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r ' Voelker Engineering, Inc. : _ 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3725 Structural Calculations August 8, 2011 JN 10051.4 Building Code: 2009 IBC Snow load. D 2Spsf Roof Dead load. 1Spsf Floor Live load: 40psf Floor Dead load.• lOpsf Wind: Seismic: 100mph Exposure B Soil class D Spectral Response Coefficients Ss = 1.58, 51 =.55 INDEX Lateral analysis PAGES Roof framing LHS Upper floor framing R1-2 Main floor framing UFI-10 MF1 , f Job 10051.4 V 08/08/11 Page 0 1911 1Engineering,h nuIEc. 1911 116th Avenue NE Bellevue,WA 98004 DR Horton Plan 3725 Lateral Analysis of Wind forces(ASCE 7-05,2009 IBC) Design wind pressures and forces are determined per equations given in section 6.5.12 Equation System Type Structure Type .gh'[(GCpf)-(GCpi)] p : at mean roof height h GLow-Rise Buildings :given in Figure 6-10 Main Wind-Force Gable Roof qhFigure 6-5 height Resisting System GCPi :given in Velocity Pressure Calculations,qh it pressure qh is calculated in accordance with section 6.5.10 (Eq 6-15) Veloc y pressure @ mean roof height(h) qh=Velocity p Kzt. Kd ••V 2'I qh=Constant• Kh - height(h) Section C6.5.10) qh=Velocity pressure @ Numerical constant (/ 32.2 ft/s2 . [(milh)(5280 ftlmi) • Where : Constant = 1/2 �[(Air density lb/cu fthr13600 s)]2 0.00256 _ 0.00 ft (Table C6-1) Mean Sea Level 0.0765 lb/cul Air Density @MSL = Category 1 = (Table -1) = Il 1 -1)(Tab1 Importance Factor (Urban areas) B (Table 6-2) Exposure Category _ 7 (Table e ) Alpha _ 1,200.00 ft Zg Basic Wind Speed = (Figure 6-1) 100.00 mph 24.00 ft Mean Roof Height = 10051.4 ASCE7-05 100mph r Voelker Engineering, Inc. 08/08/11 1911 116th Avenue NE Bellevue, WA 98004 Job 10051.4 DR Horton Plan 3725 Page L2 Velocity Pressure Calculations, qz(Cont.) Where: Kh Velocity pressure (Eq. C6-3a 2.01-(Z/Zg)A(2/Alpha)coefficient @ height z 2.01 • (15/Zg)A(2/A pha)for Z< 15 ftc=Zg (Eq C6-3b Kzt 0.7 Kzt @ h = Topographic factor obtained from Fi . (1 +K1 • K2 • K3)2 9 6-4 Topography 1 = K1,K2,K3 - None Lh - Multipliers from H 100.00 ft Fig. 6-4 to obtain Kzt H/Lh =- 200.00 ft K1 = X = 0.5 X/Lh = 100.00 ft 0 K2 = z/Lh = 0.25 K3 @ h = 0 Using 2H for Lh 0.24 Kd 1 Wind directionality factor obtained from qh 0.85 Table 6-4 15.24 (psf) Internal Pressure Coefficient, GCpi, Figure 6-5 The internal pressure coefficients are given in Fi Enclosure Classifi Sure 6-5 Classification GCpi+ Enclosure GCPi- Y enclosed buildings 0.55 Ri GCpi+ GCPi- -0.55 1 0.55 -0.55 10051.4 ASCE7-05 100mph Job 10051.4 08108111 . .'7 Page L3 1911 116th th Avenue e nue Inc. 1911 11e WA 98004 E Bellevue, DR Horton Plan 3725 Figure 6-10 