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Specifications (12) M57-7-c! - cvx'1?7 Butler 16110 SE Goosehollow Drive Damascus,Oregon 97089 Consulting, Inc. (503)E58-0200 (503)658-0204 fax STRUCTURAL CALCULATIONS 4- Maple Plan N O V 1 7 ?.(11F Balfour Partition SW Frewing Street Tigard, Oregon Sage Built Homes, LLC Job Number 156-0911-10 RUCTUk,,i� \���RED PRQ,cFss <1./ GINE' iO4 14855 OREGON E . 6 EXPIRES 12-31-2017 November 7, 2016 Contents: Project Overview 1 Configuration 2 Roof Framing 3 2nd Floor Framing 3 Main Floor Framing 7 Footings 8 Lateral Loading 11 Shear Walls 17 Shear Wall Beams 19 NOTE: These calculations are for the Maple-Balfour plan with the garage on the left side to be built on Parcel 2 in the Balfour partition on SW Frewing Street in Tigard, Oregon. Job No. 156-0911-10 August 7 2016 Balfour Parcel 2 Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as the Maple Balfour plan with a 4-car garage on the left side to be built on Parcel 2 of the Balfour partition on SW Frewing Street in Tigard, Oregon. The structure was designed in accordance with the 2014 Oregon Structural Specialty Code. Loadint: 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 12.14-1.1, 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° Sns = 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.156-911-10 Project Maple Balfour Date 11/07/16 Consulting, Inc. Client Sage Built Homes, LLC Subject Configuration By MEB Rev Description By Date Q2 3 4c-r) 0 O2 3 , r r -, 1 1 H , xzp l I I I —� — I I 11 ,j✓1'i'- 1 I 1 I 1 1 I i I 1 I (r�ip�j,,f I 1 i t I I 1 1I 1 1 I I _��f\f U --r.- iii. ii. Ia I_� ii--- -_--- ......... i..iw' J }- Y 0- - 1 -4 �/ I I I I I I I I I III I I --A--- II IIIIIIIIIIII I I I I I I I I I I I I I I I I I I 1 1 I I I I I IGS I 11 ---- I I I 1 1 1 1 1 1 1 I g.11 011 1� _ ''X, __ __ - l_.._..----J�i - -Q 1 1 i� 11 I I I 1 1 1 1 >� ,, gar — — —- - I I I 1-1111111111111111k 1 1 ... I I ��1111 — _ _ �. �. A I i n1,. _ _ L;WM -- I1 I r I Y I IT — - t` 3u..u��'u. t'. u -ril, /- I - 1 11I f I ".''} 1 i e II II s, — iG �I .MiIIMI �' ' � � m. ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F28 IF c-- - 1I F31 1 1 1F3 F4 risme �� �1 Fr____7�.� ,-1-_- _F124.,)_ [e IF13 F2 1 — —(Sfili —r� 41— 4�— I q F1 I — p 4 - -(. t t A4 F10 1 11 � u I _6, -ra a r. 1 r 11 Fs r,F r_`','16M221"� 111111 11111��11 — �_� I LJ iiIL" Iii .mF15 III:.._ . ...nl.../11 1 1. _J :..::....:.....:<???>` : :a:: :;;•:;r:`-zts:; :: ;nisi: T;:r - ......................` ;ii;;:_iiirr::.. F16 (' ��117 F81 I _,4-i I I F1($F29 I=I� ') :::1.---1::: 1 I _Tai so ii F22 i -4.1- EA '21A • �, 1i ii - I1 6.1_- I F191 C - -(� —� ' 33A I 1 I F11 20 �� �,.F21B LI F24r1 -- �• r., F6 2F 3B - •J F25 FOUNDATION PLAN (., FRONT ELEVATION F28 F26® ®F27 Sheet 3 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/5/16 Consultin , Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Grider Truss Reactions GT1 GT2 Span = 15.58 ft 15.75 ft Roof Trib = 20.00 ft 20.00 ft Reaction = 6,544 lb 6,615 lb i l 111111111111111111111111111 Simple Span Beams ASpan Typ Header Front Header Rear Header RB1 Span 4.50 6.50 5.50 9.50 Roof Trib 20.00 2.00 20.00 20.00 Wall Trib 2.00 5.00 2.00 2.00 Unit Load 864 144 864 864 Trial Section 4x8 DF#2 4x8 DF#2 4x10 DF#2 31/2 x 101/2 Glulam ff = 3w(Li2-D) 84.0 psi OK 