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CC.° 1=1- Butler 16110 SE Goosehollow Drive Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 (503)658-0204 fax STRUCTURAL CALCULATIONS Timberline A Mod Plan Ash Creek Lot 12 Tigard, Oregon /:11 Sage Built Homes, LLC Job Number 156-0911-10 ) °° £> ' c 72'1V,'°(t S � ,uCTt1Rqz \`'��EQ PROFFSsi G1N�� I 4,14: 5 Ara OREGON 9 14, 2�0 (. EXPIRES 12-31-2019 January 4, 2018 Contents: Project Overview 1 Configuration 2 Roof Framing 3 2nd Floor Framing 4 Main Floor Framing 5 Footings 6 Lateral Loading 10 Shear Walls 15 Shear Wall Beams 18 NOTE: These calculations are for the Timberline Mod Plan A with a 2-car garage on the right side to be built on Lot 12 in the Ash Creek development in Tigard, Oregon. Job No. 156-0911-10 January 4, 2018 Ash Creek Lot 12 Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for a new single family residence identified as the Timberline Mod Plan, A Elevation with a 2-car garage on the right side to be built on Lot 12 in the Ash Creek development located off SW 95th Avenue in Tigard, Oregon. The structure was designed in accordance with the 2014 Oregon Structural Specialty Code. Loading: Roof 17 psf DL + 25 psf Snow Floor framing 12 psf DL + 40 psf LL Porch & Patio Roof 12 psf DL + 25 psf Snow Exterior walls 12 psf Interior partitions 8 psf Allowable Soil Bearing 1,500 psf(assumed) Seismic: Base Shear: E = F SDS/R W Eq 12.14-11, ASCE 7-10 simplified design procedure Site Class D Seismic Design Category D F = 1.1 —2-story Buildings Ss = 0.976 . Per USGS Seismic Hazard map for Si = 0.424 Lat. 45.441°, Long 122.775° SDs = 2/3 FaSs = 2/3 x 0.976 x 1.110 = 0.722 R = 6.5 Light wood-framed walls W = Structure Weight E = (1.1)(0.722)(1.0)/6.5 W = 0.122 W Wind: Use simplified method per ASCE 7-10 Section 27.5 120 mph 3 second gust, Exposure B Load Combinations: D+L +(0.6W or 0.7 E) 0.6 D+(0.6W or 0.7E) Sheet 2 Butler Job No.156-0911-10 Project Timberline Mod A Plan Date 1/02/18 Consulting, Inc. Client Sage Built Homes, LLC Subject Configuration By MEB Rev Description By Date 4 p i i i i . 1 �� BM2 !II�� �I !'��I -_,® I 1 1 1 1 jc,j14-11 EMIR rifilit 1:=11 IMO a-- ` _----I------- ' r- _ -� 3 1 ail Li 1-1-iiiiii i-1 Hi-L11 il ,,j A I 1 !N1111 i i hi , . -—-- , • • 1 _ HIR' :Fig -_1249.- Ym D�---- y BM7 ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F12 F4r7- 1-1 ®F11 -� F3 - - 1 - F5 1• -k' F 3 �:-- I ��-1 --e—---e---—E,.)-- - -C-,1---�F1O- - - F2 F2I --e----e----e - I B -e— F1�---i':- I iI _ L IIlir F9 1 L- F17 EN Filk -ft •r �, .....' 111 F1 _ ei 19_ F8 F6 ! ■c%<?:i�ri: IIf!.IIII.= IIII_11IIII -- ————J — f 1 nunnnmuuunm ... F77 p F:1 .111-21u I 0" 1=�I L -J r. III' II.r��_H L———J F4 F21 F22 FOUNDATION PLAN FRONT ELEVATION Sheet 3 Butler Job No. 156-0911-10 Project Timberline Mod A Plan Date 12/30/17 Consultin , Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Use premanufactured roof trusses Girder Truss Reaction: Span 18.83 ft Roof Trib 10.56 ft Reaction 4,176 lb Simple Span Beams w 111111111 1 • R Span R Beam Typ Hdr HDR1 HDR2 RB1 Span 6.50 ft 5.50 ft 6.50 ft 9.58 ft Roof Trib 2.00 ft 20.25 ft 20.25 ft 10.59 ft Wall Trib 4.00 ft 2.00 ft 2.00 ft 2.00 ft Unit Load 132 plf 875 plf 875 plf 469 plf Trial Section 4x8 DF#2 4x10 DF#2 4x12 DF#2 4x12 DF#2 = 20.6 psi OK 80.2 psi OK 82.6 psi OK 71.8 psi OK fb = 273 psi OK 795 psi OK 751 psi OK 874 psi OK Ox = 0.030 in OK 0.049 =U1,421 0.053 =U1,418 0.134 =U858 Use 4x8 DF#2 Use 4x10 DF#2 Use 4x12 DF#2 Use 4x12 DF#2 RB2 P w� = (17+25) x 9'-11" + 12 x 2'-4" = 444 plf w� L w2 = (17+25) x 2'-0" + 12 x 2'-4" = 112 plf IIIIIIIiiumumuu unuuummuuuu P = 4,176 lb GT-1 4'-6" Section 31/2x 101/2 Glulam 3,466 lb 1,705 lb UMaX = 3,465 lb f„ = 141.4 psi OK MMax = 4,640 ft-lb fb = 807 psi OK 4x = 0.028 in OK Sheet 4 Butler Job No. 156-0911-10 Project Timberline Mod A Plan Date 12/30/17 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Joist J1w= 12 DL +40 LL ppsf VMO= 629 lb < 1,420 lb VAI! OK IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII A ♦ MMax= 2,379 ft-Ib < 2,910 MAII OK 15'-11/2" max 629 lb 29 lb ALL = 0.298 = L/609OK Use 117/8"RFPI-20 @ 19.2" O/C Joist J2 w= 12 DL +40 LL ppsf VMax= 574 lb < 1,420 lb VAI! OK IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIJIIIIIIII ♦ MMax ft-lb= 2,395 - < 4,315 2 16-71/ max 574 lb574 lb ALL = 0.362 = L/550 OK Use I1 /8 RFPI-400 @ 16" O/C P Joist J3 w= 12 DL +44 LL psf P = (17+25) x 