pressure force coefficient are given in Figure 6-10 External Pressure Coefficient,Cp, 1E re Thep Building Surface 3 4 -0.45 -0.45 0.69 ngle Roof 0 deg. 0.56 2 _0.37 30.00 0.21 -0.43 3E 4E 2E 0.27 -0.53 -0.48 Design Wind Pressure,p. (psf)Equation 6-18 er equations given in section 6.5.12 esi n wind pressures andd forces are determined p D 9 p- p+ (psf� GCpi+ GCpi- (+ Building qh(p 16.92 Surface Cp �psf) 0.55 _0.55 0.1518 11 0.56 15.24.2 -0.55 1.83 1 021 15.24 0.55 -0.55 -14.94 2.74 .59 2 -0.43 15.2415. 0.55 _0.55 -14.03 174 3 -0.37.45.20.55 -0.55 -15.24 1.52 4 -0.45 15.24 0.55 -0.55 -15.24 18.9 .52 5 -0.45 15.24 0.55 -0.55 2.13 12.5 6 0.69 15.24 0.55 -0.55 -4.27 0.3 1 E 0.27 15.24 0.55 0.55 -0.55 -16.46 1.07 2E -0.5341524 0.55 -0.55 -15.7 3E _0.48 15.24 4E uses GCp►- p+ uses GCpi+ P 10051.4 ASCE7-05 100mph 1 y Voelker Engineering, Inc. 1911 116th Avenue NE 08/08/11 Bellevue, WA 98004 Job 10051.4 DR Horton Plan 3725 Page L4 Light Wood Frame Construction? Mean Roof Height y Maximum Height Width Building21.25 ft 24.5 ft 40 ft 50 ft 18 ft Building Length Roof Plate Ht Upper Fl Plate Ht Main Fl Plate Ht g ft 0 ft Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Case A 1 17.83 .67 14.18 4 3.74 Longitudina Load l Direction A HorizontaP PI ressures Case Horizontal Pressures 1 17.83 4 B .67 14.18 4.0 3.0 3.74 ations End Zone Calcul .1xWidth .4xHeight 4.0 .04xWidth 8.5 1.6 1.6 3.0 End Zone Length4.0 <--- 8.0 ft 10051.4 ASCE7-05 100mph i Job 10051.4 V 6 Page L5 08lk Engineering,Inc. 08108111 608 State Street Kirkland,Washington 98033 DR Horton Plan 3725 Wind Analysis FRONT TO REAR DIRECTION Zone 4 p ft Zone 3 1 Building Width Zone 2 1 y Zone 1 2 n Width 1 Width Height ft Type y Height ft End Zone y Height Width ft 0 20 Height Width ft ft ft 24.5 p ft ft 20 24.5 0 18.00 45 0 24.5 18.0 9.0 24.5 20 18.0 20 9.0 0 0.0 0 18.0 9.0 20 0.0 0 9.0 0.0 20 0.0 20 Type 1 =Transverse Type 2=Longitudinal or Gable End Zone 4 Zone 3 End Zone Wind Pressures Zone 2 End Zone 3 74 4.67 Zone 1 End Zone 3.74 0.00 17.83 3.7 End Zone 17.83 0.00 14.18 4.67 14.18 14.18 14.18 17.83 4.1 17.8 17.83814.18 17.83 14.18 0.00 14.18 17.83 14.1814.18 17.83 0.00 3 17.83 14.18 14.18 14.18 14.18 17.83 Vw= 5383 lb Vw= 5630 lb Load to roof plate late 0 lb Load to upper floor p Vw= Load to main floor plate Total= 11013 lb 10 sf minumum OK Check using p 8000 lb Total Wind Load= 10051.4 ASCE7-05 100mph i VEngineering, Inc. 1911Voelker oel 116th Avenue NE 08/08/11 Job 10051.4 Page L6 Bellevue, WA 98004 DR Horton Plan 3725 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 50 ft Zone A Zone B C Zone D Zone Type 2 End Zone 1 Y y 1 1 Height Width Height n ft g Width Height Width y 24.5 12 ft ft ft Height Width 24.5 ft ft ft 18.0 24 18.0 24 9.0 18 13.0 12 188 24.5 0 .0 0 9.0 24 .0 18 9.0 12 9.0 0 18 0.0 9.0 0 0Type 1 = Transverse 12 0.0 0 Type 2= Longitudinal Wind Pressures Zone A Zone B Zone C Zd End Zone End Zone 14.18 17.83 3.74 End Zone Z n 14.18 17 83 End Zone 4.67 3 74 14.18 14.18 17 83 0.00 3. 