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DR HORTON PLAN 3726 7/4ST , 0/6. os--/6 Voelker Engineering, Inc. 1911 116t Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3726 Heritage Crossing Lot 4 OCT 2 G 2016 Tigard, Oregon oF TIGARD r0N Structural Calculations September 12, 2016 JN 25012.4 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, 51 = .55 INDEX PAGES Lateral analysis L1-20 Roof framing R1-3 Upper floor framing UF1-8 Main floor framing MF1 q-/c. /4 al PROTf,o w ? REG N 0 GAY 251\gqNO Q Q '-ZS N./0 I EXPIRES: 6125//7 I 1 Voelker Engineering, Inc. 1911 116th Avenue NE,Bellevue,WA 98004 425-451-4946 Voelker Engineering, Inc. 1911 116th Avenue NE, Bellevue, WA 98004 425-451-4946 DR Horton Plan 3726 Structural Calculations July 24, 2015 JN 25012.4 Building Code: 2014 OSSC Snow load: 25psf Roof Dead load: 15psf Floor Live load: 40psf Floor Dead load: 10psf Wind: 120mph Exposure B Seismic: Soil class D Spectral Response Coefficients Ss = 1.58, SI = .55 INDEX PAGES Lateral analysis L1-20 Roofframing R1-3 Upper floor framing UF1-8 Main floor framing MF1 7• '•t; dcr cc 15 OI:H: .ON 'S'9 !fr 25 \9 CLQ EXPIRES: 6!2"// J Voelker Engineering, Inc. 12/29/15 Job# Simple span beams Sheet Footing at garage door header Allowable bearing 1500 psf Span = O ft Load w= 0 plf Load p = 12400 lb 36x36 Square footing Reaction = 12400 lb Allow P = 13500 lb Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L1 Bellevue,WA 98004 DR Horton Plan 3726 Lateral Analysis of Wind forces(ASCE 7-10,2012 IBC) Design wind pressures and forces are determined per equations given in section 28.4-1 System Type Structure Type Equation Main Wind-Force Low-Rise Buildings p :gh•[(GCpf)-(GCpi)] Resisting System Gable Roof qh : at mean roof height h GCpf : Figure 28.4-1 GCpi :Table 26.11-1 Velocity Pressure Calculations,qh Velocity pressure qh is calculated in accordance with section 28.3.2. qh =Velocity pressure @ mean roof height(h) qh =Constant• Kh • Kzt• Kd • V2 qh=Velocity pressure @ height(h) Where : Constant = Numerical constant _ 1/2 • [(Air density lb/cuft)/( 32.2f/s2)] • [( mi/h )(5280 ft/mi ) • (1 hr/3600 s)]2 = 0.00256 Mean Sea Level = 0.00 ft Air Density© MSL = 0.0765 Ib/cu Category = II Exposure Category = B (Urban areas) Alpha = 7 Zg = 1,200.00 ft Basic Wind Speed = 120.00 mph Mean Roof Height = 25.00 ft 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L2 Bellevue,WA 98004 DR Horton Plan 3726 Velocity Pressure Calculations, qz(Cont.) Where : Kh = Velocity pressure coefficient @ height z 2.01•(Z/Zg)A(2/Alpha)for 15ft<=Z<=Zg = 2.01 • (15/Zg)^(2/Alpha)for Z< 15 ft = 0.7 Kzt = Topographic factor obtained from Fig.6-4 _ (1 + K1 • K2 • K3)2 Kzt @ h = 1 Kd = Wind directionality factor obtained from Table 6-4 = 0.85 qh = 21.95 (psf) Internal Pressure Coefficient, GCpi, TABLE 26.11-1 Enclosure Classification GCpi+ GCPi- Ri GCpi+ GCPi- Partially enclosed buildings 0.55 -0.55 1 0.55 -0.55 Roof Angle 26.4 degrees External Pressure Coefficient-Load Case A (psf) (psf) (psf) 1 0.55 21.95 0.55 -0.55 -0.01 24.14 2 -0.1 21.95 0.55 -0.55 -14.26 9.89 3 -0.45 21.95 0.55 -0.55 -21.89 2.26 4 -0.39 21.95 0.55 -0.55 -20.65 3.5 1E 0.73 21.95 0.55 -0.55 3.9 28.05 2E -0.19 21.95 0.55 -0.55 -16.27 7.88 3E -0.59 21.95 0.55 -0.55 -24.92 -0.77 4E -0.54 21.95 0.55 -0.55 -23.82 0.33 p+ uses GCpi+ p-uses GCpi- 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L3 Bellevue,WA 98004 DR Horton Plan 3726 External Pressure Coefficient-Load Case B 1 -0.45 21.95 0.55 -0.55 -21.95 2.2 2 -0.69 21.95 0.55 -0.55 -27.22 -3.07 3 -0.37 21.95 0.55 -0.55 -20.2 3.95 4 -0.45 21.95 0.55 -0.55 -21.95 2.2 5 0.4 21.95 0.55 -0.55 -3.29 20.85 6 -0.29 21.95 0.55 -0.55 -18.44 5.71 1E -0.48 21.95 0.55 -0.55 -22.61 1.54 2E -1.07 21.95 0.55 -0.55 -35.56 -11.42 3E -0.53 21.95 0.55 -0.55 -23.71 0.44 4E -0.48 21.95 0.55 -0.55 -22.61 1.54 5E 0.61 21.95 0.55 -0.55 1.32 25.47 6E -0.43 21.95 0.55 -0.55 -21.51 2.63 Wind Pressure Zones-Sums of positive and negative pressures Transverse Direction Load Horizontal Pressures Case A B C D 1 16.63 3.17 12.38 2.04 Longitudinal Direction Load Horizontal Pressures Case A B C D 1 16.63 3.17 12.38 2.04 25012.4 ASCE7-10.xls , Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L4 Bellevue,WA 98004 DR Horton Plan 3726 Light Wood Frame Construction? Y Mean Roof Height 23 ft Maximum Height 28 ft Building Width 35 ft Building Length 50 ft Roof Plate Ht 18 ft Upper Fl Plate Ht 9 ft End Zone Calculations-Front to Rear Direction .1xWidth 3.5 .4xHeight 9.2 .04xWidth 1.4 3.5 3.0 3.0 3.5 <--- End Zone Length= 3.5 ft End Zone Calculations-Left to right Direction .1xWidth 5.0 .4xHeight 9.2 .04xWidth 2.0 5.0 3.0 3.0 5.0 <--- End Zone Length= 5.0 ft 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L5 Bellevue,WA 98004 DR Horton Plan 3726 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 n y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 28.0 12 28.0 11.5 28.0 12 28.0 0 18.0 12 18.0 11.5 18.0 12 18.0 0 9.0 12 9.0 11.5 9.0 12 9.0 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 2.04 3.17 2.04 0.00 2.04 3.17 2.04 3.17 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 Load to roof plate Vw= 2915 lb Load to upper floor plate Vw= 4224 lb Load to main floor plate Vw= 0 lb Total = 7139 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 6304.8 lb OK 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L6 Bellevue,WA 98004 DR Horton Plan 3726 Wind Analysis LEFT TO RIGHT DIRECTION Building Width 50 ft Zone A Zone B Zone C Zone D Type 2 2 1 1 End Zone y n y y Height Width Height Width Height Width Height Width ft ft ft ft ft ft ft ft 28.0 11 28.0 20 22.0 9 28.0 0 18.0 22 18.0 20 18.0 9 18.0 0 9.0 22 9.0 20 9.0 9 9.0 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 12.38 16.63 12.38 0.00 2.04 3.17 2.04 3.17 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 12.38 16.63 12.38 0.00 12.38 16.63 12.38 16.63 Load to roof plate Vw= 7181 lb Load to upper floor plate Vw= 6067 lb Load to main floor plate Vw= 0 lb Total= 13247 lb Minimum Design Wind Loads ASCE 7-10 Total Wind Load= 9758 lb OK 25012.4 ASCE7-10.xls k Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L7 Bellevue,WA 98004 DR Horton Plan 3726 Lateral Analysis of Seismic forces(2012 IBC) Distribution of Building Weight Roof Area Weight Ave. height ft^2 psf ft 1770 12.8 18 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 8 201 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 8 170 Upper Floor Area Weight Ave. height ft^2 psf ft 1700 10 9 Interior walls Wall Wt Wall Ht Wall L psf ft ft 6.5 9 100 Exterior walls Wall Wt Wall Ht Wall L psf ft ft 8 9 170 25012.4 ASCE7-10.xls - l Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L8 Bellevue,WA 98004 DR Horton Plan 3726 Lateral Analysis of Seismic forces(2012 IBC) Soil Class= D le = 1.00 R = 6.50 Structure Height= 23 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 71 Sds/(R/le) 0.162 Sd1/(R/le)/T 0.403 Cs= 0.162 Ultimate Vs= 0.116 x Wt Working Stress Distribution of Shear to Stories Level Vs wx % Vs Roof 3867 69602.01 0.645 5238 <--- Upper floor 4251 38263.11 0.355 2880 <--- Main floor 0 0 0.000 0 <--- Total 8118 107865 8118 lbs Redundancy Check rho max= 1.00 Front/Rear rho max=1.00 Left/Right 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L9 Bellevue,WA 98004 DR Horton Plan 3726 Allowable Shearwall Forces 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 637 plf P2 833 plf Seismic Resistance(based on 2:1 height/width ratio) Allow v P6 242 plf P4 350 plf P3 455 plf P2 595 plf Anchor Bolts (5/8" bolts, HF plates,Allow Vw= 1.6 x 860= 13761b,Vs=1.4 x 860= 12041b) Allow Vw(plf) Vs(plf) P6 2x sill plates 48"o.c. 344 301 P4 2x sill plates 32"o.c. 516 452 P3 2x sill plates 16"o.c. 1032 903 P2 2x sill plates 16"o.c. 1032 903 Simpson MASAP Standard Installation,Allow Vw= 13051b,Vs= 10601b Allow Vw(plf) Vs(plf) P6 2x sill plates 48"o.c. 326 265 P4 2x sill plates 32"o.c. 489 398 P3 2x sill plates 16"o.c. 979 795 P2 2x sill plates 16"o.c. 979 795 25012.4 ASCE7-10.xls Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L10 Bellevue,WA 98004 DR Horton Plan 3726 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 Force Distribution to Walls-Front/Rear Roof Plate Level Sum of Walls Total Grid 1 21 18 39 Grid 2 14 5.5 17 36.5 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 2619 1457 39 67 plf OK Grid 2 17.5 2619 1457 36.5 72 plf OK Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 35 5238 2915 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid 1 0 0 0.00 1.00 Grid 2 5.5 395 0.08 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 25012.4 ASCE7-10.xls _ s Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L11 Bellevue,WA 98004 DR Horton Plan 3726 Force Distribution to Walls-Front/Rear Lipper Floor Plate Level Sum of Walls Total Grid 1 18 18 Grid 2 20 20 Grid 3 0 Grid 4 0 Grid 5 0 Trib. Vs Vw Wall Sum v Uplift Grid 1 17.5 4059 3569 18 226 plf P6 2030 Grid 2 17.5 4059 3569 20 203 plf P6 1827 Grid 3 0.0 0 0 0 Grid 4 0.0 0 0 0 Grid 5 0.0 0 0 0 Totals 35 8118 7139 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 25012.4 ASCE7-10.xls • Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L12 Bellevue,WA 98004 DR Horton Plan 3726 Sub-diaphragms-Left/Right Zone A Zone B Zone C Zone D Roof 26 ft 25 ft 0 ft 0 ft I Upper 26 ft 25 ft 0 ft 0 ft Force Distribution to Walls-Left/Right Roof Plate Level Sum of Walls Total Grid A 8 11 3 22 Grid B 8 11 19 Grid C 4.6 4.6 2.8 2.8 14.8 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 13.0 1335 1830 22 83 plf OK NDS 4.3 Ok Grid B 25.5 2619 3590 19 189 plf P6 1512 Grid C 12.5 1284 1760 14.8 119 plf P6 951 NDS 4.3 P6 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 51 5238 7181 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 3 182 0.03 1.00 Grid B 0 0 0.00 1.00 Grid C 4.6 399 0.08 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 25012.4 ASCE7-10.xls • Voelker Engineering, Inc. 11/20/14 Job 25012.4 1911 116th Avenue NE Page L13 Bellevue,WA 98004 DR Horton Plan 3726 Force Distribution to Walls-Left/Right Upper Floor Plate Level Sum of Walls Total Grid A 3.17 3.17 3.5 2.95 12.79 Grid B 9 9 18 Grid C 2.88 2.88 5.76 Grid D 0 Grid E 0 Trib. Vs Vw Wall Sum v Uplift Grid A 13.0 2069 3377 12.79 264 plf P6 2376 NDS 4.3 P4 Grid B 25.5 4059 6624 18 368 plf P4 3312 Grid C 12.5 1990 3247 5.76 564 plf P3 5073 NDS 4.3 P2 Grid D 0.0 0 0 0 Grid E 0.0 0 0 0 Totals 51 8118 13247 Redundancy Check Longest wall with H/L> 1.0 L vs %Vs rho Grid A 3.5 566 0.07 1.00 Grid B 0 0 0.00 1.00 Grid C 2.88 995 0.12 1.00 Grid D 0 0 0.00 1.00 Grid E 0 0 0.00 1.00 25012.4 ASCE7-10.xls roe 7 5 01-7,.,1-. VOELKER ENGINEERING, INC. 608 STATE STREET SHUT NO. L` °� KIRKLAND,WASHINGTON 98033 C.