10'-5" x 1'-4" = 722 lb IIIIIJU1Jllllllllillllllllllllllllllll V = 1,411 lb < 1,420 lb V OK 16-91/4" I 17-23/4" } Max— Au 393 lb 2,175 lb 500 lb MMax= 3,111 ft-lb < 4,315 MAII OK ALL = 0.165 = L/1,248 OK Use 117/8"RFPI-400 @ 16" O/C Joist J4 P P = (17+25) x 10'-5" x 1'-4" = 722 lb w= 12 3L+40 LL .sf VMax= 1316 lb < 1,420 lb VAII OK uuuuuuuuuuuuuuuuuuml MMax= 2,565 ft-lb < 2,910 MAII OK 6-61/2" 17_23/4 202 lb 1,767 lb 595 lb ALL = 0.384 = L/538 OK Use 117/8"RFPI-400 @ 16" O/C Simple Span Beams .IIIIIII1111111IIII1111111IIIIIIIIIII11111111. R Span Beam HDR3 RB3 Stair Landing Hdr Span 5.50 ft 10.00 7.63 ft Roof Trib 22.25 ft 3.13 - ft Floor Trib 7.50 ft - 4.65 ft Wall Trib 10.00 ft - - ft Unit Load 1,445 plf 131 plf 242 plf Trial Section 31/2x101/2 Glulam 4x8 DF#2 4x12 DF#2 fv = 162.1 psi OK 34.1 psi OK 35.1 psi OK fb = 1,019 psi OK 642 psi OK 286 psi OK Ax = 0.049 =U1,347 0.166 =L1723 0.028 in OK Use 31/2x101/9 GLB Use 4x8 DF#2 Use 4x12 DF#2 Sheet 5 Butler Job No. 156-0911-10 Project Timberline Mod A Plan Date 12/30/17 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) P w2 L2 wi L1 111111111111MM! Span R1 R2 Beam BM2 BM3 BM4 BM5 BM6 Span 9.58 ft 10.00 ft 7.08 ft 12.38 ft 17.46 ft L1 = 2.75 ft 4.81 ft 3.54 ft 5.21 ft 2.15 ft L2 = 6.83 ft 5.19 ft 3.54 ft 7.17 ft 15.31 ft Roof Trib 1 10.59 ft 11.04 ft - ft - ft - ft Floor Trib 1 7.48 ft 7.48 ft 6.25 ft 8.31 ft 1.33 ft Wall Trib 1 10.33 ft 9.00 ft 3.00 ft 8.00 ft - ft Roof Trib 2 - ft 22.25 ft - ft - ft - ft Floor Trib 2 7.48 ft 7.48 ft 3.75 ft 9.18 ft 1.33 ft Wall Trib 2 6.00 ft 9.00 ft - ft - ft - ft w1 = 958 plf 961 plf 349 plf 496 plf 69 plf w2 = 461 plf 1,431 plf 195 plf 477 plf 69 plf P = 2,245 lb RB1 - lb - lb 827 lb BM4 4,176 Ib GT1 R1 = 4,980 lb 5,437 lb 1,100 lb 3,510 lb 4,266 lb R2 = 3,049 lb 6,613 lb 827 lb 3,322 lb 1,117 lb MMax= 10,084 ft-lb 15,274 ft-lb 1,733 ft-lb 11,561 ft-lb 9,019 ft-lb wag = 878 plf 1,222 plf 276 plf 604 plf 237 plf Trial Section 31/2 x 12 Glulam 31/2x 117/8 LVL 13/4x 117/8 LSL E1.5 31/2x 117/8 LVL 31/2x 117/8 LVL f„ = 177.9 psi OK 238.7 psi OK 79.4 psi OK 126.7 psi OK 154.0 psi OK fb = 1,441 psi OK 2,228 psi OK 505 psi OK 1,687 psi OK 1,316 psi OK Ox = 0.184 =L/625 0.282 =L/426 0.043 =L/1,977 0.327 =L/454 0.507 =L/457 Use 31/2x 12 GLB Use 31/2x 117/8 LVL Use 13/4x 117/8 LSL Use 31/2 x 117/8 LVL Use 31/2 x 117/8 LVL BM7 Front Rim P w = (17+25) x 2' + (12+40) x 0.67' + 12 psf x 10' = 239 plf w P = 440 Ib Rim 1111111111111111111111111111111111111111111 7 Section 13/4x 11 / LSL E1.5 I-91/4" 6'-53/4" = 8 VMax = 1,520 lb 596 lb 1,816 lb f„ = 109.7 psi OK MMax = 1,153 ft-lb fb = 336 psi OK Acant = 0.062 -2L/703 OK Use 13/4x 117/8 LSL E1.5 Sheet 6 Butler Job No. 156-0911-10 Project Timberline Mod A Plan Date 12/30/17 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont) Beam BM8 BM9 BM10 BM1 BM11 Span 15.50 ft 16.27 ft 4.96 ft 4.65 ft 16.15 ft L1 = 1.21 ft 1.46 ft 3.73 ft 3.73 ft 3.73 ft L2 = 14.29 ft 14.81 ft 1.73 ft 0.93 ft 12.43 ft X P2 - - 5.46 ft - ft - ft Roof Trib 1 - ft - ft - ft - ft - ft Floor Trib 1 1.33 ft 1.33 ft 8.31 ft 8.64 ft - ft Wall Trib 1 2.00 ft - ft 8.00 ft 9.28 ft - ft Roof Trib 2 - ft 21.00 ft - ft - ft 2.50 ft Floor Trib 2 1.33 ft 0.67 ft 9.18 ft - ft - ft Wall Trib 2 2.00 ft 9.00 - ft - ft - ft w1 = 93 plf 69 plf 496 plf 524 plf - plf w2 = 93 plf 989 plf 477 plf - plf 93 plf P1 = 440 lb 660 lb 7,364 lb BM9 8,043 lb BM9 440 lb Rim P2 = - - 1,816 Ib BM7 - lb - lb R1 = 1,128 lb 7,364 lb 3,683 lb 2,769 lb 780 lb R2 = 756 lb 8,043 lb 8,172 lb 7,227 lb 809 lb MMax= 3,070 ft-lb 32,712 ft-lb 10,286 ft-lb 6,685 ft-lb 3,537 ft-lb web = 102 plf 989 plf 3,347 plf 2,469 plf 108 plf Trial Section 4x12 DF#2 63/4x 15 Glulam 51/2 x 101/2 Glulam 51/2 x 101/2 Glulam 4x10 DF#2 f„ = 43.0 psi OK 119.2 psi OK 165.1 psi OK 187.7 psi OK 37.5 psi OK fb = 499 psi OK 1,551 psi OK 1,221 psi OK 794 psi OK 850 psi OK Ax = 0.178 =U1,045 0.456 =L/428 0.048 =L/454 0.027 =L/454 0.450 =L/431 Use 4x12 DF#2 Use 63/4 x 15 GLB Use 51/2 x 101/2 GLB Use 51/2 x 101/2 GLB Use 4x10 DF#2 Main Floor Framing Typ 2-span Joist Single span Joist Span 8.25 ft max 10.00 ft max W uuu,iiuiiiliuuiiiun Trial Beam Size 4x8 DF#2 4x8 DF#2 A Span Span Floor Trib Width 2.67 ft 2.67 ft Uniform Load 139 plf 139 plf VMax = 5/8 WL 716 lb 694 lb f„ = 3 V/2 A 37.4 psi OK 36.1 psi OK MMax = wL2/8 1,181 ft-lb 1,736 ft-lb fb = M /Sx 462.3 psi OK 679.3 psi OK Amax = 0.081 =L/1,222 OK 0.176 4/682 OK Use 4x8 