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Plans (66) (14c CD ALI`'INE VIEW : ' .4_ ', �' 17k ? CITY OF TIGARD, OR `�'� DISCLAIMER: CITY/JURISDICTION HAS AUTHORITY a:;-i,, > ji TO CHANGE SITE PLAN IF NEEDED. , . �. _ ;S 4`- ' EROSION CONTROL FRONT LANDSCAPE HAY AND SILT FENCE IF NEEDED t \-\''S �,-1LOT COVERAGE O , ( LOT AREA = 6430 SF '�-r BLDG FOOTPRINT = 1391 SF 3�3;•• . COVERAGE = 22% , i /53.00' '%%1 , ,i5P 1 6S,\5 N. r' EXISTING a ar '; g� SETBACK REQUIREMENTS Q 1, ,iw ;FRONT (TO BLDG WALL/PORCH) 15' 0bib l SIDE YARD (ST.) 10' [ `:r/'` I I SIDE YARD ' v GARAGE 20' c',' I I LOT 23 l I REAR 15' CV DOUG. FIR - TYP. 6,430 SQ.FT. i PROPOSED SETBACK REQUIREMENTS �A, FRONT (TO BLDG WALL/PORCH)11.25' 0:-) %�` 12.00' , 1SIDE YARD (ST.) 10' .5 SILT FENCE - TYP. M.U.E. j SIDE YARD 5' 3 w 1 a, !GARAGE 20' I � Ico.LU .rn REAR . _.. •.. 15 3 5-_coo__ 13.88 °' p , ...... ,,.. ...,..... I d A -8.18 ........:,.�....1 ? h co .ice . I • N rni 1 I S j f 1 j 1 �� +� / I c 8.00' E ° ji P.U.E. L_ I c� 8 r , I ► 1 �, I r r , i 'w-' ` SD / 54.68 V 0. I 1, __ .._ jos_J0 3 9 --T ,,__f .._ (,) ! , .} WM \,' r} I -� -L�.--- -:R - SCALE 1 c r I _ ■ �� r �� j I j 0 10 20 It1` - -- _ i -_ "' PACIFIC DOGWOOD - -Cl (...ALLPINE....D�r►�ES,r STREET TREE - TYP. INCH= 20 FEET 0 / i N � ADDRESS: 14285 SW ALPINE CREST WAYD.R. Horton Homes CT:j PLAN : 3520 (6 SCALE: r 20' 4.386 SW. M£ (:a£.s(li"T'1 Avenue, Suite 102 DATE: 4-27-12 £ i tuirid Oregon \\ :KAE • 5C:3„22:.4( 1 g:A( : 503.222.371: . , Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 _ T;:'EC V-Ty4.7 i) MAY 1 7 2312 DR Horton Plan 3S20 Alpine View Lot 23 Tigard, Oregon Structural Calculations April 19, 2012 JN 29047.5 Building Code: 2009 IBC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: I Opsf Wind: 100mph Exposure B Seismic: Soil class D, Ss ---- 1.58 INDEX PAGES Lateral analysis L1-17 Roofframing R1 Upper floor framing UFI-9 Main floor framing MF1 se-/9111.- ..,003cT(Jni PRO14f.f" IV a- 4' c•P c `•tcy' ‘P -44/ fr _ ., RE ON 3- 0'25,19 . , '1/.:ES EXPIRES: 6/251)5 Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3S20 Oregon Structural Calculations August 25, 2011 JN 29047.5 Building Code: 2009 IBC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 100mph Exposure B Seismic: Soil class D, Ss = 1.58 INDEX PAGES Lateral analysis Roof framing LI-17 Upper floor framing RI Main floor framing UFI-9 MF1 , r Job 29047.5 Voelker Engineering, Inc. 08/24/11 Page 9 1911 116th Avenue NE Bellevue,WA 98004 DR Horton Plan 3S20 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 Main Wind-Force Low-Rise Buildings qh : at mean roof height h Resisting System Gable Roof GCpf : given in Figure 6-10 GCpi :given in Figure 6-5 Velocity Pressure Calculations,qh Velocity pressure qh is calculated in accordance with section 6.5.10 (Eq. 6-15) qh=Velocity pressure @ mean roof height(h) qh =Constant Kh • Kzt Kd •V2 qh=Velocity pressure @ height(h) Numerical constant (Section C6.5.10) Where : Constant _ 1/2 . [(Air density lb/cu ft)/(32.2 ft/s2)] [(mi/h)( 5280 ft/mi) • (1 hr/3600 s)]2 0.00256 Mean Sea Level = 0.00 ft Table C6-1) Air Density @ MSL = 0.0765 Ib/cu i II (Table 1-1) Category 1 (Table 6-1)B Importance Factor = (Urban areas) Exposure Category = B (Table 6-2) Alpha _ 1,200.00 ft (Table 6-2) Zg — 100.00 mph (Figure 6-1) Basic Wind Speed 24.00 ft Mean Roof Height — 29047.5 ASCE7-05 100mph Volker Enginc. 