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/Ll 5 (-i 71— cUci2lf Butler 16110 SE Goosehollow Drive Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 (503)658-0204 fax STRUCTURAL CALCULATIONS 9672 SW Everett Terrace Lot 5 of Everett Terrace Tigard, Oregon Sage Built Homes, LLC Job Number 156-1212-15 $�gUCT URAZ .\ p PROP �5 �G F� igi 14855 �1 OREGON Q- 1 �oG' 14, 2�o0 HiQ' EXPIRES 12-31-2013 January 3, 2013 Contents: Project Overview 1 Configuration 2 Roof Framing 3 3rd Floor Framing 3 2nd Floor Framing 4 Main Floor Framing 6 Footings 7 Lateral Loading 9 Shear Walls 13 Shear Wall Beams 15 NOTE: These calculations are only valid for the plan to be built on Lot 5 in the Everett Terrace development in Tigard, Oregon Job No. 156-2312-15 January 3, 2013 Everett Terrace Lot 5 Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence to be built at 9672 SW Everett Terrace or Lot 5 the Everett Terrace development in Tigard, Oregon. The structure was designed in accordance with the 2010 Oregon Structural Specialty Code. Loading: Roof 15psf DL + 25 psf Snow Patio Roof 8 psf DL + 25 psf Snow Floor Framing 12 psf DL + 40 psf LL Exterior Walls 12 psf Interior Partitions 8 psf Seismic: Base Shear: E = F SDs/R W Eq 12.14-11,ASCE 07 simplified design procedure Site Class D Seismic Design Category D Design for maximum earthquake spectral response accelerations in Portland Metropolitan Area F = 1.1 —2-Story Buildings Ss = 1.00 Si = 0.36 SDs = 2/3 FaSs = 2/3 x 1.00 x 1.10 = 0.733 R = 6.5 Light wood-framed walls W = Structure Weight E = (1.1)(0.733)(1.0)/6.5 W = 0.124 W Wind: Use simplified method per ASCE 7-05 Section 6.4 Wind Pressure las = X IW pes3o 95 mph 3 second gust Where = 1.0 Mean Roof Height<30', Exposure B Figure 6-2-G p30: Zone A 18.69 Zone B 6.67 Interpolated from ASCE Figure 6-2 for Zone C 12.69 4 in 12 roof slope, 95 mph wind speed Zone D 4.09 Load Combinations: D+L+(W or 0.7 E) 0.6 Df(0.7EorW) Sheet 2 - Butler Job No.156-1212-12 Project Everett Terrace Garage Left Date 1/03/13 Consulting, I nc. client Sage Built Homes, LLC Subject Configuration By MEB 0 0 0 0 0 0 F7 F7 1 I _.._- _ RB4 t.; ,.; N tL-- 1 1 1 x I __ 1E_ 1 m 'V F4 o- l_�■■ ■ ■ .i A0---- I r - : 00---- -- --r _____ 1 F8 °11 -- -�vh F8 L , „ „ , 1 1 1 I I 1 f ----- 1 1 1 1 I I AST RI ---{ --I — F3i IIi---e --1I1 iF3 I I I I I I� -- ---- ■I 1 I ____e -- 11 ---LIVING%- c --�,F13 r !LH mu . ihYa- ! ------- F10; r ; --1 -- _ I9 t _ 1_I _I ;' 'moi 1 -- BM4 _ ; II -- ]--` IF11 Mgr ' IN 1 1 i II rt FII I IF2 I 1 I I t� I I F8 - 1 ii_,0-7:: I I I -tn�voaI IL__ __ 1 1I F12 1 ? 1 1 1 �. I r-- '--II4N iiy.'