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Specifications At 57--_2_0(6,-- rx63d 55/2_ sw Aekefo57-- Butler 16110 SE Goosehollow Drive COl?Sulting, Inc. Damascus,Oregon 97089 (503)658-0200 (503)658-0204 fax STRUCTURAL CALCULATIONS �;- - Willow MF Plan FEB 16 2016 Parcel 2, Murdock Street CITY OF TIGARD, Washington County, OregonN BUILDING DIVISI Sage Built Homes, LLC Job Number 156-0911-10 3UCTUR.4L ca. ED PRo%, Et 14855 1 f � f` OREGON 4'ir 14, E By<V EXPIRES 12-31-2017 December 3, 2015 Contents: Project Overview 1 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 MF plan with the garage on the right side to be built on Parcel 2 of a 3-lot partition on SW Murdock Street in Washington County, Oregon. Job No. 156-0911-10 December 3, 2015 Willow MF Murdock Parcel 2 Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as the Willow MF plan with a 4-car garage on the right side to be built on Pparcel 2 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. Loag din • 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 1 Ss = 1.021 Per USGS Seismic Hazard map for Si = 0.445 Lat. 45.442°, Long 122.856° SDS = 2/3 FaSs = 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+(0.6W or 0.7 E) 0.6 D±(0.6W or 0.7E) Sheet 2 Butler Job No. 156-0911-10 Project Willow Plan Master Front Date 12/03/15 Consulting, Inc. Client Sage Built Homes, LLC Subject Configuration By MEB 0 O O © RB3 .L 1 m Or LTJ A - - ' a�aluitil41 -- ® BM4 © ��_I1� ����� _ Br�3 I I I X111 -� is 11 , r � � i l l l; 1 1 I I I I I 1 1 I 1 1 I ; ; I I I I I I 1 I I 1 __ 1 1 1 1 1 1 1 1 1^1 I I 1 1 1 11 1 1 1 1 � � II IIIIIII�IIIIII� � � '_ 1 :A=i�' '�-- �' ' ' ' 11111 1 '/ -= I I I I I I I I I II 1 1 1 1 1 1 I I I 1 1 1 1 II I I I I I Il r--1 1 I I I 1 I I I 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 '�_ 11 I I I I l 1 1 l ;il _= AU I _I I I I I N6 I t —_--_ _ - I I 1 1 1 1 1 1 1 1 1 1 1 � _ 'IIIIIIIIIIIIIIIII' 1 1 I �� 1 1 I 1 j _- --_ I !I 1 1 1 I IIIII! IrI I I I D El's. __ ` : �J •, _ r.1 1 1 1 1 1 1 ,111111k1 I 1 1 1 1 1 __ -- _. 1 • 1 1 1 1 1 I I I I I an 1IIIIIIIII I I — = 111111111111111 1111 - I I j - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1T , , .�—i-I 1 1 1 I 1 1 �� ��- 1 1 1 1 1 �elilll IIIIII � ' _,_ 1111111111111111111 II I I 1 I 1 I I ; 1 1 I 1 .I I -4- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _ Op EMI L i 1 1 [�3i1 1... .Q6 ,----- ( t B 13 B 41 , _ ' I LUU II -� IBN1 �- - _t1Iia -----E mI L_ - 1 _ _ lreB2I _ ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN FN F32 F5 F4 _ _--i-IIIF4 19 - _ J , �? f10L�__)-- 11 _--4---_NL_ •e--{-----4%--_- �--- F1 -- . --i?--{.%_----_--- --�?r.�--4L- .e--*�--a.-- F2 I' ,LJF207 F18 I _0_ I � I F21 -1_J F23 I,' --�----tis_ !?