742-88-7 medium aliphatic Solvent naphtha,petroleum, light 7 64742-89-8 aliphatic Mobil Engine Oil OW- N/L N/L N/L L 2 gal Shelves CL: IIIB MSDS 4.73 20 Flash Point:>392°F Boiling Point:601°F Mobil Engine Oil OW- N/L N/L N/L L 2 gal Shelves CL: IIIB MSDS 4.74 30 Flash Point:442°F Boiling Point:N/D Mobil 1 OW-40 N/L Ni L N L L 2 gal Shelves CL: IIIB MSDS 4.75 Flash Point: 392°F Boiling Point: 600°F Mobil 1 Extended N/L N/L N/L L 2 gal Shelves CL:IIIB MSDS 4.76 Performance 10W-30 Flash Point: 392°F Boiling Point:N/D Mobil 1 10W30 Oil N/L N/L N/L L 2 gal Shelves CL: IIIB MSDS 4.77 Flash Point: 392°F Boiling Point:N/D Miniwax Polycrylic Isopropanol 5 67-63-0 A 43.43 gal Shelves F-1B MSDS 4.54- Protective Finish 2-Butoxyethanol 6 111-76-2 4.55,5.40,5. Dimethyl ether 35 115-10-5 44-5.49 Mildew Stain Remover Ethanol,2 Butoxy-ether <10 111-76-2 L 3.5 gal Shelves CL IIIB MSDS—Non 5.07 Plus Blocker Poly,alpha,omega,hydroxy,branch <1.5 127087-87-0 Flammable ed Flash Point: NA Ethylenediamine tetraacetic acid, <3.0 64-02-8 tetrasodium salt Mold Armor Mold N/L L 3.5 gal Stor: Shelf CL IIIB MSDS—Non 5.07 Blocker Flammable Flash Point:NA Moldex Alkyl dimethyl benzyl ammonium .034 68424-85-1 L 3 gal Stor: CL IIIB MSDS—No Flash 5.09 chloride Shelves Point Octyl decyl dimethyl ammonium .026 32426-11-2 chloride Dioctyl dimethyl ammonium .013 5538-94-3 chloride Didecyl dimethyl ammonium .013 7173-51-5 chloride Na4EDTA .030 64-02-8 Sodium Metasilicate, .008 10213-79-3 Pentahydrate Nonoxynol-10 .039 26027-38-3 Fragrance .003 Dye .0001 Water 99.8339 Valvoline 4-Stroke SAE Heavy Paraffinic Distillate >=50-<60 64742-54-7 L 4 gal Stor: CL: IIIB MSDS 5.11 10W-40 Motorcycle Oil Heavy Paraffinic Distillate >=30-<40 64742-54-7 Shelves Flash Point:>390°f Hydrocarbon Polymer >=1-<1.5 Klean-Strip Green Safer Hydrochloric Acid <25.0 7647-01-0 L 4 gal Stor: CL IIIB MSDS 5.12 Muriatic Acid Shelves Flash Point:No Data • Kern Tek Muriatic Acid Hydrochloric Acid 29 7647-01-0 L 3 gal Stor: CL IIIB MSDS 5.13 Shelves Flash Point: No Data Loctite Naval Jelly Rust Phosphoric Acid 10-3 7664-38-2 L 1.5 gal Stor: CL IIIB MSDS- 5.14-5.15 Dissolver 2-Propanol 1-5 67-63-0 Shelves Flash Point: ND Sulfuric Acid 0.1-1 7664-93-9 Silicon Dioxide 0.1-1 7631-86-9 Diiron Trioxide 0.1-1 1309-37-1 Magnesium Oxide 0.1-1 1309-48-4 Aluminum Oxide,fibrous 0.1-1 1344-28-1 Johnsens Non- Acetone 65-75 67-64-1 L .8 gal Stor: FL: IB MSDS 5.16 chlorinated Brake Part Toluene 10-15 108-88-3 Shelves Flash Point: -4°f Cleaner Carbon Dioxide 5-15 124-38-9 Boiling Point: 133°f Methyl Alcohol 5-10 67-56-1 Oil Eater Sodium metasilicate-pentahydrate <5 6834-92-0 L 1.75 gal Stor: CL IIIB MSDS 5.17 Degreaser/Cleaner 2 Butoxyethanol <5 111-76-2 Shelves Non-Flammable Linear Alcohol Ethoxylate <5 68439-46-3 Flash Point-none to boiline Olympic Wood Stoddard Solvent 40-70 8052-41-3 L 6 gal Stor: FL: IC MSDS 5.18 Protector S/T 717 Rdwd Linseed Oil 10-30 8001-26-1 Shelves Flash Point:105°F Nat Xylene 0.1-1 1330-20-7 Boiling Point: 99°F Titanium oxide 0.1-1 13463-67-7 2-butanone oxime 0.1-1 96-29-7 One Match Gelled Fire Ethanol TS 64-17-5 L 2 gal Stor: FL: IB MSDS 5.21 Starter Isopropanol TS 67-63-0 Shelves Flash Point: 54°F Boiling Point: 173°F Dual Paint+Primer Propane 10 74-98-6 A 58.5 lb. Shelf FL-IB MSDS 6.04-6.10 Metallic Finish Butane 10 106-97-8 Flash Point <0°F V, M, &P,Naphtha 1 647 42-89-8 Boiling Point<0-325° Toluene 18 108-88-3 F Acetone 40 67-64-1 Klean-Strip Premium Dichloromethane 60.0- 100.0 75-09-2 L 8.5 gal Shelf CL IIIB MSDS 6.11 -6.12 Sprayable Stripper Methanol 10.0-30.0 67-56-1 Flash Point N/A Isopropyl alcohol 1.0-5.0 67-63-0 Ethyl Alcohol 1.0-5.0 64-17-5 Jasco Premium Paint& Dicholoromethane 60.0- 100.0 75-09-2 L 26.9 gal Shelf FL-IIIB MSDS 6.14-6.16 Epoxy Remover Methanol 10.0-30.0 67-56-1 Flash Point NP Stoddard solvent 1.0-5.0 8052-41-3 v Premium Stripper Dicholoromethane 70.0-95.0 75-09-2 L,G N/L Shelf CL IIIB MSDS 6.17 Methanol 1.0-5.0 67-56-1 Flash Point N/A Poly-alpha-omega-hydr 1.0-5.0 9016-45-9 Carbon Dioxide <4.0 124-38-9 Jasco Spray On Stripper Toluene 10.0-30.0 108-88-3 L N/L Shelf FL-IB MSDS 6.17 Methanol 15.0-40.0 67-56-1 Flash Point:48°F Dichloromethane 30.0-60.0 75-09-2 Boiling Point: 110-0° Acetone 7.0- 13.0 67-64-1 F Krylon Preserve It! Propane 14 74-98-6 A 4.8 lbs Shelf Aero 3 MSDS 6.19 Butane 13 106-97-8 Flash Point <0°F Toluene 18 108-88-3 Boiling Point:<0- Medium Aromatic Hydrocarbons 2 64742-94-5 415°F Naphthalene 0.3 91-20-3 Acetone 38 67-64-1 Ethly 3-Ethoxypropionate 3 763-69-9 Amorphoes Precipitated Silica 1 112926-00-8 MINWAX Pre-Stain Med. Aliphatic Hydrocarbon 1 64742-88-7 L 2.5 gal Shelf CL: II MSDS 6.20 Wood Conditioner Solvent Flash Point: 101 °F Mineral Spirits 88 64742-88-7 Boiling Point: 300- 425°F Krylon Frosted Glass Propane 13 74-98-6 A .84 gal Shelf Aero 3 MSDS 6.21 Finish,Pearl Gray Butane 12 106-97-8 Flash Point <0°F Heptane 7 142-82-5 Toluene 15 108-88-3 Acetone 27 67-64-1 Ethyl 3-Ethoxypropionate 6 763-69-9 Titanium Dioxide 0.3 13463-67-7 Calumet Lantern Fuel Light Hydrotreated Distillate 100.0 68410-97-9 L 9 gal Shelf FL-IB MSDS 6.22 Flash Point:<0°F Boiling Point:>100°F Odorized Commercial Propane 87.5-100 74-98-6 G 135 cf Shelf FL: 1B MSDS 6.22 Propane Ethane 0-7.0 74-84-0 Flash Point: -156°F Propylene 0-5.0 115-07-1 Butanes 0-2.5 106-97-8 Ethyl Mercaptan 0-50ppm 75-08-1 All Surface Enamel- 2-(2-Methoxyethoxy)-ethanol 5 111-77-3 L 18.78 gal Shelf CL IIIB MSDS 6.23-6.47 Latex High Gloss, Carbon Black 1 1333-86-4 Flash Point N/A Black Krylon Super Quick Propane 15 74-98-6 A 8.25 lb. 1 Shelf Aero 3 MSDS 6.48 Grip Spray Adhesive Butane 15 106-97-8 Flash Point<0°F Hexane 32 110-54-3 Toluene 3 108-88-3 Acetone 20 67-64-1 Restor-A-Finish Distillates(petroleum), 30-60 64742-54-7 L 6.75 gal Shelf FL: IB MSDS 6.52—6.59 hydrotreated heavy paraffinic Flash Point:4°F Isobutyl acetate 5-15 110-19-0 Boiling Point:>93°C Isopropanol 5-15 67-63-0 Acetone 3-10 67-64-1 Methyl ethyl ketone 3-10 78-93-3 Propanoic acid,2-methyl, 2- 3-10 97-85-8 methylpropyl ester Toluene I-3 108-88-3 Xylene 1-3 1330-20-7 Gilsonite 0.5-2.0 12002-43-6 Ethyl benzene 0.1-1.0 100-41-4 Pro 1-GL 2Pk Gloss 1-Chloro-4(Trifluoromethyl) 30.0 98-56-6 L 6 gal Shelf CL: II MSDS 6.60—6.61 Black Benzene 20.0 556-67-2 Flash Point: 104°F Octamethylcyclotetrasiloxane 5.0 64742-88-7 Mineral Spirits 5.0 1333-86-4 Carbon Black 1.0 100-41-4 Ethylbenzene Pro 1-G12Pk Flat Red Octamethylcyclotetrasiloxane 25.0 556-67-2 L 3 gal Shelf CL: II MSDS 6.62 Primer Magnesium Silicate 10.0 14807-96-6 Flash Point: 105°F Mineral Spirits 5.0 64742-88-7 Boiling Range: 0- Calcium Metasilicate 5.0 13983-17-0 415°F Decamethylcyclopentasiloxane 5.0 541-02-6 Quart(Crystalline Silica) 1.0 14808-60-7 Ethylbenzene 1.0 100-41-4 Safe Lite Fire Starter Paraffin Wax N/A 64742-51-4 S N/L Shelf CL: IIIB MSDS 6.63 Squares Flash Point:450°F Boiling Point: >500°F MinWax Water-Based 2-Methoxymethyl 5 34590-94-8 L 2.5 gal Shelf CL IIIB MSDS 6.64 Sanding Sealer ethoxypropanol Flash Point N/A • KRYLON Satin Finish Propane 14 74-98-6 A 1.5 gal Stor: Shelf F 1B MSDS 6.65 Butane 13 106-97-8 Flash Point<0°F Toluene 17 108-88-3 Medium Aromatic 2 64742-94-5 Hydrocarbons Naphthalene 0.4 91-20-3 Acetone 40 67-64-1 Ethyl 3-Ethoxypropionate 4 763-69-9 TSP-PF Sodium Sesquicarbonate 90-95 533-96-0 S 5.25 gal Stor: Shelf MSDS 6.66—6.67 Sodium Metasilicate No Flash Point EDTA 0-5 6834-92-0 0-5 64-02-8 Savogran Dirtex Spray Propane <4 000074-98-6 A 24.75 lb Stor: Shelf Aero 1 MSDS 6.68 Cleaner-old product Butane <4 000106-97-8 2-Butoxyethanol <10 000111-76-2 Ammonia <1 007664-41-7 Water 007732-18-5 Savogran Liquid TSP Tetrasodium EDTA 0-5 000064-02-8 L Stor: Shelf MSDS 6.68 Substitute Sodium Metasilicate 0-5 006834-92-0 Flash Point-None Savogran Trisodium Sodium Sesquicarbonate 20-25 000533-96-0 S 52 lbs. Stor: Shelf MSDS MSDS 6.69 Phoshpate,TSP Sodium Phosphate,Tribasic 75-80 010101-89-0 Flash Point-None Sea Foam Motor Pale Oil 40-60 4229 L N/L Stor: Shelf FL 1B MSDS 6.71 Treatment Naphtha 25-35 20 Flash Point 55° F IPA 10-20 125 Denatured Alcohol Ethyl alcohol 40-50 64-17-5 L 24.5 gal Stor: Shelf FL 1B MSDS 6.72-6.73 Methanol 50-55 67-56-1 Flash Point 45°F Methyl isobutyl ketone 1-4 108-10-1 Acetic acid .5-1.5 141-78-6 Heptane .5-1.5 142-82-5 Krylon Short Cuts— Propane 16 74-98-6 A 12.4 lbs. Stor: Shelf FIB MSDS '6.75-7.45 Spray Paint Butane 15 106-97-8 Flash Point<0°F VM&P Naphtha 11 647-42-89-8 Mineral Spirits 11 647-42-88-7 Mineral Spirits 29 13463-67-7 Acetone 5 Titanium Dioxide Krylon Short Cuts— 2 Propanol 7 67-63-0 1 lb. Stor: Shelf Fl 1B MSDS 6.75-7.45 Hobby/Craft Paint Pen 2-Butoxyethanol 28 111-76-2 Isobutyl Acetate 38 110-19-0 Krylon Short Cuts— VM&P Naphtha 27 64742-89-8 L 24.25 Stor: Shelf Fl 1B MSDS 6.75-7.45 Brush on Paint Mineral Spirits 26 64742-88-7 lbs. Flash Point 36°F Vinyl Toluene 1 25013-15-4 Toluene 1 108-88-3 Titanium Dioxide 12 13463-67-7 Krylon Webbing Spray, Acetone 15 67-64-1 A .56 lb. Shelf Aero 3 MSDS 7.46 Silver Shiver Dimethyl Ether 75 115-10-6 Flash Point:<0°F Extreme Simple Green Water >/=82 7732-18-5 L .3.5 gal Shelf CL IIIB MSDS 7.47 Motorsports Degreaser Triethanolamine </=5 102-71-6 Flash Point:Non Ethoxylated Alcohol/Quaternary </=5 Proprietary Flammable Amine mixture Propylene Glycol Butyl Ether </=5 5131-66-8 Tetrapotassium Pyrophosphate <1= 1 7320-34-5 Sodium Silicate <1= 1 1344-09-8 Krylon All Purpose Propane 13 74-98-6 A 12 lb. Shelf Aero 3 MSDS 7.48 Spray Adhesive Butane 12 106-97-8 Flash Point <0°F Hexane 35 110-54-3 Toluene 4 108-88-3 Acetone 20 67-64-1 Sta-Bil Fuel Stabilizer Heavy Aromatic Naphtha 90-100 64742-94-5 L 1.6 gal Shelf CL: IIIA MSDS 7.49 (Solvent Naphtha) Flash Point: 150°F Boiling Point: 350°F Minwax Stainable Amorphous Silica 30-40 7631-86-9 S 24.62 lb Shelf MSDS 7.50-7.52 Wood Filler Calcium Carbonate 5-10 471-34-1 Flash Point—NA • Speclty Qt 2Pk Lowes Mineral Spirits 45.0 64742-88-7 L 8.5 Gal Shelf CL: II MSDS 7.53 • Mex Stnlss Steel Kit Steel Flake Alloy 15.0 MIXTURE Flash Point: 102°F Aluminum Flake 5.0 7429-90-5 Propylene Glycol Monobutyl 5.0 5131-66-8 Ether Stoddard Solvents 5.0 8052-41-3 Xylene 1.0 1330-20-7 Ethylbenzene 1.0 100-41-4 Lithium General Refined Heavy Naphthenic 85-95 64741-96-4 S 8.75 lb Shelf MSDS 7.55-7.56 Purpose Grease Distillates /64742-52-5 Flash Point:450°F Lithium 12- 3-7 7620-77-1 Non Flammable Sta-Plex Extreme Hydrotreated Heavy Naphthenic 30-60 64742-52-5 S N/L Shelf MSDS 7.57 Pressure Premium Red Distillates Flash Point:475°F Grease Solvent-dewaxed Heavy 15-45 64742-65-0 Non Flammable Paraffinic Distillates Lithium 12-Hydroxystearate 5-15 7620-77-1 Zinc,Dithiophosphate Di-C1-14- Alkyl Esters 1-5 68649-42-3 1-Propene-2-Methyl, Sulfurized 1-5 68511-50-2 Strust 4X946ML BBQ Mineral Spirits <45.0 64742-88-7 L 37.88 gal Shelf CL: II MSDS 7.59-8.21 Black Iron Manganese Oxide <20.0 68186-94-7 Flash Point: 105°F Magnesium Silicate < 10.0 14807-96-6 Copper Chromite Black <5.0 68186-91-4 Ethylbenzene < 1.0 100-41-4 Strust Qt 4 Pk Flat Titanium Dioxide < 10.0 13463-67-7 L 5.18 gal Shelf CL: IIIB MSDS 7.60, 8.06, Aluminum Diethyl Glycol Monomethyl Ether <5.0 111-77-3 Flash Point >200°F primer, 8.20- Zinc Phosphate Boiling Range: 115- 8.21 Dibutyl Phthalate <5.0 7779-90-0 642°F Propylene Glycol Monobutyl <5.0 84-74-2 Ether <5.0 5131-66-8 Ethylene Glycol Monoethylhexyl Ether <5.0 1559-35-9 Kry lon UV-Resistant Propane 14 74-98-6 A 4.8 lbs Shelf Aero 3 MSDS 8.62 Matte Acrylic Coating Butane 13 106-97-8 Flash Point:<0°F Toluene 27 108-88-3 Acetone 40 67-64-1 • All-Climate 10W40 Heavy Paraffinic Distillate >=60-<7O% 64742-54-7 L 4 gal Shelf CL: IIIB MSDS 8.64 Motor Oil Heavy Paraffinic Distillate >=20-<30% 64742-54-7 Flash Point:>390°F Boiling Point: 570°F All-Climate 5W30 Heavy Paraffinic Distillate >=50-<60% 64742-54-7 L 4 gal Shelf CL: IIIB MSDS 8.65 Motor Oil Heavy Paraffinic Distillate >=30-<40% 64742-54-7 Flash Point:>390°F Valvoline SAE 10W-40 Heavy Paraffinic Distillate >=50-<60% 64742-54-7 L 4 gal Shelf CL: IIIB MSDS 8.66 ATV 4 Stroke Oil 749 Heavy Paraffinic Distillate >=30-<40% 64742-54-7 Flash Point:>390°F Hydrocarbon Polymer >=1-<1.5 Boiling Point:>424°F Sunoco 2-Cycle TC-W3 Heavy Paraffinic Distillate >=30-<40% 64742-54-7 L 4 gal Shelf CL: IIIA MSDS 8.67 Engine Oil 2 Cycle Distillates(Petroleum), Flash Point: 151°F Motor Oil Hydrotreated Light >=30-<40% 64742-47-8 Boiling Point:>356°F Distillates, Solvent-refined Heavy Paraffinic >=30-<40 64741-88-4 Solvent Naphtha(Petroleum), >=1.5-5 64742-94-5 Heavy aromatic Durablend SAE 10W30 Heavy Paraffinic Distillate >=50-<60% 64742-54-7 L 2 gal Shelf CL: IIIB MSDS 8.68 Synthetic Motor Oil Hydrotreated Heavy Paraffinic Flash Point:>390°F Base Oil >=30-<40% 64742-54-7 Boiling Point:>797°F WDCARE QT 2PK Dipropylene Glycol Monomethyl 5 34590-94-8 L 2.5 gal Shelf CL: IIIB MSDS 8.71 VARA OUT WTR BN Ether Flash Point:205°F GLOSS Methyl-n 2-Pyrrolidone 5 872-50-4 Varathane Outdoor WB Dimethyl Ether 30 115-10-6 L/A 4 lb. Shelf Aero 3 MSDS 8.72 Aerosol Gloss 2-Butoxyethanol 10 111-76-2 Flash Point: -42°F Isopropanol 5 67-63-0 WDCARE QT 2PK Polyurethane Dispersion 15 Proprietary L 2.5 gal Shelf CL: IIIB MSDS 8.73 VARA OUT WTR BN Dipropylene Glycol Monomethyl 5 34590-94-8 Flash Point:>200°F SATIN Ether Methyl-n 2-Pyrrolidone 5 872-50-4 Varathane Exterior WB Dimethyl Ether 30 115-10-6 L/A 4 lb. Shelf Aero 3 MSDS 8.75 Aerosol Semi 2-Butoxyethanol 10 111-76-2 Flash Point: -42°F Isopropanol 5 67-63-0 • Varathane Exterior WB Dimethyl Ether 30 115-10-6 L/A 4 lb. Shelf Aero 3 MSDS 8.76 Aerosol Satin 2-Butoxyethanol 10 111-76-2 Flash Point: -42°F Isopropanol 5 67-63-0 WDCARE QT 2PK Oil Modified Urethane Proprietary 40 L 2.5 gal Shelf CL: II MSDS 8.77 VARA INT OIL BS 1-chloro-4(trifluoromethyl)- 98-56-6 35 Flash Point: 105°F GLOS275VOC benzine Stoddard Solvents 8052-41-3 15 Aromatic Petroleum Distillates 64742-95-6 5 1,2,4-Trimethylbenzene 95-63-6 5 Varathane SB Aerosol Liquefied Petroleum Gas 30 68476-86-8 A 4 lb. Shelf Aero 3 MSDS 9.03 Acetone 25 67-64-1 Flash Point -156°F Stoddard Solvents 20 8052-41-3 Methyl Ethyl Ketone 15 78-93-3 Resin Solution 15 Proprietary Xylene 10 1330-20-7 Aromatic Petroleum Distillates 5 64742-95-6 Ethylbenzene 5 100-41-4 1,2,4-Trimethylbenzene 5 95-63-6 WDCARE QT 2PK Oil Modified urethane 40 Proprietary L 2.5 gal Shelf CL: II MSDS 9.04 VARA INT OIL BS 1-chloro-4(trifluoromethyl)- 35 98-56-6 Flash Point: 105°F benzine Stoddard Solvents 10 8052-41-3 Aromatic Petroleum Distillates 5 64742-95-6 1,2,4-Trimethylbenzene 5 95-63-6 WDCARE SSPR 6PK Dimethyl Ether 45 115-10-6 L/A 10 gal Shelf Aero 3 MSDS 9.06,9.08 VARA INT WTR BN 2-Butoxyethanol 10 111-76-2 Flash Point: -42°F 9.10, GLOSS, VAR INT WB Isopropanol 5 67-63-0 SATIN,VAR INT WB Methyl-n 2-Pyrrolidone 5 872-50-4 SEMI Varathane Interior WB Dimethyl Ether 30 115-10-6 L/A 4 lb. Shelf Aero 3 MSDS 9.07 Aerosol Semi 2-Butoxyethanol 10 111-76-2 Flash Point -156°F Isopropanol 5 67-63-0 Varathane Interior WB Dimethyl Ether 30 115-10-6 L/A 4 lb. Shelf Aero 3 MSDS 9.09 Aerosol Satin 2-Butoxyethanol 10 111-76-2 Flash Point -42°F Isopropanol 5 67-63-0 WD-40 Bulk Liquid Aliphatic Hydrocarbon 45-50 64742-47-8 L 5 gal Shelf CL: II MSDS '9.32 Petroleum Base Oil <25 64742-58-1 Flash Point: 122°F 64742-53-6 Boiling Point: 361 - 64742-56-9 369°F 64742-65-0 LVP Aliphatic Hydrocarbon 12-18 64742-47-8 Non-Hazardous Ingredients <10 Mixture WD-40 Aerosol Aliphatic Hydrocarbon 45-50 64742-47-8 L/A 14 lb Shelf CL: II MSDS 9.36 Petroleum Base Oil <25 64742-58-1 Flash Point: 122°F 64742-53-6 Boiling Point: 361 - 64742-56-9 369°F 64742-65-0 LVP Aliphatic Hydrocarbon 12-18 64742-47-8 Carbon Dioxide Non-Hazardous Ingredients 2-3 124-38-9 <10 Mixture KRYLON Satin Finish Propane 14 74-98-6 A 1.5 gal Stor: Shelf Aero 3 MSDS 6.65 Butane 13 106-97-8 Flash Point:<0°F Toluene 17 108-88-3 Boiling Point: <0- Medium Aromatic 2 64742-94-5 415°F Hydrocarbons Naphthalene 0.4 91-20-3 Acetone 40 67-64-1 Ethyl 3-Ethoxypropionate 4 763-69-9 TSP-PF Sodium Sesquicarbonate 90-95 533-96-0 S 5.25 gal Stor: Shelf MSDS 6.66—6.67 Sodium Metasilicate Flash Point: NA EDTA 0-5 6834-92-0 0-5 64-02-8 Savogran Dirtex Spray Propane <4 000074-98-6 A 24.75 lb Stor: Shelf Aero 1 MSDS 6.68 Cleaner-old product Butane <4 000106-97-8 Flash Point:NL 2-Butoxyethanol <10 000111-76-2 Ammonia <1 007664-41-7 Water 007732-18-5 op v. Savogran Liquid TSP Tetrasodium EDTA '0-5 000064-02-8 L Stor: Shelf MSDS 6.68 Substitute Sodium Metasilicate Flash Point:NL 0-5 006834-92-0 Savogran Trisodium Sodium Sesquicarbonate 20-25 000533-96-0 S 52 lbs. Stor: Shelf MSDS 6.69 Phoshpate,TSP Sodium Phosphate,Tribasic Flash Point-None 75-80 010101-89-0 Sea Foam Motor Pale Oil 40-60 4229 L N/L Stor: Shelf FL 1B MSDS 6.71 Treatment Naphtha 25-35 20 Flash Point:55°F IPA 10-20 125 Denatured Alcohol Ethyl alcohol 40-50 64-17-5 L 24.5 gal Stor: Shelf FL: IB MSDS 6.72-6.73 Methanol 50-55 67-56-1 Flash Point:45°F Methyl isobutyl ketone 1-4 108-10-1 Boiling Point: 150°F Acetic acid .5-1.5 141-78-6 Heptane .5-1.5 142-82-5 Kry lon Short Cuts— Propane 16 74-98-6 A 12.4 lbs. Stor: Shelf Aero 3 MSDS 6.75-7.45 Spray Paint Butane 15 106-97-8 Flash Point: <0°F VM&P Naphtha 11 647-42-89-8 Boiling Point:<0- Mineral Spirits 11 647-42-88-7 395°F Mineral Spirits 29 13463-67-7 Acetone 5 Titanium Dioxide Kry lon Short Cuts— 2 Propanol 7 67-63-0 1 lb. Stor: Shelf FL: IB MSDS 6.75-7.45 Hobby/Craft Paint Pen 2-Butoxyethanol 28 111-76-2 Flash Point: 63°F Isobutyl Acetate 38 110-19-0 Boiling Point: 178- 343°F Krylon Short Cuts— VM&P Naphtha 27 64742-89-8 L 24.25 Stor: Shelf FL: IB MSDS 6.75-7.45 Brush on Paint Mineral Spirits 26 64742-88-7 lbs. Flash Point: 36°F Vinyl Toluene 1 25013-15-4 Boiling Point: 222- Toluene 1 108-88-3 395°F Titanium Dioxide 12 13463-67-7 1 _■■1111116 i Ii h• STP Heavy Duty Brake Triethylene Glycol Monobutyl 0-70 143-22-6 L .375 gal Shelf CL: IIIB MSDS 8.22 Fluid Ether Flash Point:250- Triethylene Glycol Monomethyl 0-45 112-50-5 275°F Ether Boiling Point:>430°F Triethylene Glycol Monomethyl 0-35 112-35-6 Ether Glycol Heavies 0-35 25322-68-3 Polyalkylene Glycol 0-10 9038-95-3 Diethylene Glycol 0-10 112-34-5 Monobutyl Ether Diethylene Glycol 0-5 111-77-3 Monobutyl Ether Diethylene Glycol 0-2 111-90-0 Monomethyl Ether STP Diesel Fuel Naphthalene <2 91-20-3 L .5 gal Shelf CL IIIB MSDS 8.23 Treatment&Injector 1,2,4-Trimethylbenzene <2 95-63-6 Flash Point:NL Cleaner Petroleum distillates(JPS Jet 90-100 8008-20-6 fuel) Kerosine,petroleum, 90-100 64742-81-0 hydrodesulfurized Solvent naphtha,petroleum, light 90-100 64742-95-6 aromatic STP®Fuel Injector Petroleum Hydrocarbon N/A 647424-78-1 L .875 gal Shelf CL: IIIA MSDS 8.24 Cleaner Flash Point:150°F Boiling Point: 760°F Company Name: Orchard Supply Hardware Page of Company Address: Yorba Linda Area: C..,P (`�-cx)( STRUCTURAL ENGINEERING City of Tigard CALCULATIONS Approved Plans By.