• --1— 1 I F2 , -- - I I 1 __ Ig'D3 u l ;-- -i L---- I —_ r I 11 I [ I I ��- I Fl --, ; I 7II I I 1 � ----. JJ 0—' ..- - 1, ©---- ; , 7 „ , o-— L __ _ 7,,- F161 GARAGE ��F14 11111 MI m F5 i�1� .- I 1F15 Er I I I 1 1 I I I 1 I 1 ~--- - I I �. I I I 1 1 1 :E•2 GARAGE- ! I I r— I I I ( I ,e.,,E• ( ° I — 1 1F18 F1� 1 I I j 1 I 1 1 1 1 1 I 1 ; . . - 1 a) I I i I 1 1 1 I ,j I I „hi " --- s,- BM10 F21 F20 F19 ROOF FRAMING PLAN 3RD FLOOR FRAMING PLAN 2ND FLOOR FRAMING PLAN FOUNDATION PLAN Sheet 3 Butler Job No. 156-1212-15 Project Everett Terrace Date 12/31/12 Consultin , Inc. Client Sage Built Homes Subject Roof Framing By MEB - Roof Framing Use Premanufactured Roof Trusses See engineering by truss manufacturer GT1 w1 pw1 = (15+25) x 6'/2 + (12+40) x 672 = 276 plf wi 111111111111111111111i 8- IIIIIIIIII W2 = (15+25) x 6'/2 = 120 plf P = ((12+40) x 3'/2 x 11-6"12 = 449 plf Stair Hdr 28'-3" R1 R2 R1 = 3,629 lb R2 = 3,264 lb Truss GT2 GT3 Span 15.00 ft 15.00 ft p L1 3.17 ft 3.17 ft � ' w2 L2 L2 11.83 ft 11.83 ft 11111111111111111111111111111111111 Roof Trib 1 6.75 ft 7.13 ft Ri Span R2 Floor Trib 1 - ft - ft Roof Trib 2 20.88 ft 21.25 ft Floor Trib 2 10.46 ft 12.71 ft w, 270 plf 285 plf . w2 1,379 plf 1,511 plf P 3,264 lb-GT1 3,629 lb- GT1 R1 9,772 lb 10,718 lb R2 10,660 lb 11,688 lb 3rd Floor Framing Simple Span Beams 11111111111111111111111111111111111 IIII IIIIt Span Header Joist RB1 BM1 BM2 Span 5.50 ft max 3.50 ft max 9.50 ft 11.00 ft 10.00 Roof Trib 8.90 ft - ft 8.29 ft 3.00 ft 2.00 Floor Trib - ft 2.00 ft - ft - ft - Wall Trib 2.00 ft - ft 1.00 ft 8.00 ft 8.00 Unit Load 380 plf 104 plf 343.6 plf 216 plf 176 Trial Section 4x8 DF#2 2x8 DF#2 4x8 DF#2 4x8 DF#2 4x8 DF#2 f„ = 3w 1._1_2,_/,26:D) 48.2 psi OK 16.4 psi OK 51.5 psi OK 38.3 psi OK 28.0 fb = wL2/8 562 psi OK 145 psi OK 902 psi OK 760 psi OK 512 X 5wL4 OX = 384 El 0.044 = U1500 0.005 in OK 0.204 = L/559 0.230 = U574 0.128 Use 4x8 DF#2 Use 2x8 DF#2 Use 6x8 DF#2 Use 4x8 DF#2 4x8 DF#2 Sheet 4 Butler Job No. 156-1212-15 Project Everett Terrace Date 12/31/12 Consultin , Inc. Client Sage Built Homes Subject Roof Framing By MEB 2nd Floor Framing Simple Span Beams iiiiiiniiuniinnniiininniiuinnni R Span R Beam Joist Header 1 RB2 RB3 Span (ft) 17.00 max 5.50 10.00 10.00 Roof Trib (ft) - 2.00 3.75 7.50 Floor Trib (ft) 1.33 8.50 - - Wall Trib (ft) - 10.00 - - Unit Load (plf) 69 642 124 248 Trial Section 2x12 DF#2 4x10 DF#2 4x10 DF#2 4x10 DF#2 f„ = 3w(U2-D) (psi) 46.5 58.9 23.0 46.0 fb = ws/8 (psi) 948 584 372 744 x 5wL4 Ax = 384 El (in) 0.456 =U447 0.036 =U 1,833 0.075 =L/1600 0.151 =U 795 Use 4x10 DF#2 Use 4x10 DF#2 Use 