--4�-- _- I F7 1_ r F22 -ti _ a J I I F1 4 Ilii _ ��:�� �� � :�::. I I' � I�� -- ---=Ii �� _.._ �� ilii iii i --- -- II Fl _ Iii _ h`% I_111-1,ll_ INII1.1 // 11 -- -- I F28 11 = — _ F25 , .a r IF27 I •• I F29 IUIIUI ::: _ — :... F10� L _ F91' — fa— F9 F11T -- II IN ' iiI - F8 F30 F30 . -:-.7'''''.---- '-'__- __1 == =_�- F31❑ ❑F31 FOUNDATION PLAN FRONT ELEVATION Sheet 3 Butler Job No. 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 Consulting, 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 w2 L2 w1 L, IIII II11 1111 111111 111111 II tI R1 Span 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 lb 0 lb 0 lb 4,253 lb- GT2 0 lb R1 4,909 lb 4,253 lb 9,782 lb 3,010 lb 872 lb R2 4,909 lb 4,253 lb 9,782 lb 6,151 lb 872 lb Simple Span Beams w 1111111111111111111111111111111111111111111111 SpanR, I R, Header RBI RB2 RB3 Span = 6.50 ft 5.00 ft 9.25 ft 12.00 ft Roof Trib 1 2.00 ft 5.92 ft 1.00 ft 4.00 ft Wall Trib 1 5.00 ft 1.00 ft 3.56 ft 1.00 ft w = 144 plf 249 plf 118 plf 172 plf VMax= 468 lb 622 lb 547 lb 1,032 lb MMax= 761 ft-lb 778 ft-lb 1,265 ft-lb 3,096 ft-lb Trial Sect 4x8 DF#2 4x6 DF#2 4x8 DF#2 4x10 DF#2 f„ = 27.7 psi 48.5 psi 32.3 psi 47.8 psi fb = 298 psi 529 psi 495 psi 744 psi 4X = 0.033 in 0.045 in 0.110 in= L/1,009 0.217 in= L1713 OK Use 4x8 DF#2 Use 4x6 DF#2 Use 4x8 DF#2 Use 4x10 DF#2 Sheet 4 Butler ,lob No. 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 Consulting, Inc. Client Sage Built Homes Subject Deck Roof By MEB Roof Framing P w, L, w2 LZ iiiiiiiiiiiiiitiliiiiiiiiii R Span R , i' RB4 RB5 RB6 RB7 RB8 Span = 5.50 ft 5.50 ft 4.50 ft 7.00 ft 11.00 ft L1 = 4.38 ft 3.42 ft 2.42 ft 1.17 ft 5.17 ft L2 = 1.13 ft 2.08 ft 2.08 ft 5.83 ft 5.83 ft Roof Trib 1 6.00 ft 21.25 ft 21.25 ft 7.00 ft 7.00 ft Wall Trib 1 2.00 ft 2.00 ft 2.00 ft - ft - ft Roof Trib 2 21.25 ft 6.00 ft 6.00 ft 4.00 ft 4.00 ft Wall Trib 2 2.00 ft 2.00 ft 2.00 ft - ft - ft w, = 276 plf 917 plf 917 plf 280 plf 280 plf w2 = 917 plf 276 plf 276 plf 160 plf 160 plf P = 4,253 lb GT-2 4,253 lb GT-2 9,782 lb GT-2 872 lb GT-5 872 lb GT-5 R1 = 1,703 lb 3,878 lb 6,282 lb 1,415 lb 1,817 lb R2 = 4,789 lb 4,080 lb 6,290 lb 717 lb 1,436 lb MMax= 4,807 ft-lb 7,902 ft-lb 12,505 ft-lb 1,607 ft-lb 5,652 ft-lb weq = 1,271 plf 2,090 plf 4,940 plf 262 plf 374 plf Trial Sect 31/2x 101/2" Glulam 31/2 x 101/2"Glulam 31/2 x 101/2" Glulam 4x12 DF#2 4x12 DF#2 f„ = 195.5 psi 166.5 psi 256.7 psi 53.9 psi 69.2 psi fb = 897 psi 1,474 psi 2,333 psi 261 psi 919 psi 4X = 0.043 =111,535 0.071 =L/930 0.075 = U612 0.021 in OK 0.185 =L/714 Use 31/2 x 101/2" GLB 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 Front Date 11/24/15 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Joist J1 w- 12 DL+40 LL sf VMaX 705 lb < 1,710 lb Allowable OK f1H1111111111111111111111111>p111Ii'11 MMax= 3,603 ft-lb <5,140 ft-lb allow OK 20'-51/4' max 705 lb 705 lb