4.67 17.83 14.18 14.18 0.00 14.1818 14.18 17.83 17.83 14.18 0.00 17.8.8 3 14.18 17.83 14.18 14.18 17.83 0.00 14.18 17.83 Load to roof plate Load to upper floor plate Vw= 5065 lb Load to main floor plate Vw= 6992 Ib Vw= 0 lb Total= 12056 lb Check using 10psf minumum Total Wind Load 8640 lb OK 10051.4 ASCE7-05 100mph , Job 10051.4 08/08/11 Page 10 1911 116th Engineering,AvenueInc. L7 1911 NE Bellevue,WA 98004 DR Horton Plan 3725 Lateral Analysis of Seismic forces(2009 IBC) Distribution of Building Weight Area Weight Ave.height Roof ft^2 psf ft 1400 14.0 18 Wall Wt Wall Ht Wall L psfInterior walls ft ft 6.5 8 180 6.5 Wall Wt Wall Ht Wall L Exterior walls ft ft psf 8 8 170 Area Weight Ave.height Uloor ft^2 psf ft 1825 10 9 Wall Wt Wall Ht Wall L psf Interior walls ft ft 6.5 9 120 Wall Wt Wall Ht Wall L Exterior walls ft ft psf 8 9 180 Area Weight Ave. height Maims ft^2 psf ft 0 10 0 Wall Wt Wall Ht Wall L Interior walls psf ft ft 6.5 9 0 Wall Wt Wall Ht Wall L Exterior walls ft ft psf 8 9 0 10051.4 ASCE7-05 100mph Voelker Engineering, Inc. 08/08/11 1911 116th Avenue NE Bellevue, WA 98004 Page L8 Job 10051.4 DR Horton Plan 3725 Lateral Analysis of Seismic forces (2009 IBC) Soil Class= D le 1.00 _ R 6.50 Structure Height= 21.25 ft Spectral Response Acceleration Coefficients Site Coefficients Ss= 1.58 S1 = 0.55 Fa = 1.00 Fv= 1.50 Sms= 1.58 Sm1 = 0.8 8 Sds= 1.05 Sd1 = 0.55 Sesimic Design Category= D Structure Fundamental Period= 0.20 Seconds Cs Determination JASCE 7) Sds/(R/Ie) 0.162 Sd1/(R/Ie)/T 0.428 Cs= 0.162 Vs= Ultimate 0.116 x Wt Distribution of Shear to Stories Working Stress Level Vs wx Roof 3442 61953.07 % Vs Upper floor 4442 0.608 4792 39981.83 0.392 < Main floor 0 3092 0 0.000 Total 7884 101935 0 <_-- 7884 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 10051.4 ASCE7-05 100mph Voelker Engineering, Inc. Job 10051.4 08/08/11 Page L9 1911 116th Avenue NE Bellevue,WA 98004 DR Horton Plan 3725 Allowable Shearwall Forces-IBC Table 2306.3 Typ.Walls -7/16 OSB, 8d Common Nails, 1 3/8" minimum penetration into framing. Wind Resistance(Includes 40%increase per 2306.3.1) Allow v P6 266 plf P4 490 plf P3 638 plf P2 833 plf Seismic Resistance(based on 2:1 height/width ratio) Allow v P6 242 plf P4 350 plf P3 399 plf P2 595 plf Anchor Bolts (518" bolts,HF plates,Allow v= 