4x10 DF#2 Use 4x10 DF#2 P w2 L2 urn muum�uuiuuiiiiiiiiiiiiiiiiii Span R' BM3 R2 BM4 BM5 BM6 Span 10.17 ft 16.00 ft 15.00 ft 4.50 ft Li 2.21 ft 3.67 ft 3.67 ft 2.75 ft L2 7.96 ft 12.33 ft 11.33 ft 1.75 ft Roof Trib 1 - ft - ft - ft 2.75 ft Floor Trib 1 5.75 ft 5.75 ft 5.75 ft 1.88 ft Wall Trib 1 8.00 f - f - f 12.00 f Roof Trib 2 - ft - ft - ft 2.75 ft Floor Trib 2 6.25 ft 1.33 ft 1.33 ft 4.75 ft Wall Trib 2 8.00 ft - ft - ft 12.00 ft w1 363 plf 299 plf 299 plf 352 plf w2 389 plf 69 plf 69 plf 501 plf P - 1,972 lb- BM3 1,927 lb- BM3 10,718 lb- GT3 R1 1,927 lb 2,820 lb 2,714 lb 5,011 lb R2 1,972 lb 1,102 lb 1,093 lb 7,552 lb MMax= 4,998 ft-lb 8,334 ft-lb 7,948 ft-lb 12,449 ft-lb weq = 8MMax/L2 387 260 283 4,918 Trial Section 4x12 DF#2 51/2 x 101/2"GLB 51/2 x 101/2"GLB 51/2x 101/2"GLB fv 75.1 psi 73.2 psi 70.5 psi 184.8 psi fb 812 psi 990 psi 944 psi 1,478 psi Ox = in 0.140 = U871 0.402 = U478 0.337 = U534 0.048 = U1,125 Use 4x12 DF#2 Use 51/2 x 101/2"GLB Use 51/2 x 101/2"GLB Use 51/2 x 101/2'GLB Sheet 5 Butler Job No. 156-1212-15 Project Everett Terrace Date 12/31/12 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB . 2nd Floor Framing (Cont.) BM7 BM8 BM9 RB4 Span 4.50 ft 8.50 ft 7.50 ft 15.00 ft L1 3.00 ft 6.58 ft 1.75 ft 7.50 ft L2 1.50 ft 1.92 ft 5.75 ft 7.50 ft Roof Trib 1 8.29 ft - ft 2.81 ft - ft Floor Trib 1 1.33 ft 1.33 ft 1.83 ft - ft Wall Trib 1 9.00 f - f 9.00 f - f Roof Trib 2 - ft 8.29 ft 2.97 ft - ft Floor Trib 2 1.33 ft 1.33 ft 1.83 ft - ft Wall Trib 2 - ft 9.00 ft 9.00 ft - ft w, 473 plf 69 plf 316 plf - plf w2 69 plf 509 plf 322 plf - plf P 1,632 lb- RB1 1,632 lb- RB1 1,507 lb- BM7 1,238 lb- RB3 R1 1,507 lb 758 lb 2,353 lb 619 lb R2 1,647 lb 2,306 lb 1,558 lb 619 lb !Amax= 2,393 ft-lb 3,490 ft-lb 3,768 ft-lb 4,641 ft-lb weq = 8MMax/L2 945 PLF 386 PLF 536 165 Trial Section 4x12 DF#2 4x12 DF#2 4x12 DF#2 4x12 DF#2 f„ 62.7 psi 87.8 psi 89.6 psi 23.6 psi fb 389 psi 567 psi 612 psi 754 psi OX = in 0.013 = L/871 0.068 = U478 0.057 =L/1,579 0.283 = L1636 Use 4x12 DF#2 Use 4x12 DF#2 Use 4x12 DF#2 Use 4x12 DF#2 BM10 P1 P2 P1 = 2,353 lb- BM7 . w, w w P2 = 316 lb- Hdr 4'-3" 9'-9• w1 = (15+25)x 1'=40 plf 2,514 lb 1,280 lb 834 lb w2 = (15+25)x 1'+(12+40)x 8"+ 12 x 9' = 183 plf Section 4x12 DF#2 VMaX = 2,373 lb 2,3731b fv = 109.9 psi OK 1,309 ft-lb MMaX = 1,309 ft-lb fb = 382 psi OK 1,230 ft-lb OX = 0.050 in = U2,340 OK Use 4x10 DF#2 Butler Job No. 156-1212-15 Project Everett Terrace Sheet 6 Date 1/2/13 • Consulting, Inc. Client Sage Built Homes Subject 1st Floor Framing By MEB Main Floor Framing Typical 2-Span Joist Span 7.00 ft w 1111111111IIIl 1111111111111 Trial Beam Size 4x8 DF#2 Span 11 Span Floor Trib Width 2.67 ft Uniform Load 139 plf VMax = 5/8 wL 607 lb f„ = 3V/2A 30.9 psi MMax = wL2/8 850 ft-lb fb = M/Sx 332.8 psi Amax = 5wL4/384E1 0.042 =U2,000 Use 4x8 DF#2 @ 32"0/C Cantilever Joist w P 111111111111111111u11111 11� '111111111111.1,11.111111„ Span t1'-0" 195 lb 2,885 lb . 