08/24/11 Job 29047.5 1911 116th Avenue NE Page L2 Bellevue, WA 98004 DR Horton Plan 3S20 Velocity Pressure Calculations, qz(Cont.) Where : Kh = Velocity pressure coefficient @ height zE = Z/Zg) ( q• C6-3a 2.01� ( ^(2/Alpha)for 15 ft<=Z<=Zg (Eq. C6-3b 2.01 • (15/Zg)^(2/Alpha)for Z< 15 ft 0.7 Kzt = Topographic factor obtained from Fig. 6-4 Kzt@h = (1 + K1 • K2 • K3)2 1 Topography = None K1,K2,K3 = Multipliers from Fig. 6-4 to obtain Kzt Lh = 100.00 ft H = 200.00 ft H/Lh = 0.5 K1 = 0 X = 100.00 ft X/Lh = 0.25 K2 = 0 Using 2H for Lh z/Lh = 0.24 K3@h = 1 Kd = Wind directionality factor obtained from Table 6-4 0.85 qh = 15.24 (psf) Internal Pressure Coefficient, GCpi, Figure 6-5 The internal pressure coefficients are given in Figure 6-5 Enclosure Classification GCpi+ GCPi- Ri GCpi+ GCPi- Partially enclosed buildings 0.55 -0.55 1 0.55 -0.55 29047.5 ASCE7-05 100mph f C Job 29047.5 Voelker Engineering, Inc. 08/24/11 Page L3 1911 116th NE Bellevue,WA Avenue 98004 DR Horton Plan 3S20 External Pressure Coefficient, Cp, Figure 6-10 The pressure force coefficient are given in Figure 6-10 Roof Angle Building Surface 5 6 1 E 1 2 3 4 30.00 deg. 0.56 0.21 -0.43 -0.37 -0.45 -0.45 0.69 2E 3E 4E 0.27 -0.53 -0.48 Design Wind Pressure, p. (psf)Equation 6-18 Design wind pressures and forces are determined per equations given in section 6.5.12 Building Surface Cp qh GCpi+ GCpi- p+ P- (psf) (psf) (psf) 1 0.56 15.24 0.55 -0.55 0.15 16.92 2 0.21 15.24 0.55 -0.55 -5.18 11.59 3 -0.43 15.24 0.55 -0.55 -14.94 1.83 4 -0.37 15.24 0.55 -0.55 -14.03 2.74 5 -0.45 15.24 0.55 -0.55 -15.24 1.52 6 -0.45 15.24 0.55 -0.55 -15.24 1.52 1E 0.69 15.24 0.55 -0.55 2.13 18.9 2E 0.27 15.24 0.55 -0.55 -4.27 12.5 3E -0.53 15.24 0.55 -0.55 -16.46 0.3 4E -0.48 15.24 0.55 -0.55 -15.7 1.07 p+ uses GCpi+ p-uses GCpi- 29047.5 ASCE7-05 100mph Voelker Enginccring, Inc. 08/24/11 Jub 29047.5 1911 116th Avenue NE Page L4 Bellevue, WA 98004 DR Horton Plan 3S20 Light Wood Frame Construction? Y Mean Roof Height 22.5 ft Maximum Height 27 ft Building Width 35 ft Building Length 43 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft Main Fl Plate Ht 0 ft Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 17.83 6.12 14.18 4.89 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 17.83 6.12 14.18 4.89 End Zone Calculations .1xWidth 3.5 .4xHeight 9.0 .04xWidth 1.4 3.5 3.0 3.0 3.5 <--- End Zone Length= 7.0 ft 29047.5 ASCE7-05 100mph r Voelker Engineering, Inc. 08/24/11 Job 29047.5 608 State Street Page L5 Kirkland, Washington 98033 DR Horton Plan 3520 Wind Analysis FRONT TO REAR DIRECTION Building Width 35 ft Zone 1 Zone 2 Zone 3 Zone 4 Type 1 1 1 1 End Zone y y n y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 27.0 18.5 27.0 18.5 27.0 0 27.0 0 18.0 17.5 18.0 17.5 18.0 0 18.0 0 9.0 17.5 9.0 17.5 9.0 0 9.0 0 0.0 17.5 0.0 17.5 0.0 0 0.0 0 Type 1 =Transverse Type 2= Longitudinal or Gable End Wind Pressures Zone 1 Zone 2 Zone 3 Zone 4 End Zone End Zone End Zone End Zone 4.89 6.12 4.89 6.12 4.89 0.00 4.89 6.12 14.18 17.83 14.18 17.83 14.18 0.00 14.18 17.83 14.18 17.83 14.18 17.83 14.18 0.00 14.18 17.83 14.18 17.83 14.18 17.83 14.18 0.00 14.18 17.83 Load to roof plate Vw= 4247 lb Load to upper floor plate Vw= 4927 lb