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Specifications
Butler 16110 SE Goosehollow Drive Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 (503)658-0204 fax RECEIVE® STRUCTURAL CALCULATIONS MAR 10 2015 CITY OF TIGARD 3016- 4 Car Plan BUILDING DIVISION Sattler Parcel 1 Tigard, Oregon Sage Built Homes, LLC Job Number 156-0911-09 S.�RUCTURA� PROFESS/ �G I NE� 14855 OREGON do °° EXPIRES 12-31-2015 December 02, 2014 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 the3016 plan with a 4-car garage on the left side to be built on Parcel 1 on SW Sattler Street in Tigard, Oregon Job No. 156-0911-10 December 02 2014 3016 Sattler Parcel 1 Page 1 Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as 3016 plan with a 4-car-garage on the left side to be built on Parcel 1 on a 2-lot partition on SW Sattler Street in A j)igardI ,;Oregon. The structure was designed in accordance with the 2014 Oregon Structural Specialty°Code, Loading: Roof 17 psf DL + 25 psf Snow Floor framing 12 psf DL + 40 psf LL Porch 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 07-10 simplified design procedure Site Class D Seismic Design Category D F = 1.1 —2-story Buildings Ss = 0.960 1 Per USGS Seismic Hazard map for S, = 0.420 Lat.45.410°, Long 122.778° SDs = 2/3 FaSS = 2/3 x 0.960 x 1.116 = 0.714 R = 6.5 Light wood-framed walls W = Structure Weight E _ (1.1)(0.714)(1.0)/6.5 W = 0.121W Wind: Use simplified method per ASCE 7-10 Section 27.5 95 mph 3 second gust Where k = 1.058 Mean Roof Height= 35'-9", Exp. B Figure 6-2-G 6 in 12 pitch 10 in 12 pitch p30: Zone A 17.41 16.10 Zone B 6.20 11.05 Zone C 12.99 12.85 Zone D 4.78 8.85 Load Combinations: D+ L + (0.6Wor 0.7 E) 0.6 D f (0.6W or 0.7E) Sheet 2 Butler ,lob No.156-1211-10 Project 3016 Plan 4-Car Garage Date 12/02/14 Consulting, Inc. Client Sage Built Homes, LLC Subject Configuration By MEB --T---1 T I I ® I n 11 I I u.�rF wnn, i i i i i i I Li . I Wifil — H H. L- �cr -- I I mi - -----------� lulvilo II -----------y ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F28 r F28 r � rr Z—� -------F2---- F3il I I I - I M18 r L � -- - I ---- �_J ---- F81 I 22,`I 4�— r BM19 1 11 F14 I F4 F� 1 — — I 1 F1 r,,F27 F19 I F20 F1711 —r? I I r F�20 I ----� LSI J F F F19 0 I --------- I r-------- C— J F22 r., F5 F21 ------ - r.\ F2501 (1)F26 F27 FOUNDATION PLAN FRONT ELEVATION Sheet 3 Butler Job No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 1/5/14 + Consultinz Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Grider Truss Reactions Span = 15.75 ft Roof Trib = 19.50 ft Reaction = 6,450 Ib Simple Span Beams Span Tvp Header Front Header Rear Header RB1 Span 4.50 6.50 5.50 9.50 Roof Trib 19.50 2.00 19.50 19.50 Wall Trib 1.00 4.00 2.00 2.00 Unit Load 792 128 804 804 Trial Section 4x8 DF#2 4x8 DF#2 4x10 DF#2 31/2 x 101/2 Glulam f,, = 3w(L/2-D) 77.0 psi OK 20.0 psi OK 