1 Joist J1 J2 Span = 7.00 ft 7.00 ft Section 4x10 DF#2 4x10 DF#2 Floor Trib Width 2.67 ft 2.67 ft Uniform Load 139 plf 139 plf P Roof Trib 2.00 ft 2.00 ft P Floor Trib 8.50 ft 6.25 ft P Wall Trib 18.00 ft 18.00 ft EP = 1,968 lb 1,656 lb R1 = 194 lb 239 lb R2 = 2,883 lb 2,527 lb VMax = 2,107 lb 1,795 lb f„ = 92.7 psi OK 78.2 psi OK MMax = 2,038 ft-lb 1,726 ft-lb fb = 489.9 psi 414.9 psi Acant = 0.025 =2U945 0.022 =2U945 Use 4x10 DF#2 Use 4x10 DF#2 Sheet 7 Butler Job No. 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Foundation By MEB _ Foundations Allowable Soil Bearing = 1,500 psf(assumed) Footing Component Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing (ft) (psf) (Ib) Fl Roof 2.00 40 80 Floors 4.50 52 234 Wall 18.00 12 216 Total 530 0.35 8 x 15" Cont. (2)#4 Cont. F2 Roof 2.00 40 80 Floors 15.00 52 780 Wall 18.00 12 216 Total 1,076 0.72 8 x 15" Cont. (2)#4 Cont. F3 J1 0.38 2,883 1,081 0.72 8 x 15"Cont. (2)#4 Cont. F4 Roof 8.89 40 356 Floors 2.00 52 104 Wall 18.00 12 216 Total 676 0.45 8 x 15" Cont. (2)#4 Cont. F5 Roof 2.00 40 80 Floors 5.25 52 273 Wall 18.00 12 216 Total 569 0.38 8 x 15" Cont. (2)#4 Cont. F6 Typ Joist 8.75 139 1,215 0.81 16"4 x 8" None F7 RB2 5.00 124 619 RB4 1,238 Total 1,856 1.24 16" 4)x 12" None F8 BM1 5.50 216 1,188 F2 1.50 1,076 1,614 F3 1.50 1,081 1,622 Total 4,424 2.95 8 x 15"x 3-0"strip ftg (2)#4 Cont F9 GT2 9,772 BM1 5.50 216 1,188 F2 1.50 1,076 1,614 F3 1.50 1,081 1,622 Total 14,196 9.46 3'-6" x 3'-6"x 12" (4)#4 ea way F10 GT2 10,660 BM2 10.00 176 1,760 F2 3.50 1,076 3,766 Total 16,186 10.79 , 3'-6"x 3'-6"x 12" (4)#4 ea way F11 BM4 2,820 F2 3.00 1,076 3,228 Total 6,048 4.03 8 x 15"x 3-0"strip ftg (2)#4 Cont Sheet 8 Butler Job No. 156-1212-15 Project Everett Terrace Date 1/2/13 Consultin , Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component Trib Unit Ld Total AReged Ftg Dimension Reinforcing (ft) (psf) (Ib) F12 BM5 2,714 F2 9.00 12 108 Total 2,822 1.88 18 x 15"x 3-0"strip ftg (2)#4 Cont F13 Typ Joist 8.75 139 1,215 J2 3.50 139 485 1,700 1.13 , 16"x 24"x 8" None F14 BM6 7,552 F1 2.50 530 1,325 Total 8,877 5.92 2'-6"x 2'-6"x 12" (3)#4 ea way F15 BM6 5,011 F1 2.50 530 1,325 Total 6,336 4.22 2'-6"x 2'-6"x 12" (3)#4 ea way F16 GT3 11,688 F5 3.5 569 1,992 Total 13,680 9.12 3'-6" x 3'-6"x 