Load to main floor plate Vw= 0 lb Total= 9174 lb Check using 10psf minumum Total Wind Load= 8055 lb OK 29047.5 ASCE7-05 100mph VoeikerEngineenng, Inc. 08/24/11 Job 29047.5 1911 116th Avenue NE Page L6 Bellevue, WA 98004 DR Horton Plan 3520 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 43 ft Zone A Zone B Zone C Zone D Type 2 2 1 1 End Zone y y y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 27.0 11 27.0 11 27.0 0 27.0 0 18.0 20.5 18.0 20.5 18.0 0 18.0 0 9.0 20.5 9.0 20.5 9.0 0 9.0 0 0.0 20.5 0.0 20.5 0.0 0 0.0 0 Type 1 =Transverse Type 2 = Longitudinal Wind Pressures Zone A Zone B Zone C Zone D End Zone End Zone End Zone End Zone 14.18 17.83 14.18 17.83 4.89 6.12 4.89 6.12 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 14.18 17.83 Load to roof plate Vw= 6114 lb Load to upper floor plate Vw= 5692 lb Load to main floor plate Vw= 0 lb Total= 11806 lb Check using 10psf minumum Total Wind Load= 7515 lb OK 29047.5 ASCE7-05 100mph • Voelker Engineering, Inc. 08/24/11 Job 29047.5 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3S20 Lateral Analysis of Seismic forces(2009 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1520 12 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 160 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 150 Upper Floor Area Weight Ave. height ft^2 psf ft 1400 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 85 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 156 Main Floor Area Weight Ave. height ft^2 psf ft 0 10 0 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 0 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 0 29047.5 ASCE7-05 100mph Welker Engineering, Inc. 08/21/11 Joh 29047.5 1911 116th Avenue NE Page L8 Bellevue, WA 98004 DR Horton Plan 3S20 Lateral Analysis of Seismic forces(2009 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 22.5 ft Spectral Response Acceleration Coefficients Site Coefficients Ss= 1.58 Fa = 1.00 S1 = 0.55 Fv= 1.50 Sms= 1.58 Sds= 1.05 Sm1 = 0.825 Sd1 = 0.55 Sesimic Design Category= D Structure Fundamental Period = 0.21 Seconds Cs Determination (ASCE 7) Sds/(R/le) 0.162 Sd1/(R/le)/T 0.410 Cs= 0.162 Ultimate Vs= 0.116 xWt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3150 56699.98 0.637 4295 <--- Upper floor 3597 32375.53 0.363 2452 <--- Main floor 0 0 0.000 0 <--- Total 6747 89076 6747 lbs Redundancy Check rho max= 1.00 Front/Rear rho max= 1.00 Left/Right 29047.5 ASCE7-05 100mph • Voelker Engineering, Inc. 08/24/11 Job 29047.5 1911 116th Avenue NE Page L9 Bellevue, WA 98004 DR Horton Plan 3520 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 (5/8" bolts, HF plates,Allow v= 1.6 x 860= 13761b) Allow V P6 2x sill plates 48"o.c. 344 plf P4 2x sill plates 32"o.c. 516 plf P3 2x sill plates 16"o.c. 516 plf, 1/2 allow w/2x plates for seismic only P2 3x sill plates 16"o.c. 1284 plf 29047.5 ASCE7-05 100mph I Voelker Engineering, Inc. 08/24/11 Job 29047.5 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3520 Sub-diaphragms-Front/Rear Zone 1 Zone 2 Zone 3 Zone 4 Roof 35 ft 0 ft 0 ft 0 ft Upper 35 ft 0 ft 0 ft 0 ft Main 0 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 16.5 19 35.5 Grid 2 13 22 35 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 18 2147 2124 35.5 60 plf OK Grid 2 18 2147 2124 35 61 plf