DF#2 @ 32"0/C Use 4x8 DF#2 @ 32"0/C . ButlerSheet 7 Job No. 156-0911-10 Projectllrnb�rioo �0od /� �\au Date 12/30/17 U «~wmxm/// � Inc.umClient Sage |�uidl{no�eo Subject 2nd Floor Framing By N�}�|� Main Floor Framing ( Cont') ByN12 w = /12+4O\ x8.8' + 8psfx17' = 639 plf P P = 922 lb Stair Landing Hdr xv ° Section 4x8 DF#2 * 4''3^ � Vmox = 2,157 lb f = 93.4 psi OK 1,481 lb 2,157|b ' K8mux = 1,716 ft-|b f^ = 672 psi OK Ax = 0.031 in OK Use 4x8 DF#2 F000tings Allowable Soil Bearing = 1.500 psf(assumed) Footing Component! Trib 1 Unit Ld I Total ARec'n Ftg Dimension Reinforcing | (ft) | (psf) | (|b) | | � Fl Roof 10.00 42 I 420 Floors 14.00 52 I 728 Wall 18.00 12 216 Total 1,364 0.91 Go 15" Cont. (2) #4 Cont. -- � | F2 Roof 2.00 42 | 84 Floors 4.93 52 256 Wall 1��OO � 12 216 --- Total 556 0.37 8 � 15" Cont. (2)#4 Cont. � F3 Roof 10.65 42 447 " ' Wall 18.00 12 216 Total /21#4Cont. Wall 10.00 12 120 1 Total (2) . F5 Roof 22.25 42 �� 935 Floors 8.83 52 459 Wall 1800 12 216 Total 1.81D 1.07 Bx15^ CmnL CQ #4Con� � - F6 J2 0.75452 18.00 216 |--- ---' 1 Total � | 216 � 0.14 | 8x15" Cont. (2) #4 Cont. Butler Job No. 156-0911-10 Project Timberline Mod A Plan Sheet 8 Date 12/31/18 Consulting, Inc. Client Sage Built Homes Subject Footings By MEB F000tings (Cont.) Footing IComponent Trib Unit Ld Total : AReci'd Ftg Dimension Reinforcing (ft) (psf) (Ib) F7 Floor ' 2.00 52 104 Wall 9.00 1 12 108 Total 212 0.14 ! 8x 15" Cont. (2) #4 Cont. F8 Joist J3 0.75 2,038 1,529 1st Floor 4.04 52 210 Wall 9.00 12 108 Total . 1,847 1.23 1 8 x 15" Cont. 1 (2) #4 Cont. F9 Floors 8.83 52 459 ' Wall 12.00 12 144 Total 603 0.40 1 8 x 12" Cont. ' (2) #4 Cont. F10 1 Joist 10.31 139 1,432 0.95 18"4x 12" ! None 1- F11 ; RB2 1.00 - - 1 - 18" (I)x 12" 1 None -t F12 ! BM2 4,980 1 F3 2.33 ' 1,122 2,615 1 . Total 7,595 1 5.06 2'-4" x 2'-4"x 8" ; (3) #4 ea way F13 BM2 3,049 BM3 5,437 F3 3.00 1,122 3,367 F4 1.50 464 696 , r + i Total1 12,550 8.37 2'-4" x 4'-0" x 12" (3) #4 ea way 1 1- F14 ' BM3 6,613 Joist 10.31 1 139 1,432 F4 1.50 464 696 F5 1.50 t 1,610 2,414 - - 4--: Total 11,155 7.44 3'-0" x 3'-0" x 12" (3) #4 ea way - F15 ' BM6 4,266 ' BM12 1 2,157 Joist 2.00 139 278 1-- - Total 6,701 4.47 1 21-4" x 2'-4"x 8" (3) #4 ea way F16 BM6 1,117 F8 1 1.50 1 1,847 2,770 F9 1.50 603 905 , - r Total 71 4,792 3.19 15"x 8"x 3-0"Strip ftg. (2)#4 Cont. --; - F17 RB2 3,466 1 1 F2 4.00 556 . 2,225 -1 Total 1 : 5,691 3.79 15"x 8"x 4'-0"Strip ftg (2) #4 Cont. - F18 1 Str Hdr 3.81 t 242 922 0.61 18"(I)x 8" None F19 BM4 1,100 Joist 1 10.10 139 : 1,404 Total 1 ! 2,504 1.67 24" 4,x 8" deep , None Sheet 9 Butler Job No. 156-0911-10 Project Timberline Mod A Plan Date 12/31/18 Consultin , Inc. Client Sage Built Homes Subject Footings By MEB F000tings (Cont) Footing 'Component Trib ; Unit Ld Total AReo Ftg Dimension Reinforcing (ft) , (psf) (Ib) F20 1 BM8 1 1,128 BM10 3,683 F7 1.50 212 318 F8 1.25 1 1,847 2,308 ---, ,' -" -! (3) #4 ea way _ 7,437 4.96 2-4 x 2-4 x 8 Total BM 10 -�--- �--- F21 8,172 BM11 780 Total 8,953 1 5.97 2'-6" x 2'-6" x 12" (3) #4 ea way +- F22 i BM1 7,227 BM11 809 Total 8,036 1 5.36 2'-6"x 2'-6"x 12" (3)#4 ea way Sheet 10 Butler Job No 156-0911-10 Project Timberline Mod A Plan Date 1/1/18 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB LATERAL LOADING SEISMIC LOADING: Use Simplified lateral Force Analysis Procedure from ASCE7-10, 12.14.8 Ss = 0.976 per USGS Seismic Hazard Map for S1 = 0.424 Lat. 45.441°, Long 122.775° Fa = 1.110 Site Class D, Table 11.4-1 F„ = 1.575 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.083 SM1 = F„S1 = 0.668 SDS =2/3 SMS = 0.722 Seismic Design Category "D" SD1 = 2/3 SM1 = 0.445 Seismic Design Category "D" E = F SDs/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 x0.722/6.5W = 0.122 W Vseis = 0.122 W x 0.7 = 0.0855 W(Allowable Stress Design) Component Length Width Unit wt Wt Story (ft) (ft) (psf) (kips) Shear Roof Roof 41.38 ! 