„LC,,,,TEDB.CV 0i,,, 7- 4o'14) (425) 827-0197 FAX (425) 828.3019 CHE-CKEO BY DATE SCALE � � I . Iii V �' e ....6. t - - L---1- I..__. ._..._ --..i-__ - i-._. _..�.. I .. ..._ T i 1 # 11 . —r _ I _1... 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'._.._ _.. _4............4.................. ...._.... __ . .. .. 1 ..�-._.....i..........__._. t ._....,_._...1 ....... . ....__ 1 �.---._ _......1...... .........._-..1.... _..�_-..-1......_1.. _ �._ .I 1_ —•._...._. t.....__.. ....._.... . �. .....t.._._.. _—_ 1 I 11 i*.............. . ..__--4...._... ...1 -f--_.. _ _+...-_ __.--...1.... _ , i 1 --I . . ..1...—._1 -1-. HI- . ._ . ....r... t_ 4- ..__I_.. 1........'.. .'..— � _...._.._. --1._..i_.._......¢...._... t...... . . e. ......... ..__.... ...}......p..... . .. .. ...I..... : .. ....•_.1........1......-]_.....4---1.••. ... _ ._ 1 sF1py�.aWiprq ! ,..... 9.5-v12,2— JOB VOELICER >'vIs,2- VOELKER ENGINEERING, INC. SHEET NO. I i, OF 1911 116th Avenue NE / / 7, C Bellevue, Washington 98004 CALCULATED BY `�/ DATE 425-451-4946 CHECKED BY DATE SCALE • • i { i r •i i i __.. .. . ;.... ; ....... r.. r._...._ I . I1 _. ii.. I: I t i 1y�/ V i 1 I '' - I L1 f . • . • .-....... .. _y ... _... ...- ... t__..... ...._i_..._.J.. .._....... ...._..j. . .. .. .__.... .. - ... ; 1 . , i • i I �.. .___ _ 4 I- i. I t i i • i • { , r +. i t I i I i I. i i . i , I R,IIY1(71M1AMH1b1 ptlYq 1 JOB L1 L 42S-.0'Zi Z VOELKER ENGINEERING, INC. SHEET NO. of 1911 116th Avenue NEG✓ 7.6- ) 0 Bellevue,Washington 98004 CALCULATED BY _ DATE 425-451-4946 CHECKED BY DATE SCALE 1 .__• ...._.. ..__ _._..._ .. . r_ pl ' fiF ..._ i i I .... _ .- .....-._,.. I.. ... ._. i _. .1. -i.._.--.....i ... _ _..... t j } : i E 3 • • , i l i - - .._. .� .............y.. ..... .. .,. ...... .. _ .. -i. ._ i i ' li i 4. i } • • J Gi • 7 : p • • e i . 1 f • I } : i i .4• _ 1.r—i 11 T ,... T C,._. .- • G G to i 6 ' ii : ; ' ilil `�s L iCi F �i } 4 • . 2.i VOELKER ENGINEERING, INC. JOB 9,��1, 1211 Market Street SHEET NO. L/ OF KIRKLAND, WASHINGTON 98033 g.kl,_ 1/ (425) 827-0197 CALCULATED BY DATE FAX (425) 828-3019 CHECKED BY DATE SCALE I I 3 GIe of , "••rr�s0- 444)1->.4. ....j....5,.1• .+�. in _ .._.Lyii_7.7 5,11..}. ._i.._.____I_. ......1......._._i.:........i.._._....4. _...' .... ....5.......... i • i i 1 } i 1 ! � i i i j• ' i ' „At I i I 1 i I i 4 i 1 i i! pi, 1 I_D i i 7 ; . 'al' I I I r I: _tool1 i r j 1 } f i.... • • t.. " _ r1 i ....... 1 -dem 8 ....__..:.._._.,.,.... ..y 3........ ....ie.... 1..._ Le_ _�..._._ ..._ i .. i. I i 1 sl ot /' 1 i �j 1 Tr a. 1.. y ._.....1..... ...1...... :......._... i .. } .}.... Cr*/)// /�. 1 4... .__}....._.... i ! i i E }--... ..._'. ' /I korrl : r1.7 / r ; T�" �'"". 1 F .. { • I I i I 1 in 3 - Sit • I _ } ; 1 , I I } '-E' 1 1 i _... ..t .... -,...........a............b. _... ..... ._.. .. i € I I i t ....1... E i 1 ! i i i... i • ,....._._ t .._ 1_ .... ± .... ; } I a I I f i i... ± I i .._._............ . i ': I i I } i Ii i } ! I I I + i 1 I 1 JOB '73-,6 :Z,'v/7, fl VOELKER ENGINEERING, INC. SHEET NO. Li 9 OF _ 1911 116th Avenue NE � �,J1 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE •r • G-ell/ d 5 nr S rc€.R z c, el, ; S �v� S_ •. /0'4. .7.-X 7,o s 4 z • • /4, r . TA"il 5- :it v 0: i c 1 7 76 , : ; :• t/.k, !El ;;:v a,i 7/// • c . , • • i , 7 : . : : : ..."? : n� !! • 1 (ll ' r ". :!'41i. $ 4C l3 = 7304 • . Pt a_._... ..__ ?`f. v �e �.. s 130 b itrh�; HTT5 OK • • • j.. 1 1• i j •• PRODUCT P01 1(SW Snub)205-1(PRIM) JOB I� A3( / Z• l 7 VOELKER ENGINEERING, INC. SHEET NO. (,2 OF 1911 116th Avenue NE G✓ G•)0 , Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE J /J (/ r S 37 71 691, / 11.5'7 / 3I 40 z)C -r/T icAf. 174 Ole- 4 .1 • • • • MOUT 004-7(SYgb0 OW 2011(P0 A Boa •25,',9 12, %- VOELKER ENGINEERING, INC. SHEET NO. 72- t OF 1911 116th Avenue NE Bellevue, Washington 98004 CALCULATED BY DATE 1' i-7 °l d 425-451-4946 CHECKED BY DATE SCALE • • • 1 1 . o .1 • Ep • .. ._._ ~t: _ M.*6 Ant +46 _• - :e. y.:h - MASTER QEDRObM • • u0 L ' tll N ? • r or /2m. LD'N; .1 .. 1 °O . *, ` . � CX-.3, 6/I/. x _ srs O o, . __ oO zo _ oo* $ AR 3 1 XM . . • .. 0 z.0p 11..-••4 !w.-sVII, • ._... a K L. $ O • • QEDF0.7M'4 7•M nv n 047 I I '.P0 I • • • I PRODUCT 2014 MO SAM)100(PIM) 3 72-Z. 2'0/l i JOB VOELKER ENGINEERING, INC. SHEET NO Fel Of 1911 116th Avenue NE Q ,/,1 v Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE 'CL) 4C : z/11..,t - Yy = g7 4 • 0b ili rS f• yZ • / rXIAteKK- Y .. • tlor.... . c s 6 t w s yZv� ,t ' Ct . t , /34 s, 1 • rv.t 4 Y " ri.,) A e.k . , , b e A. .c ,e...vel,r 1 .• , .4-ie � tl,: r4: oft1 i . /1 13 i 7�. L' a -_._.._..t 1-._ ........ ROW 204-1(Si*Nets)2001(P160e0) JOB 2.,'.0 12; 2 VOELKER ENGINEERING, INC. SHEET NO. OF 1911 116th Avenue NE gjv' if' Iv Bellevue, Washington 98004 CALCULATED BY DATE 425.451-4946 CHECKED BY DATE SCALE U f' P1C► i. I. 0 s�' w..$_ 9 L)s 1 . t '7/Yp4, )• v�, ga T7 , 6 r" 1, 4' 5` Jami a )0j .... _4- .. i. ... ....._.. _... .i._.. ..is.. q I!.-r'_' ... .._ ..._.... 9.4 a �,. ) L ? i fit. 14. 1 ?I r ... . .. • D • i L s 0,2- r 16 24'1'. 1 X rib.1.)1x.. ps iii r I�Y PRODUCT 201-1slam ,(P16110 SOB _ Vvlt. VOELKalENGINEERING, INC. SHEET NO. I- / OF 1911 116th Avenue NE y t3--/U Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE i 111/ °!. / tt FAO: 1 � � • ! 4 T. • • I • L.. 3 • 1�{�� IIIy�t s !! U iN ....... .. ... • .. ' .... i .._. .. .... -- .... .... - ... ... .._.. i • Wall= 3 a •• _ I `apiii rwex io3ea '�_ �. • o . 1• ti ...._.......... .. ... I _.. _......_.... r, ...._: ... __ _ _..... • • • • • :... f� A � ,0 IlAri ! 11► •' l 1 .•: . �N!,E�IIIIi • • r�ILt,Gllrwe „ In • • • • \ ua • I MI flu In . • • • 40, • r. • • 1 -w 1 • II , I 1 • i dr.,v.• ,w., M`: 1.' I • • •I.. i ...... ...... :.... .I........�... ........ *................. .... y... - a .. -.... ... _. .... __ ... • ... ...y......... -..... .... .. .. ..._..... • • PRODUCT MAP:*WO 205-1(Paddst 2;011- 2- VOELKER ENGINEERING U,Z 2 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3726 Upper Floor 25012.2 Prepared by:CV Date:9/15/10 Selection 2x 12 HF#2 @ 12 in oc Lu=0.0 Ft Lu @OH=0.0 Ft Conditions NDS 2005, Overhang, Repetitive Use Min Bearing Area R1=0.8 in2 R2=4.0 in2 (1.5)DL Defl= 0.29 in. Data Beam Span 18.0 ft Beam Wt per ft 0# Reaction 1 TL 338# Reaction 2 TL 1622# Bm Wt Included 0# Maximum V 1060# Overhang Length 2.0 ft Max Moment 2020`# Max V(Reduced) 1013# Total Beam Length 20.0 ft TL Max Defl L/240 TL Actual Defl L/734 OH TL Actual Defl L/>1000 Attributes Section(in') Shear(in2) TL Defl(in) OH TL Defl Actual 31.64 16.88 0.29 0.02 Critical 24.80 10.13 0.90 0.20 Status OK OK OK OK Ratio 78% 60% 33% 9% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values Reference Values 850 150 1.3 405 Adjusted Values 978 150 1.3 405 Adjustments 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 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 TL: 50 =A (Uniform Ld on Backspan) Point TL Distance Par Unif TL Start End l F=960 (OH) 2.0 K=50 (OH) 0 2.0 Uniform Load A K Pt loads: q 0 R1 =338 R2= 1622 BACKSPAN= 18 FT OH=2 FT Uniform and partial uniform loads are lbs per lineal ft. Overhanging load distances are from R2. ?i(dlt. 2. JOB �j VOELKER ENGINEERING, INC. SHEET nw. 61/ 3 OF 1911 116th Avenue NE ' ..iS,)0 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE v L � 1w ' Cbz i f.crf' • • • • vs �77 • • 3; • • CrJ ' �. 161z�1 � • t • xlv1."IP,''s If(...). i:P 5 I. �, • . U3 " • L �` Th. r �..t 3...3 0 ft 1 • t = L I 1 I i PRODUCT SW(110111•0116-1(NMI ?,d)Z. Z JOB VOELKER ENGINEERING,INC. SHEET NO. air 12 OF 1911 116th Avenue NE 1. ,51/0 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE 0 ie; t 1L. k, s .47, t)f .. 5i4,/04_, LG6__ ...... .... , �� # , 14/• 4• 1i1 7Lc 9 t6 � r I�gbr � � 61EX , iL 17// v)4'►' 5. i 1..... , f , , . : , i.. , ;„ fd.t, f„7 :de, ...„. : , , -4 ., 1: , .: .: , 1.. , , , . „ c .„ , : : ,, , : i , „ , , , , :. , , : . , ; : :. • : _ , . , , , . , : , . , . , „ : . . . . . .• . . • i 4 1 ! 4 ,. .., 4.6 . ___., ' ',. ' '; , , ', i 2 l r 5• !tir c ? D, . : lc 4. 6 cc; c G7...4)/!W • • • a . _ PRODUCT 204-1 fAle SM)2054(NW) VOELKER ENGINEERING a/=> BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3726 Upper Floor 25012.2 Prepared by:CV Date:9/15/10 Selection 5-1/8x 18 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 19.0 in2R2=10.0 in2 (1.5)DL Defl= 0.58 in Recom Camber=0.87 in Data Beam Span 16.0 ft Beam Wt per ft 22.42# Reaction 1 TL 12374# Reaction 2 TL 6524# Bm Wt Included 359# Maximum V 12374# Max Moment 37994'# Max V(Reduced) 10181 # TL Max Defl L/240 TL Actual Defl L/331 Attributes Section(in3) Shear(int) TL Defl(in) Actual 276.75 92.25 0.58 Critical 167.41 55.33 0.80 Status OK OK OK Ratio 60% 60% 72% Fb(psi) Fv(psi) E(psi x mil) Fc.i.(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2723 276 1.8 650 Adjustments Cv Volume 0.987 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: 540 =A Point TL Distance Par Unif TL Start End B=6300 4.0 H=900 0 4.0 H Uniform Load A Pt loads: /\ /\ 2. /t. R1 = 12374 R2=6524 SPAN=16 FT Uniform and partial uniform loads are lbs per lineal ft. • a.›.0/t. / JOB VOELKER ENGINEERING, INC. SHEET NO. a r b OF 1911 116th Avenue NE Bellevue,Washington 98004 CALCULATED BY DATE i' 7--/,c) 425-451-4946 CHECKED BY DATE SCALE . . : . . . . 7 ] . i 1 . . i . . • . i 1 .• v 74p l'A t.1 1 . : . I i I I I I I .4.. 1. 0 Cto C Ci 1-1)e j I 4 --4•• --; I i .• . 1 - L -: i i I • : • t: -4• f: -: --..- f-- ....f . t 1 :- . . ; • . I I .:, ,4 1 i I i . . 1 . •I . , I ; . , 1 . . . . . . .; . ej.i . i• Ji.. ....i!-... iIi:_.. .d. '1,.!" . :..•: .-.,.. .. • I1r-.. '.1 -... t4— -1 r i! 1 -'1'" r -'.• : I ' ' I " I I . . I t i •. I irib'I I 116 il a. ji. • I : . . i.- t- •-t—t• 1 - --!• t- " ' , .- . , . .. , . . • , . ; i ..----.It-.- .4.- i - -I-• ; .....I. ..• . 1- ..I' , : ' -!!.1•••- ' . 4. • •; : 4 • ; I : I • r c•r.- :•. 1 . • . , i . I . • .• . . - . • 1 i i • . P ; . . , .. : . ; . • t . . . t , . . • • t . 1 . . : . • .-- I f-:-:- . '-'•-• i• ! --- 1 4 -4 .1 : : -1 .__ ,. ." , _... ' 1 1 : ' 1 12 If ii 1.- .- e):7. st-. ..1 -3.: -, ••. t: 1 1 . • : . - • ' +" f -11' " ':'• 1 '1'• :1 't- -'11- ' 1 , • ! . 1 • . i • 1 i 1 1 1 i : . . . . . i ' . ! -1 • "-• '! ' ! 1 - 1 • . i . •. , . , 1.• - : 1 . i , • • . . . • : ; . . • .: : --:- I. : t re. •.ii.c : 1 1 1 ' • ,.• d.t • t : 1 . 4 - •.?.- •1. ? .: : : • i . : . 4 •••'. ..13..!! .t.It 1 le ,... .1..:.. : ' . ‘ ., •..! : . I i • s 4- :•• - .i • 1 1 I • : I . I'. . _..I. : ; ! . : A) 14._ ..1... -.4 t .1.- f...... i I i i I 41 , 4 ! I /0 ! r i • . 1 I . . . 4 •: :• : oi 1 : 1 i • : it • . • 1- ' • : , 1 i tg;11.1 i,- 1404. ---11 fq--i• • t--- 1i -1 4 t . . . . 1 . I i : . . • : . : . .. -:. : • : ., ...... ,' ! ... ...4_ ._4 .1 _...... - : 40,• - 1.- -,,- -i- .,,,.. . 1- -i t..- -.