- - � — Date 1I/ /(2 - ORCHARD SUPPLY HARDWARE 1C07 ( DELTA 2-STOREFRONT REVISION I T�I �� MODIFICATION V 1 O 9770 Southwest Scholls Ferry Road OFFICE COPY Tigard,Oregon (TENANT IMPROVEMENT) BYA# 12109 • November 9, 2012 /iE Cr � C r fv; Prepared For: '` WARE MALCOMB El p�ylraT4---q�r� ��G���7R'r7tllf I�K1Wf 6363 Greenwich Dr. Ste. 175 San Diego, CA 92122 BRAD YOUNG & ASSOCIATES, INC. STRUCTURAL ENGINEERING 1320 W. Herndon'Avenue. Suite 101 • Fresno. California 93711 559-222-9600 • 559-222-9633 FaN • w.ww.byaengineering.com D1-7 BRAD YOUNG&ASSOCIATES Dl. STRUCTURAL ENGINEERING OSH-Tigard TI- Delata 2 Tigard, OR INDEX TO THE CALCULATIONS PG Index i Project Description 1 Design Parameters and Loads 2 - 5 Gravity Analysis 6 - 15 Out of Plane Analysis 16-20 New Concrete Footing Design 21 Door Opening Header Reinforcing 22 -24 1356 West Dovewood Lane • Fresno,California 93711 • 559-431-4244 • 559-431-5476 Fax • www.byaengineering.com JOB OSH-Tigard TI- Delata 2 12109 ri BRA D YOUNG&ASSOCIATES CLIENT Ware Malcob Architecture JOB NO. STRUCTURAL ENGINEERING DESIGN.BY RL DATE 11/9112 PAGE DESIGN CRITERIA ARCHITECT: Ware Malcob Architecture CLIENT: Ware Malcob Architecture GEOTECHNICAL ENGINEER: N/A BUILDING DEPARTMNET OR REG. ANGENCY: City of Tigard BASIS FOR DESIGN: 1. CODE: IBC 2009/ OBC 2010 2. DESIGN LIVE LOADS: AREA DESIGN LIVE LOAD REMARKS Roofs: All roof surfaces (structure) 20 psf Reducible per Code Partition: N/A N/A Floor: (1) N/A Reducible per Code (2) N/A N/A (3) N/A N/A Snow: APPLICABLE 25.0 psf N/A Flat-roof snow load,(Pf)psf = 20.0 Snow Exp. Factor,Ce = 1.0 Snow Load Import. Factor, I = 1.0 Thermal Factor = 1.0 3. EARTHQUAKE DESIGN PARAMETERS: Analysis Procedure = Equivalent Lateral Force Procedure Seismic Design Category = D Occup. Category = II Importance Factor=1.0 Site Class = D R(N-S) = N/A R(E-w) = N/A (Ss) = 0.945 (Si) = 0.340 (Sips) = 0.707 (Sol) = 0.390 Seismic Resp. Coeff. (Cs) = N/A Seismic Base Shear (V) = NIA Nonstructural Components: N/A Component: ap _ Rp 4. WIND DESIGN PARAMETERS: Wind Speed (3-sec. gust) = 95 Exposure = C Category = II Importance Factor=1.0 Internal pressure Coeff. = + 0.18, -0.18 Enclosed Build. 12109- DESIGN CRITERIA-Delta 2.xls JOB OSH-Tigard TI- Delete 2 12109 ,-, BRAD YOUNG&ASSOCIATES CLIENT Ware Malcob Architecture JOB NO. ,a, STRUCTURAL ENGINEERING DESIGN. BY RL DATE 11/9/12 PAGE DESIGN CRITERIA 5. SOILS: Foundation Type: Continuous & Isolated Spread Footings Allow. Bearing Pressure: DL = 1500 psf DL+ LL = 1500 psf DL+ LL +W or E = 2000 psf Frost Line = - Friction Coefficient = Passive Pressure = 100 psf Active Pressure = psf 6. CONCRETE: Footings: f'c = 3000 psi Slabs on Grade: f'c = 3000 psi Tilt-up Panels: f' = N/A psi CIP Walls & Columns: f'c = N/A psi Fill over Metal Deck: f'c = N/A psi Exterior Walks & Non-Structural Items: f', = 2500 psi 7. REINFORCING: #4 and larger ASTM A615 Grade 60 #3 and smalller ... ASTM A615 Grade 40 Welded rebar ASTM A706 8. MASONRY: ,,, N/A psi 9. STRUCTURAL STEEL: W and WT shapes ASTM A992 Other shapes and plates ASTM A36 Tubes ASTM A500 Grade B Pipes ASTM A53 Type E or S 10. BOLTS: Wood-to-Wood Connectns. ASTM A307 Wood-to-Steel Connectns. ASTM A307 Steel-to-Steel Connectns. ASTM A325-N typical (A325-SC as noted) 11. ANCHOR BOLTS: ASTM F1554-Gr.36 ASTM A572 Grade 50 or ASTM A449 as noted 12. WOOD: Stud Framing Lumber Douglas Fir#2 All Other Sawn Lumber Douglas Fir#1 Wood Connectors Simpson Strong Tie, UNO (OR Equivalent) 13. MANUFACTURED LUMBER: Simple Span Glu-Lam Beams 24F-V4 Cantilever Glu-Lam Beams 24F-V8 12109- DESIGN CRITERIA-Delta 2.xls JOB OSH-Tigard TI- Delata 2 12109 _I BRAD YOUNG&ASSOCIATES CLIENT Ware Malcob Architecture JOB NO. in STRUCTURAL ENGINEERING DESIGN.BY RL DATE 11/9!12 PAGE et- PROJECT DESCRIPTION : GENERAL: New project consist in enlargement of existing storefront opening. FOUNDATIONS: New isolated spread concrete footing. VERTICAL SYSTEM: New WF beam over steel HSS columns. LATERAL SYSTEM: Out of plane lateral syste formed by HSS column and Beam. JOB OSH-Tigard TI- Delata 2 12109 ,-, CLIENT Ware Malcob Architecture JOB NO. ,7 BRAD YOUNG&ASSOCIATES I N E E RI G STRUCTURAL ENGINEERING DESIGN.BY RL DATE 11/9/12 PAGE Seismic Site Coefficients Job: OSH-Tigard TI-Delata 2 Address: 9770Southwest Scholls Ferry Road,Tigard, Oregon Latitud: 45.448813 Longitud: -122.785376 Conterminous 48 States 2009 International Building Code Latitude = 45.44881 Longitude = -122.785 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa= 1.0 , Fv= 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.945 (Ss, Site Class B) 1.0 0.34 (Sl , Site Class B) Site Class D Fa= 1.122 Fv= 1.720 0.2 1.060 (SMs, Site Class D) Fa x Ss 1.0 0.585 (SM!, Site Class D) Fv x 51 0.2 0.707 (Sos, Site Class D) 2/3 x SMs 1.0 0.390 (SDI, Site Class D) 2/3 x SM1 • Seismic Design Category (SDS): D The following calculations will address the following: 1. Enlargement of existing storefront at gridline 1 . Design new steel frame support for gravity and lateral loads. 2. Size of steel header reinforcing at new door opening along gridline G. Note: this door opening was assumed to be exisisting at 1st submittal. 2.All other work, if required or not addressed in this package, is by others. BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young &Associates STRUCTURAL ENGINEERING Print Date: 11/9/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2.xmcd Fresno,California 93711, Engineer: SH Loading Main Roof DI-roof is•psf DI-roof = 15 Ib ft DLroof.nursery ls•psf DLroof.nursery = 15 lb-2 ft DLE.Roof 66•psf DLE.Roof = 66 lb-2 ft LLroof 20•psf LLroof = 20 lb ft 2 SLroof 20•psf SLroof 20 lb- - ft 2 lb DLwall.wood 15.psf DLwall.wood - 15 2 ft Note:'When possible reduce roof live load for tributary area perASCE 7-05 Section 4.9. When applicable live load reduction will be noted by R1 BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/9/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2.xmcd Fresno,California 93711 Engineer: SH . L 7....g,..1,....._....... ...j".4. 1 1 7 IIIIII • re.704 ITN 44,A ) --O J. .e'-o, - AU.11.4.AI Mil 1.1.1...raw i ' 0 .1.4.19lue 4.0■10.,4.1PM Ire A„ ,4. „c„,—, „ la= -a 1_1,..••—• aa — 1*.I7= 5,1 i i Iirl . .4 4 'Willi 4 4 I 0— . • ' --,--.0 , 7.,...=:„.... 'I –€ 8 . I I 1 i 1 1 i 4 1 ■ 1 CY ill i i 4.a 'd ii a -2 rtilr —. ' 4 17—ti I ' MI it' III-.■ 0– EMMEN _LIM ., _ 1 a I :1::F.X7::—.1w■ III .4t....:Ez. i 4 11111r MO i '■=b: I 1 MI.1I_II An 1 - - ..--,...- IIIP'41----• mommitimmaidmitailliiitilmiumi __I .. . ____ a- _„.. pdmattorimitilw,1111 ,1.:::1%,!iiiiiimi/rii lllllllll Tx ..... III 0 0 ,,••••= elliAllilfitli liPMMIHM111,V514:411,,„Ii ,...._ —lo- -r- miniiiiii ------ ...... , --- LE) TIP V\i' ,41, 1P-19 /1(11,1 r\-dz) 9 ( N1c\leao s--00.3_ reGN Item Storefront Gravity System: Member B1 - New WF beam Size new steel beam below existing concrete wall to carry all gravity loads. Live Load controls over snow load. L := 38.5•ft Hconc.wall := 25.1•ft Hwall.opng 13'1.ft Wconc (Hconc.wall — Hwall.opng)•1s0. lb 7.s in ft = 1 125 lb ft 12•in ft (New roof) w tributary •— 12.92 ft Tributary width to Beam 2 wDL := DLroof'wtributary wDL = 96.9•plf wLL LLroof'wtributary wLL = 129.2•plf (New Wood wall) wtributary 7.75.ft wDL 15'ft lb 'wtributary wDL = 116.25.plf (Girder point load) lb DLE.Roof 66'2 ft PDL := 0.25.(10.75.ft•75.67•ft) DLE.Roof = 13421.966 lb atL= 12.75' PLL := 0.25•(10.75•ft•75.67•ft)•LLroof = 4067.262 lb (Lower roof) wtributary 6.75 „ Tributary width to Beam wDL DLE.Roof'wtributary wDL = 222.75•plf wLL LLroof'wtributary wLL = 67'5•plf (13- BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 10/12/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-NEW STORE FRONT Fresno,California 93711 ENLARGEMENT2.xmcd Use: W27x94 See attached calculation pag. 10i 11 for analysis Column Cl - New HSS Column Hcol := 23.1.ft PDL := 0.25.(26. ft 7s.67 ft) DLE.Roof = 32587.285 lb PLL := 0.25•(26.1.ft•75.67•ft)•LLCoof = 9874.935 lb PSL := 0.25•(26.1•ft•75.67•ft)•SLroof = 9874.935 lb Use: HSS5x5x1/2 See attached calculation pag. 1 r for analysis Column C2 - New HSS Column Hcol := io.i•ft B1 DL.reactions := 57.574•k B1 LL.reactions := 6.513•k B1 SL.reactions := 6.513•k PDL := B1 DL.reactions = 575741b PLL := B1 LL.reactions = 6513 lb PSL := B1 SL.reactions = 6513 lb Use: HSS4x4x1/2 See attached calculation pag. 4' or analysis BRAD YOUNG 8 ASSOCIATES Copyright 2012 Brad Young&As ociates STRUCTURAL ENGINEERING Print Date: 10/12/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-NEW STORE FRONT Fresno,California 93711 ENLARGEMENT2.xmcd Title Block Line 1 Title: Job# You can change this area Engineer: using the'Settings"menu item Project Desc.: and then using the"Printing& Title Block'selection. Title Block Line 6 Printed:12 OCT 2012,2:52PM Steel Beam File:0:1BYAldrawings12012112109 1dwg1Calculalionsl12109.ec6 ENERCALC,INC.1983-2012,Build:6.12.9.13,Ver:6,11.5,31 Lic.#: KW-06004793 Licensee: BRAD YOUNG&ASSOCIATES Description: B1-NEW STOREFRONT GRID LINE 1 CODE REFERENCES Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combination Set: ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 D(0.116) D(0.97)Lr(0.t29)S(0.129) • D(113.342)Lr4.068)S(4.Q ),222)Lr(0 368)S(0.068) D(1.125) i i i i i U 1 ► • `t`era ; e 1 t� 1 �a ° n it • 4 . 41 . Li. F � rl w l.'" } r "r pan= W27x•• Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D=1,125 klft, Tributary Width=1.0 ft,(conc.wall) Point Load: D=13.342, Lr=4.068, S=4.068 k(?x,12.750 ft,(Roof Girder) Uniform Load: D=0.2220, Lr=0.0680, S=0.0680 k/ft, Tributary Width=1.0 ft,(lowerr roof) Uniform Load: D=0.970, Lr=0.1290, S=G.1290 k/ft, Tributary Width=1.0 ft,(upper roof) Uniform Load: D=0.1160 k/ft, Tributary Width=1.0 ft,(wood wall) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.897: 1 Maximum Shear Stress Ratio= 0.243 : 1 Section used for this span W27x94 Section used for this span W27x94 Ma:Applied 621.850 k-ft Va :Applied 64.087 k Mn/Omega:Allowable 693.613 k-ft Vn/Omega:Allowable 263.620 k Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span 17,133ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.179 in Ratio= 2,577 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.934 in Ratio= 239 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D Dsgn.L= 38.50ft 1 0.803 0.218 557.18 557.18 1,158.33 693.61 1.00 1.00 57.57 395.43 263.62 +D+Lr+H Dsgn.L= 38.50 ft 1 0.897 0.243 621.85 621.85 1,158.33 693.61 1.00 1.00 64.09 395.43 263.62 +D+S+H Dsgn.L= 38.50 It 1 0.897 0.243 621.85 621.85 1,158.33 693.61 1.00 1.00 64.09 395.43 263.62 +D+0.750Lr+0.750L+H Dsgn.L= 38.50 ft 1 0.873 0.237 605.64 605.64 1,158.33 693.61 1.00 1.00 62.46 395.43 263.62 +D+0.750L+0.750S+41 Dsgn.L= 38.50 ft 1 0.873 0.237 605.64 605.64 1,158.33 693.61 1.00 1.00 62.46 395.43 263.62 +D+0.750Lr+0.750L+0.750W+H Dsgn,L= 38.50 ft 1 0.873 0.237 605.64 605.64 1,158.33 693.61 1.00 1.00 62.46 395.43 263.62 +D+0.750L+0.750S+0.750W+H Dsgn.L= 38.50 ft 1 0.873 0.237 605.64 605.64 1,158.33 693.61 1.00 1.00 62.46 395.43 263.62 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 38.50 ft 1 0.873 0.237 605.64 605.64 1,158.33 693.61 1.00 1.00 62.46 395.43 263.62 +D+0.7501_+0.750S+0.5250E+4-1 Dsgn.L= 38.50 ft 1 0.873 0.237 605.64 605.64 1,158.33 693.61 1.00 1.00 62.46 395.43 263.62 to Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings"menu item Project Desc.: and then using the'Printing& Title Block"selection. Title Block Line 6 Printed:120CT 2012,2:52PM Steel Beam File:O:\RYA+drawings\201 211 2 1 0 91dwg1Calculalions\12109.ec6 ENERCALC,INC.1983-2012,Build:6.12.9.13,Ver..6.11.5.31 Lic.#: KW-06004793 Licensee: BRAD YOUNG&ASSOCIATES Description: B1-NEW STOREFRONT GRID LINE 1 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Detl Location in Span Load Combination Max."+'Defl Location in Span D+Lr+S 1 1.9340 19.058 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values In KIPS Load Combination • Support 1 Support 2 Overall MAXimum 70.600 63.348 D Only 57.574 53.069 Lr Only 6.513 5.139 S Only 6.513 5.139 Lr+S 13.026 10.279 D+Lr 64.087 58.208 D+S 64.087 58.208 D+Lr+S 70.600 63.348 NI Title Block Une 1 Title: Job# You can change this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Une 6 Printed:12 OCT 2012,3:21PM Steel Column File:0:18YA1drawings120121121091dwg 1Calculalions112109.ec6 ENERCALC,INC.1983-2012,Build:6.12.9.13,Ver:6.11.5.31 Lic.#: KW-06004793 Licensee: BRAD YOUNG&ASSOCIATES Description: C1-New HSS Column Code References Calculations per AISC 360-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS5x5x1/2 Overall Column Height 23.10 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Fy:Steel Yield 46.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis: Unbraced Length for X-X Axis buckling=23.10 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=23.10 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:653.82 lbs*Dead Load Factor AXIAL LOADS.. Axial Load at 23.10 ft,D=32.590,LR=9.875,S=9.875 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8445 1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.0 k Location of max.above base 0.0 It Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 43.119 k Bottom along Y-Y 0.0 k Pn/Omega:Allowable 51.058 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 30.070 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination: Ma-y:Applied 0.0 k-ft Mn-y/Omega:Allowable 30.070 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location bf max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.651 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.845 PASS 0.00 ft 0.000 PASS 0.00 ft +0+541 0.845 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+H 0.796 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.796 PASS 0.00 ft 0.000 PASS 0.00 ft -+D+0,750Lr+0.750L+0.750W+H 0.796 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750L+0.750S+0.750W+H 0.796 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0,750L+0,5250E+H 0.796 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750L+0.750S+0.5250E+H 0.796 PASS 0.00 It 0.000 PASS 0.00 ft Maximum Reactions-Unfactored 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 Only k k 33.244 k Lr Only k k 9.875 k S Only k k 9.875 k D+Lr k k 43.119 k D+S k k 43.119 k D+Lr+S k k 52.994 k I Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings'menu item Project Desc.: and then using the Printing& Title Block'selection. Title Block Line 6 Printed:12 OCT 2012,3:21PM Steel Column File:0:1BYAldrawings120121121091dwgtCalculellons112 109.ec6 ENERCALC,INC.1983-2012,Build:6.12.9,13,Ver..6.11.5.31 Lic.#:KW-06004793 Licensee : BRAD YOUNG&ASSOCIATES Description: C1-New HSS Column Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr 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 D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+S • 0.0000 in 0,000 ft 0.000 in 0.000 ft D+Lr+S 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS5x5x112 Depth = 5.000 in I xx = 26.00 inA4 J = 44.600 inA4 S xx = 10.40 inA3 Width = 5.000 in R xx = 1.820 in Wall Thick = 0.500 in Zx = 13.100 inA3 Area = 7.880 inA2 I yy = 26.000 inA4 C = 18.700 inA3 Weight = 28.304 plf S yy = 10.400 inA3 R yy = 1.820 in Ycg = 0.000 in P .i'. r, x1 V.As Vi a ui ' ' r x ,i , 4 -,.rr ', ;i ?.fig . w,",,"fie , ih Y 5,OOin Loads are total entered value.Arrows do not retied absolute direction. i3 Title Block Line 1 Title: Job# You can change this area Engineer: using the"Settings'menu item Project Desc.: and then using the"Printing& Title Block'selection. Title Block Line 6 Panted:12 OCT 2012.3.26PM Steel Column File:0:1BYAldrawings12 01 211 2 1 0 91dwg 1Calculations112109.ec6 ENERCALC,INC.1983-2012,Build:6.12,9.13,Ver..6.11.5.31 Lic.#: KW-06004793 Licensee: BRAD YOUNG&ASSOCIATES Description: C2-New HSS Column Code References Calculations per AISC 360-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: HSS4x4x1/2 Overall Column Height 10.10 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Fy:Steel Yield 46.0 ksi Brace condition for deflection(buckling)along columns: E:Elastic Bending Modulus 29,000.0 ksi X-X(width)axis: Unbraced Length for X-X Axis buckling=10.10 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=10.10 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:217.133 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.10 ft,D=57.574,LR=6.513,S=6.513 k DESIGN SUMMARY Bending &Shear Check Results PASS Max,Axial+Bending Stress Ratio = 0.6375 :1 Maximum SERVICE Load Reactions.. Load Combination +D+Lr+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 64.304 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 100.875 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 17.675 k-ft Along Y-Y 0.0 in at O.Oft above base for load combination: Ma-y:Applied 0.0 k-ft Mn-y I Omega:Allowable 17.675 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn/Omega:Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.573 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.637 PASS 0.00 ft 0.000 PASS 0.00 ft +D+S+H 0.637 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0,750L+H 0.621 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+H 0.621 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.621 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750L+0.750S+0,750W+H 0.621 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+4.750L+0.5250E+H 0.621 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0,750L+0.750S+0.5250E+H 0.621 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions-Unfactored 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 Only k k 57.791 k Lr Only k k 6.513 k S Only k k 6.513 k D+Lr k k 64.304 k D+S 64.304 k ,Q D+L r+S k k 70.817 k Title Block Line 1 Title: Job# You can change this area Engineer: using the'Settings'menu item Project Desc.: and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:12 OCT 2012,3.26PM Steel Column File:0:IBYA1drawings12 0 1 211 21 0 91dwg\Calculallons112109.ec6 ENERCALC,INC,196 3-2012,Build:6.12.9.13,Ver:6.11,5,31 Lic.