12" (4)#4 ea way F17 BM7 1,647 BM8 758 F6 1.25 1,215 1,519 Total 3,924 2.62 8 x 15"x 3-0"strip ftg (2)#4 Cont F18 BM8 2,306 F6 1.25 1,215 1,519 Total 3,825 2.55 8 x 15"x 3-0"strip ftg (2)#4 Cont F19 BM9 2,353 BM10 2,514 Pier 8.00 24 192 Total 5,059 3.37 24"x 24"x 12" (2)#4 ea way F20 BM9 1,280 Pier 8.00 24 192 Total 1,472 0.98 20"x 20"x 12" None F21 BM9 834 Pier 8.00 24 192 Total 1,026 0.68 20"x 20"x 12" None Sheet 9 • Butler Job No 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB LATERAL LOADING SEISMIC LOADING: Use Simplified lateral Force Analysis Procedure from ASCE7-05, 12.14.8 Ss = 1.00 Maximum for Portland/Metro Area S1 = 0.36 per USGS Seismic Hazard Map Fa = 1.10 Site Class D, Table 11.4-1 F„ = 1.62 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.1 SM1 = F„S1 = 0.583 Sips =2/3 SMS = 0.733 Seismic Design Category"D" Sol = 2/3 SM1 = 0.389 Seismic Design Category"D" E = F Sos/ 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 x0.773/6.5W = 0.124 W Vseis = 0.124 W x 0.7 = 0.0869 W(Allowable Stress Design) Component Length Width Unit wt Wt Story (ft) (ft) (psf) (kips) Shear 3rd Roof 58.00 17.00 12.00 11.8 Ext.Walls 104.00 5.00 12.00 6.2 Partitions 43.50 6.00 8.00 2.1 Subtotal 20.2 1,751 2nd Floor 23.17 15.00 12.00 4.2 Roof 31.00 1.00 8.00 0.2 Ext. Walls 144.00 4.00 12.00 6.9 Partitions 90.67 4.00 8.00 2.9 Subtotal 14.2 1,236 1st Floor 54.00 15.78 12.00 10.2 Patio Cover 10.00 15.00 8.00 1.2 Ext. Walls 144.00 8.50 12.00 14.7 Partitions 67.71 8.50 8.00 4.6 Subtotal 19.3 1,676 Total 53.7 4,664 WIND LOADING Use simplified wind load method per 6.4 ASCE 7-05 Ps = X lw ps30 95 mph 3 second gust X = 1.00 Mean roof heigh=25-10" IBC Table 1609.6.2.1 (4) ps3o: Zone A 18.69 x X = 18.69 Zone B 6.67 x A = 6.67 from Table 1609.6.2.1 (1)for Zone C 12.69 x X = 12.69 18.43° 4 in 12 roof slope Zone D 4.09 x A = 4.09 a = lesser of 0.4 H or 0.1 L, 3' min Butler Sheet 10 Job No 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side (E-W) Direction a = 0.1L = 5.40 ft a Controls 0.4 H 10.33 ft Min 3.00 ft 3rd Floor Wall Roof 2a typ w1 = 0.4583 0 8.6 5.8 w2 = 4.1916 0 78.3 53.2 w3 = 9.4583 0 176.8 120.0 w4 = 5.595 0 104.6 71.0 w5 = 4.3333 1.1875 88.9 59.8 w6 = 0.8542 0 16.0 10.8 W WZ W3 W4 W5 W WZ W3 W4 W5 . f 17'-5" t 23'-2" t 13'-5" 2,-0" 17'-5" 23'-2" 13'-5" 2'-0" 357 lb 1,795 lb 1,531 lb 296 lb 264 lb 1,732 lb 1,635 lb 433 lb 2nd Floor w, = 18.69 x 4'-8"= 87.2 plf w2 = 12.69 x 4'-8"=59.2 plf 1 Wi 1 W, 1 TI 1 Wi W, 1 4 t 39'-2" f 14'-10" t2'-0" 39'-2" t 14'-10" t2'-0" 2,673 lb 4,637 lb 1,008 lb 2,276 lb 4,734 lb 1,395 lb 1st Floor W1 = 18.69 x 91/4'+ 6.67 x 3'-11/4'= 