22.5 psi OK 79.2 psi OK 191.3 psi OK 2A fb = 'NS/8 856 psi OK 298 psi OK 785 psi OK 1,819 psi OK x = 5wL4 Ax 384 El 0.045 01,200 0.033 =U2,364 0.048 =U1,375 0.261 in=U 437 Use 4x8 DF#2 Use 4x8 DF#2 Use 4x10 DF#2 Use 31/2x 101/2 Glulam 2nd Floor Framing Joist J1 w= 12 DL+40 LL sf VMax= 647 lb < 1,420 lb VAIs OK i►tiiiiiiiiiiiiiiiiiiii�iiiiiii� MMax= 3,032 ft-lb < 4,315 lb MAn OK 18'-9" max 647 lb 647 lb ALL = 0.449 = L/501 OK Use 117/8"RFPI-400 @ 16" 0/C Joist J2 w= 12 DL+40 LL sf VMax= 546 lb < 1,420 lb VAIs OK iuiiuiiiuniuuuiuiiuilnnnuii A 20'-0" max t MMax= 2,600 ft-lb < 4,315 lb MAlI OK 520 lb 520 lb ALL = 0.436 = L/551 OK Use 117/$"RFPI-400 @ 12" 0/C Joist J3 w= 12 DL+40 LL psf P 1 P = (17+25) x 382/2/37' + 12 psf x 9' = 928 plf i1litimiuininniiiiinniliinininttii 16'-6" t VMax 1,256 lb < 1,420 lb VA!! OK 412 lb 2,106 lb MMaz 2,613 ft-lb < 4,315 lb MAii OK Acant = 0.0814 = 2 L/589 OK Use 117/$'RFPI-400 @ 16" 0/C Sheet 4 Butler ,lob No. 156-0911-10 Project Maple Plan Balfour Date 11/5/16 Consultin. , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Simple Span Beams Iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii R Span R Beam Header 1 BM1 BM2 RB2 BM8 Span 3.50 ft 3.67 ft 5.00 ft 18.50 ft 15.58 Roof Trib 20.00 ft - ft 10.50 ft 2.97 ft 2.75 Floor Trib 8.42 ft 3.08 ft - ft - ft 0.50 Wall Trib 11.00 ft - ft 9.00 ft - ft 9.00 Unit Load 1,370 plf 160 plf 549 plf 110 plf 236 Trial Section 4x10 DF#2 1314 x 117/8 LSL E1.5 13/4 x 117/8 LSL E1.5 6x12 DF#2 31/2 x 12 Glulam fv .w(L 2 D) 62.1 psi OK 9.8 psi OK 59.9 psi OK 22.1 psi OK 60.3 wL2/8 fb = S 504 psi OK 79 psi OK 501 psi OK 325 psi OK 1,022 x 5wL4 -384 El 0.013 =U3,231 0.002 in OK 0.021 = L/3,158 0.320 = U 694 0.345 Use 4x10 DF#2 Use 13/4 x 117/8 LSL Use 13/4x 117/8 LSL Use 6x12 DF#2 Use 31/2x 12 P w2 L2 uIIIw1 IIIuIi IuuIIIIuuu millIIIIIIIIIIIIIIIII Span Ri R2 Beam BM3 BM4 BM6 BM7 Span 7.58 ft 7.00 ft 14.27 ft 14.27 ft Li 3.79 ft 3.50 ft 10.40 ft 10.83 ft L2 3.79 ft 3.50 ft 3.87 ft 3.44 ft Roof Trib 1 - ft - ft - ft - ft Floor Trib 1 3.42 ft 1.60 ft 12.00 ft 4.25 ft Wall Trib 1 - ft - ft - ft 9.00 ft Roof Trib 2 - ft - ft - ft - ft Floor Trib 2 4.54 ft 0.80 ft 8.42 ft 2.67 ft Wall Trib 2 - ft 3.00 ft - ft 9.00 ft WI 178 plf 83 plf 624 plf 293 plf w2 236 plf 66 plf 438 plf 211 plf P - lb - lb 245 lb BM4 245 BM4 R1 729 lb 276 lb 4,421 lb 2,116 lb R2 840 lb 245 lb 4,008 lb 2,028 lb MMax= 1,493 ft-lb 457 ft-lb 15,661 ft-lb 7,638 ft-lb Weq = 208 plf 75 plf 615 plf 300 plf Trial Sect 4x12 DF#2 13/4 x 117/8 LSL E1.5 51/4 x 117/8 LVL 31/2 x 12 Glulam fV 32.0 psi OK 19.9 psi OK 106.4 psi OK 65.1 psi OK fb 243 psi OK 133 psi OK 1,523 psi OK 1,091 psi OK Ax = 0.023 in OK 0.011 =L/1,615 0.392 =L/437 0.196 =L/746 Use 4x12 DF#2 Use 13/4 x 117/8 LSL Use 51/4 x 117/8 LVL Use 31/2 x 12 GLB Sheet 5 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/5/16 Consulting Inc. client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) BM5 w1 = (17+25) x 23' + (12+40) x 8'-3" + 12 psf x 9' = 1,503 plf P w2 = (17+25) x 3' + (12+40) x 8'-3" + 12 psf x 7' = 691 plf P P = 4,104 lb RB1 W1 W2 1111111111111111 1111111111111 Section 51/2 x 12 Glulam 1 11'-6" 7" VMax = 8,913 lb 8,913 lb 10,273 lb fv = 202.6 psi OK MMax = 20,691 ft-lb fb = 1,881 psi OK Ox = 0.346 in = L/329 Use 51/2 x 12 Glulam BM9 P w = (17+25)x 4'-3"+(12+40)x 8"+12 psf x 9' = 321 plf w P = 1,373 lb BM2 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Section 31/2x 12 Glulam 13' 1" 2'-8" VMax = 2,376 lb 1,823 lb 4,473 lb fv = 198.0 psi OK 2,097 lb MMax = 5,177 ft-lb fb = 740 psi OK 5,177 ft-Ib 2,376 lb Acant = 0.117 in =2 L545 OK Use 31/2x 12 Glulam .'