73.7 psi OK 178.0 psi OK 2A fb = wS/8 785 psi OK 265 psi OK 731 psi OK 1,692 psi OK x 5wL4 Ax = 384 EI 0.041 U1,317 0.029 =U2,690 0.045 =L/1,467 0.242 in=U 471 Use 4x8 DF#2 Use 4x8 DF#2 Use 4x10 DF#2 Use 31/2 x 101/2 Glulam 2nd Floor Framing Joist J1 w= 12 DL +40 LL sf VMaz 641 Ib < 1,420 Ib VAIi OK f"'M 18'-6" max t MmaX 2,952 ft-Ib < 4,315 Ib MAii OK 481 plf 481 plf ALL = 0.423 = L/524 OK Use 117/8"RFPI-400 @ 16" O/C Joist J2 w= 12 DL +40 LL sf VMax= 546 Ib rIM 21'-0" max t MMax= 2,867 ft-Ib 546 Ib 546 Ib ALL = 0.408 = L/618 OK Use 117/8"RFPI-400 @ 12" O/C Joist J3 w= 78If w = (12+40) x 18" = 78 plf fMIMITI'l IT, fl 21'-0" max t VMax= 819 Ib 819 lb 819 lb MMaz 4,300 ft-Ib ALL = 0.796 = L/317 NG PUse (2) 11'/8"RFPI-400 Joist J4 w= 12 DL +40 LL sf 16'-6" t P = (17+25) x 382/2/37' + 12 psf x 8' = 916 plf 312 Ib 1,565 Ib VMax= 1,360 Ib < 1,420 Ib VAu OK MMax= 2,581 ft-Ib < 4,315 Ib MAn OK Acant = 0.0814 = 2 L/589 OK Use 117/8"RFPI-400 @ 16" O/C Sheet 4 Butler ,lob No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 1/5/14 COnsultin Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Simple Span Beams R Span R Beam Header 1 BM1 BM2 RB2 RB3 Span 3.50 3.42 5.00 19.00 8.50 Roof Trib 19.50 - 10.50 4.04 6.05 Floor Trib 8.42 3.08 - - - Wall Trib 9.00 - 8.00 - 1.00 Unit Load 1,326 160 485 149 236 Trial Section 4x10 DF#2 13/4 x 11%LSL E1.5 13/4 x 11'/8 LSL E1.5 6x12 DF#2 410 DF#2 f� = 3w(L/2-D) 60.1 8.3 52.8 30.9 38.0 fb = wS/8 488 68 442 668 512 x 5wL4 0.012 =U3,500 0.001 0.019 = L/3,158 0.484 =L/430 0.075 Ox - 384 EI Use 410 DF#2 Use 13/4 x 11'/8 LSL Use 13/4 x 11% LSL Use 6x12 DF#2 Use 4x10 DF#2 P w2 L2 w, L, Span R, R2 Beam BM3 BM4 BM5 BM6 BM7 Span 7.00 ft 7.00 12.00 15.46 15.04 L, 3.50 ft 3.50 3.33 10.17 10.17 L2 3.50 ft 3.50 8.67 5.29 4.87 Roof Trib 1 - ft - 22.50 - - Floor Trib 1 3.67 ft 1.60 8.25 11.67 4.00 Wall Trib 1 - ft - 8.00 - 8.00 Roof Trib 2 - ft - 3.00 - - Floor Trib 2 4.79 ft 0.80 9.25 8.42 2.50 Wall Trib 2 3.00 ft 3.00 7.00 - 8.00 w, 191 plf 83 1,470 607 272 W2 273 plf 66 691 438 194 P - Ib - 3,819 RB1 245 BM3 245 BM3 R, 740 Ib 276 9,139 4,622 2,063 R2 884 Ib 245 5,566 4,111 1,893 MMax= 1,430 ft-Ib 457 22,415 17,600 7,826 weQ = 234 75 1,245 589 277 Trial Sect 412 DF#2 13/4 x 11'/8 LSL E1.5 51/2 x 12 Glulam 63/4 x 12 Glulam 3'/2 x 12 Glulam f„ 33.7 psi OK 19.9 174.3 106.1 64.0 fb 232 psi OK 133 2,038 1,304 1,118 4x = 0.019 =L/2,000 0.011 =L/1,615 0.408 =L/353 0.433 =L/528 0.224 =U806 Use 412 DF#2 Use 13/4 x 11'/8 LSL Use 51/2 x 12 GLB Use 63/4 x 12 Glulam Use 31/2 x 12 GLB Sheet 5 Butler Job No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 1/5/14 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB Rev Description By Date 2nd Floor Framing (Cont.) I A JAM Mud Room I MEB 11/10/14 BM9 P w w = (17+25)x 3'-9" +(12+40)x 8" + 12 psf x 9' = 300 plf P = 1,211 Ib BM2 13'-8" 2'-V Section 