ALL = 0.431 in = L/569 OK Use 14" RFPI-400 @ 16" 0/C Joist J2 w= 12 DL +40 LL ppsf VMax 733 lb < 1,710 lb Allowable OK flIIIIIIIIIHIIIIHMIHIHM1111111111 MMaX= 32,341 ft-Ib <5,140 ft-Ib allow OK 17-71/2' max ALL = 0.393 in = L/538 OK 733 lb 733 lb Use 14" RFPI-400 @ 19.2" 0/C Joist J3 w= 12 DL+40 LL psf VMaX 753 lb < 1,710 lb Allowable OK fllll!!lllllll!lllllll!llllllllIlllIlll]111111I1l111111I11i MMaX 2,218 ft-lb <5,140 ft-lb allow OK 16'-0" 11'-10h/4" maxT ALL = 0.140 in = L/1,374 OK 589 lb 1,498 lb 437 lb Use 14" RFPI400 © 19.2" 0/C Joist J4 1P P = ((17+25) x 2' + 12 psf x 10') x 1.6' = 326 lb w= 12 DL+40 LL p f VMax= 329 lb < 1,710 lb Allowable OK fl111"111 IIIIIIIIIIIIIIIIIIIIIiIfillliiiIII 4'-6" 1'-0" MMax= 427 ft-lb <5,140 ft-lb allow OK 151 lb 715 lb ALL = 0.009 in = L/2,667 OK Use 14" RFPI-400 @ 19.2" 0/C Simple Span Beams II'II1111HIMIHIMIHIMIHMIHIHIHIM11111 R Span 1. 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 4x10 OF#2 13/4x 14" LSL 4x10 DF#2 1314 x 14 LSL f, = 3w 2L/2A-D) (psi) 73.6 25.0 17.2 42.9 fb = wL2/8 (psi) 814 170 262 247 x 5w4 Ax = 384 84 El (in) 0.070 = L/1,114 0.004 in OK 0.041 in OK 0.006 =L/1,147 Use 4x10 DF#2 Use 1314 x 14" LSL Use 4x10 DF#2 Use 13/4 x 14" LSL Sheet 6 Butler Job No. 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) P w1 L1 w2 L2 +nnnnunnuiinuniiii u IR1 Span ♦ R2 BM3 BM4 BM5 BM6 BM7 Span = 6.50 ft 5.50 ft 15.17 ft 13.67 ft 20.88 ft L1 = 0.94 ft 3.39 ft 10.04 ft 10.04 ft 0.98 ft L2 = 5.56 ft 2.11 ft 5.13 ft 3.63 ft 19.90 ft Roof Tub 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 w1 = 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 lb RB4 4,080 lb RB5 766 lb BM1 - lb 10,756 BM5+BM6 R1 = 4,253 lb 3,422 lb 5,162 lb 5,487 lb 10,973 lb R2 = 3,622 lb 4,596 lb 5,269 lb 5,156 lb 1,226 lb MMax= 3,842 ft-lb 7,861 ft-lb 22,767 ft-lb 18,545 ft-lb 10,874 ft-lb weq = 727 2,079 792 794 200 Trial Sect 31/2x 101/2" Glulam 51/2x 101/2"Glulam 51/4 x 14" LVL 31/2 x 14 LVL 31/2 x 14 LVL f„ = 173.6 psi 119.4 psi 107.5 psi 168.0 psi 335.9 psi fb = 790.3 psi 1,029 psi 1,593 psi 1,946 psi 1,141 psi 4X = 0.048 in OK 0.045 in OK 0.393 = L/521 0.390 = L/421 0.533 = L/548 Use 31/2 x 101/2" GLB Use 51/2x 101/2" GLB Use 51/4 x 14" LVL Use 31/2x 14" LVL Use 31/2x 14" LVL BM8 P1 P1 = 5,162 Ib BM5 4'-81/4" i w1 = (12+40) x17'-61/2"/2 = 456 plf j!' wiw3 1 w2 = (12+40) x26'-12'-7314"/2 = 332 plf 9'-11/2" 11'-51/2" 1 Section Try 31/2 x 117/8" LVL 3,501 lb 7,934 lb 1,141 lb VMax= 5,271 lb f„ = 161.4 psi OK 2,663 lb MMax= 11,403 ft-lb fb = 1,663 psi OK 4X = 0.077 1 = L/1,786 5,271 lb Use 31/2x 14" LVL 11,403 ft-Ib 1,961 ft-lb 8,719 ft-lb Sheet 7 Butler Job No. 