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Specifications Z 0 3 if s w Lynx 5 �i s T7- - �'o 1 1 1 Butler 16110 SE Goosehollow Drive Damascus, Oregon 97089 Consulting, Inc. (503) 658 -0200 (503) 658 -0204 fax STRUCTURAL CALCULATIONS •f ECE MAY 022013 Belmont A Plan, 5 -Bed Garage Left CITY OF TIGARD Lynn Street Parcel 2 BUILDING DIVISION Tigard, Oregon Sage Built Homes, LLC Job Number 156 - 0911 -10 �RU CTUR .4 PROFF G 1 NE �.i' �n 14855 y � OREGON 4 'o r , °° Q - EXPIRES 12 -31 -2013 May 2,2013 Contents: Project Overview 1 Configuration 2 Roof Framing 3 2 " Floor Framing 3 Main Floor Framing 7 Footings 8 Lateral Loading 10 Shear Walls 15 Shear Wall Beams 17 NOTE: These calculations are only valid for the 5- bedroom, "A" elevation Belmont plan with the garage on the left side to be built on Parcel 2 on SW Lynn Street in Tigard, Oregon Job No. 156 - 0911 -10 May 2, 2013 Lynn Street — Parcel 2 Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as the 5- bedroom, A Elevation, Belmont plan with the garage on the left side to be built on Parcel 2 o SW Lynn Street in Tigard, Oregon. The structure was designed in accordance with the 2010 Oregon Structural Specialty Code. Loading: Roof 17 psf DL + 25 psf Snow Porch Roof 12 psf DL + 25 psf Snow Floor framing 12 psf DL + 40 psf LL Exterior walls 12 psf Interior partitions 8 psf Seismic: Base Shear: E = F Sim / R W Eq 12.14 -11, ASCE 07 simplified design procedure Site Class D Seismic Design Category D Design for maximum earthquake spectral response accelerations in Portland Metropolitan Area F = 1.1 — 2 -Story Buildings Ss = 1.00 S = 0.36 Sps = 2/3 F = 2/3 x 1.00 x 1.10 = 0.733 R = 6.5 Light wood- framed walls W = Structure Weight E = (1.1)(0.733)(1.0) /6.5 W = 0.124 W Wind: Use simplified method per ASCE 7 -05 Section 6.4 Wind Pressure p = X 1 pes3o 95 mph 3 second gust Where X = 1.0 Mean Roof Height < 30', Exposure B Figure 6 -2 -G p30: Zone A 17.42 . Zone B 5.44 Interpolated from ASCE Figure 6 -2 for Zone C 12.99 6 in 12 roof slope, 95 mph wind speed Zone D 4.83 Load Combinations: D +L +(Wor0.7E) 0.6 D f (0.7E or W) • Sheet 2 Butler Job No. 156-1211-11 Project Belmont Plan 2 -Car 5- Bed Date 5/02/13 Consulting, Inc. Client Sage Built Homes, LLC Subject Configuration By MEB BELMONT PLAN 2 -CAR 5 -BED 3 lF I ! i ui Ir ,1 _ I II - II1o.I__ I. - - II B A I I I I I 1—+-- rT—rT-1—I— I I I I I I I I I I I I I I I I I I I I mil 1 1 i I I I 1 1 1 1 1 1 1 1 1 I III IIIIIIIIIIIIIIIIl II _I 1 1 - I I ,I — �t 1 I.! I Nil I i __ I 1 TLE , 1 I I 1 Ili iiI _ r LI L 1_ 111 ;, .. ,.. _ _ _ _ _ _ = = - E - 7_ . J1111117 - - I.iiirmagi I I, I I I L. -__ - - _ _ _ _ _ _ A ,.. 4 ,,,. 11 — - - BM10 __ ! 1 • IIr1 �R 1 ■ �� I I- * , J j 2 . pma'.;,.: _h--. •ii ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F15 rs' r.N F11 Ii- - - r .r F10 F2 ' r r, _ ,,_ -41 1 I f II i� — —� — — 4- -1_-' — F3[ --ia - ;e -- !l+ - -; ii J I a +-) F1 F12 L FB - - - ` L� II IIIIIIIII 1'1111111 ■ ■ ■ ■ ■■ �� = � �� sl F Iii =a ICJ I MU ■■■ IE Im�II�l�l�l I IE ■■■ on = F2 �__- • — — 17 k,= I- I- I -I -l- fq F22 23 ° I ■I� �L I Ill � 'i r •• — v„ Y.∎ F5 F , I' 4 F18 F25 r.N r.■ (. F24 FOUNDATION PLAN FRONT ELEVATION Sheet 3 Butler Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/24/13 Consulting, Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Grider Truss Reactions Span = 15.25 ft Roof Trib = 20.00 ft Reaction = 6,405 lb Simple Span Beams Span TVP Header Front Header Rear Header RB1 Span 4.50 6.50 5.50 8.50 Roof Trib 20.00 2.00 20.00 19.50 Wall Trib 2.00 4.00 2.00 2.00 Unit Load 824 128 824 804 Trial Section 4x8 DF #2 4x8 DF #2 4x10 DF #2 3 x 10 Glulam t = 3w(L/2 -D) 80.2 psi OK 20.0 psi OK 75.5 psi OK 155.1 psi OK wL /8 fb = SX 816 psi OK 265 psi OK 749 psi OK 1,355 psi OK 5wL4 I A = 384 El 0.043 L/1,302 0.029 = L/2,690 0.046 = L/2,690 0.155 in = U 658 Use 4x8 DF #2 Use 4x8 DF #2 Use 4x10 DF #2 3 x 10 Glulam 2nd Floor Framing Joist J1 w = 12 DL + 40 LL •sf V Max = 641 lb < 1,420 lb VA„ OK 11111111111 I I I I I I I I 1111111111 1 11111 1 111 • Ki 2,952 ft -lb < 4,315 lb Ku OK 18' -6" max t 481 plf 481 plf ALL = 0.423 = L /524 OK Use 11' /8'RFPI -400 @ 16" 0/C Joist J2 w = 12 DL + 40 LL 'sf VMaX 546 lb IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 21' -0 " max • MMaX 2,867 ft -lb 546 lb 546 lb ALL = 0.408 = L /618 OK Use 11 7 / 8 "RFPI -400 @ 12" O/C Joist J3 w= 78 .If w = (12 +40) x 18" = 78 plf IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111 • 21' -0" max VMaX 819 lb 819 lb 819 lb MMaX 4,300 ft-lb ALL = 0.796 = L /317 NG p Use (2) 11 7 / 8 "RFPI -400 Joist J4 w = 12 DL + 40 LL • sf v u ° °umuuu ■uui • P = (17 +25) x 38 + 12 psf x 8' = 916 plf 16 -6" 312 lb 1,565 lb VMa = 1,360 lb < 1,420 lb VAU OK MMa = 2,581 ft -lb < 4,315 lb MA„ OK Acant = 0.0814 = 2 L /589 OK Use 11' /8 "RFPI -400 @ 16" 0/C Sheet 4 Butler Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/24/13 Consultin.2, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB Rev Description By Date 2nd Floor Framing A BM4 size MEB 5/1/13 Simple Span Beams • R Span • R Beam Header 1 BM1 BM2 RB2 Span (ft) 3.50 3.42 7.00 12.92 Roof Trib (ft) 19.50 - - 3.92 Floor Trib (ft) 8.42 3.08 5.25 - Wall Trib (ft) 9.00 - - - Unit Load (plf) 1,326 160 273 145 Trial Section 4x10 DF #2 1 11 LSL E1.5 4x12 DF #2 4x10 DF #2 f„ = 3w( A D) (psi) 60.1 8.3 26.6 38.2 fb = wS /8 (psi) 488 68 272 728 x 5wL Ox = 384 El (in) 0.012 = U3,500 0.001 0.022 = L/ 359 0.246 = U 630 Use 4x10 DF #2 Use 1 x 11 LSL Use 4x12 DF #2 Use 4x10 DF #2 P W1 L ' IIIIIIIIIIIIIIIIIII 2 Span R R Beam BM3 BM4 BM5 BM6 Span ft 7.00 11.00 14.83 15.25 L ft 3.50 8.50 6.50 7.63 L2 ft 3.50 2.50 8.33 7.63 Roof Trib 1 ft - 2.00 - 2.83 Floor Trib 1 ft 1.60 9.25 8.42 0.50 Wall Trib 1 f - 7.00 8.00 8.00 Roof Trib 2 ft - 21.50 - 2.83 Floor Trib 2 ft 0.80 9.25 11.63 0.50 Wall Trib 2 ft 3.00 9.00 - 8.00 w plf 83 649 502 241 w2 plf 66 1,492 605 241 P lb - 3,417 RB1 245 BM3 - R1 lb 276 4,586 4,099 1,837 R2 lb 245 8,078 4,444 1,837 !Am ft -lb 457 16,200 16,332 7,002 weq = 8MMax /L2 75 1,071 594 241 Trial Section 4x6 DF #2 5 x 12 Glulam 5 x 11 Big Beam 3 x 11 LSL f„ psi 21.5 149.7 102.1 4.3 fb psi 311 1,473 1,516 1,021 O = in 0.042 = 1.12,000 0.247 =U534 0.401 =U444 0.400 =L/458 Use 4x6 DF #2 Use 5 x 12 GLB Use 5 x 11 LVL Use 3 x 11 LVL • Sheet 5 Butler Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/12/13 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) BM7 P1 ws 12 w P1 = 274 lb BM1 wt ,11111111111111111111111011111111111 P2 = 276 IbBM3 14' -10" w = (12 +40) x 8 , + 8 psf x 8' = 99 plf w2 =(12 +40)x2'- 4 " +8 psf x8' = 185 plf 1,615 lb 2,090 lb w = (12 +40) x 3 10 + 8 psf x 8' = 270 plf Section 3 x 11 LVL VMax = 2,090 lb f = 75.4 psi OK MMax = 8,089 ft -lb f = 1,180 psi OK A = 0.328 in = U548 OK Use 3 x 11 LVL BM8 P = 1,837 lb BM6 w = (17 +25) x 17' -3 "/2 + (12 +40) x 1' -4 "/2 + 12 psf x 9' = 505 plf P Section 1 11 LSL VMax = 2,054 lb J I I I I I I I I I I I I I I I I I I I I I f = 148.3 psi OK • • 2' -0" 1' -0" MMax = 1,801 ft -lb 396 lb 3,460 lb fb = 525 psi OK A = 0.008 in = U2 „857 OK Use 1 11' / LSL w/ HUCQ1.181 /11 -SDS hanger BM9 w w = (17 +25) x 4' -9” + (12 +40) x 8" + 12 psf x 9' = 342 plf IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII P = [(17 +25)x19' -10 "/2 + (12 +40)x1' -7 " /2" + 12 psfx91 x 3'/2 = 848 lb Rim 13' -8" 1 -7" 2,207 lb 3,857 lb Section 3 11 LVL 1,389 lb VMax = 2,468 lb f, = 89.1 psi OK MMax = 7,121 ft -lb 2,468 lb f = 1,039 psi OK 7,121 ft-lb Acant = 0.0443 in = U1,138 OK Use 3 11 LVL 1,771 ft-lb Sheet 6 Butler Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 5/2/13 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) P w L1 L2 ,IIIIIIIIIIIIIIIIII Span R R Beam BM10 BM11 -3 car only BM12 BM13 Span ft 21.00 20.08 16.75 20.50 L, ft 5.75 1.00 3.77 5.75 L2 ft 15.25 19.08 12.98 14.75 Roof Trib 1 ft 21.83 7.00 2.25 3.44 Floor Trib 1 ft 0.50 • 0.67 1.00 - Wall Trib 1 f 8.00 9.00 - - Roof Trib 2 ft - 7.00 1.00 2.25 Floor Trib 2 ft 1.50 10.00 1.50 - Wall Trib 2 ft - 9.00 1.00 - w plf 1,039 423 147 138 w2 plf 78 908 132 90 P lb 6,405 GT1 9,734 GT1 +BM10 3,460 BM8 - R1 lb 10,239 17,893 3,835 1,158 R2 lb 3,329 9,589 1,890 961 MMax= ft -lb 41,699 50,633 13,537 4,383 we = 8M 756 1,005 386 83 Trial Section 5 x 18" GLB 5 x 18" GLB 5 x 13 GLB 6x12 DF #2 f„ psi 137.4 145.3 74.2 27.5 fb psi 1,685 2,046 972 434 4 = in 0.688 =L/366 0.764 = L/320 0.337 = U596 0.366 =L/672 Use 5 x 18" GLB Use 5 x 18" GLB Use 5 x 13 GLB Use 6x12 DF #2 RB4 w 11111111111111111111111111111 w = (12 +25) x 13'/2 = 241 plf • 1' -0" 9 ' - 0 " Section 6x8 DF #2 1,285 lb 643 lb VMax = 1,044 lb f„ = 38.0 psi OK MM = 2,141 ft-lb fb = 498 psi OK O = 0.124 in = U871 OK Use 6x8 DF #2 Butler Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5-Bed Sheet 7 Date 3/12/13 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) Beam BM14 BM15 BM16 RB3 Span ft 8.75 5.29 3.00 5.67 L ft 6.25 1.85 2.00 3.42 L2 ft 2.50 3.44 1.00 2.25 Roof Trib 1 ft 4.42 - 2.00 3.42 Floor Trib 1 ft - 1.33 - - Wall Trib 1 f - - - - Roof Trib 2 ft 4.42 21.83 8.63 3.42 Floor Trib 2 ft - 0.67 7.63 - Wall Trib 2 ft - 9.00 9.00 - w1 plf 177 69 84 137 w2 plf 177 1,016 867 137 P lb 1,158 BM13 7,253 GT1 +Rim 1,837 BM6 937 RB2 . R lb 1,104 5,959 869 760 R2 lb 1,601 4,918 2,003 953 MMax= ft-lb 3,449 10,905 2,314 1,798 wag = 8 MMax /L 360 3,117 2,057 447 Trial Section 4x10 DF #2 5 x9" GLB 4x10 DF #2 4x10 DF #2 f„ psi 74.1 149.0 92.8 44.1 fb psi 829 1,762 556 432 O = in 0.129 =L/814 0.091 = L/698 0.010 0.028 = L/2,429 Use 4x10 DF #2 Use 5 x 9" GLB Use 4x10 DF #2 Use 4x10 DF #2 Main Floor Framing w uuuuuIuuuIuuuuui Typical 2 -Span Joist Span Span Beam TO Joist Span 8.25 ft max Trial Beam Size 4x8 DF #2 Floor Trib Width 2.67 ft Uniform Load 139 plf VMax = 5 /8 wL 716 lb f = 3V/2A 37.4 psi MMax = wL /8 1,181 ft -lb f = M / S 462.3 psi Am = 5wL (in) 0.081 4/1,222 Use 4x8 DF #2 @ 32" 0/C Sheet 8 Butler Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/24/13 Consultin , Inc. Client Sage Built Homes Subject Foundation By MEB Rev Description By Date Foundations A Reinforcing F12 MEB 5/1/13 Allowable Soil Bearing = 1,500 psf (assumed) Footing Component Trib Unit Ld Total AReq.d Ftg Dimension Reinforcing (ft) (psf) (lb) Fl Roof 2.00 42 84 Floors 12.38 52 644 Wall 18.00 12 216 Total 944 0.63 8 x 15" Cont. (2) #4 Cont. F2 Roof 21.88 42 919 Floors 11.82 52 615 Wall 19.09 12 229 Total 1,763 1.18 8 x 15" Cont. (2) #4 Cont. F3 Roof 2.00 42 84 Floors 3.92 52 204 Wall 18.00 12 216 Total 504 0.34 8 x 15" Cont. (2) #4 Cont. F4 Roof 2.00 42 84 Floors 10.50 52 546 Wall 18.00 12 216 Total 846 0.56 8 x 12" Cont. (2) #4 Cont. F5 Roof 4.00 42 168 Floors 0.50 52 26 Wall 18.00 12 216 Total 242 0.16 8 x 15" Cont. (2) #4 Cont. F6 Floors 15.55 52 809 Wall 9.00 12 108 Total 917 0.61 8 x 15" Cont. (2) #4 Cont. F7 Floors 19.50 52 1,014 Wall 9.00 12 108 Total 1,122 0.75 8 x 15" Cont. (2) #4 Cont. F8 Floors 8.08 52 420 Wall 9.00 12 108 Total 528 0.35 8 x 15" Cont. (2) #4 Cont. F9 _ Joist 10.31 139 1,431 0.95 16" x 8" None F10 BM4 4,586 F3 2.00 504 1,008 Total 5,593 3.73 2' -6" x 2' -6" x 12" (3) #4 ea way F11 BM4 8,078 F3 2.00 504 1,008 Total 9,086 6.06 2' -6" x 2' -6" x 12" (3) #4 ea way F12 BM2 3.50 273 956 