1.6 x 860=13761b) Allow V o c 344 plf P6 2x sill plates 48" 516 plf P4 2x sill plates 32"o.c. P3 2x sill plates 16" o.c. 516 plf, 1/2 allow w/2x plates for seismic only 16"o.c. 1284 plf P2 3x sill plates 10051.4 ASCE7-05 100mph 1 , Voelker Engineering, Inc. 1911 116th Avenue NE 08/08/11 Bellevue, WA 98004 Job 10051.4 Page L10 DR Horton Plan 3725 Sub-dia hra ms-Front/Rear Zone 1 Zone 2 Roof 40 Main 0 ft 0 ft Zo00 ne 3 ft Zo0ne 4 ft ft 0 ft 0 ft ft Upp0 ft o ft ft Force Distribution to Walls-Front/Rear RoofP/ate Leve/ Sum of Walls Grid 1 16 23 Grid 2 27 Total Grid 3 39 Grid 4 27 Grid 5 0 0 Trib. Vs 0 Vw Grid 1 20 Wall Sum 2396 2691 39 69 plf Uplift Grid 2 20 OK 2396 2691 27 100 plf Grid 3 0 OK 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 40 4792 5383 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs Grid 1 0 rho 0 0.00 Grid 2 1.00 0 0 0.00 Grid 3 1.00 0 0 0.00 Grid 4 1.00 0 0 0.00 Grid 5 1.00 0 0 0.00 1.00 10051.4 ASCE7-05 100mph , Job 10051.4 08108111 Page 100 191191ker 6thEngineering,nuInc. 116th Avenue NE Bellevue,WA 98004 DR Horton Plan 3725 _ lJ er Floor Plate Level Force Distribution to Walls-FrontlRear Total 20 Sum of Walls 22 Grid 1 20 0 Grid 2 22 0 Grid 3 Grid 4 0 Grid 5 Uplift Wall Sum v 2478 Vs Vw 275 p If P4 Trib. 5506 20 20 3942 2253 Grid 1 250 plf P6 Grid 2 20 3942 5506 22 0 0 0 Grid 3 0 p 0 0 Grid 4 0 p 0 0 Grid 5 0 Totals 40 7884 11013 Redundancy Check Longest wall with HIL> 1.0 rho L vs %Vs 1.00 0 0 0.00 Grid 11.00 0 p 0.00 Grid 21.00 0 0 0.00 Grid 31.00 0 0 0.00 Grid 41.00 0 p 0.00 Grid 5 10051.4 ASCE7-05 100mph VEngineering, Inc. 1911Voelker oel 116th Avenue NE 08/08/11 Job 10051.4 Page L12 Bellevue, WA 98004 DR Horton Plan 3725 Sub-diahragms-Left/Riaht Zone A Zone B Roof 26 ft 15 ft Zone C Zone D Aper 19 Upper 0 ft 20 ft 0 ft 0 ft 0 ft 0 ft 00 ft Force Distribution to Walls-Left/Ri ht ft 0 ft Roof Plate Leve/ Sum of Walls Grid A 3.3 6 7 Grid B 13 8.2 4 Total Grid C 3 22.2 Grid D 3 3 3 12 Grid E 0 0 0 Trib. Vs Vw Grid A 13 1519 Wall Sum � 1606 22.2 72 plf OK Uplift Grid B 21 2396 2532 13 NDS 4.3 Ok 195 plf P6 Grid C 8 1558 877 926 12 77 plf OK Grid D 0 0 0 0 NDS 4.3 Ok Grid E 0 0 Totals 41 4792 5065 0 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs Grid A 6.7 459 0.10 rho 1.00 Grid B 0 0 0.00 1.00 Grid C 3 219 0.05 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 10051.4 ASCE7-05 100mph 100 1911 1r16th EngineerAveniunge ,NE Inc. 08/08111 Job page 100 V e 51.4 1911 1 Bellevue,WA 98004 DR Horton Plan 3725 U er Floor Plate Level Force Distribution to Walls-LeftlRiaht Total 11.8 B Sum of Walls 5.5 3.4 19.5 C Grid 2.9 10.7 Grid 8 11.52.95 0 Grid C 2.95 2.44 2.4 Grid D