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Butler 16110 SE Goosehol low Drive Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 (503)658-0204 fax RECEIVED STRUCTURAL CALCULATIONS DEC 12015 U DING CIF DIV S ON Willow MR Plan Parcel 1, Murdock Street Washington County, Oregon Sage Built Homes, LLC Job Number 156-0911-10 S tRLICTU & PROF �5 GINF � 14855 � 13 OREGON ooZ 4Z- 14 EXPIRES 12-31-2017 November 30, 2015 Contents: Project Overview I Configuration 2 Roof Framing 3 2°d Floor Framing 5 Main Floor Framing 8 Footings 9 Lateral Loading 12 Shear Walls 18 Shear Wall Beams 20 NOTE: These calculations are for the Willow MR plan with the garage on the right side to be built on Parcel 1 of a 3-lot partition on SW Murdock Street in Washington County, Oregon. Job No. 156-0911-10 November 30, 2015 Willow MR Murdock Parcel 1 Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as the Willow MR plan with a 4-car garage on the right side to be built on parcel 1 of a 3-lot partition on SW Murdock Street in Washington County, Oregon. The structure was designed in accordance with the 2014 Oregon Structural Specialty Code. Loadine: Roof 17 psf DL + 25 psf Snow Floor framing 12 psf DL + 40 psf LL Porch 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 = 1.021 1 Per USGS Seismic Hazard map for S, = 0.445 Lat.45.442°, Long 122.856° SDs = 2/3 F,,Ss = 2/3 x 1.021 x 1.092 = 0.743 R = 6.5 Light wood-framed walls W = Structure Weight E _ (1.1)(0.743)(1.0)/6.5 W = 0.126 W Wind: Use simplified method per ASCE 7-10 Section 27.5 120 mph 3 second gust, Exposure B Load Combinations: D+L+(0.6Wor 0.7 E) 0.6 D±(0.6W or 0.7E) Sheet 2 Butler Job No. 156-0911-10 Project Willow Plan Master Rear Date 11/29/15 Consulting, Inc. Client Sage Built Homes,LLC Subject Configuration By MEB 1 T T IRB41 S I I I I I I i �l I I I A �_= IIIIIIIIII IIIII IIIIIIIII -- _- , -- ---- 111 ----- , , � � � � � � � � � IIIIIIIIIIIIIIIIIIII Mi f f L-- -J ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F iF F5 1 F6 F4 __ __ __ F4 F3 4�1- J L -- rid-�ti-- --{?--- -- F2 LJF20" --�---��--� i�F:2 F7 -4:9 7� hrF224; F214 -- -- F13 F1 F28 F25 +$ f27 I ■ 1 F29 L:JF10L " L - F9F9 F11 --- F8 F30 F30 12 F31❑ ❑F31 FOUNDATION PLAN FRONT ELEVATION Sheet 3 Butler ,lob No. 156-0911-10 Project Willow Plan - Master Rear Date 11/24/15 Consultin Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Use Premanufactured Roof Trusses See engineering by truss manufacturer Girder Truss Reactions P W, L, wz L2 an Sp R, R2 Truss GT1 GT2 GT3 GT4 GT5 Span 11.00 ft 40.50 ft 21.92 ft 11.5 ft 12.00 ft L, 5.50 ft 20.25 ft 10.96 ft 7.73 ft 6.00 ft L2 5.50 ft 20.25 ft 10.96 ft 3.77 ft 6.00 ft Roof Trib 1 21.25 ft 5.00 ft 21.25 ft 5.00 ft 3.93 ft Roof Trib 2 21.25 ft 5.00 ft 21.25 ft 20.75 ft 3.93 ft w, 893 plf 210 plf 893 plf 210 plf 145 plf W2 893 plf 210 plf 893 plf 872 plf 145 plf P 0 Ib 0 Ib 0 Ib 4,253 Ib-GT2 0 Ib R, 4,909 Ib 4,253 Ib 9,782 Ib 3,010 Ib 872 Ib R2 4,909 Ib 4,253 Ib 9,782 Ib 6,151 Ib 872 Ib Simple Span Beams w R, Span R, Header RB3 RB4 RB7 Span = 6.50 ft 5.00 ft 12.00 ft 9.25 ft Roof Trib 1 2.00 ft 5.92 ft 4.00 ft 1.00 ft Wall Trib 1 5.00 ft 1.00 ft 1.00 ft 3.56 ft W = 144 plf 249 plf 172 plf 118 plf VMa 468 Ib 622 Ib 1,032 Ib 547 Ib MMaX 761 