BM5 4,099 Total 5,054 3.37 2' -0" x 2' -0" x 12" (2) #4 ea way Sheet 9 Butler Job No. 156- 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 5/2/13 Consultin , Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component Trib Unit Ld Total AReq.d Ftg Dimension Reinforcing (ft) (psf) (lb) F13 BM2 3.50 273 956 0.64 BM7 1,615 Total 2,571 1.71 2' -0" x 2' -0" x 12" (2 #4 ea way F14 BM5 4,444 F6 2.00 1,122 2,244 F7 1.50 528 792 Total 7,480 4.99 2' -6" x 2' -6" x 12" (3) #4 ea way F15 RB4 1,285 0.86 16" 4) x 12" None F16 BM7 2,029 F7 3.00 1,122 3,366 Total 5,395 3.60 8" x 15" x 3-0" strip ftg (2) #4 Cont. F17 GT1 6,405 F1 2.50 944 2,359 Total 8,764 5.84 2' -6" x 2' -6" x 12" (3) #4 ea way F18 BM9 2,207 F1 3.00 944 2,831 Total 5,038 3.36 8" x 15" x 3-0" strip ftg (2) #4 Cont. F19 BM15 5,959 F6 1.50 917 1,375 Total 7,333 4.89 2' -6" x 2' -6" x 12" (3) #4 ea way F20 BM10 10,239 BM15 4,918 F7 4.00 1,122 4,488 Total 19,644 13.10 4' -0" x 4' -0" x 12" (4) #4 ea way F21 BM9 3,857 F6 1.50 917 1,375 Total 5,232 3.49 8" x 15" x 3' -0" strip ftg (2) #4 Cont. F22 BM10 3,329 F4 2.50 846 2,115 Total 5,444 3.63 8" x 15" x 3-0" strip ftg (2) #4 Cont. F23 BM12 1,890 BM16 2,003 F5 2.50 242 605 Total 4,498 3.00 8" x 15" x 3-0" strip ftg (2) #4 Cont. F24 BM14 1,104 Pier 3.00 156 468 Total 1,572 1.05 18" 4) x 12" None F25 BM13 961 BM16 869 Pier 3.00 156 468 Total 2,298 1.53 18" 4) x 12" None Butler Job No 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Sheet 10 Date 5/2/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB LATERAL LOADING SEISMIC LOADING: Use Simplified lateral Force Analysis Procedure from ASCE7 -05, 12.14.8 S = 1.00 Maximum for Portland/ Metro Area S = 0.36 per USGS Seismic Hazard Map F = 1.10 Site Class D, Table 11.4 -1 F„ = 1.62 Site Class D, Table 11.4 -2 S = F S = 1.1 S = F„ S = 0.583 Sos = 2/3 SMS = 0.733 Seismic Design Category "D" Sol = 2/3 SM1 = 0.389 Seismic Design Category "D" E = F Sips / R W Eq 12- 14.11, simplified analysis procedure F = 1.10 2 -story building (considering basement as a floor) R = 6.5 Light wood -framed shear walls E = 1.1 x 0.773 / 6.5 W = 0.124 W Vsefs = 0.124 W x 0.7 = 0.0869 W (Allowable Stress Design) Component Length Width Unit wt Wt Story 1 (ft) (ft) (psf) (kips) , Shear Roof Roof 41.52 41.00 17.00 28.9 Ext. Walls 164.00 4.00 12.00 7.9 Partitions 156.00 4.00 8.00 5.0 Subtotal 41.8 3,632 Upper Floor 39.35 39.00 12.00 18.4 Roof 9.23 41.00 15.00 5.7 Ext. Walls 171.41 8.50 12.00 17.5 Partitions 124.76 8.50 8.00 8.5 Subtotal 50.1 4,349 Main Ext. Walls 178.00 4.50 12.00 9.6 Partitions 97.00 4.50 8.00 3.5 Subtotal 13.1 1,138 Total 105.0 9,119 WIND LOADING Use simplified wind load method per 6.4 ASCE 7 -05 Ps = A. l Ps30 95 mph 3 second gust X = 1.00 Mean roof heigh = 23-6" IBC Table 1609.6.2.1 (4) Ps3o: Zone A 17.41 x a, = 17.41 Zone B 5.44 x a. = 5.44 from Table 1609.6.2.1 (1) for Zone C 12.99 x X = 12.99 26.6° 6 in 12 roof slope Zone D 4.83 x X = 4.83 a = lesser of 0.4 H or 0.1 L, 3' min Sheet 11 Butler Job No 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 5/2/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side -to -Side (E -W) Direction a = 0.1L = 4.00 ft a Controls 0.4 H 9.40 ft Min 3.00 ft 2nd Floor w = 17.41 x 4.35' = 75.7 plf w6 = 12.99 x 4.35 + 4.83 x 6.83' = 88.2 plf w = 17.41 x 6.35= 110.6 plf w = 12.99 x 4.35 = 56.5 plf w = 12.99 x 6.35' = 82.5 w = 12.99 x 8.85 + 4.83 x 3.85' = 107.6 plf w = 12.99 x 13.85' = 179.9 plf w9 = 17.41 x 6.85' + 5.44 x 3.85' = 141.3 plf w = 12.99 x 10.71 = 134.29.1 w = 17.41 x 4.35' + 5.44 x 6.83 = 112.9 plf w W w2 W W5 W W 4 W W W10 W 6 7 W6 3 40' -0" 40' -0" 2,459 lb 2,426 lb 2,394 lb 2,622 lb 1st Floor w = 17.41 x 4.93' = 85.9 plf w = 17.41 x 6.93' = 120.7 plf w = 12.99 x 4.93' = 63.6 plf w3 = 17.41 x 9.55' = 166.3 plf w = 12.99 x 6.93' = 89.6 plf w = 12.99 x 9.55= 124.1 plf w = 17.41x 4.50' + 5.44 x 3.13' = 95.3 plf w = 12.99 x 4.50' + 4.83 x 3.13' = 73.5 plf w = 17.41 x 0.75 + 5.44 x 3.13 = 30.1 plf w = 12.99 x 0.75'+ 4.83 x 3.13' = 24.9 plf w11 = 17.41x 0.63' + 5.44 x 2.71' = 25.6 plf w12 = 12.99x 0.63' + 4.83 x 2.71' = 21.2 plf w1 W W Z W4 Li1118 Wa W W W4 W W 10' -0" t 16' -6" f 20' -6" t' - 6' -6" 6' -0" T 16' -6" t 20' -6" t3' -0# 6-6" 4,834 lb 1,6744 lb 2,9831b1,102 lb 4,441 lb 1,751 3,3301b1,240 lb 1,440 lb 1,317 lb 1,66. lb 1,272 lb 1,358 lb 1,93 lb _ 3,3931b 357 lb 1,317 lb 392 lb 1,396 lb 2,942 lb Butler Sheet 12 Job No 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/12/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front -to -Back (N -S) Direction a = 0.1L = 3.90 ft G=I Controls 0.4 H 9.40 ft 3' min 3.00 ft 2nd Floor Wall Roof Ends Typical w, = 4.35 8.75 123.3 98.8 w = 10.70 2.40 199.3 150.6 w = 4.00 9.10 119.1 95.9 w = 4.00 9.10 119.1 95.9 W, W2 W3 w3 �w 1 • 39' -0" * 39' -0" 2,545 lb 2,330 lb 2,330 lb 2,545 lb 1st Floor Wall Roof Ends Typical w, = 3.80 0 66.1 49.3 w = 4.80 0 83.5 62.3 w = 9.55 0 166.3 124.1 w = 4.50 5 105.5 82.6 w = 4.50 0 78.3 58.5 W 3 W3 1 I W, rJW, W, J W 39' -0" 1 39' -0" 5,406 lb 4,779 lb 4,891 lb 5,258 lb 2,716 lb 2,453 lb 2,449 lb 2,714 lb Butler Job No 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Sheet 13 Date 5/2/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Lateral Load Distribution Distribute Seismic Load by tributary area Redundancy Factor p = 1.0 for simplified method Wall Wind Seismic VW a ii Load Trib Area Load E Length (lb) (sq ft) (Ib) (Ib) (ft) (pif) 2nd Floor Wall 1 2,545 851.3 1,816 2,545 20.67 87.8 Wall2 2,545 851.3 1,816 2,545 16.21 112.0 Total N -S 1,702.5 3,632 Wail A 2,459 860.7 1,836 2,459 10.50 174.8 Wall E 2,622 841.8 1,796 2,622 9.25 194.1 Total E -W 5,081 1,702.5 3,632 1st Floor Wall 1 5,406 976.2 4,094 5,406 26.00 157.5 WaIl 2 5,258 887.3 3,886 5,258 37.00 105.0 Total N -S 1,863.5 4,349 . Wall B 4,843 ' 541.8 3,323 4,843 12.42 267.5 Wall C 1,751 724.3 1,468 1,751 20.00 73.4 Wall D 3,330 482.3 2,323 3,330 4.75 489.0 Wall F 1,240 115.0 867 1,240 3.83 226.4 Total E -W 11,164 1,863.5 4,349 • Butler Job No 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Sheet 14 Date 5/2/13 Consulting, Inc. Client Sage Built Homes Subject Diaphragms By MEB Diaphragms Typical Roof Diaphragm: 15/32" APA -rated sheathing w/ 8d nails @ 6" 0/C panel edges, 12" field edge blocking not required 180 plf capacity perpendicular framing 210 plf capacity parallel framing Typical Floor Diaphragm: 19/32" APA -rated sheathing w/ 10d nails @ 6" 0/C panel edges, 12" field edge blocking not required 215 plf capacity perpendicular framing 285 plf capacity parallel framing Level Max shear Depth Unit Shear Framing Diaphragm (lb) (ft) (plf) Front -to -back (North- South) Roof 2,545 40.00 63.6 Parallel Typical Roof 2nd Floor 2,716 38.00 71.5 Perp. Typical Floor Side -to -side (East -West) Roof 2,622 30.50 86.0 Perp. Typical Roof 2nd Floor 3,393 39.00 87.0 Perp. Typical Floor Butler Sheet 15 Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/14/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Design Shear Walls Wall Unit Shear v = V / EL Overturning MOT = L ; v H Overturning Resist. MRes = W L / 2 Net Uplift • PlJ p = ( MOT - 0.6 MRes) / (Li - 3 ") H = Height of wall panel L, = Length of wall panel w = Dead load tributary to wall Shear Wall Plate Attachment: Fastener Capacity CD = 1.33 CD =1.60 5 /8 11 4) Anchor Bolt 790 1,053 1,264 5 /8" 4) A.B. 3x sill pl 1,040 1,387 1,664 16d Nail 108 144 173 Shear Wall Schedule Type Sheathing Panel Nailing Capacity Sill Plate Attachment Edges Field (plf) Anchor Bolts Nailing 240 Seis 5 A 7 /18' Plywood, 1 -side 8d @ 6" 8d @ 12" „ 316 Wind / @ 4' -0" 16d @ 6" 350 Seis 5 „ B 7 /16 Plywood, 1 -side 8d @ 4" 8d @ 12" 421 Wind /8 @ 3' - 16d @ 4" ' /16 Plywd, 1 -Side „ 450 Seis 5 /8" 4) @ 3' -0" C 8d @3 8d @12" 16d @ 3" 3x edge framing 554 Wind 3x sill plate D 7 /18' Plywd,1 -Side 8d @ 2" 8d @ 12 " 585 Seis 5/8' 4 @ 2' -0" 16d @ 3" + 3x edge framing 819 Wind 3x sill plate A34 © 12" Adjust seismic capacity by 2UH for H/L < 3.5 IBC 2305.3.3 Butler Sheet 16 Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 5/2/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Worksheet Roof DL 15 psf Wall DL 12 psf Floor DL 12 psf Holddowns: Simpson straps and anchors 2nd Floor Shear Walls 1st Floor Shear Walls Parameter I Wall 1 I Wall 2 I Wall A I Wall D Wall 1 I Wall 2 V (Ib) 2,545 2,545 2,459 2,622 5,406 5,258 Vseis (lb) 1,816 1,816 1,836 1,796 4,094 3,886 Wall Length L, (ft) 20.67 16.21 10.50 4.63 4.63 18.33 7.67 37.00 V, (Ib) 2,545 2,545 2,459 1,311 1,311 3,811 1,595 5,258 Unit Shear V,_wnd(Plf, 123.1 157.0 234.2 283.5 283.5 207.9 207.9 142.1 Unit Shear v,_seis(plf) 87.8 112.0 174.8 194.1 194.1 157.5 157.5 105.0 Wall Type A A A A A A A A Wall Height H (ft) 8.00 8.00 8.00 8.00 8.00 9.00 9.00 9.00 Adusted v -seis 240.0 240.0 240.0 240.0 240.0 240.0 240.0 240.0 MOT (ft-lb) 20,360 20,360 19,672 10,488 10,488 34,301 14,353 67,682 Roof Trib Width (ft) 2.00 2.00 19.50 2.00 2.00 2.00 2.00 2.00 Floor Trib Width (ft) - - - - - 9.25 0.67 0.50 Wall Trib Height (ft) 11.00 9.00 8.00 8.00 8.00 19.00 19.00 18.00 MRes (ft -lb) 34,607 18,131 21,416 1,348 1,348 61,990 7,589 172,494 Pu (Ib) - 594 666 2,212 2,212 - 1,321 - Simpson Holddown Not Req'd MSTC28 MSTC28 MSTC40 MSTC40 Not Req'd HDU2 Not Req'd 1st Floor Shear Walls Parameter I Wall B I Wall C I Wall D I Wall F Vw (Ib) 4,843 1,751 3,330 1,240 Vseis (Ib) 3,323 1,468 2,323 867 Wall Length L, (ft) 4.42 3.75 4.25 20.00 2.38 2.38 3.83 V, (Ib) 1,724 1,462 1,657 1,751 1,665 1,665 1,240 Unit Shear v d (plf, 389.9 389.9 389.9 87.6 701.1 701.1 323.8 Unit Shear v,_se,s(Plf) 267.5 267.5 267.5 73.4 489.0 489.0 226.4 Wall Type B B B A D D B Wall Height (ft) 9.00 9.00 9.00 9.00 5.50 5.50 9.00 Adusted V -seis 343.8 291.7 330.6 240.0 505.2 505.2 766.0 M (ft-lb) 15,512 13,160 14,915 15,759 9,158 9,158 11,160 Roof Trib Width (ft) 19.50 19.50 19.50 - - - 3.00 Floor Trib Width (ft) 10.37 10.37 10.37 8.25 2.00 2.00 - Wall Trib Height (ft) 18.00 18.00 18.00 9.00 6.00 6.00 9.00 MRes (ft 6,183 4,450 5,716 41,400 271 271 1,122 PHD (Ib) 2,830 2,997 2,871 - 4,233 4,233 2,929 Simpson Holddown HDU2 HDU2 HDU2 Not Req'd HDU4 HDU4 HDU2 Butler Sheet 17 Job No. 156-1211-12 Project Belmont 2 -Car, 5 -Bed Date 3/24/13 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams BM4 Pi P = 1,333 DL + 1,682 LL = 3,015 lb RB1 Plat IIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIII1 Plat = 2,459 lb lat Wall A x 8' / 10' -6" = +/- 1,874 lb 11' -0" w1 = 243 DL + 430 LL = 673 plf 3,578 lb 3,215 lb 1,4/ = 575 DL + 917 LL = 1,492 plf -170 lb 3,215 lb Check 5 x 13 Glulam Uplift: 0.6D +/- W 1 PLat nl utWinnull� �� rig( No Net Uplift • 1 1' -0 31/2 x 117/8 LVL OK BM6 PLat W ♦ IIIIIIIIIIIIIIIIIIIIIIIIlll 1II1iIIIIIIII! PLat = 1,311 lb lat x 8' / 4- 7 = +/- 2,268 lb • 15' -3" w = 150 DL + 91 LL = 241 plf 2,525 lb 3,418 lb 1,050 lb 257 lb Check 3 x 11 LSL VMax = 3,418 lb MMax = 13,227 ft -lb f„ = 123.4 psi OK 13,227 ft fb = 1,930 psi OK Uplift: 0.6D +/- W PLat w IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Uplift: 2 lb left end 15' -3" 894 lb right end 1,374 lb 2,266 lb Use 3 11 LSL -2 lb -894 lb HUCQ1.81 /11 -SDS hanger ea end Butler Sheet 18 Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/13/13 