31/2 x 12 Glulam 1,818 lb 4,118 lb UMax = 2,282 Ib 1,8361b f„ = 81.5 psi OK MMax = 5,508 ft-Ib 5,509ftfb = 787 psi OK Ib 2,282 lb Acant = 0.0657 in =2 L761 OK Use 31/2 x 12 Glulam 3,174 ft-Ib PI W, L, + w2 L2 Span Rt R2 Beam BM8 BM10 BM12 BM13 BM13A Span 5.00 21.00 16.75 20.25 5.50 L, 2.50 15.75 13.38 15.50 2.83 L2 2.50 5.25 3.38 4.75 2.67 Roof Trib 1 9.88 - 3.25 2.99 - Floor Trib 1 7.88 1.17 0.67 - 5.04 Wall Trib 1 9.00 - 9.00 - - Roof Trib 2 9.88 23.25 - 5.00 - Floor Trib 2 7.88 0.50 - - 5.04 Wall Trib 2 9.00 8.00 - - - w, 932 61 279 120 262 W2 932 1,099 - 200 262 P - 8,780 GT1+BM8 2,331 BM8 - 4,622 Ib BM6 Ri 2,331 3,515 2,714 1,256 2,962 R2 2,331 11,991 3,353 1,548 3,101 MMax= 2,913 47,813 13,185 6,592 7,339 weq = 932 867 376 129 1,941 Trial Section 13/4 x 117/8 LSL E1.5 51/2 x 19'/2" GLB 5'/2 x 12" GLB 6x12 DF#2 13/4 x 117/8 LVL f„ 101.6 142.7 76.2 36.7 205.1 fb 850 1,646 1,199 653 2,141 Ax = 0.358 =L/366 0.620 =L/406 0.467 = L/430 0.537 =L/6453 0.082 =L/805 Use 13/4 x 117/8 LSL Use 51/2 x 191/2" GLB Use 51/2 x 12"GLB Use 6x12 DF#2 Use 13/4 x 117/8 LVL Sheet 6 Butler ,lob No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) Beam BM14 BM15 BM16 RB4 Span 8.25 ft 4.71 ft 6.50 ft 7.25 ft L, 5.25 ft 2.79 ft 2.08 ft 2.25 ft L2 3.00 ft 1.92 ft 4.42 ft 5.00 ft Roof Trib 1 3.92 ft 20.50 ft 4.25 ft 3.92 ft Floor Trib 1 - ft 0.67 ft 6.83 ft - ft Wall Trib 1 - ft 9.00 ft 10.00 ft - ft Roof Trib 2 3.92 ft - ft 4.25 ft 4.92 ft Floor Trib 2 - ft 1.33 ft 9.75 ft - ft Wall Trib 2 - ft - ft 10.00 ft - ft W, 157 plf 1,004 plf 654 plf 165 plf W2 157 plf 69 plf 806 plf 207 plf P 1,548 Ib BM13 7,661 GT1+BM2 6,450 Ib GT1 1,420 Ib RB2 R, 1,210 Ib 5,121 Ib 6,735 Ib 1,649 Ib R2 1,632 Ib 5,473 Ib 4,634 Ib 1,175 Ib MMax= 4,190 ft-Ib 10,381 ft-Ib 12,612 ft-Ib 3,293 ft-Ib weq = 493 plf 3,744 plf 2,388 plf 501 plf Trial Sect 410 DF#2 51/2 x 9"GLB 51/2 x 9"GLB 410 DF#2 f„ 75.6 psi OK 165.9 psi OK 140.4 psi OK 76.4 psi OK fb 1,007 psi OK 1,678 psi OK 2,038 psi OK 792 psi OK Ox = 0.139 =U712 0.069 = U831 0.159 = U491 0.084 =L/1,088 Use 4x10 DF#2 Use 51/2 x 9"GLB Use 51/2 x 9"GLB Use 410 DF#2 BM17 P w, IF W2 w, _ (17+25)x 9.88'+(12+40)x 7.88'+12 psf x 9' = 932 plf W2 = (17+25)x 6.00'+(12+40)x 10.50'+ 12 psf x 9' = 906 plf 24'-7" P = 9,964 Ib GT + BM 10 19,101 Ib 13,272 Ib Trial Beam Size 63/4x 221/2" GLB VMax = 19,101 Ib f, = 171.4 psi OK MMax = 97,212 ft-Ib fb = 2,048 psi OK OMax = 0.917 =U322 Use 63/4x 221/2"GLB Sheet 7 Butler Job No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/2/14' Consulting, Inc. Client Sage Built Homes Subject Foundation By MEB Patio Cover Framing P w R� SpanTR2 Beam Rafter RB5 RB6 RB7 RB8 Span 6.00 ft 10.92 ft 10.92 ft 5.00 ft 11.54 ft Overhanc 1.00 ft 1.00 ft 1.00 ft 1.00 ft - ft Roof Trib 2.00 ft 4.08 ft 5.83 ft 6.51 ft - ft Unit Load 74 plf 151 plf 216 plf 241 plf - plf P - Ib - Ib - Ib - Ib 1,404 Ib RB6 R, 215.8 Ib 818.0 Ib 1,169 Ib 577.7 Ib 702.1 Ib R2 302.2 Ib 982.9 Ib 1,404 Ib 866.6 Ib 702.1 Ib Trial Section 2x4 DF#2 6x8 DF#2 6x8 DF#2 6x8 DF#2 6x10 DF#2 VMax - 228.2 Ib 831.8 Ib 1,188 Ib 625.9 Ib 702.1 Ib fv = 65.2 psi OK 30.2 psi OK 43.2 psi OK 22.8 psi OK 20.2 psi OK Mmax = 314.8 ft-Ib 2,214 ft-Ib 3,163 ft-Ib 693.3 ft-Ib 4,052 ft-Ib fb = 1,233 psi OK 515 psi OK 736 psi OK 161 psi OK 588 psi OK Amax = 0.252 '=U286 0.192 '=U682 0.275 '=U476 0.013 in OK 0.152 =U911 Use 2x4 DF#2 Use 6x8 DF#2 Use 6x8 DF#2 Use 6x8 DF#2 Use 6x10 DF#2 Main Floor Framing Tvp Joist BM18 Span 8.25 ft max 4.25 ft max w Trial Beam Size 4x8 DF#2 4x8 DF#2 Span Span Floor Trib Width 2.67 ft 8.83 ft Uniform Load 139 plf 459 plf VMax = %wL 716 Ib 1,220 Ib f„ = 3V/2A 37.4 psi 55.7 psi Mmax = wL2/8 1,181 ft-Ib 1,037 ft-Ib fb = M / Sx 462.3 psi 405.8 psi Amax = 0.081 =U1,222 0.019 =U2,684 Use 48 DF#2 @ 32"C Use 48 DF#2 BM19 w 1P w = (12+40)x 9'-7"+8 psf x 9' =570 plf 8'-0" P = 884 Ib BM3 2,809 2,635 Ib Section 31/2 x 9" glulam VMax = 2,809 Ib f„ = 133.8 psi Mmax = 6,916 ft-Ib fb = 1,756 psi OK Amax = 0.208 In = L/462 OK Use 31/2 x 9" glulam Sheet 8 Butler Job No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. Client Sage Built Homes Subject loundation By MEB Foundations Allowable Soil Bearing = 1,500 psf(assumed) Footing Component Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing fts Ib ` F1 Roof 2.00 42 84 Floors 12.75 52 663 Wall 18.00 12 216 Total 963 0.64 8 x 15" Cont. (2) #4 Cont. F2 Roof 21.88 42 919 Floors 11.71 52 609 Wall 19.09 12 229 Total 1,757 1.17 8 x 15" Cont. (2) #4 Cont. F3 Roof 2.00 42 84 Floors 3.92 52 204 Wall 18.00 12 216 Total 504 0.34 8_x 15" Cont. (2) #4 Cont. F4 Roof 6.00 42 252 Wall 9.00 12 108 Total 360 0.24 8 x 12" Cont. (2) #4 Cont. F5 Roof 4.50 42 189 Floors 0.67 52 35 Wall 18.00 12 216 Total 251 0.17 8 x 15" Cont. (2) #4 Cont. F6 Floors 15.91 52 827 Wall 9.00 12 108 Total 935 0.62 8 x 15" Cont. (2) #4 Cont. F7 Floors 19.50 52 1,014 Wall 9.00 12 108 Total 1,122 0.75 8 x 15" Cont. (2) #4 Cont. F8 Floors 8.75 52 455 Wall 9.00 12 108 Total 563 0.38 8 x 15" Cont. (2) #4 Cont. F9 Joist 10.31 139 1,432 0.95 16" �x 8" None F10 BM5 9,139 F2 1.75 1,757 3,075 F3 1.75 504 882 Total 13,096 8.73 3'-0" x 3'-0" x 12" (3) #4 ea way F11 BM5 5,566 F3 3.00 504 1,512 Total 7,077 4.72 2'-6" x 2'-6"x 12" (3) #4 ea way F12 BM13A 3,101 Joist 3.67 139 510 BM18 2.13 459 976 Total 4,587 3.06 2'-0" x 2'-0"x 10" 2 #4 ea way Sheet 9 Butler Job No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14' Consulting, Inc. Client Sage Built Homes Subject Foundation's By MEB Foundations ( Cont.) Footing Component Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing fts Ib F1 2A BM18 5.31 459 2,439 1.63 18" �x 8" None F13 BM6 4,111 BM 19 2,809 Joist 6.00 139 833 Total 7,753 5.17 2'-6" x 2'-6"x 12" (3) #4 ea