Grid E 0 Uplift Wall Sum v 2524 Trib. Vs Vw 280 plf P4 2273 3309 11.8 Grid A 9.5 NDS 4.3 P6 Grid B 19.5 2782 3942 6028 19.5 309 plf P4 2287 1669 2719 10.7 254 plf P6 Grid C 10 NDS 4.3 P6 0 0 0 Grid D 0 Grid E 0 0 0 0 Totals 39 7884 12056 Redundancy Check Longest wall with HIL> 1.0 Vs rho L 1.00 Grid A 5.5 1059 0.13 1.00 Grid B 8 1617 0.21 1.00 Grid C 2.95 460 0.06 Grid D 0 1.00 0 0.00 1.00 0 0 0.00 Grid E4 10051.4 ASCE7-05 100mph JOS .......... • ,... ..- VOELKER ENGINEERING, INC... ... I,fl SHEET NO.—_____________ OF:i i :I:: ii, ii ii: iiii • 1911 116th Avenue NE DA Bellevue, Washington 98004 CALCULATED ST---__________________ TE-_- _____ 425-4514946 DATE_ _ __ __ CHECKED EtY__________________.. SCALE ! - !I ! . 1 :........ . . . . .;. .•. IR,f„),P ...."' ! i t r tieAee ieef- ..i.. ) ? . kl , .N.. re:;.4ef r4° a.Ato- ; , , : . : . . . . , i . • . • : , , . • . . . . . . . : : . : • .. . . . . . • • : . I • . I ' ' ' ! (.44 ) ! ' ! : i ! !: i 1 ! i i 4!. 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Li 5' SHEET NO.----------------- Of--------------- 1911 116th Avenue NE Bellevue,Washington 98004 CALCULATED BY------- DATE 425451-4946 CHECKED BY----------------. 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CP c.,_,... e,,7,i 1 , ' : s._ 2 /‘7t . _ r .......... 7 51... ..... ................. s . 5 x 6 * £fs ' sil7,,, 6'c) ;___ . .................. . 5-v, ikir ..................... is , S 1 S,' ...... ........ PRODUCT 204.1(Ssge Skids)20d-i(Padded) f�L BeamChek v2007 licensed to: Voelker Engineering Reg#8111-1879 Date:8/21/10 Selection 3-118x 9 GLB 24F V4 DFIDF Lu=0.O Ft Conditions NDS 2001 Min Bearing Area R1=4.0 in2 R2=3.0 in2 (1.5)DL Defl= 0.20 in Recom Camber-0.31 in Data Beam Span 7.0 ft Beam Wt per ft 6.83# Reaction 1 TL 2584# Reaction 2 TL 1 g44# Bm Wt Included 48# Maximum V 2584# Max Moment 5799'# Max V(Reduced) 2159# TL Max Defl L/240 TL Actual Defl L/410 Attributes_ Section in' Shear in TL D f i in Actual 42.19 28.13 11.73 0.35 25.21 Critical OK OK Status OK 42% 58% 60% Ratio E(.si x mil Fc .si) Fb(psi Fv(•si Values Reference Values 2400240 1.8 650 276 1.8 650 Ad'usted Values 2760 Adjustments Cv Volume 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Point TL Distance Par Unif TL Start End 0 4.0 B=2240 4.0 H=560 1.111111111111111111111111111 Pt loads: R2= 1944 R1 =2584 SPAN=7 FT Uniform and partial uniform loads are lbs per lineal ft. 