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) Cantilever Beams w Beam BM9 IlllllllllllllllllllllllllIlll llllI w1 = 460 plf • 4'-6" 1 12" R1 = 984 lb R1 R2 R2 = 1,546 lb Section 13/4 x 14" LVL VMax= 1,086 lb f„ = 66.5 psi MMaX= 1,052 ft-lb fb = 221 psi Ocant = 0.0109 =2L/2,207 Use 13/4 x 14" LSL BM10 BM11 BM12 BM13 BM14 Span = 5.41 ft 6.29 ft 16.75 ft 20.56 ft 11.27 ft L1 = 4.77 ft 5.92 ft 8.31 ft 11.17 ft 3.27 ft L2 = 0.64 ft 0.38 ft 8.44 ft 9.39 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 2.77 ft 10.46 ft 9.92 ft Wall Trib 1 - ft - ft 11.00 ft - ft 10.00 ft Roof Trib 2 - ft - ft 2.77 ft 22.50 ft 4.50 ft Floor Trib 2 1.44 ft 1.60 ft - ft 8.22 ft 9.92 ft Wall Trib 2 - ft - ft 2.00 ft 9.00 ft 10.00 ft w1 = 86 plf 83 plf 360 plf 544 plf 1,623 plf w2 = 75 plf 83 plf 140 plf 1,480 plf 825 plf P = 5,156 lb BM6 766 lb- BM1 1,546 lb BM9 5,893 GT1+BM9 4,253 lb - GT2 R1 = 844 lb 307 lb 3,327 lb 10,293 lb 9,898 lb R2 = 4,771 lb 982 lb 2,396 lb 15,579 lb 6,261 lb MMaX= 4,131 ft-lb 568 ft-lb 15,219 ft-lb 81,029 ft-lb 23,694 ft-lb weq = 1,128 115 434 1,534 1,492 Trial Sect 31/2 x 101/2"Glulam 13/4 x 14" LSL 51/2 x 12 Glulam 63/4x 21 Glulam 63/4 x 12 Glulam f„ = 194.8 psi 60.1 psi 75.6 psi 164.9 psi 183.3 psi fb = 771 psi 119 psi 1,384 psi 1,960 psi 1,755 psi 4X = 0.036 = L/1,799 0.001 in OK 0.539 =L/373 0.658 =L/375 0K 0.310 =L/436 Use 31/2 x 101/2" GLB Use 13/4 x 14" LSL Use 51/2 x 12 Glulam Use 63/4x 21 Glulam Use 51/2 x 12 Glulam Butler Sheet 8 Job No. 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB Main Floor Framing Typical 2-Span Joist ruui1in1nnuiii1 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 lb f„ = 3V/2A 37.8 psi OK MMax = wL2/8 1,204 ft-lb fb = M/Sx 471.3 psi OK Amax = 5wL4/384EJ 0.085 =L/1,176 Use 4x8 32"0/C Sheet 9 Butler Job No. 156-0911-10 Project Willow Plan - Master Front Date 11/25/15 Consultin , 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 1Reinforcing (ft) (psf) (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 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 i 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 8 x 15" Cont. (2) #4 Cont. Butler' Sheet 10 Job No. 156-0911-10 Project Willow Plan -Master Front Date 12/2/15 Consulting, Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component! Trib I Unit Ld Total AReo Ftg Dimension Reinforcing (ft) (psf) (Ib) F11 Roof I 9.521 42 400 Floors j 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 261 0.17 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"4)x 8"deep None F16 GT3 9,782 RB4 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 RB5 3,878 BM4 3,422 1 F3 3.75 1,727 6,478 F4 1.75 1,540 2,699 Total 26,258 17.51 3'-0"x 6'-0"x 12" (3) #4 x(6)#4 F19 BM4 4,596 F3 1.50 1,727 2,591 Total 7,187 4.79 2'-4" x 2'-4" x 8" (2) #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" 4)x 8"deep None F22 BM11 982 StairHdr 2.00 588 1,176 Total 2,158 1.44 18"4 x 8"deep None F23 BM7 10,973 Stairs 7.72 52 401 Total 11,375 7.58 3'-0"x 3'-0"x 12" 1 (3) #4 ea way Sheet 11 Butler Job No. 