35.00 17.00 ' 24.6 Ext. Walls 148.00 4.00 12.00 7.1 Partitions 166.58 4.00 8.00 5.3 Subtotal 33.00 j 37.1 3,169 2nd Floor Floor 39.33 34.00 12.00 16.0 ISI Roof 'I 11.00 5.00 17.00 I� 0.9 Patio Roof 10.50 5.00 12.00 0.6 Front Roof 16.00 1 2.50 12.00 0.5 Ext. Walls' 152.24 8.50 12.00 15.5 ,Partitions I 122.51 8.50 8.00 8.3 Subtotal ; 42.0 3,588 1st Floor Ext. Walls 156.00 I 4.50 12.00 I 8.4 Partitions ' 83.33 4.50 I 8.00 I 3.0 Subtotal I I 11.4 977 Total 90.4 7,734 Sheet 11 Butler Job No 156-0911-10 Project Timberline Mod A Plan Date 1/1/18 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading Use simplified wind load method per 27.5 ASCE 7-10 Building Geometry Side-to-side Front-to-Back L 44.00 ft 34.00 ft B 34.00 ft 44.00 ft L/B 1.294 0.773 Mean Roof Height 21.79 ft 21.79 ft Topographic Fatcor 1.00 1.00 Conversion to ASD 0.60 0.60 Wall pressures interpolated from Table 27.6-1 Side-to-side Front-to-Back Ph 21.79 ft 20.49 psf 21.33 psf 2nd Floor 18.14 ft 20.38 psf 21.22 psf 1st Floor 10.05 ft 20.14 psf 20.98 psf Po 0 ft 19.84 psf 20.68 psf Roof pressures interpolated from Table 27.6-2 Mean Roof Ht 21.79 ft Pitch 4 in 12 Angle 18.43 degrees Adjustment Factor for Exp B 0.701 p Zone 1 Exposure C 8.53 p Zone 1 Adjusted p for Exp B 5.97 p Zone 2 Exposure C 8.73 p Zone 2 Adjusted p for Exp B 6.11 Sheet 12 Butler Job No 156-0911-10 Project Timberline Mod A Plan Date 1/1/18 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side (E-W) Direction 2nd Floor 4in12 p X Wall Zone/1 Zone 2 ASD w� = - 4.41 - - 53.9 w2 = 18.50 10.57 - - 129.3 w3 = 19.25 10.82 0.79 - 133.2 wa = 40.00 10.82 21.22 - 156.4 w5 = 40.00 0.75 21.22 33.2 yy wa z W3 W1 1W5 40-5" 1 2,059 lb 2,772 lb 1st Floor 8 in 12 p X Wall Zone1 Zone 2 ASD w, = - 5.15 62.18 w2 = 4.00 6.48 78.29 w3 = 4.00 9.64 116.43 1 I w3 w 2 t4w'-0" 15'-11/2,. 24'-101/2„ 135 lb 3,085 lb 2,329 lb 4,220 lb 881 lb 1,448 lb 881 lb 1,448 lb • Sheet 13 Butler Job No 156-0911-10 Project Timberline Mod A Plan Date 1/1/18 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front-to-Back (N-S) Direction 2nd Floor 4in12 p X Wall Zone1 Zone 2 ASD w1 = 0.50 0.75 21.35 21.35 58.5 w2 = - 4.41 20.29 21.35 103.8 w3 = 19.00 10.74 - 21.35 161.5 Wa = 34.00 4.41 21.35 21.35 105.0 W3 WW2 ( W 34'-0" 4-71 2,155 Ib 2,012 Ib 1st Floor 4in12 p X Wall Zone1 Zone1 ASD w� = - 9.64 - 121.29 w2 = 13.00 9.64 - 5.27 127.40 w3 = 19.00 9.64 2.64 5.27 130.38 W� W2 W3 34'-0" al‘ 4,253 lb 4,198 lb 2,111 lb 2,185 lb Butler Job No 156-0911-10 Project Timberline Mod A Plan Sheet Date 14 1/1/18 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 VWe„ 1 E Length Unit Load i Wall Type Load Trib Area Load 1 1 (lb) (sq ft) ' (lb) (lb) (ft) (plf) 2nd Floor I Wall 1 2,142 730.8 1,599 2,142 } 18.84 113.7 AO Wall 2,012 717.4 1,570 2,012 33.50 60.1 AO Total N-S j 1,448.3 3,169 ' C Wall B 2,059 1 734.9 1,608 ! 2,059 1 14.00 147.1 A Wall D 2,772 713A 1,561 2,772 6.96 398.6 1 B Total E-W 4,831 ,, 1,448.3 3,169 1st Floor Wall 1 4,253 1 714.0 3,339 4,253 26.25 162.0 AO Wall 2 4,198 ' 758.5 3,418 , 4,198 27.17 154.5 A Total N-S ; , 1,472.5 3,588 Wall A 135 60.6 148 148 5.00 29.5 '' A Wall B 1 3,085 293.5 2,323 3,085 ! 5.00 617.1 B Wall C 2,329 680.0 1,657 : 2,329 1 16.71 139.4 I AO Wall D 4,220 438.4 2,629 1 4,220 1 5.00 844.0 CC Total E-W 5,414 1,472.5 3,588 I Diaphragms Typical Roof Diaphragm: 7/16 APA-rated sheathing w/ 8d nails @ 6" 0/C panel edges, 12"field edge blocking not required 170 plf capacity perpendicular framing 230 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 i Depth Unit Shear;Framing Diaphragm (Ib) i (ft) (plfl I 1 Front-to-back (North-South) Roof 2,1427 40.00 53.6 Perp ITypical Roof 2nd Floo 2,185 40.00 , 54.6 Perp. Typical Floor Side-to-side (East-West) Roof 2,772 1 19.00 ! 145.9 ,Parallel Typical Roof 2nd Floor 1,448 19.00 1 76.2 Parallel Typical Floor Butler Sheet 15 Job No. 156-0911-10 Project Timberline Mod A Plan Date 1/2/18 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 = wDL L12/2 Net Uplift Pup = (M0T-0.6 MRes)/(Li-3") H = Height of wall panel L; = Length of wall panel wDL = Dead load tributary to wall Shear Wall Plate Attachment: Fastener Capacity CD= 1.33 CD= 1.60 54" Anchor Bolt 790 1,053 1,264 5/8„ 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 -y (plf) Anchor Bolts Nailing A0 / " Plywood, 1-side 8d @ 6" 120 Seis s e, @16d @ 6" 7's 8d @ 12 / 6'-0" edge blocking not req'd ;168 i Wind', is" Plywood, @ 8d12 s/8" @ 4,-0" 16d @ 6" A / 1-side, 8d 6" @ 240 Seis 316Windl �s yw 8d 4" 8d 12" 350 Seis I s16d @ 4"+ B 7/16" Plywood, 1-side @ @ /8 67), 3-0" '421 Wind, A34 @ 24" } C '/,8' Plywd, 1-Side ! 8c1@ 3" !8d @ 12"! 