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MOM SH ISIrildtem)33.1 raw) VOELKER ENGINEERING all"' BeamChek v2007 licensed to:Voeiker Engineering Reg#8111-1879 Fel " r r- J v;cri' Prepared by:CV Date:7/21/10 Lu=0.OFt Selection (3)2x 12 HF#2 Conditions NDS 2005 Min Bearing Area R1=4.3 in2 R2=2.1 in2 (1.5)DL Dell= 0.85 in Data Beam Span 19.0 ft854# Beam Wt per ft 12.3# Reaction 1 TL 1754# Reaction 2 TL 1754# M Bm Included 99944# Max V(Reduced) 1696# um V Max Moment TL Max Dell L/240 TL Actual Defl L/269 Attributes Section in Shear i TL Defl in 50.63 0.85 94.92 Actual Critical 84.62 16.96 0.95K OK Status 89% 34% 89% RatioioFbsi Fv •si E •si x mil Fc 1 •si • 150 1.3 405 Values Reference Values 850 150 1.3 405 Ad'usted Values 850 Ad�u tints CF Size Factor 1.000 1.00 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Uniform TL: 50 =A L 1-ds Distance TL B=1425 3.5 Uniform Load A Pt loads: © Q R2=854 R1 =1754 SPAN=19FT Uniform and partial uniform loads are lbs per lineal ft. VOELKER ENGINEERING 17 U JUUS 1 , Bea hek v2007 licensed to:Voelker Engineering Reg#8111-1879 G ` 3 Prepared by:CV Date: 7/21/10 S lection 2x 12 HF#2 @ 12 in oc Conditions NDS 2005,Repetitive Use Lu=0.0 Ft Min Bearing Area R1=1.2 in2 R2=1.2 in2 (1.5)DL Defl= 0.20 in Data Beam Span P 19.25 ft Reaction 1 LL 385# Reaction 2 LL Beam Wt per ft 0# Reaction 1 TL 385# Bm Wt Included 0# 481# Reaction 2 TL 481# Maximum V 481# Max Moment 2316'# Max V(Reduced) 434# TL Max Defl L/240 TL Actual Defl L/315 LL Max Defl L/360 LL Actual Defl L/433 Attri ales Section in Shear i IL Defl in LL Dell Actual 31.64 16.88 Critical 28.E 0.730.53 Status OK 4.34 0•9� 0.64 Ratio 90% 26K OK OK 76% 83% Fb •si Fv .si E •six mil Fc I .si Values Reference Values 850 Ad'usted Values 978 150 1.3 405 150 1.3 405 Ad/u—i stmenls CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 Cl 1.00 Stability 1.0000 Rb=0.00 Le=0.00 Ft 1.00 Loads Uniform LL:40 Uniform TL: 50 =A Uniform Load A /\ R1 =481 Q SPAN=19.25 FT =481 Uniform and partial uniform loads are lbs per lineal ft. SHEET NO. 4"--.---e-----L---.VOELKER ENGINEERING,INC. OF - 1911 116th Avenue NE Bellevue,Washington 98004 CALCULATED BY------------- DATE------ 425451-4946 CHECKED BY___.------------ DATE---------- SCALE ; ; , , , ; ,, ,: , : : , : , ': •'... •.:• ; . . . . . . . . - - - i . . . . ' 1 / 1 ' , E , i• ', 1 .. 6#01-- 4 s,. g./ \ . ce I; s•00. toe ,, i . . . . . :••., :••• •••• 1 A 16+, 4ite, . i . i . . • 1114f) rli . .., . , . 1 ti."/ •-• . I " i'i, e . . . , ,. 3..qr • ' . i ' I 1, t gg .t , , + 7 I, 6 I/0 17 ?..-••• .,' ›, ! V — 1 4. s'ge a0•13,) , ' P ' • : t•X. .;'‘'',.: 6 t. ' . . . . , 51 j i, A. , , 7,/ , , •: . . ....- , i • . 4 1 c 1 • iv • . . . , , 3 ! • , 1,1" 7 ,/4. .• . , • . . ' 6.-e . , , „ ! . • . . .. . / ; . • . . . ibe 1 , • .• 4..), 1st) ei • . . . , • ; 1 - , ; : ! . , . . . . ..... .............. ;.„ „ ; ; ; ; ! • , " . . . .