35.1 plf W5 = 12.69 x 91/4'+ 4.09 x 3'-11/4'= 22.5 plf W2 = 18.69 x 9'-61/2"= 178.3 plf w6 = 18.69 x 5'-0"= 83.5 plf w3 = 12.69 x 9'-61/2"= 121.1 pif w4 = 12.69 x 5'-0" = 63.5 plf w V WI 1 tiW4 �_1 W9 1 ��we t 35'-2u/2' t 18'-9h12 t 2'-0" 1 35'-21/2 t 18'-9V/2" t2'-0" 5,745 lb 6,975 lb 3,256 lb 4,666 lb 7,094 lb 4,103 lb Sheet 11 Butler Job No 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front-to-Back(N-S) Direction a = 0.1L = 3.40 ft G Controls 0.4 H 9.03 ft 3' min 3.00 ft 3rd Floor Wall Roof 2a typ w1 = 0.458 9 68.6 42.6 w2 = 5.167 4.2917 125.2 83.1 w3 = 6.167 3.2917 137.2 91.7 w w w1 w2 w2 w w1 w2 w2 w1 15'-0" 15'-0" 522 lb 430 lb 430 lb 522 lb 2nd Floor w1 = 18.69 x 4'-8"= 87.2 plf w2 = 12.69 x 4'-8"=59.2 plf w1 w 1 2 15'-0" 1,188 Ib 966 Ib 1st Floor wt = 18.69 x 9'-61/2'= 178.3 plf wz = 12.69 x 9'-61/2'= 121.1 plf lW1w 1 2 • 15'-0" fl 2,551 2,062 lb Sheet 12 ButlerJob No 156-1212-15 Project Everett Terrace Date 1/2/13 . Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Lateral Load Distribution Distribute Seismic Load by tributary area Redundancy Factor p= 1.0 for simplified method Wall Wind Seismic VWap Load Trib Area Load E Length (Ib) (sq ft) (Ib) (Ib) (ft) (plf) 3rd Floor Wall 1 522 493.0 666 666 18.54 35.9 Wall2 522 493.0 666 666 18.54 35.9 Total N-S 1,296.0 1,751 Wall A 357 182.1 246 357 15.00 23.8 Wall B 1,795 344.9 466 1,795 14.00 128.2 Wall E 1,635 310.9 420 1,635 14.00 116.8 Wall F 433 148.1 200 433 15.00 28.9 Total E-W 4,220 1,296.0 1,751 2nd Floor Wall 1 1,188 431.0 1,278 1,278 23.38 54.7 Wall 2 1,188 440.0 1,291 1,291 18.92 68.2 Total N-S 871.0 1,236 Wall A 2,673 316.4 954 2,673 10.00 267.3 Wall D 4,734 413.3 1,174 4,734 10.92 433.5 Wall F 1,395 141.3 441 1,395 5.50 253.6 Total E-W 8,802 871.0 1,236 1st Floor Wall 1 2,551 471.0 2,108 2,551 18.71 136.3 Wall 2 2,551 480.0 2,137 2,551 29.75 85.7 Total N-S 951.0 1,676 Wall A 5,745 396.4 1,935 5,745 5.34 1,075.8 Wall C 7,094 413.3 1,655 7,094 8.25 859.9 Wall F 4,103 141.3 937 4,103 2.75 1,492.0 Total E-W 16,942 951.0 1,676 Butler Sheet 13 Job No. 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Design Shear Walls Wall Unit Shear v; = V;/EL; Overturning MOT = L;v; H Overturning Resist. MRes = wpL L 2/2 Net Uplift PUP = (Mgr-0.6 MRes)I(Li-3") H = Height of wall panel L; = Length of wall panel wp� = Dead load tributary to wall Shear Wall Plate Attachment: Fastener Capacity Co= 1.33 Co=1.60 5/8' 4)Anchor Bolt 790 1,053 1,264 5/8' 41 A.B.3x sill pl 1,040 1,387 1,664 16d Nail 108 144 173 Shear Wall Schedule • Type Sheathing Panel Nailing Capacity Sill Plate Attachment Edges Field (plf) Anchor