450 Seis s/8 0 @ 2'-0" 16d @ 3"+ 3x edge framing 630 Wind! A34 @ 16" CC :7/16" Plywd, 2 Sides 8d @ 3 8d @ 12"i 900 Seis 5/8'4) @ 1'-4" 16d @ 3" + 3x edge framing j 1,248 Wind' 3x sill plate A34 @ 12" Adjust seismic capacity by 2L/H for H/L < 3.5 IBC 2305.3.3 , . Butler Job No. 1 56-091 1-10 Client Sage Built Homes Project Timberline Mod A Plan Sheet 16 Date 1/1/18 Consulting, Inc. Subject Shear Walls By MEB Shear Wall Worksheet Roof DL 17 psf Wall DL 12 psf Floor DL 12 psf Holddowns: Simpson straps and anchors 2nd Floor Shear Walls 1st Floor __A (-- Parameter Wall 1 Wall 2 Wall B Wall DI 1 F-- ----- Vw,nd (lb) 2,142 2,012 2,059 2,772 4,253 Vse,s(Ib) 1,599 1,570 1,608 1,561 3,339 Wall Length L,(ft) 12.67 6.17 16.42 17.08 14.00 3.33 3.63 26.25 8.42 V, (Ib) 1,441 702 986 1,026 2,059 1,327 1,445 3,220 1,033 Unit Shear vi-wind(Plf 113.7 ! 113.7 60.1 60.1 147.1 398.6 398.6 122.7 122.7 Unit Shear vi-seis(Plf) 84.91 84.9 46.9 46.9 114.9 224.5 224.5 96.3 96.3 Wall Type AO , AO AO AO A B B AO AO -1- Wall Height Height H (ft) 8.00 8.00 8.00 ! 8.00 8.00 8.00 ! 8.00 9.00 9.00 _ Adusted van-seis 120.0 120.0 120.0 i 120.0 240.0 291.4 ! 317.2 120.0 120.0 Mor (ft-lb) 11,524 5,612 7,891 8,208 16,472 10'618 !- 11,558 40,508 14,909 -i- Roof Trib Width (ft) 10.00 1.50 2.00 2.00 21.25 2.00 ! 2.00 10.00 1.50 Floor Trib VVidth (ft) - - - - - 8.25 0.80 Wall Trib Height(ft) 8.00 8.00 8.00 8.00 8.00 9.00 ! 9.00 18.00 18.00 -I MRes (ft-lb) 21,350 2,313 17,525 18,962 44,811 787 1 933 167,098 8,901 Pup (lb) - 714 - - - 3,2941 3,259 - 1,171 Simpson Holddown Not Req'd CS16 Not Req'd Not Req'd Not Req'd See Sheet 16 Not Req'di HDU2 1st Floor Shear Walls Parameter Wall 2 I Wall A Wall B Wall C I Wall D Vw,nd (lb) 4,198 135 3,085 2,329 4,220 Vse,s(Ib) 3,418 148 2,323 1,657 2,629 Wall Length L,(ft) 27.17 2.50 1 2.50 2.50 ! 2.50 16.71 2.50 2.50 V (lb) 4,198 74 74 1,543 1,543 2,329 2,110 2,110 Unit Shear vi-wind(Plf, 154.5 27.0 27.0 617.1 1 617.1 139.4 844.0 844.0 Unit Shear vi-seis(loft) 125.8 29.5 29.5 464.7 464.7 99.2 525.9 ' 525.9 Wall Type A AO AO D D AO CC ! CC Wall Height(ft) 9.00 7.00 1 7.00 5.00 5.00 9.00 7.08 t1 7.08 Adusted vall-seis 240.0 85.7 ! 85.7 585.0 r 585.0 120.0 635.6 635.6 Mo-r (ft-lb) 45,672 517 : 517 7,713 7,713 20,958 14,939 14,939 .... Roof Trib VVidth (ft) 1.50 3.00 3.00 24.26 24.25 - 2.00 2.00 Floor Trib Width (ft) 8.58 - ! - 8.31 8.31 8.15 0.67 ! 0.67 Wall Trib Height(ft) 18.00 9.00 , 9.00 18.00 18.00 9.00 18.00 18.00 ,- MRes (ft-lb) 127,142 497 497 2,275 2,275 28,732 806 ' 806 PHD (lb) - 97 97 2,821 ! 2,822 226 6,425 ' 6,425 Simpson Holddown Not Req'd See Sheet 16 See Sheet 16 HDU2 See Sheet 16 Butler Sheet 17 Job No. 156-0911-10 Project Timberline Mod A Plan Date 1/1/18 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Strapping By MEB Shear Wall Strapping V w imunuummnumimnuummuwi z L1 L2 z Ti i T2 T3 2 V3� R L R Wall Wall D 2nd Floor Wall A 1st Floor Wall B 1st Floor Wall D 1st Floor Vwnd = 2,772 lb 135 lb 3,085 lb 4,220 lb Vseis = 1,561 lb 148 lb 2,323 lb 2,629 lb H = 8.00 ft 9.08 ft 9.08 ft 9.00 ft Hi = 6.00 ft 6.08 ft 2.50 ft 7.08 ft H2 = 2.00 ft 2.00 ft 2.50 ft 2.00 ft L = 12.96 ft 12.96 ft 10.00 ft 10.00 ft Li = 3.33 ft 2.50 ft 2.50 ft 2.50 ft L2 = 3.63 ft 2.50 ft 2.50 ft 2.50 ft V1 = VMax/ Li = 1,327 lb 68 lb 1,543 lb 2,110 lb V2 = VMax/ L2 = 1,445 lb 68 lb 1,543 lb 2,110 lb VWind = Vwnd /EL, 399 plf 27 plf 617 plf 844 plf Vseis = Vseis/EL, 224 plf 30 plf 465 plf 526 plf Wall Type B AO D CC Allow Seis shear 350.0 plf B OK 98.7 plf AO OK 585.0 plf AO OK 635.6 plf Wall Type CC OK R = VMaxH/L = 1,711 lb 95 lb 2,802 lb 3,798 lb Ti = V1H1/L1 = 2,391 lb 164 lb 1,543 lb 5,976 lb T2 = V2H1/L2 = 2,391 lb 164 lb 1,543 lb 5,976 lb V3 = R-Ti = 680 lb 70 lb 1,259 lb 2,178 lb v3 = V3/ H2 = 340 plf B OK 35 plf AO OK 504 plf AO OK 1,089 plf Walll Type CC OK T3 = V3Li1H2 = 1,133 lb 87 lb 1,259 lb 2,722 lb Horiz. Strap CS16 Strap CS16 Strap CS16 Strap CS16 Strap ea side Overturning Resistance MoT = V H 22,176 ft-lb 1,227 ft-lb 28,015 ft-lb 37,981 ft-lb OT from above - - - 22,176 ft-lb Roof Trib Width 2.00 ft 3.00 ft 21.25 ft 2.00 ft Floor Trib Width - ft - ft 7.48 ft 0.67 ft Wall Trib Ht 8.00 ft 9.00 ft 18.00 ft 18.00 ft MRes -WDL Lie/2 = 10,918 ft-lb 13,353 ft-lb 33,351 ft-lb 12,902 ft-lb Uplift 1,206 lb - lb 801 lb 5,242 lb Holdown CS16 Not Req'd HDU2 HDU8 V Butler Sheet 18 Job No. 156-0911-10 Project Timberline Mod A Plan Date 1/2/18 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams HDR3 w1 = 588 DL + 857 LL = 1,445 plf P + PLat w2 = 198 DL + 300 LL = 498 plf w' P = 902 + 1,505 LL = 2,507 Ib HDR1 111111111111111111111111111111111111111111111 PLat = 1,177 lb Wall B 5'-6" Section 31/2x101/2 Glulam 5,2 4 lb 2,846 lb VMax = 5,274 lb f„ = 215.3 psi OK MMax = 7,130 ft-lb