------------- --- 4,451 4,451 ft-lb RB5 w = (12+25) x 7'2/2/6' = 151 plf w Section 51/$x101/2" glulam lilLiiniiiiinuiiiiiiiuiuiiiuiiinu VMax = 1,600 lb 2'-0' 21'-0 fv = 44.6 psi OK 1,902 lb 1,571 lb MMax = 8,172 ft-lb fb = 1,041 psi OK Ax = 0.611 in = L/412 OK Use 51/$x101/2" glulam BM 10 P w = (17+25)x 19.29'+(12+40)x 15'-7"/2" +12 psf x 9' = 903 plf w P = 1,836 lb BM8 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Section 31/2x 12 Glulam 4'-0" 1'-0" VMax = 2,760 lb 1,229 lb 5,143 lb fv = 98.6 psi OK 2,760 lb MMax = 2,288 ft-lb fb = 327 psi OK 836 ft-Ib 2,383 Ib Acant = 0.0072 in =2 L/3,316 OK Use 31/2 x 12 Glulam x,288 ft-Ib Sheet 6 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/5/16 C'onsultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) BM11 Span 8.25 ft-lb w = (12+40) x 8'-9" = 455 plf Section 13/4 x 117/8 LVL VMaX = 1,877 lb fv = 135.5 psi OK MMax = 3,871 ft-lb fb = 1,129 psi OK 4X = 0.097 in = L/1,021 OK Use 13/4x 117/8 LVL P w1 L1 '82 L2 R1 Span R2 Beam BM12 BM13 BM14 BM15 BM16 Span 20.25 ft 16.75 ft 19.75 ft 5.08 8.25 ft L1 15.58 ft 13.46 ft 15.33 ft 2.96 5.25 ft L2 4.67 ft 3.29 ft 4.42 ft 2.12 3.00 ft Roof Trib 1 - ft 3.25 ft 2.13 ft - 3.92 ft Floor Trib 1 1.17 ft 0.67 ft - ft 5.04 - ft Wall Trib 1 - ft 11.00 ft - ft - - ft Roof Trib 2 23.33 ft - ft 4.41 ft - 4.92 ft Floor Trib 2 0.50 ft - ft - ft 5.04 - ft Wall Trib 2 9.00 ft 2.00 ft - ft - - ft 61 plf 303 plf 85 plf 262 157 plf 1,114 plf 24 plf 176 plf 262 197 plf P = 7,773 GT1+BM10 5,143 lb BM10 - lb 4,421 lb BM6 1,199 lb BM14 R1 = 2,976 3,460 lb 886 lb 2,511 1,105 lb R2 = 10,947 5,845 lb 1,199 lb 3,242 1,508 lb MMax= 38,975 19,737 ft-lb 4,612 ft-lb 6,283 3,892 ft-lb wag = 760 563 plf 95 plf 1,948 457 plf Trial Sect5'/2 x 191/2"GLB 51/2 x 131/2" GLB 6x12 DF#2 13/4 X 117/8 LVL 4x10 DF#2 fv = 127.8 118.1 28.4 215.3 69.9 psi OK fb = 1,342 1,418 457 1,833 936 psi OK OX = 0.470 =L/517 0.491 = L/409 0.357 =L/609 0.060 =L/1,017 0.129 =L/767 Use 51/2 x 191/2"GLB Use 51/2x 131/2"GLB Use 6x12 DF#2 Use 13/4 x 117/8 LVL Use 4x10 DF#2 Sheet 7 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/5/16 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) Beam BM17 BM18 BM19 BM20 RB3 Span 5.67 ft 6.50 ft 21.08 ft 3.00 ft 7.25 ft L1 3.48 ft 1.08 ft 15.63 ft 2.00 ft 2.50 ft L2 2.19 ft 5.42 ft 5.46 ft 1.00 ft 4.75 ft Roof Trib 1 21.00 ft 10.13 ft 7.00 ft - ft 3.92 ft Floor Trib 1 0.67 ft 6.46 ft 10.00 ft - ft - ft Wall Trib 1 9.00 ft 9.00 ft 9.00 ft - ft - ft Roof Trib 2 - ft 4.25 ft 7.00 ft 8.88 ft 4.92 ft Floor Trib 2 1.33 ft 9.88 ft 6.00 ft - ft - ft Wall Trib 2 - ft 9.00 ft 9.00 ft 9.00 ft - ft w1 = 1,025 plf 869 plf 922 plf - plf 165 plf w2 = 69 plf 800 plf 714 plf 481 plf 207 plf P = 7,988 GT2+BM2 6,615 Ib GT2 - lb 1,836 lb BM8 948 lb RB2 R1 = 5,584 lb 8,184 lb 9,571 lb 692 lb 1,283 lb R2 = 6,121 lb 3,705 lb 8,730 lb 1,625 lb 1,058 lb MMax= 13,224 ft-lb 8,332 ft-lb 49,678 ft-lb 1,385 ft-lb 2,693 ft-lb wag = 3,294 plf 1,578 plf 894 plf 1,231 plf 410 plf Trial Sect51/2 x 12 