#: KW-06004793 Licensee: BRAD YOUNG&ASSOCIATES Description: C2-New HSS Column Maximum Deflections for Load Combinations -Unfactored Loads _ Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr 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 D+Lr 0,0000 in 0.000 ft 0.000 in 0.000 ft D+S 0.0000 in 0.000 ft 0.000 in 0.000 ft • D+Lr+S 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : HSS4x4x112 Depth = 4.000 in I xx = 11.90 in"4 J = 21.000 in"4 S xx = 5.97 in9 Width = 4,000 in R xx = 1.410 in Wall Thick = 0.500 in Zx = 7.700 in"3 Area = 6.020 inA2 I yy = 11.900 104 C = 11.200 in"3 Weight = 21.498 plf S yy = 5.970 iO3 Ryy = 1.410 in Ycg = 0.000 In 70 CR • i $ x a E 1 t 4.00In Loads are total entered value.Arrows do not reflect absolute direction. • Is • Out of Plane Wall Frame System: Design a new framing for out of plane loads. Frame Grid Line 1 L := 38.5ft Length of frame 24ft Height of column hcolumn Hwall 25.1ft Height of wall Hopening 13.Ift Height of opening Gravity Loads: All gravity load resisted by WF Lateral Loads: Exposure C V := 85 Krt := 1.o KZ := 0.90 Kd := 0.85 := 1.0 qh := 0.00256•Kz•Kzt•Kd•I•V2•psf qh = 14.149 lb ft p = gh[(GCp)-(GCpi)] EQ 6-22 (Components and Cladding Low Rise Buildings) GCp 1 := 0.8 External Pressure Coefficient(Positive Face) GCp 2 := —0.9 External Pressure Coefficient(Negative Face) GCp• := 0.18 Internal Pressure Coefficient BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 10/12/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-NEW STORE FRONT Fresno.California 93711 ENLARGEMENT2.xmcd Windward Pressure kw := gh•[GCp.1 - (-GCpi)] pww = 13.866•psf Leeward Pressure piw gh•[GCp.2 - (GCpi)1 plw = -15.281 psf Iplwl = 15.281 Ib ft Pw Iplwl hcolu 2 - 1oft Wind Forces acting on wall Pw = 106.97ft See attached Risa calculation for frame design 17 , Is-yip Use: HSS6x6x3/8 Cols.& HSS14x6x1/2 Bm 19— BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/9/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-DELTA 2.xmcd Fresno,California 93711 Engineer: SH U N5 • .08k/ft . aA � ., N6 N4 2 Loads:LC 2,D+0.75W Solution:Envelope l Brad Young &Associates SK- 1 RL Gridline 1- H-Frame Oct 12, 2012 at 3:40 PM 12109 12109-Griline 1 -new opening.r3d Company : Brad Young&Associates Oct 12,2012 Company : Brad Young&Associates Oct 12,2012 Designer : RL 3:46 PM Designer : RL 3:46 PM Job Number : 12109 Gndline 1-H-Frame Checked By: Job Number : 12109 Gndline 1-H-Frame Checked By: Global Display Sections for Member Calcs 5 Hot Rolled Steel Section Sets Max Internal Sections for Member Calls 97 Label Shape Type Design List Material Design Rules A ring Iw fin41 Izz fin41 J fin4] Include Shear Deformation Yes 1 Column IHSS6X6X6 Column SquareTube A500 Gr.46 Typical 7.57 39.428 39.428 64.587 Include Warping Yes 2 Beam I HSS14X6X8 I Beam Wide Flange A500 Gr.46 Typical 17.178 105.343 402.095 279.436 Area Load Mesh(in"2) 144 Merge Tolerance(in) .12 P-Delta Analysis Tolerance 0.50% Material Takeoff Vertical Axis Y Global Member Orientation Plane )(Z Material Size Pieces Lenothlftl Welahtticl 1 Hot Rolled Steel Hot Rolled Steel Code AISC 13th(360-05):ASD(Direct Analysis Method) 2 A500 Gr.46 HSS14X6X8 1 38.5 2.3 Cold Formed Steel Code ,AISI NAS-01:ASD 3 Total HR Steel HSS6X6X6 2 86.5 1.2 Wood Code AF&PA NDS-05108:ASD 4 Total HR Steel 3 86.5 3.5 Wood Temperature <100F Concrete Code ACI 318-05 Joint Coordinates and Temperatures Masonry Code ACI 530-05/08:ASD Aluminum Code AA ADM1-05:ASD Label X IRl Yet] Z[ft] Temp[F] etach From Diap... 1 N1 0 0 0 Number of Shear Regions 4 2 N2 38.5 0 0 Region Spacing Increment(in) 4 3 , N3 0 10 0 Biaxial Column Method Exact Integration 4 , N4 38,5 10 0 Panne Beta Factor(PGA) .65 5 N5 0 24 __Q Concrete Stress Block Rectangular 6 N6 38.5 24 0 _ Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Member Distributed Loads(BLC 3:WL) Seismic Code ASCE 7-05 Member Label Direction Start Maantudefk/ft.d., nd Magnitudetkml.d.. Start Location(ft%] End Location(il.%1 Seismic Base Elevation(ft) Not Entered I 1 I M3 I Z ( .107 .107 ] 0 I 0 Ct X .035 Ct Z .035 Basic Load Cases T X(sec) Not Entered T Z(sec) Not Entered BLC Description Category X Gravity V Gravity Z Gravity Joint Point Distributed Area(Me...Surface(P... R X 3.5 1 DL DL -1 RZ 3.5 2 EL EL - Ct Exp.X .75 3 WL WL _ 1 Ct Exp.Z '.75 4 J.L LL Ca .36 5I RLL RLL Cv .54 Nv 1 SD1 .945 Load Combinations SDS 1.678 Description Solve PD...SR...BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor S1 .945 1 D+L Yes Y DL 1 WL 1 TL(sec) Not Entered 2 D+0.75W Yes Y DL 1 WL .75 Occupancy Code 4 3 0.6W+W Yes Y DL .6 WL 1 Seismic Zone 3 4 D Yes Y DL 1 Occupancy Cat I or II 5 D+L Yes Y DL 1 RLL 1 Use Gravity Self Wt in Diaphragm Mass Yes 6 D+S Yes V DL 1 SL 1 Use Deck Self Wt in Diaphragm Mass Yes 7 D+0.75L+0.7..Yes Y DL 1 RLL .75 SL .75 Use Lateral Self Wt in Diaphragm Mass Yes 8 D+0.75W+0...Yes V DL 1 WL .75 SL .75 Seismic Detailing Code None Om X 2.5 Om Z 2.5 Envelope Joint Reactions Rho X 2.25 Rho Z 2.25 Joint X Sri LC Y 116 LC Z[k1 LC MX Ik-ill LC MY fk-ftl LC MZ Ik-ft1 LC 1 N1 max .26 1 1.743 1 0 4 0 4 0 1 0 1 2 min .156 3 1.046 3 -1.597 3 -9.547 1 0 1 0 1 3 N2 max -.156 3 1.743 1 0 4 0 4 _ 0 1 0 1 4 I min -.26 1 1.046 3 I -1.597 3 -9.547 1 0 1 0 1 RI SA-3D Version 9.1.0 [0:\...\...\2012\12109\dwg\Calculations\12109-Griline 1-new opening.r3d] Page 1 RISA-3D Version 9.1.0 [0:\...\...\2012\12109\dwg\Calculations\12109-Griline 1-new opening.r3d] Page 2 Company : Brad Young&Associates Oct 12,2012 Designer : RL 3:46 PM Job Number : 12109 Gridline 1-H-Frame Checked By: Envelope Joint Reactions(Continued) Joint X[k] LC Y[kl LC Z fk] LC MX[k-ft] LC MY fk-ftl LC MZ fk-ftl LC 5 N5 max 0 1 0 1 0 4 0 1 0 , 1 0 1 6 min 0 1 0 1 -.464 1 0 1 0 1 0 1 7 N6 max 0 1 0 1 0 4 0 1 0 1 0 1 8 min 0 1 0 1 -.464 1 0 1 - 0 1 0 1 9 Totals: max 0 3 3.487 1 0 4 10 min 0 1 2.092 3 -4.119 3 Envelope AISC 13th(360-05):ASD Steel Code Checks Member Shane Code Check Locfftlli_Cli�'shear..Loc(ftt1lDir LC 105.05 IFnciom[ktIPrrt/om 1kl1Mnw/om...Mnzz/om...Cb Eon.028 0 3 2 M2 M3 HSS114X6X8 .263 19.2511 .029 38.5 z 1 1775,58 473.174 92.706 169.0121...H1-1b Envelope Member Section Deflections Member Sec x flnl LC v finl LC z ML LC x Rotate[r... LC(n)Vs Ratio LC (n)Liz Ratio LC 1 Mi 1 max, 1 0 1 0 1 0 1 4 NC 1 NC 1 2 min 1 0 1 0 1 -1,499e-2 1 NC 1 NG 1 , 3 2 max 3 .031 1 .218 1 0 4 9172.687 1 _1318.709 1 4 min 1 .019 3 0 4 -1.499e-2 1 NC 3 NC 4 5 3 max 3 -.02 3 .435 1 0 4 NC 3 661.764_ 1 6 , min -. 01 1 -.033 1 , 0 4 -1.499e-2, 1 8699.065 1 NC 4 7 4 max 3 -.079 3 .312 _ 1 0 4 3633.394 3 922.094 1 8 min -. 01 1 -.132 1 0 4 -1.499e-2 1 2177.573 1 NC 4 9 5 max 3 -.139 3 0 1 0 4 2075.909 3 NC 1 10 min -. 01 1 -.232 1 0 1 -1.499e-2 1 1243.689 1 , NC 1 11 M2 1 max 1 0 1 0 1 1.499e-2 1 NC 1 NC 1 12 min 1 0 1 0 1 0 4 NC 1 NC 1 13 2 max 3 -.019 3 .218 1 1.499e-2 1 NC 3 1318.709 1 14 , min 1 -.031 1 0 4 0 4 9172.687 1 NC 4 15 3 max 3 .033 1 .435 1 1.499e-2 1 8699.065 1 661.764 1 16 , min -. 01 1 ,02 3 - 0 4 0 4 NC 3 NC 4 17 4 max 3 .132 1 , .312 1 1.499e-2 1 2177.573 1 922.094 1 18 min -. 01 1 .079 3 0 4 0 4 3633.394 3 NC 4 19 5 max 3 .232 1 0 1 1.499e-2 1 1243.689 1 NC 1 20 min -.001 1 .139 3 0 1 0 4 2075.909 3 NC 1 21 M3 1 max 1 0 3 .401 , 1 2.398e-3 1 NC 3 NC 1 22 min 3 -.001 1 0 4 0 4 NC 1 NC 4 23 2 max 1 -.093 3 , 1.943 , 1 2.398e-3 1 5006.563 3 299.599 1 24 min 3 , -.155 1 0 4 0 4 3003.225 1 NC 4 25 3 max 1 -.133 3 2.566 1 2.398e-3 1 3491.24 3 213.465 1 26 min 1 -,222 1 0 4 0 4 2094.281 1 NC 4 27 4 max 3 -.093 3 1.943 1 2.398e-31 1 5006.563 3 299.599 1 28 min _ 1 -.155 _1 0 4 0 4 3003.225 1 NC 4 29 _ 5 max 3 0 3 .401 1 2.398e-3 1 NC 3 NC 1 30 min 1 -.001 1 0 4 0 4 NC 1 NC 4 RISA-3Irsion 9.1.0 [O:\...\...\2012\12109\dwg\Calculations\12109-Griline 1-new opening.r3d] Page 3 Foundation Footing F1 Design new footing for B1 columns. PDL = 57574 lb PLL = 6513lb PSL = 65131b gallow lsoo•psf gallow = 1500 lb ft breq := PDL+ PLL breq = 6.536ft gallow Areq := PDL+ PLL Areq = 42.725 ft2 gallow Use: 6'-0"x 4'-0" x 3'-0" deep footing (min.) ea. side of wall perimeter footing A.tot=48 ft-sq Footing F1 Design new footing for B1 columns. PDL := 32.587•k PLL := 9.88.k PSL := 9.88•k gallow lsoo•psf gallow = 1500 lb ft breq ]PDL+ PLL breq = 5.321 ft gallow Areq PDL+ PLL Areq = 28.311 ft2 gallow Use: 6'-0"x 6'-0" x 3'-0" deep footing (min.) ea. side of wall perimeter footing w/7#5 EW at bott BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 10/12/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-NEW STORE FRONT Fresno,California 93711 ENLARGEMENT2.xmcd New Door Opening Header at Gridline G L := 12-ft w := 2 36.25 ft tributary Tributary width to Beam w tributary = 18.125ft •- F := 5 Roof slope (inches rise per foot of run) At := L'wtributary At = 217.5 ft2 L0 := LLroof A j\ R 1 := if At s 200•ft2 ,1 ,if At < 600•ft2,1.2- .001•2 ,.6 R1 = 0.982 ft i R2 := if(F 4 ,1 ,if(F < 12,1.2- .05.F,.6)) R2 = 0.95 Lr := L0•R 1 •R2 Lr = 18.667 lb ft wDL DLE.Roof'wtributary wDL = 1196.25 ft wLL Lr'wtributary wLL = 338.348 ft lb wSL := SLroof'wtributary wSL = 362.5 ft Use: C15x33.9 Header See attached calculation pag. Vil4for analysis Zi- BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/9/2012 1320 W.Herndon Ave.. Suite 101 File Name: 12109-DELTA 2.xmcd Fresno,California 93711 Engineer: SH Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 Printed 9 NOV 2012, 1 37PM Steel B @x111 File:O:Idrawings12012112109\dwg\Calculations112109.ec6 ENERCALC,INC.1983-2012,Build:6.12.11.1,Ver:6.11.5.31 Lic.#: KW-06004793 Licensee: BRAD YOUNG&ASSOCIATES Description: Gridline G-(N)Concrete opening Header CODE REFERENCES Calculations per AISC 360-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination.ASCE 7-05 D(1.197) Lr(0.338) S(0.363) + + + ' -� r }�- ..,,\'--7.;'Y E1 y„rf, '., ,?e-‘,r y t, ��,}Voi Y0. ' r k i T " .0 `v,,,,h ,, "3 - lr y i t ♦ , 1, s ,, , n{y°-4 : t 'yF'X 14 }r fin i >� tz 7 �;5,.rf� (� 1; ! �/7/,��,. t t �. � ,r ? �-` aa���, +r '(t.! ,.,I;�y. :t-AC,,..f.' J ,.1'7', , ': LW t • F N i_• ,:. •?1" 4�. ki':,' ' I l i.14:_ Rr}7?1�� ��r 1 r j.,0'. t,„.'.."� ..,*„.+ '1°jt�t', 1�41.t k. ...; k ' ,, �; 4... • �i`,p4. ,f.n -,t,{�_'{.r•'sd, ' r,:y_• Span = 12.0ft tT C15x33.9 Applied Loads Service loads entered. Load Factors will be applied for calculations. 1 Beam self weight calculated and added to loads Uniform Load: D=1.197, Lr=0.3380, S=0.3630 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.314: 1 Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span C15x33.9 Section used for this span C15x33.9 Ma:Applied 28.690 k-ft Va:Applied 9.563 k 1 Mn/Omega:Allowable 91.257 k-ft Vn/Omega:Allowable 77.605 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 6.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.019 in Ratio= 7,705 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.099 in Ratio= 1448 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 12.00 ft 1 0.243 0.095 22.16 22.16 152.40 91.26 1.00 1.00 7.39 129.60 77.60 +D+L+H Dsgn.L= 12.00 ft 1 0.243 0.095 22.16 22.16 152.40 91.26 1.00 1.00 7.39 129.60 77.60 +D+Lr+H Dsgn.L= 12.00 ft 1 0.309 0.121 28.24 28.24 152.40 91.26 1.00 1.00 9.41 129.60 77.60 +D+S+H Dsgn.L= 12.00 ft 1 0.314 0.123 28.69 28.69 152.40 91.26 1.00 1.00 9.56 129.60 77.60 +D+0.750Lr+0.750L+11 Dsgn.L= 12.00 ft 1 0.293 0.115 26.72 26.72 152.40 91.26 1.00 1.00 8.91 129.60 77.60 +D+0.750L+0.750S+H Dsgn.L= 12.00 ft 1 0.296 0.116 27.06 27.06 152.40 91.26 1.00 1.00 9.02 129.60 77.60 1 +D+W+H Dsgn.L= 12.00 ft 1 0.243 0.095 22.16 22.16 152.40 91.26 1.00 1.00 7.39 129.60 77.60 +D+0.70E+H Dsgn.L= 12.00 ft 1 0.243 0.095 22.16 22.16 152.40 91.26 1.00 1.00 7.39 129.60 77.60 +D+0.750Lr+0.750L+0.750W+H Dsgn.L= 12.00 ft 1 0.293 0.115 26.72 26.72 152.40 91.26 1.00 1.00 8.91 129.60 77.60 +D+0.750L+0.750S+0.750W+H Dsgn.L= 12.00 ft 1 0.296 0.116 27.06 27.06 152.40 91.26 1.00 1.00 9.02 129.60 77.60 +D+0.750Lr+0.750L+0.5250E+H Dsgn.L= 12.00 ft 1 0.293 0.115 26.72 26.72 152.40 91.26 1,00 1.00 8.91 129.60 77.60 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 12.00 ft 1 0.296 0.116 27.06 27.06 152.40 91.26 1.00 1.00 9.02 129.60 77.602 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block°selection. Title Block Line 6 Printed:9 NOV 2012, 1:37PM Steel Beam File:0:\drawings\2012\121091dwg\Calculations\12109.ec6 ENERCALC,INC.1983-2012,Build:6.12,11.1,Ver:6.11.5.31 Lic.#: KW-06004793 Licensee: BRAD YOUNG&ASSOCIATES Description: Gridline G-(N)Concrete opening Header Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxlOmega +0.60D+W+H Dsgn.L= 12.00 ft 1 0.146 0.057 13.29 13.29 152.40 91.26 1.00 1.00 4.43 129.60 77.60 +0.60D+0.70E+H Dsgn.L= 12.00 ft 1 0.146 0.057 13.29 13.29 152.40 91.26 1.00 1.00 4.43 129.60 77.60 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-'Defl Location in Span Load Combination Max."+"Defl Location in Span D+Lr+S 1 0.0995 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.591 11.591 D Only 7.385 7.385 Lr Only 2.028 2.028 S Only 2.178 2.178 Lr+S 4.206 4.206 D+Lr 9.413 9.413 D+S 9.563 9.563 D+Lr+S 11.591 11.591 21 STRUCTURAL ENGINEERING . P2Or`2 Cc-4-- City of Ti and CALCULATIONS qp r°v��d Plans . f2j'By Dat e iI ORCHARD SUPPLY HARDWARE CC-13 DELTA 4 REVISION 9770 Southwest Scholls Ferry Road Tigard, Oregon OFFICE COPY (TENANT IMPROVEMENT) BYA# 12109 �`��� y +oFe`S�/ November 20, 2012 ��� t�,`,' 73F,E�p �% Prepared For: / REG0N 1 V 2( ; WARE MALCOMB - _9 'AC-)� 6363 Greenwich Dr. Ste. 175 Y RAY- San Diego, CA 92122 I EXPIRATION DATE: BRAD YOUNG & ASSOCIATES, INC. STRUCTURAL E N G I N E E R I N G 1320 W. Herndon Avenue. Suite 101 • Fresno.California 93711 559-222-9600 • 559-222-9633 Fax • www.byaengineering.com Orchard Supply Hardware Tigard (OR) T.I. - New storefront opening Design Parameters Code = 2010 OBC Wind = 90-C, Iw=1.0 Seismic = Site Class D Ss = 0.945 S1 = 0.340 1=1.0 R=N/A Steel fy (W.F.)A992 = 50 ksi, UNO Steel fy (Tube)A500 Grade B = 46 ksi, UNO Steel fy (Pipe)A53 Grade B = 35 ksi, UNO Steel fy (Misc.)A36 = 36 ksi, UNO Light gage studs fy = 50 ksi minimum, UNO High Strength Bolts =A325N Typical Bolts =A307 Concrete f'c (Foundation) = 3000 psi, UNO Concrete f'c (walls) = 3000 psi, UNO Concrete f'c (Columns) = 3000 psi, UNO Concrete f'c (Floor desks) = 3000 psi, UNO Rebar#3 bars = Gr. 40, fy = 40,000 psi, UNO Rebar#4 and larger bars = Gr. 60, fy = 60,000 psi, UNO Welded Rebar =A706 Dimensioned Lumber = DF#2, UNO Glulam Beams = 24F-V4 @ simple spans, UNO = 24F-V8 @ Cantilever spans, UNO Wood Connectors = Simpson Strong Tie, UNO (Manufacture) (Equivalent may be used) Masonry f'm = 1500 psi, UNO Allowable Soil Bearing Pressure = 1500 psf (CBC minimum) Note: The above material properties are typical properties and apply unless noted otherwise within this calculation package. The materials listed are not necessarily used in this design. Please see the following calculations for the actual types of materials used for this specific design. BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.. Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH Loading Main Roof DLroof := 16•psf DLroof = 16 lb— ft i-1-roof := 20•psf LLroof = 20 lb ft SLroof := 20•psf SLroof = 20 lb— ft DLdeck := 12psf DLdeck = 12 lb ft Note: When possible reduce roof live load for tributary area perASCE 7-05 Section 4.9. When applicable live load reduction will be noted by R1 BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH 2 The following calculations will address the following: 1. Design new storefront gravity system along the east wall. 2. Removing portion of Concrete wall bearing/shearwall at exterior of building for relocation of existing storefront entry. Design Design New Steel-Frames along Gridline G for gravity and Out of Plane support. 3. Design new storefront timber truss 4. Storefront lateral analysis of new framing around new truss 5. Design of new 16 ft Decorative steel fence post and footings. 6. Design new 8'-0" CMU screen wall. 7. All other work, if required or not addressed in this package, is by others. BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young &Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH G (--G_,..) 1 4,0 /4--A,o1[U s j 3 ! / RU WI241' 7 --- --- g5 ,► 14 Iw ry 3 , 82 � y(64,_ "Yr.DM e I _— o BM. 0 Q x TO WLJ ,Izzr 1I 5\ TYP , 1 DECK. ATTACHMENT PER II/51.4 RV DECORATIVE STEEL FENG- v h Z I Y �TYP. ; e II/2"APA RATED SIR.I 1 %:;1 PLYhYJOD 14/IOd•6'O . 04)1123‘22 ALL EDGES/ 12'OL.•FIELD B RU W0z15 1 -- _ — 1■■1e.:(1lenr,•■■■■111 ■■i1►11.1:1111 IE IIY •1■■ • , 1•11111111111/11'�9i 11L ■' Z=11111'61 ISdI§ill!1111■7■1♦ IZEV 1 ID11 II,'IC 1I1'1114'' II L'C 111111 II•'%iP • (N)TIMBER TRUSS SEE S1.2 1—f l'I@LIIP',iIG9�� AX '- I I11Ui i • Var ∎� ■ 77777777-• - 5 T__ -_ - B I/2'x15'61 D•I6'O.G. (N)TIMBER TRUSS 1 / //////// ® . 1 1 1--16. ITEM #1: Storefront Gravity System: Design the roof framing for the new metal deck along the eastern wall. Design the framing members for gravity loads. Roof Deck: L := 9.5ft Unbraced deck length Loads := DLdeck+ LLroof Loads = 32 lb— ft Loadsallowed 94psf Allowable load for 18ga metal deck Loads = 0.34 < 1, so deck is acceptable Loadsallowed Use: 18 ga PLN-24 metal deck see attached ( (1 • 5 —0 BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH yb Type PLN7-24 or N-24 3" (76 mm) Deep Roof Deck El Primer Painted or Galvanized fib 1LLOWABLE UNIFORM LOADS(psf, N/m2) - SPAN(ft-in., mm) 6'-0" 7'-0" 7-6" 8'-0" 8'-6" 9'-0" 9'-6" 0'-0" 10'-6" 11'-0" 11'-6" 12'-0" 13'-0" 14'-0" 15'-0" 16'-0" ;PAN GAGE 1,830 2,130 2,290 2,440 2,590 2,740 2,900 ,0k0 3,200 3,350 3,500 3,660 3,960 4,270 4,570 4,880 C 146 107 93 82 73 65 58 53 48 43 40 36 31 27 23 21 O 22 STRESS 6,991 5,123 4,453 3,926 3,495 3,112 2,777 2,538,298 2,059 1,915 1,724 1,484 1,293 1,101 1,005 0 U240 +++ +++ +++ +++ 70 59 50 43 '37 32 28 25 20 16 13 10 (A 3,352 2,825 2,394 2,059 )772 1,532 1,341 1,197 958 766 1622 479 r" STRESS 188 138 120 106 94 84 75 68 '61 56 51 47 40 35 \ 30 26 L 20 9,001 6,607 5,746 5,075 4,501 4,022 3,591 3,256 2921 2,681 2,442 2,250 1,915 1,676 1,436 1,245 89 75 64 ;'5547 41 36 32 25 20 6 13 U240 +++ +++ +++ +++ 4,261 3,591 3,06W 2,633 2250 1,963 1,724 1,532 1,197958 766 622 7 STRESSW 271 199 173 152 135 120 108 -97 188 81 74 68 58 50 43 38 1 8 - _ 12,976 9,528 8,283 7,278 6,464 5,746 746 5,17 4,644 644 �k,213 3,878 3,543 3,256 2,777 2,394 2,059 1,819 O U240 +++ +++ +++ +++ 131 110 94 80 / 69 60 53 46 37 29 24 20 6,272 5,267 4,5011 3,830/3,304 2,873 2,538 2,202 1,772 1,389 1,149 958 STRESS 300 259 225 198 175 156 146 112 115 105 96 88 75 65 56 49 16 14,364 12,401 10,773 9,480 8,379 7,469 6,703 , 81 5,506 5,027 4,597 4,213 3,591 3,112 2,681 2,346 U240 +++ +++ +++ ♦++ +++ 148 126 108 93 81 71 63 49 39 32 26 7,086 6,033 5,171 4,453 3,878 3,399 .3,016 2,346 1,867 1,532 1,245 STRESS 168 124 108 95 84 75 67 61 55 50 46 42 36 31 27 24 22 8,044 5,937 5,171 4,549 4,022 3591 3,208 2,921 2,633 2,394 2,202 2,011 1,724 1,484 1,293 1,149 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ STRESS 208 153 133 117 104 93 83 75 68 62 57 52 44 38 33 29 d 20 - 9,959 7,326 6,368 5,602 4,980 4,453 3,974 3,591 3,256 2,969 2,729 2,490 2,107 1,819 1,580 1,389 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ ) STRESS 287 211 184 162 143 128 115 103 94 86 78 72 61 53 46 40 13,742 10,103 8,810 7,757 6,847 6,129 5,506 4,932 4,501 4,118 3,735 3,447 2,921 2,538 2,202 1,915 18 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ STRESS 300 273 238 209 185 165 148 134 122 111 101 93 79 68 60 52 16 _- 14,364 13,071 11,396 10,007 8,858 7,9007,086 6,416 5,841 5,315 4,836 4,453 3,783 3,256 2,873 2,490 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ STRESS 210 154 135 118 105 93 84 76 69 63 57 53 45 39 34 30 22 10,055 7,374 6,464 5,650 5,027 4,453 4,022 3,639 3,304 3,016 2,729 2,538 2,155 1,867 1,628 1,436 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ 261,921 253,538 247,250 1,772 37 1,436 30 1,i49 24 9520 8 STRESS 260 191 167 146 130 116 104 94 85 77 71 65 55 48 42 37 20 12,449 9,145 7,996 6,991 6,224 5,554 4,980 4,501 4,070 3,687 3,399 3,112 2,633 2,298 2,011 1,772 36256 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 68 60 47 38 31 25 26873 2,250 1,819 1,484 1,197 STRESS 300 264 230 202 179 160 143 129 117 107 98 90 77 66 57 51 18 14,364 12,640 11,012 9,672 8,571 7,661 6,847 6,177 5,602 5,123 4,692 4,309 3,687 3,160 2,729 2,442 v U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 488213 8 369,304 255,633 2,155 45 1,737 72 STRESS 300 300 298 262 232 207 186 168 152 138 127 116 99 85 74 65 6 14,364 14,364 14,268 12,545 11,108 9,911 8,906 8,044 7,278 6,607 6,081 5,554 4,740 4,070 3,543 3,112 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ .+++ +++ 4,4593 3 3,574 43 2,873 60 2,350 94 5 I.._ .rr%.. u Ype rum -----14 or i'i-L4 al 3" (76 mm) Deep Roof Deck ` ■ Primer Painted or Galvanized Dimensions 0 5%" 23/4" 8" 1 e.: If 3"1 ---►I [.._1y8,. I 24" PLN-24 or N-24 N-24-SS 1 ---v-- -utf---- de 1 1 Standard Interlocking Screw Fastened Sidelap Sidelap 1 Deck Weight and Section Properties dr Weight(psf, N/m2) Properties per ft(m)of Width Allowable Reactions per ft(m)of Width(Ib, N) , i Galt' I +S _g End Bearing Interior Bearing G60 in.4 in.3 in.3 2" 3" 4" 4" 5" to e Gage Z180 Painted mm4 mm3 mm3 51 mm 76 mm 102 mm 102 mm 12711 2.2 2.1 0.655 0.394 0.454 349 419 489 1104 1281 te 22 105.3 100.5 894,460 21,183 24,408 5,093 6,115 7,136 16,112 18,782 ( 2.6 2.5 0.837 0.508 0.562 486 572 659 1582 1825 e 20 124.5 119.7 1,142,997 27,312 30,215 7,093 8,348 9,617 23,088 26,618 3.5 3.4 1.223 0.731 0.776 916 1051 1186 2695 3066 18 167.6 162.8 1,670,114 39,301 41,720 13,368 15,338 17,308 39,331 44,744 4.2 4.1 1.647 0.950 1.005 1670 1879 2088 4033 4532 e 16 201.1 196.3 2,249,123 51,075 54,032 24,372 27,422 30,472 58,857 66,14- Note: Bending strength limited to 20,000 psi (137,895 kPa). le it Attachment Patterns to Supports Ge Le 24/4 24/4 ftr-AIDT-1011-78 ir Metric 'C Conversions `C 17/8.. 48 m i t 25/8" 87 ill n le' 3„ 76 m(11 i 5%" 137 rn 8" 203' 24" 610 Wit' i' • R O 28 • VERCO DECKING,INC. Catalog idail Roof Beam: B1 L := 2oft Length of beam 9.5ft Wtributary 2 Wtributary = 4'75 ft WDL := Wtributary'DLdeck WDL = 57 ft WLL Wtributary'LLroof WLL - 95 ft WSL Wtributary'SLroof W 95 lb SL = it Use: W12x14 See attached Q rra Roof Beam: B2 L := 3oft @ L= 20' cantilevers Length of beam 9.5ft Wtributary 2 Wtributary = 4.75 ft WDL Wtributary'DLdeck WDL = 57 fb WLL Wtributary'LLroof WLL = 95 ft WSL Wtributary'SLroof lb WSL = 95ft Use: W12x14 See attached BRAD YOUNG 8 ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 132 W.Herndon Ave.,suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH f Tide Black Line 1 Project Idle: Tide Block Line 1 Project Title: You can change Ihis area Engineer: Project ID You can change this area Engineer Project ID: using the'Settings'menu item Project Descr using the'Settings'menu item Project Descr and then using the'Printing& and then using the'Printing& Title Block'selection. Title Block'selection. Title Block line 6 ,,A.l a N:rv;o':r ncs Tide Block Line 6 ,nee<�v0V 10:0 0<Y4. Steel Beam Fie:0Wr wmp.V002112109tl.YrC0cWromt12,09 des 4 46 Steel Beam Fl.ow,.7,ar 00 r2„:,oae.oK,t.�Imo�en2159aa.1r� ENERCALC,INC.196}2012,6uitl:6.127 i5,Vr6.t2115 ENERCALC,INC.19612012 Bald6.12115,Vr6.12.11.5 Lic.0:KW-06004793 Licensee:BRAD YOUNG&ASSOCIATES Lic.0:KW-06004793 Licensee:BRAD YOUNG&ASSOCIATES Dm/joie/1j 91-root beam Description: B r:real beam CODE REFERENCES Load Combination Max Stress Ratios Summary of Moment Values Summary of Show Values Calculations per AISC 360-05,IBC 2006,CBC 2007,ASCE 7-05 Segment Length Span# M V Mmax• Mmax- Ma•Max him MnWmega Cb Oar Va Max Ore VrWOmega Load Combination Set:ASCE 7-05 Dsp.L= 20.00 II I 0 058 0011 1.60 1.60 52.20 31.26 1.00 1.00 0.36 51.41 3427 .0.600.0.706.8 Material Properties DNA L= 20 00 n 0.058 0.011 ,RO 1.60 52.20 31.26 1.00 100 036 51.41 34.27 Analysis Method-Allowable Strength Design Fy:Steel Yield: 36.0 ksi Overall Maximum Deflections-Unfactored Loads Beam Bracing Beam is Fully Braced against lalenal-torsional buckling E:Modulus: 29,000 0 ksi Load Combination Span Max.',Del Location in Span Load Co/tinalbn Max Dell Locatlan In Span Bending Abs Major Aids Bending Load Combination ASCE 7-05 D•U•S 1 03531 10.100 0.0000 0.000 ------- Vertical Reactions-Unfactored support narafon:Far kart m#1 Values In KIPS Load Combination Swear!1 Support 2 D(0.06)Lr(0.095)S(0.095) Ovara9 MAximum 2.500 2.500 -- - --_ • v i • i D Only 0.600 0.600 Lr Only 0.950 0.950 S Only 0950 0.950 Lr•S 1900 1.900 Span=20.0 ft DLr 1.550 1.550 W12x14 0.0 1.550 1.550 D.U•S 2.500 2500 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load:D=0.060,Lr=0.0950,S=0.0950 k/lt,Tributary Width=1.0 R,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.248:1 Maximum Shear Stress Ratio= 0.045:1 Section used for this span W12x14 Section used for this span W12x14 Ma:Applied 7.750 k-ft Va:Applied 1.550 k Mn I Omega:Allowable 31.257 k-ft VrVOmega:Allowable 34.272 k Load Combination •D•Lri.H Load Combination •D•Lr4-1 Localim of maximum on span 10.0006 Location of maximum on span 0.000 9 Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection j Max Downward L•Lr•S Deflection 0.134 to Ratio= 1,788 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.353 In Ratio- 580 Max Upward Total 5/enaction 0.000 in Ratio' 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Siamay of Moment Values Sunnily of Slur Values I Segment Length Span# M V Mmax• Mmax• Ma•Max Mnx MoulOmega Cb Pon Va Max Vnx VnelOmega 0 Drdy Dsgn.L= 20.00 0 1 0096 0 018 100 3.00 52.20 31.26 100 1.00 0.60 51.41 34.27 •D•L•i1 Dsgn.L= 20.00 R 1 0.096 0.018 3.00 3.00 52.20 3126 1.00 1.00 0.60 51.41 34.27 0.4.1.41 Own.L= 20.00 9 1 0248 0.045 7.75 7.75 5220 31.26 100 1.00 1.55 51.41 34.27 •0•S•H Daps L= 20.00 R 1 0.248 0.045 7.75 775 5220 31.26 1.00 1.00 1.55 51.41 34.27 +0.0.750Lr•0.750L•H Dag.L= 20.00 0 1 0 210 0.038 6.56 6.56 52.20 31.26 1.00 1.00 1.31 51.41 34.27 .0.0.750L.0.75OS•l Odin L.= Komi 1 0.210 0.038 6.56 656 5220 3126 1.00 100 1.31 51.41 34.27 •D• •H Dagn.L=20.00 R 1 0.096 0.018 3.00 3.00 5220 31.26 1.00 1.00 0.60 51.11 34.27 •D•0.70E•H Deer.L= 20.00 n 1 0.096 0.018 3.00 3.00 5220 31 26 100 100 0.80 51.41 3127 +0.0.750tr.0.750L.0.750W•H Dap.L= 20.00 R 1 0210 0.038 6.56 656 52.20 31.26 1.00 100 1.31 51.41 34.27 •000.7501+0.7505.0.750W•H Deg.L=20.005 1 0210 0.038 6.56 656 52.20 3126 1.00 100 1.31 51.41 34.27 .0=0.750Lr.07501.0.5250E41 Dsgn.L=20.00 R 1 0.210 0.038 6.56 656 5220 31.26 100 100 1.31 51.41 3127 •0.0.750L•0.7505•0.5250641 Oman.L=20.00 R 1 0.210 0038 6.56 6.56 52.20 3126 1.00 1.00 1.31 51.41 3427 .0.60D•W•H r-. Title Block Line 1 Project Title: Title Black Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer. Project ID: using the'Settings'menu item Project Descr using the'Settings'menu item Project Oescr and then using the'Printing& and then using the'Printing& Title Block'selection. Title Block'selection. Title Block Line 6 A,mea 2V NW 2012 2 4011 Title Block Line 6 Pence=20 NOV mil,2 46PM Foe.0:ldwnpcl20m12109WWpIC€oMb Mt2109 dee4.=cd Fie:o:IMwnps12o12112104Np1c 4a nslr1l09 deb acrd Steel Beam ENERLALC.INC.196320/2 Bu444.1211.5,wr6.12115 Steel Beam ENERCALC,tNC.1983-2912.13.046.1211.5,Mer6.12113 Description: E12.Roof bean -- l Description: 82:Roof beam CODE REFERENCES load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Calculations per Al SC 360-05,IBC 2006,CBC 2007,ASCE 7-05 Segment Length Span# M V Mmax. Minx- Ma-Max Mnx MnxfOmega Cb Rm Va Max Via Vox/Omega Load Combination Set:ASCE 7-05 Dsgn.L. 19.256 1 0.111 0.022 1.32 -3.47 3.47 5220 31.26 1.00 1.00 0.76 51.41 34.27 Dsgn.L= 10.75 ft 2 0.111 0.019 -347 3.47 52.20 31.26 100 100 0.65 51.41 34.27 Material Properties .04.750Lr.0.750L-0.750W 41 Analysis Method:Allowable Strength Design Fy:Steel Yield: 36.0 ksi Degn.L= 19.2511 1 0.243 0.048 2.88 -758 7.58 52.20 31.26 1.00 100 1.66 51.41 34.27 Beam Bracing: Beam is Fully Braced against lateral-loraional buckling E:Modulus: 29,000.0 ksi Dsgn.L. 10.758 2 0243 0.041 -7.58 7.58 52.20 31.26 1.00 1.00 1,41 51.41 34.27 Bending Axis: Major Axis Bending .0.o.750L.o.7505.0.750W'H Bond ngMis: ASCE uos Days.L= 19258 1 0143 0.048 2.88 -7.58 7.58 52.20 31.26 1.00 1.00 1.56 51.41 34.27 Dsgn.1= 10.75 ft 2 0.243 0.041 -758 7.58 52.20 31.26 100 1.00 1.41 51 41 3427 ...__._...__....__._ _. .D.0.750Lr.0.750L.05250E41 Ospn L= 19.25 ft 1 0.243 0.048 2.88 -7.58 7.58 52.20 31.26 1.00 1.00 1.66 51.41 3427 I 0a95.l= 1875 ft 2 0.243 0.041 -758 7.58 52.20 31.26 1.00 1.00 1.41 5141 3427 D(0.06)Lr(0.095)S(0.095) D(0.06)Lr(0.095)S(0.095) •0'0.750L4.750640.5250EH1 i ♦ • • • • • • it Dsgn.L= 19.25 ft 1 0 243 0.048 2.88 -7.58 7.58 52.20 31.26 1.00 100 1.66 51,41 3417 Dsy1.L= 10.75 ft 2 0.243 0.041 -7.58 758 52.20 31.26 1.00 1.00 1.41 51.41 34.27 1 - 10vf0 4,- I --• -l .0.60w3-H I 1 Span=19.250 ft Span=10.750 ft Dean L- 19.259 I 0.067 0.013 079 -208 2.08 52.20 31.26 1.00 1.00 0.45 51.41 34.27 W12x14 W1 2x14 Dsgn.L= 10.75 ft 2 0.067 0011 -208 2.08 52.20 31.26 1.00 100 0.39 51.41 349 4.600470E41 Da95.L- 19.260 1 0.067 0.013 0.79 -2.08 2.08 5220 31.26 1.00 1.00 0.45 51.41 34.27 5syn.1= 1875 6 2 env 0.011 -2.08 208 52.20 3126 1.00 1.00 0.39 51.41 34.27 Applied Loads Service loads entered.Load Factors will be applied for calculations. Overall Maximum Deflections-Unfactored Loads Load for Span Number 1 Load Combination Span Max-De8 Location in Span Load Cmibintlion Max'o Deb LoWm In tut Uniform Load:D=0.060,Lr=0.0950,S=0.0950 kA.Tributary Width=1.0 ft,(Roof load) D.Lr.S 1 0.0864 7 404 D•Lr.S -0.0073 17.769 Load for Span Number 2 D•Lr•S 2 0.4122 10.750 0.0000 17.769 Uniform Load:0.0580,Lr=08650,S=0.0950 ka6 Tributay W d t h=1.0 f t Vertical Reactions-Unfactored Ss 4 notation:Fr left is#1 Values in NIPS DESIGN SUMMARY Design OK Load Combination Support1 Support 2 Support 3 Maximum Bending Stress Ratio = 0.287:1 Maximum Shear Stress Ratio= 0.057:1 Overall MA%arxrm 1656 5.844 Section used for this span W12x14 Section used for this span W12x14 DOny 0.397 1.403 Ma:Applied 8.956 k-ft Va:Applied 1.957 k Lr Only 0.629 2221 Mn r Omega:Allowable 31.257 k-ft VrVOmega:Allowable 34272 k S Only 0.629 2221 Load Combination +0.Lr41 Load Combination .0.{1.84 U•S 1258 4.442 Location of maximum on span 192505 Location of maximum on span 19.250 ft D•ir 1027 3.623 Span#where maximum occurs Span#t Span#where maximum occurs Span#1 D-S 1.027 3 623 0-U.0 1.656 5.844 Maximum Deflection Max Downward L+Lr.S Deflection 0.157 in Ratio= 1,647 Max Upward L•Lr•S Deflection -0.003 in Ratio= 82,855 Max Downward Total Deflection 0.412 in Ratio= 626 Max Upward Total Deflection -0.007 in Ratio= 31485 Maximum Forces&Stresses for Load Combinations Load Combination Mac Stress Ratios _ m Snsy of Moment Values Sunnary of Shea Values Sagnent Length Span I Al V lanai• Maw- Ma-Max Mra Mon/Omega CZ Pon Va Max Vra VrmlOmepa 0 Only Dean.L= 59.255 1 0.111 0.022 1.32 -3.47 3.47 52.20 3126 1.00 1.00 0.76 51.41 34.27 Daps.L= 10.750 2 0.111 0.019 3.47 347 52.20 31.26 100 1.00 0.65 51.41 34.27 -O.L.H Dspx L= 19.258 1 0.111 0.022 1.32 -347 3.47 5220 3126 1.00 1.00 0.76 51.41 3427 Daprn.L= 10.75 ft 2 0.111 0.019 -147 247 5220 31.26 1.00 1.00 0.65 51.41 3427 .O•U.H Dsgn.L. 1925 ft 1 0.287 0.057 310 -8.96 8.96 52.20 31.26 1.00 1.00 1.96 51.41 34.27 Dean.L= 10.75 3 2 0.287 0.049 -896 8.96 52.20 31.26 1.00 1.00 1.67 5141 3427 +O.5.H Dean.L= 19.25 ft 1 0287 0.057 3.40 -0% 8.96 5210 31.26 1.00 1.00 1.96 51.41 3417 Degas L= 10.75 ft 2 0187 0.049 -8.96 8.96 5220 31.26 1.00 100 1.67 51.41 34.27 .04.750Lr+0.750L41 Dsgn.L= 19.25 ft 1 0.243 0048 288 -758 758 52.20 31.26 1.00 1.00 1.66 51.41 3427 Dsgn.L• 10.75 it 2 8243 0041 -758 7.58 5220 3126 1.00 1.00 1.41 51.41 34.27 .0.0.750L-0.7500•H Dsgn.L= 19.25 ft 1 0.243 0.048 2.88 -7.58 758 5220 3126 1.00 1.00 1.66 51.41 34.27 Dsgn.L= 10 75 ft 2 0.243 0.041 -758 7.58 52.20 31.26 1.00 1.00 1.41 5141 34.27 •0.W.4 Degn.L= 19.25 ft 1 0.111 0.022 132 -3.47 3.47 52.20 31.26 1.00 1.00 0.76 51.41 34.27 5e9n.L= 10.75 ft 2 0.111 0 019 -3.47 3.47 52.20 31.26 1.00 1.00 0.65 51.41 34.27 -0.0.70E.H 9 - -- --_ - -- -- -- - --- 1 Roof Beam: B3 L := 18ft Length of beam loft wtributary 2 wtributary = s ft wDL wtributary'DLdeck wDL = 60 ft wLL wtributary'LLroof wLL = 100 ft WSL wtributary'SLroof w loo lb SL = ft Use: W12x22 See attached 1 Roof Beam: B4 L := 36.5ft Length of beam 1.33ft+ 1.33ft wtributary 2 wtributary — 1.33 ft wDL wtributary'DLroof wDL = 21.28 lb wLL wtributary'LLroof wLL = 26.6— ft wSL := wtributary'SLroof lb wSL = 26.6ft Use: 3 1/8 x 15 DF/DF 24F-V4 GLB See attached e,\.1-' BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH to Title Block Line 1 Project Tile: Site Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Project ID: using the'Settings'menu item Project Desch using the'Settings'menu Item Project Desch and then using the'Printing 8 and then using the'Printing 8 Title Block'selection. Tile Block'selection. Title Block Line 6 Wm.20 NOV 2ui23tan Title Block Line 6 Prow m uov20i2 aroma Steel Beam Fie.Dienevest2912112109WeetCalosistlaes111199 d.s led Steel Beam Fle:o:w,anpx0o1a1nloltd plc.bnWmeuslw dells 4.K4 ENERCALC.INC.190.}2011,Bald'D.12115.Vr6.1211.5 ENERCALC.INC.1962012 Blob.1211.5,V.1.12.11.5 Description: 83 Root beam Description: 63:Roof beam CODE REFERENCES Load Combination Max Stress Rates Summary at Moment Values &roman/of Shear Values Calculations perAISC 360-05.IBC 2006,CBC 2007,ASCE 7-05 Segment ength Spans Al V Mmax+ Mmax- Ma-Max Mm Mnx/Ornegs CD Rm W Max Vru Vndomega Load Combination Set:ASCE 7-05 Dsgn.L= 18.00 B 1 0.028 0.007 1.46 166 87.90 52.63 1.00 1.00 0.32 69.08 46 05 .0 600.0 70E+H arterial Properties Dsgn.L= 18.00 B 1 0.028 0.007 1.46 1.46 87.90 52.63 1.90 100 0.32 89.08 46.05 Analysis Method:Allowable Strength Design Fy:Steel Yield: 36.0 ksi Overall Maximum Deflections-Unfactored Loads Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 kit Load Combination Span Max_' Del Location In Span Load Combination Max'*'Dell Location In Span Bending Alas: Major Axis Bending Load Combination ASCE 7-05 3-Lr.S I 0.1368 9,090 0.0000 0.000 - - . -- -- Vertical Reactions•Unfactored Support notation:Far left u at Values In KIPS Load Combination Support I Support 2 D(0.06)Lr(0.1)S(0.1) OVeralt MAxmum 2.340 2548 sr ♦ ♦ i 3Ony 0540 0.540 Lr Cray 0900 0900 S Only 0300 0.960 Lr•S 1.800 1.600 Span=18.0 ft D•.s 1.440 1.440 W12x22 13.5 1.440 1.440 0•Lr.S 2.340 2.340 L -- - - - Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load:D=0.060,Lr=0.10,S•0.10 101,Tributary Width=1.0 ft.(Roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.123:1 Maximum Shear Stress Ratio= 0.031:1 1 Section used for this span W12x22 Section used for this span W1 2822 Ma:Applied 6.480k-ft Va:Applied 1.440 k Mn/Omega:Allowable 52.835k-ft Vn/Omega:Allowable 46.051 k Load Combination .0+Lr+H Load Combination .D*Lr.hi Location of maximum on span 9.0005 Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L.-Lr.S Deflection 0.053 in Ratio= 4,104 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.137 in Ratio= 1579 Max Upward Total Deflection 0.000 in Ratio= 0 0180 Maximum Forces&Stresses for Load Combinations Load Ccrrbination Max Saar Ratios S ararlry of Monica Values Summary of Sher Values Segment Length Span a M V Mmax. Moran- Ma-Max Mru Mu/Omega Cb Rm Va Max Vim Vim/Omega D Ony Dsgn.L= 18.000 1 0.048 0.012 2.43 2.43 87.90 52.63 1.00 100 0.54 69.08 46.05 .D.L.H Dsgn L= 18.00 5 1 0.046 0912 243 2.43 87.90 5263 1.00 1.00 0.54 69.08 46.05 •D•Lr•H Dsgn.L= 18.00 B 1 0.123 0.031 6.48 6.48 87.90 52.63 1.00 1.00 1.44 69.08 46.05 .5.541 Dagn.L= 18.00 B 1 0.123 0.031 6.48 6.48 67.90 5263 1.00 1.00 1.44 69.08 46.05 •0.0.750Lr.0.750L+H Dagn L= 11100 B 1 0.104 0.026 5.47 5.47 67.90 52.63 1.00 1.00 1.72 69.08 46.05 .0.0.750I40.750541 Dsgn.L= 18.00 0 1 0.104 0.026 5.47 5.47 6790 52.63 1.00 1.00 122 6908 46.05 .D.W4 1 Dsgn.L= 1800 B 1 0.046 0 012 2.43 2.43 87.90 52.63 1.00 100 0.54 6906 46.05 .D.070E.H Dagn.L= 18.00 0 I 0.046 0012 243 243 67.90 52.63 1.00 100 0.54 69.08 46.05 .0.0.750Ln0.750L.0.750 W H Dagn.L= 18.00 B 1 0.104 0.026 0.47 547 87.90 52.63 1.00 100 122 69.08 46.05 .0=0.750L.0.7505.0.75014/41 n.L= 18.00 B I De 0.104 0.026 5.47 5.47 67.90 52.63 1.00 100 1.22 69.08 46.05 •0.0.750Lr.0.750L.0.5250E.H Degn.L= 18.00 0 1 0.104 0.026 5.47 5.47 87.90 52.63 1.00 100 1.22 69.08 46.05 •0.0.750L.0.7505.0.5250E.H Dsgn.L= 18.00 B 1 0.104 0.026 5.47 5.47 87.90 52.63 1.00 1.00 122 69.08 46.05 •0.600.W.H • Title Block Line 1 Project Tide. Title Block Line 1 Project Title: You can change this area Engineer: Protect ID: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr: using the'Settings'menu item Project Descr: and then using the'Pitting 8 and then using the'Printing 8 Tide Block'selection. Title Block'selection. Title Block Line6 1,mea 20 NOV mil,treat Title Block Line6 coma m NOV2oi2.esuac Wood Beam Wood Beam ENERLALa.INC.19611017.B�ola.6 12115.Verb 12115 ENERLALL,INC.19611072,Builx6.12115,Vr.6 1211.5 Description 64'roof beam Description: 64 roof beam CODE REFERENCES Load Combination Max Stress Ratios _ Moment Values Shear Values Calculations per NDS 2005,IBC 2006,CBC 2007,ASCE 7-05 Segment Length Spann M V Cd C FN C i Cr Cm C I CL M m Fb V H Fe Load Combination Set:ASCE 7-05 .0•W41 897 1.00 1.00 1.00 1.00 1,00 000 0.00 0.00 000 Material Properties Length=3650 ft 1 0100 0.028 1.60 081 1.00 100 100 100 1.00 3.66 37516 3733.51 038 12.00 424.00 -0.0 70E+H 0.97 100 1.00 1.00 100 100 0.00 0.00 0.00 000 Analysis Method:Allowable Stress Design Fb-Tension 2400 pd E'Modulus of Elasticity Length=3650 It 1 0.100 0.028 160 0.97 100 100 1 00 100 1.00 166 375.16 3733.51 0.38 1200 424.00 Load Combination ASCE 7-05 Fb-Compr 1850 psi Ebend-xx 1800ksi •0.0.750Lr.0.750L.0.750W.H 0.97 1.00 100 100 100 100 0.00 0.00 000 0.00 Fc-Pdl 1650 psi Eminbend-xx 930 ksi Length=36.50 ft 1 0.196 0.055 1.60 087 1.00 1.00 100 1.00 1.00 7.16 733.27 3733.51 0.73 23.46 424.00 Wood Species :DF/DF Fc-Pery 650 psi Ebend-yy 1600ksi .0.0.750L40.7500,0 75%11+6 097 100 1.00 100 1.00 1.00 0.00 000 0.00 0.00 Wood Grade :24F-V4 Fe 265 psi Eminbend-yy 830ksi Length.36.50 ft 1 0.196 0.055 1.60 197 1.00 1.00 1.00 1.00 1.00 7.16 733.27 3733.51 0.73 23.46 424.00 Ft 1100 psi Density 32.21 pct •0.0.750U40.7501•0.5250E41 097 100 1.00 1 00 1.00 1.00 000 0.00 000 000 Beam Bracing :Beam is Fully Braced against lateral-torsion buckling Length=36,50 ft 1 0.196 0.055 1.60 0.97 1.00 1.00 1.00 1.00 1.00 7.16 733.27 3733.51 0.73 23.46 424.00 .0.0.750L40.750540.52500.41 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=36 50 ft 1 0196 0.055 1.60 0.97 1.00 1.00 1.00 1.00 1.00 7.16 733.27 3733.51 073 2146 42400 .0600.W41 097 1.00 1.00 1.00 1.00 1.00 000 000 000 0.00 Length•36.50 fl 1 0.060 0.017 1.60 0.97 1.00 1.00 1.00 1.00 1.00 220 225.10 373151 0.23 7.20 42400 D(0.022)Lr(0.028)S(0.028) .0600.0705*H 0.97 1.00 1.00 1.00 1.00 1.00 0.00 800 0.00 0.00 • t • • • Length=3650 0 1 0.060 0017 1.60 0.97 1.00 1.00 1.00 1.00 100 2.20 225.10 373151 023 720 424.00 Overall Maximum Deflections-Unfaciored Loads __ Load Combination Span Max"Deft Location in Span Load Corrbnawn Mme.