-1.. r• -r• 1.-• 1 1 -1- : Ar , gi. I F t i F I • . i I r -1-- •I 41- • 1 1 : --t• i• . • , i • i •-• : 1 . . . I - ..4. ..; :- 1 1-•--4• 4-- I t• ••: --:--•• 4 4- 1*- -1 : : p,s i• ' 1 1 i • : l •;- - -I- . . •i ! 1 : ' ,• . .i I . : . . . , -- •I• .-• I : i -i:: • • I . r - 1 ; .. , • .-• 4-- . ' • i I ; 1 I- i + f . - - .!• .t- + t. : : •.i. 1_. 4—.1-. 1 • • i ! ! ._ I . I i , I . • , : , • ! ; : -.4 : ....1 ..1... 4,...... i ....IF_ 4._.... .: F... : • . , . I . • • -- -1 .-1.- i 1 t f ..-f: ..f: ' ; ; -.;• : , I . . . ; . . . ••j-• -...: - t i:::: f-- I ::I:- -I !--- : -.! -:f- . ; ••• , 1-.• 1 --,. . . :. • • ; . . , : _.. . ; . . ' - t -.I , 1 . ; t I , . , : ; -: . , . • I . ..._ ...i i .....;. .. ..t. ; • t. .4.. ; .• ; i i i i i I i ; . • : I . 1 1 i I I 1 • ! — is - i • i -4 ' ) I 1 I -.......: ; 1I 1 4 1 .. .1 ...- i. . ti.... 4-- f- --: +- I- I . 1 I . . . 4 1 , I I i : rimitr 2o41$Ø9.ms ios4 lower: ( �A.teraCLi VOELKER ENGINEERING QF 7 BeamChek v2007 licensed to:Voelker Engineering Reg#8111-1879 Plan 3726 Upper Floor 25012.2 Prepared by:CV Date:9/15/10 Selection 5-118x 22-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2005 Min Bearing Area R1= 19.9 in2R2=14.4 in2 (1.5)DL Defl= 0.67 in Recom Camber= 1.00 in Data Beam Span 19.75 ft Beam Wt per ft 28.02# Reaction 1 TL 12962# Reaction 2 TL 9392# Bm Wt Included 553# Maximum V 12962# Max Moment 53295'# Max V(Reduced) 11409# TL Max Defl L/240 TL Actual Defl L/355 Attributes Section(in3) Shear(in') TL Defl(in) Actual 432.42 115.31 0.67 Critical 245.24 62.01 0.99 Status OK OK OK Ratio 57% 54% 68% Fb(psi) Fv(psi) E(psi x mil) Fc_l_(psi) Values Reference Values 2400 240 1.8 650 Adjusted Values_ 2608 276 1.8 650 Adjustments Cv Volume 0.945 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: 800 =A Point TL Distance B=6000 4.0 Uniform Load A Pt loads: B R1 = 12962 R2=9392 '/ t j SPAN= 19.75 FT T Uniform and partial uniform loads are lbs per lineal ft. JOB 726 V6.0/2, Z VOELKER ENGINEERING, INC. SHEET NO. / / OF 1911 116th Avenue NE .j, / , f, Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE ir17_its f 1 ( 11 . 1 t I 1 t i 1 1 l! cII 1 s 1 isI livr 1 t I t- i i II —4-.._.__1 s.._..—.{"_. —t——f —1 --4..-...--I i• --- ---4--- --flit - -- , --t—...-.-1.—._..if..—.--,-_ -----'---.- a~.. ' � ' � t I � iI. I i ! I ' t �.._._._t f I 1 _1,1_ i . _t... ' i i... _.[ E 1 I ' i i I I I , II : i 1 { i I ' { I { I i Ti I �G ' 1 i I I I 1 I I i 1 t t I i :i- i._ 1 I I � i : , I i r t 9 ili I .t .._..-...._. ,_._ ._1_ __.i...__ _.1._ : i I i { I I I ''{ 1 i { I 11 1 1 l i 1 . i 1 s I ' y1 1 J- I ' — __ '- i I i s { I I { 1 i I t..._ I �.. _ _..3_.. ..�6.�__.�_ 3 E i: 11 1 � i i � ._ 1 , I , 1 I I , I , � €€ ' i 1 ! � i I. ! I ;.._._..__... j.._._.__._._ lr.._._�......__..1........__3_.._... _ ' 1.. -1 —. I. .1_ I ' , 1 I I _ I 1 i i I I I r4/9I T. —1111 .1 I s 1 t I i I l 1114, 14 1— _� 1 i ' I �.__._._.J__..._._ .._ �..._._... -1- [- i .._... i I 111111111 I I N t ' . : �''{ i I , - 1 i t I 1 i i i ! I : ! ; I i I I I 1 i � ; i � i i I i i i . 1 1 1 't i I I t f I . I 1 1 ( I : I ' i I i i { I i I i i ! { 1 i { I I t . I i I { I I ! { i I ' j i ' f� fI , i t 11 i t i T11 ! Ili I i t I I i" : I i i�t I ` I I i .._...__.i...._..._{_._.-I.-._-_ { ..._.}._.___..,_._.._.-.__...t.._.._...i__._...+- _....._..__ _... . 1._.._._4._.._._l.._.... i-..___i-. __.......b..__...__1_..._._..:..._-.--.1-..._...'.._..._...--___-_.__..}.._...__-4...._ I I i I 1 " 1 i i � , 1 I ; .�.. _...�.__._,: it :1 ' I I 1 1 i "T I S 1• 2 ( i . 1 1 1 i...._{H i• 1 i 1 I I I i i ! s( I 1 1.• I i i - ! lI [ 111111T1 rill ' 1 111 [ 1111i1111 t I 1 ---.;............;..........._._ .1 1_._......s..._.__..i _......._...... i 4 -4- Ili i111 s t r i I i 1 1 i._. 1 { i _..__.._..__._. , I I '.__.._.j....__...1 i.` I 1 . I 1 --..._ __s____` _ �. 4 I.__._' 1---}__..--,-_._.. .. i..-_....,_..._- .a.._..—.,-._..._.;___.__�..._ _._-___ _4 .._...a—__ i I .__.. _.`11 1 1 1 -----i i i 1 " � , ............ ...___.�..__.._ 1. �._._.' iiill-_...._ ..__.._.._._.._.�....... ...._. t__..._1 -- ' _...�.._.__.. { I � i 1 i i { i i i 1 1 I 1 PRODUCT 204.1(Snple Shwk)205-1(PiT.C) ?.S'a))•, Z JOB `71 1 VOELKER ENGINEERING, INC. SHEET NO. / `/s ' OF 1911 116th Avenue NE 7 • . �l0 Bellevue, Washington 98004 CALCULATED BY DATE 425-451-4946 CHECKED BY DATE SCALE I • i • -1414644-Ht. • ! f •I • E 1 S : � F • 1. ..__ ! , . • 2 1 i t : D 17:_)e.410._. ..c : : V _._4 ', --- i I , i .r. I I i I , f' : Ei i J _._ ; t 1 . 7 . j_... _.�........,._..... _. j.._.. ; ; I i 1 i 1 �i • 4 • I 1 • i f, , i 4; / ..---- •t v C � V i 7 + 7 ! I • • • , + I 1 i i I 1 i • 1 i.. I. I I ! ! 1 I i i i ! I I + f I ° I : ! I i I I i i i .._.._ .._._�._ �.. ._.t.. `_.......E._ $.._ a �_.._ .. _. ., _. .. .. I ! 1 I ! I 1 ! I . i i , •.. 1. .._ 1 E I 1 I 1 1 i i 1 s , I I ! 1 E ! I i i i filltICTAFI WO Wok)AS!(PPM) Voelker Engineering, Inc. 12/29/15 Job# Simple span beams Sheet Footing at garage door header Allowable bearing 1500 psf Span = 0 ft Load w= 0 plf Load p= 12400 lb 36x36 Square footing Reaction = 12400 lb Allow P= 13500 lb ,vtsTa0/G - Ovc-/o RECEIVED OCT.2 6 2016 CITY OF 16CARD BUILDING DIVISION 35-00-00 SPAN D.R. HORTON u o PLAN 3726 'A" I F u a = — 1111L J Z 6 GARAGE LEFT T, /// _ 7,i 12 _ L 1 , „ _ 1 _i _ 1 OP D3 1f 0 1 1 7/121 7/12] 2000Pit; _ I La._ 1 7/12 PITCH 1-0 O.H. L. - JR 25# LOAD 0 p 1 Z. 01.2) CD :Al I Itio T T I I 7 I 0 ARIEL TRUSS I I i �� 574-7333 , I / 00 1 0 U E• ROS A 0• _`J� DRAWN BY: NO 0. .+.\ KEVIN LENDE (3 G.E. ; CZ 14-03-00 1 ' G.E. 61'..;/), JAZ I I �r J' SPAN22 IllikLdWEp R F , 0 \,. fii_ lk 31 ,DD STRUTS 6-07-08 SPAN k 10-09-00 k i_ 2 SPAN k —k 5-01-12 OD ALL, N c,v,Sri L~ v S 2 y O r\ H 7, / - 35-00-00 SPAN D.R. HORTON _0 PLAN 3726 "A" I ' 1 C.., GARAGE RIGHT J3 - 1 ,3 , 7/ z I s l I I _ e79 6.3_:! :) 03 DS I I 7/12 I7/12� 1 = o I j I 1-i- I 2000# SHEAH/DRAG `""/ 7/12 PITCH DS --- 25# LOAD )____ 1-0 O.H. „ , 1 QZ I I I - ` 1 g I C`3; -' ARIEL TRUSS 574 7333 j I 1 I 0-1-7 I �3 o DRAWN BY: 0 0. NO p. m KEVIN LENDS l_j_ - .t ►IL _ _ Ike 1 I At:A. 11 _L V L77-! , . ), 14-03-00 ,� SPAN o X31 � o I '� JACKS,- ADD STRUT' 10-09-00 -----1/ �.� SPAN �`\1 D ,I' ,i' ,i'F. A L.L., NA ( S SPANV S Z� % n v C 7 C N H 7 0 FEBRUARY 14, 2012 Standard Gable End Detail ST-GE100-001 I If I ® MiTek USA,Inc. Page 1 of 2 =ED Typical_x4 L-Brace Nailed To 2x_Verticals W/10d Nails,6"0.c. Vertical Stud � o Vertical Stud (4)-16d Common DIAGONAL \IL.....-...„,„„r Wire Nails , BRACE 0` r�t16d Common MiTek USA, Inc. h` SECTION B-B e� Wire Nails DIAGONAL BRACE 7--i Ij�� Spaced 6"o.c. 4'-0"O.C.MAX (2)-10d Common �� 2x6 Stud or TRUSS GEOMETRY AND CONDITIONS Wire Nails into 2x6 ." 2x4 No.2 of better 5" SHOWN ARE FOR ILLUSTRATION ONLY. r , Typical Horizontal Brace Nailed To 2x Verticals SECTION A-A w/(4)-10d Common Nails �i iiiiibiz,2„, Varies to Common Truss 2xa Stud /i/iii/ //%i/ //iii// /i; SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH(2) 10d NAILS AT EACH END. �u ATTACH DIAGONAL BRACE TO BLOCKING WITH Al Aill 0.1�LI` 3x4= (5) 10d COMMON W IRE NAILS. _moo �1 (4)-8d NAILS MINIMUM,PLYWOOD ////////////////////////a SHEATHING TO 2x4 STD SPF BLOCK * -Diagonal Bracing ** -L-Bracing Refer Refer to Section A-A to Section B-B 24"Max Roof Sheathin. NOTE: - 1.MINIMUM GRADE OF#2 MATERIAL IN THE TOP AND BOTTOM CHORDS. IIMINKI? /O%'' / 2.CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND '�� \�\ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 1.-3" (2)-10jf' I �t� 3.BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY.CONSULT BLDG. Max. i ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT / is r (2)-10d NAILS BRACING OF ROOF SYSTEM. / 1 4."L"BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES:1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6"O.C. • 5.DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF / �� rUS• S @ 24" O.C. DIAPHRAM AT 4'-0"O.C. i r—�� 6.CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A ,� / 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6"O.C.HORIZONTAL ►'_ BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. 1,:, ATTACH TO VERTICAL STUDS WITH(4)10d NAILS THROUGH 2x4. 2 6 DIAGONAL BRACE SPACED 48"O.C. (REFER TO SECTION A-A) Diag. Brace /ATTACHED TO VERTICAL WITH(4)-16d 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1/3 point COMMON WIRE NAILS AND ATTACHED 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. if needed 0-_, TO BLOCKING WITH(5)-10d COMMONS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. End Wall HORIZONTAL BRACE (SEE SECTION A-A) 2 DIAGONAL DIAGONAL Minimum Stud Without 1x4 2x4 BRACES AT Stud Size Spacing Brace L-Brace L-Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SPF Std/Stud 12"O.C. 4-9-12 5-6-7 7-10-0 9-7-7 14-5-3 2x4 SPF Std/Stud 16"O.C. 4-4-7 4-9-8 6-9-6 8-8-14 13-1-5 • 2x4 SPF Std/Stud 24"O.C. 3-9-10 3-11-0 5-6-7 7-7-4 11-4-14 4( Diagonal braces over 6'-3"require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6"require 2x4 I-braces attached to both edges. Fasten T and I braces to narrow edge of web with 10d common wire nails 8in o.c.,with Sin minimum end distance. Brace must cover 90%of diagonal length. MAX MEAN ROOF HEIGHT=30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98,ASCE 7-02,ASCE 7-05 100 MPH ASCE7-10 125 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE:1.60 CONNECTION OF BRACING IS BASED ON MWFRS. MiTek5' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: DR HORTON PLAN 3726-A ROOF DESIGN INFO �ry The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1448272 thru K1448288 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ' -PSD P R co` �FFss 2�\ NGIN4-44, 9 89782PE 9 OREGON o� 1,9 figRY PAUL RAJ i •r' s.• .31/2016 October 9,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 14'- 3.0• Wind: 120 mph, h-18.2ft, TCDL-4.2,BCDL-6.0,ASCE 7-10, TC: 2x4 DF 116BTR LOAD DURATION INCREASE e 1.15 IA11 Heights), Enclosed, Cat.2, Exp.B, IWFRS(Dir), BC: 2x4 OF 1101TR SPACED 24.0^O.C. load duration factor-1.6, Truss designed for wind loads TC LATERAL SUPPORT 0-12.00.UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT<-12'0C.UON. LL(25.01.DL( 7.0)ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD- 42.0 POE labia end truss on continuous bearing wall UON. 4-1x2 or aqua] typical at stud verticals. Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs-1, Ce=1, Ct-1.1, I-1 complete specifications. LIMITED STORAGE DOES NOT APPLY WE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECHED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 7-01-08 7-01-08 12 7.00 IIM-4x4 Q 7.00 1 M-2.5x4 M-2.5s4 P 1-00 14-03NGINEF9 s�o2 :9782PE 9� JOB NAME: DR HORTON PLAN 3726-0-Al ScaLe: 0.4771 181251. unless w Rua0n rmwaa.awawo.wmwm, Mrwa.gm.ew.4.ln.wa m.c..m.see neae.,ann,.e�amba • en Truss: Al andWan. Nmmwa a.mm.nw. Wa„e.,aam.n.m. .raProp e..,„a,es., 92 •REGONnQ 4,1c.m...sm reaec.p mu.w n.nwntmn nwn• mmmomwn doom.. .mre..cr.87 dem Mdnp a.so•. , 4� a.50.3......8.51.8.mnr anno�,.nva.nn 000.01 umsMaP.and P.m aam..,e.