ft-Ib 778 ft-lb 3,096 ft-Ib 1,265 ft-Ib Trial Sect 48 DF#2 46 DF#2 410 DF#2 48 DF#2 f„ = 27.7 psi 48.5 psi 47.8 psi 32.3 psi fb = 298 psi 529 psi 744 psi 495 psi OX = 0.033 in 0.045 in 0.217 in=U713 0 0.110 in=U1,009 Use 4x8 DF#2 Use 4x6 DF#2 Use 4x10 DF#2 Use 4x8 DF#2 Sheet 4 Butler ,lob No. 156-0911-10 Project Willow Plan -Master Rear Date 11/24/15 Consulting, Inc. Client Sage Built Homes Subject Deck Roof By MEB Roof Framing P IF W, L W2 L2 R, Span IR, RB1 RB2 RB5 RB6 Span = 5.50 ft 6.58 ft 7.00 ft 11.00 ft L, = 4.38 ft 4.08 ft 1.17 ft 5.17 ft L2 = 1.13 ft 2.50 ft 5.83 ft 5.83 ft Roof Trib 1 6.00 ft 21.25 ft 7.00 ft 7.00 ft Wall Trib 1 2.00 ft 2.00 ft - ft - ft Roof Trib 2 21.25 ft 6.00 ft 4.00 ft 4.00 ft Wall Trib 2 2.00 ft 2.00 ft - ft - ft W1 = 276 plf 917 plf 280 plf 280 plf W2 = 917 plf 276 plf 160 plf 160 plf P = 4,253 Ib GT-2 4,253 Ib GT-2 872 Ib GT-5 872 Ib GT-5 R, = 1,703 lb 4,325 Ib 1,415 Ib 1,817 lb R2 = 4,789 Ib 4,358 Ib 717 lb 1,436 Ib MMS 4,807 ft-lb 10,022 ft-lb 1,607 ft-Ib 5,652 ft-lb weq = 1,271 plf 1,852 plf 262 plf 374 plf Trial Section 31/2 x 101/2"Glulam 31/2 x 10'/2"Glulam 4x12 DF#2 412 DF#2 f„ = 195.5 psi 177.9 psi 53.9 psi 69.2 psi fb = 897 psi 1,870 psi 261 psi 919 psi OX = 0.043 =U1,535 0.129 =U612 0.021 in OK 0.185 =U714 Use 31/2 x 101/2"GLB Use 31/2 x 101/2"GLB Use 4x12 DF#2 Use 4x12 DF#2 Sheet 5 Butler Job No. 156-0911-10 Project Willow Plan-Master Rear Date 11/24/15 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Joist J1 w= 12 DL +40 LL sf VMaz 705 Ib < 1,710 Ib Allowable OK 2nmrr4'max MMS 3,603 ft-Ib <5,140 ft-Ib allow OK 705 Ib 705 lb ALL = 0.431 in = L/569 OK Use 14" RFPI-400 @ 16" O/C Joist J2 w= 12 DL MA LL sf VMa 733 Ib < 1,710 Ib Allowable OK rrr rIR IIIIIIIIIIIIIIIIIIIIII MMS 32,341 ft-Ib <5,140 ft-Ib allow OK 17'-71/2' max ALL = 0.393 in = L/538 OK 733 Ib 733 Ib Use 14" RFPI-400 @ 19.2" O/C Joist J3 w= 12 DL+40 LL psf VMS 753 Ib < 1,710 Ib Allowable OK MM.= 2,218 ft-Ib <5,140 ft-Ib allow OK 16'-0" 11'-10'/4' max 589 Ib 1,498 Ib 437 Ib ALL = 0.140 in = L/1,374 OK Use 14" RFP1400 @ 19.2" O/C Joist J4 1 P P = ((17+25) x 2' + 12 psf x 10') x 1.6' = 326 Ib VMU 329 Ib < 1,710 Ib Allowable OK 4'-6" t 1'-0" MM. 427 ft-Ib <5,140 ft-Ib allow OK 151 Ib 715 Ib ALL = 0.009 in = L/2,667 OK Use 14" RFPI-400 @ 19.2" O/C Simple Span Beams R Span R Beam Header 1 BM1 BM2 Stair Hdr Span (ft) 6.50 4.23 8.75 4.00 Roof Trib (ft) 5.00 - 2.45 - Floor Trib (ft) 5.75 5.58 - 11.31 Wall Trib (ft) 11.00 9.00 2.00 - Unit Load (plf) 641 362 114 588 Trial Section 410 DF#2 13/4 x 14"LSL 4x10 DF#2 13/4 x 14 LSL f„ = 3w 2 D) (psi) 73.6 25.0 17.2 42.9 fb = ws/8 (psi) 814 170 262 247 X wL4 OX = 5 5w 4 (in) 0.070 =U 1,114 0.004 in OK 0.041 in OK 0.006 =U 1,147 Use 4x10 DF#2 Use 13/4 x 14" LSL Use 4x10 DF#2 Use 13/4 x 14"LSL Sheet 6 Butler ,lob No. 156-0911-10 Project Willow Plan- Master Rear Date 11/14/15 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) W, L, P w2 L2 IIIIIIIIIIIIIII rRI Span R2 BM3 BM4 BM5 BM6 BM7 Span = 6.50 ft 5.50 ft 15.17 ft 13.67 ft 20.88 ft L, = 0.94 ft 3.92 ft 10.04 ft 10.04 ft 0.98 ft L2 = 5.56 ft 1.58 ft 5.13 ft 3.63 ft 19.90 ft Roof Trib 1 4.00 ft - ft - ft - ft - ft Floor Trib 1 0.80 ft 10.22 ft 11.14 ft 15.61 ft 1.33 ft Wall Trib 1 10.00 ft 