Bolts Nailing A '/,8' Plywood, 1-side 8d @ 6" 8d @ 12" 316 240 Seis s/e. @ 4'-0" 16d @ 6" Wind B 7/16"Plywood, 1-side 8d @ 4" 8d @ 12" 421 Wind 350 Seis s/8. @ 3'-0" 16d @ 4" 7/4' Plywd, 1-Side8d @ 3" 8d @ 12" 450 Seis 5/8'4 @ 3'-0" 16d @ 3" 3x edge framing 554 Wind 3x sill plate D '/16 Plywd, 1 Side8d @ 2" 8d @ 12" 585 Seis 5/8'4)@ 2'-0" 16d @ 3"+ 3x edge framing 819 Wind 3x sill plate A34 @ 24" CC 7116' Plywd, Ea Side 8d @ 3" 8d @ 12" 900 Seis 5/8'4 @16" 16d @ 3"+ 3x edge framing 1,248 Wind 3x sill plate A34 @ 12" DD 7/16 Plywd, Ea Side8d @ 2" 8c1@ 12" 1,170 Seis 5/8'4 @ 12" 16d @ 3"+ 3x edge framing 1,638 Wind 3x sill plate A34 @ 8" Adjust seismic capacity by 2UH for H/L < 3.5 IBC 2305.3.3 Butler Sheet 14 Job No. 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Shear Wall Worksheet Roof DL 15 psf Wall DL 12 psf Floor DL 12 psf Holddowns: Simpson straps and anchors 3rd Floor Shear Walls Parameter I Wall 1 I Wall 2 I Wall B I Wall E Vwnd (lb) 522 522 1,795 1,635 Vseis(Ib) 666 666 466 420 Wall Length L,(ft) 9.96 8.58 9.96 8.58 14.00 14.00 V;(Ib) 358 308 358 308 1,795 1,635 Unit Shear vi_wed(Plf, 28.2 28.2 28.2 28.2 128.2 116.8 Unit Shear vi-seis(plf) 35.9 35.9 35.9 35.9 33.3 30.0 Wall Type A A A A A A Wall Height H (ft) 5.00 5.00 5.00 5.00 5.00 5.00 Adusted;II-seis 240.0 240.0 240.0 240.0 240.0 240.0 Mor (ft-Ib) 1,789 1,542 1,789 1,542 8,975 8,175 Roof Trib Width (ft) 3.00 3.00 2.00 2.00 7.00 7.00 Floor Trib Width (ft) - - - - - - Wall Trib Height(ft) 7.00 7.00 7.00 7.00 5.00 5.00 . MRes (ft-Ib) 6,399 4,748 5,654 4,196 16,170 16,170 Pup (lb) - - - - - - Simpson Holddown Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd 2nd Floor Shear Walls Parameter I Wall 1 I Wall 2 I Wall A I Wall C I Wall F Vwed (lb) 1,188 1,188 2,673 4,734 2,673 Vseis(lb) 1,278 1,291 954 1,174 441 Wall Length Li(ft) 12.46 10.92 18.92 5.00 5.00 10.92 2.75 2.75 Vi(lb) 681 597 1,291 1,337 1,337 4,734 1,337 1,337 Unit Shear vi-wiind(PIf, 50.8 50.8 62.8 267.3 267.3 433.5 486.0 486.0 Unit Shear vi_seis(Plf) 54.7 54.7 68.2 95.4 95.4 107.5 80.2 80.2 Wall Type A A A A A B C C Wall Height(ft) 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Adusted Vail-seis 240.0 240.0 240.0 240.0 240.0 450.0 309.4 309.4 Mor (ft-lb) 5,449 4,775 10,326 10,692 10,692 37,872 10,692 10,692 . Roof TribWidth (ft) _3.00 _ 3.00 2.00 10.82 1.0.82 _ - 8.28 8.28 Floor Trib Width (ft) 7.50 1.00 7.50 0.67 0.67 1.33 0.67 0.67 Wall Trib Height(ft) 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 MRes (ft-lb) 17,932 9,122 38,660 3,329 3,329 6,675 863 863 PHD (lb) - - - 1,830 1,830 3,174 4,070 4,070 Simpson Holddown Not Req'd Not Req'd Not Req'd MSTC40 MSTC40 MSTC40 MSTC52 MSTC52 Sheet 15 - Butler Job No. 