-:Deft Location in span 3.125x15 I 04.n4S 1 1.9804 _-_18.383 ---- 00000 0000 Span=36.50 ft Vertical Reactions-Unfactored Surportnotabon Far left s xl Values in KIPS - Load Combination Support 1 Support 2 Overal MAxununn 1.424 1424 -- --- --- --. -.---- ------ --- 0Ony 0.402 0.402 Applied Loads Service loads entered.Load Factors will be applied for calculations. Lr Only 0.511 0.511 Uniform Load:D=0.0220,Lr=0 0280.S=0.0280.Tnbulary Width.10 ft.(Roof Loads) 6 Orly 0511 0.511 U.S 1.022 1.022 _DESIGN SUMMARY _ Design OK D.t.r 0.913 0.913 Maximum Bending Stress Ratio = 0.318 1 Maximum Shear Stress Ratio = 0.090:1 040 0.913 0.913 Section used for this span 3.125x15 Section used for this span 3,125x15 Dd.r4S 1.424 1424 lb:Actual = 952.64psi 1v:Actual = 27.28 psi FB:Allowable = 2,683 46psi Fv:Allowable = 304.75 psi Load Combination +0.541 Load Combination +D*541 Location of maximum on span = 18.250ft Location of maximum on span = 0.000 ft Span ft where maximum occurs = Span 8 1 Span P where maximum occurs = Span ft 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.711 in Ratio= 616 Max Upward L--Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 1 980 in Ratio= 221 Max Upward Total Deflection 0 000 in Ratio= 0<180 Maximum Forces 8 Stresses for Load Combinations Load Conbnabon Max Suess Rebus Moment Values Shear Values Segment Length Spann M V Cd CFN C1 Cr Cm C 1 CL M lb Fb V N Fe D Only 000 0.00 000 000 Length=36 50 ft 1 0.179 0.050 080 0.97 1.00 100 1.00 100 1.00 3.66 375 16 2100.10 038 12.00 238.50 .D.L.H 0.97 1.00 100 1.00 100 1.00 0.00 000 000 0.00 Length=36.50ft 1 0.161 0045 100 0.97 100 1.00 1.00 1.00 1.00 3.66 37516 2333.44 0.38 1200 26500 +0+Lr4H 0.97 1.00 1.00 1.00 1.00 1.00 000 000 000 0.00 Length.36 50 ft 1 0292 0.082 125 097 100 1.00 1.00 100 1.00 8.33 852 64 2916.80 0115 27.28 33125 .0.044 0.97 1.00 1.00 1.00 1.00 1.00 0.00 0.00 000 000 Length=3650 n 1 0318 0.090 1 15 0.97 1.00 1.00 1.00 1.00 1.00 8.33 852 64 2683.46 0.85 2728 30475 •0.0.750Lr.0.750L.H 0.97 1.00 100 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 41650 ft 1 0251 0 071 125 0.97 t 00 1 00 1.00 1.00 1.00 7.16 733.27 2916.80 0.73 23.46 331.25 •0+0.750L40.750S44 0.97 100 1.00 100 100 1.00 0.00 0.00 0.00 000 Length=36.50 n 1 0273 0.077 1.15 0.97 100 100 1.00 1.00 1.00 7.16 73317 2683.46 0.73 23 46 304.75 (,) 1 Roof Beam: B5 L := 2oft Length of beam 18.5ft wtributary 2 wtributary = 9.25 ft wDL wtributary'DLdeck wDL = 1 1 1 ft wLL wtributary'LLroof wLL — 185 lb wSL wtributary'SLroof w — 185 lb SL = ft Use: W12x22 1 See attached 7 ` \ Roof Beam: B6 L := 18.5ft Length of beam 2oft+ 2oft wtributary 2 wtributary = 2oft wDL := wtributary'DLroof wDL = 320 ft wLL := wtributay LLroof wLL = 400b ft WSL wtributary'SLroof w aoob SL = ft Use: W12x22 See attached Q'A \5 BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH 13 i Title Black Line I Project Title: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Project ID using the'Settings'menu item Protect Descr. using the*Settings menu item Project Descr and then using the Printing& and then using the'Printing 8 Title Block'selection Title Block'selection. Title Block Line 6 Relied 20 rav20ie.tuft Title Block Line 6 Vrtoted 2n NOV 2.2.544P5 FN:O:WwnpS612112109idaplCia4 412109 del.4446 Fdv:D:I6er,mi2Il2n71a9drgiCSnu 6du112rol deY1eed ' Steel Beam e4EplALC,INC.19612012 Buid61211.5.Vr6.1271.8 ` Steel Beam ENERCALC,INC.1963.2012 N48.12115,Vr.6.12.11.5 A Lic.#:KW-06004793 Licensee:BRAD YOUNG 8 ASSOCIATES Description: 85'root beam Description: 95 roof beam CODE REFERENCES Load Combustor Max Stress Ratios Summary of Moment Values Summary of Sir Values Calculations per AISC 360-05,IBC 2006,CBC 2007,ASCE 7-05 Segment Length Span# M V Mmax• Mma• Ma-Max Wu lbatOmapa Cb Poe va Max via Viw'Qnega Load Combination Set:ASCE 7-05 Dsgn.L= 20.00 6 1 0.063 0.014 3.33 133 87.90 5263 1.00 1,00 0.67 69.08 46.05 •0 600.0.70E-1 Material Properties Dsgn L= 20.00 6 1 0.063 0.014 3.33 3.33 87.90 52.63 1.00 1.00 0.67 69.08 46.05 Analysis Method:Allowable Strength Design Fy:Steel Yield: 36.0 ksi Overall Maximum Deflections-Unfactored Loads Bean Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Load Combination Span Max."Dell Location in Span Load Ccabination Mac'•'0d Laotlon in Span Bending Axis: Major Axis Bending Load Combination ASCE 7-05 D•Lr•S 1 0.3858 10.100 0.0000 0.000 ... Vertical Reactions-Unfactored Support roular:Far left is#1 Vales in KIPS Load Combination Stdpart t Sy:port 2 D(0.111)Lr(0.185)S(0.1851 Overall MAXimum 4.810 4810 • V v V 1. D Only 1.110 1.110 Lr Only 1.650 1.850 S Only 1.850 1.850 LrS 3.700 3.700 Span=20.0 ft D•Lr 2960 2 960 W12.22 0.8 2.960 2,950 D.LrS 4.810 4.810 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load:D.0.1110,Lr=0.1850,S=0.1650 kIt,Tributary Width=1.0 9,(roof bad) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.281:1 Maximum Shear Stress Ratio= 0.064:1 Section used for this span W12x22 Section used for this span WI2x22 Ma:Applied 14.800k-ft Va:Applied 2.960 k Mn f Omega Allowable 52.635 k-ft Uri/Omega:Allowable 46.051 k Load Combination *0+1r•+1 Load Combination •D•Lr•Ii Location of maximum on span 10.0008 Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span*where maximum occurs Span#1 Maximum Deflection Max Downward L•Lr•S Deflection 0.145 in Ratio= 1,617 Max Upward L+Lr•S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.386 in Ratio= 622 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Seen Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmes• Mona- Ma-Max Moo MnxlOmega Cb Rm Va Max Via Wu/Omega D Only ospr L a 20.0011 1 0.105 0.024 5.55 555 8790 52.63 1 00 1.00 1.11 69.08 46.05 •0•L•H Daryl.L=20.00 0 1 0105 0.024 5.55 655 6790 5253 1.00 1.00 1.11 6908 46.05 •0•Lr•H Dap.L= 20.00 0 1 0281 0.064 14.80 14.80 8790 52.63 1.00 1.00 296 69.08 4605 •0•0011 Dsgn.L. 20.00 0 1 0.281 0.064 14.80 14.80 87.90 52.63 1.00 100 2.96 69.08 46.05 40.0.750U•0.750L•H Dsgn.L= 20.00 0 1 0.237 0.054 12.49 12.49 87.90 52.63 1.00 1.00 2.50 69.08 46 05 +0.0.750L.0.7505.01 Dsgr.L= 20.00 0 1 0.237 0.054 1249 12.49 87.90 5263 1.00 1.00 2.50 69.08 4505 •0•06.01 Dsgn.L= 20.00 0 I 0.105 0.024 5.55 5.55 87.90 5263 100 1.00 1.11 69.08 46.05 .0.4.706•01 Dagn.L=20.00 9 1 0.105 0.024 5.55 5.55 87.90 5263 1.00 1.00 1.11 6908 46.05 .0.0.750Lr.0.750Lw.750 W.H Deal . 20.00 0 1 0.237 0.054 1249 1249 87.90 52.63 100 100 250 69.08 46.05 .0.0.75000.7505.0.750W•i Owl L.20.00 0 1 0237 0.054 12.49 1249 87.90 52 63 1.00 1.00 250 6908 4605 •0.0.750U.0.750L.05250E.H Dsgi.L=20.008 1 0.237 0.054 12.49 1249 87.90 5263 1.00 1.00 2.50 69.08 46.05 .0.0.750L40.7503.0.5250E•H Dsgn.L= 20.000 1 0237 0.051 12.49 12.49 8790 5263 1.00 1.00 2.50 69.08 4505 .0.600+061 2 Title Block Line 1 Project Tile Title Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Protect ID using the'Settings'menu item Project Descr: using the"Settings menu item Project Descr: and then using the'Printing& and then using the'Printing& Tile Block'selection. Title Block'selection. Title Block Line 6 ruled 20 NOV 7012 rases Tile Block Line 6 ww.n A rev Ale a 45PM S tee I Beam Fie eiaanes126121121W1dgiCeloa.,r1211Ndolmen. Steel Beam D aa�pat 0121210 dp�s e rI2109aw4a 6 ENE7GJILL,INC.19617e12 Buia6.12119.Vr3.12115 ENGKHC.INC.1963.20t2.Bii8i 1211.5.Ver5.1211.5 Description: 06:roof beam Description: 66 root beam CODE REFERENCES Load Combination Max Stress Ratios Summary of Moment Values S1arnery of Shear Values Calculations per AISC 360-05,IBC 2006,CBC 2007,ASCE 7.05 Segrnxlt Length Span# M V Mmax. O9nax- Ma-Max Man Mnxromega Cb The Va Max Van VnxlOmega Load Combination Set:ASCE 7-05 Dsga L= 18.50 ft I 0.156 0.039 821 821 87.90 5253 1.00 1.00 1.78 69.08 46.05 W 60040.70E+31 Material Properties _ Dup.L= 18.50 it I 0.156 0.039 8.21 621 8790 5263 1.00 1.03 1.78 69.08 46.05 Analysis Method:Allowable Strength Design Fy:Steel Yield: 36,0 Isis Overall Maximum Deflections•Unfactored Loads Beam Bracing: Beam is Fully Braced against lateral-torsional budding E:Modulus: 29,000.0 kai Load Combination Span Mac':Den Location in Span Load Combination Max.'.'Dad Location in Span Bending Axis: Major Alas Bending Load Combination ASCE 7-05 0•LnS 1 0.6577 9343 0.0000 0.000 Vertical Reactions-Unfactored Support rotabm.Far ton is#1 Vaasa it KIPS Load Conjuration Stppon 1 Srpport 2 • • D(0.32)Lr(0.4)S(0.4) • + Overali m MAXurt 10.360 060 10360 i Lr Only 3700 3700 S Only 3.700 3.700 Lend• 7 400 7 400 c 13-5O 1< D•Lr 6660 6.660 W12x22 04S 6.660 6.660 13-Lr•5 10.360 10.360 Applied Loads Service loads entered.Load Factors wM be applied for atladanons. Uniform Load:D=0.320,Lr=0.40,S=040 kilt,Tributary Width=1.0 ft,(roof load) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.585:1 Maximum Shear Stress Ratio= 0.146:1 Section used for this span W12x22 Section used for this span W12x22 Ma:Applied 30.803k-ft Va:Applied 6.660 k Mn/Omega.Allowable 52.635k-ft VNOmega:Allowable 46.051 k Load Combination .0.1.14-H Load Combination •D•1..r4H Location of maximum on span 925011 Location of maximum on span 0.000 fl Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L•Lr*S Deflection 0.235 in Ratio= 945 Max Upward L•Lr•S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.658 in Ratio= 338 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Mc Shen Rieke S3mm/yetMma66 Values Summary of Sher Values Segment LergBt spas* M V Mater Mn1ax• Ma-Mc Maw MnriOmega Cb The Va Max Vie Wax/Omega D Only 13191 1.= 18.50 0 1 0260 0.064 1169 1169 8790 5263 1.00 1.00 216 6108 46.05 •0.L431 Own.L= 18.50 0 1 0280 0.064 1169 1169 87.90 52.63 1.00 1.00 2.96 69.08 46.05 Dego.L= 1850 ft I 0.585 0.145 30.80 30.80 87.90 5263 1.00 1.00 6.66 6108 46.05 .D•S.H Dept.L= 18.50 ft 1 0585 0.145 30.80 30.80 87.90 5263 1.00 1.00 6.66 69.08 48.05 .D.0.7501.0.750L•H Dep.L= 18.500 1 0504 0.125 26.52 26.52 87.90 52.63 1.00 1.00 5.74 69.08 46.05 .D.0.750L.0.7505.6-I Dacca= 18.50 ft 1 0504 0.123 26.52 2652 8790 5263 1.00 1.00 5.74 6969 46 05 •04/431 Digit L= 19.50 ft 1 0260 0.064 1169 1169 8790 5263 1.00 1.00 2.98 69.08 46.05 .0.0.70•31 Dap.L• 16.50 0 1 0260 0.064 1189 13.6 87.90 5263 LW 1.00 296 69.06 46.05 •0•0.750Ln0.750L40.750W41 Dept L= 18.50 n 1 0.504 0125 26.52 2E52 8790 5263 1.00 1.00 5.74 6108 46.05 4.0.750L.0.75050.750W.H Dagn.L= 16.50 It 1 0504 0.125 2692 26.2 8790 52.63 1.00 1.00 5.74 69.08 46.05 .0.0.750U.0.7501.05250E41 Dann.L• 18.930 1 0.504 0.125 26.52 2652 877,90 5263 1.00 1.00 5.74 69.06 46.05 .0.0.750L.0.7505.0.5250E4 1 Dap.L. 18.50 n 1 0504 0.125 26.52 26.2 8790 5283 1.00 1.00 514 6008 46.05 r .0.600./.31 v L Cl: Column for deck beams Hcol 16ft Height of column Point loads at supports of beam B2 & B6: PDL := 2.0.4267k+2.96k PDL = 3813.41b PLL := 2.0.6755k+ 3.7k PLL = 5051 lb PSL := 2.0.6755k+ 3.7k PSL = 50511b Use: HSS 6x6x1/4 See attached pad Fl: New Footing atColumn_C1 Height of Column Pt := PDL+ PLL Pt = 8864.4 lb Pt z Areq :=Areq = 5.91 ft 1500•psf b b = 2.431ft Use 3'-0" x 3'-0" x 2'-0" w/(4)#5 EW BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno.California 93711 Engineer: SH b Title Block Line 1 Protect Title: Title Block Line 1 Project Title You can chage this area Engineer: Ponied ID: You can charge this area Engineer Pried ID. using the'Settings'menu item Protect Descr using the'Settings'menu item Protect Descr and then using the'Panting& and then using the'Printing& Title Block'selection. Title Block'selection. Title Block Line 6 Prided io vOs 2012 none Title Block Line 6 T.NOS 20,,:ON Steel Column Fie:Oa drwng12012,121094s5iCeculeaea112109 Cert.4 es Steel Column role 0ldswn9x120,Z1,2109brykCticuleeons,;2,09 OeIe1eW �� ENERCALC.INC.1953.2012.12W141.1211.5,Vedi.1211.5 ENERCALC.INC,983-2012,Build6 12.11.5.Verb-12.115 1 Descrption: C1:colonel for deck Description: C1-column fix deck Code References Maximum Reactions-Unfactored _ Note Only non-zero reactions are listed Calculations per AISC 360-05.IBC 2006,CBC 2007.ASCE 7-05 X-X Ada Reaction Y-Y Ads Reaction Axial Reaction Load Combinations Used:ASCE 7-05 Load Combination @ Base @ Top N Base N Top @ Base 0 L Only k 5.051 k General Information _ Lr Or11y k 5.057 k Steel Section Name: HSS6x6x114 Overall Column Height 14.0 ft S Only k 5.051 k Analysis Method: Allowable Strength Top&Bolton Fixity Top 8 Bottom Pinned O.0 k 9.131 k Steel Stress Grade Brace condition for deflection(buckling)along columns' D•S k 4.132 k D•{r•S k 14.182 k Fy Steel Yreld 36.0 ksi X-X(width)axis E Elastic Bening Modulus 29,000.0 ksi Unbraced Length for X-X Axis budding=14.011.K=10 Maximum Deflections for Load Combinations•Unfactored Loads Load Combination: ASCE 7-05 Y-Y(depth)aids: Load Combination Max X•X Deflection Distance Max Y-Y Deflection Distance Urdxaced Length for 0-0 Axis buckling=14.0 ILK=1.0 0 Only 0.0000 in 0 000 ft 0.000 in 0.000 R Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. S Only 0.0000 m 0.000 R 0000 in 0.000 ft Column self weight included:265.809 lbs'Dead Load Factor D.t.r 0.0000 in 0 000 It 0.000 In 0.000 It AXIAL LOADS... D•S 0.0000 in 0.000 It 0.000 in 0.000 R beam load:Axial Load at 14.0 ft,D=3014,LR=5.051,S=5.051 k 0dr•5 0.0000 in 0 000 ft 0.000 in 0.000 ft DESIGN SUMMARY Steel Section Properties: HSS6x6x114 Bending 8 Shear Check Results Depth = 5000 in I a =-. ..--28.60 hn"4 J • 45.800104 PASS Max.Axial•Bending Stress Ratio= 0.1060 .1 Maximum SERVICE Load Reactions.. S is = 9.54 603 Load Combination +D•Lr•H Top along X-X 0.0 k Width = 6.000 in R xx = 2.340 in Location of max.above base 0.0 ft Bottom along X•X 0.0 k Wan Thick = 0 250 in 2x = 11.200 inn At maximum location values are Top along Y-Y 0.0 k Area = 5240 in52 I yy = 25600 1n54 C = 15.400 H9 Pa Axial 9.131 k Bottom along Y-Y 0.0 k Weight = 18.906 pn S yy = 9.540 In'3 Pn 1 Omega Allowable 86.113 k R yy = 2340 in Max:Applied 0.0 k-R Maximum SERVICE Load Deflection... Wax/Omega•Allowable 20.120 k-ft Along Y-Y 0.0 in at 0 0 ft above base May:Applied 0.0 k-ft for load combination: Ycg = 0 000 in Mn-y 1 Omega Allowable 20.120 k-ft Along X-X 0.0 in at 0 Oft above base fa load aombivaabn: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of 1lacabove base 0.0 ft At maximum!ration values are... o Va:Applied 0.0 k Vn l Omega Allowable 0.0 k Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios I - Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.047 PASS 0.00 ft 0.000 PASS 0.00 ft g Load 1 x +D-4.+H 0.047 PASS 0.00 ft 0.000 PASS 0.00 R m .04,+1 0.106 PASS 0.00 ft 0.000 PASS 0.00 R +04-.H 0.106 PASS 0.00 ft 0.000 PASS 0.00 ft ¢ +13+0.750Lr00.750L+H 0.091 PASS 0.00 6 0.000 PASS 0.00 ft nil .13.0.7501...0.750S.1-1 0 091 PASS 0.00 ft 0.000 PASS 0.00 ft •0.66.11 0.047 PASS 0.00 ft 0.000 PASS 0.00 ft -_ - ° +D+0.70E+H 0.047 PASS 0.00 ft 0.000 PASS 0.00 ft v vO.0.750Lr.0.750L+0.750W+H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft L 6 00i Cowes.total.rasedoalue,Amawsdonmrll.a,hwwrdl.e6on. +O+0.750L.0.7505.0.750W+H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft - -- - --- -- -- -._ +0.0.750Lr+0.750L•0.5250E+H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft +0.0.7501.0.750S+0.5250E.H 0.091 PASS 0.00 R 0.000 PASS 0.00 ft .0.60D+W+H 0.028 PASS 0.00 R 0.000 PASS 0.00 ft .0.600.0.70E+11 0.028 PASS 0.00 ft 0.000 PASS 0.00 ft 1 ITEM #2 New Relocated Entry There was a new relocated entry along gridline G. Design a new beam to span between the two pilasters. Header beam: B7 Size new steel beam below existing concrete wall to carry all gravity loads. Snow Load controls over live load. L := 13.25.ft Hconc.wall 25.ft Hwall.opng 13.1.ft Wconc (Hconc.wall — Hwall.opng)'150. lb in j.ft = 1115.625 Lb ft 12•in ft New roof 36.5.ft wtributary 2 wtributary = I8.25ft WDL DLroof'wtributary+Wconc wDL = 1407.625•plf wSL SLroof'wtributary wSL = 365'Of Existing Roof There will be a roof truss member that will be supported over the opening L := 37.5ft Length of beam DLE.Roof '= 66' lb existing roof load ft 8.25ft+ 8.25ft wtributary := 2 wtributary = 8.25 ft PDL DLE.Roof'wtributary'L @ midpt PDL = 10209.375 lb Use: HSS 12x5x5/16 See attached ()oz) BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH Qt7 Tile Block Line 1 Project Title Title Bock Line 1 Project Title: You can change this area Engineer: Project ID: You can change this aea Engineer: Project ID: using the'Settings'menu item Project Descr using the'Se(6ngs menu item Project Descr: and then using ihe'Pdnbng& and then using the'Printing& Tile Block'selection. Title Block'selection. Title Block Line6 vna.a 20eov2012 52500 Title Bock Line 6 A.wc mxevmiz 55500 Steel Beam Fie:O:tanse9.u0m1210xid ic4M0oe112109awdua ` Steel Beam F4 0:ea.nosvotnul�1ut99exn4 s ENERCALC.INC.19612012,Bu9ai.1211.5.26:6.1211.8 ENERCALC,INC,19912012.Buie:6,1111.5,Vr6.12115 Description: 67:Feeder beam-gaiety Description: 67-Header beam.gravity CODE REFERENCES Load Combinason Max Stress Ratios Smeary of Moment Values Sun aly of Sher Values Calculations per AISC 360-05,IBC 2006,CBC 2007,ASCE 7-05 Segment Length Span# M V Mmar• Minn- Ma-Max Mra Ala/Omega Cb Rxn Va Max Via N1x0Ornega Load Combination Set:ASCE 7-05 +0.600.W.H Ow.L= 13.2511 1 0.410 0.075 3697 3697 15875 95.06 1.00 190 8.75 19428 116.33 Material Properties .0.600.0.706.H Analysis Method:Allowable Strength Design - -_ Fy:Steel Yield: 50.0 ksi - -- Dsgn.L= 13.25 0 1 0.410 0.075 38.97 38.97 158.75 95.06 1.00 1.00 8.75 194.28 116.33 Bean Bracing: Beam is Fully Braced