10.00 ft 9.00 ft - ft - ft Roof trib 2 21.25 ft 4.00 ft - ft - ft - ft Floor Trib 2 0.80 ft 10.22 ft 10.34 ft 13.22 ft 1.33 ft Wall Trib 2 10.00 ft 10.00 ft 9.00 ft - ft - ft wl = 330 plf 651 plf 651 plf 812 plf 69 plf w2 = 1,054 plf 819 plf 610 plf 687 plf 69 plf P = 1,703 Ib RB1 4,358 Ib RB2 766 Ib BM1 - Ib 10,756 BM5+BM6 R, = 4,253 Ib 3,084 Ib 5,162 Ib 5,487 Ib 10,973 Ib R2 = 3,622 Ib 5,123 Ib 5,269 Ib 5,156 Ib 1,226 Ib MM,,= 3,842 ft-Ib 7,084 ft-Ib 22,767 ft-Ib 18,545 ft-Ib 10,874 ft-Ib w,q = 727 1,873 792 794 200 Trial Sect 31/2 x 101/2"Glulam 51/2 x 101/2"Glulam 51/4 x 14" LVL 3'/2 x 14 LVL 31/2 x 14 LVL f„ = 173.6 psi 133.1 psi 107.5 psi 168.0 psi 335.9 psi fb = 790.3 psi 927 psi 1,593 psi 1,946 psi 1,141 psi OX = 0.048 in OK 0.040 in OK 0.393 =U521 0.390 = U421 0.533 = U548 Use 3'/2 x 10'/2"GLB Use 5'/2 x 10'/2"GLB Use 5'/4 x 14"LVL Use 31/2 x 14"LVL Use 31/2 x 14" LVL BM8 P, Pi = 5,162 Ib BM5 4-81/4" w, _ (12+40) x17'-6'/2"/2 =456 plf w w3 w2 = (12+40) x26'-12'-7x/4"/2 = 332 plf 9'-1'/2' 11'-5'/2' Section Try 3'/2 x 11'/8' LVL VMaz 5,271 Ib 3,501 lb 7,934 lb 1,141 lb f„ = 161.4 psi OK 2,663 Ib MMS 11,403 ft-Ib fb = 1,663 psi OK OX = 0.077 1 = U1,786 11,403 -Ib 5,271 Ib Use 31/2 x 14" LVL 1961 ft-Ib 8,719 ft-Ib Sheet 7 Butler ,lob No. 156-0911-10 Project Willow Plan- Master Rear Date 11/24/15 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) Cantilever Beams W Beam BM9 W1 = 718 pif 4'-6" 12" R, = 1,536 Ib R, R2 R2 = 2,413 Ib Section 13/4 x 14" LVL VMS 1,695 Ib f, = 24.7 psi Mm,,= 1,642 ft-Ib fb = 345 psi Ocant = 0.0109 =2U2,207 Use 13/4 x 14"LSL BM10 BM11 BM12 BM13 BM14 Span = 5.41 ft 6.29 ft 16.75 ft 20.06 ft 11.27 ft L, = 4.77 ft 5.92 ft 8.31 ft 10.77 ft 3.27 ft L2 = 0.64 ft 0.38 ft 8.44 ft 9.29 ft 8.00 ft Roof Trib 1 - ft - ft 2.00 ft - ft 23.50 ft Floor Trib 1 1.66 ft 1.60 ft 0.80 ft 10.48 ft 7.08 ft Wall Trib 1 - ft - ft 11.00 ft - ft 10.00 ft Roof Trib 2 - ft - ft 2.45 ft 23.50 ft 4.50 ft Floor Trib 2 1.44 ft 1.60 ft - ft 7.08 ft 10.15 ft Wall Trib 2 - ft - ft 2.00 ft 9.00 ft 10.00 ft W, = 86 plf 83 plf 258 plf 545 pif 1,475 plf W2 = 75 plf 83 pif 127 plf 1,463 plf 837 plf P = 5,156 Ib BM6 766 Ib- BM1 2,413 Ib BM9 6,444 GT1+13M9 4,253 Ib- GT2 R, = 844 Ib 307 Ib 3,095 Ib 10,427 Ib 9,519 Ib R2 = 4,771 Ib 982 Ib 2,530 Ib 15,482 Ib 6,253 Ib MMm= 4,131 ft-Ib 568 ft-Ib 16,830 ft-Ib 80,696 ft-Ib 23,244 ft-Ib W,Q = 1,128 115 480 1,604 1,464 Trial Sect 31/2 x 101 "/2 Glulam 13/4 x 14" LSL 51/2 x 12 Glulam 3/4/4 x 21 Glulam 3/4/4 x 12 Glulam f„ = 194.8 psi 60.1 psi 70.3 psi 163.8 psi 176.3 psi fb = 771 psi 119 psi 1,530 psi 1,952 psi 1,722 psi OX = 0.036 = U1,799 0.001 in OK 0.596 =U337 0.624 =0386 OK 0.304 =U445 Use 31/2 x 101/2"GLB Use 13/4 x 14" LSL Use 51/2 x 12 Glulam Use 63/4 x 21 Glulam Use 51/2 x 12 Glulam Butler Job No. 156-0911-10 Project Willow Plan - Master Rear Date Sheet 8 10/1/15 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB Main Floor Framing Typical 2-Span Joist Typ Joist Span 8.33 ft max Trial Beam Size 4x8 DF#2 Floor Trib Width 2.67 ft Uniform Load 139 plf VMax = 5/8 WL 723 Ib f„ = 3V/2A 37.8 psi OK MMa. = WL2/8 1,204 ft-Ib fb = M/SX 471.3 psi OK OMax = 5wL4/384EI 0.085 =U1,176 Use 48 32"0/C Sheet 9 Butler' ,lob No. 156-0911-10 Project Willow