way F14 BM7 2,063 F4 3.00 1,122 3,366 Total 5,429 3.62 8"x 15"x 3-0"strip ftg (2)#4 Cont. F15 BM1 1.71 160 277 BM7 1,893 Total 2,170 1.45 18" 0 x 8" None F16 BM17 13,272 F3 2.00 504 1,008 F8 2.00 563 1,126 Total 15,406 10.27 3'-6" x 3'-6" x 12" (4) #4 ea way F17 GT1 6,450 BM10 11,991 BM15 5,121 F7 3.00 1,122 3,366 Total 26,928 17.95 4'-6" x 4'-6" x 12" (3) #4 ea way F18 BM15 5,473 F3 3.00 504 1,512 F19 BM16 6,735 F1 2.50 963 2,408 Total 9,142 6.09 2'-6" x 2'-6"x 12" (3) #4 ea way F20 RB3 4.25 236 1,118 BM17 19,101 BM12 2,714 F4 1.00 360 360 F5 2.00 251 502 F6 2.00 935 1,871 Total 25,665 17.11 4'-0" x 4'-0"x 12" (4) #4 ea way F21 BM12 3,353 BM14 1,632 F5 2.38 251 596 Total 5,580 3.72 8"x 15"x 3-0"strip ftg (2) #4 Cont. Total 6,985 4.66 2'-6" x 2'-6"x 12" (3) #4 ea way F22 BM9 4,118 RB4 1,175 F6 1.50 935 1,403 Total 6,696 4.46 1 2'-6" x 2'-6"x 12" 1 (3) #4 ea way Sheet 10 Butler ,lob No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/2/14 Consulting, Inc. Client Sage Built Homes Subject Foundations By MEB Foundations ( Cont.) Footing Component Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing ft s Ib F23 BM9 1,818 F1 3.00 963 2,889 Total 4,707 3.14 8"x 15"x 3-0"strip ftg (2) #4 Cont. F24 BM13 1,256 0.84 18" x 12" None F25 BM14 1,210 0.81 18" x 12" None F26 RB4 1,649 1.10 18" x 12" None F27 RB2 18.33 149 2,740 1.83 18" x 12" None F28 RB5 983 RB8 702 Total 1,685 1.12 16" x 12" None 4 Butler Sheet 11 Job No 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB LATERAL LOADING SEISMIC LOADING: Use Simplified lateral Force Analysis Procedure from ASCE7-10, 12.14.8 Ss = 0.960 per USGS Seismic Hazard Map for S, = 0.420 Lat. 45.4100, Long 122.778° Fa = 1.116 Site Class D, Table 11.4-1 F„ = 1.579 Site Class D, Table 11.4-2 SMs = Fa SS = 1.071 SM, = F„S, = 0.663 SDs =2/3 SMS = 0.714 Seismic Design Category "D" Sol = 2/3 SM1 = 0.442 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 = 0.121 W Vseis = 0.124 W x 0.7 = 0.0846 W(Allowable Stress Design) Component Length Width Unit wt Wt Story I (ft) (ft) (psf) (kips) Shear Roof Roof 46.00 41.87 17.00 32.7 Ext. Walls 182.00 4.00 12.00 8.7 Partitions 160.00 4.00 8.00 5.1 Subtotal 46.6 3,941 Upper Floor 39.35 39.00 12.00 18.4 Roof 13.00 7.00 42.00 3.8 Porch Roof 12.69 44.00 15.00 8.4 Garage Roof 42.00 11.00 15.00 6.9 Ext. Walls 202.65 8.50 12.00 20.7 Partitions 137.50 8.50 8.00 9.4 Subtotal 67.6 1 5,715 Main Ext. Walls 221.00 4.50 12.00 11.9 Partitions 117.50 4.50 8.00 4.2 Subtotal 16.2 1,367 Total 1 130.3 11,023 Sheet 12 Cutler ,lob No 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 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 54.00 ft B 54.00 ft 49.00 ft L/B 0.907 1.102 Mean Roof Height 26.77 ft 26.77 ft Directionality factor 0.85 0.85 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 22.52 psf 22.22 psf 2nd Floor 18.00 ft 22.08 psf 