against lalerabtorsional buckling E:Modulus: 29,000.0 ksi Overall Maximum Deflections-Unfactored Loads Bending Axis: Major Axis Bending Load Curb/wean Load Combination ASCE 7-05 Span Max' Del loorknh 9pn Load ConWubon Max.Dell Lxa1n m Span D•5 1 03951 6.625 00000 0.000 D(10.3) Vertical Reactions-Unfactored Support notation:Far tell a#1 Values in KIPS 0(1.408b S(0.365) Load Combination Support 1 Support 2 i • • i Cveral MAXanum 16.993 16.199 0 Only 14.575 14.381 S Only 2.418 2.418 D.S 16.993 16.799 Span=13.250 ft HSS12x6x5/16 Applied Loads Service loads entered.Load Factors WS be applied for calculations. Uniform Load:D=1.406,S=0.3650 k/ft.Tributary Width=1.0 A,(wall loads) Point Load:D=10.30 k 06.50 A,(Roof Truss) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.768:1 Maximum Shear Stress Ratio= 0.146:1 Section used for this span HSS12x6x5/16 Section used for this span HSS12x6x5/16 Ma:Applied 72.961 k-ft Va:Applied 16.993 It Mn/Omega:Allowable 95.060 k-ft VNOmega:Allowable 116.334 k Load Combination .D+S.H Load Combination •D•S•H Location of maximum on span 6.4935 Location of maximum on span 0.000 A Span#where maximum occurs Span#1 Spat#where maximum occurs Span#1 Maximum Deflection Max Downward L•Ln.S Deflection 0.048 in Ratio= 3,325 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.395 in Ratio= 402 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summery of Moment Values Summery of Shear Values Segment Length Span# M V Mmax• Mmax- Ma-Max Nine MnxtOmega C6 Pon Va Max Via VnxlOnrega 0 Only Own.L= 13.25 6 1 0.683 0.125 64.95 6495 158.75 95.06 1.00 1.00 14.58 19428 116.33 •O•L.H Dagt L= 13.25 0 1 0.683 0.125 6495 64.95 158.75 95.06 100 100 14.58 19428 116.33 •o•Lr.H Deg.L= 1325 ft 1 0.683 0.125 64.95 64.95 158.75 95.06 1.00 1.00 14.58 194.28 116.33 •0=5.14 Dep.L= 13.250 1 0.768 0.146 72.96 72.96 158.75 95.06 1.00 1.00 16.99 194.28 116.33 •D•0750Le.0.750L41 Dean.L= 13.2511 I 0683 0.125 64.95 64.95 158.75 95.06 100 1.00 14,58 194.28 116.33 .0.0.750L.0.7506•11 Devi L= 1325 A 1 0.746 0.141 70.96 70.96 158.75 95.06 1.00 1.00 16.39 19426 116.33 •0•300•41 Devi L= 13.25 5 1 0.683 0.125 6495 64.95 158.75 95.06 1.00 1.00 14.58 19428 116.33 .0.0.70E.14 Dag o.L= 1325 6 1 0.683 0.125 64.95 64.95 158.75 9596 1.00 100 14.58 194.28 116.33 .0.0.75OLr.0.7501..0.750W41 DsPI L= 1325 A 1 0.683 0.125 64.95 64.95 158.75 95.06 1.00 1.00 14,58 194.28 116.33 .0.0.750L•0.7506.0.750 •H Dagn.L= 13.258 1 0.746 0.141 70.96 7016 158.75 9506 1.00 1.00 16.39 19428 116.33 .0.0.7531r.0.7501.0.5250E41 Dagn.L= 13.25 0 I 0.667 0.125 64.95 6495 158.75 95.06 1.00 1.00 1458 19428 11633 .0•0.750L•0.7505•0.5250E41 Dspu L= 1325 f 1 0.746 0.141 70.96 70.96 155.75 95.06 1.00 1.00 16.39 19428 11633 -9 Out of Plane Loading: Check HSS beam for out of plane loading: L := 13.25.ft Length of beam Hconc.wall 25•ft Height of wall Hwall.opng -= 13.1•ft Height of opening Lateral Loads: Exposure C V := 85 Kzt := 1.o Kz := 0.90 Kd := 0.85 qh := 0.00256•Kz.Kzt•Kd•I•V2•psf qh = 14.149 lb ft p = gh[(GCp)-(GCpi)] EQ 6-22 (Components and Cladding Low Rise Buildings) GCp 1 •= 0.8 External Pressure Coefficient(Positive Face) GCp 2 :_ —0.9 External Pressure Coefficient (Negative Face) GC pi := 0.18 Internal Pressure Coefficient Windward Pressure pww := gh•FGCp.1 - (-GCpin pww = 13.866•psf Leeward Pressure plw q h•FGCp.2 - �GCpi)1 plw = -15.281•psf IPlwl = 15.281 lb— ft Hconc.wall 2 Hwall.opng Pw Iplwl Wind Forces acting on beam Pw = 90.924 ft HSS 12x6x5/16 is Ok See attached a\ BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH 'LO Title Block Line 1 Project Tile: Title Block Line I Project Title: You can change this area Engineer. Project ID: You can change this area Engineer: Project ID. using Me'Settings'menu leer Project Desor using the'Settings'menu item Project Descr. and then using the'Printing& and than using the'Pnnhng& Tile Block'selection. Title Block'selection. Title Block Line 6 _ r',,0.a 27 NOV IT,0 vry Title Block Line 6 Von.20 NOV 20.2 0,,AI Steel Beam Fie:Ctilmelnort2012112109104o1Calculeices112109 WAN 4• Steel Beam Fin O'ue.npaltomulasla ylC luaian.n7109 deb4me LNEACALC.INC.19032012 BudC6.1211.5,Ve-6.12.11.5 ENERCALC.INC.19532012.8utltr6.1211.5.Ve 6.12115 Lic.0:KW-06004793 Licensee:BRAD YOUNG 8 ASSOCIATES Dest]iplion: 67 Header beam-wind Description: 67:Header beam-wind CODE REFERENCES Load Comoinabon Max Stress Ratios Summary of Moment Values Summary al Shear Values - Calculations per AISC 360-05,IBC 2006,CBC 2007,ASCE 7-05 Segment length Span a M V Mmax• 14max- Ma-Max Mrs flklxiOnitpa eb Pon Va Max Vra WoJOrr ape Load Combination Set:ASCE 7-05 Dsgn.L= 13.25 ft 1 0.043 0.012 2.00 2.00 76.84 46.01 1.00 1.00 0.60 82.36 49.31 4600.670E.H Material Properties _ _ Osgn.L. 13.25n 1 0.000 76.84 46.01 1.00 1.00 -800 82.36 4931 Analysis Method:Allowable Strength Design Fy:Steel Yield: 46.0 ksi Overall Maximum Deflections-Unfactored Loads Beam Bracing: Beam is Fully Braced against lateral-torsional budding E.Modulus: 29,000.0 ksi Load Combination Span Max-De# Location b Span Load Combination Mat'.'Deb Location N Spm Bending Axis: Minor Axis Bending Load Combination ASCE 7.05 w Orgy 1 0.0349 6.691 0.0000 0.000 ------ Vertical Reactions-Unfactored Support rotation:Far left b#1 Values In(IPS W(0.091) Load Conbinatlon Slpport1 Support • • -• - -- r Overall MA70murn 0.603 0.603 • W Only 0.603 0.603 1=, Span 13.250 ft HSS12x6x5/16 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load:W=0.0910 k7R,Tributary Width=1.0 ft,(wall loads) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.043:1 Maximum Shear Stress Ratio= 0.012:1 Section used for this span HSS12x6x6NB Section used for this span HSS12x6x6M 6 Ma:Applied 1.997k-ft Va:Applied 0.6029 k Me 7 Omega:Allowable 48.015k-ft VIVOmega:Allowable 49.315 k Load Combination .D.W*H Load Combination +D.W+H Location of maximum on span 6.6258 Location of maximum on span 0.000 ft Span#where maximum occurs Span 01 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L•Lr•S Deflection 0.000 in Ratio= 0<240 Max Upward L•Lr+S Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.035 in Ratio= 4552 Max Upward Total Deflection 0.000 in Ratio a 0<160 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Rears Summary of Moment Values Summary at Shea Values Segment Length Span a M V Mmax+ Mmax- Ma-Max Mny Mny/Omega CO Ron Va Max Vny VnpOrrega D Only Dsgn.L= 13.25 ft 1 0.000 76.84 46.01 1.00 100 -0 00 82.36 49.31 .D•L•H Dag.L= 13.251 1 0.000 76.84 4601 1.00 1.00 A 00 82.36 49 31 •D+U.H Dagn L= 13.25 ft 1 0.000 76.84 46.01 1.00 100 -0 00 82.36 49.31 +0.644 Dap.L= 13.25 ft 1 0.000 76.84 46 01 1.00 1.00 -0.00 8236 49.31 •0•0.750Lr.0.75OL+H Dam.L= 13.2511 1 0000 76 84 46.01 100 1.00 -0.00 82.36 49 31 •O.0.750L.0.7505•4 Sr.ag L= 13.25 ft 1 0000 76.84 46 01 1.00 700 -0 00 82.36 49.31 •D•w•ti Dap.L= 13,25 ft 1 0.043 0.012 2.00 200 76.84 46.01 100 1,00 0.60 82.36 49.31 .0+0.706.11 Degn.L= 13.25 ft 1 0 000 76.84 46 01 100 1.00 -0 00 8236 49.31 .0.0.7501 x•0.750 L+0.750 W H Degn.L= 13.2511 1 0.033 0 009 1.50 150 76.84 46.01 1.00 100 0 45 8236 49.31 •0•0.7501•0.7500.0.75000.4 Sagn.L= 13.25 ft 1 0.033 0009 1.50 150 76.84 46.01 1.00 1 W 0.45 82.36 49.31 •0.0.7501r.0.750L.0.5250E+H Sign.L= 1225 8 1 0 000 76.84 46.01 1.00 1.00 -0 00 82.36 49.31 .0.0.7501.0.7505.0.5250E•H Dsgn.L= 13,258 1 0 000 75.84 46.01 1.00 100 .0 00 8236 49.31 1 .0,600.46.0 ITEM #3: (N) Timber Truss There will be a new timber truss a the eastern wall along gridline G. Design the truss for gravity and wind loads. Ltruss 23.5.ft w := 36.5 'ft+3'5.ft W = 21.75ft tributary := tributary Tributary width to Truss F := 4 Roof slope (inches rise per foot of run) At Ltruss'wtributary At = 511 125n L� := LLroof At := if At <_ 200.ft 2,1 ,if At < 600•ft2,1.2— .001• 2 ,.6 R1 = 0.689 ft i R 2 :_ if(F s 4,1 ,if(F < 12,1.2— .05.F,.6)) R2 = Lr •= L0•R1 •R2 Lr = 13.777•psf wDL DLroof'wtributary wDL = 348•plf wLL Lr•wtributary wLL = 299.661 .plf Cs := 0.75 Roof slope factor wSL Cs'SLroof'wtributary wSL = 326.25•plf BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH Truss Wind Uplift Forces (Pitched Roof) V := 90 KZ := 0.70 KZt := 1.0 Kd := 0.85 I := 1.0 qh := 0.00256•K .Kit•Kd•V2•l•psf qh = 12.338 lb-2 ft GC, :_ —1.2 • • 0.18 GCp P1.int qh•(GCp— GCpi) —lb P1.int = —17.026 ft w (2. . + 3.5 •ft Tributary width to Truss w = 21.75ft tributary ) tributary Wwind P1.int•Wtributary WWind = —370.323 ft Use: 5-1/8" x 12" 20F-V13 chords and 5-1/8" x 7-1/2" 20F-V13 webs Alaska Yellow Cedar#1 See attached RISA Output () 3 \ BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH 2 ; .Y i .Z .X I ‘46/3/''' 44194 05 5 ,, :4470 M4P A v 2 = 104 14 ��? 423 co 0 1 • 443 `�1 ' �`ti rn 4411 2 M27 M28 M20 1 M21A M33 M34 12 41 5 3 8 2 10 Solution: Envelope Brad Young &Associates SK- 1 _ RUCW Wood Truss redo Nov 20, 2012 at 2:18 PM 12109 Wood Truss-delta 4.r3d Company . Brad Young&Associates Nov 20,2012 Company : Brad Young&Associates Nov 20,2012 Designer : RUCW 2:26 PM Designer : RLJCW 2:26 PM Job Number : 12109 Wood Truss redo Checked By:_ Job Number : 12109 Wood Truss redo Checked By:_ Global Global,Continued Display Sections for Member Calcs 5 _ Seismic Code ASCE 7-05 Max Internal Sections for Member Calks 97 Seismic Base Elevation(ft) Not Entered Include Shear Deformation? Yes Add Base Weight? Yes Include Warping? I Yes Ct Z .035 Trans Load Btwn Intersecting Wood Wall? Yes Ct X .035 Increase Nailing Capacity for Wind? Yes T Z(sec) Not Entered Area Load Mesh(in^2) 144 T X(sec) Not Entered Merge Tolerance(in) .12 R Z 3.5 P-Delta Analysis Tolerance 0.50% R X 3.5 Include P-Delta for Wags? Yes Ct Exp.Z .75 Automaticly Iterate Stiffness for Walls? No Ct Exp.X .75 Maximum Iteration Number for Wall Stiffnes 3 SD1 .945 Gravity Acceleration(ft/sec^2) 32.2 SDS 1.678 Wall Mesh Size(in) 12 S1 .945 Eigensolution Convergence Tol.(1.E-) 4 TL(sec) Not Entered Vertical Axis Y Occupancy Cat I or II Global Member Orientation Plane XZ Seismic Detailing Code ASCE 7-05 Static Solver Sparse Accelerated Dm Z 2.5 Dynamic Solver Accelerated Solver Om X 2.5 'Rho Z 2.25 — Hot Rolled Steel Code AISC 13th(360-05):ASD Rho X Adjust Stiffness? Yes(Iterative) RISAConnection Code AISC 13th(360-05):ASD Cold Formed Steel Code AISI NAS-01:ASD Basic Load Cases Wood Code AF&PA NDS-05108:ASD Wood Temperature <100F BLC Description Caleaory X Gravity Y Gravity 0 Gravity Joint Point Dietribut.ArealMe...Surface(.., Concrete Code ACI 318-05 1 DL DL 1 8 Masonry Code ACI 530-05:ASD 2 RLL RLL I 8 Aluminum Code AA ADM1-05:ASD-Building 3 SL SL I 8 4 WL WL I I 8 I Number of Shear Regions 4 Region Spacing Increment(in) 4 Biaxial Column Method Exact Integration Envelope Wood Code Checks Parme Beta Factor(PCA) .65 M•.i• r.-• h ,. •,.0 c'L i F L 3• Concrete Stress Block Rectangular 0 M4 r r OFI marina r nnaa 1.154 (�•L�FI13.6.3 Use Cracked Sections? Yes `R®31E1313 FI4111F11111EINIMI3EMEITJ39-1 i Bad Framing Warnings? No KE®IMEI r:• s F1[r-90111Fl 1.186 •56®F1!3.9-3 Unused Force Warnings? Yes E>mZEMBI 1•111Ir'Rr71:117F7iRFSi ®F13-9-3 Min 1 Bar Diem.Spacing? No ® «. 1 MIM r r r1FIMITT=1: '1IZEIZEIFT:113.9-3 Concrete Rebar Set REBAR SET A5TMA615 WMITJEM® T.Iin 7inl7nminimurtn®vn3.9-3 Min%Steel for Column 1 0EI !r r P1F/MINFZINIFIMEEIMMF?313.9-1 Max%Steel for Column 8 U EIE i1FilEPIE7L7FIi1[MIIIMI®F113.9-3 WEITI l® FIFIR[,]17Flilla'[ IESIM1•-13.33 Q>t11711» MIDIMIRI[ 7[rl{7Ri1riff=1MI®FZ3139.3 i4LTIM7® ©Fl1lrrIL1FINNEETIIMU. IF713.9.3 iFIEWIMEINI iFM EIFIRMINFli[ ®F1113.9-1 ilr7mMEEM _iR r• r 17F/IMEMIIIMIIIIIIIIIIIFI313.9.1 i[iEFZEBEEMII �FIREIEE17F/WE!»EBEEMIKTI3.8-3 iFiEITIMEDEI 0F11113EICIL7F7®IMI®F 13.9.3 i[lIM1MIE121!I MIIMPUMEINFIRIMIEE311111111MIUMMIKEZEIEEIRII 3a3 mm® 0© r r LIFRMIEEMRI>t -F7:11 31-3 iCi[.RiP1EISEUE11 _4MIR C?7E17FRMILTIMIIIM® 13.9.3 ML•1® t'F/IMEN 7F/®Ifl®IKEI3.9-3 FZr7ITF;r7EEESO ■FlIMF/ L7R1iRMi1MIXEMEEIFxTi13.8-1 F;WY MEUE1 r•= T�R r- r L7RFiRMiM®FZT113.9-1 FTIMI® r:• fir» rr: L7R1i101MIR '7®F 113.9-1 IRIMI® 086 aPSiMER.008 r L70is®1 MINEINEEIFI13.9-1 RISA-3D Version 10.0.1 [0:\drawings12012 112109\dwg\Calculations\Wood Truss-delta 4.r3d] Page 1 RISA-30 Version 10.0.1 [0:\drawings\2012\12109\dwg\Calculations\Wood Truss-delta 4 r3d] Page 2 Ni Th Company : Brad Young&Associates Nov 20,2012 Company : Brad Young&Associates Nov 20,2012 Designer : RUCW 2.26 PM Designer : RUCW 2:26 PM Job Number : 12109 Wood Truss redo Checked By:_ Job Number : 12109 Wood Truss redo Checked By:_ Joint Coordinates and Temperatures(Continued) Wood Design Parameters Label X[R1 Y181 Z 1ft] Temp[Fl Detach Front Dia.p Label Shave Length., 'err 1e11t11 le-bend toot.. le-bend botlftl Kw Kzz CV Cr v sway z sway 3 N3 8.75 0 1 M4 Web 5 1 - 4 N4 8.75 5 _ 2 M3 Top Chord 6.166 I 5 NSA 1.5 2.5143 3 , M5 Top Chord 2.463 6 N5 3.83 0 I 4 , M4A Top chord 1.586 7 NO 16 2.5143 5 Mb 0 Top Chord 2.463 8 N8 13.67 0 6 M10A Top Chord 1,586 9 N10 23.333 0 7 M11 Top Chord 6.166 10 N12 -5.833 0 8 M14 Web Sup., 2 11 N14 0 2 9 M15 , Web 3.313 12_ N15 3.83 3.313 10 M18 Web 3.313, _ 13 N18 13.67 3.313 . 11 M19 'web Sup... 2 14 N19 17.5 2 I 12 M21 Web 3.428 , 13 M26 Web 3.428 - 14 M27 (Bottom C.--5,833 Load Combinations 15 M28 Bottom C... 3.83 Description $ol...PD...SR..,BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 16 M33 Bottom C... 3.83 r 1 DL Yes DL 1 17 M34 'Bottom C...5.833 - 18 M18A Top chord 5,201 2 DL+LL Yes DL 1 RLL 1 _ , 19 M19A Top chord 5.201 3 DL+W Yes DL 1 WL 1 20 M20 Bottom C... 4.92 I 4 DL+0.75W+0.75LL Yes DL I 1 WL .75 RLL, .75 , 21 M21A Bottom c... 4.92 5 0.6DL+W Yes DL I .6 WL 1 22 M22 I Web 5.931 , 23 M23 Web 5.931 Member Distributed Loads(BLC 1:DL) Member Label Direction Start Maanitudefk/ft.F1 End Maonttudef...Start Locationft..End Locationfft.%' Wood Section Sets 1 M3 Y -.348 -.348 I 0 Label Shane Type Desion List Material • sign Rule A fin21 lw tin41 tzz final J Iin41 2 _ M4A Y -.348 -.348 0 1 'Top Chord 5.125X12FS Beam Glulam Westem 20F-V13 Typical 61.5 134.611 738 393.972 3 M5 Y 348 348 0 2 :ottomCho..5.125X12FS :earn Giulam Western ii - 3 .ical 61.5 134.611 393.97 4 M18A _Y -.348 -.348 0 5 M19A Y 348 348 0 taigiii 5.125X12F5 Rectangular 20F-V13 ®®®®® 6 M10 Y -.348 -.348 0 5.125X7.5FS� Rectan. I,r r - FPr7L I 71�''.5R'�fE:r]i►Lyf 4:F] ` 7 M10A Y -.348 348 0 8 M11 _ Y -.348 -.348 0 Joint Boundary Conditions Member Distributed Loads(BLC 2•RLL) Joint Label X11061 Y[kAni Z[kiln[ X Rot.[k-tt/radj Y Rol.[k-1Vrad[ Z Rot[k-tt/rad] Footing Member Label Direction Start MaandudefWft.F] End MaankudeL..Start LocatlontR...J:nd Locationlft.% 1 Ni Reaction Reaction Reaction I ] 1 2 N2 Reaction I , M3 Y -.3 M4A Y -.3 -.3 3 N3 Reaction 2 3 M5 Y -.3 3 4 N5 Reaction 4 M18A Y -.3 -.3 5 N8 Reaction 5 M19A Y 6 N4 Reaction 6 M10 Y -.3 -.3 7 N5A Reaction 7 M10A Y -.3 -.3 8 , N9 Reaction 8 M11 Y -.3 3 9 N15 Reaction 10 N14 Reaction Member Distributed Loads(BLC 3:SL) 11 N18 Reaction 12 N19 Reaction _ Member Label Direction Start MagnitudefkM,Fj End Magnuudef...Start Locationfft..End LooationlR,% 13 N10 Reaction 1 M3 Y -.33 -.33 , 14 N12 _ Reaction 2 M4A Y -.33 -.33 3 M5 Y -.33 -.33 4 M18A Y -.33 -.33 Joint Coordinates and Temperatures 5 , M19A Y -.33 -.33 6 M10 _ Y -.33 -.33 Label X[ft] Y fel Zlal Temp[Fl Detach From Deep. 7 M10A Y -33 -.33 1 N1 0 0 i 0 -7---- 0 1 8 , M11 Y -,33 -.33 I 2 . N2 17.5 0 0 I 0 RISA-3D Version 10.0.1 1O:\drawings\2012\12109\dwg\Calculations\Wood Truss-delta 4.r3d] Page 3 RISA-3D Version 10.0.1 1O:\drawings\2012\12109\dwg\Calculations\Wood Truss-delta 4.r3d] Page 4 \v 6- Company : Brad Young&Associates Nov 20,2012 Company Brad Young&Associates Nov 20,2012 Designer : RUCW 2:26 PM Designer - RUCW 2:25 PM Job Number : 12109 Wood Truss redo Checked By Job Number 12109 Wood Truss redo Checked By Member Distributed Loads(BLC 4:WL) Member Primary Data(Continued) Member Label Direchorl__ _Start Maanitudefkte Fl .End Magnitude] Start Locationtf,,,=nd LocationtfL%1 Label I Joint J Joint K Joint Rotatetdea SectioNShaoe Tyoe Design List Material pesign.Rulles 1 M3 Y .372 ,372 0 0 21 M21A N3 N8 I Bottom Chord Beam iGlulam west.. 20F-V13 I Typical 2 M4A Y .372 .372 0 0 22 M22 N15 N3 I Web Column Rectangular 20F-V13 I Typical 3 M5 Y .372 .372 0 0 23 M23 N3 N18 I Web Column Rectangular l 20F-V13 I Typical 4 M18A Y I .372 .372 0 0 5 M19A Y .372 .372 0 0 6 M10 Y .372 .372 0 0 Envelope Joint Reactions 7 M1 Y .372 .372 0 0 Joint X fk1 LC Y Ikl LC Z jk) LC MX Doti LC MY(X-Ill LC MZ fk-R1 LC 8 M11 1 Y .372 .372 0 0 1 N1 max 0 2 10.61 0 • 1 0 0 1 F111-1:11 011011111FAMIU OMINDEEENIIIII IItalll Wood Material Properties ©Mf�G100��0int•�o0i70 1 D11■11G700IIIML7EivUtMIIiMEIIIMMIll —_-. be _ les Glad- r u. 1r.rr• •-ri l.. © It ' U . IIIIINV'ri'oQOMMI 1 4• - 3 OF-V13 AY na Y= MIMI .3 .035 11111-G _ 1__11171t7111111MEINEF'IUNIU FA i1111 -4,0 .1172';^"^g_:atyllil No.1 MallillEM •35 0®O _t�_•1111001MMINIMMINIIIIlMIt11115111t7111 NM •Southern Pine No.1 1 .035 omGaMENN0000�ooIM��M� Hem-Fir No.1 1 .035 Q7-G7110ot_i■t_i�t�i�0i1tM --Pine-fr No 1 flfl .135 siimunsom000000000E'0 +4F-1.8E OF B... 24F-1.8E DF BAL na 1 .3 .3 .035 STS-Get•'O______ _�iMI_i'MEIM ��i' IF•i.eE OF U.. 24F-1.8E DF UNBAL na 1 ,3 .3 .035 �i ���mt�DO�t•�OtMi�t•�imw= .4F-1.8E SP B... 24F-1.8E SP BAL na 1 .3 .3 .035 RM�G7G1t7fr�t___ ___ __ ____tip______ �•� • +4F-t.9ESP U.. 24F-1.85 SP UNBAL na 1 .3 .3 .035 EM 1 DOfiUO�iMt•��Mt•�fiUt•� VL-PRL Corn... VL PR 1F na 3 1 T1-r�i tit•BEEi�tMEZM•�I<rMt•�Ii'=•�IiMW� 12 VL-PRLCatrt.. LVL PRL 2.0E 2900F na 1 .3 .3 .035 m N15 m 0 1 0 H 0 1 0 0 Es 0 1 IN ir�i • 1 0 • • • Material Takeoff IFT1■17NIMMIKEIMMEMIMMIIMMMIIIIIIIIIIMM7ZIMMM Mg _enal _ Size Piece Llnothdltl WeIQMfKI ®�=©t•�DOEiEOtiMt��iNI01i1t•� 1 1 Wood F'1■0111•�0�•�1i1E•�ti�t•��tEM•NOt•� 2 20F-V13 5,125X12FS 16 64 1 ��_____ MOtMEE<�ItIt•��EO�iIN�� 3 20F-V1 5.125X7 5 7 30.3 .3 ��-°�`1•��M�INEMMMEM�i���iM�� 4 I Total Wood I I 23 94.3 1,2 • t•E ��000INI•��='�MilMtE Member Primary Data m�G�G1______ t•MiINt•�i�0i�ltr� Miit'�0MM© tSIMI0<iINNIIIIIIIIIIIIIIMMIIMIII■ Label I Joint J Joint K Joint Rotateldeal SectioMShaoe Tvoe Desion List Material s'•n Rues 30 min 0 4 -4288 5 0 1 1 _ M4 N3 N4 Web ColumnlRectangular 20F-V13 I Twice 2 M3 N12 N14 Top Chord Beam IGlulam west.. 20F-V13 1 Twice 3 M5 N5A N15 Too Chord Beam IGlulam_West...l 20F-V13 Tvpica Envelope Member Section Forces 4 M4A N14 N5A Too Chord Beam(Glutam West...l 20F-V13 Tvoica Member Sec Axialfk LC y Shear LC She... Torau. LC -v Momemfk-ftl LC z-z Momen(fk-111 LC 5 M10 N18 N9 Too Chord Beam Glutam_west...l 20F-V13 J Twice _ M4 1 m...11.311 • 1 0 1 • 1 0 1 0 1 6 M10A N9 N19 Too Chord Beam IGtutam_West._I 20F-V13 Twice FAI--m15MIEMtEEi■<INI��_O�'�i■�' 7 M11 N19 N10 Top Chord Beam Glutam_West... 20F-V13 Twice 1W11■ 1111:1111MIWIIIIMMIIIMIMMICIUMIIMMIWNIMIIIMILMIIIIIME 8 M14 N1 N14 Web Support Column Rectangular 20F-V13 Twice V. IHINIVE`•_____ `•'i■�i��•'iII 9 M15 N5 N15 Web Columni Rectangular 20F-V13 Tvoica Ei-M»�EEDOIIMEIMIIIIB • • E111 10 M1$ N8 N18 _ Web ColumnlRectangularl 20F-V13 Twice W111_-=11MINIMI______ ' INME11�•'i_�•'i� 11 M19 N2 N19 Web support Column Rectangular l 20F-V13 Twice 0-ME'®�EE�•M NN lntMEM r • i■ 12 M21 N5 N5A Web Column Rectangular 20F-V13 Twice u--2211E771111MM______ '��•'0aiM�i� 13 M26 N8 N9 Web Column Rectangular 20F-V13 Typica It'-��®��E�W'EIM'nr' AI • • iM 14 M27 N12 N1 Bottom Chord Beam Glutam_West... 20F-V13 Twice 15 M28 Ni N5 Bottom Chord Beam Glutam West... 20F-V13 Twice R•ll--®�!