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 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) F24 BM10 ' 4,771 Joist I 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 10,293 F10 2.00 ! 1,231 2,463 F11 2.00 669 1,339 F13 2.00 738 1,476 Total 20,480 13.65 4'-0"x 4'-0"x 12" (4)#4 ea way F28 BM13 15,579 BM14 9,898 Total 25,478 16.99 4'-6"x 4'-6"x 12" (5)#4 ea way F29 BM14 6,261 Fl 2.33 309 720 Total 6,981 4.65 2'-4" x 2'-4"x 8" (2)#4 ea way F30 BM12 3,327 F12 2.00 261 522 Total 3,850 2.57 8"x 15"x 3'-0"strip ftg (2)#4 Cont. F31 RB1 3.60 249 896 RB2 4.63 118 547 Pier 9.58 118 1,130 Total 2,573 1.72 2'-0" x 1'-4"x 12" None F32 RB7 1,032 RB3 3.00 925 1,436 Total 2,468 1.65 18" x 12" deep None Butler Sheet 12 Job No 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Lateral Loading 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. 45.542°, long 122.856° Fa = 1.092 Site Class D, Table 11.4-1 F„ = 1.555 Site Class D, Table 11.4-2 SMS = Fa 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 Vseis = 1.1 x 0.743/6.5 W = 0.088 W(Allowable Stress Design) 0.124 W x 0.7 = Component i Length Width II Unit wt Wt Story (ft) (ft) (psf) (kips) Shear Roof Roof 1 48.50 50.00 17.00 41.2 Ext. Walls I 211.00 i 4.50 12.00 11.4 Partitions_' 215.96 4.50 8.00 7.8 Subtotal 60.4 5,318 Upper Floor 45.12 44.00 12.00 23.8 Roof 32.67 3.02 I 15.00 1.5 Porch Roof ' 13.83 12.05 12.00 2.0 Patio Roo 11.57 13.71 12.00 1.9 Ext. Walls 209.95 9.50 12.00 23.9 Veneer 15.65 9.50 12.00 1.8 Partitions 178.17 9.50 8.00 13.5 Subtotal 68.5 6,029 Main Ext. Walls 209.00 5.00 12.00 12.5 Piers 1 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 1 1 149.2 13,134 Sheet 13 Butler Job No 156-0911-10 Project Willow Plan - Master Front Date 11/25/15 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 50.00 ft 50.00 ft B 50.00 ft 50.00 ft LIB 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 Butler Sheet 14 Job No 156-0911-10 Project Willow Plan - Master Front 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 Wa = 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 W3 Wi/ _W6 1 50'-0" 3,639 lb 3,442 lb 1st Floor Roof 6 in 12 pitch X Wall Zone 1 Zone 2 Pressure W, _ - 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 Wa = 29.33 10.81 6.15 - 154.9 psf W5 = 40.00 10.81 3.91 - 149.4 psf W/ W2 W3 WAW5 50'-0" 7,280 lb 7,147 lb 3,641 lb 3,706 lb Sheet 15 Butler Job No 156-0911-10 Project Willow Plan Master Front Date 12/2/15 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 w, = 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 8.27 8.27 116.1 psf w6 = 44.50 4.54 15.83 15.83 167.4 psf w7 = 50.00 4.54 16.54 16.54 172.3 psf 3 w4 W W6 w7 W, 2 A 4'-0„at 40'-6" 1 