«.ro nnn.a. '9 �9RY A5 '_``�li wwryaam nenar Aamwmip.mmwm M.nn.a a 2' 44tH 1110 c.mpwn.N unwsa..eanwyma.10700w V DATE: 10/8/2015 meow....is.r.wn.wwam.wmegdeeper anwwu.n..miro..nn..aruu.aw.mny(rcl.�mlw++i4eq PAUL P\ a a.mp..1al.16 ..nmew�.mw.he wmm,6.wan SEQ.: (<1448272 No�°�de^Qedw Mp.d"ano.wcw.m.nn.a.pm.rnp.w "n uanmaae..eamawnrowr am.mw.a...onwon npam.Mwe.nr".a.m.wman s D�w�mw,0.00.."w wa..m„...n...anw.l.m TRANS ID: LINK ue bads •ppwe"anr.mp.mm , weawn•a�... 6 c.n..Tna"»n°a.,pa..,•ne..wm sn.msgonNNiml... "^e..mu".°.p«n s ..a." EXPIRES: 12/31/2016 Y.1uwn.wnao-y n...m and rn.M.n a wmp..n. D.pl wunm.6awm6eeupmprmNU TKe..p,.wn.e.aso.ctio imr..nsMb.m e.wa.Mn..mma.mm�ew..aa�....ne.m.a.a�....n.l October 92015 715.5•7C4 in acs.om.a...waw r.n.J.:wn w..0 rale pal e..Ws 1 MT.USA lnc.MoNARTne e..7 Sol6.8(1 LIE I0F b a MseM1141, woes alae Esn1311,ESR-1808(MONO • • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 14-03-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 4WR/GDF/CS-1.O0 TC: 254 DF 114BTR LOAD DURATION INCREASE-1.15 (Non-Rep) 1-2-1-1927) 147 1-6-(-100) 1593 2-6-1-172) 68 BC: 258 DF SS 2-3-(-1823) 166 6-7-(-36) 1114 6-3-(-74) 907 WEBS: 254 DF STAND LOADING 3-4.(-1821) 166 7-5-(-100) 1593 3-7-1-74) 907 Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 4-5-1-1927) 147 7-4-1-172) 68 TC LATERAL SUPPORT<-12"0C.005. Cs-I, Ce-1,Ct-1.I, I-1 BC LATERAL SUPPORT<-12"0C.VON. TC UNIF LL( 25.0)+DL( 7.0)- 32.0 POE 0'- 0.0"TO 14'- 3.0"V BEARING MX VERT MAX HORZ BRA REQUIRED BRG AREA BC UNIF LL( 0.0)TDL( 10.0)- 10.0 PSF 0'- 0.0"TO 14'- 3.0"V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL) 75.0)+DL) 51.0)- 126.0 PLF 0'- 0.0"TO 14'- 3.0"V 0'- 0.0" -105/ 1496V -61/ 61H 5.50" 2.39 DF (625) 14'- 3.0" -105/ 1496V 0/ OH 5.50" 2.39 DF (625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.TOP VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 AND B0TTQ4 CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL REEL--0.029"4 9'- 1.9" Allowed- 0.667" MAX TL CREEP DEFL--0.070"@ 9'- 1.9" Allowed- 0.889" MAX 80612. LL DEFL- 0.007"1 13'- 9.5" MAX HORIZ.TL DEFL- 0.011"4 13'- 9.5" 7-01-08 7-01-08 4 4 1' Wird: 120 mph, h-18.2ft, TCDL-4.2,BCDL-6.0,ASCE 7-10, (A11 Heights),Enclosed,Cat.2, Exp.B, 1A9CSS(D1 r), 9-00-15 3-00-09 3-00-09 4-00-15 load duration factor=1.6, 4 4 1 4 4 Truss designed for wind loads 12 1_ in the plane of the truss only. 7.00 p M-4x6 Q,,.,,0 4.0" VV\ M-1.5x4 M-1.5x4 %,,, .l M-7x8 M-7x8 f- AL illi EllE GO �� OP.Yh _ OO M-3x8 =M-4x4 L-M-9x4 M-3x8 ; l l 6 5-01-02 4-00-13 5-01-02 DEQ PRO/ -, j 14-03 y ��'NGINEF9 S/ly9 Q 89782PE JOB NAME: DR HORTON PN 3726-A-A2 Scale: 0.4183 �� .. LA - f end enc.en10,5.ux.enw4e..m.awc.,s:nN,m ��udn..e..aMOM m4,5 sewer..0006064.ke... 'i OREGON p" Q• Truss: A2 .mw..m4.Mae..e..en cam... 66060 6066*44V0....r O 60604teu.a.and POT Z 2 I eonw...M.v88055 mu.:G.M..w.when 06e +. rweme�aeo"w..0 n.H+.wrau»aW006404 40 '7,9 �q Ry 15 Q� 3 A04xNn.ltempenry W.dN4 b Nun.4.d4 tlu,50455,50^ z W.ar6 tsmn4a..54ste.M.n.d. w..w'+m4tra meenao,sao..n.M"'.+.texapd .foae aa..t.6 ef4,.Meed m:.uym.96.46002 � \-4 DATE: 10/8/2015 �40..am.n.M.m.r.a.bud.4a..4., 3.3:noeeenyN466614 wan:.itra 064.6 we66666+•646 as Woo.61600•60(70 066.• °'"""(°`) pAUL R SE K1448273 1044Moae.y44.d5 any mend mw en..l Nampa 4.5.x40.^amns.m.n.4.n..w.men.4.a..aen..d5. Q No 1044 s ...m»5....nna.m6.6060666.0.a04nmt mupM...V.Onetime 4064nr,men and en fe,'an e0na:m•of u:. TRANS ID: LINK a.w�N.e.a.w.em enr.nw'.. 6 Now 46.64410064640•164406,6•6 60064.664 9 Gp.ATMs.d...en.e�owone ums:on,4,nanra4n ,,,ten,. EXPIRES: 12/31/2016 .e..,7.a...and.60a..efine % I .1606..60m.16dnNaPe606... October 9,2015 a TBIWIO.1 ICS. Y aS furnaa..NM m.B.I f6 This 6m.r B. xVW o 130611613061161+ 40 Malts 62.60604ed ...0dCenter MAMAs.ewawum .. .w..mnw.d:66nnw. wn 44.26410740n61+ower Wes R.8488,SIJCp anuTn. n Ballet 7.6 E41LKaxmm E 1n 7.pose OM.,we of 6.00 in w M ..w 664.1314 1917660 64760 li C. This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg-1.00 TC: 2x4 DF 41E13TR LOAD DURATION INCREASE-1.15 1-2-( 0) 57 2-6-10) 200 6-3-(0) 146 BC: 2x4 DF 11EBTR SPACED 24.0"O.C. 2-3"1-292) 0 6-4-(0) 200 WEBS: 254 DF STAND 3-4-(-292) 0 LOADING 4-5=4 0) 57 TC LATERAL SUPPORT<-12"0C.UON. LL)25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF BC LATERAL SUPPORT<-12"OC.UON. DL ON BOTTOM CHORD= 10.0 PSC TOTAL LOAD- 42.0 PSC BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0- 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -28/ 392V -37/ 37H 3.50" 0.63 DF(625) Cs-1,Ce=1,Ct=1.1, I-1 6'- 7.5" -28/ 392V 0/ OH 3.50" 0.63 OF (625) 8-1.554 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (non). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING HET. BOTTOMVERTICAL DEFLECTION LIMITS:LL-L/240, TL-L/180 CHORD CHECKED FOR lOPSF LIVE LOAD.TOP MAX LL DEFL=-0.002"@ -1'- 0.0" Allowed- 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL--0.003"@ -1'- 0.0" Allowed- 0.133" MAX TL CREEP DEFL--0.010"@ 3'- 3.8" Allowed= 0.403" MAX LL DEFL--0.002"P 7'- 7.5" Allowed- 0.100" MAX TL CREEP DEFL--0.003"@ 7'- 7.5" Allowed- 0.133" MAX TC PANEL LL DEFL- 0.009"@ 1'- 7.0" Allowed- 0.206" i 3-03-12 3-03-12 1 1 1 MAX HORIZ. LL DEFL- 0.001"@ 6'- 4.0" 12 12 6140 HORIZ.TL DEFL- 0.002"@ 6'- 4.0" 7.00 ' 7.00 IIM-9x9 Wind: 120 mph, h-17.Ift, TCDL=4.2,BCDL-6.0,ASCE 7-10, (All Heights),Enclosed,Cat.2, Exp.B, MWFRSICirI, 4 G" load duration factor-1.6, Truss designed for wind loads � in the plane of the truss only. REFER TO CCXIPUTRUS STANDARD {- 'I I 11 . GABLE END DETAIL FOR DETAILS 1 NOT SHOWN. G r• 6 �' I M-2.5x4 M-1.5x4 M-2.5x4 l y ) 3-03-12 3-03-12 FI l 1-00 y 6-07-08 j 1-00 y '(_PED PR�FFS 8.7/8�2PPEE• r- JOB NAME: DR HORTON PLAN 3726-A-B1 Scale: 0.588, V' /T - 0•11931319110711/5. u,eM„„,..,'554, 9 OREGON O"h :e44 and eramonarvacbranwaa aaaa man cunni Nuwe t.Tn.anyn Y cased only upon M.rmn.en snow sne Ytaan mdwauai P Truss: B1 hdMumps.aiteoaMWbaammm> maryw,monenppmwmmeawnowo.rsmappw 9,9 G'IRV 16 4P a.1M mnmson w6 Vamp must he mYtlYdwnen On.• newy:x.3n maan.nem is the mean.**tl.WM.beeper (, IaaasnY.Masonry bempb aeaaueaat amq,maumm Deem aamwM bpeM conn oho.b be Ywaey lnaEY ,1 n etyott enm,MOM.NHRH.mN.Ytromp m 2cutaneuand Yle,Ee.onesuyeatlaoa Y.W.e*e05eVnm,WneNG ) PAUL a04' DATE: 10/9/2015 rnpOmMay m the alMy dummy a amo.w 'W now wei tomb.rpunawwe Moue•• SEQ.: K14482794 amNo mad should *paw to any component men.r eOwingm aeg a4 InNw.SY on*Mute orw e e. nYain mmamap..asa mweon.. ketones an a5MYe as et no bath Mo.any bade memo than 5 Mureteunmtrana nob t•and o•annum.,...rent TRANS ID: LINK dWmbaeew•Rdnbbaarrcm.d auN,mardtra,eum EXPIRES:12/31/2016 5.CanquTrente no control over.M mourns rapem0My be the 1 Deapr b.mnte NeetempYJasseaYenpe 9hm>wryel ee.,,heading,sburet emnmawan*amponents I teteetemed au,n . cuanew Is Roa . October 9,2015 wee., e Ins anion Y Furnished auwaol b the amwlbna M fora by 6 FtmessasibaloomnSonbotblaresoftnee.dbleosdsothobanb, anOWTOO a BCS.coax*touch we be Niue.upon mount Inos aoholls Mb bast maw mos 9 elate Ps et Mem in nu. Tae ABA, sJCampuTrus BOMn 3.138(11.)-E3.138(11.)-E t0 fF ues MhI,Sae tonneau.MU.anpr Wad M ESR-1]11,CNN-teee 440W) • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.5. IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cg-1.00 TC: 2x4 OF f1413TR LOAD DURATION INCREASE=1.15 1-2=( 0) 57 2-5-10) 202 5-3-(0) 146 BC: 264 DF 81413TS SPACED 24.0"O.C. 2-3-1-294) 0 5-4-10) 202 WEBS: 264 DF STAND 3-4-(-293) 0 LOADING TC LATERAL SUPPORT<=12.00.UON. LLI 25.0)•DL( 7.0) CN TOP CHORD- 32.0 PSF BC LATERAL SUPPORT<=12.0C.UON. DL ON BOTTOM CHORD- 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD- 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -32/ 408V -30/ 34H 3.50" 0.65 DF(625) Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 6'- 7.5" 0/ 217V 0/ OH 3.50" 0.44 OF(625) Cs-1, Ce=1, Ct-1.1, I-1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS:LL-L/240, TL=L/180 MAX LL DEFL--0.002"@ -I'- 0.0• Allowed- 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL--0.003"@ -1'- 0.0" Allowed- 0.133" A145 BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL--0.010"@ 3'- 3.8" Allowed- 0.903" MAX TC PANEL LL DEFL- 0.009"@ 1'- 7.0. Allowed- 0.206" MAX BORIS. LL DEFL= 0.001"@ 6•- 9.0" 3-03-12 3-03-12 MAX.HORIZ. TL DEFL- 0.002"@ 6'- 9.0" f f 1' 12 12 Wind:120 mph, h-17.1ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 7.00 2, Q 7.00 (A11 Heights), Enclosed,Cat.2, Exp.B, MWFRS(Di r), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. ))M-4x4 4.0" /, 1112 1ID III o o _ to M-2.5x4 M-1.5x4 M-2.5x4 1 1 l 3-03-12 3-03-12 j yy 1-00 6-07-08 -co NpP � r<<- V��/o2 ,e :9/7]82PE 9r ,103 HAMA.: D0 000905 PLAN 3726-A-BO Scale:0.5701 r T 1•rlDallaa 11611111161.11071111. *ea Mr..r.d V /`/ 1 aaSR..nl Ne.. 1 nes Mar a bred a.uponMPnn.M•M,m Moban barer 114/4, •REGON Truss: 62 amwe,mn,615. acemu.n baldnpm"porm Appbun•e4.ega pranra.Mpapa ?' �O Q" 4 Ar m:w*wobmampn at.In. w18.s..• bwpm.m:awncu.manan.pa.6.011.WMiodaWr_ '9 '9Hy 15 Q` 4Aa.ba.ronss.a.la insure ana3r.6.er.baa.n A.tsr.ed0.18.1 assume115......Wp•nl aem.n tlw.m Y@.r.M br•dr �apo..Wada awtr Aaaamrpm.rra brrJrpa lac.M at 10 o o ni.P.Mb urb..allrutl.6646 V'aY �� \� DATE: 10/8/2015 m.own.ammnaeenparsmwvan•wianpmapr 4 N.6.8..'"ar°"e.11.5 1•611.°w°I"nawn•• "`�"" 'AUL R pto ultra.Al.rpressnyrla ww.. contr..SEQ.: K1448275 1.1..1 No bad should nam"mnm wa.ar.•m.er.and ..C.Inel,matnrnb.wmaudrma,te a m.n .6...3 TRANS door 18w..mpM.aMH mnp Muld•p bob greater.. 5 Das"rwnwo.r 61.6a alb e..ae abrwmrnea.,e anb'drymmr•a ua TRANS ID: LINK a Draw.a..raam.morr.npoo.Vow)eh. fila^- OM1^- - ^rr mob^• reran. EXPIRES: 12/31/2016 ass.. a ..858,aJpnnla..1•11•11.al comp.. b 7.Dann .aawYdnnr•1118.035.86 m drariawm..aubaamaatbrb.rmmbr e.Pur a.•b.w..wrba.a.aaara.and.5.so.,aa., OCiObef 9,2015 16N666.6 n OM,mar al....fwwM upon r•9uW inanm•.NPn'erw W. 5 611011.1.ca.WS 0100110 11.1.1111 YRak USA,InsJCeeWeTnn SMMra 766(1L)-E 0 For aa.a.m...Oche..b•w6881311.E613-18451eO.e) •I • • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.7' IBC 2012 tYdt MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 254 DF/16BTR LOAD DURATION INCREASE-1.15 1-2-( 0) 57 2-5-(0) 112 3-5=1 -7) 70 BC: 254 DF 116BTR SPACED 24.0"O.C. 2-3=(-186) 0 5-6-1-4) 15 5-4-1 0) 119 WEBS: 254 DF STAND 3-44.(-155) 4 4-6-1-199) 2 LOADING TC LATERAL SUPPORT 0=12"0C.URN. Lt.