•c1©tMEIM�IIt�tiII�'MI0�♦ 16 M33 N8 N2 Bottom Chord Beam IGlulam west...) 20F-V13 Twice EIE���_J��MM�FINMIIKMEMI '���`M 17 M34 N2 N10 Bottom Chord Beam IGiulam West_.; 20F-V13 Twice EF1--®S �EE_`��rrlIllt•�i'�1'i���?_Fi 18 M18A N15 N4 Too Chord Beam IGlulam West...) 20F-V13 Twice _`���'��MEEE EF/N71I<11���I ill 19 M19A N4 , N18 Too Chord Beam Olulam_West... 20F-V13 Twice RI��®S`�';` EE�`MI� '°EItr�0 �IM NI 20 M20 N5 N3 Bottom Chord I Beam IGIulam_Wes... 20F-V13 Tvoica ®-�'�®EE •.' �EMOAO r 16 min 3.565 2 -.453 - 2 0 1 0 1 0 1 1 -.53 2 RISA-3D Version 10 0.1 [O'\drawings\2 01 211 2 1 0 9 1dwg\Calculations\Wood Truss-delta 4.r3d) Page 5 RISA-3D Version 10.0.1 [O:\drawings\2012112109\dwgZalculations 1 Wood Truss-delta 4 r3d] Page 6 N Company : Brad Young&Associates Nov 20,2012 Company : Brad Young 9 Associates Nov 20.2012 Designer : RUCW 2:26 PM Designer : RIJCW 226 PM Job Number : 12109 Wood Truss redo Checked By._ Job Number : 12109 Wood Truss redo Checked By:_ 1 Envelope Member Section Forces(Continued) Envelope Member Section Forces(Continued) em•. :.d. -, •,ri •men L-r ,L- M r c 1. h- k M• I.- •m-u L-i lal lam'}SWIM______ �M��M0IiM�© m 3 m...8.716 NE� r t�©�00000�© • ©_____ IKMMII ♦i1�© Ili 5 MMINIUMEMIi1lIi■t�i■ 1111 m �©6 F1IIilt•Ii1MIW1•i1NNIMMIM m 4 m.. 8.709 IIF>tIMIN©IIIMODi♦ ■0IIIMIPTIM© ® ©®F1SVIMtt•IDOi11Mil3MI© liTINIMMIMIMMIIIINIIIM1151CalIFINIIIIMIIISMMIMIIIMUMMUFMEM II ©EMMEIR• INE1i1t1•i1 .'•_i1 E1 1INCEI©ITi17©DD • DES�© ® EW I 008 11111Ai1IID ■i1M=ITMI© m 51MWMI ETZi_FilMEIDt>•i■tIIIMIi1•IIMIL1•Wi m 1NIkl©IER:I IMIMM IW1•i1•t1•i1• 171.NIIEIMINIPMWYMMNMEIMEINIMM11011111010MMINIMIEM ® U l© 098 FIDIIS7s10i1■IMMI© 0S EF.SLIMIMINE1•FIt1•i1IM• )•DMMIZII=WM • _____ ThIl t•>•iBl a ! ©_r•F_Fioltoiloo >•_ ©MPAIIIi0M1tI I ZEMIM •lril [! EIF5F7MIIIMMF/NMEIAi■_IIIMIMINIS5PMsa FrIMIIMINIIINIMMEMIMMIEITMFINIMEIMIIIIIIIIIIIMINZEIMIPMIWA Fri■iMZIEIRMWMERMINN71111M1111111M7■11MIIMIMMIIIMI mFn M�©�©oM•tI000�© m EFM]EIt!&'I■F10it0i■oi11 11/1 ®E11161F IF100tI0111111101=iUNIM>•Gi 4.286©IM©N IE EU■. O z m ©IMITh10M1o00 5.862 o 01XIMM__7F101foDOi■��IM ® mm .039 -1.092 0 0 Q 0 -1.211 m �1M>t_•1f©IIIiIIi1�•�0�1.1 2 m... .095 ® 5.•55 ® 0 0 N • 3.809 UI �©_____ Ill�il♦�•i1®111 F i•F 71•�61•k 1E1117ilt>fii��il�Ei m l�iM��Fil<>liIMAIM�>•i•MEMMWA ©■ .096 NEVIIKEINEFINIMIIMEZIWNIIINCIIIMINMEIMMIIIMI [_F7 1FILI©_____ IIMMEMo®� MMEFFliFIMMIII i■�•�i■ 3IM� m MWM7©oAIMINIt>_o I111101 ® ©EKTI©OM1IIS100 D E7 1911FIMIMMI 7Fit•III<•IilI ZED© iAM 1©Sltitl•Ii1 EIN!II•FI.1MI m lIMMIMMEIF1SItM10i10S1IMIrEEMISI MIIIIIIIIMING1111EMICE7MICIIIIIIMININIIIIII7MMEIIMEEMIIIIMI E ECE1i1EIt______ t•IIIMMEM •>•i■ �. fI Grf 15F7NIMErri■�A<InOt•�i1i�WM m [lF ilt�'IF1EMOCEi100�© m � . 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U * F-i1 FFRI©ISTENFltlittIME11 iSMIIil•ES ® 1711©R_____ t1•iSOiS���Ei m �©®©oltoSSOO�© IFT:� 0137© SFIMINits7i1tMINIi1 -.083 U 117 EIf_lEi7Flllits7i■IIIIIIC I■IM IFTh ©.212•FIC MICINIs10i1INIMIIM© m ©SIM©NMEI t 0 1 .258 © 1FF I MiDilt_____ 1lIi10i1��FI MFM 5117[7©Qit 2FZt111111•If1 • its -1. 9 MI M1F' 5 m-. .896 © 7FZEMMIIEMIDIIIIIM=IIDMMIIIIMIlEil ® 2 m...EFFEI©EME11©•7111MI111MO 0 1 1 101 MI 130 min •.582 2 -.098 5 0 1 0 1 0 1 -.853 2 RISA-3D Version 10.0.1 [0:\drawings\2012\12109\dwg\Calculations Mood Truss-delta 4.r3d] Page 7 RISA-3D Version 10.0.1 10:\drawings\2012\12109\dwg\Calculations\Wood Truss-delta 4.r3d] Page 8 N Company : Brad Young&Associates Nov 20,2012 Company : Brad Young&Associates Nov 20,2012 Designer : RUCW 2:26 PM Designer : RUCW 2:26 PM Job Number : 12109 Wood Truss redo Checked By_ Job Number : 12109 Wood Truss redo Checked By_ as —s Envelope Member Section Forces(Continued) Envelope Member Section Forces(Continued) eu - - L o -�L-ft L-i i - be 'all. 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II 0. HIIMENIIIIENNIM iP/■11Ml7etMUll=MEN IM NI MMEMMIIIIIEMIIMIN:r•>• irl■11 •1UoM1•o IIIIRMIIMMIIIMIIIIr•>•NNINZ4111 iFAMIMI■IIMmo•■_,>•o_r•>•o_.r_11MMoMUM 1I1_t111MrTIoot�ot1171REo___ ___�o_r•>• iF7!-ETTIMMENWI •II=Mil=MIMI=WallIMIMINIII 1171 06MaIMMIMI �:C MIZI•>•�I•.r•1•MINEr•I 1n1•1■1111MmooM>•omoMIMMIMMIIoMEM trfi _____ �,>•ottl.rMI�MMMINI ��rM ik?l�f 311W •of•>•o1111MI �t:r•1•��:MIIMI:r•>■ 1117∎©I�t•>•ot11•1o1MUMMIIIININIIIII`I•I ® 4 IMIoo 0 IiillIZEINIMIMIIIMIIIMINIIIIMMIll 194 min 0 1 0 1 NC NC NC NC '-+ RISA-3D Version 10.0.1 [O:\drawings\2012\12109\dwg\Calculations\Wood Truss-delta 4.r3d] Page 21 RISA-3D Version 10.0.1 1O:\drawings\2012\12109\dwg\Calculations\Wood Truss-delta 4.r3d] Page 22 l/3 UM Company : Brad Young&Associates Nov 20.2012 Designer : RUC VV 2:26 PM Job Number • 12109 Wood Truss redo Checked By._ Envelope Member Section Torsion(Continued) Member Sec Torauefk-Rl LC Torsion Sh.. LC v War)S..LC -z Wan)S. LC -Too War.. LC -Bot War. LC 195 3 max 0 S 1 N k N 1171■CMINIIMIIIIIIIMMIIIIIIIMMI111111•1111117IMIMIWTMI 197 4 max 0 0 1 NC NC MI 198 I min 0 0 1 NC N199 5 max 0 0 1 NC NC NC 00 min 0 0 1 N N k! I.%i��,�■ aomWI MMir_=MEM=m F1111=111rr_1 • om�,r'MMI_re_MMEr_=M3M1 FOINIMI■rMI■mIIMI,rMIIIIIMrIIIMIIIMMIIIIIIIII•.rall F1 1∎rrm��.���:���� �______ ____ 208 4 lu�fi7 ? H 0 1 _._. ■ 1. ERI 5R ° H ° 1 IFAIIIMINE1111111111 gin M22 1 R 0 11 0 1 _■_M_M_ F�©moom���ara�ar ills !H 3 R a H ? 1 HiguLI■I NC 5i 0 II 0 1 111111 NC in F®��Ir®rfOiMtr��e���:C.1�1•,R_Ml_•__ 227 4 max 1 0 1 NC NC NC NC 228 min 1 0 1 NC 1 NC NC NC 229 5 max 1 0 1 NC NC NC NC 230 min 1 0 1 NC NC NC NC RISA-3D Version 10.0.1 [0:\drawings\2012\12109\dwg\Calculations\Wood Truss-delta 4.r3d] Page 23 u-J to ITEM#4: East Storefront- Lateral Analysis Check the new lateral forces generated by the added truss and storefront framing. Seismic Site Class - D Occupancy Category- II := 1.0 Importance Factor Seismic Loads Ss := 0.945 S1 := 0.340• specific site coefficients Fa := 1.122 F := 1.720 Sms := Fa'Ss Sms = 1.06 Sm1 := Fv•S1 Smi = 0.585 2 Sds 3'Sms Sds = 0.707 1—Sm S d1 1 Sd1 = 0.39 Seismic Design Category - D 0.20 < Sd1 p := 1.3 Redundancy Factor R := 1.5 Cantilevered Columns S� := 1.5 Over strength Factor Cd := 1.5 Amplification Factor Ct := 0.02 hn := 18 Building Height in feet Ta := Ct hn0 75 Approx. Period Ta = 0.175 < TL= 12 BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,Callfomia 93711 Engineer: SH 3� Cs := SRS Seismic Response Cs = 0.471 Coefficient Sdl Cs.max R Cs.max = 1.487 Ta I Cs.min 0.044.Sds•I Cs.min = 0.031 Cs := Cs Cs = 0.471 Seismic Response Coefficient Qseismic P'Cs Qseismic = 0.613 (strenght level) Weight of Structure Aroof 38•ft•24ft Area of Roof 2 Aroof = 912 ft WTroof Aroof'DI-roof WTroof = 14592 lb WTtruss 2.2k WTtruss = 2200lb WTtotal := WTroof+ WTtruss WTtotal = 16792 lb Veq Qseismic'WTtotal Veq = 10.287•k Eeq := Veq Eeq = 10286.981 lb BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH Ztb C2: Truss Support Columns Hcol := 17•ft P WTtotal P DL = 4198 lb DL 4 PLL Aroof'LLroof PLL = 18240 lb E PEQ 4a PEQ = 2571.745 lb PSL Aroof'SLroof PSL = 18240 lb Use: HSS9x9x5/16 Columns See attached ?Po 4 Amax := 2.02 in 2Hcol allow 180 sallow = 2.267 in Amax = 0.891 — 1.0 Deflection OK allow BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young &Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH 361 Title Block Line 1 Project Title: Title Block Line 1 Project Title: You can change this area Engineer. Project 0 You over change this area Engineer. Protect ID using the'Settings'menu item Project Descr using the'Settings'menu item Project tea. and then using the'Printing 8 and then using the'Printing 8 Title Block'selection. Tile Block'selection. Tile Block Line 6 1,5,tuag 2unov20l2 1 rrru Title Block Line 6 _ .."r 105.00.. Steel Column Fie.01 s.rpa12o121uto9m.9ICekulemnnttos deb I 6 ' Steel Column He Vino deb 4ec6 F14IMALC.INC 196}2012.Bwh6 12115,Ver6.72115 ENERCALC,INC.19832012.BoH6.1217 5.Ve-5 17 11.5 Description: C2 Teas miunn Description: C2:Truss column Code References Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. Calculations per AISC 360-05,IBC 2006,CBC 2007,ASCE 7-05 x-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combinations Used:ASCE 7-05 Load Combination @ Base @ Top @ Base @ Tap ©Base 0 General Information L any k k 8.240 k _ Lr Only k k 18.240 k Steel Section Name: HSS9x$x5116 Overall Column Height 17.0 ft S Only k k 18240 k Analysis Method: Allowable Strength Top&Bottom Fixity Top Free,Bottom Fixed E Only k .z 580 k k D Steel Stress Grade Brace condition fa deflection(buckling)along columns: D•S k k 41293 k k k 23 053 k Fy.Steel Yob 46.0 kai X-X(width)axis: D k k 84813 k E:Elastic Bening Mdlu 29,000.0 kei lhtxamC Lerg01 for%•X Am buckling=17.0 R K=1.0 p,.€ k -2.580 k 4613 k Load Combination: ASCE 7-05 Y-Y(depth)axis: D+Lr*E k •2580 k 23.053 k Fully braced against buckling along Y..Y Axis Maximum Deflections for Load Combinations-Unfactored Loads Applied Loads Service loads entered.Load Factors will be applied for calculations. Load Combination Max.X-X Delleclbn Defence Max Y-Y Deflection Distance Column self weight included:612.78 lbs•Dead Load Factor D Only 0.0000 In 0.000 ft 0.000 In 0.000 n AXIAL LOADS... Lr Only 0.0058 In 0.000 ft 0.000 in 0.000 n Axial Load at 17.0 fl,D=4.20.LR=18.240.S=18240 k S Only 0.0000 In 0.000 n 0.000 in 0.000 it BENDING LOADS... E Only 0.0000 M 0.000 II 2.020 in 17.000 ft Lat.Point Load al 17.0 ft creating Mx-x,E=2.580 k D+i.r o.b000 h oJxp ft 0.000 0.000 n 0.5 0.0000 h 0.000 It 0.000 m 0.000 n DESIGN SUMMARY D+LrvS 0.0000 in 0.000 ft 0.000 in 0.000 n Bending S Shear Check Results D-E 0.0000 h 0.000 ft 2.020 in 17.000 ft PASS Max.Axial*Bending Stress Ratio= • 0.4277:1 swam.SERVICE Load Reactions.. D=Lr.E 00000 Sr 0000 It 2.000 in 16.686 n Load Combination +0+0.70E+H Top along x-X 0.0 k Steel Section Properties: HSS9x9x5I16 Location of max.above base 0.0 It Bottom along X-X 0.0 k Al maximum location values are Top along Y-Y 0.0 k Depth = 9.000 in 1 xx = 727.60 iry'3 J = 196.000 lo"d Sue = 27.60 41'3 Pa:Axial 4.813 k Bottom along YY 2.580 k Width = 9000 In R xx = 3.540 in Mn/Omega Allowable -218.543 k Maximum SERVICE Load Deflections... Wall Thick = 0.313 m 2x = 32.100 In"3 Max:Applied .73.683 k-t p� = 9.920 k1"2 I yy 124.000 h"4 C = 44 000 m"3 Mrtx/Omega Allowable 73.683 k-ft Along Y-Y 2.020 in al 17.0 5 above base Weight = 36.026 pe 5 yy = 27.600 111"3 Mary:Applied 0.0 k-Q �r load combination E Only R yy = 3540 in WI/Omega:Allowable 73.683 k-ft Along X-X 0.0 in at 0.05 above base for bad combination'. PASS Maximum Shea Stress Ratio= 0.02310:1 Ycg = 0.000 in Load Conbhabon +D+0.70E+H Location of erax.above base 0.0 Q AI maximum locator,vanes are Va Applied 1.806 k Vn/Omega:Allowable 78.171 k Load Combination Results Maximum Axial*Bendin0 Stress Ratios Maximum Sher Ratios Load Combination_ Stress Ratio Status Location Stress Ratio Status Location • D Only 0.022 PASS 0.00 ft 0.000 PASS 0.00 fl *D*L+H 0.022 PASS 0.00 8 0.000 PASS 0.00 fl +DvLr+H 0.105 PASS 0.00 fl 0.000 PASS 0.00 ft +D+S■H 0.105 PASS 0.00 fl 0.000 PASS 0.00 ft If +0+0.750Lr+0.750L+H 0085 PASS 0.008 0.000 PASS 0.00fl*DO750L•0750SH 0085 PASS 0.00ft 0.000 PASS 0.00 ft+D+W+H 0.022 PASS 0.00 ft 0.000 PASS 0.00 Q +D+0.70E+H 0.428 PASS 000 ft 0.023 PASS 0.00 ft*D+0.750Lr+0.750L0750W+H 0.085 PASS 0.00 fl 0.000 PASS 0.00 ft +0+0.750L+0.750S0.750WH 0.085 PASS 0.00 f 0.000 PASS 0.00 ft+D+0.750Lr0.750L+0.5250E+H 0.355 PASS 0.00 fl 0.017 PASS 0.00 Q _vD+0.750L+0.7505+0.5250E+H 0.355 PASS 0.00 fl 0.017 PASS 0.00 ft r+0.600+W+H 0013 PASS 0.00 ft 0.000 PASS 0.00 8 I 9 oon Loads are tool entered valve Armes do not reflect absolute director,. +0.600*0.70E*H 0.423 PASS 0.008 0.023 PASS 0.00 ft N- 0 Foundation F2: Truss column footing Design new footing for truss support columns. PDL = 4198 lb PLL = 18240 lb PSL. = 18240 lb MEQ := 0.75•PEQ'Hcol MEQ = 32.79•ft•k gallow := 1500•psf•1.33 gallow = 1995 lb ft P breq DL+ breq = 3.354ft gallow Use: 8'-0" x 6'-0" x 3'-0" deep footing (min.) w/#5 Bars @ 6" o.c. E.W. @ T&B For overturning Check II�� See attached ()oas BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH 1 Title Block Line 1 Project Title: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Project ID: using the'Settings'menu item Project Descr'. using the'Settings'menu item Project Descr. and then using Ihe'Prinling& and then using the'Punting& Title Block'selection. Title Block'selection. I Title Block Une6 moles 20 Nov un,c 1 ens Title Block Line 6 nw.d w NOV•112 t aera General Footing Fi:ENseCest2012 rt0adeg2Caeieas112166debl.ems General Footing Fir0:10feep12012N21Wldagl Cre•Srt12lW dab 4.a6 9 ENERCALC,INC.19812012,SW:6.1211.5i bc6.1211.5 9 ENERCAIC,eC.19632012.Butl:6.1211.5,Ver6.12.11.5 1 Description- F2:Ines cd,net tooling Description' F2.truss mlum footing Code References DESIGN Sl1MMARY Design OK Calculations per ACI 318-05,IBC 2006,CBC 2007,ASCE 7-05 Min.Ratio Nam Applied Capacity Governing Load Combination Load Combinations Used:ASCE 7-05 PASS 0.9387 Sell Bearing 1.408 ksf 1.50 ksf +D•S•H General Information _ _ _ PASS Na Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning Material Properties Soil Design Values PASS 3.059 Overturning-Z-Z 32.790 k-It 100.320 k-11 D fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf PASS Na Sliding-X-X 0.0 k 0.0 k No Sliding fy.,Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = No PASS Na Sliding-Z-Z 0.0 k 0.0 k No Sliding Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pct PASS Na Uplift 0.0 k 0.0 k No Uplift Conaele Density = 145.0 pct Scil/Conaele Friction Coeff. = 0 30 PASS 0.08846 Z Flexure(00 13.157 k-ft 148.739 k-ft +1.20D•1.60Lr00.50L Tip Values Flexure = 0.90 PASS 0.04437 Z Flexure(-X) 6.60 k-ft 148.739 lc-ft +1.200.1.60Lr.0.50L Shear = 0.750 Increases based on footing Depth PASS Analysis Settings 9� _ 0.03133 X Flexure(•Z) 5.557 k-ft 177.356 k-fl •1.200+1.60Lr+0.50L Yst 9 Footing base depth below soil surface = ft PASS 0.03133 X Flexure(-Z) 5.557 k-ft 177.356 k-ft .1.200+1.60Lr.0.501 Min Steel%Bending Reinf. = Allowable pressure increase per fool of deptl= ksl (n Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft PASS 0.04959 1-way Shear(•X) 3.992 psi 82.158 psi *1.20D«1.60Lr+0.501. Min.Overturning Safety Factor = 1.0:1 PASS 0.04859 1-way Shear(-X) 3.992 psi 82.158 psi *1.20D+1.601.r+0.50L Min.Sliding Safety Factor = 1.0:1 increases based on footing plan dimension PASS 0.009110 1-way Shear(.Z) 0.7485 psi 82.158 psi +1200.1.601r.0.501 Add Ftg Nit for Sul Pressure • Yes Allowable pressure increase per foot of dept= ksf PASS 0.009110 1-way Shear(-Z) 0.7485 psi 82.158 psi .120D.1.601.r-.0.501 Use fig wt for stability,moments&shears . Yes when maximum length or width is greater# A PASS 0.06994 2-way Punching 11.492 psi 164.317 psi «1200-1.601r+050L Add Pedestal WI for Soil Pressure No Detailed Results Use Pedestal as for stability,morn&shear : No Dimensions Soil Bearing -- - -- - -- Rotation Axb& Actual Sall Bearing Stress Actual I Allowable 1A4dth parallel to X-X Axis = 8.0 ft Load Combination._ Grose Allowable Xeac Zecc .Z _ +Z -x •X Ratio Length parallel to Z-Z Axis = 6.0 A _-_ _ X-X.D Only 1.50 Na 0.0 0.5225 0.5225 Na Na 0.348 Fooling Thicknes = 36.0 in n X-X.+Dai•H 1.50 Na 0.0 0.5225 0.5225 Na Na 0.348 ii X-X-+Detr.H 1.50 n/a 0.0 09025 0.9025 Na Na 0602 ••••••• XJL.D• -*I 1.50 Na 0.0 0.9025 0.9025 Na Na 0.602 Tit X-X..0.0.750Lr.0.75&-44 150 Na 0.0 0.8075 0.8075 Na Na 0.538 2 X-X..D.0.750L«0.750S.H 1.50 Na 0.0 0.8075 0.8075 n/a Na 0.538 ••••••••••••1' X-X-.0eW.H 1.50 Na 0.0 0.5225 0.5225 Na Na 0.348 Pedestal dinlensiou... io •aaa••••••••••e X-X..0.0.70E41 150 Na 0.0 0.5225 0.5225 Na Na 0.348 pi:parallel to X-X Axis in : Title Block Line I Project Tile. Tile Block Line 1 Project Title: You can change this area Engineer: Project ID: You can change this area Engineer: Protect ID: using the'Settings'menu item Project Descr using the'Settings'menu item Project Descr. and then using the'Printing& and then using the'Printing& Title Block'selection. Title Block'selection. Title Block Line 6 RMM 20NOv2ni]1 OM Title Block Line 6 Ronal xl NOV20+Z I16PM General Footing Oa.0,14wmgs12012112109Waa1CtlulaEna112109 deb's I General Footing �r01divm�.nSC i909di"`�"MPOun09aeoa..s 9 f:NERLAIC.INC.19812972 BW4:e1211.5.Yrr.6-1211.5 9 ENERCALC.INC.19812012,Suad:S.12115,VAr5.i211.5 1 Description: F2:buss column footing Desoi P2 truss column footing ptim Sliding Stability All units k +1200.O50Lr.0.50L+1.60W 2.641 osi 2.641 osi 0.4952 osi 0.4952 osi 2 641 osi 82.158 osi 0.03214 OK Farce Application Axis -- --_--- - - -- ------ Load Combination... _ Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Ream Mu Mich Tension 4D As Req'd Gyro.As Actual As PhPMn Fissure Ash 8 Load Combination mu it-ft Side 1 Bot or Top 1 ire2 m42 0.2 k-11 X-X D Only 3.291 Z Bottom 0.7776 Min Temo% 1.240 177356 OK X-X.D Only 3.791 -Z Bottom 0.7776 Min Temp% 1.240 177.356 OK X-X,+1.200.0.SDU+1.60Lc1 60H 3.676 Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X.+1.200.0.50Lr+1,60L+1.60H 3.676 -Z Bottom 0.7776 Min Terns% 1.240 177.356 OK X-X.+1.20D+1.60L+0.50S+1.60H 3.676 Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X,+1.200+1.60L+050S+1.60H 3.676 -Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X+1200.1.60U+0.50L 5.557 Z Bottom 0.7776 Min Temo% 1.240 177356 OK XX•+1200+1.60Lr+0.50L 5.557 -Z Bottom 0.7776 Min Terns% 1.240 177.356 OK X-X+1.20D+1.6111-40.80W 5.557 Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X+120D+1.60Lr+0.80W 5.557 -Z Bottom 0.7776 Min Terns% 1.240 177.356 OK X-X+1.20D+0.50L+1.60S 5.557 +Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X.+1200+0.50L+1.605 5.557 -Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X+12011.1.60S+0.80W 5.557 +Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X+1200.1.605+0.80W 5.557 -Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X+1200+0.50Lr.0.50L+1.60W 3.676 +7 Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X.+1.200.O.50Lr.0.50L+1,60W 3.676 -Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X.X.