Uplift: 0.6D +/-W fb = 1,330 psi OK P- Peat No Net Uplift w' Use 31/2x101/2 Glulam 1111111111111111111111111111w11111111111111111 5'-6" 249 lb 188 1b BM7 Front Rim (17+25) x 2' + (12+40) x 0.67' + 12 psf x 10' = 239 plf Plat p w = 162 DL + 77 LL = 239 plf w P = 212 + 188 LL = 400 lb Rim 1111111111111111111111111111111111111 PLat = 1,711 lb Wall D 6'-53/4" 1 -91/4" Section 13/4 x 117/8 LSL E1.5 1,669 lb 2,453 lb VMax = 1,669 lb -477 lb 1,177 lb f„ = 120.5 psi OK MMax = 3,336 ft-lb fb = 973 psi OK Plat P Uplift 816 lb right end w 111111111111111111111111111111111111 Use CSW16 strap 6'-53/4" 1'-91/4" Use 13/4 x 117/8 LSL E1.5 1,329 lb 1,311 lb -816 lb 341b Roseburg _1 ak F 2 t0 pm A forest Products Company 1 of 1 CS Beam 2016 11.3.1 f N1 w 11 )f1i? km9cainagine 2016,9.0.3 Y�,1 v' 31 r t�: hrtaterialsDatabase 1550 'ri k 1'1 s Member Data Description:UPPER FLOOR Member Type: Joist 8114bof# %`F , Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 l 15 1 8 15 1 8 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 1.750" 1.750" 623# 2 15 1.500" Wall DFL Plate(625psi) 1.750" 1.750" 623# Maximum Load Case Reactions Used for applying point loads(or line cads)to carrying members Live Dead 1 479#(300plf) 144#(90plf) 2 479#(300plf) 144#(90plf) Design spans 14 11.750' Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2334.'# 3640.'# 64% 7.56' Total Load D+L Shear 623.# 1420.# 43% 0' Total Load D+L End Reaction 623.# 950.# 65% 0' Total Load D+L TL Deflection 0.2980" 0.4993" U603 7.56' Total Load D+L LL Deflection 0.2293" 0.3745" L1784 7.56' Total Load L Control: Max End React. DOLS: Live=IOC% Snow=115% Roof=125% Wind=160% Butler ▪ No Exceptions Taken Consulting,Inc. ElMake Corrections Noted ❑ Revise and Resubmit ❑ Rejected This review is for general conformance with the design concept and " contract documents. Corrections or comments made do not relieve the contractor from complying with the plans and specifications. Contractor is responsible for: confirming and correlating all dimensions and quantities; means,methods and prodedures of construction;coordination of the work with all trades and complying with the contract documents. By: Mark Butler Date: 1/5/18 SIMPSON Ail?Induct romesare trademarks of their respective owners Eric Duncan Wrong-1 on PACIFIC LUMBER&TRUSS s r tri Copynghl(C)2016 by Simpson Strong-Tie Company fno ALL RIGHTS RESERVED BEAVERTON,OREGON 97005 "Passing to defined as when the member,tioortoist,beam or girder,shown on thisdrawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this 503•-793-5368 sheet.The design must be reviewed by a cual ified designer or design professional as required for approval.This dewgn assumes product installation according to the manufacturer's specifications. . Roseburg �a�Et `Y 9109am A Foss-st Products Company t a2 CS Beam 2016.1 I.3,1 kmi3ca,nEngine 201690.3 Materials Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: 0480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 18' 8.75" 345 235 Snow Point(PLF) Top 18' 8.75" 0 90 Live Point(PLF) Top 34' 0.00" 150 100 Live �f E / " r .te d l� "` f / :',y`'`�`'r�'r r r '.�, ° ,r �' J'i �>>i x ?!,;ATE,+8 ..r:�F�a�,r ��,,,:;��a ..;r..��,�'�' ,';;�.;,,✓,�<� �„ ',.,,a.�? .�,. ��� .ft;`��'Sx�r'��✓�' �".�`''�f ,P;,'J,?`� �',., fi,�M, . .� ,,,,,. ,; ,��,,;.;�s�.�,r� s..f.�,�,' :'FF��'� "�' 1{1/ 10 9 4 6512 16 5 12 0 3 4 ? © Q {t 3400 r Bearings and Reactions Input Min Gravity Gravity i Location Type Material Length Required Reaction Uplift j 1 0' 0.000" Wall DEL Plate(625psi) 5.500" 1.750" 340# -- 2 10' 9.250" Wall DFL Plate(625psi) 5.500" 3.500" 606# -114# I 3 17' 3.000" Wall DFL Plate(625psi) 5.500" 3.500" 1844# 4 33' 8.750" Wail DFL Plate(625psi) 5.500" 1.750" 844# - Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Snow Dead 1 256#(193p(f) 6#(6plf) 82#(61plf) 2 592#(444p1f) -87#(-65p(f) 15#(11pf) 3 936#(7040) 525#(394p1f) 746#(559p(1) 4 581#(436p1f) 15#(11p(f) 262#(197pIf) Design spans 10' 4 625" 6' 5.750" 16' 5.750" 0' 3.250"(right cant) Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1667.'# 4315.'# 38% 26.31' Odd Spans D+L Negative Moment 2200.'# 4315.'# 50% 17.25' Adjacent 2 D+L Shear 1300.# 1702.# 76% 17.25' Adjacent 2 D+0.75(L+S) Cant.Shear,Rt 352.# 1480.# 23% 33.73' Total Load D+L End Reaction 844.# 1480.# 56% 33.73' Adjacent 3 D+L Int.Reaction 1684.# 2350.