Plan-Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes Subject Footings By MEB Footings Allowable Soil Bearing = 1,500 psf(assumed) Footing Component Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing fts Ib Fl Roof 3.67 42 154 Floors 0.67 52 35 Wall 10.00 12 120 Total 309 0.21 8 x 12" Cont. (2)#4 Cont. F2 Roof 5.00 42 210 Floors 5.00 52 260 Wall 19.00 12 228 Total 698 0.47 8 x 15" Cont. (2)#4 Cont. F3 Roof 21.25 42 893 Floors 11.67 52 607 Wall 19.00 12 228 Total 1,727 1.15 8 x 15" Cont. (2)#4 Cont. F4 Roof 13.96 42 586 Floors 13.96 52 726 Wall 19.00 12 228 Total 1,540 1.03 8 x 15 Cont. (2)#4 Cont. F5 Roof 2.00 42 84 Floors 11.17 52 581 Wall 22.00 12 264 Total 929 0.62 8 x 15 Cont. (2) #4 Cont. F6 Roof 22.25 42 935 1 Floors 2.00 52 104 Wall 19.00 12 228 Total 1,267 0.84 8 x 15" Cont. (2)#4 Cont. F7 Roof 5.00 42 210 Floors 13.40 52 697 Wall 19.00 12 228 Total 925 0.62 8 x 15" Cont. (2)#4 Cont. F8 Roof 2.00 42 84 Floors 2.00 52 104 Wall 19.00 12 228 Total 416 0.28 8 x 15" Cont. (2) #4 Cont. F9 Roof 6.35 42 267 Floors 8.63 52 449 Wall 19.00 12 228 Total 943 0.63 8 x 15" Cont. (2)#4 Cont. F10 Roof 21.25 42 893 Floors 2.13 52 111 Wall 19.00 12 228 Total 1,231 0.82 18 x 15" Cont. 2 #4 Cont. Sheet 10 Butler Job No. 156-0911-10 Project Willow Plan -Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.l Footing Component Trib Unit Ld Total ARq'a Ftg Dimension Reinforcing ft s Ib F11 Roof 9.50 42 399 Floors 0.80 52 42 Wall 19.00 12 228 Total 669 0.45 8 x 15" Cont. (2) #4 Cont. F12 Roof 3.36 42 141 Wall 10.00 12 120 Total 8 x 12" Cont. (2)#4 Cont. F13 Floors 14.72 42 618 Wall 10.00 12 120 Total 738 0.49 8 x 12" Cont. (2) #4 Cont. F14 Floors 21.58 42 906 Wall 10.00 12 120 Total 1,026 0.68 8 x 12"Cont. (2)#4 Cont. F15 Joist 10.41 139 1,446 0.96 16" x 8" deep None F16 GT3 9,782 RB1 4,789 BM3 3,622 BM8 1,141 F4 2.00 1,540 3,080 F6 2.88 1,267 3,641 Total 26,055 17.37 3'-6" x 5'-0"x 12" (4) #4 x(5)#4 F17 BM3 3,622 F6 2.33 1,267 2,951 Total 6,573 4.38 2'-4"x 2'-4"x 8" (2)#4 ea way F18 GT3 9,782 RB2 4,325 BM4 3,084 F3 4.38 1,727 7,557 F4 2.00 1,540 3,080 Total 27,829 18.55 3'-0"x 5'-0"x 12" (4) #4x(5) #4 F19 BM4 5,123 F3 1.50 1,727 2,591 Total 7,714 5.14 2'-6" x 2'-6"x 12" (3)#4 ea way F20 BM8 7,934 5.29 2'-6"x 2'-6"x 12" (3)#4 ea way F21 BM8 3,501 2.33 24" x 8"deep None F22 BM11 982 Stair Hdr 2.00 588 1,176 Total 2,158 1.44 18" x 8" deep None F23 BM7 10,973 Stairs 7.72 52 401 Total 11,375 1 7.58 T-0"x 3'-0"x 12" 3 #4 ea way Sheet 11 Butler Job No. 156-0911-10 Project Willow Plan- Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component Trib Unit Ld TotalAReq'd Ftg Dimension Reinforcing ft s Ib F24 BM10 4,771 Joist 10.41 139 1,446 Total 6,217 4.14 2'-4"x 2'-4"x 10" (2)#4 ea way F25 GT4 3,010 F7 2.00 925 1,850 F9 2.00 943 1,886 Total 6,746 4.50 8"x 12"x 4'-0"strip ftg (2)#4 Cont. F26 GT4 6,151 F9 1.25 943 1,179 F10 1.25 1,231 1,539 Total 8,869 5.91 2'-6"x 2'-6"x 12" (3)#4 ea way F27 GT1 4,909 BM13 10,427 F10 2.00 1,231 2,463 F11 2.00 669 1,337 F13 2.00 738 1,476 Total 20,612 13.74 4'-0"x 4'-0"x 12" (4)#4 ea way F28 BM13 15,482 BM14 9,519 Total 25,002 16.67 4'-6"x 4'-6"x 12" (5)#4 ea way F29 BM14 6,253 F1 2.33 309 720 Total 6,973 4.65 2'-4"x 2'-4"x 8" (2)#4 ea way F30 BM12 3,095 F12 2.00 261 522 