+1200.0.50L.050S+1.60W 3.676 +7 Bottom 0.7776 Min Terns% 1.240 177.356 OK X-X+1.20D+0.50L+0.50S+t.60W 3.676 -Z Bottom 0.7776 Min Terns% 1.240 177.356 OK X-X+120D.0.50L+020S.E 3.163 2 Bottom 0.7776 Min Temo% 1240 177.356 OK X-X.+120D•0.50L.020S+E 3.163 -Z Bottom 0.7776 Min Temo% 1.240 177.356 OK X-X.0.900+1.60W+1.60H 2.116 +Z Bottom 0.7776 Min Temp% 1240 177.356 OK X-X+0.900+1.60W+1.60H 2.116 -Z Bottom 0.7776 Min Temo% 1.240 177356 OK X-X.+0.90D+E+1.60H 2.116 Z Bottom 0.7775 Min Temo% 1.240 177.356 OK X-X.+0.90D+E+1.60H 2.116 •Z Bottom 0.7776 Min Temp% 1.240 177.356 OK Z-Z D Only 2.026 -X Bottom 0.7776 Min Temo% 1.033 148.739 OK Z-Z D Only 9.676 +X Bottom 0.7776 Min Temo% 1.033 148.739 OK ZZ+1.20D+0.50Lr+1.60L+I.60H 3.256 -X Bottom 0.7776 Min Temo% 1.033 148.739 OK Z-Z+1200.0.50Lr+1.60L+1.60H 9.813 +X Bottom 0.7776 Min Temo% 1.033 148.739 OK Z-Z.+1200.1.60L+0.50S+1.6014 3.256 -X Bottom 0.7776 Min Temo% 1.033 148.739 OK Z-Z+1200.1.60L.0.50S+1.6014 9.813 +X Bottom 0.7776 Min Temo% 1.033 148.739 OK ZZ+1200.1.60Lr.0.50L 6.60 -X Bottom 0.7776 Min Temp% 1.033 148.739 OK ZZ+1200+1.60Lr+0.50L 13.157 +X Bottom 0.7776 Min Terns% 1.033 148.739 OK Z-Z+1.20D.1.60U+O.80W 6.60 -X Bottom 0.7776 Min Temp% 1.033 148.739 OK Z-Z+1.20D+1.60Lr+0.80W 13.157 +X Bottom 0.7776 Min Temp% 1.033 148.739 OK Z-Z+1.20D+0.50L+1.60S 6.60 •X Bottom 0.7776 Min Terrm% 1.033 148.739 OK Z-Z+1.20D+0.50L+160S 13.157 +X Bottom 0.7776 Min Temo% 1.033 148.739 OK ZZ+1.20D+1.60S+0.80W 6.60 -X Bottom 0.7776 Min Terno 96 1.033 148.739 OK ZZ+1.20D+1.605.0.80W 13.157 +X Bottom 0.7776 Min Temp% 1.033 148.739 OK Z-Z+110D.0.50U.0.50L+1.60W 3256 -X Bottom 0.7776 Min Tomo% 1.033 148.739 OK Z-Z.+120D+0.501.r+O.50L+1.60W 9.813 +X Bottom 0.7776 Min Temp% 1.033 148.739 OK Z-Z+1.20D+0.50L+0.505+1.60W 3.256 -X Bottom 0.7776 Min Temo% 1.033 148.739 OK ZZ.1.20D+0.50L+0.50S+1.60W 9.813 +X Bottom 0.7776 Min Temp% 1.033 148.739 OK Z-Z.1.200.0.50L+020S-'E 2.345 -X Bottom 0.7776 Min Terns% 1.033 148.739 OK ZZ+1.20D+0.50L+020S+E 8.901 +X Bottom 0.7776 Min Temo% 1.033 148.739 OK Z-Z+0.90D.1.60W+1.6014 1.303 -X Bottom 07776 Min Terns% 1.033 148.739 OK Z-Z.•0.90D+1.60W+1.60H 6.220 +X Bottom 0.7776 Min Tens% 1.033 146739 OK Z-Z•0.90D+E+1.60H 1.303 -X Bottom 0.7776 Min Terns% 1.033 148.739 OK Z-Z.+0.900+E+1 60H 6.220 +X Bottom 0.7776 Min Temp% 1.033 148.739 OK One Way Shear Load Combination... Vu 0-X Vu 0+X Vu 0-Z Vu 0+Z Vu:Max Phi Vn Vu!PhPVn Status D OnN 2.364 osi 2.364 osi 0.4433 osi 0.4433 osi 2.364 Da 82.158 osi 0.02878 OK +1200+0.50U+1.60L+1.6014 2.641 osi 2.641 osi 0.4952 osi 0.4952 osi 2.641 osi 82.158 Dsi 0.03214 OK +1200+1.60L+0.505.1.60H 2.641 osi 2.641 osi 0.4952 osi 0.4952 osi 2.641 osi 82.158 osi 0.03214 OK +1200+1.601J+0.50L 3.992 osi 3.9920Si 0.7485 osi 0.7485 osi 3.992 osi 82.158 osi 0.04859 OK +1200.1.60U+O.8OW 3.992 osi 3.992 osi 0.7485 psi 07485 osi 3.992 osi 82.158 osi 604859 OK +12004501.1,60S 3.992ssi 3.992 osi 0.7485 DSI 0.7485 osi 3.992 osi 82.158 DSi 0.04859 OK +1.20D-0.60S+O.80W 3.992 psi 3.992 osi 0.7485 Da 0.7485 psi 3.992 Da 82.158 osi 0.04859 OK r 1 Title Block Line I Project Tills You can change Its area Engineer: Project ID: using the'Settings'menu item Project Descr: and then using the"Printing& Title Block'selection. Title Block Line 6 Pr Ned m NOV 2012 1 ens General Footin Fi.:oae... t2012121aae.6uxw.eonn219 am4..1 9 ENERCALC,INC.19612912.6uilt6.1011.5,Yr6.12.11.5 Description: F2:Wu column footing One Way Shear Load Combination._ Vu @-X Vu @+X Vu @ 2 Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status *1201}.0.50L*0.505+1.60W 2.641 osi 2.641 psi 0.4952 osi 0.4952 on 2.641 osi 82158 osi 0.03214 OK +120D.O.50L+0.20S.E 2.272 osi 2272 osi 0.4261 psi 0.4261 psi 2272 osi 82.158 osi 0.02766 OK .0.900.1.60W.1 60H 152 osi 152 osi 0.285 osi 0285 osi 1.52 pa 82.158 psi 0.0185 OK +0.900-E.1.60H 152 on 1.52 DS 0.285 osi 0.285 osi 1.52 osi 82.158 osi 0.0185 OK Punching Shear M units k Load Combination... Vu Phi'Vn Vu I Phi'Vn Status D Only - 6.807 psi 164.317osi 0.04142 OK .1200+0.501r+1.60L+1.601-I 7.602 psi 164.317osi 0.04627 OK .1200*1.60L+0.50S.160H 7.602 osi 164.317osi 0.04627 OK +1200+1.60Lr.0.501. 11.492 on 164.317os1 0.06994 OK +1200+1.60Lr+0.80W 11.492 osi 164.317osi 0.06994 OK +120D+0.501.1.60S 11.492 osi 164.317osi 0.06994 OK *120D.1.605.0.80W 11.492 osi 164.317osi 0.06994 0I1 +1200+0.501r+0.50L.1.6099 7.602 osi 164.317on 0.04627 OK +1200.0.50L•0.505.1.60W 7.602 osi 164.317osi 0.04627 OK . +1200.0.50L+0.209+E 6.542 osi 164.317osi 0.03981 OK +0.90D*1.60W.1.60H 4.376 Psi 164.317pei 0.02663 OK .0.90D+E+1.60H 4.376 Pei 164.317osi 0.02663 OK _L ITEM #5: New Steel Fence Columns Hfence := 16.ft Postspacing (8.ft) Lateral Analysis -Wind Exposure C V := 90 Kzt := 1.o Kz := 0.85 Kd •= 0.85 := 1.0 qz := 0.00256•Kz.Kit.Kd•I•V2•psf qz = 14.982 lb ft G := 0.85 Gust effect factor Cf := 1.4 Force coefficient from Figure 6-21 in ASCE 7 Af := 0.20•Hfence•Posts-pacing Assume 20% of Closed Fence Projected area normal to the wind Pw := gz•G•Cf•Af Pw = 456.404 lb Lateral wind load Windloc := 3 •Hfence = 10.667ft USE: HSS4x4x5/16 post at 8'-0" oc1 ( max) embedded into a 1-6" diameter ftg x 4'-2" deep see analysis pages Q- `t 41- Amax 1.884•in 2 Hfence sallow 180 sallow = 2.133•in Amax = 0.883 < 1.0 Deflection OK sallow BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH Title Block Line 1 Project Title: Title Block Line 1 Project Title: You car change this area Engineer: Project ID: You can change this area Engineer Project ID: using the'Settings'menu item Protect Desoc using the'Settings'menu der Protect Descr and Her using the'Printing& and then using the'Printing& Title Block'selection. Tile Block'selection. Title Block Line 6 Aura 20niV20I2 22e11 Title Block Line 6 wea n NOV 2012.12505 Steel Column Fie:0:8wepa12012112109ekeitCMN.vlstlanN210adsd4.m5 Steel Column FL.OWwrgs 201P12109 mq Ca cuMtlwn2109 de 4e46 ENERCALC.INC.1963-2015 8 146.72.115,Ver6.12115 ENEPGLC.INC_19812012.BwY6.12115,vr6.12.115 Lis.8:NW-06004793 Licensee:BRAD YOUNG 8 ASSOCIATES LIC.e:KW-06004793 Licensee:BRAD YOUNG 8 ASSOCIATES Description: Steel Fence Columns Description' Steel Fence Columns Code References Maximum Reactions•Unfactored Note:Only non-zero reactions are listed. X-X AIM Reaction Y-Y Axis Reaction Axial Reednn Calculations per AISC 360-05,IBC 2006,CBC 2007,ASCE 7-05 Load Combination @ Base @ Top @ Base @Top @ Base Load Combinations Used:ASCE 7-05 -- - - General Information w Only k .0 46o k k Maximum Deflections for Load Combinations-Unfactored Loads Sleet Section Name: HSS4x4x5/16 Overall Column Height 16.0 ft Load Corrbinalan Max.X-X Deflection Distance Max Y-Y Deflection Distance Analysis Method: Allowable Strength Top&Bottom Fixity Top Free,Bottom Fixed w only 0.0000 n 0.000 6 2.096 in 15893 It Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Sleet Yield 36 0 ksi X-X(width)axis: Steel Section Properties: HSS4x4x5116 E_.Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=16.0 fl K=1.0 Di, = 4.000 in I xx = 9.14 in.4 J = 15.300 M4 Load Combination: ASCE 7-05 Y-Y(depth)axis: S xx 4.57 i103 U LergN kx X-X Axis budding=16.0 R K=10 W enn = 4.000 In Rot = 1.490 in Wall Thick -- 0.313 in Zx = 5.590 e?3 Applied Loads Service bads entered.Load Factors will be applied for calculations. Area = 4.100 irY2 I yy = 9.140 in"4 C = 7.910*VI Column self weight included:236 458 lbs•Dead Load Facia Weight 14.779 p8 S yy = 4.570 m"3 BENDING LOADS... R yy = 1490 in Lateral wind loads:Lai.Point Load al 10.667 it creating Me-x,W=0460 k DESIGN SUMMARY Pug = 0.000 in Bending&Shear Cheek Results PASS Max.Axiai+Bending Stress Ratio= 0.4918 :1 Maximum SERVICE Load Reactions.. Load Combination +D+W+H Top along X-X 0.0 k Location of maxabove base 0 0 ft Bottom along X-X 0.0 k At maximum location values are . Top along Y-Y 0.0 k Pa:Axial 0.2365 k Bottom along Y-Y 0.460 k Ma-x:kppGed 13.907 k-11 Maximum SERVICE Load Deflections... Mx Mode Mna l Ortega:Allowable 10.042 k-ft Along Y-Y 2114 in at 16.0 ft above base Mo-y:Applied 0.0 k-fl for load combination•W Only Mn-y/Omega Allowable 10.042 k-ft Along X-X 0 0 in at 0.00 above base for bad comboalion PASS Maximum Shear Stress Ratio= 0.01954 .1 - Load Combination +D*W+H x _o Location of r axabove base 0 0 fl At At maximum location values are 2: Va Applied 0 460 k ¢ sin/Omega Allowable 23 539 k Load Combination Results Maximum Anal*Bending Stress Ratios Maximum Shear Ratios Load Combination _ _ Stress Ratio _Status Location Stress Ratio Status Location 4.0pn unaware masered soar knows m not reflect ao.olu.aeernon D Only 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft +D.L*H 0.006 PASS 0.00 fl 0.000 PASS 0.00 ft +D*Lr+H 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft +D*S+H 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft *D+0.750Lr+O.750L+H 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft *D+0.7501.+0.750S+H 0.006 PASS 0.00 ft 0.000 PASS 0.00 fl *D+W+H 0.492 PASS 0.00 It 0.020 PASS 0.00 ft +D.0.70E41 0.006 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750U+0.750L+0.750W4H 0.370 PASS 0.00 ft 0.015 PASS 0.00 fl +0+0.750L+0.7505+0.750W.H 0.370 PASS 0.008 0.015 PASS 0.00 ft 4D+0.750Lr+0.750L+0.5250E*H 0.006 PASS 0.00 ft 0.000 PASS 0.00 fl *0+O.750L+0.750S.0.5250E+H 0.006 PASS 0.005 0.000 PASS 0.00 ft +0.60D.W+H 0.491 PASS 0.00 ft 0.020 PASS 0.00 ft +0.60D.0.70E4H 0.004 PASS 0.00 fl 0.000 PASS 0.00 fl Title Block Line 1 Project Title: Title Block Line 1 Project Tine: You can change this area Engineer Project ID: You can change This area Engineer: Project ID: using Me'Settings'menu item Project Descc using the'Settings'menu item Project Descr: and then using the'Printing& and then using the'Printing& Title Block'selection. Title Block'selection. Title Block Line iiinnit::rorn:x n>nN Title Block Line 6 nand 209052017.scWN Pole Footing Embedded in Soil Fi:P.lJwngo0R112109Wy1GIWeemacf1109dmer8 Pole Footing Embedded in Soil Fr rime.n9xt2otnulaae.o¢.kxrao.u21a9 dab toc5 j 9 ENERCALC.INC.198}2012 Buik6.12.11.5,Vr8.1211.5 9 ENERCALC,INC.19832012.BWd6.1211.5.Vu'8.12 11.5 -k Description' Steel fence pole looting Description: Steel fence pole tooting _ Code References .D+0750L+0.750S.0.750W.H 0.345 3.681 3.75 741.7 750.0 1.000 Calculations per IBC 2006 1805.7,2,CBC 2007,ASCE 7-05 .0+0.750Lr+0.750L+0.5250E41 0.000 0.000 0.13 0.0 25.0 1.000 Load Combinations Used ASCE 7-05 .0.0.750L+0.7505+0.5250E+H 0.000 0.000 0.13 0.0 25.0 1.000 Generallnfonnation +0.60D+W.H 0.460 4.908 4.13 817.3 825.0 1.000 Pole Fooling Shape Circular Fooling Diameter 18.0 in +O.60D.0.70E+H 0.000 0.000 0.13 0.0 25.0 1.000 Calculate Min.Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 200.0 pd Max Passive 1,500.0 001 Controlling Values Goveming Load Combination:+D.W+H Lateral Load 0.460 k Moment 4.908 k-n Restraint @ Ground Surface Pressure al Depth s am x�e Relarant Actual 817.28 psfSail ev rta.. a Allowable 825.0 Psf N'k. rr "'1Z, '1. Surface Recant Force 2,988.47 Ibs 'rG v i: [..:c:ran 14. Minimum Required Depth 4.725 R �4 di^` 1 '.rr.. Footing Base Area 1.767 M2 Q Maximum Soil Pressure 0.0 kel Foot,damn.,•IS Applied Loads Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load k kilt k-B k Lr:Roof LNe k kilt kilt k L:Lae k lull k-ft k S:Snow k k ill k-h k W:VNnd 0.460 k kM k-ft k E:Earthquake k Ulf k-ft k H:Lateral Earth k kilt 5.0 k Load Aetaree above TOP of Load above ground stelac0 ground surface 10.670 n n BOTTOM of Load above ground surface Load Combination Results ....., . --- --°,• ACiwidSlides Requited. RiiiiisiiR Dp9i----SalTnaneee-? Load Carblrx8on Loads-0g Motmrds- ) Depth-(ft) Actual-(psi), Allow-Chef) Fedor D Only 0.000 0.000 0.13 0.0 25.0 1.000 00+L+H 0.000 0.000 0.13 0.0 25.0 1.000 .0o1.r-.H 0.000 0.000 0.13 0.0 25.0 1.000 40.644 0.000 0.000 0.13 0.0 25.0 1000 +040.750Lr+0.750L.H 0.000 0.000 0.13 0.0 25.0 1.000 .D.0.75gL.0.750S41 0.000 0.000 0.13 0.0 25.0 1.000 .1)+WH 0.460 4.908 4.13 817.3 825.0 1.000 .D.0.70E+11 0.000 0.000 0.13 00 25.0 1.000 .0.0.750Lr.0.750L+0.75OW+H 0.345 3.681 3.75 741.7 750.0 1.000 c- ITEM #6:New CMU Screen Wall Design the new 8'-0" tall CMU screen wall and foundation for out of plane loading. Lateral Analysis -Wind Exposure C V = 90 Kzt := 1.0 K Z :_ .85 Kd := 0.85 I := 1.0 q h := 0.00256.Kz.Kzt.Kd•I.V2.psf q h = 14.982 lb-2 ft G := .85 Gust Factor Cf := 1.4 Force Coefficient lb Fwind gh'G•Cf ASCE 7-05 EQ 6-27 Fwind = 17.828 2 ft Lateral Analysis -Seismic Site Class - D I := 1.0 Importance Factor Seismic Loads SS = 0.945 S = 0.34 Per USGS Seismic Hazard Maps Fa = 1.122 Fv = 1.72 Sds := 3 Fa•Ss Spectral Response Acceleration Short Period Sds = 0.707 2 Spectral Response Acceleration Sd1 := 3 .Fv.S1 Period of 1 sec Sd 1 = 0.39 Seismic Design Category- D Stl1 > 0.2 p 1 Redundancy Factor(per 15.6) BRAD YOUNG & ASSOCIATES Copyright 2012 Brad Young&Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH (A R := 3 Special Reinforced Masonry Shearwalls SZ := 2 Overstrength Factor Cd := 2.5 Amplification Factor Ct := 0.02 hn := 8 Wall Height in feet Ta := Ct'hn0•75 Approx. Period Ta = 0.095 < TL= 12 W .= 84•psf Cs := Sds Seismic Response Cs = 0.236 R Coefficient Sd1 Cs.max Cs.max = 1.366 Ta.M Cs.min := .03 Cs := CS CS = 0.236 Qe := Cs•W Qe = 19.792 lb— ft 2 E :_ (p•Qe) E = 19.7921b ft E — = 0.24 W E = 19.792 lb— EQ loads control the design ft2 Fwind = 17.828 lb Use: 3'-6" wide x 2'-3" deep footing ft see attached cp GJ S D BRAD YOUNG 8 ASSOCIATES Copyright 2012 Brad Young &Associates STRUCTURAL ENGINEERING Print Date: 11/20/2012 1320 W.Herndon Ave.,Suite 101 File Name: 12109-Delta 4 Calculations.xmcd Fresno,California 93711 Engineer: SH Use menu item Settings>Printing&Title Block Title :New Screen Wall-God 1 Page: Use menu item Settings>Printing&Title Block Title :New Screen Walt-Grid 1 Page: to set these five lines of information Job# :12109 Dsgnr RL Dale: 20 NOV 2012 to set these five lines of information Job# :12109 Dsgnr RL Date: 20 NOV 2012 for your program. Description.... for your program. Description.... This Wall In File:O:ldrawingsl2012\12109\dwg\Calculations112 This Wall in Flle:0:1drawingsl2012\121091dwg1Calculatiensl12 RetalnPro 10(e)1957.2011,Bulld 10.125.14 RetalnPro 10(c)1967.2011,Build 10.12.5.14 License:KW-05056575 Cantilevered Retaining Wall Design Code.IBC 2009,ACI 318-08,ACI 530-08 License:KW06066575 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:BRAD YOUNG&ASSOCIATES,INC. License To:BRAD YOUNG&ASSOCIATES,INC. Criteria il [toil Data I L Footing Dimensions&Strengths 1 1 Footing Design Results ' Retained Height = 0.0011 Allow Soil Bearing = 1,500.0 psf Toe Width = 1.42 R Toe Heel Wall height above soil = 8.00 fl Equivalent Fluid Pressure Method Heel Width = 2.08 Factored Pressure = 1,094 177 psf Heel Active Pressure = 32.0 psf/fl Total Footing Width = 3.50 Mu':Upward = 15 3 M# Slope Behind Wall = 0.00:1 - Footing Thickness = 27.00 in Mu':Downward = 7 6 114 Height of Soll over Toe = 6,00 in Passive Pressure = 100.0 psf/ft Mu:Design = 8 3 04 Water height over heel = 0.0 R Soil Density,Heel = 110.00 pcf 00 Width = 0.00 in Actual 1-Way Shear = 2.09 0.21 psi Soil Density,Toe = 0.00 pd Key Depth 0.00 In Allow 1-Way Shear = 75.00 75.00 psi Foolingll5d0 Friction = 0.000 n/n,:-,. Key Distance from Toe = 1.17 It Toe Reinforcing = #5 @ 12.00 in Soil height to Ignore fc= 2.500 psi Fy= 60,000 psi Heel Reinforcing = #5 a 12.00 in for passive pressure = 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min.As% = 0.0018 Other Acceptable Sizes&Spacings ' Cover(65 Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<5•Fr Surcharge Loads ` [Lateral Load Applied to Stem , LAdjacent Footing Load 111 Heel:Not req'd,Mu<S•Fr Key: No key defined Surcharge Over Heel = 0.0 psI Lateral Load = 0.0 0/8 Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to To = 0.00 R Footing Width = 0.00 R Surcharge Over Toe = 0.0 psf ...Height to Bottom - 0.00 R Eccentricity = 000 in [Summary of Overturning&Resisting Forces&Moments Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 R .....OVERTURNING RESISTING has been increased 1.00 Footing Type I Axial Load Applied to Stem g ye Line Load Force Distance Moment Force Distance Moment by a factor of Base Above/Below Soil Rem lbs fl fli Its It R-# Axial Dead Load = 0.0 Ms Wind on Exposed Stern= 0.0 psI at Back of Wall = 0.0 n Heel Active Pressure = 81.0 0.75 60.8 Soil Over Heel = 0.0 2.79 Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 - 0.0 Axial Load Eccentnctly = 0.0 in Surcharge over Heel = Sloped Soil Over Heel - Stem Weight Seismic Load 1 Fp I Wp Weight Multiplier = 0.240 g Added seismic base force 115.2 lbs Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Design Summary I [Stem Construction 1 Top Stem _ - - Load(6;Stem Above Soil= •Atrial Live Load on Stem = Stern OK = SO2 Over Toe = 0.0 0.71 • Wall Stability Ratios Design Height Above Rs f1= 0.00 Seismic Stem Self Wt 115.2 8.25 720.0 Surcharge Over Toe = Overturning = 4.15 OK Wall Material Above-Hi. = Masonry Stem Surcharge Over = 672.0 1.75 1,176.0 Sliding = 1.67 OK Thickness = 8.00 Total 196.2 O.T.M. 780.8 Reber Size = 0 5 Earth fa Stem Transitions= Total Bearing Load = 1,853 lbs Reber Spacing = 16.00 = = Footing Weight = 1,181.3 1.75 2,067.2 ..resultant ecc. = 5.06 in Rebar Placed at = Center Resisting/Overturning Ratio 4 4.15 Key Weight = 1.17 Design Data . . Vertical Loads used for Soil Pressure= 1,853.3 lbs Vert.Component = Soil Pressure(65 Toe = 912 psI OK Ib/FB+fa/Fa = 0.406 Soil Pressure 15 Heel = 147 psf OK Total= 1,853.3 lbs R.M. 3,243.2 1,500 Total Force(�Section lbs= 115.2 If seismic Included the mire.OTM and sliding •Atrial live load NOT included in total displayed or used for overturning Allowable = psf Moment....Actual 114= 4601 ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. Soil Pressure Less Than Allowable ACI Factored a Toe = 1,094 psf Moment....Allowable = 1,136.9 ACI Factored(if?Heel = 177 psI Shear Actual psi= 2.6 Footing Shear @Toe = 21 psi OK ShearAllowable psi= 38.7 DESIGNER NOTES: Fooling Shear(C Heel = 0.2 psi OK Wall Weight = 84.0 Allowable = 75.0 psI Reber Depth'd' in= 3.75 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 30.00 Lateral Sliding Force = 1962 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 328.1 lbs HOOK EMBED INTO FTG in= 7.00 less 100%Friction Force= - 0.0 lbs Added Force Req'd = 0.0 lbs OK Masonry Data ..-- ....for1.5:1Stability = 0.0 lbs OK I'm psi 1,500 Fs psi= 20,000 Solid Grouting = Yes Use Half Stresses = n/a Modular Ratio'n' = 21.48 Load Factors Building Code IBC 2009ACI Short Term Factor = 1.000 Dead Load 1.200 Equal.Solid Thick. in= 7.60 Live Load 1.600 Masonry Block Type = Normal Weight Earth,H 1.600 Masonry Design Method = ASD Wntl,W 1.600 Concrete Data Seismic,E 1.000 Fy psi= Fy psI= V 0