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams BM8 P = 2,525 lb D +L +W, -2 lb D - W BM6 P w = 263 DL + 242 LL = 505 plf Section 1 11 LSL IIIIIIII1I111I1III1111 D +L +W 0.6D - • 2' X 1' - 0" R = -884 lb 118 lb R R2 R2 = 4,924 lb 353 lb VMax = 3,030 lb f = 218.7 psi OK MMax = 2,778 ft-lb fb = 811 psi OK Use 1 x 11 LSL w/ HUCQ1.181 /11 -SDS hanger BM9 P, of w P W = 197 DL + 145 LL = 342 plf 1111111111111111111111111111111111111111111 P = 429 DL + 419 LL = 848 lb 13' - 8" 1' - 7" Peat = 1,311 lb lat x 8' / 4 -7 _ +/- 2,268 lb 3,707 lb 4,625 lb Section Check 3 x 11 LVL 1,367 lb 3,089 lb VMax = 3,707 lb f„ = 133.8 psi OK MMax = 13,487 ft -lb 13 ft 3,236 lb f b = 1,967 psi OK ,771 ft Uplift: 0.6D +/- W P Max uplift: 733.00 P' w Use 3 11 LVL 1111111111111111111111111111111111111111111 MSTC28 strap @ left end, HDU2 @ ftg 11' -8" 1 ' - 7 " 2,268 lb 2,060 lb -733 lb 525 lb BM 16 P = 3,418 lb D +L +W, -894 lb 0.6D - W BM6 p w = 34 DL + 50 LL = 84 plf w2 = 335 DL + 532 LL = 867 plf 11111111 Section 4x12 DF #2 2' -0" 1' -0" D +L +W 0.6D - W R R2 R = 1,396 lb -237 lb R2 = 3,057 lb -415 lb VMax = 3,057 lb f„ = 116.4 psi OK MMax = 2,622 ft -lb f = 426 psi OK Use 4x12 DF #2 w/ HU412 Hanger • Butler Sheet 19 Job No. 156 - 1211 -12 Project Belmont 2 -Car, 5 -Bed Date 3/24/13 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams ( Cont.) BM17 w P ' nt W = 16 DL + 53 LL = 69 plf llllllllllllllllllllllllllllllllllllllllll P = 570 DL + 651 LL = 1,221 lb 16' -6" 2' -0" PLat = 2,459 lb lat Wall A x 8' / 10' -6" = +/- 1,874 lb 186 lb 4,186 lb Section Try 1 x 11 LVL -16 lb 640 lb VMax = 3,233 lb 3,233) fv = 233.4 psi OK MMax = 6,328 ft -lb f = 1,846 psi OK 953 lb 6,328 ft-lb Uplift: 0.6 D +/- W w P Lat Uplift: 165 lb left end H2.5a tie 1101111111111111111111111111111111111111 1,618 lb right end (2) HTS24 twist straps, HDU2 @ ftg 16' -6" 2' -0" Use 1 11 LSL -191 lb 2,584 lb 264 lb -1,618 lb BM18 PLat P = 4,186 lb D +L +W, -1,618 lb 0.6D - W BM17 IIIIIIIIIIIIIIIIIIIII I- IIIIIIIIIIIIIIIIIII 3' -66' w = 604 DL + 962 LL = 1,566 plf 4,435 lb 5,232 lb 3,000 lb 3,121 lb Try 5 x 9 glulam VMax = 5,232 lb MMax = 5,841 ft-lb f = 158.5 psi OK 5,841 ft -lb fb = 944 psi OK Uplift: 0.6D +/- W Plat w IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Uplift: 366 lb right end 15' -3" H2.5A 1,680 lb 2,172 lb Use 5 x 9 glulam -46 lb -366 lb • 1 7-40 3 ` S v✓ Ly v" tom. S-} /N S -/ Zd 13 - 0'29 l t 1 WE 39' -0' MAY 0 2 2013 1 CITY OF TIGARD BUILDING DIVISION ‚PR", / : : : , : . , . . . , %r I! rir �� Iro , . , . / / i / I N i i / co . 3 /I I I/ I ! ' . �,I /! .; A III C•91 r •— Q ' 0 9 B e 9 k0 CO CO N. N .v. : er er 6:12 I I I I j . 10:12 HU826 10: 10:12 HUS26 10:12 1 1 I I -- -- - I ��.r I , ! Al I 2 4 !? SJ2 - _ IlI ..___ 4 N s i„•I 1z i i v i 0 S J -- A C I — I I I I \. A EE ' (2) o 4 I c22 � / N Z / o ' - ∎ ∎I GARAGE p Cl 15'x' 15'-3' -I • L 5' -10' © Copyright CompuTrus Inc. 2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY.REFER TO SAGE BUILT 04/02/13 TRUSS CALCULATIONS AND ~ .1 ENGINEERED STRUCTURAL PROJECT TITLE: REVISION -1: DRAWINGS FOR ALL FURTHER 15045 SAGE LOT 111 INFORMATION. BUILDING DRAWN REVISION -2: TO TRUSS ONN OF ONS. BUILDING D NG c ' .. 1 r AWN B PLAN: q RESPONSIBLE FOR ALL NON -TRUSS THE BELMONT / $d'RKED BY: DESIGN AND OF ORD TO O T 14 1 1 COMPANY DELIVERY LOCATION: SCALE REVISION -3: DESIGNS PRIOR TO CONSTRUCTION. O a 5% V. 1 1/8 " =1' All designs are property of - Pacific Lumber and Truss. All designs are null and void if not fabricated by - Pacific Lumber and Truss. III II II I I III This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS 15 -03 -00 GIRDER SUPPORTING 37 -00-00 IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 244 OF 816BTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1- 2=( -6766) 950 1- 6 =1 -700) 4894 B- 2 =( -338) 2808 BC: 246 OF SS 2- 3=( -4570) 648 6- 7 =( -694) 4852 2- 7 =( -1960) 278 WEBS: 244 OF STAND; LOADING 3- 4 =( -4570) 648 7- 8 =( -694) 4852 7- 3m( .722) 5548 246 OF 02 A LL = 25 PSF Ground Snow (Pp) 4- 5 =( -6766) 950 B- 5 =( -700) 4894 7. 4 =(1860) 276 TC UNIF LL( 50.0)011( 14.0)= 64.0 PLF 0'- 0.0' TO 15'- 3.0' V 4- 8 =) -338) 2808 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 437.5)001( 317.5)= 755.0 PLF 0'- 0.0' TO 15'- 3.0' V BC LATERAL SUPPORT Co 12'OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE 50.18. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF 16C 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0' .862/ 6245V -160/ 160H 5.50' 9.99 DF ( 625) C,CN,CI8,CNIB or no prefix) = CompuTrus, Inc 15'- 3.0' -862/ 6245V -160/ 160H 5.50' 9.99 OF ( 625) M,U20HS,U18HS,M16 = MUTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. (1181. 2: Design checked for net( -5 Osf) uplift at 24 'oc spat inp.1 III�F�A�- 1111/. \�J,/III� ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L/180 V W V Join together 2 ply with 16d Common nails staggered at BAR LL DEFL = - 0.047' @ 7'- 7.5' Allowed = 0.717' 9' oc in 1 row(s) throughout 244 top chords, MAX TL DEFL = - 0.079' @ 7'- 7.5' Allowed = 0.956' 7' oc in 2 row(s) throughout 246 bottom chords, 9' oc in I row(s) throughout 244 webs, MAX HORIZ. LL DEFL m 0.016' @ 14'- 9.5' 9' oc in 2 row(s) throughout 246 webs. MAX HORIZ. TL DEFL = 0.027' @ 14'- 9.5' 7 - - 7 - - This truss does not include any time dependent 1 1' '( deformation for long term loading (creep) in the 4 - - 3 - - 3.04 - 4 total load deflection. The building designer T T .I T ,I shall verify that this parameter fits with the 12 12 intended use of this component. 10.00 7 8-4x6 N10.00 Design conforms to main windfurce- resisting 34. 0' system and components and cladding criteria. f {1t Wind: 110 mph, h =25ft, TC0L =4.2,BCOL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, 'MFRS, interior zone, load duration factor =1.6, Truss designed for wind loads In the plane of the truss only. 8-3x6 M -3x6 0 o m ��p PROFF m M -5x10 M -5x10 4� �� GINFF4 O y 1 - 8 7 8 5 ° � ' 6 ° M -358 M -7x10 M -3x8 ° v OR. CSN o • G X1 , O ` cg, � b 4 -00 -14 J. 3 -06 -10 l 3 -06 -10 l 4 -00 -14 b GO OH • 1 1- 3/1X 15-03 WEDGE REQUIRED AT HEEL(S). EXPIRE 26. 6 /3011 3 JOB NAME: SAGE BUILT THE BELMONT A3 Scale: 0.2972 � �►w WARNINGS: GENERAL NOTES Lakesalhermee notew 0 ' - 1 Balder and ereman contractor should be advised of all General Notes I. The demon a based only upon Mw parameters shm-m and w bran inecidtal Truss • A3 and Warnings before nn commences building component. Applkab IMy of demon prarmrw [o and proper it- to T '1'''' 2. h4 compwewn web brae, must be Mantl=e when them• 2. Oct wW o f mom na kthere 010,05 too be the building designer. Si n er, , r I Z f 3 Addmoml temporary bramnm to „......,33 Ceram mrrstrlc9on r a c and M lm ot c op and b ely open bramtl MrougnaM owe kroth by (-± /� } DES. BY: LA w ide responelnlldy of me erector Addaorwl permanent among of oonbnww sl�Mns such as plywood mlwmwnm(TC) and/or drywall(BC) /' i DATE: 3/18/2013 the overall structure is m rwta m the .pemy of the budding dean/ 3 24 Impact bridging or lateral hoop remmmd where shown • • J, cis is 4 No bad amid be applied to any component 0001 after all bracing and 4 lmblkbm of bas w Me re5polablmy of the raymtwe or...Or „ ' - y)' - SEQ.: 5471157 fasteners are complete end a1m 'Me erowdany leads greater than 5 G® Ignesunes Moses are bbewedtnamnmmmweenvironment, wf tleson bads be applied to any component. end are for "dry mMeorr a use 5 e 4 $ R 24243 TRANS I D : 363483 CorneuT/w ham no contra m aver and assumes no for the 6 ow n mewmwm bra booing et se euppom awn Shen or wedge d r.��q fabrotbn, handling, shipment and installation of components 7 assumes adequate droops Is provided y ' O �IS1 GV t 6 The design h furnished sabred to the nmeabons set forth by a Plate shall be looted on both faros of thus. and placed ea their center fines 1111111 IIIIIIIIII1111111111111111IIII01 TPIWrC A, nBCSI.mpiepfwb� yell betemwhed�nnewn m n.i� Mattel m l e � 4/1 4 S /ONAL - MlT¢k USA, Inc /CompUTrus Software c7 64SP4(1L }E 10 For beat mnnamrpSne tlaeon ohms see ESR- 131I, - t®6(MtTek) n k.- - tea 1 II1IIIIIII1 This design prepared from computer input by u PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 15'. 3.0' IRC 2009 VAX MEMBER FORCES 4WR /GOF/Cq =1.00 EC: 244 OF W1613TR LOAD DURATION INCREASE = 1.15 1. 2 =1 .51) 72 2- 8 =1 -312) 479 3- 8 =1 -170) 162 BC: 2.4 OF @ ABTR SPACED 24.0' O.C. 2- 3 =( -724) 518 8- 8-1 -312) 479 8- 4 =1 -102) 391 WEBS: 244 DF STAND 3. 4 =( -552) 334 B- 5.1 -170) 182 LOADING 4. 5 =(.552) 334 TC LATERAL SUPPORT <= 12'OC. UON. IL( 25.0)F0L( 7.0) ON TOP CHORD m 32.0 PSF 5- 6 =( -724) 518 BC LATERAL SUPPORT <. 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 8. 7 =1 .51) 72 TOTAL LOAD = 42.0 PSF OVERHANGS, 12.0' 12.0' late LL = 25 PSF Ground Snow (Pp) BEARING TAX VERT MAX HORZ BRG REQUIRED 9RG AREA Connector p prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.ON. (SPECIES) C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -112/ 755V -162/ 1620 5.50' 1.21 DF ( 625) 8,82005,81805,1M = MlTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. IS'- 3.0' -112/ 754V -182/ 1620 5.50' 1.21 DF ( 625) BOTTOM CHORD CHECKED FOR ISPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. IQOND. 2: Des ion checked for net(-5 psfl uplift at 24 •oc spicing. VERTICAL DEFLECTION LIMITS, LL =L /240, TL.L /180 7.07-08 7 -07-08 VAX LL DEFL = - 0.002' 0 .1'. 0.0' Allowed . 0.100' f f f NAP TL DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.014' @ 7'. 7.5' Allowed = 0.717' 3 -10 -13 3 -08 -t1 3 -08 -11 3 -10 -13 MAX TL DEFL = - 0.018' @ 7'- 7.5' Allowed = 0.956' f II T T T MAX LL DEFL = - 0.002' @ 16'- 3.0' Allowed = 0.100' 12 12 VAX TL DEFL = - 0.003' @ 16'- 3.0' Allowed = 0.133' ItM -4x4 10.00 7 Q 10.00 MAX HORIZ. LL DEFL = .0.008' 0 14'- 9.5' 4.0' MAX HORIZ. TL DEFL = 0.009' @ 14'- 9.5' r / 4 f NN This truss does not Include any time dependent deformation for long term loading (creep) In the total load deflection. The building designer shall verify that this parameter fits with the Intended use of this component. Design conforms to main windforce- resisting system and components and cladding criteria. M -1.5x4 M -1.5x4 Wind: 110 mph, h =25ft, TCOL =4.2,BCOL =6.0, ASCE 7.05, o Enclosed, Cat.2, Exp.B, !MFRS, O ' interior zone, load duration factor =1.8 0 8 m r �� a PROFF -(� �( � 0 . %IGINFF• O . f o J% l+w e.. 4°' 1 'It ° e M -2.5x4 M -3x8 M -2.5x4 0 QR t WN f 7 -07 -08 ' 7 -07 -08 1 9G /�A. JON NS 1' 1 1- l � 3//X//3 1 -00 15 -03 1 -00 EXPIRES 6/30113 JOB NAME: SAGE BUILT -THE BELMONT- - A2 °� AW�K4' ' � � ` Scale: 0.3271 7�X. WARNINGS. GENERAL NOTES. wens other... rioted _ *it. �r %1 O 1e •. 1 Builder ere erection contactor should be mdse. of all Gemmel Note. 1 The demon a based only upon the parameters nrters anown end for an !ndNqul a v Truss: • A2 end Warnings br m rgs Debra conucbon commences budding component Appllobaey of design parameter. ark proper - a 2 2x4 compreomon web bracing must to Metalled ware clown • ncorgkn of component b the reaporvlb ay piths budding designer, - 1 �' Q . : ] Addebnel tamperers tamperers bracing to umumetre 1156400 dtoYg combuelbn 2. Design assume the rep end bottom chord. to be laterally bread at I S r .' 