# 71% 17,25' Adjacent 2 D+L TL Deflection 0.2027' 0.5493" 0975 26.31' Odd Spans D+L LL Deflection 0.1452' 0.4120" U999+ 26.31' Odd Spans L TL Defl,Rt. -0.0102" 20635 34' Odd Spans D+L LL Defl.,Rt. -0.0075" 2U865 34' Odd Spans L SIMPSON All product names am trademarks of their respective owners Eric Duncan "' PACIFIC LUMBER&TRUSS Copyaght(C)20'6by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED BEAVERTON,OREGON 97005 "Passing is defined as when the member,floorjoig,beam or girder,shown on this drawing meets applicable design criteria for Loads Loading Conditions,and Spans listed on this 503-793-8368 sheet The design must be reviewed by a qualified desgneror design professional as required for approval This deagn assumes product Ineailatidn according to the manufacturers specifications. I-5-18 Roseburg 9:09am 'rl Fbtrst Products C'ompant 2 01'2 CS Beam 2016.11 3.1 IanBcamEnginc 2016.9.03 Materials Database 1558 Control: Shear DOLs: Live=100°lo Snow=115% Roof=125% Wind=160% Right cantilever allowable shear is for joist only SIMPSON AS product names am trademarks of their respective owners Eric Duncan Strotteriitr` Copyright(C)2016 by Simpson Strong-Te Company Inc ALL Rlt3 tiTS RESERVED PACIFIC LUMBER&TRUSS BEAVERTON,OREGON 97005 '"1'4asirrg Is duhned as when Me arOnrtbOP,110 11i8,rmam orgedar*own on tea drawing mreta applicable dttSpn 9111ena tot Lbads,LosslIn.Condtaona and Spens it dad an Ibis 503-793-8368 .greet.The design mus ho reviewed ny a gunmen)bagman or design proteastonet a4 ragaimed ter demi:red Thin diregn assumes preduct insallatlan auabili nq la the manufacturets N ISCI1rS'ati aria "ll'-7 , ��,�PV 1-4-18 PI RQs C J �� W 1:53pm kil A f root Products Company -- I Of( CS Beam 2016.11.3.1. kmBeaniEngun 2016 9 03 Materials Database 1556 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 18' 7.75" 345 235 Snow Point(PLF) Top 18' 7.75" 0 90 Live ,Ye ,/14.f',;` .4 ..rir 44-i t 1 r' r %' .J f / 1694 0 17 212 0i 51) 3400 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 459# -- 2 16' 9.250" Wall DFL Plate(625psi) 5.500" 3.500" 1937# -- 3 34' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 526# Maximum Load Case Reactions Used for applying point loads(or+1 on loads)to oanying members Live Snow Dead 1 383#(288p1f) -22#(-16p10 76#(57p1f) 2 1114#(835p1f) 454#(340p1f) 761#(571p1f) 3 396#(297p1f) 29#(220) 131#(98plf) Design spans 16' 4.625" 17' 0 125" Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS.S Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1998.'# 4315.'# 46% 26.13' Even Spans D+L Negative Moment 2767.'# 4315.'# 64% 16.77' Total Load D+L Shear 1320.# 1702.# 77% 16.77' Total Load D+0.75(L+S) End Reaction 526.# 1384.# 38% 34' Even Spans D+L Int.Reaction 1875.# 2350.# 79% 16.77' Total Load D+L TL Deflection 0.2690" 0.5670" U758 25,28' Even Spans D+L LL Deflection 0.1947" 0.4253" U999+ 26.13' Even Scans L Control: Max lot.React. DOLS: Live=100% Snow---115% Root=125% Wird=160% SIMPSON Ad product names are trademarks of their respective owners Eric DuncanStraeACIFIC LUMBER&TRUSS Copyoght(C)2016 by Simpson Stmcq.T)e Company IncIno ALL RIGHTS RESERVED. BEAVERTON,OREGON 97005 "Paairng is defined as when the roentgen,flax told,beam at dudes ahe,,on its sdrawing meets applicable design criteria for Loads.Loading Cord lions,and Spanslisted on this 5Q3-793-B36� erect the Orson mud be rewrowod by a quasheddemgnar on(Jason professional as required for approval.This design asnrmes product installation according to the marwfacturar's 5puerftaaliollo Roseburg i Ze H"'' eG, 18 2:17 m .1 Forest Pmdures Company 1 Of 1 CS Beam 2016.1 13.1 kmBeamt'.npne 2016.903 Matenuris Database 1558 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 18 7.75" 458 315 Snow Point(PLF) Top 18 7.75" 0 90 Live r y { ^"!',r..{ Jf !' rr' r.7 r''�y`�`'* � `'d ,", .;, ,'�,%f 4 •';`<?154 r%;`lrJf`„rq^`,.'_ «.�.f".P`lf`M44'1 / ii 16 9 4 / 1611 8 0 3 4 34 0 C Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 454# -- 2 16' 9.250" Wall DFL Plate(625psi) 5.500" 3.500" 2151# -- 3 33' 8.750" Wall DFL Plate(625psi) 3.500" 1.750" 551# -- Maximum Load Case Reactions Used(applying point!ceds(er line loads)to canying mernoers Live Snow Dead 1 383#(287p1f) -29#(-21p1f) 71#(53pf) 2 1112#(834plf) 602#(451plf) 866#(649p11) 3 409#(307p1f) 39#(29p1f) 141#(1060) Design spans 16 4.625' 16'11.500" 0' 3.250"(right cant) Product: 11 718" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS NOTE:Web stiffener's are required at point loads> 1000#. Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2039.'# 4315.'# 47% 26.1' Even Spans D+L Negative Moment 2844.'# 4315.'# 65% 16.77' Adjacent 1 D+L Shear 1524.# 1702.# 89% 16.77' Adjacent 1 D+0.75(L+S) Cant.Shear. Rt 19.# 1480.# 1% 33.73' Total Load D+L End Reaction 551.# 1384.# 39% 33.73' Adjacent 2 D+L Int.Reaction 1977.# 2350.# 84% 16.77' Adjacent 1 D+L TL Deflection 0.2758" 0.5653" U737 25.25' Even Spans D+L LL Deflection 0.1926" 0.4240" 0999+ 26.1' Even Spans L TL Deft.,Rt. -0.0132" 21/491 34' Even Spans D+L LL Deft.,Rt. -0.0094" 21/690 34' Even Spans L Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=160% Right cantilever allowable shear is for joist only Manufacturer's installation guide MUST be consulted to determine if web stiffeners are required at point loads All product names are tredemades of their respective owners SIMPSON Eric Duncan Strmele{ r i Copyright C)2516 Dy Simpson Strong-Tie Company Inc ALL RIGHTS RESERVED PACIFIC LUMBER&TRUSSBEAVERTON,OREGON 97005 "Passing is defined aswhen the member,floor fast,beam or girdet shown on this drawing meets applicable design criteria for Loads Loading Gond bona,and Spans listed on this 503-793-5368 meet The design must be reviewed by a qualified lledgner or design professional as required for approval.This design assumes product installation according to the manufacturers specifications • Roseburg 1-5-18 Vwi I 9:11am WA.11 4 A Forest E'zYxiztcLl Campnnp I of 1 CS Beam 2016 11.3 t kwBearEngine 2016903 Material Database 15511 Member Data Description:UPPER FLOOR Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L1360 total Dead Load: 12 PSF Deck Connection: Glued & Nailed Filename: Beam 1 Other Loads Type Other Dead (Description) Side Begin End Start End Start End Category Point(PLF) Top 1'11.50" 0 90 Live i; '' r' 3 G" ;i"".,A ``f l cif r g `�'t' " ii;</ r ry'`Y '` � ,.,.�:m' ,t Jr �`+:F. ,a .;''!,.._...�, '����",��s-..., �"m.''''�PrY„��rr',3,�;!.s rFa�,F'':.� �'.,,.,.... �„ ,, rr.�. ,,,;,..,., j i 1 17 2 12 7 17 212 �i Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000” Wall DFL Plate(625psi) 3.500" 1 750" 690# -- 2 17' 2.750" Wall DFL Plate(625psi) 3.500" 1.750" 595# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 448#(336p1f) 2424(181pif) 2 448#(336pff) 147#(110pit) Design spans 16' 9.500" Product: 11 7/8" RFPI-400 16.0" O.G. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2548.'# 4315.'# 59% 8.61' Total Load D+L Shear 690.# 1480.# 46% 0' Total Load D+L End Reaction 690.# 1384.# 49% 0' Total Load D+L TL Deflection 0.3640" 0.5597" U553 8.61' Total Load D+L LL Deflection 0.2665" 04198" L/756 8.61' Total Load L Control: TL Deflection DO Ls: Live=100% Snow=115°lo Roof=125°f Wind=160% SIMPSON All product names are trademark scr their respactlse owners Eric Duncan PACIFIC LUMBER&TRUSS Illt.reeerte. copyright(C)20th by Simpson Strong-Tie Company Mc ALL RIGHTS RESERVED. BEAVERTON,OREGON 97005 "Pasting isdefined aswhen the member.Iborjetel.beam or girdet shown on this drawing meets applicable design cntena forLoade,Loading Conditions,and Spars listed on this 503-793-8368 sheet.The desgn mud he reviewed by a quaiieed designer or design professional as required to:approval This design assumes product I natallatino according to the manufacturers eaenienationg. 34'-0" ,I T';',,,,1"' ref ' 1 ;. f. ft'l., „;41k,....,7.14 4,- JAN 1 V /toJs ..<9_.,_, rir4• 12'-0 1/2" > k i : l r; 3" O C > CO«. _ < (TfI 17''. 8 Fv >. Oz I CB O J COd I-- C m Q c y ) NC OOnO oU_.0OC8c C U O ~ E in 2 ` , mU~I1- � s (r `iO = NaoO C E E O `` / 11 N O N 0 •vOOXU O rC 0 1 . 5 CD N0L $ E0 oca) a • QCcu) 80Z2CCCC mCp Om a C 8 Om .c 19'3" 5o 0v,'• CD > mos'EQ6. cUQCEN 4-C U MZ m ui E mma) UU�., ° N C......0N ..= EE , "8 €° U N _ 304-21i.0 .5 "- °_ S m aE_ N CO m io m • COLi LccyUc CO M r F- 00 , E 3 • T /`1'F lLl _ — ` = 38'6" m a m e ' (9) A ,` I I I It I 1 1 HAND cur I- 18'-10 1/2m RAFTERS 19'-0" 15'-0" 341-0 ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS SAGEBUILT 01/04/18 PLALY.REFER TO TRS CALCUUCEMENT LATIONS AND ENGINEERED STRUCTURAL1. A PROJECT TITLE: REVISION-1: DRAWINGSGNER/EFOR GINEERFURTHERFEC Pacdi umber 20419 SAGEBUILT LOT 12 AC INFORMATION.BUILDING DESIONSIBLE FOR OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS.BUILDING �fr 1 / LOT 12 AC CHECKED BY: DESIGNER/ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. LOT 12 ASH CREEK 0.15"- 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.