OK Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 35 4295 4247 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 29047.5 ASCE7-05 100mph Voelker Engineering, Inc. 08/24/11 Job 29047.5 1911 116th Avenue NE Page L11 Bellevue, WA 98004 DR Horton Plan 3S20 - Force Distribution to Walls-Front/Rear Upper Floor Plate Level Sum of Walls Total Grid 1 43 43 Grid 2 19 19 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 3374 4587 43 107 plf P6 960 Grid 2 17.5 3374 4587 19 241 plf P6 2173 Grid 3 0 0 0 0 Grid 4 0 0 0 0 Grid 5 0 0 0 0 Totals 35 6747 9174 Redundancy Check _ Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 - Grid 2 0 0 0.00 1.00 Grid 3 0 0 0.00 1.00 Grid 4 0 0 0.00 1.00 Grid 5 0 0 0.00 1.00 29047.5 ASCE7-05 100mph , V Voelker Engineering, Inc. 08/24/11 Job 29041.5 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3S20 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 16 ft 26 ft 0 ft 0 ft Upper 16 ft 26 ft 0 ft 0 ft Main 0 ft 0 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 4.5 12 9 25.5 Grid B 10 11 21 Grid C 7 4 11 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 8 818 1165 25.5 46 plf OK Grid B 21 2147 3057 21 146 plf P6 1165 Grid C 13 1329 1892 11 172 plf P6 1376 Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 42 4295 6114 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 4.5 144 0.03 1.00 Grid B 0 0 0.00 1.00 Grid C 7 846 0.20 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 29047.5 ASCE7-05 100mph M , Voelker Engineering, Inc. 08/24/11 Job 29047.5 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3S20 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 4.5 6.9 11.4 Grid B 17.5 10 27.5 Grid C 2.6 2.6 5.2 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 8 1285 2249 11.4 197 plf P6 1775 Grid B 21 3374 5903 27.5 215 plf P6 1932 Grid C 13 2088 3654 5.2 703 plf P2 NDS 4.3 NS Grid D 0 0 0 0 Grid E 0 0 0 0 Totals 42 6747 11806 Redundancy Check - Longest wall with H/L> 1.0 L vs %Vs rho Grid A 6.9 778 0.12 1.00 Grid B 0 0 0.00 1.00 Grid C 2.6 1044 0.15 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 29047.5 ASCE7-05 100mph 9tosi7i JOB VOELKER ENGINEERING, INC. SHEET NO. ( r 1911 116th Avenue NEOF Bellevue,Washington 98004 CALCULATED BY DATE 7'6• /V 425-451-4946 CHECKED BY DATE SCALE • d }• , a , a_._._..__......._... i _ : in a r.._._.. - a i t v ,t. a _.......__........a.._ ,.. . .. t i , -41 fit`.....__. L._ ,._. ,.._.........,.._.»....._.._._....,.. L , i • r Y . a a r _ •_Q • 1 i b..._ a r._.....__J_...._._.a .. w._....._.�...._ ' ..... . _........_.__._a......» a i : 1 41 i iii • .a..»__._.._..._._.s.»._ °...._. ........ (S) . G ..r. a. a filk r e.._ �..................._....a ` :.................. i I _ ) i i TM : :........._..r �...__._. A ,..._ r a � JOB °, /0��^» � VO��K--- ENGINEERING, INC.0� SHEET NO. --v~' OF 19l% I16th /��nuaN— � 7'6' Bellevue, Washington 98004 CALCULATED DATE lb 425-451-4946 - �a�� DATE . | ' — -��8��m�-i �I--'-_--__'-__ ^---__~__'-,k ' ^ - ^ _ 1 . ^ . ' , , i le i ~ ^__ el. � ^ , ^ , ^ ^ Ilk. | ' , --vog • 4 , ~ = �� . � �� ^ , ^ ,4 ~ . ^ .1 0 | 'f4 ^^ ' / . _ , ~~~~' "n ' .. __�- _- _____+-_ . ^- ^ - r — ^--- ----~ —' --^----- ^ T -------------- . | ` | ' ' �-- ^ � - . � ,t.— | -- ^ ' — ^_--� _ ^— _____^ ^ ,. —. . ^_ . L- | i i | ' | ' ^ �-- -,_ | ! i i - a - __.