• : . . . PRODUCT 204-1 Ogle WO 205-1(Padded) OF VOE LBKEe ilie9vRileEi15N1-64Gt5h1NEi Washington , INC. ET A-4v 9e n4u6e: 10 otEG4: DATE CC:HAHDATE AELELECC:KLAED1.3:D BY -57t7V:‘ • • . • . : • : • : : • • . • : . . . PRODUCT204-1(Si*,SlieetV 2051(Padded) VOELKER ENGINEERING �,, o Cid BeamChek v2007 licensed to:Voelker Engineering r, Reg#8111-1879 Prepared by:CV Date:7/21110 Lu=O.OFt LuQOH=O.OFt Selection (2)2x 12 HF#2 Conditions NDS 2005,Overhang Min Bearing Area R1=0.3 in2 R2=6.2 in2 (1.5)DL Defl= -0.05 in. Da Beam Span 12.0 ft 2520# Beam Wt per ft 8.2# Reaction 1 TL 126# Reaction 2 TL 2 75 ft Bm Wt Included 121 # Maximum V 1948# Overhang Length Max MaxMomentflL 6240 Max Actual Defl L/<1000 OH Total Beam Actual Defl L/>1000 TL ax Defl Attributes Section in Shear i TL-0.05 lin OH TL De 0.01Actual 63.28 33.758 Critical 32.87 11.16 0.60 0.2.2 StatusOK OK OK OK Ratio 52% 33% 8% 5% Fb •si Fv •si E •six mil 850 150 1.3 405 •si Reference Values Values Ad'usted Values 978 173 1.3 405 Adjustments CF Size Factor 1.000 1.15 Cd Duration 1.15 Cr Repetitive 1.00 N/A Ch Shear Stress 1.00 1.00 Cm Wet Use 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loa• Uniform TL: 50 =A Uniform Ld on Badcs•:n Par Unif TL Start End K=700 (OH) 0 2.75 Uniform Load A K R2-2520 R1 =126 BACKSPAN=12 FT OH=2.75 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. VOELKER ENGINEERING 005/. t Ger- 7 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 ‘40,1-40-d-f Prepared by:CV Date:7/21/10 Selection 15-1/8x 22-1/2 GLB 24F-V4 DF/DF Conditions NDS 2005 Lu=0.0 Ft Min Bearing Area R1=15.9 in2R2=15.9 in2 (1.5)DL Defl= 0.61 in Recom Camber=0.92 in Data Beam Span 17.75 ft Beam Wt per ft 28.02# Reaction 1 TL 10331# Reaction 2 TL Bm Wt Included 497# Maximum V 10361 # 10361 # Max Moment 71646'# Max V(Reduced) 10278# TL Max Defl L/240 TL Actual Defl L/347 Attributes Section(in') Shear(in2) TL Deli(in) Actual 432.42 115.31 0.61 Critical 326.18 55.88 0.89 Status OK OK OK Ratio 75% o 48/0 69% mom Fb(Psi) Fv(psi) E(psi x mil) Fc (psi) . +m_ Reference Values 2400 240 1.8 650 Adjusted Values 2636 276 1.8 Adjustments Cv Volume 0.955 Cd Duration 1.15 1.15 Cr Repetitive 1,00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 650 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft 1.00 Loads Point TL Distance Par Unif TL B=13100 7,0 Start End H=660 7.0 17.75 H Pt loads: DI R1 =10331 R2=10361 SPAN=17.75 FT Uniform and partial uniform loads are lbs per lineal ft. 1.od5f. BeamC T v2pp7 licensed to:Voelker Engineering Reg#8111-1879 11 Date:8/21/10 Selection 5-1/8x 18 GLB 24F V4 DF/DF Lu=0.O Ft Conditions NDS 2001 Min Bearing Area R1=15.7 in2R2= 13.3 inz (1.5)DL Defl= 0.84 in Recom Camber=1.27 in Data Beam Span 18.0 ft 8637# Beam Wt per ft 22.42# Reaction 1 TL 10187#87# Reaction 2 TL Bm Wt Included 404# Maximum V8443# Max Moment 43258'# Max V(Reduced) TL Max Defl L/240 TL Actual Defl L/256 Attributes Section(in Shear(in2) TL Deft(in) Actual 276.75 92.25 0.84 Critical 192.86 45.89 0.90 Status OK OK OK Ratio 70% 50% 94% Fb •si) Fv •si E •si x mil)240 1.8 50(•si Values Reference Values 2400 276 1.8 650 Ad'usted Values 2692 Adjustments Cv Volume 0.975 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 840 =A Distance Par Unif TL Start End Point TL H=300 0 7.0 B=1200 7.0 I H Uniform Load A Pt loads: © Q R1 = 10187 R2=8637 SPAN= 18 FT Uniform and partial uniform loads are lbs per lineal ft. 10651*/ S Ate"d a r 9 BeamChek v20071i ensed to: Voelker Engineering Reg#8111-1879 Date:8/21/10 Selection f 5-1/8x 21 GLB 24F-V4 DF/DF Conditions NDS 2001 Lu=0.0 Ft Min Bearing Area R1=12.9 in2R2=14.2 in2 (1.5)DL Defl= 0.67 in Recom Camber=1.00 in Data Beam Span 18.0 ft Beam Wt per ft 26.15# Reaction 1 TL 8358# Reaction 2 TL 9213# Bm Wt Included 471 # Maximum V 9213# Max Moment 62803'# Max V(Reduced) 8187# TL Max Defl L/240 TL Actual Defl L/324 Attributes Section(in') Shear(int) TL Defl(in) Actual 376.69 107.63 0.67 Critical 284.36 44.50 0.90 Status OK OK OK Ratio 75% 41% 74% Fb(psi) Fv(psi) . E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2650 276 1.8 650 Adjustments Cv Volume 0.960 Cd Duration 1.15 1.15 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 100 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Kbe=0.0 Loads Uniform TL: 100 =A I PBoint L00 Distance Par Unif TL Start End I 8.0 H=460 8.0 18.0 I H I Uniform Load A I Pt loads: I © J R1 =8358 R2=9213 SPAN=18 FT Uniform and partial uniform loads are lbs per lineal ft. JOB VOELKER ENGINEERING, INC. SHEET NO. urt0 OF 1911 116th Avenue NEDATE //- /. 10 Bellevue, Washington 98004 CALCULATED BY 425-451-4946 CHECKED BY DATE SCALE . °?", .ilt.t1011)X 4—' . A bi)eiietri.d",,,. , , . . z u. to 113,, L �' 5t.. 1 , . . elect i�. 1T7,'Is; . .__.i.3 _10, i,/ s . tl 5* d.7 ----/ 5 ............... lc - s )j 5›i,, __....... . . ... .01 4.7-4 Ill ..-,-.._ . . , : , : : tG>. .. riit, ‘ i. sl . es : . 1. . . . _ -ii, , : PLS" , : . . I, . , 4'r . - :a' . . 3h ............. PRODUCT 2044(Single Shells)2054( JOB 1Vy I. I,-t 1 VOELKER ENGINEERING, INC. SHEET NO /1 F 1 1911 116th Avenue NE . OF Bellevue, Washington 98004 CALCULATED BY DAA 17•U-f U 425-451-4946 CHECKED BY DATE SCALE •t • 6 ...... a �'0.k I! t ci'))r111+r • tl tJ, t b/V a, ..„ ,. 0, h._.. . , :. . . , (2'i .61 1 . , f „ 1 . Ie 1a t. • PRODUCT2044(S5 )2 -1(Padded)