Total 3,618 2.41 8"x 15"x 3-0"strip ftg (2)#4 Cont. F31 RB1 3.60 249 896 RB7 4.63 118 547 Pier 9.58 118 1,130 Total 2,573 1.72 2'-0" x 1'-4" x 12" None F32 R64 1,032 R66 3.00 925 1,436 Total 2,468 1 1.65 18"0 x 12" deep I None Sheet 12 L r' Job No 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 ulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Lateral Loadinst Use Simplified lateral Force Analysis Procedure from ASCE7-05, 12.14.8 Ss = 1.021 per USGS Seismic Hazard Map for S1 = 0.445 Lat.45.5420, long 122.856° Fa = 1.092 Site Class D, Table 11.4-1 F„ = 1.555 Site Class D, Table 11.4-2 SMs = Fe SS = 1.115 SM1 = F„S1 = 0.692 SDs =2/3 SMS = 0.743 Seismic Design Category "D" SD1 = 2/3 SM1 = 0.461 Seismic Design Category"D" E = F SDs/R W Eq 12-14.11, simplified analysis procedure F = 1.10 2-story building R = 6.5 Light wood-framed shear walls Vses = 1.1 x 0.743/6.5 W = 0.088 W(Allowable Stress Design) 0.124 W x 0.7 = Component Length Width Unit wt Wt Story ft fts kis Shear Roof Roof 49.15 50.00 17.00 41.8 Ext. Walls 211.00 4.50 12.00 11.4 Partitions 198.13 4.50 8.00 7.1 Subtotal 60.3 5,310 Upper Floor 45.12 44.00 12.00 23.8 Roof 14.70 14.00 15.00 3.1 Patio Rooi 11.57 13.71 12.00 1.9 Ext.Walls 209.95 9.50 12.00 23.9 Veneer 14.15 5.00 12.00 0.8 Piers 10.33 5.00 22.00 1.1 Partitions 169.73 9.50 8.00 12.9 Subtotal 67.6 5,955 Main Ext. Walls 209.00 5.00 12.00 12.5 Piers 10.33 5.00 22.00 1.1 Veneer 14.15 5.00 12.00 0.8 Partitions 144.17 5.00 8.00 5.8 Subtotal 20.3 1,787 Total 148.2 13,052 Butler Sheet 13 Consulting, Inc. .lob No 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 Client Sage Built Homes Subject Lateral Loading By MEB g g Wind Loading Use simplified wind load method per 27.5 ASCE 7-10 Building Geometry Side-to-side Front-to-Back L 50.00 ft 50.00 ft B 50.00 ft 50.00 ft UB 1.000 1.000 Mean Roof Height 25.46 ft 25.46 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 22.21 psf 22.21 psf 2nd Floor 20.06 ft 21.96 psf 21.96 psf 1st Floor 11.41 ft 21.57 psf 21.57 psf po 21.05 psf 21.05 psf Roof pressures interpolated from Table 27.6-2 Mean Roof Ht 25.46 ft Pitch 6 in 12 10 in 12 Angle 26.57 degrees 39.81 degrees Adjustment Factor for Exp B 0.702 0.702 p Zone 1 Exposure C 12.90 15.41 p Zone 1 Adjusted p for Exp B 9.06 10.82 p Zone 2 Exposure C 9.79 9.79 p Zone 2 Adjusted p for Exp B 6.87 6.87 Sheet 14 Butler Job No 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front-to-Back(N-S) Direction - Front Elevation 2nd Floor Roof 6 in 12 pitch X Wall Zone 1 Zone 2 Pressure W1 = 0 4.96 - 1.12 67.4 psf W2 = 5.75 9.77 - 11.93 150.8 psf w3 = 12.1458 4.54 23.76 23.76 161.4 psf W4 = 17.7292 4.54 23.76 15.4 146.0 psf w5 = 23.8333 9.56 12.39 14.4 182.8 psf W6 = 50 4.54 1.12 1.12 64.6 psf W1 = W2 W3 W W5 W4 W W1 W6 50'-0" 3,639 Ib 3,442 Ib 1 st Floor Roof 6 in 12 pitch X Wall Zone 1 Zone 2 Pressure W1 = - 10.81 - 1.12 142.0 psf W2 = 5.85 10.81 - 7.66 154.1 psf w3 = 12.71 10.81 - - 139.9 psf w4 = 29.33 10.81 6.15 - 154.9 psf w5 = 40.00 10.81 3.91 - 149.4 psf W W W3 W W5 50'-0" 7,280 Ib 7,147 Ib 3,641 Ib 3,706 Ib Butler Sheet 15 Job No 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side Left Elevation 2nd Floor Roof 6 in 12 pitch Roof 10 in 12 pitch X Wall Zone 1 Zone 2 Zone 1 Zone 2 