Glulam 51/2x101/2" glulam 5112x 21"GLB 4x12 DF#2 4x10 DF#2 iv = 137.5 psi OK 212.6 psi OK 124.3 psi OK 61.9 psi OK 59.4 psi OK fb = 1,202 psi OK 989 psi OK 1,475 psi OK 225 psi OK 648 psi OK Ax = 0.054 = U1,283 0.066 = L/1,164 0.520 = L/487 0.003 in OK 0.069 =L/1,088 Use 51/2 x 12" GLB Use 51/2x101/2"glulam Use 5112x 21" GLB Use 4x12 DF#2 Use 4x10 DF#2 Main Floor Framing Typ Joist Span 9.00 ft max wfiuinnuni Trial Beam Size 4x8 DF#2 lunninnni I Span } Span Floor Trib Width 2.67 ft Uniform Load 139 plf VMax = 5/8 wL 781 Ib fv = 3V/2A 41.2 psi MMax = wL2/8 1,406 ft-lb fb = M / Sx 550.2 psi Amax = 0.115 =U1,222 Use 4x8 DF#2 @ 32" 0/C Sheet 8 Butler Job No. 156'0911-10 Project Maple Plan Balfour Date 11/5/16 Client Sage Built Homes Subject Foundation By MEB Main Floor Framing (Cont.) ByN21 p w � w = (13+40)x9''7^ +8pmfx10' =578p|f | 7''7" T / | P = 840 lb BM3 2,628 lb 2,595 lb Section 31/2 x 9" glulam «w= = 2.628 lb f = 125.1 psi Mm = 5,739 ft-lb fb = 1,458 psi OK Max& = 0.155 in = L/587 OK Use 31/2 xS'' g|u|ann Footings Allowable Soil Bearing = 1.500 psf(assumed) Footing Component' Trib Unit Ld Total AReqd Ftg Dimension Reinforcing (ft) (psf) / (lb) � | Fl Roof ' 2.00 42 84 Floors 14.35 52 746 Wall 18.00 12 216 Total | 1.046 0.70 8 x 15" Cont. (2)#4 Cont. F2 Roof 22.38 42 940 Floors 11.71 52 009 Wall 20.00 12 240 Total | 1,789 1.19 8 x 15" Cont. (2) #4 Cont. F3 Roof 2 OO 42 � 84 � Floors 3.00 52 156 Wall 9.00 12 108 Total 348 0.23 8x 12" Cont. (2)#4 Cont. . _ F4 Roof | 20.00 42 840 | Floors 9.58 52 498 Wall 18.00 12 216 Total 1,554 1.O48x12" Cont. (2) #4 Cont. F5 Roof 7.00 42 294 [ Wall 9.00 12 108 Total 402 0.27 8 x 12" Cont. (2)#4 Cont. F6 Roof 4.50 42 189 Floors 0.87 52 35 Wall 18.00 12 | 216 Total � 440 0.29 8x 15'' Cont. ' (2) #4 Cont. ' ' Sheet9 Butler Job No. 150-0911-10 Project �Y»n|�}qaoBu\f�ur Date l|/5/Lh U K'oDsQ/�n/� Inc. Client Sage @uiU}{uozcs Subject Footings By MEB Footings ( Cont.) Footing Component Trib Unit Ld Total A"-o Ftg Dimension Reinforcing | (ft) (pat) | (lb) ! F7 Floors 15.41 52 801 Wall 9.00 12 108 Total --- l 9 /8 0.81 8x 15" Cont. | (2)#4 Cont. F8 Floors 23.98 52 , 1,247 Wall 9.00 12 108 - --- -- �-- �--- - | Total 1,355 0.90 8x15^ Cont. | (2)#4Cont. F9 52 . 524 12 108 Total 632 O�42 | Ox15'' {|onL (2)#4ConL ---- �----��-- -- -- --- -r -- �---- F1O Roof 2.00 42 84 Floors 5.00 52 260 Wall 18.00 12 �18 Total ' | 476 0.32 8x15^ Cont. (2)#4 Cont. F11Joist 11 1,562 1.O4 ' 16" None F12 BM5 8`913 � F2 1.75 1,789 3.130 F3 1.75 348 | 609 Total i | 12,652 8.43 3'-D^u3'-0^x (3)#4 ea way F13 BM5 10.273 F3 3.00 348 1,044 Total 11.317 7.54 3�O^x3�O'x12^ way -- --- --'| ---- -- | F14 8K811 | 1,877 BM15 1 3,242 —Joist 9.00139 1,250 _ Tota| 6.368 4.25 | 2'-4^n2'-4'x 12" (3)#4 ea way F15 . 4.008 2,628 Joist 1 11.06 139 1,536 Total | 8.172 5.45 2�6'x2�6'x12^ � CB#4eavvay 1 - � - " |��- -- -- - -- � � F16 Bxx/ 2,116 F8 3.001,355 4,065 -- --' -- | � 6,181T 4.12 8"x �7x3�O"�dp C2\#4ConL F17 ByN1 1 1.84 160 300 BM7 .O28 Joist 5.63 139 781 Total .1O9 2� 24^ � x12" None -�---- -- �--- --- �-^-- --- | ---' �---- F18 BM19 8,730 | | F9 3.00 632 1,264 2.00 476 952 Sheet 10 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/5/16 Consultin , Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component Trib Unit Ld Total ARegd Ftg Dimension Reinforcing (ft) (psf) (lb) F19 GT1 6,544 BM12 ' 10,947 BM17 5,584 F8 3.00 1,355 4,065 Total 27,139 18.09 4'-6"x 4'-6"x 12" (3)#4 ea way F20 BM17 6,121 F7 11_3.00 909 2,728 Total ' 8,849 5.90 2'-6"x 2'-6"x 12" (3)#4 ea way F21A BM18 3,705 Fl 3.00 _1_,046 3,139 Total 6,844 4.56 12'-4"x 2'-4"x 12" (3) #4 ea way i F21B BM18 8,184 Fl 3.00 1,046 3,139 Total 11,323 7.55 3'-0"x 3'-0"x 12" (3)#4 ea way F22 BM12 1 2,976 BM19 9,571 F10 1.33 476 635 Total + 13,181 8.79 3'-0"x 3'-0"x 12" (3)#4 ea way F23A BM13 3,460 BM20 1 1,625 F6 2.38 189 ! 449 Total 5,534- 3.69 x 15"x "strip ftg (2) #4 Cont. ' 8"_________3'-0_ F23B BM13 !. 5,845 F6 2.38 440 1,045 Total 6,889 4.59 2'-4"x 2'-4"x 12" (3) #4 ea way F24 BM9 4,343 RB3 1,058 F7 j 1.50 909 1,364 Total 6,765 4.51 2'-4" x 2'-4"x 12" (3)#4 ea way F25 BM14 886 BM20 692 Total 1,579 1.05 18" cp x 12" None F26 BM16 r 1,105 0.74 18" x 12" 1 None F27 RB3 T 1,283 0.86 18" x 12" None F28 RB2 18.33 110 ! 2,014 1.34 18" (I) x 12" None F29 RB5 -12.00 151 _ 1,827 1.22 16" x 12" ' None • Sheet 11 Sutler Job No 156-0911-10 Project Maple Plan Balfour Date 1115116 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 = 1.021 per USGS Seismic Hazard Map for S1 = 0.450 Lat. 45.549°, Long 122.997° Fa = 1.092 Site Class D, Table 11.4-1 FV = 1.551 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.115 SM1 = F,S1 = 0.698 SDS =2/3 SMS = 0.743 Seismic Design Category"D" SD1 = 2/3 SM1 = 0.465 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 = 1.1x0.712 /6.5W = 0.126 W Vseis = 0.124 W x 0.7 = 0.0881 W(Allowable Stress Design) Component Length Width Unit wt I Wt Story (ft) (ft) (psf) (kips) Shear Roof Roof 45.00 41.33 17.00 31.6 Ext.Walls 180.00 4.00 12.00 8.6 Partitions__ 157.00_ 4.00 8.00__ 5.0 Subtotal area 45.3 3,987 Upper !Floor 40.76 42.00 12.00 20.5 Roof 48.39 ' 11.00 17.00 9.0 Porch Roof 43.75 6.43 15.00 4.2 Patio Roof 23.00 7.00 12.00 1.9 Ext.Walls 196.94 8.50 12.00 20.1 Partitions 110.94 8.50 8.00 7.5 Subtotal 1 � 63.4 5,581 Main Ext.Walls 212.00 4.50 12.00 1 11.4 Partitions 70.00 4.50 8.00 2.5 Subtotal 14.0 1,230 Total 122.6 10,798 Sheet 12 Butler Job No 156-0911-10 Project Maple Plan Balfour Date 11/5/16 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 49.00 ft 52.00 ft B 52.00 ft 49.00 ft LIB 0.942 1.061 Mean Roof Height 26.08 ft 26.08 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 22.36 psf 22.18 psf 2nd Floor 19.08 ft 22.02 psf 21.84 psf 1st Floor 11.08 ft 21.64 psf 21.96 psf Po 21.11 psf 20.93 psf Roof pressures interpolated from Table 27.6-2 Mean Roof Ht 24.04 ft Pitch 4 in 12 5 in 12 6 in 12 10 in 12 Angle 18.43 degrees 22.62 degrees 26.565 degrees 39.806 degrees Adjustment Factor for Exp B 0.706 0.706 0.706 0.706 p Zone 1 Exposure C 8.68 9.72 12.74 15.23 p Zone 1 Adjusted p for Exp B 6.13 6.86 9.00 10.75 p Zone 2 Exposure C 8.60 7.8 9.30 9.66 p Zone 2 Adjusted p for Exp B 6.07 5.51 6.57 6.82 Sheet 13 Butler Job No 156-091 1-10 Project Maple Plan Balfour Date 11/5/16 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side (E-W) Direction 2nd Floor 10 in 12 p X Wall Zone1 Zone 2 ASD w1 = - 4.41 - - 58.2 w2 = 18.50 13.65 - - 180.3 w3 = 23.75 10.53 - - 139.2 w4 = 38.00 4.04 21.83 21.83 200.7 w5 = 42.00 0/5 21.83 21.83 157.2 W2 W W W1 w5 43'-0" 2,704 lb 3,914 lb 1st Floor 4 in 12 6 in 12 10 in 12 p X Wall Zone2 Zone1 