'Z DES. BY: LA zpe. maloperepacwepunbomemogmeigeNmnrk�mgNthb b Vo responMmlley of pa erector. A4MieMl tenement bnHrg of y c / 1' ntlnume sheathing etch as plywood shea ) therm • drywall(BC) •� 1; DATE: 3/18/2013 the overall mucture a the responsibility of the building designer_ 3 tn Impact bridging r Morel [swing uirwr. ng restored where shown • • 4 No to sh ad ook 10 be applied ens convened until eller bracing end 4 Inselnmm of hum the aena 4 or mw reepe<!we contractor, =.1414' SEQ .: 5471158 batsmen ere complete and et no time Mould any beds greater than 5 Design assumes muses are robe used m a mm mwme rme eonmen. if / ,- / 4 TRANS ID: 363483 design loads be applied to any component 5 ha red are for • dry condition M tics 24243 if CompuTnu• has no over and assumes responseets br t a owam.eaume. roe beaneo M an support. Mgwn Shen r wedge oeeaes handling, amrmre and Installation of components 7 Design assume..degmk dralnege a prowled r w k L W The design t to enehed subject the limestone eat forth by 8 Plates Mall be looted on both faces oI he, u and pieced so their carter / / - . • 't J' ONAL ' � 111111 �1 ,,m II,IIII IIII VIII VIII VIII II II IIII TPNMCA in 6001. cope, of which be fomMed coon rerequest Ilne. remade meth Ord center lee. / /g/ ( , SI A ' x II ill I I MI I I I MI I 9 Doe.lblote we of plate In aches 10 m MITek USA. Inc /COm uTre850fMare 78,4(1LFE For connector polo deegn vIwsava ESR1]t 1, ESRngag (Welt) • IIIII IIIIIIIII This design prepared from computer Input by Ii PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 15'• 3.0' ICON°. 2: Design checked for net) -5 pall uplift at 24 'oc apacina.) TC: 2x4 OF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2e4 DF 1$16BTR SPACED 24.0' 0.C. Design conforms to main windforce- resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'OC. UON. LOADING =4.2 , 25ft TCOL , BCDL h mph 10 1 mph, ==6.0, ASCE 7 -05, BC LATERAL SUPPORT <o 12'OC. UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF Wind: 110 mph .251t Cat.2, TCOL BCDL DL ON BOTTOM CHORD 10.0 PSF interior zone, load duration factor =l.B, Connector plate prefix designators: , Inc designed for wind loads TOTAL LOAD = 42.0 PSF Truss desi ,M20HS,916HS,Y16 no UccTek prefix) = uTrus NT seriea p u LL = 25 PSF Ground Snow (Pg) In the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous be wall UON. 11.1x2 REQUIREMENTS OF INC 2009 AND IRC 2009 NOT BEING MET. Refeer r t to equal typical et stud verticals. Refer CoopuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. • 7 -07 -08 7 -07 -08 r r r 12 HM-4x4 12 r i- 10.00 7 N 10.00 NN E, 0 g; r o o - f - OReaN M -2.5x4 M -2.5x4 ... 0-.574., vG< Y2E.'' ' 0 :: = p .a y 1 -00 1 15 -03 1' 1 -00 1 40 A- ,10 3 //x /!3 EXPIRES 6130113 JOB NAME: SAGE BUILT -THE BELMONT- - Al Scale: 0.3689 . 1°11 : r' . WARNINGS: GENERAL NOTES, unless dhows° noted 1 W 1 I O V •. h 1 Budder and credecn contractor should be advised of an General Note 1 The designs baled only upon to parenlen .7 em and a for an individual Truss • Al and vammaa before m t m rnbu am commences builel component Applicability of design W n setae. M Mown raters end proper A 1 ' j 2 4 compression web bracing must be sstalere own • ma Ire y incorporation or component o reanvhrny or the bulldog designer Dwain m b v :� 0 V 3 A.'".".' temporary beating to "..°L. '6" Anew ccoNadion 2 . Dn assumes e top and bdm clorda be laterally braced at ♦ � I 1 i x Y DES. BY: LA le me reaponstbdely of the Rector A4tltllssl permanent Wawa of 7 0 q ertl al 1D 0 q nepetwah bete° brace0 trelpMM mesh b t ey - e overall utl the sp ure is m reorwGley of the budding designer. 3 25 m petl b er e ts g m Were! bracing pl � iegW i edd w he showw : .- : f' y • DATE: 3/18/2013 M Mr 4 o bad should be a pplledI, component ant until,n,,all bracing and 4 IrWallem b of bull titre responsibility y of tl' respective contractor. ` t SEQ.: 5471159 fasteners are complete and t ro time eheub 1p any loads eatm than 5 De ems Design au tutees are be used In a nomre envs°nmenf, -t?1 TRANS ID: 363483 demo bade be appted b erw component and are for 'dry condbon' of m use mow 5 ConpuTns has no control over and assume no reepolwmnry for the 6 ®'shat m" b°emq e a° `ap ' en°hpwn nl Sh er sotto d y ua 4243 d3 fabnbon,nandnng, shipment and lntlaltalon of components 7, Design names adequate drao revtl sgehsped. , � 07 5M 'w . B ms design a fumahed subject to to Ientabons set ant by 5 Rates shall be bested on both faces of buss, ant oace4 so their ester 0 ' �r+, •i? {'�` ((�� IIIIII VIII VIII II °I VIII 1I� III '1 IIII IIII TPNNTCA n 13C5 cope d winch wall be MmuMd Won request a Goes hellcat. m ) o nt pla n I i l ioues ._ " II IIIIII Illmg, M TBk USA, Inc /COIIIptTNS Software *764- SP4(1L }E 10 Fc,boc conmctar phte tlegnwNe see ESR -1311. ESR 1®m(MRek) /l� /r ' ;� r i' • 10111111111 This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0' [COND. 2: lesion checked for nett -5 psfl uplift at 24 'cc enacina,' TC. 2x4 OF 4166TR LOAD DURATION INCREASE = 1.15 BC: 2x4 DP 4166TR SPACED 24.0' O.C. Design conforms to main wtndforce- resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12'0C. UON. LOADING W ino: 110 mph, h =25f t, TCOL= 4.2,BCDL =6.0, ASCE 7 -05, BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF For ham Enclosed, Cat.2, Exp.B, MWFRS, hanger specs. • See approved plans DL ON BOTTOM CHORD = 42.0 PSF 0 P P TOTAL LOAD 42.0 PSF zone, load duration factor =l.8, Truss de Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pp) in the plane of the trues only. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. C,CN,CIB,CN1B or no )na REQUIREMENTS OF INC 2009 AND IRC 2009 NOT BEING MET. M -1s2 or equal typical at stud verticals. ( n prefix) = Compuirus, Inc Refer to Computrus gable end detail for M,M20HS,VISH5,M16 = MtTek MT series complete specifications. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 18 -06 18 -06 T T T 12 -04 -10 6 -01 -06 6 -01.06 12 -04 -10 12 I1M -404 1 t2 I— r 6.00 0 6.00 M- 3x6(5) M- 3x6(5) o c r r 0 0 0 to o 0 1111111 PROFE /o el ro M -2.5x4 M- 3 %6(S) O' oY5 _ d 18-06 to -as 9G` DA ' Hac~ / /X //3 1-06-12 37 -00 EXP1Kr_5 6130113 • JOB NAME: SAGE BUILT THE BELMONT- B Scala:0.2532 ` t�P►•w 0 �N , 1 .. WARNINGS. GENERAL NOTES. unless otherwise noted V I t. Budder and eregnn contractor should be sunned of au General Notes t Thn design s b sad ordy upon ere parameters elven and a for an mdrneul a , 0 ` • : lj Truss • B1 and Warnings before co non c noes building component Appllatbtidy of design parameters era proper t , 2. On compme••lon web bracing Ong newt Po be mmlbd where shown • I a m ton of component s ore gldy Oleos building deapner , � t . O 3 Pddaeeltempon7 wclnp to leura .taeeM dunmg copn 2 Design esign mamma e top and bottom n chords m bemterasy braced = at r�I jr 9i I-? x s • DES. BY LA a ma by te res ponsibilityofteerectorAdditionalperne nt bracin beacingof zoi wou sheathing ateh a •b ply oods wedWag nd/o upsldmglh unless mm r v i t s where M ./ DATE: 3/18/2013 me e oe structure btra lie e t any co dy of the budding sger. 3 Impact bridging Mosotho or or stea acing l po required cores sawit wn • • a wau(ec) * , 4 No e algae component unto l Ras a bra re bracing e 4 ImWtebon of n are n wed of tie respective contractor /#1. ' fasteners SEQ.: 5471162 nra are as end to any m annom W time uld any bad•greater than 5Design s a nme•are u b a d a onnowa enwemipn me ", I- —tj design bade be applied to any component and o nd are r - dry of use • s 242 TRANS ID: 363483 CompuTra a me s a. al over wd emry and o convene. .. me. p.pp a bmmv erne a ore n...uma. n null u be be.ti nng n.m .uppo .. p m serer pr wadMe m ` R� �q� fabrication, hu, shipment e bltabon of convene. 7 D esign a s assumes edegmate dralrege provided. ' t+ /O 1 Cr`�y �<V!��V' ' B Thu d esign a furnished subject to the limitations set forth by 9 Rates pan be batted on both faces of MA, MA, entl psed so erns center - (7 ` „ 'u 111111111111111111111111111111111111011 �WJTDA p BC9`copoe °' which furnished Oe °°'RN " "at°�p" � ,,�� f ` S - o " "L , e D oalcate Yee of plate In Inches MITek UUSA, lac 7COmpuTr Sontlw are • 7 n � ��° 45P4(1L }E 10 FOr Basic atnnoeor ebb dosn names me EBR -131 t, E5R- halm (Nliek) • 11111111111111 This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2e4 OF 816E1TR LOAD DURATION INCREASE = 1.15 1. 2 =( -57) 79 2- 9 =( -789) 2608 3. 9 =(.285) 168 BC: 2a4 OF a16BTR SPACED 24.0'0.C. 2- 3 =( -3047) 981 9 -10 =( -689) 2197 9- 4=( 0) 528 WEBS: 2e4 OF STAND 3- 4.) -2790) 802 10.11 =(696) 2197 4 -10 =( -743) 239 LOADING 4- 5 =( -1982) 655 11. 8 =(837) 2612 10- 5 =( -254) 1367 TC LATERAL SUPPORT e= 12 UON. IL( 25.0)°D1( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -1981) 654 10- 8 =( -745) 250 BC LATERAL SUPPORT c= 12'0C. UON. IL ON BOTTOM CHORD = 10.0 PSF 6- 7 =(2792) 830 8.11=( .18) 531 TOTAL LOAD = 42.0 PSF 7- 8 =( -3050) 1018 11- 7 =( -289) 194 OVERHANGS: 18.7' 0.0' LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED [IRO AREA C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.TN. (SPECIES) U,U20HS,U18HS,U18 = Welt UT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0' -253/ 1870V -211/ 195H 5.50' 2.99 DF ( 625) •• For hanger specs. -Sae approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'. 0.0' 2131 16860 -211/ 195H 5.50' 2.70 DF ( 625) ICOND. 2: lesion checked for net! -5 psf) uplift at 24 'oc soacino.l VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 MAX IL DEFL = - 0.013' @ -1'- Of Allowed= 0.156' MAX TL DEFL = - 0.015' @ -I'- 6.7' Allowed= 0.208' MAX LL DEFL = - 0.166' @ 18'. 6.0' Allowed= 1.804' MAX TL DEFL = - 0.260' @ 18'- 6.0' Allowed= 2.406' MAX HORIZ. LL DEFL = 0.071' @ 36' • AS MAX HDRIZ. TL DEFL = 0.110' @ 36' • 6.5' This truss does not include any tine dependent deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the 18 -06 18 -06 intended use of this component. 1 1 1 Design conforms to main windforce- resisting 6 -06 -05 5 -11 -13 5 -11 -13 5 -11 -13 5 -11 -13 6 -06 -05 T 4 T T 1 T 1 system and components and cladding criteria. 12 12 Wind: 110 mph, h=25ft, TCDL =4.2,BCDL =6.0, ASCE 7 -05, 6.00 M -4x6 \ 6.00 Enclosed, Cat.2, Exp.B, BMFRS, 4.0' interior zone, load duration factor =1,6 5 -h( M- 5x8(5) �• 1.1-5x8(6) 0.25' S�� PROF�c /o • 0 o o M -1.5x4 M -1.5x4 lL � .� \v/pr.i. cii i A . CS ° 9 n a• g 0 G0 - 26.''