(25.0IeDL( 7.0)W TOP CHORD- 32.0 PSF BC LATERAL SUPPORT n-12"0C.UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HOR2 BRG REQUIRED BOO AREA TOTAL LOAD- 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" C'- 0.0" -33/ 357V -29/ 47H 3.50" 0.57 DF( 625) Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 5'- 1.7" 0/ 209V 0/ OH 3.50" 0.33 OF( 625) Cs=1, Ce=1, Ct-1.1, I-1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/100 MAX LL DEFL=-0.002"4 -1'- 0.0" Allowed- 0.100" BOTTOM CHORD CHECKED FOR]OPSF LIVE LOAD. TOP MAX TL CREEP DEFL=-0.003"@ -I'- 0.0" Allowed- 0.133" AND BUTTONS CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LI.DEFL- 0.009"@ 1'- 7.0" Allowed- 0.206" MAX TC PANEL TL DEFL--0.006"@ 2.- 0.2" Allowed= 0.309" MN:HORI2. LL DEFL- 0.000"4 5'- 0.0" MAX HORIZ.TL DEFL- 0.000"@ 5'- 0.0" 3-03-12 1-10 1 1 1 12 12 Wind: 120 mph, h-17.1ft, TCDL44.2,BCDL-6.0,ASCE 7-10, 7.00 17' ''ZI 7.00 (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Di r), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IIM-4x4 1LI1Siii 1 M-2.5x4 99 mrdiioo•rll,r49llgiligllIllIlldil.°11.'..dlldillgllM -9' 1, y M-2.5x4 M-2.5x4 M-1.5x4 l 1 )' 3-05-08 1-08-04 J9 1-00 y 5-01-12 y .<iPED PROP 6 �c\� �NGINEE9 /02 2 89782PEJ9V N) • JOB NAME: DR HORTON PI3726-A-B3 ..tale: O.5'.:94 • '�. • 3\am11025: Om19MLNOTR ..x oh..ne.4 So• 40 Truss: B3 a,m.and..xpn.wn.ea..4a te..a.a.r C.o.Ne.. 1 TN.4.wnne..anna.Inmep.enn.nwan.nd s.an..m4mw N �... �m.eex W.x.�.. ,'"9 OREGON 2 201.mp.Won..6M.M.u..nm.Y4'*Ma.:. 2 15..15005.110.100.05. .110.1 05..I6m.I a. mlpMlly 5014694 4999Q P .17•91,...GA 5 J� 3.4.505•110.0.0..10153.5.011255:032. .nxudbn To c....10oc n.3.3.135. 43.p.4nu.4:..aw.n.by "R Ai tn...w:.owr.n....m..ram...p........w a DATE: 10/8/2015 n .n.rx.xma.y.n.tux.5.p.. 3 St il.tl.p :tiara.wpm,w m.01.0,.'"'�`Bfj PAUL �6� SEQ.: K1448276 4 Noa.0.:x,.a...@w.any.'roen.l en..a,..m...@ and 4 Ins..at b. I..wnnan.J...x.r con.. led...0.0.end et no0..ro531 any N.b4.515.11.n 5.Des.mums busses arab 5.5.1.035m5......5 TRANS ID: LINK dn.w..Os 330•110510 any 535..5.m a.NM an 33.3.3.3101.3.3.1c .aw...:n.:86.n...ap.1 5"^w7.5.no.501ow.1 nompon.q. . mom. EXPIRES:12/31/2016 bnoa..:A:.q...a...131..n.wmp.'.ne ]A wun..arlacmasce.V.n..`.1a0 Tn.a.an.wn.:.a..a.+mn..n...50:41. by Mass. aw..ap..a..n.,e«.. October 9,2015 a TPNVIGn SOS.cop.01..n Ml M 1.1.:.a up.nammt ..pF1..1.1. MRM USA Ix Tru.SOTxx].B 8(411-E 10 For DWI Mk..4r..q..n M6.. /Compo tate mm..pwaa.Mux r ESR-1311,EMS-1908506501 • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0• Wind: 120 mph, h.17.7ft, TCD1<4,2,BCDL-6.0,ASCE 7-10, SC: 2x4 DF 415BTR LOAD DURATION INCREASE-1.15 (All Heights1,Enclosed, Cat.2, Exp.B. MFRS(Di r), BC: 204 DF 415000 SPACED 24.0"O.C. load duration factor-1.6, Truss designed for wind loads TC LATERAL SUPPORT<-12.00.UON. LOADING in the plane of the truss only. BC LATERAL SUPPORT o=12"OC.UON. LL(25.0)0DL( 7.0)ON TOP CHORD- 32.0 PSF DL ON BOTTOM CHORD- 10.0 PSF TOTAL LOAD- 42.0 PSF Gable end truss an continuous bearing wall UON. -102 or equal typical at stud verticals. Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) Refer to CompuTrus gable end detail for Cs=1,Ce-1, Ct-1.1, I-1 complete spec Ificat ions. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING PET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5-04-08 5-04-08 1' 1 1 12 12 7.00 V. 11M-4x4 Q 7.00 • N 24 OF- ilil/ ///////////////////////////////////////////////////////////l/////////e/////I/// / �i III . . M-2.5x4 M-2.5X4 l' y l-li 10-09 y 1-00 l FPED PROFF GI s 9 /�,� G24484/Q 89782PE v r III JOB NAME: DR HORTON PLAN 3726-A-Cl Scale:0.55E5 ., _ 1 1 t:.a.v6econlemr.aesad.a,..ar.D..mNr. 401S..4 44.2 NIS•umn..e..em aete.,nand.R.en.,4.,.m OREGON ''' Truss: Cl enew,,,ee.e.(,e.ma..m,wn.nr,r.. m+swme,6e ee AaB ass a a.wee..a.1....4ww. O x memnm.r.a..5 Lem°mWa•mreMaese•Mo.• a..,.m lion aleomam..N N.m..NMnap.maa,gar.m -7 �''/'q 6 2 Q, a Aaaam,rwmco.na...p...a.mw.nm.cnonraam� leeeA,ms5.m..baa�,rn,a..asealat,e.ar RY 1 •p•mw..rya..r.m,r Aaa.,nrrm...peea p z.e..rorwtinuss mn.pm•prWeeraewr,aaa.arwmW J DATE: 10/8/2015 .m.meeseeasapnp.apa 338844.4037321802.42.1388.54040443.840458.84434•13•42(1.4422.•• urn.l(BCI °AUL P� SE 4 .a K1448277 No. •nm.a Mww. wwmaAsp. a •ny nem: .•were .r end 4. .Mbaar• n Om 4Se e.nNa.a.r y • •waa.conam . . Q• "Menem are complete andel no be.Mo.Any...gnaw than 5 Ore,e..e.e e.1M re.be...dine nommno.omiran ot. TRANS ID: LINK ar..•a.e...ca.a..m coeoma., anrm.by essr'e.nmwr onu ms.ao.n aMnewew. 5 ConsuTtan eemea rend••.,m•aem.eram°y.,aa EXPIRES:12/31/2016 a. �"wew:pnerd aa:''•m.a= '. 7 Orlon*mimes edepr.a...o-+Pma... October 9,2015 aTC#e M e wane 45•18•115444441 en MO x«a ae,.m aear..trmr TPwrtu.ecsa,copes a.Nu.w e.r.miw e.on ass. wraeom..a,p.arrw:rf. . MT.6USA,a,c/C.eWUTru•S.S*.r 7.88(01)-E 1e Fa bums., maw ampe,ES4-.gY(.meo • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 10'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/CAI-1.00 TC: 2x4 DF 416BTR LOAD DURATION INCREASE=1.15 1-2.) 01 57 2-6=101 333 6-3-10) 242 BC: 204 DF 416400 SPACED 24.0"0.0. 2-3-1-4831 0 6-4-(0) 333 WEBS: 204 DF STAND 3-4-1-483) 0 L05DING 4-5-1 0) 57 TC LATERAL SUPPORT o-12"OC.UON. LL( 25.0)+DLI 7.0)ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT 0.12"0C,U054. DL ON BOTTOM CHORD- 10.0 POP TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX NORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 0'- 0.0" -32/ 5660 -54/ 54H 5.50" 0.90 DF( 625) Cs=l, Ce-1, Ct=1.1, I=1 10'- 9.0" -32/ 565V 0/ OH 5.50" 0.90 DF ( 625) LIMITED STORAGE DOES NOT APPLY WE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD.TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/100 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEAL--0.002"@ -1'- 0.0" Allowed- 0.100" MAX TL CREEP REEL--0.003"8 -1'- 0.0" Allowed- 0.133" MAX TL CREEP DEAL -0.034"8 5'- 4.5" Allowed- 0.656" - MAX LL DEAL -0.002"8 11'- 9.0" Allowed= 0.100" MAX TL CREEP DEFL--0.003"@ 11'- 9.0" Allowed= 0.133" MAX TC PANEL LL DEAL- 0.031"@ 2'- 6.5" Allowed- 0.365" MAX HORIZ. LL DEAL- 0.002"@ 10'- 3.5" MAX HORIZ.TL DEFL- 0.004"@ 10'- 3.5" 5-04-08 5-04-08 T 1' 'I Wind: 120 mph, h-17.7ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 IIM-9x9 12 (All Heights),Enclosed, Cet.2, Erp.B, WI-RS(Dlr), 0 load duration factor-1.6, 4.0" Truss designed for wind loads In the plane of the truss only. ,N "7 ( Z 10.4151110 M-2.5x4 M-1.5x4 M-2.5x4 ) l l 5-04-08 5-04-08 1 j r 1 SPED PR OFFS 1-00 10-09 1-00 co NGINEF az, \ Q4, 9 29 :9782PE r" JOB NAME: DR HORTON PLAN 3726-A-C2 Scale: 0.4672 -/ 0.4191.MOM, 40 Truss: C2 "�"'°e "...actor mom .low)oGeneral eWes 171. •Ws.onto upon "oeme°.."'^ot.and sbranW]. OREGON r, and warm.b.r.wrwwet wmmrws b o n.m A.6.5.a amp pmmrsarq omni .4:-.4,e, ZO ]L.wmarn.lan web b.vWY mwt rnWlW wMN.Sawn• Iww n aw,roawnl.me moonstone dew budmP A4�5nn.mw.g5.n@mmn..W�d4��.m r Pns:..nr.Mmpand WI=.Cm.60oho.mrwe,nh -9/9 AIRY 15 '`�. •Mrrpe,v 50e. ..mr somsWmP.mrisa 1.0516 of 3 tov.neg tb oc.•.p.nbaA 5a5.aws•bra.mroue^o,^,Mvrp6r N@ DATE: 10/8/2015 T 6.........sM�npwSwyaMWO....P.r 3 23I p..MoorWe tr..repent]°"'resTC/ • ""°'IB" PAUL R� SEQ.: K1448278 4 N.1.741m4e 5°'o WWI.any 55,n In*ar .6...a 66”••66”•••••••,..ac"nna> In..m con. ono gnat.should any low! unrm !oienp 5 6.11n lemmwtemes mm 5e in a nwn ,. TRANS ID: LINK e..p bads 5.w4wm any yu,5P5wa an m 9 . v,aa .a use ' wmp5w wwmm S CorryuTnnnn nawba owe and a,np,ro,rpo MWy tor the 5 De.pi numee Ntlt...3 en Yawn Snm o,w.enN �eti@n renew.a5amp m *re EXPIRES: 12/31/2016 e ma b6.n.5.4 nm.nc M4m4gnn..gl.m r 7 Pr°�n n..nn www.at'.o.of a p.m.am..weer October 9,2015 ..arra.wberInas w.ma TPWJtU In SCSI.wen awmc5 will wimnbre wpm request wM pr ronin inn 10 Fa 5..ees n on.n. aM.i Wok USA Inc/CompuTrus Softy,*0.@.@11 LYE 4.....••••••••...13"� .Esa.,95.5 Igrtwl 1 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS 10-09-00 GIRDER SUPPORTING 8-00-00 IBC 2012 IMV MEMBER FORCES 4WR/GDF/Cq-1.00 DC: 204 OF 111,BIR LOAD DURATION INCREASE-1.15 (Non-Rep) 1-2-I-1175) 77 1-4-1-27) 932 4-2-I-0) 931 BC: 2x5 DF SS 2-3=)-1175) 77 4-3-1-271 932 WEBS:2x4 DF STAND LOADING Snow:ASCE 7-10, 25 PSE Roof Snow(Ps) TC LATERAL SUPPORT<-12"CC.UON. Cs-1, Ce.1, Ct-1.1, I-1 BEARING MAX VERT MAX HORD BRG REQUIRED BAG AREA BC LATERAL SUPPORT C.12"0C.VON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC UNIF LL( 25.0),DL( 7.0)= 32.0 PSF 0'- 0.0"TO 10'- 9.0"V 0'- 0.0" -79/ 1129V -45/ 45H 5.50" 1.81 DF(625) BC SNIP Li( 0.0),DL( 10.0)- 10.0 PSF 0'- 0.0"TO 10'- 9.0"V 10'- 9.0" -79/ 1129V 0/ OH 5.50" 1.81 DF(625) BC UNIF LL( 75.0)aDL) 51.01- 126.0 PLF 0'- 0.0"TO 10'- 9.0"V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL--0.014"8 5'- 4.5" Allowed- 0.492" BOTTOM CHORD CHECKED FCR lOPSF LIVE LOAD.TOP MAX TL CREEP DEFL--0.034"P 5'- 4.5" Allowed- 0.656" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11AV HORIZ. LL DEFL- 0.003"9 10'- 3.5" MAX HORIZ. TL DEFL- 0.005"8 10'- 3.5" 5-04-08 5-04-08 Wind: 120 mph,h-17.7ft, TCDL-4.2,BCDL-6.0,ASCE 7-10, 1 1 (A11 Heights), Enclosed, Cat.2, Exp.B, IN4ERS(Dir), 12 12 load duration factor-1.6, for ind ss d ads 7'00 M-406 Q I' 0 inu thedesiplaneeST thew bawtrussoonly. IN M-5x12M-5x12 AAIIIII I yII M-3x4 M-1.5x4 5-364 .6 . .6 5-04-08 5-04-08 ' 10-09 y ��Q,c O P R OFFS �6., cco NGINEF9 s/o29 :9782PE r JOB NAME: DA HORTON PIAN 3726-A-C3 Scale: 0.5226 T VWWMOS 0011120.1.1121285. uMw Mar.M mw. ✓ 4.44 / SO Imem« .Wa a.dddG... W e.w»a.. n Pm»....m.» MEes a4.. »Mew '1 •REGON�'� Q Truss: C3 end Worm.aw..nm«aonoann.no. a.mp.ece:.MApa»waa Ms•.gn"arrows 452 544, a, 2 2454,4•..vaebacekmulbmaW4aa).sshown• i^.a'a..l»"ame0«.raYT•moonoItl52251.5 UNMka.Wi« '9 �qRY \5 Q,Q Aa80mNMnW'.n booing b m.u.'S2N durwe.ntludbn 2 D..qn mamas top d'N dn.es aW.nW b•wtltl ..r.{.ebM,Mm.•rxb,bae.Y.mw..tromp 54 2,4•MMIOaa rep..W..... .L....mwema DATE: 10/8/2015 '.4.544++,Mb•a+m.uap.r 31w, """»°""'"""ae°ond*on5445••""e" jd'rDAUL P\ n..a album«»wMb..YMoi.]no taco„ SEQ.: K1448279 m. 40M.ato ae.nraoovonant mMould.m.w..b ,then 5..D.w�wountamo»a'. lade �"50.5n5..nl.m. .demon exnp...annomponentMono boas a...rm.n . 5.wvym� ..Mow TRANS ID: LINK demon moa e.•pd.ab.nr component aD....mwb.borings. sox*SO. . 5 cmnm'*n.m..n. nmM ..., emxond umsnor.. mnkr.4 ,.e.,,,r. EXPIRES: 12/31/2016 bereabon. a4.....na....nM.m.l.n» 7 Noon amww.,a„k4r5ral.,..a.,.e,e October 9,2015 e 7a e.C.aanawh.to.MS..e..Mwmw MOM a M ...waw. b.•M mh . ton and placed..w e . mow a MARCO m BCS.woos Mwxm MX to hwnielw opal 5421432 Me.combo 40Jo.M... MR.k USA InclCpmpuTrue Saw..78.6(11).E 10 For balc eem nab'.bd.yn 145..r ENR-1311,E98-lam(MH.k) • This design prepared from computer input by GREG ARIEL TRUSS LIMBER SPECIFICATIONS 35-00-00 HIP SETBACK B-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq•1.00 TC: 204 OF 1140TR LOAD DURATION INCREASE-1.15 (Non-Rep) 1-2-1 0) 56 2-32=(-358) 5062 3-12-( -34) 566 BC: 204 OF 116BTR 2-3•I-6130) 448 12-13-(-536) 7714 12-4-( 01 2018 WEBS: 204 DF STAND LOADING 3-4=1-6342) 494 13-14-(-5741 8340 12-5•I-2946) 272 Snow:ASCE 7-10, 25 P5F Roof Snow(Ps) 4-5-1-5494) 450 14-15-(-536) 7114 5-13-I 01 822 TC LATERAL SUPPORT c=12"0C.VON. Cs-1,Ce-1,Ct-1.1, 1-1, Lu-50' 5-6-1-8000) 614 15-10-(-355) 5062 13-6-1-568) 132 BC LATERAL SUPPORT<=12"OC. 1000. 