Zone 2 Zone1 Zone 2 ASD w1 = - 5.1042 1.08 68.04 w2 = 6.00 7.1875 7.3786 105.36 w3 = 6.00 9.6354 7.3786 137.14 w4 = 7.80 9.6354 11.595 144.02 w5 = 32.33 9.6354 11.595 6.7083 - 160.21 w6 = 44.00 9.6354 2.4595 6.7083 145.31 w7 = 47.00 9.6354 6.7083 - - 1.97 146.47 w8 = 49.00 9.6354 6.7083 - 1.3017 3.3153 155.36 w9 = 49.00 0.7500 6.7083 2.98 1.3017 3.3153 45.25 w10 = 51.667 0.75 3.3541 5.0983 5.0983 52.25 w11 = 54.667 0.75 0 5.0983 5.0983 44.15 W W4 W5 W0,143 W1 W2 w9 w11 '4/ 16'-6" t 25'-6" t 7'-6" 241 lb 4,164 lb 3,059 lb 6,364 lb 1,257 lb 1,871 lb 1,188 lb 2,346 lb Sheet 14 Butler Job No 156-0911-10 Project Maple Plan Balfour Date 11/6/16 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front-to-Back(N-S) Direction 2nd Floor 6 in 12 p X Wall Zone1 Zone 2 ASD w1 = (0.50) 0.75 21.80 21.80 100.9 w2 = - 4.43 21.80 21.80 149.1 w3 = 7.79 10.93 4.12 21.80 191.5 w4 = 16.08 4.04 21.80 21.80 144.0 w5 = 30.63 11.02 3.96 15.84 181.9 w6 = 38.50 4.04 15.84 15.84 119.1 w7 = 42.00 0.75 15.84 15.84 76.0 W2 W3 W4 W5 W2 W W1 I -�"W7 t 38'-6" t3,- t 3,262 lb 3310 lb 6295 lb 1st Floor 4in12 5in12 6in12 p X Wall Zone1 Zone 2 Zone1 Zone 2 Zone1 Zone 2 ASD W1 = 0 4.54 1.05 1.05 62.41 w2 = 10 4.54 11.595 - 9.28 85.12 w3 = 10 9.6354 - 7.58 2.99 143.83 w4 = 25.5833 9.6354 7.58 8.57 157.31 w5 = 32.75 9.6354 7.58 - 136.61 w6 = 37.833 9.6354 - - 126.98 w7 = 52 9.6354 - 5.19 139.52 WS = 52 9.6354 - 1.12 129.68 'Jr w3 14I-V 4 W5,_ W7 1 1W8 Wri l W2 W6 t 10'-0"t 38'-6" tY-6 11 350 lb 6,429 lb 6,305 lb 499 lb 2,779 lb 2,728 lb Butler Job No 156-0911-10 Project Maple Plan Balfour Sheet 15 Date 11l7/16 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 Vwait Load Trib Area; Load 'E Length (Ib) (sq ft) 1 (Ib) (Ib) (ft) (plf) 2nd Floor Wall 2 3,262 873.1 1,887 3,262 38.00 85.8 Wall 3 3,310 900.3 . 1,945 3,310 16.67 198.5 Wall 295 72.0 156 295 20.33 14.5 Total N-S 1,845.4 3,987 Wall B 2,704 956.3 r 2,066 2,704 18.33 147.5 Wall E 3,914 889.1 1,921 3,914 r 9.67 405.0 Total E-W 6,618 1,845.4 3,987 1st Floor Wall 1 350 256.0' 557 557 37.00 15.0 Wall 2 6,429 1,239.3 4,582 6,429 r 16.17 397.6 Wall 3 6,305 422.4 j 2,864 6,305 10.67 590.9 Wall 4 499 648.4 ! 1,566 1,566 1 9.00 174.0 Total N-S ! 2,566.0 ! 5,581 Wall A 241 111.3 j 242 242 ; 2.75 88.0 Wall B 4,165 520.8 1 3,199 4,165 18.00 231.4 Wall C ! 3,059 1,071.5 2,330 3,059 r 12.00 254.9 Wall D i 3,182 456.9 i 1,954 3,182 ! 4.00 795.4 Wall E r 3,182 405.4 : 1,842 3,182 5.58 570.2 Total E-W'' 13,587 2,566.0 ! 5,581 Butler Job No 156-0911-10 Project Maple Plan Balfour Sheet 16 Date 11/7/16 Consulting, Inc. Client Sage Built Homes Subject Diaphragms By MEB Diaphragms Typical Roof Diaphragm: 7/16"APA-rated sheathing w1 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 Depth Unit Shear Framing Diaphragm (Ib) (ft) (pif) Front-to-back (North-South) Roof 3,262 38.00 85.8 Parallel ',Typical Roof 2nd Floor 2,779 38.00 73.1 Perp. ;Typical Floor Side-to-side (East-West) Roof 3,914 38.50 1. 