` \ O M -4x6 1.1-2.5x4 8.25' M -2.5x4 M -3x8 0 a1 M - 5x8(5) �� JO 3/4//3 1 1 /, 1 1 1 y 9-06 -04 8-11 -12 8 -11 -12 9-06 -04 , EXPIRES 6130113 1 -06 -12 37 -00 JOB NAME: SAGE BUILT -THE BELMONT- - B Scale: 0.1576 . ` 1� p`w� w7 � K � N , � ' WARNINGS: GENERAL NOTES. unless &hawse noted p 1 fir' % " Q I Sadder and &=Man mmanor should be advised of all General Notes 1, Thus designs based only upon me parameters shown and s for an individual ` 4P , �' 1 , m e mail. Truss : B2 and Warnings before construction commences buaarm component Applicability of down parenoten are PraPer y{ 2 I.4 mp,ssan wee brae, must he mail. shown • Ircorporeon of component a the respo of re bedlr ' designer, , '/ 1 1'' 2 Design assumes coo cop p and bottom clods rds to w be laterally braced at , % T Z 3 Addrtbml 'Mx'''. braarm ro Insure daailM dudnp corshn........n an DES. BY' LA Is the 7oc amel re. sect.ely unless braced throughout Mar le by 1 ?' reapembday of e erector Addeon al permanent bream of nm[han se as n, e, plywood steamwm(TC) and/or drywall( ) v 1 DATE: 3/18/2013 a anew, overlie adure is li the papas rey of the balding a 3. Limlact bcdgng or lateral broom required where shown .. N c ' should 4 No load should d to be appre a com md ao until after as s buac brace r m and 4 s o1 ' on of Mos the reapora coley ee respective contractor, C'• £• SEQ .: 5471 163 amore and e m co n b Design m m e am are complete ame.hoed ereds greater then 5 Design mamma. manes are b In a mr.comeenvironment, eve environment, • 4f% 7 s' TRANS ID: 363483 design bads be implied to any comcomponent were for 'dry n e a cA R 5 Comp,,T5. Ise ro arhol ova and assumes ro raapan.g y br the 8 and assumes lull hearing of all suppom g 24263 own, Warn or wedge l' rw �Q Vtttfff t ambon, taNr m rm, shipment and inlcomponent. ea n of compo 7 Dgneum u a adequate dre s magel. mided ..A C 1„L„�� l • Ili 8 T The A m SCSI, su which be fu nasd onh by goes, 8 tares sh allb wbo alit on Imes of buss, and placed to their ceder • �I. p 1 -�- S /QNAL V� ' 111'i1I 11 III IIIIIII IIIIIiii nIIIIIIII Fmrolmhoo..xee pee lnimhes %�/0�1 :, ' • { M iTek USA, Inc Inc/CompuTrus Software 764(1L )-E 10 For basic connector e sant c design values tee ESR 1311, EWR 1>88 (NRem 1111011 This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0' IRC 2009 MA% MEMBER FORCES 4WR /GDF /L =1.00 TC: 2x4 DF 816BTR; LOAD DURATION INCREASE = 1.15 1. 2 =( -36) 50 2- 9 =( -1535) 4953 9- 3 =( -656) 2502 204 DF 2400F TI SPACED 24.0' O.C. 2- 3 =( -5532) 1760 9 -10 =( -1507) 4845 3 -10.( -2917) 897 BC: 2x4 DF 816BTR 3. 4 =( -2474) 791 10 -11 =( -535 ) 1680 10. 4 =( .427) 250 WEBS: 2x4 DF STAND; LOADING 4- 5 =( -2481) 813 11 -12.) -699) 2249 10- 5 =( -260) 952 284 DF.#16BTR A LL( 25.0)iDL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6 =( -2273) 709 12- 8 =( -628) 2666 5 -11 =( -135) 967 DL ON BOTTOM CHORD = 10.0 POE 6- 7 =( -2925) 869 11. 6 1 .638) 263 TC LATERAL SUPPORT a. 12 "0C. UON. TOTAL LOAD = 42.0 PSF 7. 8 =(3112) 1008 6 -12 =( 72) 521 BC LATERAL SUPPORT 0° 12 "0C. UON. 12- 7 =( -275) 186 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0' 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 2D PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -239/ 1796V -205/ 195H 5.50° 2.87 DF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 0.0' .214/ 1717V -205/ 195H 5.50° 2.74 OF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Oestgn checked for nett -5 osfl uplift at 24 'mc noacing.l VERTICAL DEFLECTION LIMITS: LL= L/240, TL =L /180 MAX LL DEFL = - 0.002' @ -I'- 0.0' Allowed = 0.100" MAX TL DEFL = - 0.003" @ -I'- 0.0' Allowed = 0.133" MAX LL DEFL = - 0.362" @ 6'- 11.2' Allowed = 1.804" 18-06 18 -06 MAX it DEFL = - 0.569' @ 6'. 11.2° Allowed = 2.406' f f f MAX HORIZ. LL DEFL = 0.195' 0 36'. 6.5" 9 -06 -11 8-11 -05 B -11 -05 9-06-11 MAX HORIZ. TL DEFL = 0.306° @ 36'- 6.5" 1' ,. / . - 1' 7 -01 6 -05 -12 4 -11 -04 5-11-13 5 -11 -13 6-06-05 This truss does not Include any time dependent f f 1 f f f f deformation for long term loading (creep) in the 12 12 total load deflection. The building designer 6.00 / M -4x6 . 6.00 shall verify that this parameter fits with the Intended use of this component. 4.0 5 �i Design conforms to main ree- resisting system and components and d cladding criteria. Wind: 110 mph, h =25ft, TCDL =4.2,BCOL =6.0, ASCE 7 -05, M-1.5 %4 \ Enclosed, Cat.2, Exp.B, MWFRS, 4 M -2 ° 5x4 interior zone, load duration factor =1.6 m Lo M- 3x6(S) M- 3x6(5) ° M -5x8 c M -1.5x4 0 3 /♦ imi e , xt 0 .' g � 1 � / o 10 11 12 -g CP . \'- - • • • o M -4x10 MSHS -9x18_ =-11-4x4 M -2.5x4 M -4x6 ° ./ 4 I ill!, a 3.00 3.00 . M -3x6 (S) 1611 . g - 12 12 a - 1 1 1 l b OR OON A, 1 6 -11 -04 l 6 -05 -12 1 7 -08 -03 y 7 -08.03 8 -02.11 b O V Y 26. 0 ' v9 O= , J. 6 -11 -04 1 6-05-12 , 10-00 13-07 y 9G4 JOH 1 - 00 6 - 11 - 04 6 - 05 - 12 23 - 07 y 4 �Z//3 1 - 00 37 - 00 EXPIRES 6/30113 JOB NAME: SAGE BUILT THE BELMONT- B3V ,_ . - Scale: 0.1662 p °]pt�^ �` • WARNINGS: GENERAL NOTES, mass Menne noted ' , w . 1 1 Builder and erection contester Mould be advised of all General Notes I This detain is based sty upon the parameters shown and is bran indundual s t f. „r O Truss: B3V and Warnings before construction commences bolding component Apellmbety of design parameter. and paper ,�♦♦ 2 a4 competition ‘we tracing must be installed More efornl • incorporation of con♦orent is the raeyorsbady of the Wading &maner. � � "(.' I• 3 Addrtorisl temporary bracing to mare malts dump sang/yawn 2. Dean assumes the top and Bottom shade to ee reug en®d a .1 O DES. BY : E E the reporsmlev of Ile erecter, Additional perms ent bracing of Y o c .Ito et 1G o c rese eaveh uHas eneea Ih is nughout their broth by Z ` D ATE: 4/2/2013 t overall amebae is the nt uous sheathing et. as phwaod eheuhnp(TC. and%ormyeall(BCl }v any of knead bridging or lateral bracing sourc Men e N n swn•• / ,t • 4 No load should be applied a any component rd Melding 3 lr until utter ell n g and 4 Iretaln of man n he response lay el Me respective contractor • SEQ .: 5486281 complete end a eisnpla end at no bmw Ovoid m a bade greater eater as trues= m m ton 5 Dyson assumes tn are be woe a noninpa@ environment. f a? w de loads Me applied to any component nd are fr'dry audition' d use TRANS ID: 364692 s Cem, la no Sam seer dad a. ne n.,t,le, b. the m Design assume full Munro et all supports shown Shim or wedge a Ap y( n 2 . � e4 fabrication. Minding. Women! Women! and installation of components Design ryes adequate drernage is wooded m lima d - -= = l a ,' t h c• - � , 'pII II1m,1 design m lust copse of which to Iha Ilme furnished ns eel rots request s a „ de Iomt eo m Mme, ens geese m gab Omar ' ( � S / ONA1. � lap 111111111111111111 MTe LE ,0 For base conrewr seeESR -1]11, ESR- 19BO(Te 4�2/�3 malp , L 1IIIIIIIHi This design prepared from computer input by PACIFIC LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR /GDF /Cq =1.00 TC: 2x4 OF N188TR: LOAD DURATION INCREASE = 1.15 1- 2 =( -36) 50 2.10.(.1526) 4951 10- 3 =( -652) 2501 254 DF 2400F f1 SPACED 24.0' 0.C. 2- 3 =( -5530) 1751 10.11'(.1498) 4844 3 -11 =( -2916) 893 BC: 2x4 DF @18BTR 3- 4 =( -2473) 786 11.12 =( -530) 1680 11- 4=( .427) 250 WEBS: 254 OF STAND; LOADING 4- 5 =(-2481) 808 12 -13 =) -690) 2248 11. 5= -280 952 2x4 OF NI&BTR A LL( 25.01.0L( 7.0) ON TOP CHORD = 32.0 PSF 5. 6 =( -2272) 703 13- 8 =( -799) 2662 5 -12 =( .1304 966 DL ON BOTTOM CHORD = 10.0 PSF 6- 7 =( -2921) 844 12- 6 =) -637) 258 TC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7. 8= 106 983 6 -13= 57 518 BC LATERAL SUPPORT <= 12'OC. VON. 8- 9 =4 -36 50 13- 7= -272) 167 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0' 12.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) PECIFIED BY IRC 2009. - LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) C,CM,C18,CN18 or no prefix) = Cmnpurrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'. 0.0' .238/ 1792V -205/ 205H 5.50' 2.87 DF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 37'. 0.0' .238/ 18250 -205/ 205H 5.50' 2.92 DF ( 625) ICOND. 7: Design checked for net(-5 osf) uplift at 24 'nr. soacinni VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L/180 MAX LL DEFL = - 0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL DEFL = - 0.003' @ .1'- 0.0' Allowed = 0.133' MAX LL DEFL = - 0.361' @ 6'- 11.2' Allowed = 1.804' MAX TL DEFL = - 0,569' @ 6'. 11.2" Allowed = 2.408' 18-06 18 -06 MAX LL DEFL = - 0.002' @ 38'. 0.0° Allowed = 0.100' 1 I 1 MAX TL OEFL = - 0.003' @ 38' 0.0" Allowed = 0.133' 9.06 -11 8 -11 -05 8 -11 -05 9 -06 -11 MAX HORIZ. LL OEFL = 0.195' @ 36'- 6.5' 7 -01 6 -05 -12 4 -11 -04 5 -11 -13 5-11-13 6 -06 -05 MAX HORIZ. TL OEFL = 0.306' @ 36'- 6.5" 1 1 1 1 ! 1 12 12 This truss does not Include any time dependent 6.00 �/ M -4X6 "--....! 6.00 deformation for long term loading (creep) In the total load deflection. The building designer 4.0' shall verify that this parameter fits with the 5 4/ intended use of this component. Design conforms to main windforce- resisting < system and components and cladding criteria. M-1.SX4 4 M -2.5X4 Wind: 110 mph,' h =25ft, TCOL =4.2,BCOL =6.0, ASCE 7 -05, o Enclosed, Cat.2 Exp.B, MFRS, 141-3K6(S) M.356(S) interior Tone, food duration factor =1.6 O M -5x8 + c M-1.5x4 0 7 A� • + 0 oft / /Fo \ : PPROrk. o -- M-7x10 ft& \ . g ° � � 1N 66.. s O M -4x10 MSHS -9x18 =M -4x4 M -2.5x4 M -4x61 O - 3.00 3.00 - M- 3x6(S) 1 ( 12 12 ) l l l al'ORtteN 6 -11 -04 6 -05 -12 7 -08 -03 7 -08 -03 8 -02 -11 1 O `/Gf 1 'Z6. , 9 � O 6 -tt -o4 y 6 05 -t2 10 -00 13 -07 y 9G /0 A JOH ‘� � 1.00 6 -11.04 6 -05 -12 23 -07 00 47z//3 1 -00 37 -00 1 -00 EXPIRES 6/30113 JOB NAME: SAGE BUILT -THE BELMONT- - B4V Scale: 0.1604 • p. JOy4'� - WARNINGS: GENERAL NOTES, unless dhow. mle0 ` x W , fi' o''. 1. Budder and melon camwor should be advised of al General Nobs 1 The demon m brood only upon the paramehn crown end is for an ...dual V Truss: B4V am Warnrge before mmbucbon commences bwldmm corraored Appwbimy of demon lalamelnn am proper � A 2 2.4 compress. wee Mere m ra a bracing moo be moaned eown .. nomonton of nowent Po reynrvbolding ady of t. bolding ...ma : • 1 ' \ t,- {" '• 3 AmdbrW temporary bream b sum mildy dun. confine. 2 Devon assume r by and bottom chortle m be later..? braced al / 1 o , • DES. BY: EE tomss reponstey or the msa Ampermanent e e. orml permanent bra. of 2' o o and at 1G o c reapaW unless bo bwless braced Mop.. thee length by ,�1 t , < . - y DATE' 4/2/2013 the were.ons a ea the rporwbdily of de bolding dgner. 3 Mo. vdWrmg been bramr. . ote Mam h rG)anonmyw.p(ec) r` a .town +. ;IV , • No b aftd ad ad be stapled to m any G ent. unlit after N bracing in m g and 4 Ireabvn of b Pe reapourbpay urror ed of the son mw pos mor. ' �i � r p SEQ.: 5486282 fastener. we meplea and n ro Wm should any toed. greater than 5 Geagn .................. • n e o - r o n o . n . environment. ., y f -: -.t¢ Penn toads be applied to any component not are gran mrddnrr of m TRANS 364692 scomparn. emm moo mmdassamssme.w wWpy ado BDesign a.mae nth beam. aapsupports down Stun . wedge d /p 24243 lab..., Pandit., shipment and i�llebon of componer.. y- Cason Names appgyptndraape a prowled r A O -r �l/IJ I Lr� • necewwwv m TPw cA mMrelled P ine m mo lydafurnished as bM by m O.elshlle. located on byes of Moe on deed n mmr co.r 4/ // , S� l�lI�III�ulll�lllulllII l0lll� M a USA, SA, L)E� 10 For Wac mnreeur p deegnw .eeESR- 1311,ESR- 1988(Tek) of be mS Q Z/ • IIIIDIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC LUBBER SPECIFICATIONS 5 -10.00 GIRDER SUPPORTING 5 -00 -00 IRC 2009 VAX EMBER FORCES 4101/GDF/Cq =1.00 TC: 244 OF NIBBTR LOAD DURATION INCREASE = 1.15 (Non -Rep) 1.2=(327) 93 1.4 =( -51) 194 4.2 =(0) 224 BC: 246 OF SS 2 -3 =(.327) 93 4- 3 =(51) 194 WEBS: 244 OF STAND LOADING LL = 25 PSF Ground Snow (Pp) TC LATERAL SUPPORT c= 12'0C. UON. TC UNIF LL( 50.0)40L( 14.0)= 64.0 PLF 0'- 0.0' TO 5'- 10.0' V BEARING VAX VERT VAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT c= 12'OC. UON. BC UNIF 11( 37.5)001( 45.5)= 83.0 PLF 0'- 0.0' TO 5'- 10.0' V LOCATIONS REACTIONS REACTIONS SIZE 00.19. (SPECIES) 0'• 0.0' -59/ 429V -68/ 686 5.50' 0.69 OF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.0' -59/ 429V -68/ 686 5.50' 0.69 OF ( 625) C,CN,C18,CN18 or no prefix) = CompuTrus, Inc REQUIREVENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. Y,Y20X5, YI BXS, Y16 = tliTek YT series 'COND. 2: Design checked for net( -5 osfl uplift at 24 'oc soacing.I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOV CHORD LIVE LOADS ACT NON - CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L /240, TL=L /180 VAX TC PANEL LL DEFL = 0.007' @ 1'- 8.2' Allowed = 0.194' 2-11 2 -11 MAX TC PANEL TL DEFL = 0.006' 0 1'- 8.2' Allowed = 0.291' T 1 T 12 12 VAX HORIZ. LL DEFL = 0.000' @ 5'- 4.5' VAX HORIZ. TL DEFL = 0.001' @ 5'- 4.5' 10.00 7 N 10.00 This truss does not include any time dependent HM-4X4 for long term loading (creep) in the total load deflection. The building designer 24.0' shall verify that this parameter fits with the /- �� intended use of this component. AL . Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=4.2,13CGL =8.0, ASCE 7.05, Enclosed, Cat.2, Eep.B, VWFRS, interior zone, load duration factor =1.6 cn ex 0 r --- 1• . 4 , 3 0 M -2.5x4 M -1.5x4 M -2.5x4 • S O PROF�csS /o � (1' f iA 2 -11 2 -11 v Ow .N 0 I, 5 - 10 1 09 c'<y26. ''9 `02 k. 5 JON 3 /lX /l3 • EXPIRES 6130113 JOB NAME: SAGE BUILT -THE BELMONT- - C3 Scale: 0.5866 r � , p. JO Ii4Y 1� \ : WARNINGS. GENERAL NOTES. eu omm dewve noted 1 W r O ' ` 1 1_ Bulger and woolen contractor should be aWead 01.1 General Notes 1 Thus design a based only upon Ow parameters Mown end is for an mtlNldul 'C r 1 Truss: • C3 Warnings before before conelncmon commences bulldog component- Applicebdity of deer parsnwm .11 ns are proper T i 2 2a4 compression web bwung mug be metalled when sown • rporsimn of component is We responelMtey of me buddatg designer I ( ti-" O 3 Additional temporary insure bracing to ro stability dump canarctmn 2 Zo aswrm ore top artl bosom and at 10 o c respectively union brace a d nouyww Weir ba bteraly 0 braced Wone at ' I, • .1. DES. BY: LA is the responw4Ny of the ender. Addmental permanent brecing of 7 n length by , � m e overall slrucmra a Dw reapmWEil of the building Mlnuou sheathing won as plywood healfug(TC) and/or drywall(6C) • � / ; l ; DATE: 3/18/2013 M rg dengner, 3 In Invent bridging or lateral bracing required w are shown .. + n fi- 4 No load should be applied to any component until after all bracing and 4 InYglnaon of Wm w resppvdbiilry of Ow raepedne contr.., SEQ.: 5471 164 fadWwra are complete and st no Imo should any made greater Den 5 oewgn aswuros trusses as ere m be used In • non.armet. environment r saS tl olre roads to applied m sin component ea are for 'dry condition' of we 24 TRANS 363483 5 CompuTrus has no control over and mss umee n o reaponroddy br the end end ar assume. full be.nn at all apppo te shown Shim or wedge l wbncaD handling, shipshipmatand On, nanarte s inemlletbn of components Deelyn mimes adequate drainge is provided r' 1. I S 1 Gr`, "� �p ^1�C/Vr( "jb,. • W1111MII 6 The dealgn a furnished unties, to Ma Runtime set fodn by 8 pates pan be muted on both faces of truss, are pieced n see center r.! ��5 +` I 11111 V 11111111 III VIIIIIIIIIIIII I M T T P e a kU A. o puT SSg6Wee76 L}E �� FO bsc mnnedonpiredeabn • D sa uoe eESR1311,ESR- 1906(Mnek) � / /� /1 t 1111111111111 This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.0' IRC 2009 WAX WEARER FORCES 4WRIGDFICq =1.00 TC, 204 OF W16BTR LOAD DURATION INCREASE = 1.15 1.2.1.203) 97 1.5 =( -38) 103 - 5 -2=(0) 118 BC, 204 OF e16BTR SPACED 24.0' O.C. 2.3.(-207) 125 5- D =( -38) 103 WEBS, 2e4 OF STAND 3 -4 =/ -56) 72 . LOADING TC LATERAL SUPPORT 0= 12'0C. UON. LL( 25.0).D1( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA . TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SOAR. (SPECIES) OVERHANGS: 0.0' 12.0' 0'- 0.0' -28/ 242V -701 76H 5.50' 0.39 OF ( 625) LL = 25 PSF Ground Snow (Pp) 5'- 10.0' -63/ 384V .70/ 76H 5.50' 0.81 OF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIUITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL W,M20HS,M18HS,M16 = M1Tek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING WET. ICOND. 2: Design checked for nett -5 osfl uplift at 24 'oc spacing.! VERTICAL DEFLECTION LIMITS: LL.L /240, TL.L /180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP WAX LL DEFL = - 0.002' @ 6'- 10.0' Allowed = 0.100' AND BOTTOU CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.003' @ 6'- 10.0' Allowed = 0.133' WAX TC PANEL LL DEFL = - 0.014' 0 4'- 2.8' Allowed = 0.211' 2-11 2 -11 WAX 1C PANEL TL DEFL = 0.006' @ 1'• 8.2' Allowed = 0.317' I 4 1 12 12 MAX HORIZ. LL DEFL = 0.000' 0 5'- 4.5' 10.00 10.00 WAX HORIZ. TL DEFL = 0.001' @ 5'- 4.5 This truss does not include any time dependent I -4X4 deformation for long term loading (creep) in the total load deflection. The building designer t 2 4.0' shall verify that this parameter tits with the AL intended use of this component. Design conforms to main wintlforc e- resisting system and components and cladding criteria. Wind: 110 mph, 11=15ft, TCDV4.2,BCOL =6.0, ASCE 7 -05, Enclosed, Cat.2, Exp.B, MWFRS, O interior zone, load duration factor =1.6 N n. O ma no CO M -2.5x4 M -1.5x4 M -2.5x4 <<„o•ED PROPE- �Co • �G 1N F F . �2 i 1 1 A �� 1 , 1 2 -11 l 2 -11 1 OR e•N • 1 5 -10 y 1 -00 1 ,.!.... Z'26.\ .17 t U =' ��A. JOHI 3,//g//3 EXPIRES 6/30113 JOB NAME: SAGE BUILT -THE BELMONT- - C2 erector of Budder and erection contractor mould be adveed of a Scale: 0.5486 P ��N WARNINGS: GENERAL NOTES. mesa otherwise noted 4. 1 A it / ' O w t n. General Notes 1, The design . based only upon me parameters shown and a for an individual individual T PUSS, • C2 and Warning before ocrat non commences budding wreawrd Appurabuay of design parameters am proper • 1 �' ': 2 2.4 cameramen 3 Add a web bracing must Pe ambled when. mown . Toramn of component b the maponwb.Ny of me building designer T 0 , mrwI .....Y b...1..., 5un. .n mbuml during mammon z [bagn are Ore lop and torn crone n be coney bn.cm at '� / ' A Z DES. BY: LA a M e .derector Additional penwnont 5.00,9 of zoo .m ah1ao bon respectively plywood Cnur,9hlom thoabrgmbr - m �1 / , unless continuous l anamen.um as .wnw w died where an irr drywall(13C) DATE: 3/18/2013 N o b o Mud= enecod toeowwnMstn bowing tee bracing 3 2. prow of Inesl MereRrwsntp of whoe tlewn.. /4t 7 • - 4 No bad am complete be applesnany Meesto until loadslooeatenam "5 bm re to be used bf uereaemvemesons, S . - • SEQ.: 5471165 fativen.wmwmtelstno anostoab . mad.pestxm . n sOa�aawnesmae ..n.mawinm.nonmmaweWmontnont, i/_ - design bade be applied e..1Y=Mone. am an for'dry co of use- , r 2 4243 TRANS ID: 363483 s c...,,,.. has no ..now outs am...... no redo....., forma 8 n assumes hi, be.ran eh supports shown slam or wedge If , R � �Q fabrication. h.mt e. bumble am umnaapn of components 7 Omen amerce adequate bombe e prowled .. O � l ;. ''II nnII 9 TPVWa m BCSI copes subject w nm sine be hardened orth remelt B Iowa mbpde men b n burr as of ern. am Mae" o men erne S • Il11111lll�llllllll�ll I I W s ag0•imwafomebfpfate For basic connector plate d.lnoha 2,1q11 , AN A L • • MITek USA, Inc /CompuTms Software 784(1L}E 1a arn values m ESR -1311, ESR- 1®8 (WONG IIIIIIIIIIIf This design prepared from computer input by 'I PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10,0' (COND. 2: Design checked for net( -5 Dsfl uplift at 24 'oc soaczno.J TC: 2440F N16BTR LOAD DURATION INCREASE = 1.15 BC: 204 OF 4166TR SPACED 24.0' O.C. Design conforms tow t wandforce.resistcng system and components and cladding criteria. TC LATERAL SUPPORT 0= 12 UON. LOADING Wind: 110 mph, h =15ft, TCDL =4.2, BCOL =6.0, ASCE 7 -05, BC LATERAL SUPPORT 4. 12 UON. LL( 25.0.01( 7.0) ON TOP CHORD . 32.0 PSF 110 mph .1 5ft, ECD MR CDL0 Connector plate designators: OL ON BOTTOM CHORD = 10.0 PSF p prefix desi raters: TTOML LOAD = 42.0 PSF interior zone, load duration factor =l.B, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Truss designed for wind loads U,M20HS,M18H5,U16 = MiTek UT series LL = 25 PSF Ground Snow (Pp) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on cont bearing wall UON. REOUIREMENTS OF IBC 2009 AND 1RC 2009 NOT BEING MET. 11 or equal typical continuous t stud verticals. Refer to CappuTrus gable end detail for BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 2-11 2 -11 T T 1 12 12 10.00 7 II M -4x4 N10.00 r i► o _ N r3 CO OI 1 O O --- ---YYY 8-2.5x4 ' �� PROFE r ` 5 • G1 NE � g 1 .0.1 . •� F. L . r I li 1 1 1 1 l GORIeN m 1 -00 5 -10 1 -00 �y ��26.�� t0 EXPIRES 6130113 JOB NAME: SAGE BUILT -THE BELMONT- - C1 ` O p•]OyA; 1 ' < ua Scale: 0.5829 , w )� t�. WARNINGS: GENERAL NOTES. eumMm rw rood 1_ ,fir " ur 1- Builder and erection contester mould be advisee of all General Note. 1 This design is based only upon OR parameters shown and R for tlLR r an ,nUvI , -1 1 , T russ • C 1 and Warnings before W nsinabon Wmmereea ...ding ...Mono.. Appaabmty of detn parameter. and proper ai / � 2 are rampresemn web bracts must be Installed where shown • rporation of component is the reaeo Mies of the budding designer / t • O Additional temporary bracing to irwure stability during construction construction 2 Design assumed the top and bottom cross m be Weary braced at � s A Z ' r DES. BY : LA 3 Atld mseonsibt y of the erector. Admlorel permanent bracing of z a c arm st 10 e c nn plywood a eraree y...,... tine 'env by is me I�J 1 / • d e overall structure is the responsibility of the bulletins d rmrpee Vegas a or Suer as shared idrnd u q(rcl armor drywall(BC) L 'i DATE: 3/18/2013 v eegin 3 trrpaiofte ersi braqu f edwroe memo.« . . .. SEQ.: 5471166 `wed.'a hold t al:i�oma.now: 4 Instillation I e. . Wm.pmr ,'_ ,. design load.mepPlad m any component and era ter oati°, of use. 242x0 TRANS ID: 363483 5 Corrisurrus has no corbel over and aawme snoneponreat.ter 6 Tea aY arcsun prowled B Shimorwedged a 4. 24 - ,` The da wn, C funri shipment antl Bmallation of component. 7 Resign assume. adequate drainage is rowled II II IIS 11m11mIII rTPSSU I� B�csi, mw.. of which l 00 ceo beNml.h mgwm, B lines cdma looted an Ion of placed so Mart center SIGNAL 1111111 II II VIII VIII VIII II,IIIIw 11111„1 MiTek USA, Inc /COmpuTrus Software .7B4-OP4(1L) - ,o For Isaac mrte uw.to of ihipte daayn tames we ESR 13f 1. ESR- 1988 12/V�'ll -,. , y 0 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4'BR /GDF /Cq =1.00 TC: 244 OF 018BTR LOAD DURATION INCREASE = 1.15 1- 2.( -99) 141 1- 4 =(.60) 53 2 -4 =( -156) 138 BC: 2e4 DF BIBBTR SPACED 24.0' O.C. 2 -3.