5'-6" f 250 lb 3,021 lb 3,406 lb 474 lb 2,771 lb 2,932 lb 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 4.45 11.65 189.2 psf w6 = 46.00 10.81 4.45 5.75 173.6 psf w7 = 0.75 7.70 7.70 62.0 psf w8 = 6.25 7.70 7.70 133.2 psf LWi, wit W5i. VW W w� �' -I' 1 4'-0" 1 24'-6" t 21'-6" I 1,041 Ib 4,879 lb 4,047 lb 5,262 lb 1,714 lb 2,333.1b____________ 479 1,688 lb 1,714 lb 4,309 lb Sheet 16 Butler lob No 156-0911-10 Project Willow Plan - Master Front 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 VWa„ Load Trib Area Load E Length (Ib) (sq ft) (Ib) (Ib) (ft) (pIf) 2nd Floor Wall 1 3,639 974.5 2,602 3,639 43.91 82.9 Wall2 3,442 1,016.9 2,716 3,442 35.33 97.4 Total N-S 1,991.4 5,318 Wali A 250 63.0 161 250 6.08 41.1 Wall B 3,021 959.4 2,449 3,021 12.42 243.2 Wall D 3,406 967.5 2,470 3,406 6.13 556.1 Wall E 474 93.2 238 474 5.50 86.2 Total E-W 2,083.1 5,318 1st Floor Wall 1 7,280 1,366.4 5,764 7,280 22.33 326.0 Wall 2 7,147 1,239.1 5,583 7,147 43.00 166.2 Total N-S 2,605.5 6,029 WaII A 1,041 252.0 744 1,041 6.08 171.2 Wall B 4,879 596.2 5,823 5,823 13.09 444.9 Wall C 4,047 1,136.6 3,262 4,047 22.33 181.2 Wall E 5,262 620.7 3,512 5,262 10.92 481.9 Total E-W 2,605.5 6,029 IMMIM Sheet 17 Butler^ Job No 156-0911-10 Project Willow Plan -Master Front Date 12/2/15 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 (Ib) (ft) (plf) 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 2,932 44.00 66.6 Perp. Typical Roof Rear 2,771 f 44.00 63.0 Perp. Typical Roof 2nd Floor Front 4,404 50.00 88.1 Perp. Typical Floor Interior 2,333 44.0 53.0 Perp. Typical Floor Rear 1,714 44.0 39.0 Perp. Typical Floor Butler Sheet 18 Job No. 156-0911-10 Project Willow Plan - Master Front 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 Overturning Resist. MRes = WDL L12/2 Net Uplift PSP = (Mor-0.6 Mlles)/(Li 3") H = Height of wall panel L; = Length of wall panel wpL = Dead load tributary to wall Shear Wall Plate Attachment: FastenerCapacity Cp= 1.33 CD= 1.60 5/8" 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 (pIf) Anchor Bolts Nailing A0 7/16 Plywood, 1-side 8d 120 Seis 6/ edge blocking not req'd @ 6" 8d @ 12" 168 Wind 8., @ 6-0" 16d @ 6" 240 Seis A 7/4' Plywood, 1-side 8d @ 6" 8d @ 12" 316 Wind 5/8.0 @ 4'-0" 16d @ 6" B 7/16" Plywood, 1-side 8d©4" 8d @ 12" 4210W nd 5/8" @ 3'-0" 16d @ 4" C '/16" Plywd, 1-Side 8d 450 Seis 5/ 3x edge framing @ 3" 8d @ 12" 630 Wind 8 @ 2-0" 16d @ 3 D '/16" Plywd, 1 Side 8d 2" 8d 12" 585 Seis 5/8"0 @ 2'-0" 16d @ 3"+ 3x edge framing @ @ 819 Wind 3x sill plate A34 @ 24" cc 7/16" Plywd, 2 Sides8d @ 3" 8d @ 12" 900 Seis 5/8"0 @ 1'-4" 16d @ 3" + 3x edge framing 1,260 Wind 3x sill plate A34 @ 8" Adjust seismic capacity by 2L/H for H/L < 3.5 IBC 2305.3.3 Sheet 19 Butler Job No. 156-0911-10 Project Willow Plan- Master Front Date 12/2/15 