6-7-1-8000) 614 6-14=1-568) 132 TC UNIE LL) 25.01+OL( 7.0)- 32.0 PSF 0'- 0.0"TO 35'- 0.0"V 7-e=1-5194) 450 14-7-) 0) 822 y . BC UNIF LL( 0.0)=DL) 10.0)= 11.0 PSE 0'- 0.0"TO 35'- 0.0"V 8-9-1-6342) 494 7-15-(-22946) 272 NOTE: 204 BRACING AT 24^OC UON. FOR TO UNIF LL( 75.01.DL( 21.0)- 96.0 PLF B'- 0.0^TO 27'- 0.0^V 9-10-1-6130) 488 B-15=) 01 2018 ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIT LL( 0.0)IDL( 30.0)- 30.0 PLF 0'- 0.0"TO 35'- 0.0"V 10-11-1 0) 56 15-9-( -34) 556 TC CONC LL( 466.7)SDL( 130.7)- 597.3 LDS @ B'- 0.0^ OVERHANGS: 12.0" 12.0" TC CONC LL) 466.7)+DL( 130.7)= 597.3 LBS @ 27'- 0.0^ BEARING MA%VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.I N. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0^ -226/ 3670V -77/ 77H 5.50^ 5.87 DE 1 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 mar BEING MET. 35'- 0.0" -226/ 36700 0/ OH 5.50" 5.87 OF (625) 20 2, 10:Heal to plate corner-1.00" BOTTOM CHORD CHECKED FOR 10PBE LIVE LOAD. TOP r 12) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"0.131 DIA GUN n a 1 1 s staggered MX at VERTICAL DEFLECTION LIMITS:LL-L/210, EL-L/180 9^o in 1 row(s) throughout 201 top chords, %LL DEFL -0.001"@ -1'- 0.0" Allowed- 0.100- 9"o n I row(s) throughout 2x4 bottom chortle, MAX TL CREEP DEFL -0.001"@ -1'- 0.0" Allowed• 0.133" 9"oc in 1 rolls) throughout 254 webs. MAX LL DEFT -0.257"@ 17'- 6.0" Allowed• 1.704^ +LATERALLY BRACE TO ROOF DIAPHRAGM MAX TL CREEP DEFL -0.537"B 17'- 6.0" Allowed- 2.272" MAO.LL DEFT -0.001"@ 36'- 0.0^ Allowed- 0.100" MAX TL CREEP DEFL -0.001"5 36'- 0.0" Allowed= 0.133" MAX HORIE.LL DEFL- 0.094"5 34'- 6.5" MA%HORSE.TL DEFL- 0.145^@ 34'- 6.5^ Wind:120 mph, 0-18.5ft,TCDL-4.2,0CDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 8-00 19-00 B-00 1 3-11-11 4-00-05 9-07-08 4-10-08 9-10-08 4-07-08 1 1 9-00-05 3-11-11 1 1 4597.301 1 1 1 4597.301 1 12 1 i4-6x6 `14-6x6 _ 4 -M-9x4 M-2.559 -M-4x9 Q 700 6 11-1.5x4 41/F-1,47\1,---10,...._1.5x4 o 15 0 1-388 M-3110 M-2135x4 M-2.+5x4 M-3x10 M-3x8 -fit o MSHS-3x10(S) �C�'0 PR OfE'45 l 1 1 1 1 y {�c1GINEF9VV/�A' 1 7-07-04 6-07-12 6-016 6-07-12 7-07-04 1 :,..,C0 2917-11 17-01 :9782PEr"1 1 1 1 1-00 35-00 1-00 /.�JOB NAME: DA NORTON PLAN 372h-A-D1 Scale: 0.1"I]S t/ / / ""R14114.:W«.� mM«,4m.d.aarG..n:N.6 �.I..M�. ,m..ahoweon..d -71t/ii o' Q. Truss: Dl 1 I u,aq:1.6..a..N.w"n.omm.wew.lanae ".aa..mr 9,9 LgRy A$2 Q wnm,ya balms mroewbnm,mw4. 94nwfcorAnntMe aa.ww.n..4..«ow (` 2 41444«aaabn wb.n«4nx.a ma4aaan.6ovn.. m44.4ana4m.1.4.m.,.441bmya m.awaroa.a.'. 3ldaana ampe4N 64.04 b Maur mal550044n..u.4 3.D.N9nm4m m.top...oronn dbm ba..nlN toted at A UL flO 44ram..4aw Aaaan.14m.44amr4a Too...a t0 o.mar..h on.a...mm9M«naw.pm brIs Ow A [, DATE: 10/9/2015 m.4 sn GOsWu.eumo94.E.. 3 34bn4 endoma or em br.dre44e/(id)Iw«o-wWBC) SEQ.: K1448280 4 No b.a.mwb.swab am4mponent m.b ..b44,ow 4 b.....e abm.m.m5m..Mra..4..aw4n.«« se.ms m owl.....no bras s.ad.l.b.a gem,.41 5 Dirs.ossums.m..m b be u.4 n..seconowe.mxom,.nt TRANS ID: LINK area M.bo4.awe.nrmemo.a Hryaen°...-45 EXPIRES:12/31/2016 6CompuS:...nob..cmar and mums benwowblun b.m. • 4m4m bX..iu4tl.nbp«b sow 36.«wall October 9,2015 fabsconom �1nam,,,.n,.nae,...norrom,nwa .ft 7sap4.«m .m94.a41nap•xxol.d e mONTAS.fun.Ma.a.ab aInisbn.se tomb ab44n4.mt..aw..naama.m...a. tn4rra nBuw.4w.or...an b.ru.e.upon mg* mneawnwa on... MRM U85,bo/CsnpuTn.Bolts..7138411.)-E 81 For lass mm.axo..a.n.*sue E631.1e11 E9bt988(MH.) 0 1 • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 IC: 254 DF 416BTR LOAD DURATION INCREASE=1.15 1-2=1 01 57 2-14-1-69) 2002 3-14-)-163) 154 BC: 204 DF 41613TR SPACED 24.0"O.C. 2-3-1-25141 140 14-15=1-62) 3105 14-4-( 0) 989 WEBS:254 DF STAND 3-4-1-2403) 128 15-16-(-63) 3443 14-6-1-1390) 65 LOADING 4-5=( 0) 0 16-17-1-62) 3105 6-15=( 0) 413 TC LATERAL SUPPORT 0-12"OC.UON. LL( 25.01+DL) 7.0)ON TOP CHORD- 32.0 PSF 4-6-(-2057) 126 17-12=(-69) 2002 15-7-( -326) 50 BC LATERAL SUPPORT:.12"0C.UON. DL ON BOTTOM CHORD- 10.0 PSF 6-7-1-3249) 156 7-16-) -326) 50 TOTAL LOAD- 42.0 PSF 7-9-1-3249) 156 16-8-( D) 413 Q-==....-..-a....-=.--......- 8-10-1-2057) 126 8-17=(-1390) 65 NOTE: 2x4 BRACING AT 24"OC UON. FOR Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10=( 0) 0 10-17-) 0) 989 ALL FLAT TOP CHORD AREAS NOT SHEATHED C€-1, Ce=1, Ct-1.1, I-I, Lu-50' 10-11-1-2403) 128 17-11-( -163) 154 ____= ...-----....e..._........e 11-12-(-2514) 140 LIMITED STORAGE DOES NOT APPLY CUE TO THE SPATIAL 12-13-) 0) 57 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIO4S SIZE 50.IN. (SPECIES) 0'- 0.0" -92/ 1754V -77/ 77H 5.50" 2.81 DF(625) 35'- 0.0" -92/ 1754V 0/ OH 5.50• 2.81 DF(625) VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL--0.002"@ -1'- 0.0" Allowed- 0.100" WS TL CREEP DEFL--0.003"@ -1'- 0.0" Allowed- 0.133" MAX LL DEFL--0.213"@ 17'- 6.0" Allowed- 1.704" 040 TL CREEP DEFL--0.432"@ 17'- 6.0" Allowed- 2.272" MAX LL DEFL--0.002"@ 36'- 0.0" Allowed- 0.100" I47D TL CREEP DEFL--0.003"@ 36'- 0.0" Allowed- 0.133" MAX HORIZ. LL DEFL= 0.076"@ 34'- 6.5" MAX HORIZ.TL DEFL- 0.116"@ 34'- 6.5" I Wind: 120 mph, h-19.1ft, TCDL-4.2,BCDL-6.0,ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), MI 10-00 15-00 10-00 fload duration factor=1.6, 11Truss designed for wind loads 3-11-11 3-09-05 2-03 2-07-08 4-10-08 4-10-08 2-07-08 2-03 3-09-05 3-11-11 in the plane of the truss only. 1 f 1 1 1 f 1 1 1 1 f 8-00 8-00 f 1 1 f 12 M-4x6 M-4x6 12 7.00 -M-4x4 M-2.5x4 =M-4x4 o Q7.00 M-1.5x4M-1.5x4 ../\,/,\\/Ni. cal yy� ite 14 15 1-1-: '-''SS' 'm o /r M-3x8 M-3x10 M-2.5x4 M-215x4 M-3x10 M-3x8 0 MSHS-3x10(5) Q,ED PR OFF j 7-07-04 6 6-07-12 6 6-066 6 6-07-12 6 7-07-04 y �\CD' NGINEk.6 'ip2 17-11 17-01 <4 9 i-ooh 35-00 1-00 Q 89782 P E r ..-..e. ''. - JOB NAME: DR HORTON PLAN 3726-A-D2 .sale: 0.1771 ami f WARN...: Ol1141ULNOI05, unless dh.mvete.d V ^4) �. cad owd..«Se,.6.uR6..A edSS:N.ee,•IN,. d 49 N00et.9�.N.dd.end BN." did 9,L OREGON�� o Truss: D2 .awadg Woned.b.addm.es+ e,weromolcoiw.d.n.dwee*e"motors reweSm0°�0er a.... �/ t a m�Woanw P.Pgm da.Nr e.ad de 2 D.a+d�.»wand ma,mmns m In Pow N.d4 N 1, Ai AY 15 -1 a MOannl bog.,Pacing to more w.eWy dump Con.wmw: xo.c..bdtg ae.n•w.M um.n ease m:w9Mu:m.hYroN Er V DATE: 10/8/2015 is Seewau OR..Ue.eesgwrmkldnm sO4 d 0.Abnuou•lseng"d'asitrauv0i1Me""°(7C1no."""'@B`)- PAUL P1 bunoMaaorr a hlnca COON tot aesoaOdya.e Wbd dwbe•• SEQ.: K1448281 4 Heb.adwe:e b"1wPac.nr esmwn.d un0 Ow44 P.p.waa s Inelellam al Ie:... Noma*44111 maw.`ontr.cnn.nt eemw.em.,nolen•o :es,beds wesNrwn .:.brm.Sclry man•aw TRANS ID: LINK des b.01 a.pdwd b.nreeneded B.end No Rewe d.n,tRe bd...n snradb dg•n a Cd m Tw a no control over -4 no d�dPl N nl• EXPIRES: 12/31/2016 ...............m.........-p-. 7 0.64144601144•4110:141e P . e.g.b mddsd 7bdd..A*BCwhen*sul,.dbe.bnlsbon.•.,dmby a P0.64144601144•4110:141e..N.IbeUes.eenP..es.dscedar October 9,2015 ' TPNYfG 11 SCS.ewes dynetrI 1:4IVNM:Pa MAB Fes Na i.xall N]IMaesV Ynes 11474414.Ace olplid•In inc. ppI 11417•11 USA.g/Conpuhua$00v45487.6.6411.7•E10.FWd ademm:m (.0•4120 e.eeRSB-i311.Esti-1948 WIT.a) III II t This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- OCT. IBC 2012 MAX MEMBER FORCES IWR/GDF/Cq-1.00 EC: 201 DF 116BTR LOAD DURATION INCREASE-1.15 1-2-1 0) 57 2-11.1-1371 2262 3-14.1-1181 122 BC: 201 Dr 4118TR SPACED 24.0"O.C. 1-3-1-28181 223 11-15-1-1761 2710 14-4.1 -11) 887 WEBS: 201 OF STAND 3-/-1-25121 215 15-16.1-1111 3072 14-6-1-1208) 116 LOADING 4-5.) 0) U 16-17-1-1761 2710 6-15-) 0) 136 IC LATERAL SUPPORT<-12.0C.URN. LL(25.01.00.( 1.0)ON TOP CHORD- 32.0 PSF 4-6-1-21121 202 17-12.1-1371 2262 15-7-0-353) 91 BC LATERAL SUPPORT<•12"0C.UON. OL ON BOTTOM CHORD• 10.0 PSF 6-7.1-2862) 269 7-16-(-353) 91 TOTAL LOAD- 12.0 PSF 7-8-1-2862) 269 16-B") 0) 436 8-10-1-21121 202 8-17.1-1258) 116 NOTE: 204 BRACING AT 21"0C HON. FOR Snow:ASCE 7-10,25 PSF Roof Snow(Ps) 9-10.1 0) 0 10-17") -11) 887 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs-I,Ce-1,0t-1.1, 1.1, Lu-50' 10-11-1-25121 215 17-11-)-118) 122 $ 11-12.)-2815) 223 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12-13-1 01 57 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.501 ot equal at non-structural 0'- 0.0^ -139/ 1851V -78/ ?OH 5.50" 2.96 DF( 625) vertical members (aun). 35'- 0.0• -139/ 1551V 0/ OH 5.50" 2.96 DF ) 625) VERTICAL DEFLECTION LIMITS: LL-L/240,TL-L/IB0 MAX LL DEFL•-0.002"8 -1'- 0.0" Allowed• 0.100• MAX TL CREEP DEFL--0.003.8 -1'- 0.0^ Allowed- 0.133" MAX LL DEFL•-0.176.8 17'- 6.0" Allowed• 1.701" MAX TL CREEP DEFL--0.394"8 17'- 6.0^ Allowed- 2.272" MAX LL DEFL--0.002"4 36'- 0.0^ Allowed- 0.100^ MAX TL CREEP DEFL•-0.003"8 36'- 0.0" Allowed• 0.133" MAX XOR12. LL DEFL• 0.070"8 31'- 6.5" MAX HOR12.TL DEFL- 0.110.8 31'- 6.5^ 12-00 11-00 12-00 1 1 1 Wind: 120 mph, 6-19.7f t, TCDL-1.2,BCDL-6.0, ASCE 7-10, 3-11-11 3-09-05 4-00 0-10-08 4-10-08 4-10-08 0-07-08 4-03 3-09-05 3-11-11 (All Heights),Enclosed, Cat.2, Exp.O, MwFRS(Di cl, f f i f 1 i 1 1 1 1 1 lead duration fatter-1.6, 8-00 ,M-4x4+ :M-4x40 8-00 Truss designed for wind loads 1 1 1 1 in the plane of the truss only. 12 M-.2.5x6 M-2.5x6 12 7.:,0 .. 7.00 M-4x6 M-4x6 M-2.5x4 0"\/\/N M-1.5X4 M-1.5x4 - 4,000.0.00#00 o �M-3x8 M-3x8 M-211 .5x4 3RL M-215x4 M-1308 M 3X8 \3 o PR MSHS-3x10 IS) �fc OfFV". 5 GINE y 7-07-09 j 6-07-12 y 6-06 y 6-07-12 j 7-07-04 j c\ ``_ .Ai Oy j 17-13- y - 17-01 j �- 89782PE 9r l ) 1-00 35-00 1-00 . • .LOB NAME: LR HORTON PLAN 3726-A-D3 V:.+1•: !).1771 nalol '4.-71,e,OREGON O,,h Truss: D3 1 andmanne«..aarax e..m..a al a6 0.wna.2101011111001 4110110101.1102116.. arowsSB.......aww'«e.0260 Inam r 9 q RY t6`. Qs .aew.*.006..am00001 .ae. Way.Mp.a.a Aeea.era a am 5058 ..P.P. (G 2 2.*wpm.eeem.60,0•1e..a.wr...lwn• Neg.ap aw,w.a.M ipp.eW aMwu.e..pw 3.aeeaaa1,02,0h6.«�P.MaoMOW..lgcan11 Dan 2 g.b 04112•1.10100 0.bee�maw�.e.w..a.5 It�p U 9R .w.e.,0M..a«Aam«,.wn..:e6m.�,Pa = .•e.B thB..P.a..y.a..«.e.ee(r0) am.MO)61 A L DATE: 10/9/2015 Mow ......MNwwr.i6.yan..6.e..IM. .a..'a.Nweb"".S"peaa+.6*.tses.e0waMBC1 ni.1 N,9wp«Nrxm.e'a'.w.r ay*.cn•. SEQ•: K1448282 opMwe.praacany Om 61721 any bag 8 ay.B..•e,eww.aM mwwa..ae.m ..e.,or..7 my aaw.w3.w asesw.,e,p s ewa.e,a..wee.wa..aea<eapw..w„aa.a,. TRANS ID: LINK �a•Ma•.�e-'rm.�..".. .myamaWm.W EXPIRES:12/31/2016 5 Ceap,To ns ne w.ae,..N sauna na np**b M nosey 6 Drs manna N.Y..ear wewbwc+n 8nm«M,7.1 .«a.p.,.,1WSa4w.pa...a,eoaapele..* 7 Gyp mums„v,",,,,e,.,,,2, October 9,2015 6 Ina as,.Tw..