Pressure Wt = 0 4.54 15.19 15.19 - - 124.8 psf W2 = 4.00 4.54 11.11 11.11 0.79 0.79 112.7 psf w3 = 13.96 4.54 10.90 10.90 133.9 psf w4 = 24.25 4.54 16.60 16.60 172.6 psf W5 = 34.88 4.54 8.35 8.35 116.6 psf w6 = 44.50 4.54 15.83 15.83 167.4 psf w7 = 50.00 4.54 16.69 16.69 173.3 psf W W2 W3 W4 yy W6 W7 4'-0" 40'-6,. T 6-6- 2501b '6"2501b 3,022 lb 3,413 lb 4761b 2,772 Ib 2,936 Ib 1st Floor Roof 6 in 12 pitch Roof 10 in 12 pitch X Wall Zone 1 Zone 2 Zone 1 Zone 2 Pressure W, = -8.00 0.75 1.12 1.12 - - 14.5 psf W2 = -1.15 0.75 7.7 7.7 42.5 psf W3 = - 10.81 7.7 7.7 172.7 psf W4 = 4.00 10.81 139.9 psf w5 = 40.50 10.81 5.10 5.10 174.6 psf ws = 0.75 7.70 7.70 62.0 psf W7 = 6.25 7.70 7.70 133.2 psf LWL W4 W W wn W LWL- W6 4'-0"T 24'-6" T 21'-6" 1,041 Ib 4,879 Ib 4,016 Ib 7,428 Ib 1,714 Ib 2,30 731 1,688 Ib 1,714 Ib 4,210 Ib Sheet 16 Butler Job No 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 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 VWa1 Load Trib Area Load E Length Ib s ftIb Ib ftI 2nd Floor Wall 3,639 974.5 2,598 3,639 43.91 82.9 Wall 3,442 1,016.9 2,712 3,442 26.21 131.3 Total N-S 1,991.4 5,310 Wall A 250 63.0 161 250 6.08 41.1 Wall B 3,022 959.4 2,446 3,022 11.75 257.1 Wall D 3,413 967.5 2,466 3,413 8.83 386.5 Wall E 476 93.2 237 476 5.50 86.5 Total E-W 1 1 2,083.1 1 5,310 1st Floor Wall 7,280 1,366.4 5,722 7,280 22.33 326.0 Wall 7,147 1,239.1 5,544 7,147 43.00 166.2 Total N-S 2,605.5 5,955 Wall A 1,041 252.0 737 1,041 6.08 171.2 Wall B 4,879 596.2 5,799 5,799 13.09 443.1 Wall C 4,016 1,136.6 3,229 4,016 22.33 179.8 Wall E 7,428 620.7 3,492 7,428 10.92 680.2 Total E-W 1 1 2,605.5 1 5,955 Sheet 17 Butler ,lob No 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes Subject Diaphragms By MEB Diaphragms Typical Roof Diaphragm: 15/32"APA-rated sheathing w/ 8d nails @ 6"O/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" O/C panel edges, 12"field edge blocking not required 215 pif capacity perpendicular framing 285 pif capacity parallel framing Level Max shear Depth Unit Shear Framing Diaphragm Ib ft I Front-to-back (North-South) Roof Left 3,639 46.00 79.1 Perp. Typical Roof Right 3,442 40.50 85.0 Perp. Typical Roof 2nd Floor Left 3,641 46.00 79.2 Perp. Typical Floor Right 3,705 40.50 91.5 Perp. Typical Floor Side-to-side (East-West) Roof Front 2,888 44.00 65.6 Perp. Typical Roof Rear 2,936 44.00 66.7 Perp. Typical Roof 2nd Floor Front 4,210 50.00 84.2 Perp. Typical Floor Interior 2,302 44.0 52.3 Perp. Typical Floor Rear 1,714 44.0 1 39.0 1 Perp. ITypical Floor Butler Sheet 18 Job No. 156-0911-10 Project Willow Plan -Master Rear Date 10/2/15 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 Overtuming Resist. Mlles = wog L;2/2 Net Uplift Pup = (MOT-0.6 MReS)/(L;-3") H = Height of wall panel L; = Length of wall panel wpL = Dead load tributary to wall Shear Wall Plate Attachment: Fastener Capacity Co=1.33 CD= 1.60 /e' 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 I Field (plf) Anchor Bolts Nailing AO 7/16"Plywood, 1-side 8d @ 6" 8d @ 12" 120 Seis 5/8.0 @ 6'-0" 16d @ 6" edge blocking not req'd 168 Wind A 7/16' Plywood, 1-side 8d @ 6" 8d @ 12" 240 Seis 5/8,o @ 4'-0" 16d @ 6" 316 Wind B 7/18'Plywood, 1-side 8d @ 4" 8d @ 12" 350 Seis 5/8,o @ 3'-0" 16d @ 4" 421 Wind C 7/16,' Plywd, 1-Side 8d @ Y 8d @ 12" 450 Seis 5/8„0 @ 2'-0" 16d @ 3" 3x edge framing 630 Wind 7/16,, Plywd, 1 Side 585 Seis 5/8'0 @ 2'-0" 16d @ 3"+ D 3x edge framing 8d @ 2" 8d @ 12" 819 Wind 3x sill plate A34 @ 24" CC 7/16Plywd, 2 Sides 8d @ 3" 8d @ 12" 900 Seis 5/8'0 @ 1'-4" 16d @ Y+ 3x edge framing 1 1,260 Wind 3x sill plate A34 @ 8' Adjust seismic capacity by 2UH for H/L < 3.5 IBC 2305.3.3 Butler Sheet 19 ,lob No. 