__-_____, ^- __-____-__' ^__ __~ -- —'-- 1--- a^ • -- � t ' --� ~ 1.-... | | | / | ' | | ! ' U o ' ' ' ' ' / / ' U PRODUCT 204.1(SingleSteets)mw(Padded) JOB qv 47• 'I VOELKER ENGINEERING, INC SHEET No. L 1 OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 1-13. 1) 425-451-4946 CHECKED BY DATE SCALE ! ot A.... CoV't __._ RDx. t,, ,,, . �? e �� lr -_ de tc:... . s 1177 Z .4. _ IP- 2.1 1-iar: . ), ,,t4,.., fa 7. ,r , i,4 : . „14 ' , s , 4 7 fir, e STs, 3zI /. rS.T71111: ) �s�'a 2� _ ' -ms's-e- t for, PRODUCT 204-1(Single Sheets)205-1 MOM) Voelker Engineering, Inc. 8/24/2011 Job 29047.5 ' 1911 116th Avenue NE Page L17 Bellevue,WA 98004 DR Horton Plan 3520 Roof Boundary Shear Simpson RBC clips allow shear 380 lb 16d @ 6"o.c.at gable end 285 lb Front/Rear Typ. Eave Typ. Gable Grid 1 Plate Len. v RBC spacing 16d @ 6"o.c. Vs 2147 39 55 plf 6.90 ft o.c. OK Vw 2124 39 54 plf 6.98 ft o.c. OK Grid 2 Vs 2147 39 55 plf 6.90 ft o.c. OK Vw 2124 39 54 plf 6.98 ft o.c. OK Left/Right Grid A Vs 818 35 23 plf 16.26 ft o.c. OK Vw 1165 35 33 plf 11.42 ft o.c. OK Grid C Vs 1329 35 38 plf 10.00 ft o.c. OK Vw 1892 35 54 plf 7.03 ft o.c. OK 29047.5 ASCE7-05 100mph JOB .21v//7 VOELKER ENGINEERING, INC. SHEET NO. 1, OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY G DATE Co 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE ._- t . r 54•4 6..r_.......... >L leg/5 i . . 1. . . . ' . i . .. Qt...L...y . . s . 7 /IVA - -.._4 Soo LY' .r14/0 . Ay 127 ft. -.. ................................................................................................ .............. PI v I. . Ir r : A PRODUCT 201-1(Sipe Sheets)20-1(Padded) JOB P' O 9 7 VOELKER ENGINEERING, INC. SHEET NO. G1)1" , of 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE a ' i 5 ..0 ? 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE • • C J 27 S ........................ . 1 .. .... .. ..Pik................. , s....... J3 . 4 27 1. ./. ., ,. h Lv s 1'.+ ,.. �. - ..... �.. U 2 L... ........ ....., � ... ........ .... ': Irk-1 J4Damu...._... ...........__ _ ... ................ .b .. .. . . . . ielpi 17f/....... .4 ,.........__............._...... td 4 47 i. Tr47 ti ....?. PRODUCT 204-1(Sipb SIMeh)206-1(Padded) e .,7-/ .. • VOELKER ENGINEERING ef,7' Pet)u G• !>'l�►y« BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:6/15/09 Selection 2x 12 HF#2 @ 16 in oc Lu=0.0 Ft Lu©OH=0.0 Ft Conditions NDS 2005,Overhang, Repetitive Use,Unbalanced OH LL Min Bearing Area R1=0.3 in2 R2=4.4 in2 (1.5)DL Defl= 0.18 in. Data Beam Span 10.0 ft Reaction 1 LL 256# Reaction 2 LL 384# Beam Wt per ft 0# Reaction 1 TL 101 # Reaction 2 TL 1792# Bm Wt Included 0# Maximum V 1227# Overhang Length 2.0 ft Max Moment 2320'# Max V(Reduced) 1164# Total Beam Length 12.0 ft TL Max Defl L/240 TL Actual Defl L/<-1000 OH TL Actual Defl L/313 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/<-1000 Attributes Section(in') Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 31.64 16.88 -0.09 0.05 0.15 -0.03 Critical 24.77 10.12 0.50 0.33 0.20 0.13 Status OK OK OK OK OK OK Ratio 78% 60% 19% 14% 77% 23% Fb(psi) Fv(psi) E(psi x mil) Fc i(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 1124 173 1.3 405 Adjustments CF Size Factor 1.000 Cd Duration 1.15 1.15 Cr Repetitive 1.15 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 CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft _ Loads Uniform LL:53 Uniform TL: 67 =A Uniform Ld on Backs•an Point TL Distance Par Unif LL Par Unif IL Start End F=1093 (OH) 2.0 53 K=67 (OH) 0 2.0 Uniform Load A I K Pt loads: El /\ R1 = 101 R2=1792 BACKSPAN=10 FT OH=2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. -7.