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 (Ib) 3,639 3,442 250 3,271 Vsejs(lb) 2,602 - 2,716 161 2,610 Wall Length L,(ft) 20.08 23.83 10.58 24.75 6.08 3.58 2.67 6.17 V;(lb) 1,664 1,975 1,031 2,411 250 943 703 1,625 Unit Shear v;_w„d(plf, 82.9 82.9 97.4 97.4 41.1 263.3 263.3 263.3 Unit Shear v;_se;s(Plf) 59.3 59.3 76.9 76.9 26.5 210.1 210.1 210.1 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 van-seis 120.0 120.0 120.0 120.0 120.0 350.0 295.3 240.0 MOT (ft-lb) 14,977 17,774 9,277 21,701 2,250 5,972 4,450 14,621 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 MRes (ft-lb) 38,909 54,799 10,802 59,112 2,625 1,239 1,688 3,674 PSP (lb) - - 271 - 116 1,569 1,420 2,097 Simpson Holddown Not Req'd Not Req'd CS16 -- CS16 See Sheet 22 MSTC40 2nd Floor 1st Floor Shear Walls Parameter Wall D Wall E Wall 1 Wall 2 Wall A Vwnd (Ib) 3,406 474 7,280 7,147 1,041 Vseis(lb) 2,470 238 5,764 5,583 744 Wall Length L;(ft) 6.13 6.17 2.75 2.75 6.83 15.50 43.00 6.08 V;(lb) 1,697 1,709 237 237 2,227 5,053 7,147 1,041 Unit Shear v;_wnd(PIf, 277.0 277.0 86.2 86.2 326.0 326.0 166.2 171.2 Unit Shear vi-seis(Plf) 200.9 200.9 43.2 43.2 258.1 258.1 129.8 122.4 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 van-seis 240.0 240.0 73.3 73.3 350.0 350.0 240.0 240.0 MOT (ft-lb) 15,271 15,383 2,133 2,133 22,267 50,533 93,171 25,031 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 MRes (ft-lb) 8,882 3,674 537 537 9,890 50,933 296,801 4,991 PHD (Ib) 1,623 2,226 658 724 2,482 1,310 - 3,780 Simpson Holddown CS16 MSTC40 CS16 CS16 HDU2 HDU2 Not Req'd HDU4 Butler Sheet 20 Consulting, Inc. Job No. 156-0911-10 Project Willow Plan -Master Front Date 12/2/15 Client Sage Built Homes Subject Shear Walls By MEB Shear Walls (Cont.) 1st Floor Shear Walls Parameter I Wall B I Wall C Wall E Vwnd (lb) 4,879 4,047 5,262 Vseis(lb) 5,823 3,262 3,512 Wall Length Li(ft) 2.75 2.50 3.67 4.17 22.33 2.75 2.75 2.71 2.71 Vi(lb) 1,224 1,112 1,632 1,855 4,047 1,325 1,325 1,306 1,306 Unit Shear vi-wad(plf, 372.8 372.8 372.8 372.8 181.2 481.9 481.9 481.9 481.9 Unit Shear vi-seis(101f) 444.9 444.9 444.9 444.9 146.1 321.6 321.6 321.6 321.6 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 vain-seis 618.8 562.5 585.0 585.0 240.0 402.2 402.2 396.3 396.3 MOT (ft-lb) 9,788 8,899 11,959 28,221 40,470 12,734 12,734 10,447 10,447 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 Trib Height(ft) 19.00 19.00 19.00 19.00 10.00 19.00 19.00 8.00 8.00 MRes (ft-lb) 1,220 1,845 3,969 2,805 55,348 1,027 1,027 560 560 PHD (lb) 3,623 3,463 2,803 6,770 329 4,847 4,847 4,110 4,110 Simpson Holddown See Sheet 22 See Sheet 22 HDU2 HDU5 HDU5 HDU5 HDU5 Shear Wall Beams BM4 P1 +1 Peat w1 = 243 DL + 408 LL = 651 plf 1'-52" 3' 11" w2 = 311DL + 508 LL = 819 plf u�������������������.1111111 P1 = 1,881 DL + 2,477 LL = 4,358 lb RB2 5'-6" PLat = 1,625 Ib Wall B x 9'/6'-2" = +/- 2,372 lb 3,804 lb 6,905 lb Check 51/2 x 101/2 Glulam 2,362 lb 3,338 lb VM ax= 6,905 lb f„ = 179 psi OK Uplift: 0.6D +/-W MMax= 11,684 ft-lb P14-1- PLat fb = 1,387 psi OK 1'152" 1 3'-11" 51/2 x 101/2 Glulam OK 2 nnwoimmIImuIIIII'I 5.