*pato M Invtallan MIMI6, I Pb axe6 baled an Mnew.atrue..a placed pthea center 171171172./k X OM wpm p.BWa.Y6xuaa.aupon a..a Inas seapl...M 101.111.10,e,. MT.AA, US .,e/cp,wTnaAeBw..e7.e.8(8Lrz ,teFar 1nOp00/10rM V'Ww.5.68.5,5;;ESP1066(00.1 This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MEMBER FORCES 414R/GDF/Cq-1.00 TC: 2x4 DF 41613TR LOAD DURATION INCREASE-1.15 1-2-1 0) 57 2-14=(-206) 2472 3-14") -98) 100 BC: 2x4 DF 416BTR SPACED 24.0"O.C. 2-3-(-3040) 306 14-15-1-304) 3138 14-4=( -52) 867 WEBS: 2x4 OF STAND 3-4-1-2826) 303 15-16-1-304) 3239 14-5-1-1034) 186 LOADING 4-5-1-2359) 278 16-17-1-304) 3138 5-15=1 0) 435 TC LATERAL SUPPORT<-12"0C.UON. LL(25.0):DL( 7.0) ON TOP CHORD- 32.0 PSF 4-6-1 0) 0 17-12=1-206) 2472 15-7-1-351) 118 BC LATERAL SUPPORT 0-12"OC.VON. DL ON BOTTOM CHORD- 10.0 PSF 5-7-1-3203) 400 7-16=(-351) 118 TOTAL LOAD- 42.0 PSF 7-9-1-3203) 400 16-9-) 0) 435 -=--..--------- 8-10=1 0) 0 9-17-1-1034) 186 NOTE: 2x4 BRACING AT 24"0C VON.FOR Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10-(-2359) 278 10-17-1 -52) 887 ALL FLAT TOP CHORD AREAS NOT SHEATHED Cs-I,Ce-I, Ct-1.1, I-1, Lu-50' 10-11-1-2826) 303 17-11=1 -98) 100 ------___-----==---s T- 11-12-1-3040) 306 LIMITED STORAGE DUES NOT APPLY DUE TO THE SPATIAL 12-13-1 01 57 OVERHANGS: 12.0" 12.0" REQUIREMENTS OF IBC 2012 AAR IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at no.-structural 0'- 0.0" -187/ 1934V -79/ 798 5.50" 3.30 OF(625) vertical members loon) 35'- 0.0" -187/ 1934V 0/ OH 5.50" 3.10 DF(625) .15 2, 12: Heel to plate corner-1.00" VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL=-0.002"@ -1'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL--0.003"@ -1'- 0,0" Allowed- 0.133" MAX LL DEFL--0.218"@ 17'- 6.0" Allowed- 1.704" MAX TL CREEP DEFL=-0.436"@ 17'- 6.0" Allowed- 2.272" MAX LL DEFL--0.002"@ 36'- 0.0" Allowed- 0.100" MAX TL CREEP DEFL--0.003"@ 36'- 0.0" Allowed- 0.133" MAX 80812. LL DEFL= 0.084"@ 34'- 6.5" MAX HORIZ.TL DEFL- 0.125"@ 34'- 6.5" 14-00 7-00 19-00 f f f f 3-11-11 3-09-05 4-10-08 1-04-08 3-06 3-06 1-04-08 9-30-08 3-09-05 3-11-11 Wind: 120 mph, h=20.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, f f f f f f f f f f f (All He ight sl,Enclosed, Cat.2,Exp.B, MNFASIDir), load duration factor-1.6, 8-00 8-00 Truss designed for wind loads f f f f in the plane of the truss only. 12 M-3x4 a M-3x4 12 7.00 p Q 7.00 Ili M-5x6 M-5x6 M-2.(5x9 0 11 M-1.5x9 M-1.5x4 ..../. ./1\111 /&''. . ri 1 14 I S 1 17 �'�I M-3x8 M-3x8 M-2.5x9 M-2.5x4 M-3x8 M-3x8o1 MSHS-3x10(S) (1Ep PROFF j 7-07-04 y 6-07-12 y 6-06 j 6-07-12 y 7-07-09 y ..C.•;"..NOINEF9 Si7 )~ 17-11 y 17-01 y ,(// 2.9 1 1 ,l l 89782PE 1- 1-00 35-00 1-00 JOB NAME:DR NORTON PLAN 3726-A-04 Scale: 2.1000 • - . 111. "1. ...mdn 4 .� ...re .N... 4. :.4anM . sob.w,aemranrod* 8444. OREGON o.4" Truss: D4 .......on.".....d ddem44m..m A4..a0,HANHS,.. .."a,m,.e 4 v /� - 2 2.carman'...Wang must ofcomw,... om•w+4.:.door.lo a the M.8e. -9,3.., �AR I 15 V_`'Q, 3 maw.e,seee donpm.s WWI Weeo4d.m4d. 2 044160 mums Mot.on0 Zoo mole la o c.n. ..M 4dwd...mup.m e..rym al v .m.,.pem,dl.mm..n...Aaae4M...mm awing m e4d.m.M..n.pouch n dmu44.ra.woPt)4.4.4...). , DATE: 10/8/2015 e.:.@owdMr mwd.sgea@nr 3 2.1...4 env";or..nleowo,w,o,,.�..mn„,n.• pA UL A\ SEQ.: K1448283 4 1.6e 80 w4.any w"w.nw('.'d.ror.Ie.o.n2 4:...wn.4.4.1.48.1.1.41010 1.8444.... fasoonolv oro mnmom.ed.nods.Mould..bob p0serMan s..y,aMa.a.aro.e.o.4n.4ncom.nw,..,n.nt TRANS ID: LINK d...........,..1.,..,Damponord sod..W..een°.ofuse 5...on..no canted a.r.s4 oma ee eweoelld en thea Onion assumes lull donna.ell wp.m 46o.sem et 444.4 .drawn.Mo..olronwlw:..Mwnaemporen. r L""""oornos,�rono...np EXPIRES: 12/31/2016 ....a.M,w.aw.and.....N.ma . w.Ie...wedh.e.daw. 8.awm..,.,.r October 9,2015 TN..n..mea d..M,d fir..e of... Ms no..x.0..44.4. M.k USA,ec)CompuTru.So@M,.. 76001 0 1-6 abucmnn R ..v nH....see ES4-1311,ES17-1e44(M17.) This design prepared from computer input by GREG ARIEL TRUSS I LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.9" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 2E4 OF 416BTR LOAD DURATION INCREASE=1.15 1-2=1 01 57 2-11-1-369) 2773 3-11-1-280) 91 BC: 204 OF 414E9TR SPACED 24.0"O.C. 2-3-1-3196) 68 11-12=1-327) 2447 11-4-1 0) 412 WEBS: 204 OF STAND 3-4-1-2954) 75 12-19-1-3071 1955 4-12-1-773) 79 LOADING 4-5-1-2230) 116 13-14-1-327) 2947 12-5-) 0) 695 TC LATERAL SUPPORT<-12"OC.UON. LI)25.0)9DL( 7.0) CN TOP CHORD= 32.0 POE 5-6=1-1795) 120 14-9=1-369) 2773 12-6-(-284) 293 BC LATERAL SUPPORT<-12.0C.VON. DL ON BOTTOM CHORD- 10.0 PSF 6-7=1-2241) 117 6-13-1 0) 695 TOTAL LOAD- 42.0 PSF 7-8-(-2954) 76 13-7-1-772) 79 ----_-_-"--.___-.9---.___--_.---- 8-9-(-3196) 69 7-14-( 0) 412 NOTE: 204 BRACING AT 24"OC LION. FOR Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 9-10.1 0) 57 14-8-1-201) 91 ALL.FLAT TOP CHORD AREAS NOT SHEATHED Cs-1, Ce-1,Ct=1.1, 1.1, Lu=50' -- 4i.----===---Q6--`--- BOTTOM CHORD CHECKED FOR 10PSE LIVE LOAD.TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -57/ 1999V -1200/ 1200H 5.50" 3.20 DF 1 625) 35'- 0.0• -57/ 1999V -1200/ 12000 5.50" 3.20 OF( 625) VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 I MAX LL DEFL=-0.002"8 -1•- 0.0" Allowed- 0.100" MAX 01CREEP DEFL--0.003"8 -1'- 0.0" Allowed- 0.133" MAX LL DEFL.-0.151"4 19'- 6.5" Allowed- 1.704" MAX TL CREEP DEFL--0.279"4 19'- 6.5" Allowed- 2.272" MAX LL DEFL--0.002"8 36•- 0.0" Allowed- 0.100" MAX TL CREEP DEFL--0.003"8 36•- 0.0" Allowed- 0.133" 1 MAX 00011. LL DEFL--0.075"4 0'- 5.5" MAX HORIZ.TL DEFL--0.105"4 0'- 5.5" 16-00 3-00 16-00 1 f 1D. 2: 1200.00 LBO SEISF:C LOAD. 5-05-12 4-11-14 5-06-06 3-00 5-06-06 9-11-19 5-05-12 I 1 1 1 1 1 1 1 1 1 Wind: 120 mph, h-20.8ft, TCDL-4.2,RCDL-6.0,ACE 7-10, 12 12 7.00 p M-4x6 -::M-6x6 00 (A11 Heights),Enclosed, Ca[.2,Exp. , MHFRS(Ui r), load duration factor-1.6, Truss designed for wind loads '4\ in the plane of the truss only. M-2.5x4 M-2.5x4 + M-1.5x4 M-1.5x4 \Ilk e Y- 1/r ll ID 19 \,� -1'v o o M-3x10 M-2.5x4 M-3x8 M-2.5x4 M-2.504 M-3x10 0 M 306)5) �O` D PR°Fe s 1 l l Al. l l 1 8-01-07 7-05-13 3-11-04 7-04-01 8-01-07 1 �C;\ NGIN4. , 17-11 17-01 -r... 1-00 35-00 1-00 :9782PE I IF i JOB NAME: DR HORTON PLAN 3726-A-05 Scale: 0.1771 •/ 60119161. * CO 1 a mrid on aat.aa.:ma4a..ee.aa.606..NO s NSW an* .*and a.en S "I,OREGON ,,, Truss: DS sod w.aaq tallaneeenstructto 88889.888 6,19696.6696.9Am.aaaN adagep..e.►..ad.ew 2 81,map>maed.aa.aepmpaa.ma..d.a.aam.d. 2 ath.��dWWlo 1 of the at "VLA ("AIRY 15 Z l$ d amain manld.eaam 66.6966.16....99697619999. a awad66wddwa Bra*aoaaem.a.0•666a. •, DATE: 10/8/2015 ear ar a meow. `e„6.6196.6ay y .666y9„atc).a679,96;1. \ Pm r.mama7aar WIN d.wl. '.66N 4a...1a.«n npara*ea W..•• �°A UL R SEQ.: K1448284 e Neload should^e'pprod mw'.e1oaf aet m.awand smrr.meaa.am.i.oa+eler a n.moo..onto.. ara.a.a 96691616666•1B,etome 667.1 any w.e6 ae..aae wem...e.m®a.em a aed a a da.o...a.e...of TRANS ID: LINK *non mea w app.., e mom.oa.a .re Nr Mr(cont.,of use s Comp.,* aeaaamaee ompordm.,m.epa�wtOO7.me a,°N�,e1,41•N ^m booth. m a **PO EXPIRES: 12/31/2016 BaaaaReaae.dand....mof,empa'.aa Coop •6•669.6•666•61.61.6•6a;6. m,rata..6.d.:a.amme6,..ea,ee.taa,a a pla.w.a.ma.da,aaa...6a.,a...:dp...d.adN.aN., October 9,2015 1174N7Gn 13.mows ofWech rWbM1mai.d of.I,* I.ee comp.eN OM pn.rar 9 6.161.6•0666 won* 1.10•1(USA,Inc/CarpuTrus Selmer*7.86(1LPE 10F d =moor*moo.,waa.ew ESR-1311,ESR.:989(a0.d) • This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" IBC 2012 MAX MENDER FORCES 4NR/GDF/Cg-1.00 TC: 209 OF 1148TR LOAD DURATION INCREASE•1.15 1-2-1 01 51 2-10.(-846) 2745 3-I0.1-3711 173 5-17-(-68) 1024 BC: 2x9 DF 13R13TR SPACED 24.0"0.C. 2-3-I-2519) 26 10-I1-(-753) 2335 10-4-1-1151 618 15-17=(-131) 0 WEBS: 2x9 DF STAND 3-9-1-2401) 93 11-14-1-630) 1881 4-11-1-705) 180 17-18-(-120) 975 LOADING 4-5..1-1968) 121 14-16-7-554) 1973 11-12-1-120) 975 18-6..1-705) 180 TC LATERAL SUPPORT 0-12^0C. SON. LLI 25.0)NDL( 7.0) ON TOP CHORD• 32.0 POE 5-6-1-19881 121 16-18-(-630) 1881 12-13-(-1311 0 6-19.1-115) 618 BC LATERAL SUPPORT e-12^0C. CION. DL ON BOTTOM CHORD- 10.0 POP 6-7-(-2105) 93 16-19-1-753) 2336 12-5-(-68) 1021 19-7=1-371) 173 TOTAL LOAD• 42.0 PSF 7-8-(-2549) 26 19-E-(-846) 2745 14-13-1 01 74 OVERHANGS: 12.0• 12.0" 8-9-( 0) 57 13-15-1-295) 0 Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 16-15-1 01 79 Cs-1,Ce-1,Ct-1.1, I.1 M-2.5x1 where shown; Jts:10,12-13,15,17,19 BEARING MAX VERT MAX FIORE BAG REQUIRED AREA ADDL:BC CONC LL•DL- 62.5 LBS @ 17'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPESPECIE5) Unbalanced live loads have been 0'- 0.0" -92/ 16180 -2000/ 2000H 5.50^ 2.59 DF ( 625) considered for this design. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 35'- 0.0• -42/ 1618V -2000/ 2000H 5.50" 2.59 OF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE ROTS.CHORD DEAD LOAD IS A MINIMUM OF 10 PAP. VERTICAL DEFLECTION LIMITS: LL-L/240,TL-L/180 MAX LL DEFL--0.002"6 -1'- 0.0" Allowed• 0.100" MAY TL CFtEEP DEFL- •@ 0.0^ Allowed- 0.133^ MAX LL DEFL--0.109^@ 18'-11.8" Allowed- 1.704" MAX TL CREEP DEFL--0.336"@ 16'- 0.2^ Allowed- 2.272" MAX LI.DEFL--0.002"8 36'- 0.0" Allowed• 0.100" MAX TL CREEP DEFL•-0.003"@ 36'- 0.0" Allowed- 0.133" MAX RORIE. LL DEFL- 0.064"@ 34'- 6.5^ 17-06 17-06 MAX HORI2. TL DEFL. 0.095"4 34'- 6.5" I 1 1 8-11-03 8-06-13 8-06-13 8-11-03 1 ..(( 14 1 !COND. 2: 2000.00 LBS SEISMIC LOAD. A 6-01-15 5-00-01 5-08-01 5-08-01 5-08-01 6-01-15 1 4 1 4 4 1 4 Wind: 120 mph, h-21.3ft,TCDL.4.2,BCDL.6.0,ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 12 12 load duration f ,,6, 7 00 M-7x8 Q 7,00 Truss designed 105 for wind loads 7.0" in the plane of the truss only. 5 .f-ai 11i! M-4x6 ,M-456 M-306(5) \IIIIIIIIIIIIIIIIIjM 5) M-1.554 -1.5x4 I 0 Om , e / )( 11 M-2.5561 14 10 14 '-'4Q141': o M-3x8 M 4x6 ? 6 M-358 o .s5., NSM435605) +62501 �� GNE� ...,- M-35615) / l 0-V}1l l 0- 6-14 l I Q 89782PE O29r 6-08-10 6-02-12 2-06 2-11-09 2,06 6-02-11 6-08-10 1-00 19-11 15-01 >j-00 .,Q� • JOB NAME: DR 50RTON PLAN 3126-A-06 35-00 Scale: 0.1573 �.+_ MUI.MM. 64M6ULIg1Y, unless 0.. rade 7 i OREGON O^h MAW.Y047500b 1.T On..Isboreurh upon de pmne.n.6own.lesbrreIOIoW Truss: D6 .rw. :y.M m: a..rnMinee. Mn w"wn.M.ac.Mnrad.w:PrOrnelars SfItS..nd;:w.r 11,9GARY AS ft.�,?' x Tel trempn.e Mnnrdww.ewn• a00':o'•04. b•�,,,d,,,'e°'m"ra mei.Ow ....prow /� 3 A.5.11erenry tr.mp..ww..115150 orestwann x I.ear.lb Woo l..PdMXu.®ba9adMw.eWer e.e es pA UL \� :spaswrr.n.wxv Addeo.parse.tramper ........ wooe.lw.m.q(Tcl.....5801 DATE: 10/9/2015 p*W.sW nworat Ry.de 6Md.V e.. 3.Pr Woarn..ynp9r.er.treeq:er.when.M.n•• SEQ.: K1448285 wro.d.nwdte...P ens�rPpne1 will Mw al Irons and 4 m.mw9n or...m.:.w'.Mny.wn.p.m..wn9.. 4.0r..n co..and re no Me..xrany....rme 5 Cespi erm..a..mw More..non...en... �I TRANS ID: LINK 05.5lor.M ewe.d.ry pp5SS, d. ..end^^n'�W EXPIRES:12/31/2016 5 GwnpuTnw6r no mn5d mt.M.ums r repor.May ler. 5.....lu.Ma........Mw.S....e a p as R6..bond.W..em.w..of comas. 7 se.)„ .n,e.M9rwOm. rwrd October 9,2015 4 eddww:is...h.d 40.dnuw.ruer.set brNEy 81....nr.ew:e.nr..