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes 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 Parameter Wall 1 Wall 2 Wall A Wall B Vwnd (lb) 3,639 3,442 250 3,272 Vseis(lb) 2,598 2,712 161 2,606 Wall Length Li(ft) 20.08 23.83 17.50 8.71 6.08 3.58 2.67 5.50 Vi(lb) 1,664 1,975 2,298 1,144 250 998 743 1,531 Unit Shear vi-wind(Pif 82.9 82.9 131.3 131.3 41.1 278.4 278.4 278.4 Unit Shear v;_sei,(plf) 59.2 59.2 103.5 103.5 26.4 221.7 221.7 221.7 Wall Type AO AO AO AO AO B B A Wall Height H (ft) 9.00 9.00 9.00 9.00 9.00 6.33 6.33 9.00 Adusted vaii-seis 120.0 120.0 120.0 120.0 120.0 350.0 295.3 240.0 MOT (ft-Ib) 14,977 17,774 20,684 10,294 2,250 6,315 4,705 13,780 Roof Trib Width (ft) 5.00 5.00 5.00 5.00 2.00 5.00 21.50 5.00 Floor Trib Width(ft) - - - - - - - - Wall Trib Height(ft) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 MR.. (ft-Ib) 38,909 54,799 29,553 7,321 2,625 1,239 1,688 2,919 PSP (lb) - - 171 698 116 1,671 1,526 2,291 Simpson Holddown INot Req'd Not Req'4 CS16 I CS16 I CS16 I See Sheet 22 MSTC40 2nd Floor 1st Floor Shear Walls � 1 Parameter Wall D Wall E Wall 1 Wall 2 Wall A Vwnd (lb) 3,413 476 7,280 7,147 1,041 Vseis(Ib) 2,466 237 5,722 5,544 737 Wall Length Li(ft) 8.83 8.83 2.75 2.75 6.83 15.50 43.00 6.08 Vi(1b) 1,707 1,707 238 238 2,227 5,053 7,147 1,041 Unit Shear vi-vAnd(Plf 193.3 193.3 86.5 86.5 326.0 326.0 166.2 171.2 Unit Shear vi_sei,(plf) 139.7 139.7 43.2 43.2 256.2 256.2 128.9 121.2 Wall Type A A AO AO B B A A Wall Height(ft) 9.00 9.00 9.00 9.00 10.00 10.00 10.00 10.00 Adusted Vail-seis 240.0 240.0 73.3 73.3 350.0 350.0 240.0 240.0 MOT (ft-Ib) 15,359 15,359 2,142 2,142 22,267 50,533 81,764 24,190 Roof Trib Width (ft) 21.50 5.00 2.00 2.00 5.00 5.00 5.00 2.00 Floor Trib Width(ft) - - - - 9.25 9.25 0.67 0.67 Wall Trib Height(ft) 9.00 9.00 9.00 9.00 19.00 19.00 19.00 19.00 MR.. (ft-Ib) 18,459 7,524 537 537 9,890 50,933 296,801 4,991 PHo (lb) 485 1,264 662 728 2,482 1,310 - 3,636 Simpson Holddown I CS16 I CS16 I CS16 I CS16 I HDU2 I HDU2 INot Req'4 HDU4 Butler Sheet 20 Job No. 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Walls (Cont.) 1st Floor Shear Walls Parameter Wall B Wall C Wall E Vwnd (lb) 4,879 4,016 7,428 Vseis(Ib) 5,799 3,229 3,492 Wall Length L;(ft) 2.75 2.50 3.67 4.17 22.33 2.75 2.75 2.71 2.71 V;(lb) 1,219 1,108 1,625 1,848 4,016 1,871 1,871 1,843 1,843 Unit Shear vi-wnd(pif 372.8 372.8 372.8 372.8 179.8 680.2 680.2 680.2 680.2 Unit Shear v;_s�;,(plO 443.1 443.1 443.1 443.1 144.6 319.8 319.8 319.8 319.8 Wall Type CC CC D D A D D D D Wall Height(ft) 8.00 8.00 7.33 7.33 10.00 8.00 8.00 8.00 8.00 Adusted va„-seis 618.8 562.5 585.0 585.0 240.0 402.2 402.2 396.3 396.3 MOT (ft-Ib) 9,749 8,863 11,911 27,325 40,160 17,107 17,107 14,747 14,747 Roof Trib Width(ft) 5.00 20.75 20.75 5.00 - 2.00 2.00 3.33 3.33 Floor Trib Width(ft) 