101.7 Perp. Typical Roof 2nd Floor 2,346 38.50 60.9 Perp. Typical Floor Sheet 17 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/7/16 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 = wpL L;2/2 Net Uplift Pup - (Mor-0.6 MRes)/(L+-3") H = Height of wall panel L; = Length of wall panel wog = Dead load tributary to wall Shear Wall Plate Attachment: Fastener Capacity CD= 1.33 CD= 1.60 5/8" Anchor Bolt 790 1,053 1,264 16d Nail 108 144 173 Shear Wall Schedule Type Sheathing Panel Nailing Capacity Sill Plate Attachment Edges Field (plf) Anchor Bolts 1 Nailing A0 7/16"Plywood,1 side 8d @ 6" 8d @ 12" 120 Seis 5/8„ @ 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"4 @ 4'-0" 16d @ 6" 316 Wind B 7/16"Plywood, 1-side 8d @ 4" 8d @ 12" 350 Seis 5/8.. @ 3' 0" 16d @ 4" 421 Wind 7116"Plywd, 1-Side 8d @ 3" !8d @ 12" 450 Seis 5/8„ @ 2'-0" 16d @ 3" 3x edge framing 630 Wind 7/16"Plywd,l-Side 585 Seis 5 16d @ 3"+ D 8d@2" 8d@12" /8"�@1 -6" 3x edge framing 819 Wind A34 @ 12" Adjust seismic capacity by 2L/H for HIL < 3.5 IBC 2305.3.3 • Sheet 18 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/7/16 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 2 I Wall 3 I Wall 4 I Wall B I Wall D Vw;nd (Ib) 3,262 3,310 295 2,704 3,914 Vs.,,(Ib) 1,887 1,887 156 2,066 1,921 Wall Length L,(ft) 18.71 19.29 16.67 20.33 6.50 11.83 4.79 4.88 V;(Ib) 1,606 1,656 3,310 295 959 1,745 1,940 1,974 Unit Shear v;-w;,,d(plf, 85.8 85.8 198.5 14.5 147.5 i 147.5 405.0 405.0 Unit Shear v;_se,s(plf) 49.6 49.6 113.2 7.7 112.7 112.7 198.8 ' 198.8 Wall Type AO AO A AO ASOAO B B Wall Height H (ft) 8.00 8.00 8.00 8.00 8.00 L 8.00 8.00' 8.00 Adusted Vail-seis 120.0 120.0 240.0 120.0 240.0 350.0 350.01 350.0 MOT (ft-Ib) 12,848 13,246 26,476 2,363 7,670 ! 13,959 15,519 15,794 Roof Trib Width (ft) 2.00 2.00 2.00 2.00 20.00 20.00 2.00 ' 2.00 Floor Trib Width (ft) - - - - - - - 1 - Wall Tub Height(ft) 10.00 10.00 10.00 10.00 8.00 8.00 8.00 8.00 MRes (ft Ib) 26,955 28,652 21,397 31,825 9,211 30,509 1,491 ! 1,545 Pup (lb) - - 831 - 343 , - 3,221 3,215 Simpson Holddown_Not Req'd Not Req'd CS16 Not Req'd CS16 -Not Req'd MSTC52 MSTC52 1st Floor Shear Walls Parameter I Wall 1 I Wall 2 I Wall 3 1 Wall 4 I Wall A I Wall B I Wall C Vwind(lb) 350 6,429 6,305 499 241 4,165 3,059 Vseis(lb) 557 4,582 2,864 1,566 242 3,199 2,330 Wall Length L;(ft) 37.00 16.17 4.17 6.50 9.00 2.75 14.25 3.75 12.00 ._V;(Ib) 557 6,429 2,464 3,841 1,566 242 3,297 868 3,059 Unit Shear v;-w;nd(plf, 9.5 397.6 590.9 590.9 55.4 87.8 231.4 231.4 254.9 Unit Shear v;_seis(plf) 15.0 283.3 268.4 268.4 174.0 88.0 177.7 177.7 194.2 Wall Type AO B C C A A A A A Wall Height(ft) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 1 9.00 9.00 Adusted vaii-seis 120.0 350.0 417.0 450.0 240.0 146.7 240.0 200.0 240.0 MOT (ft-Ib) 17,859 71,105 22,178 34,570 14,092 2,179 29,672 7,808 27,533 Roof Trib Width ft O 2.00 2.00 7.00 3.75 3.75 2.00 4.00 3.00 0 i 19.50 - Floor Trib Width (ft) 9.25 9.25 6.54 9.88 0.67 - 8.25 8.25 Wall Trib Height(ft) 9.00 18.00 18.00 18.00 18.00 9.00 9.00 I 18.00 18.00 MRes (ft-lb) 173,179 58,308 3,115 8,413 10,451 666 16,143 4,546 22,680 PHD (Ib) - 2,269 5,181 4,724 894 712 1,428 1,452 1,185 Simpson Holddown Not Req'd HDU2 HDU8 HDU8 HDU2 HDU2 HDU2 HDU2 HDU2 Sheet 19 Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/7/16 Consulting, Inc. client Sage Built Homes Subject Shear Wall Beams By MEB 1st Floor Shear Walls ( Cont.) Parameter I Wall D I Wall E Vwind(lb) 3,182 3,182 Vseis(Ib) 1,954 1,842 Wall Length Li(ft) 2.00 2.00 3.08 2.50 V1(Ib) 1,591 1,591 1,756 1,426 Unit Shear v;-wind(plf, 795.4 795.4 570.2 570.2 Unit Shear v;-se;s(plf) 488.6 488.6 330.2 330.2 ----- - ------------------------------ Wall Type D D D D Wall Height(ft) 5.00 5.00 9.00 9.00 Adusted vaii-seis 512.0 512.0 400.4 325.0 MoT (ft-Ib) 7,954 7,954 15,806 12,830 Roof Trib Width (ft) - - 3.00 3.00 Floor Trib Width (ft) 2.00 2.00 - - Wall Trib Height(ft) 6.00 6.00 9.00 9.00 MRes (ft-Ib) 192 192 754 497 ------------------- -- ------ PHD (lb) 4,480 4,480 5,425 5,570 Simpson Holddown HDU8 HDU8 HDU8 HDU8 Shear Wall Beams BM5 WI = 598 DL + 99 LL= 1,503 plf P+I P w2 = 207 DL + 484 LL = 691 plf PLat P P = 1,729 DL +2,375 LL= 4,104 lb RB2 wi w2 Illlll111111111111111111111111 PLat = 1,745 lb lat Wall B x 8' / 11-8" = +/- 1,197 lb 11'-6" 7" Section 51/2 x 12 Glulam 9,781 lb 10,603 lb VMax = 9,781 lb 8,046 lb 9,944 lb f„ = 222.3 psi OK MMax = 24,045 ft-lb Uplift; 0.6 D +/-W fb = 2,186 psi OK P+/-Peat P 5t/2 x 12 Glulam OK w, w2 IIIIIIIIIIIIIIIIIIIIIIIIIIIII No Net Uplift 11'-6" 7" 2,911 lb 2,613 lb 1,176lb 1,954lb Butler Sheet 20 Job No. 156-0911-10 Project Maple Plan Balfour Date 11/7/16 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams ( Cont.) BM9 at w = 222 DL+ 99 LL= 321 plf IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII P = 716 DL +656 LL = 1,373 lb BM2 2'-8" 13'-1" PLat = 1,974 lb lat Wall D x 8' /4-10'/2" = +/- 3,239 lb 5,651 lb 4,017 lb Section Check 31/2 x 12 Glulam 3,340 lb -150 lb VMaX = 4,017 lb 3,422 Ib ff = 143.5 psi OK MMaX = 15,768 ft-lb fe = 2,253 psi OK 15,768 ft-lb 3,286 ft-lb Max uplift 969 lb PUplift: 0.6 D +/- W Use 31/2 x 12"Glulam w P,a, MSTC52 strap @ left end, HDU8 @ ftg IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 2'-8" 13'-1" 2,907 lb 2,859 lb 549 lb -1,260 lb BM8 P ar w = 161 DL+ 75 LL = 236 plf w PLat = 1,974 lb lat Wall D x 8' /4-101/2" = +1- 3,239 lb 1111111111111111111111111111111111111111111� 15'-7" I♦ Section 31/2 x 12"Glulam 4,279 lb 2,637 lb VMaX = 4,709 lb -346 lb 784 lb fy = 168.2 psi OK MMaX = 17,794 ft-lb fa = 2,542 psi OK Use 31/2 x 12"Glulam 167,794 ft-lb PLat 111111111111111111111111111111111111111111 I 15'-9" 3,118 Ib 1,627 Ib Max Uplift = 1,924 lb left end MSTC40 Stsrap 2,312 lb -226 lb 313 lb Right End Use HUCQ412 Hanger Sheet 21 !Butler Job No. 156-0911-10 Project Maple Plan Balfour Date 11/7/16 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams ( Cont.) BM21A w Peat W = 16 DL+53 LL=69 plf IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII P = 662 DL+885 LL= 1,547 lb Hdr 16'-6" 2' 0" Peat = 1,745 lb lat Wall B x 8'/ 11-8" = +/- 1,197 lb 228 lb 3,792 lb Section Try 3112x 117/8 LVL 518 lb 1,108 lb VMax = 2,882 lb 2 882 lb fv = 104.0 psi OK MMax = 5,626 ft-lb 9111b fb = 821 psi OK Use 31/2 x 117/$LVL 5,625 ft-lb Uplift: 0.6 D +/- W Plat w IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIlI Uplift: 208 lb left end H2.5A tie 16'-6" 2'-0" 1,248 lb right end HTS24 twist straps, HDU2 @ ftg -113 Ib 1,889 Ib 177 lb -795 lb BM21 B w1 = 617 DL + 962 LL= 1,579 plf w2 = 232 DL +415 LL = 467 plf wt P+ Peat P = 662 DL+1,542 LL=2,204 lb BM21A IIIIIIIIIIIIIIIIIIIIIIIllhI111111111111111 Peat = 1,342 lb BM21A 3'-6" Section 31/2x 9"Glulam 3,880 lb 3,617 lb VMax = 3,880 lb 2,793 lb 2,020 lb fv = 184.8 psi OK MMax = 4,656 ft-lb fb = 1,182 psi OK Use 31/2 x 9" Glulam 167,794 ft-lb P+ Plat wt IIIIII111111IIIIIIIIIIIIIII "MUM 3'-6" Uplift = 176 lb right end 1,286 lb 1,422 lb CS16 strap 199 lb -176 lb