+...uo..ne pied u mer cedar TPMMG n BC6l.owes el.. .M lumrnd upon nOea: B ase eul.2RBeS.SWOS., MT.USA Nc/C0111peTrus P.M,.)67SP2(1 LI-E 10 For Me.ow..One d.Mn W.s.E6R.7311,EBR-1089(MRN) 111 I I iiI This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAY.HERBER FORCES /WR/GDF/Cq-1.00 TC: 204 OF 415BTR LOAD DURATION INCREASE-1.15 1-2.1 0) 51 2-4-10) 0 BC: 204 DF 014800 SPACED 24.0"0.C. 2-3-1-92) 64 IC LATERAL SUPPORT<-12"0C. VON. LOADING BC LATERAL SUPPORT<"12"OC. UON. LL(25.0).DLI 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 00.16. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF 0•- 0.0" -16/ 361V -23/ 760 5.50" 0.59 DF(625) 4'-11.0" -31/ 133V 0/ OH 2.00^ 0.21 DF (625) Snow:ASCE 1-10, 25 PSF Roof snow(Ps) 5'- 0.0" 0/ 960 0/ OH 2.00^ 0.14 OF(625) Cs-1,Ce-1,05.1.1, 1-1 LIMITED STORAGE DOES NOT APPLY DOE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240,TL-L/180 MAX LL[EFL--0.002"P -1'- 0.0" Allowed- 0.100" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD.TOP MAX TL CREEP DEFL--0.003^6 -1'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LI.DEFL--0.028"4 2'-10.3" Allowed- 0.335" MAX TC PANEL TL DEFL--0.046"6 2'-10.3" Allowed- 0.502" MAX HORIZ. LL DEFL--0.000"6 4'-11.0" 5-00 MAX HORIZ.TL DEFL--0.000"6 4'-11.0" I 1 12 Wind: 120 mph, h-11.6ft, TCDL.4.2,BCDL-6.0,ASCE 1-10, 7.00 (All Heights),Enclosed, Cat.2, Exp.B, MWFRBIDir), load duration factor-1.6. Truss designed for wind loads in the plane of the truss only. o 100 r1 ti M-2.5x4 1 ll 4-11 D-01 ED PROF } 1-00 5-00 y \Cj� ..4GINEk- ss/O c, '9 2 (FROM DE F1'LL BEARING:270:2_,3,1 i (` -9 K' 89782PE r w�. 308 NAME: DR HORTON PLAN 3126-0-31 F.aic: 0.`.005 a Nora'„u..amar.�mwo,.aw,ne..e,w.aaWio..,.iwW. aerA<1 Nat 40tn. w+wae...e,„.a `-v OREGON p'�",Q- rideol TEuss: J1 as Womb.e.NnaabamammYa mw'or«'ownA0004.wra*on leene.rewa�ww.a� x"9,9 .4Fiy 15,. Q i aamww.en Nob bracing mum a.aal.OAMn.bwn. bud amneonmo MM6dtbm b4posoraltanyb Woody.,.." "I �� money Iacono Noun Nal*45545 ding 0E.,E054 2 2ca and ale 0 n.a.N.ly un.e b.a4MD.sOeOalmpm by PA UL µ\ DATE: 10/9/2015 Is me�.Porwbin of..motor AdaNnma � a desionx a..w.mngmYnyF......uia6(ttl e1.dn.ile01 neaabtwo w.r.NaISMwd e,e.Shnn.• SEQ.: K1448286 4 No load should.r.,e.ra.aa 4.411 mmr.o"cw�«'Iunwa.NI* Gianni,Ur mMl ands„.slow.andel nems wwany Ned pew .� 4 DOp'w.w mtl.,e�.aw ..M .maw' TRANS ID: LINK dadaN.,6.e:m0„OanycompoAe. enaNin,w^ '-aw EXPIRES: 12!31/2016 5 Canwtw•e a coed defend woods no Nopo,.b.y M me a DYP assume NI Ywm Gem wA.Op.4 mma.PA SNWS$IOeea.ea NOON.da,naan. Papa, October 9,2015 docad 4 Dm amp,s newwam.ONw.YYasr Nim 6y 0 PI.a.*Pop I be Na mw ea6 booed tu..na a..O soden add MPIMTGE n KBI,awe of wide will e.lumw.d uaen nw.H .w waddle le.NI pint am Ne MRak USA mclCompuTrus SoMn I n6.S(1L).E IO Foy a add. eof Ode InI NMCM.alaaw E6R.1211,EeR.1050d RY) 11 10 This design prepared from computer Input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN B'- 3.0" IBC 2012 KV MEMBER FORCES 4WR/GDF/Cq-1.00 TC: 204 DF @16BTR LOAD DURATION INCREASE-1.15 1-2-( 0) 57 2-4.10) 0 BC: 2x4 DF 1116816 SPACED 24.0"O.C. 2-3.1-146) 108 TC LATERAL SUPPORT<-12"0C.SON. LOADING BC LATERAL SUPPORT<-12"OC.UON. LL(25.0)'DLI 7.0) ON TOP CHORD- 32.0 PSF BEARING MAX VERT MAX HORS BOG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD- 42.0 PSF 0'- 0.0" -6/ 488V -39/ 117H 5.50" 0.78 DF(625) 7'-11.0" 0/ 143V 0/ OH 2.00" 0.23 OF(625) Snow:ASCE 7-10, 25 PSF Roof Snow(Ps) 8'- 3.0" -66/ 227V 0/ OH 3.00" 0.36 OF 16251 Cs-1, Ce-1, Ct-1.1, I-1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, IL-L/1B0 MAX LL DEFL--0.002"@ -1'- 0.0" Allowed- 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL.-0.003"@ -1'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL--0.268"@ 4'- 7.3" Allowed- 0.579" KM TC PANEL TL DEFL--0.465"@ 4'- 7.3" Allowed. 0.869" MAX HORIZ. LL DEFL--0.001"@ 8'- 1.5" MAX NORIZ. TL DEFL--0.001"@ 8'- 1.5" 8-03 1 i y Wind: 120 mph, h-18.6ft, TCDL-4.2,BCDL-6.0,ASCE 7-10, 12 (All Heights), 7.00 v load duration factor-1.6 Cat.2, Exp.B, MLVERS(pir), Truss designed for wind loads in the plana of the truss only. M-2.5x4 7-11 0-04 l ) y �,PEp PR OFFss 1-00 (PROVIDE FULL BEARING;Jcs:2,4,3 I8-03 �t_\C.J �NGINEF9 /(29 Q 8.782PE r" ^ . JOB NAME: DR HORTON PLAN 3726-A-J2 Scale: 0.4505 .// • r • """10116': .oeYLloTu *MIN APO `P OREGON ^4i3 BUMw.daa.eon.nb.cur.lwtl.Pawl o1.0 Grum... 1.14HBOee blas pay opens pemYnNwn.'4Se•' WMtl Truss: J2 and Mow..ma mammon wnmanm. 5001110 al Apo.mwa4.wlw.a..0.0•0pw p�0 2.L.mavepMm*0 brae.@ must M MtlmNVMn coma... aepnOalaNb M:wpmYtlMI pIMM1bN 4.0100 �/• Q7r iii 3 AE9EmY.nponry..m@blrwa OEYry d, epns.uman 2.pa,P. ammo..lop.r.15011500 e.nbb.btw.y Ow.al ,9 V rmeprmar,Orattility of an.npr.Mrmvmpemmnembranwld pa...m t0 ons."..Morins bawd penWmatlW.WOY 4 qRY 15 \.&• DATE: 10/8/2015 muma.eB.mpermOmyH8 N.o-.4.s4., 3 •r•�•�•�Mdynae4�`pD�•.••"w@lC1 'DAUL R a..d Om: Rb...01,xl•I almaYwn.. SE K1448287 •No m•wb•mw0toany MontonNalrrelbraw>..m a Inwmu.mndeum0Ma5spon.mmde.a.pw7400.0mr Q• bNnws.r.cp...a.etrte Om.should.ny.05 me.Man 5.OOarrums Ow..mm.mea b a nen-comm.wMm ronent are TRANS ID: LINK d°°'•'bads pp'°^n"+comp°"'i 5o.y�emums ax[gorarr ing MO 5 cwrp.7.01mramnpd...randMO..00nappmbrwfor.. "comm EXPIRES:12/31/2016 bbr.Can,..1.10 uepm end 5361•0•155.dmmp=nma T[Aut.mumm*awls 0...050 pond. w e T .6 furnished auu ttoI I. an ..Ossa.5. set by . ... Ibeabd m Ce,S dem,and pbd m M.rpanbr October 9,2015Susan.TPINVTGn SOS.OS.mem of*eh MI5.fur..furon request bo mat.pma y.Ml o MTU USA,IncIncJCoruTSS Salvor.76B(1U-E tO For tom pSY d.ww m ENS-(CRT ESR•tsae(Mrtael a.ir- _ _ -- - 2 - - - -_ _ This design prepared from computer input by GREG ARIEL TRUSS LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEHBER FORCES 4NR/GDF/Cq-1.00 TC: 2n4 OF 4148TR LOAD DURATION INCREASE•1.15 1-2.1 0) 51 2-4-(0) 0 BC: 254 DF 41413TR SPACED 24.0"O.C. 2-3-(-33) 19 IC LATERAL SUPPORT C.12"OC. VON. LOADING BC LATERAL SUPPORT<•12^0C. VON. LL(25.01*DLI 3.0) ON TOP CHORD• 32.0 PSF BEARING MAX VERT MAX HORS BAG REQUIRED BRG AREA DL ON BOTTOM CHORD- 10.0 PSF LOCATIONS REACTIONS REACTIONS SIRE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD• 42.0 POP 0'- 0.0" -33/ 322V -19/ 530 5.50^ 0.52 DF ( 625) 1'-11.0" -29/ 54V 0/ OH 2.00" 0.09 DF ( 625) Snow:ASCE 3-10, 25 PIE Roof Snow(Ps) 4'- 0.0^ -30/ 96V 0/ OH 2.00" 0.15 DF ( 625) Cs-1,Ce•I,Ct.1.1, I.1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL.L/240, TL-L1160 MAO LL DEFL•-0.002"6 -I'- 0.0" Allowed- 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP MAX TL CREEP DEFL--0.003"@ -1'- 0.0" Allowed• 0.133" AND BOTTOM CHORD LIVE LOADS ACT NOV-CONCURRENTLY. MAK BC PANEL LL DEFL• 0.002"@ 1'- 0.8" Allowed- 0.060" MAX TC PANEL TL DEFL- 0.003^@ I'- 8.2" Allowed. 0.386" MAR 00011. LL DEFL--0.000"@ 3'-11.0" MAX HORIE.TL DEFL--0.000"9 3'-11.0" 4-00 f f 12 Wind: 120 Mph, 0.10.3ft,TCOL•4.2,BCDL-6.0,ASCE 3-10, 3.00 " (All Heights),Enclosed, Cat.2, Exp.B, MWFRS(Di r1, load duration fact...1.6, Truss designed for wind loads in the plane of the truss only. 1 M-2.5x4 'PROVIDE FULL BEAR ING,Jt a:2,4,3 I ) ) L 1-11 2-01 J, 1-00 y 4-00 l :prz.j.:::•2C31 :9782PE 300 NAME: DR HORTON PLAN 3726-A-33 Scala: 0.5330 VYAIIIIIIMI: .14444.NNW u.......6 ne.a S 9+OREGON Ooh P TE'uss: J3 0°itli'dwed.eaD.r 4S5.s0'5.d&SO armor 1 anv1.6.aa5*55o..nar.Moan.ebban,wnr ..w....k.m•con.a.e..,.w. atIn0co'w'+'1.aa.6wr..v'e.em.and en, 9,9 GARY 1' �4 aM ep:ro....6M.MO Ma.Mn66•6M•n 6..• •:6...b..npvml.4M:•.p.bMFr6....a.m.. 5.Ado•pn•1•.mnT..be b•w.....•r 3 mnrvran ]O.I.�..u..w be wkmnab:.bba4.•.k:a.a. .P..A.M»6..aa,.......6�9r :6...a.,ae6'.•e.r»@......a..*«aa...:'P6,65 SOA UL ...AN. *Jou..+•...A.W.e6606666•.(1.c)•n..ar+WBG) DATE: 10/9/2015 M:...k vPIMP Pairp arm. a 33....Om IN.M..r..1.66...:aVont•• •No '.6....1.a..H m...a..ar.d..yand • =Ins r1. SEQ.: K1448288 o.o+.and.noImo.6any b..*Oun 6 an le n•mrcen.'r pnd an Redly 0.111011,1ole TRANS ID: LINK 6'616.1Wei ti•{6"tlb"rcompte' 6D.q, ,a,,.a46..MnErr.ao.s.:..aa:..w.eE•a EXPIRES:12/31/2016 6 Gamma..roOona.vw,•naww,a•.:.p...I.Rf mM i bbbr,n. .,,.•NP,.n,and roamer,,Emmen, .«.. October 9,2015 6 3.a..pi...wed*poem n••mtlqu rm.b 3(1.I.i...r6. Mq•.p 11.1.6.70”..361..r6 r.Ma..654E55•a,.0n.a.. Ins 4 P1.661610•10661•06606606661.6111.•P•4..r.r ..a6.a.n.a.6. I Wok USA.kb6C.:.wTn.Srlr..a T.B4(MUf :6 h,1k.b taw.,e..Mop*ft a.E5R-1311.ESR-,iMBIa•5 Symbols y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions(Drawings shownnot into ft-inscale)-sixtDamage oreenths Failure to Follow CouldInjCauseuryProperty 4 I Personal offsets are indicated. I MaiDimensions are in ft-in-sixteenths. 1114bii. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves Q WEBS may require bracing,or alternative Tor I ., p bracing should be considered. I � U 3. Never exceed the design loading shown and never a 144111 stack materials on inadequately braced trusses. O caa cs-a (C.'2- C7-8 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and 1 plates 0-'Ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bys mbol shown and/or SYP represents values as published by AWC in the 2005/2012 NDS specified. �/ y by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. *IIIndicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�� reaction section indicates joint 111111 number where bearings occur. __ 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18.Use ofreen or treated lumber may y pose unacceptable �� 10111 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design lfrontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone • is not sufficient. DSB-89: Design Standard for Bracing. BCSI: BuildingComponent Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, I\/ ' fe• k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 ,1 i Z/4 S/ AC2/4-- Uvr/U o / HERITAGE CROSSING LEGEND: G (--- -.-- EROSION CONTROL FENCING: LOT 4 3 LOT 4 j LOT AREA 8,008 SF I �`� '. 0 I GRAVEL CONSTRUCTION ENTRANCE: / �// o 5 �o T I GAR D O R / BUILDING COVERAGE 1,780 SF W , i�. SCALE IMPERVIOUS AREA 1,766 SF Q TOTAL COVERAGE 3,546 COVERAGE % 27.5% 1 INCH= 20 FEET MIN. LANDSCAPE AREA 1601.60 '0 O OREGON WHITE OAK > 0 z ` 201.0 199.0 o / LLLJi, CITY OF TIGARD op N 72.52' 1 1111171110411111.111n �. Approved by Planningn lCi"'' Date: /OSI h1 e i'�, PATIOE •5 initials: Z- cn O 24.82 y�'198.0 I Q., 3726 A 97 . = 2 45 on a) 0 / FFE: 197.3 Q GFE.• 197.3OPT A/C t5 n" I LOCATION/ O ,__ , 5.00 �� .,7,- u, 4 ... -rO 197 6 W O ° cp O \ _ 5.00 ` 197.9 16.00 _ ,�' 8.00 , a — 197 5 a x25.53 41%-(kA C /�� • 0. / _ ' ,► � V / No) c 0 ir jv 1" WATER LINE • // Nille 00 0 W • O 200.0 '��I,'�. S� o 58.62' • •>>�\ •�� 4" RAIN DRAIN 197 5 /i .3. �i U •Jj •��1 ss ''// ��,, ., 4" SEWER LINE s� �� I �► 197.0 • a 4PP� OI` x 0 CD cn i iR ` 0 Q O O LLI 197.0 Q• Z z �� r, r, 0 I U0 Q < Fw- 0 J 0 7_,..„") Q a N