0.80 0.80 0.80 0.80 8.50 0.80 0.80 - - Wall Tdb Height(ft) 19.00 19.00 19.00 19.00 10.00 19.00 19.00 8.00 8.00 MR.. (ft-Ib) 1,220 1,845 3,969 2,805 55,348 1,027 1,027 560 560 PHD (lb) 3,607 3,447 2,789 6,541 315 6,596 6,596 5,858 5,858 Simpson Holddown I See Sheet 22 See Sheet 22 1 HDU2 HDU8 HDU8 HDU8 HDU8 Shear Wall Beams BM4 Pt+/-PL.t w, = 243 DL + 408 LL = 651 plf 3'-11° 2 w2 = 311 DL + 508 LL = 819 plf P, = 1,881 DL + 2,477 LL = 4,358 Ib R62 5'-6" Pt_at= 1,531 Ib Wall B x 9'/5'-6" _ +/- 2,505 Ib 3,804 Ib 6,905 Ib Check 51/2 x 101/2 Glulam 2,362 lb 3,338 Ib VMax= 6,905 Ib f„ = 179 psi OK Uplift: 0.61D +/-W MMax= 11,684 ft-Ib Pt+/- Pkat fb = 1,387 psi OK 3'-11" 1-52 51/2 x 101/2 Glulam OK z W. 5'-6"HIM Uplift: 5235 Ib right end 1,4571b 3,0451b CS 16 strap beam to trimmer stud 15 lb -523 Ib Butler Sheet 21 Consulting, Inc. Job No. 156-0911-10 Project Willow Plan - Master Rear Date 11/25/15 Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Beams ( Cont.) BM 13 P1+/- Plat 9,JFffff� 31/" w1 = 126 DL+ 419 LL = 545 plf 10'-91/2" w2 = 592 DL+ 871 LL = 1,463 plf P1 = 2,731 DL + 2,477 LL = 6,444 Ib GT1 + BM9 20'-03/4' Peat= 1,707 Ib Wall E x 9'/8'-10" _ +/- 1,739 Ib 11,215 Ib 16,444 Ib Check 63/4 x 21 Glulam 9,708 Ib 14,573 lb VMax= 16,444 Ib f„ = 174 psi OK Uplift: 0.6D +/-W Mmax= 97,825 ft-Ib fb = 2,366 psi OK P1+/- Plat9,31/2" 63/4 x 21 Glulam OK 10'-9112" 1 No Net Uplift Ir 20'- 2,918 Ib 4,575 Ib 1,311 Ib 2,704 Ib BM14 3'-31/4"Peat P1 8 0" wt = 604 DL+ 1,141 LL = 1,745 plf w2 = 318 DL+ 519 LL = 837 plf Pt = 1,721 DL + 2,532 LL = 4,253 Ib GT2 11'-31/4" Pt_at= 1,707 Ib Wall E x 9'/8'-10" _ +/- 1,739 Ib 11,823 Ib 6,572 Ib Check 63/4 x 12 Glulam 9,3551b 5,563 lb VMax= 11,823 Ib f„ = 219 psi OK Uplift: 0.6D +/-W MMex= 25,801 ft-Ib 3'-311"Peat P fb = 1,911 psi OK 049 1 8'-0" 63/4 x 12 Glulam OK 11'-31/4' No Net Uplift 3,598 Ib 1,886 Ib 1,130 Ib 876 Ib Butler Sheet 22 Job No. 156-0911-10 Project Willow Plan - Master Rear Date 11/125 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Strapping Wall B Design as single shear panel wall with opening wDL V2nd ♦ Wall 2nd Floor-Left 1 st Floor Left 1 st Floor Right Vend = 1,741 Ib 1,957 Ib 2,922 Ib = L, L2 Vi_seis = 1,387 Ib 2,327 Ib 3,473 Ib = _TLI H, = 6.33 ft 8.00 ft 7.33 ft T T2 H2 = 2.67 ft 2.67 ft 2.00 ft 04 3 L = 11.25 ft 12.83 ft 11.25 ft 2 V3 Vi st r L, = 3.58 ft 2.75 ft 3.67 ft = R2nd V3 T Rend L2 = 2.67 ft 2.50 ft 4.17 ft V, = 998 Ib 1,219 Ib 1,625 Ib LL2 V2 = 743 Ib 1,108 Ib 1,848 Ib = Tf I T2 vvmnd _ 278.4 plf 372.8 plf 372.8 plf i vseis= 221.7 plf 443.1 plf 443.1 plf Shear Wall Type B CC D Rist R1sc Allow Seis shear 295.3 plf OK 618.8 plf OK 585.0 plf OK R = V H/L 1,393 Ib 1,935 Ib 2,880 Ib T, = V,H,/Ll = 1,762 Ib 3,545 Ib 3,248 Ib T2 = V2HI/L2 = 1,762 Ib 3,545 Ib 3,248 Ib V3 = R-T, = 370 Ib 1,610 Ib 368 Ib V3 = V3/H2 = 138 plf OK 603 plf OK 184 plf OK T3=V3L,/H2 = 496 Ib 1,659 Ib 314 Ib Horiz. Strap CS16 CS16 CS16 MOT from above - Ib 15,668 Ib 13,780 Ib MOT = 15,668 Ib 36,552 Ib 41,040 Ib Roof Trib Width 21.25 ft 21.25 ft 21.25 ft Floor Trib Width - ft 0.80 ft 0.80 ft Wall Trib Height 9.00 ft 19.00 ft 19.00 ft Overturning Resist 29,695 ft-Ib 49,288 ft-Ib 37,896 ft-Ib Uplift - Ib 555 Ib 1,664 Ib Holdown/Strap None Req'd HDU2 HDU2