( -10) 11 WEBS: 244 DF STAND LOADING TC LATERAL SUPPORT c= 12'OC. UON. LL( 25.0)v0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING YAX VERT BAK HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT o= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -30/ 215V -61/ 83H 5.50' 0.34 DF ( 625) Connector plate prefix designators: 5'- 0.0' -31/ 205V -61/ 83H 5.50' 0.33 of ( 625) C,CN,CI8,CN18 or no prefix) . CompuTrus, Inc LL = 25 POE Ground Snow (Pg) Y,Y20HS,Y16HS,1116 = YITek YT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett •5 oaf/ uplift at 74 'oc soacind.l REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. VERTICAL DEFLECTION LIMITS: LL =I /240, TL.LIIBO BAY TC PANEL LL DEFL = 0.049' 0 2'- 8.5' Allowed = 0.306' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP BAY TC PANEL TL DEFL = 0.044' 0 2'- 8.5' Allowed = 0.459' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. YAX HORIZ. LL DEFL = 0.000' 8 0'- 5.5' 4 -08-04 0-03 -12 11A0 HORIZ. TL DEFL = 0.000' @ 0'- 5.5' f T f 12 This trues does not include any time dependent 6.00 �/ deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. r 8-1.5X4 3 Design conforms to main windforce- resisting system and components and cladding criteria. a7 ca 0 0 III Wnd: 110 mph, h =15ft, TCOl =d.2,BCD1 =6.0, ASCE 7 -05, Enclosed, Cat.2, E4 p.8, YWFRS, interior zone, load duration factor =1.6 um N ea G M -2.5x4 8-1.5x4 ��p PROFkc r0 ' ca�'1NFF, Q . 9 1 11 1 ) ,A J. 4.0804 0-03-12 „ OR c'N i' 5 0o b C r4 ) - 26.'' '5 ` U2 � ) A . J0t 3 1/X1/3 EXPIRES 6130113 JOB NAME: SAGE BUILT -THE BELMONT- - D5 b be a Scale: 0.5432 �pWONN ' WARNINGS: GENERAL NOTES, Was ollesw noted 4 I� , ' O 1. Budder and semen contractor shod mend f o all N aoma 1. The demon n bawd only upon en .an.ere .lawn and s br an waded ,. Truss : D5 and Wawea. before co commences bwdw component Appabday of awn p.m stem and paper d 2 2x4 Z ' mmrawm,eb bre r meet be arwn. rebon assign assumes s Mo nampomid meow crams of oe bulldog bulldog dews, r �/ . [amen e ee top a.te m laterally braced tP/ i Z z T 3 Addaoral temporary lasso 1....1, mbdde ...V as -s ;j '. H DES. BY : LA f ma �r Addmwi °emna,ate Mane of : Il o and d 10 1 o iwwma & aloe boned daouenea dam b a u. ) re.wnaadlyo mmm., b dafwm.um wpA'b e e required dry wryucl ebeadea beeadm y any of amonor. 3 In Imp., pe r . " DATE: 3/18/2013 N ." 4 No bad er.,rs be.PPrea m are enponore until after all brecoq and , 4. Instate. el bid s ma re.wret ae d m • no m the rewedNe ermacmr. " 'iIk - SEQ.: 5471167 f..mre ere complete emu at no ma should any .de greater than 5 Deep um. Manes ere to be lammnmve emmonmera. .:11 ✓ down beds be apple& to any oanmred m are tor - dry common d� yw $ R 24243 TRANS ID: 363483 5 ConauTna less no corbel over and .se as no reamwbm7 br Me 6, n mneam.lea 66.'n6 d ".upPate.lawn Sfaw er wedge d Iebnlemn. Iamerm. shipment am issmuamn m components 7. 0emWn e w„na..depam dnbage a pre led s 0C )„ `tISTE9' 8 The demon a Omar. staled b to w0bons .et tea by 6 Rue. NO be bated on both lam of ben, and paced Sc Mar cents CS III I lilll 11111111111111111111111 TPWYCN'nBCS`mpmo wbahw °bo° � °��" e ° Ines Dana. �' °° plate ° center � S'ONAt MITek USA, Inc /CompuTrus Software 7 6 4)1L) 10 For bekaMradw &wlpn value sae ESR -1711, ESR -1938 a (MTek) / /�/ / ♦ r 'r ' • • 11II1 IIIIIII11 This design prepared from computer input by u PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0' IRC 2009 MAX MEMBER FORCES 4WR)GSF)Cq =1.00 TC: 2x4 OF B16BTR LOAD DURATION INCREASE = 1.15 1.2 =( -61) 84 2- 5.( -76) 54 3.5.( -152) 92 BC: 204 OF 1116BTR SPACED 24.0' O.C. 2-3.(-100) 162 WEBS: 254 OF STAND 3 -4.( -t0) 11 LOADING TC LATERAL SUPPORT c= 12'OC. UON. LL( 25.0).DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4. 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S0.IN. (SPECIES) OVERHANGS: 20.0' 0,0' 0'- 0.0' -82) 4675 -78/ 83H 5.50' 0.75 OF ( 625) LL = 25 PSF Ground Snow (Pp) 5'- 0.0' .23/ 201V -78/ 83H 5.50' 0.32 OF ( 625) Connector plate prefix designators: C,CN,C1B,CN1B or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I,W2OHS,W18HS,M16 = Miiek UT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. [COND. 2: Deeian checked for net( -5 osfl uplift at 24 'oc coacino,J VERTICAL DEFLECTION LIMITS: LL =L /240, TL =L /180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = .0.017' @ -I'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = .0.020' @ .1'. 8.0' Allowed = 0.222' 4-08-04 0-03.12 MAX TC PANEL LL DEFL = - 0.05B' @ 2'. 4.6' Allowed . 0.306' 1 MAX TC PANEL TL DEFL = - 0.059' @ 2'- 4.6' Allowed = 0.459' 12 MAX HORIZ. LL DEFL = 0.000' 0 0'- 5.5' 6.00 MAX HORIZ. TL DEFL = 0.000' @ 0'- 5.5' M -1.5X4 4 l This truss does not include any time dependent deformation for long term loading (creep) in the Lo total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main elndforce- resisting system and components and cladding criteria. i'I'd Wlntl: 110 mph, h =15it, TOOL= 4.2,BC DL =8.0, AS LE 7 -05, Enclosed, Cat.2, Exp.B, (MFRS, interior zone, load ducat ion factor =l.6 O r mo o- Ellill1111.11.11111.1.11111 OI O 21 MI" -ass- y M -2.5x4 M -1.5x4 �� PROFE 14,5 • \-••• F. • �? 1 l l i 6 4 -08 -04 0 -03.12 OR0•N ‘‘& qX • 0 y ' 1 -08 5 -00 y c:3 4)- 2S. . ' , lU = - 4:- 'c JOtk tfo 1 2/4/ /3 EXPIRES 6/30113 JOB NAME: SAGE BUILT THE BELMONT- DAL Scale: 0.5644 P .3011 * , WARNINGS: GENERAL NOTES. L should ,nbeotrwoe nosed ` � ml ri�f '!:�r Q ',. T. I. Builder end ere on contractor ould be advised of all General Notes I- Thor aesgn a We 01 d only upon 010 aerometers shown wn and for an m4 dnual • and Warnings before censtruchon commences building component. Applkablary of design parameters end proper 1 �' r. Truss: DAL 2.2x4 compaobn weh bracing must be inhaled where enc.. incorporator h component is the maporwbill of as budding designer. , ', . O 3 Add.. temporary bracing to inure stability dunn mwrucaom 2 Design commas nro yap end bottom chords w be laterally braced at .� / e z DES. BY: LA a the resprwbddy of the erector. Addmonml permanent bracing of Z a c and at 10 o c respectively unless braced throughout their length by 1 ^• P continuous Meath h as plywood eheaMW(TC) antller dryxall(EG) r t , DATE: 3/18/2013 me oaraewmra is. bdlly of the building designer 3 awNa W o Ice a o a or a ppr W M nal bracing required rre own.. a2+ 4. No w W Co en, ead should applied w any mmonent until seer as bracing and 4 memento of f truss rerespective wa 14y of Me respective cocmr = ' ,4 . SEQ.: 5471 170 fasteners we oomae ml arm] et A o he Nawd tiny w e ads greater than 5 o g n M a n n MAMA m IC be m m be used • non-corm. emonne. - ` i! aesgmuTA n wads to reposed to any component an tor 'My condition N use 24243 TRANS 363483 5 cor has comma, ov ..., er ...,14,4 le ..,....b.„ resb.„ br ma 8 n ,eau lee cop beeng a as supports shown Shim or wedge if , R 4243 4vy den fabre bon, har a mhNea n and mudlbhun of component 7. Desgn a adsq as drayage II wooded a b . (:3 �I51 G.�" TPNMG n BCSl, copies t to t e I co torahet forth request a a g or a s she db e a fan on W N es of Mule placed mi , en] d Mar center 11111111111 II11111111111 I U III li iii IIIU1�1�1 g DgA ldeats.Re elplaamuehA .' . • Ml7 ek USA, Inc /CompuTrus Software 784(tLfE 10 For bare conmctr pate deagn yahoo see ESR.1311, ESR -1999 Mir. 3 �ii/ n ON • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IRC 2009 YAX MEMBER FORCES 4WRIGDF /Cq =1.00 TC: 2.4 OF //18M LOAD DURATION INCREASE = 1,15 1 -2=( -61) 84 2.5 =( -BB) 65 3 -5=( -185) 129 BC: 2x4 OF w15BTR SPACED 24.0' O.C. 2 -3 -( -108) 187 WEBS: 2x4 OF STAND 3 -4 =( -1D) 11 LOADING TC LATERAL SUPPORT <_ 12'OC. UON. LL( 25.0)cOL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0' 0'- 0.0' -85/ 497V -88/ 1019 5.50' 0.80 DF ( 825) LL = 25 PSF Ground Snow (Pp) 6'- 0.0' -29/ 244V .88/ 1019 5.50' 0.39 OF ) 625) Connector plate prefix designators: - C,CN,C1B,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL N,1120HS,YIBHS,YI6 = MiTek MT series REQUIREMENTS OF I6C 2009 AND IRC 2009 NOT BEING YET. IQDND. 7: resign rho raked for net1-5 oafl uplift at 24 '00 coacin g,J VERTICAL DEFLECTION LIMITS: LL= LI240, TL =L /190 BOTTOM CHORD CHECKED FOR IIPSF LIVE LOAD. TOP MAX LL DEFL = - 0.017' @ -I'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL = - 0.020' 0 -1'- 8.0' Allowed = 0.222' 5 - - 0 - - MAX TC PANEL LL DEFL = - 0.108' @ 2'- 10.2' Allowed = 0.380' MAX TC PANEL TL DEFL = - 0.114' 0 2'- 10.2' Allowed = 0.571' 12 MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' 6.00 L M - 1.5x4 4 MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' t This truss does not include any time dependent S deformation for long term loading (creep) in the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. Design conforms to main windforce- resisting system and components and cladding criteria. Wind: 110 mph, h =15ft, TCDL= 4.2,BCOL =8.0, ASCE 7.05, to o Enclosed, Cat.2, Exp.B, YWF RS, interior zone, load duration factor =l.6 0 v .-f o . • _� M - 2.5x4 M - 1 .5x4 X9:0 PROFFS, CD GiN r,FF. /p . 14/ 1 1 ;A, l ►!�'; l 5 -08 -04 0 0 3 -1 2 F OR °NN qy m 1 1 l O vG4)'26.N9 `p 1 -08 6 -00 q G � ° A. JO 3/////3 EXPIRES 6130113 ' JOB NAME: SAGE BUILT THE BELMONT 02 a �P' 3011 4 T Scale: 0.5633 WARNINGS: GENERAL NOTES, unless otherwae noted', O 1. Builder and erecoon contractor should be adveed of an w General Notes 1, Thu demon based only upon the parameters shown and Is for an lnd.cdtal T russ: D2 and Ve nsngs before m ebuuen commences building component Applicability of design parameters am props lA t' 2. 2w compression web bracing must be installed where shown • rpomwn of component m the responsibility of to building designer � O 3 Addlheml temparay bracing to more stability aumg mmbwmn 2 Damon asaumea ore top and bottom chords m be laterally braced at - I df s. Z h DES. BY: LA a me responsibility of the e Addmoml permanent bracim throughout 2' c and at 117 e respectively unless braced throuate welt length by DATE: 3/18/2013 co o overall structure n the responsibility of coo bustling *wane, 3 r."m a Impact bndgun.fglrg nr such Bs plywdood shestirgOC) and/or dryv a l(BC) - a' In or lateral bracing requited where .hon w • • � / ■ No wad should be applied to any component tint! after all bracing and 4 Immlebon of bus u the ra.pomlbddy of the respective contractor n SEQ .: 5471 172 meaner. are complete and at m the should any w Mews ads greater den 5 Dago assumes me. ate m menvironment, l- be mod In a neormsne environment, - ,r /l i , TRANS ID: 363483 design wads be apples to dry component and are for 'dry ooldn ,. onr of e 21 5 cornea.. has no ocelot over and Bourne. no reapongeddy forma: a oeggn •••...• he bea n an suP.... eawm Smm or wedge n �p labnw n :re e recessary on, hmrd: ng, smpme and llabon of components 7 Design aUes adequate drainage is prodded < �O ��lJ 1 L. B The design is funve,ed object to the !imitators, se nmo forth by 8 Plates when be located on both lace. o, and placed so their center S/ NAL . ) 111111 111111111111111111111111111111111 P WTCA m BDSI, copes of which will be fomahea won request MlT g e coincide indicate elh pre n ln r � O ek USA, Inc /CompuTms Software 704)1L(-E 10 For peat connector pWa aewpn values see ESA -1311, ESA- 1Wm(MRam) 1 �/ (/ .' lr . p; ' II II 0IIIII This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2009 YAK MEMBER FORCES 44R /GDF /CR =1.00 TC: 2e4 DF 416BTR LOAD DURATION INCREASE = 1.15 1- 2 =1 -61) 84 2 -4 =(0) 0 BC: 214 OF B16BTR SPACED 24.0' O.C. 2- 3 =( -75) 67 TC LATERAL SUPPORT e= 12'0C. UON. LOADING BC LATERAL SUPPORT e= 12'0C. UON. LL( 25.0)ODL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT YAK HORT BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -94/ 476V -48/ OH 5.50' 0.76 OF ( 625) 1 9.2' -B7/ 31V 0/ OH 5.50' 0.05 OF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -31/ 42V -48/ OH 1.50' 0.07 DF ( 625) C,CN,CIB,CNIB (or no prefix) = CompuTrus, Inc U,Y20HS,Y18HS,Y16 = UsTek UT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING YET. ICORD. 