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB 1st Floor Shear Walls Parameter I Wall 1 I Wall 2 I Wall A I Wall D I Wall F Vwed (1b) 2,551 2,551 5,745 7,094 4,103 Vseis(lb) 2,108 2,137 1,935 1,655 937 Wall Length L,(ft) 18.71 29.75 2.67 2.67 8.25 1.38 1.38 V;(Ib) 2,551 2,551 2,873 2,873 7,094 2,052 2,052 Unit Shear v;_wi„d(plf, 136.3 85.7 1,075.8 1,075.8 859.9 1,492.0 1,492.0 Unit Shear v;_se;s(plf) 112.7 71.8 362.4 362.4 200.6 340.9 340.9 Wall Type A A CC CC D DD DD Wall Height(ft) 9.00 9.00 9.00 9.00 9.00 4.25 4.25 Adusted va„-seis 240.0 240.0 534.0 534.0 585.0 757.1 757.1 MOT (ft-Ib) 22,959 22,959 25,853 25,853 63,846 8,719 8,719 Roof Trib Width(ft) 3.00 2.00 10.82 10.82 - 8.28 8.28 Floor Trib Width (ft) 7.50 5.50 1.33 0.67 1.33 1.33 1.33 Wall Trib Height(ft) 18.00 18.00 18.00 18.00 9.00 18.00 18.00 MReS (ft-lb) 61,436 138,070 1,405 1,377 4,219 337 337 PHD (Ib) - - 10,334 10,341 7,664 7,571 7,571 Simpson Holddown Not Req'd Not Req'd HDU11 HDU11 HDU8 HDU8 HDU8 Shear Wall Beams Rear Rim P+ P, PLat = 1,337 lb lat x 8'/5'-0" = +/- 836 lb w = 274 DL+ 324 LL = 598 plf ♦ 5-7" t 4'-7" 897 lb 3,842 lb 1,341 lb 1,748 lb 3,777 lb 555 lb Try 4x12 DF#2 VMax = 2,426 lb MMax = 2,521 ft-lb 2,426 lb � = 92.4 psi OK fb = 410 psi OK 2,521 ft-lb 2,067 ft-lb Uplift: 0.6D +/-W Py,f IP+ P,,f T w, }IIIIIIII�IIIIIIIIIIIIIIIIIIIIIll11111iIIII Uplift 62 & 133 lab @ ends 5-7" t 4'-7" Extend rim min 12" past support -62 lb 1,080 lb 654 lb 789 lb 1,015 lb -133 lb Butler Sheet 16 Job No. 156-1212-15 Project Everett Terrace Date 1/2/13 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams P w BM7 BM8 BM9 `"t I-1 IIIIIIIIIIIIIIIIIIII2 Span 4.50 ft 8.50 ft 7.50 ft R1 Span R2 I-1 3.00 ft 6.58 ft 1.75 ft L2 1.50 ft 1.92 ft 5.75 ft Roof Trib 1 8.29 ft - ft 2.81 ft Floor Trib 1 1.33 ft 1.33 ft 1.83 ft Wall Trib 1 9.00 f - f 9.00 f Roof Trib 2 - ft 8.29 ft 2.97 ft Floor Trib 2 1.33 ft 1.33 ft 1.83 ft Wall Trib 2 - ft 9.00 ft 9.00 ft W1DL 212 plf 16 plf 136 plf W1L 260 plf 53 plf 143 plf W2DL 16 plf 212 plf 139 plf W2LL 53 plf 260 plf 147 plf PDL 648 lb-RB1 648 lb-RB1 265 lb-RB8 PLL 984 lb-RB1 984 lb-RB1 493 lb-RB8 PLat 3,888 lb-Wall F 3,888 lb-Wall F 870 lb-RB8 R1-Max 2,803 lb 1,628 lb 2,311 lb R2-Max 4,239 lb 5,254 lb 1,451 lb MMax= 6,281 ft-lb 9,217 ft-lb 3,615 ft-lb Section 6x12 DF#2 6x12 DF#2 4x12 DF#2 f„ 100.5 psi OK 124.6 psi OK 88.0 psi OK fb 622 psi OK 913 psi OK 588 psi OK R1-Min (1,027) lb (549) lb (234) lb R2-min (2,464) lb (3,031) lb (15) lb Use 6x12 DF#2 Use 6x12 DF#2 Use 4x12 DF#2