-6" Uplift: 296 lb Use CS16 strap beam to trimmer stud 1,758 lb 2,631 lb -58 lb -296 lb Sheet 21 Butler Job No. 156-0911-10 Project Willow Plan - Master Front Date 12/2/15 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Beams ( Cont.) BM13 P1-1-/_ p w1 = 126 DL + 4189 LL = 544 plf 10'-91/2" 4, PLat g,_3,/z w2 = 589 DL + 891 LL = 1,480 plf fuullimmiliuuP1 = 2,229 DL + 2,664 LL = 5,893 lb GT1 + BM9 20'-63/4" PLat = 1,697 lb Wall D x 9' /6'-11/2' = +/- 2,494 lb 11,435 lb 16,934 lb Check 63/4 x 21 Glulam 9,155 lb 14,226 lb VMax= 16,934 lb f„ = 179 psi OK Uplift: 0.6D +/-W MMax= 102,979 ft-lb fb = 2,491 psi OK P1+/- PLat 9'_31/2, 63/4 x 21 Glulam OK 10'-91/2' ,, iiiiiiii�iiiiiiiiiiii No Net Uplift 20'-03/4, 3,127 lb 4,870 lb 847 lb 2,161 lb BM14 3' 31/x' P1 BLat wl = 639 DL + 984 LL = 1,623 plf 8'-0" w2 = 316 DL + 509 LL = 825 plf 111111111111 umu1uimuimuummu P1 = 1,721 DL + 2,532 LL = 4,253 lb GT2 11'-31/4" PLat= 1,697 lb Wall D x 9' /6'-11/2' = +/- 2,494 lb 11,578 lb 7,077 lb Check 63/4 x 12 Glulam 8,849 lb 4,818 lb VMax= 11,578 lb f„ = 214 psi OK Uplift: 0.6D +/- W MMax= 27,955 ft-lb BLat fb = 2,071 psi OK 3._3v P1 8'-0" 63/4 x 12 Glulam OK 111111111111iluuuumummuuauului 11'-31/4" No Net Uplift 3,785 lb 2,515 lb 1,055 Ib 256 Ib • Butler Sheet 22 Job No. 156-0911-10 Project Willow Plan - Master Front 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 V ,. 111111111111111111111111101111111111111111111 Wall 2nd Floor- Left 1st Floor Left 1st Floor Right Viwnd = 1,646 lb 1,957 lb 2,922 lb = T L1 Lz Vi_seis = 1,314 lb 2,336 lb 3,487 lb = T1 H1 = 6.33 ft 8.00 ft 7.33 ft L-7_ 2 H2 = 2.67 ft 2.67 ft 2.00 ft f V3 3 L = 11.25 ft 12.83 ft 11.25 ft Vi ' 1 L1 = 3.58 ft 2.75 ft 3.67 ft = I R2nd V3 T R2nd L2 = 2.67 ft 2.50 ft 4.17 ft V1 = 943 lb 1,224 lb 1,632 lb L1 12 V2 = 703 lb 1,112 lb 1,855 lb = Ti f I 12 vwnd = 263.3 plf 372.8 plf 372.8 plf + Vseis= 210.1 plf 444.9 plf 444.9 plf Shear Wall Type B CC D R1st R1st Allow Seis shear 295.3 plf OK 618.8 plf OK 585.0 plf OK R = V H /L 1,317 lb 1,943 lb 2,892 lb Ti = V1H1/L1 = 1,667 lb 3,559 lb 3,261 lb T2 = V2H1/L2 = 1,667 lb 3,559 lb 3,261 lb V3 = R-T1 = 349 lb 1,617 lb 370 lb v3 = V3/H2 = 131 plf OK 606 plf OK 185 plf OK T3=V3L11H2 = 469 lb 1,665 lb 315 lb Horiz. Strap CS16 CS16 CS16 MOT from above - lb 14,818 lb 14,621 lb Mo-r = 14,818 lb 35,702 lb 41,881 lb 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-lb 49,288 ft-lb 37,896 ft-lb Uplift - lb 487 lb 1,740 lb Holdown/Strap None Req'd HDU2 HDU2