-ri VOELKER ENGINEERING BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 0.apt oil 8. .4. Prepared by:CV Date:6/15/09 Selection 7x 11-1/4 2.0E TJ Parallam W.S.PSL Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005,Overhang, Uplift©R1, Unbalanced OH LL - Min Bearing Area R1=-1.3 in2 R2=9.7 in2 (1.5)DL Defl= 0.21 in. Data Beam Span 10.0 ft Reaction 1 LL 188# Reaction 2 LL 313# Beam Wt per ft 24.61 # Reaction 1 TL -983# Reaction 2 TL 7245# Bm Wt Included 308# Maximum V 5517# Overhang Length 2.5 ft Max Moment 13558'# Max V(Reduced) 5447# Total Beam Length 12.5 ft TL Max Defl L/240 TL Actual Defl L/977 OH TL Actual Defl L/288 LL Max Defl L/360 LL Actual Defl L/>1000 OH LL Actual Defl L/<-1000 Attributes Section(ins) Shear(in2) TL Defl(in) LL Defl OH TL Defl OH LL Defl Actual 147.66 78.75 -0.12 <0.01 0.21 0.00 Critical 48.44 24.50 0.50 0.33 0.25 0.17 Status OK OK OK OK OK OK Ratio 33% 31% 25% 1% 83% 2% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2900 290 2.0 750 Adjusted Values 3359 334 2.0 750 Adiustments CF Size Factor 1.007 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 CI Stability @ OH 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:40 Uniform TL: 50 =A (Uniform Ld on Backspan) - Point TL Distance Par Unif LL Par Unif TL Start End l F=5330 (OH) 2.5 40 K=50 (OH) 0 2.5 Uniform Load A I K Pt loads: E R1 =-983 R2=7245 BACKSPAN=10 FT OH=2.5 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. �. VOELKER ENGINEERING 44 l n> K6 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Prepared by:CV Date:6/15/09 Selection (2)2x 12 HF#2 Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1=1.4 in2 R2=2.2 in2 (1.5)DL Defl= 0.35 in Data Beam Span 15.0 ft Beam Wt per ft 8.2# Reaction 1 TL 549# Reaction 2 TL 885# Bm Wt Included 123# Maximum V 885# Max Moment 2602'# Max V(Reduced) 830# TL Max Defl L/240 TL Actual Defl L/508 Attributes Section(in') Shear(in2) TL Defl(in) Actual 63.28 33.75 0.35 Critical 31.95 7.22 0.75 Status OK OK OK Ratio 50% 21% 47% Fb(psi) Fv(psi) E(psi x mil) Fci,(psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 173 1.3 405 Adiustments CF Size Factor 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 Loads Uniform TL: 50 =A Point TL Distance B=560 12.0 Uniform Load A Pt loads: /\ /\ R1 =549 R2=885 SPAN=15 FT Uniform and partial uniform loads are lbs per lineal ft. 431g0 JOB �, ..,. VOELKER ENGINEERING, INC. SHEET NO. "r OF 1911 116th Avenue NE 8,ZJa 11 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE - s • , . • „ . . • , , , , , „ • , , „ , , : , • . . , 4 4, y$i 4,' 4zis . , , .• ,• • . , , , , : , , , s , ,• . , , : , s, . • . 1,v,,,„ ... , , : . , , , , . . • . , , , , , • , , 4 ....., , . 16, r ,.pt . • • • 1 ,G�f� `l . t- ;_4 /447 Sr • t r... . ...... 41, x1 ._. • • • { • '`� .gorgem, ... 5 41,4 to.+ _{ 1 z 2a 0,r 4 • 4 if /sr viwl • . .�� _ b�' ,$' . , 1. 7k PRODUCT 2041(Shia Shads)205.1(Padded) - JOB =1rtvs/7 7 / VOELKER ENGINEERING, INC. SHEET NO. !