2: Design checked for neSf -5 osfl umlif[ at 24 'oc spacing. VERTICAL DEFLECTION LIMITS: LL= 1/240, TL =L /180 BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP MAX LL DEFL = - 0.017' @ .1'. 8.0' Allowed = 0.167' 12 AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. YAK TL DEFL = - 0.020' 0 .1'- 8.0' Allowed = 0.222' 6.00 VAX TC PANEL LL DEFL = - 0.004' @ 1'. 1.6' Allowed = 0.108' YAK TC PANEL TL DEFL = - 0.004' @ 1'- 1.6' Allowed = 0.159' VAX HOAIZ. LL DEFL = 0.000' @ 0'- 5.5' MAX HORIZ. TL DEFL = - 0.000' 0 1'• 11.2' This truss does not include any time dependent deformation for long term loading (creep) in the total load deflection. The building designer i- shall verity that this parameter fits with the intended use of this component. Design conforms to main wmdforce- resisting xy system and components and cladding criteria. o Wind: 110 mph, h =15ft, TCOL =4.2,8CDL =6.0, ASCE 7 -05, o Enclosed, Cat.2, Exp.B, REPS, Interior zone, load duration factor =1.6 41t E v N M -2.5%4 , �� r.D PR0r6- 4 C' �5 [ 9 J b b bt V ; 1 -08 2 - 00 0• e•N e • (PROVIDE FULL BEARING :Jts:2,4,11 'to- ° ,y 4)-28.' `Q2. G /0 A. JO kA 3/4//3 EXPIRES 6/30113 • JOB NAME: SAGE BUILT -THE BELMONT- - D Scale: 0.7850 � P w�NN; 1 j 7 ' . WARNINGS: GENERAL NOTES,untenomewnwnoted my � o` 1- Builder and demon contractor should be sassed of an General Notes I. The deep a based only upon u,e parameters shown and re for an uwveum - Q' • 1 T r U S S ' D3 .nd len nth. ba m m a mmmlon commences bu dlnY component Applicability ofdesign Pa .nw a .. proper 'L 2 2s4 compre®,on woe bracing mum be ,waited whore mwww. incorporation of component w the resporwbldy of the budder,' designer , O 3 Addmo,.l temporary bracing m Insure maiM during conmudwn x Deleon assumes old co w p a beam chores m be late auv braced d - f - = / l 4 'i -Z DES. BY: LA mmvre. eorwbdMdfmaereaorAeedow .i pen .nemmadwgor zoc. msttGacre. pastwelyem braced m dre m m th e overall structure Is Ire reeponabn tr of tee build ughoab mr,e�th ey DATE: 3/18/2013 -. , i . mmgner, 3 2r Impact br ng or Were! rem w w w 1 •mown°•drywanc ) 1';1 t building 4 No bad anadd be applied to any component until lead m m all breeze and 4 IMalldbm of mss m rewb erne respective contractor. r. SEC) .: 5471 173 fosterers are correlate and et ,w time should any load. greater an 5 Oeaen esa,nwe m.em ee era m be be use used m m • e ,wn,m.Ne emmenmerA - / S design wads be Boated to any cemeenerA and are for 'dry common• of use te 24243 TR ANS ID: 363483 5 Compelrue has no control over end e.eumes no respolm the 6 DROP co ng n been a sn.aPPons ex., Shen...dee if mb,pcawn,homaro.,thmmae . m,m Ile component's 7. De mon:..oresademmtedramgeaproeded a o, '' �IS1E 1t 6 The design A hummed subject to em ihmtebons set forth by s Rates sun be located on both fees of mm, and placed so their center IIIIIIIIIIIuIIIII 111111 11 Hllullll TPNNTGinBCOI coeweelwhwhmobwstn hed eonngme leem, % l / � I � H ,!ONAL u u e oes c me o .soof.rte smd� M�Tek USll Inc /CompuTrus Software 784(1L }E 1G .For beat connector plate deapn values see ESR- 1311, E6R- 1888 (MTeq • • • 1111111111111 This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 2'. 4.4' [RC 2009 MAX MEMBER FORCES 4WRIGDF /Cg =1.00 TC: 2e4 DF 9116TR LOAD DURATION INCREASE = 1,15 1- 2=( -56) 72 - 2 -4=(0) 0 BC: 214 DF e188TR SPACED 24.0' O.C. 2- 3 =( -81) 60 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0).DL( 7.0) ON TOP CHORD m 32.0 PSF BEARING MAX VERT MAX HORZ ARO REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE Sl.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.8' -83/ 319V -68/ OH 5.50' 0.51 DF ( 625) 1'- 9.2' -40/ 22V 0/ OH 5.50' 0.03 DF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pp) 2'- 4.4' -50/ 50V -68/ OH 1.50' 0.08 DF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,UI8HS,U16 = lnTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING NET. IQDNQ. 2: Design checked for nett -S ms!) uplift at 24 'Ho aoac In @,I 10.00 VERTICAL DEFLECTION LIMITS: LL=L /240, TL =L /180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = - 0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. MAX TL DEFL m - 0.003' @ -I'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.003' @ 0'- 0.0' Allowed = 0.006' f -i MAX TL DEFL = - 0.004' @ 0'- 0.0' Allowed = 0.008' MAX TC PANEL LL DEFL = - 0.005' @ I'- 4.1' Allowed = 0.183' MAX TC PANEL TL DEFL = - 0.005' @ 1'- 4.9' Allowed = 0.244' III MAX H0R1Z. LL DEFL = 0.000' @ 0'- 6.2' MAX HORIZ. TL OEFL = 0.000' @ 0'- 6.2' Thzs truss does not Include any time dependent r• deformation for long term loading (creep) in the o total load deflection. The building designer 4 . shall verify that thla parameter fits with the 0 intended use of this component. CI N 0 Design conforms to main wlndforce.reszstln@ CM system and components and cladding criteria. co Wind: 110 mph, h =15ft, TCOL= 4.2,BCDL =6.0, ASCE 7.05, oa Enclosed, Cat.2, EXp.B, !MFRS, interior zone, load duration facto rml.6 cr ° 21 4I:::::I M -2.5X4 �, „ 9 - PROF�c ...` �aGIN€n& g2 • J. �,.,, 1 -11.04 - ' CROON q, 1 1 -00 / 2 -00 0 04- 6 C - q G 4 )"26." e• (PROVIDE FULL BEARING:Jts:2,4 /0 J NS . L JON 3 /lX /l3 EXPIRES 6130113 JOB NAME: SAGE BUILT -THE BELMONT- - SJ2 Scale: 0.7874 � p• ]0114V; 7 WARNINGS: GENERAL NOTES. saeoY,mrwm noted 4 el- ' xr O ' saes 1. Butler and eremon contractor mho. be amused of as General Notes 1: This design a bag only upon me p.n.s. mines and a loran imddlal Truss: • SJ2 am Wamoy o m .m commences commences . nen nacommences battles component Appllam mn ay of lie yn parame proper • 1A „ 2 244 mmpreaaon web bracing mud be entailed where shown .. palrporamon of m m • component a the rearmo on of the building designer 1 O 3 Aaal m a mpary bracing to ,mn N ubtl msNCt dy aun,g mn 2 Oman assumes the cep and balk. chords to be Mandy braced el . I it,.. 7. c am a l0 o c re .mmeely unmo trams as mxpuyN m„v.., by 10 / o mog mma me re.pawudv of. aaaor Add permanent nre brawn of 2, Impact plywood .Nearong such es pood ehead,rm(TC) and or'rywall(BC) a f ' r . s DES. BY : DATE: 3/18/2013 ma oreran abumlre ate responsibility o1 me bold. aenprer. 3 2, bOfO a a th SSW bream reared w w= h en me .. '41 • 4 No mad c be applied any cannoned sing m after all Mang a • ha ma tallabon o1 a e re.mralbm m y o1 Me reapeae mender. 'f SEQ.: 5471174 banners are ee complete ant m at should 5 Deag. w w . na MOWS membewed m aoregano.InMemrad, r ii1 EfFI' a r u m an for "dry conadlorr a use des bads be apples m am component g and amines M bee wan .upporo mown scam or wedge a q � TRANS ID: 363483 5 con... u. has mm replp,aam..matwamre.powmltymrme n hbamdm, lmellry, wpmm .m installation al ronpalente d ' % 1 f V J 7 Design eaaumea.aeaam annaae �. prwded . O RiI$TE9 set forth g T CA :n SCSI, mae.�ol T wlvm�w, l n beL a mmyw4 Won by B hna ml d with Ind m ono al lrm,.M pmcea so Mew co IIII S! II I IIIIIIIIIIOIIIII II IlIIII For basso Fp ,v G /i / ' st ..- MiTek USA, Inc fl:ampUTNS Software 764(1L} 10 sic mnremrpmte design values see ESR I]11,ESR- 1® 8(MRak) IIIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER -BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IRC 2009 MAX MEMBER FORCES 4NR /GDF /Cq =1.00 TC: 204 DF 018BTR LOAD DURATION INCREASE = 1.15 1 -2 =( -58) 72 2- 4 =( -64) 0 BC: 204 OF 018BTR SPACED 24.0' O.C. 2 -3 =( -114) 95 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12 UON. LL( 25.0)001( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRO REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- OR -89/ 357V -85/ OH 5.50' 0.57 DF ( 625) 1'- 1.3' .92/ 77V 0/ OH 1.50' 0.12 OF ( 825) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -36/ 21V -85/ OH 5.50' 0.03 OF ( 825) C,CN,CI8,CN18 (or no prefix) = Compu7rus, One M,M2065,B1BHS,H16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING VET. VERTICAL DEFLECTION LIMITS: LL.L /240, TL.L /180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = . 0.002' 0 -1'- 0.0' Allowed = 0.100' 1 AND BOTTOM CHORD LIVE LOADS ACT NON.CONCURRENTLY. MAX TL DEFL = - 0.003' @ -1'- 0.0' Allowed = 0.133' 1 1 MAO LL DEFL = - 0.003' 0 0'- 0.0' Allowed = 0.006' MAX TL DEFL = - 0.004' 0 0'- 0.0' Allowed = 0.008' VAX LL DEFL = 0.000' 0 0'- 0.0' Allowed = 0.019' 12 MAX BC PANEL LL DEFL = 0.001' 6 1'- 0.5' Allowed = 0.051' 10.00 MAX BC PANEL TL DEFL = - 0.001' B I'- 0.5' Allowed = 0.068' MAX BC PANEL TL DEFL = - 0.000' @ I'- 2.4' Allowed = 0.068' MAX HORIZ. LL DEFL = 0.000' @ 1'- 1.3' MAX HORIZ. TL °EFL = 0.000' @ 1'- 1.3' This truss does not include any time dependent deformation for long term loading (creep) in the r - total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. l , i o Design conforms to main windforce- resisting system and components and cladding criteria. 0 Wind: 110 mph, h=15ft, TCOL =4.2,BCDL =6.0, ASCE 7 -05, IPA Enclosed, Cat.2, Ea B, MFRS, c c interior zone, load duration factor =1.6 21 1 I mo 14 y M 2.5X4 f ,n$00 PROp4. C, GIN Q 1 -11 -04 � � � � - - l 1 - OR e@N, 1-00 2 -00 vG 91' 2 'PROVIDE FUII BPAR ING:Jts:P. 3.4I O_9,, 2OH 3//g/i3 EXPIRES 6130113 JOB NAME: SAGE BUILT THE BELMONT- - SJ 8c ale: 0.8768 , p►•w ,. WARNINGS: GENERAL NOTES. wives When*. noted V a . O 1 1 Budder and erecoon contractor Mould be seemed of ell Genet.: Notes I This design 4 based only upon tie parameters shown and a bran individual T i 1 t , .2 ,, Truss: prs SJ1 and ware raga before comb etIon commences . building sampan.. Applipabuw of deepn parameters am proper • , z h4 comepn web booing must be instal. , ' l. seem eMren. rporeron of component b the responsibility of be budding deaoner. l a • C Z t J Addeoral temporary bracing to maune stability during mnemGpn z Design Resumes the top as bottom trench m d later." later." braced cbraced a ,� / ", 1 � DES. BY LA . cepomlelary of the brewer Addao the .rpm a .ring of zoc.N.tlapc m„unwrsheathing �n such es pNwmd.leatnofTC)(rc) dna wele cow building r DATE: 3/18/2013 Me overall so me a the responsibility of f ma bdding designer. 3 In Impact bridging or lateral bracing ate oed where . 44.5 e a o • I '�; 4 No load should be speed to component any compo until after an Dretlry and 4 Installation of h ro mm apo,m e m y of ono speve contractor i T- SEQ .: 5471175 fasteners are sorrel. and co Mould any each greeter than 5 Design assumes es M a mes a. are b lm be used a non-cprwe environment, d 1 S nit are for 'dry sonde." of MO. se load.loo nosed ID ov component 9 D99199 appas"beams at au epenrb Mown seen or wedge d 24243 TRANS ID: 363483 5 cabunco nil no control over stsabates.rap Me Ia.:0o harelim.evement ardkatalawn of components 7. Design assumes sequel. drsnmge a prodded � s /0 - ,C1..... 1$11 II �I 6 h d n 9 te subject to de I m O ob by uea 6 mi wm�e won t on mom of Mm, and pla®d so their tetra CS II I.IIIIIIII IIIIIII VIII �I�I a F ba s i cpateweg tedow Me 9J/4// 4' _ ONAL f _ MITek USA, Inc /Compu7rus Software 784(1L}E 10 For belt connector Plata deepn vahpssee ESR -1311, ESR- 1038 • •