/, 6 OF 1911 116th Avenue NE _ Z14 �� Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE - 6....e/trititl7f4 .'1,j,"t.'il..- • : 16 6. 1 .r L . r6 .311 L• E..' l `f U r " 6,,,...,...1,4 I.Ti_e...vi : : ' lir-$ I b - — PRODUCT 201-1(Single Sheets)205-1(Padded) P. JOB _ #7 . VOELKER ENGINEERING, INC. SHEET NO. u�S7 of 1911 116th Avenue NEDATE !L, 11' dg Bellevue, Washington 98004 CALCULATED BY G✓ 425-451-4946 CHECKED BY DATE SCALE ‘P-11....4d 1214N • ,. ..... ......... A. j... � �,t s �, �� !J L X77ole J s cf� Jit, g ..6./ i . ... 44 L 5?-",.:3"3 _. __. ........ ....›..41,4....... . ...... Q 1,u 4 4)_.._ • p3 . • • • PRODUCT PD4-I(Single Sheets)205-1( ) VOELKER ENGINEERING a PA BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 6d� �'Kv" Prepared by:CV Date:8/24/11 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 16.8 in2 R2=9.8 in2 (1.5)DL Defl= 0.52 in Recom Camber=0.78 in Data Beam Span 16.75 ft Beam Wt per ft 24.28# Reaction 1 TL 10929# Reaction 2 TL 6347# Bm Wt Included 407# Maximum V 10929# Max Moment 40009'# Max V(Reduced) 9193# TL Max Defl L/240 TL Actual Defl L/385 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 324.80 99.94 0.52 Critical 178.52 49.96 0.84 Status OK OK OK Ratio 55% 50% 62% Fb(psi) Fv(psi) E(psi x mil) Fcl.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2689 276 1.8 650 Adjustments Cv Volume 0.974 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 Loads Point TL Distance Par Unif TL Start End B=6150 4.75 H=1044 0 4.75 1=480 4.75 16.75 H Pt loads: R1 =10929 R2=6347 SPAN= 16.75 FT Uniform and partial uniform loads are lbs per lineal ft. 21.950-b; /C4.4‘460/ VOELKER ENGINEERING �" R BeamChek v200Micensed to:Voelker Engineering Reg#8111-1879 Prepared by: CV Date:8/24/11 Selection 5-118x 22-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 17.7 int R2= 16.9 in2 (1.5) DL Defl= 0.67 in Recom Camber=1.00 in Data Beam Span 19.0 ft Beam Wt per ft 28.02# Reaction 1 TL 11484# Reaction 2 TL 10958# Bm Wt Included 532# Maximum V 11484# Max Moment 64399'# Max V(Reduced) 9763# TL Max Defl L/240 TL Actual Defl L/342 Attributes Section(in3) Shear(in2) TL Defl(in) Actual 432.42 115.31 0.67 Critical 295.19 53.06 0.95 Status OK OK OK Ratio 68% 46% 70% Fb(psi) Fv(psi) E(psi x mil) Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2618 276 1.8 650 Adjustments Cv Volume 0.949 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 Loads Uniform TL: 890 =A Point TL Distance • B=5000 8.5 Uniform Load A Pt loads: /\R1 =11484 R2=10958 SPAN=19 FT Uniform and partial uniform loads are lbs per lineal ft. . 's s JOBD r 7 VOELKER ENGINEERING, INC. SHEET NO. ll A. > OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE d• /S''41°7 425-451-4946, Fax 451-4956 CHECKED BY DATE SCALE r ) ersi 72 ? o� .... .......................... ita a .... ........._.... ..._ . . . .... .............+ .. it i 14 4 . J - G- 4yotve r t. .. . � v .,Iple'_ Je1 41 A • ............... ........f ...... -.......P ._(..if&vetr)__ _ ,3i3 , i . ti ,2,11- o' - : r.,.--1 ,),0 .:.,, , , , , , , 1 .. . . .............. .. ......... . , , , . _..........F,,,,.. .4111.)4,701ely_ ..Zell...- • • ...._t_... ...` ._ ._...._.........:.................... .. _ .. fas........... �. d ._........._...........:__.._._..._......._...... PRODUCT 1041(s*Shesg)205-1(Pedded)