21.78 psf 1 st Floor 9.50 ft 21.66 psf 21.96 psf po 21.18 psf 20.87 psf Roof pressures interpolated from Table 27.6-2 Mean Roof Ht 26.77 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 8.87 9.94 13.04 15.58 p Zone 1 Adjusted p for Exp B 6.27 7.02 9.21 11.00 p Zone 2 Exposure C 8.60 7.8 9.30 9.91 p Zone 2 Adjusted p for Exp B 6.07 5.51 6.57 7.00 Butler Sheet 13 Job No 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side (E-V) Direction 2nd Floor 10 in 12 p X Wall Zonel Zone 2 ASD WI = - 5.36 - - 60.4 WZ = 18.50 14.61 - - 164.6 w3 = 23.21 12.26 - - 138.1 W4 = 38.00 4.34 22.06 22.06 178.5 W5 = 42.00 0.75 22.06 22.06 138.1 W2 W3 w w� W5 42'-0" 2,562 Ib 3,425 Ib 1 st Floor 4 in 12 5 in 12 6 in 12 10 in 12 p Wall Zonel Zonel Zone 2 Zonel Zone 2 Zonel Zone 2 ASD W1 = 0.75 - 7.73 7.73 27.27 WZ = 4.93 - 7.73 6.50 72.11 W3 = 4.93 - 7.73 0.3854 65.51 w4 = 10.026 1.05 - - 111.79 w5 = 10.026 10.54 121.38 w6 = 10.026 10.54 - - 6.32 130.84 W7 = 10.026 - - - 6.32 120.19 W8 = 4.93 4.08 7.438 2.64 0.63 85.08 W9 = 0.75 - - 5.10 5.10 38.24 W5 w w W w WS w9 � 3 0" 166-6 t 25'-6" tt 7'-6° 403 lb 3,671 Ib 2,549 lb 3,3031b 2,030 lb 9631b 1,557 lb 944 lb 992 lb 1,590 lb Sheet 14 Butler Job No 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front-to-Back (N-S) Direction 2nd Floor 6in12 p X Wall Zone1 Zone 2 ASD W1 = (1.00) 0.75 21.80 21.80 86.8 W2 = - 4.83 21.80 21.80 182.5 W3 = 7.88 11.41 5.26 21.80 197.2 W4 = 15.75 4.50 21.80 21.80 178.8 W5 = 42.00 4.50 15.47 15.47 141.6 W6 = 42.00 0.75 15.47 15.47 99.3 W2W3 W4 ��2 W 1 W W6 40'-0" 3,729 lb 3,943 lb 399 lb 1 st Floor 4in12 5in12 6in12 p Wall Zone1 Zone 2 Zone1 Zone 2 Zone1 Zone 2 ASD W1 = 4.93 1.05 1.05 57.31 W2 = 4.93 10.54 10.54 1.12 68.21 W3 = 10.03 - 1.12 114.64 W4 = 10.03 4.75 122.27 W5 = 10.03 7.58 4.75 130.46 W6 = 10.03 7.58 10.23 141.96 W, = 10.03 7.58 7.43 136.09 W8 = 10.03 7.43 127.90 W9 = 4.08 - 45.70 W3 W4 Wr�7 W8 W W 3 W2 Wy 10'-0" 40'-0" 305 lb 6,612 lb 6,822 lb 689 lb 2,560 Ib 2,638 Ib Sheet 15 Butler Job No 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 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 vw.II Load Trib Area Load E Length (lb) (sq ft) (lb) (lb) (ft) (PID 2nd Floor Wall 3,729 908.4 1,858 3,729 37.00 50.2 Wall 3,943 933.7 1,909 3,943 16.33 116.9 Wall 399 85.3 174 399 20.17 Total N-S 1,927.4 3,941 Wall B 2,562 999.6 2,044 2,562 13.67 149.5 Wall E 3,425 927.8 1,897 3,425 9.75 194.6 Total E-WI 5,987 1,927.4 3,941 1st Floor Wall 305 25.0 52 305 42.00 1.2 Wall 6,612 1,560.2 5,119 6,612 16.17 316.6 Wall 6,822 519.6 2,996 6,822 11.34 264.2 Wall 4 689 628.6 1,489 1,489 8.67 171.7 Total N-S 2,733.4 5,715 Wall A 403 148.6 311 403 3.00 103.6 Wall B 3,671 527.2 3,146 3,671 18.00 174.8 Wall C 2,549 1,162.2 2,430 2,549 12.00 202.5 Wall D 3,303 465.0 1,921 3,303 4.75 404.4 Wall E 2,030 430.4 1,849 2,030 7.66 241.3 Total E-WI 11,553 1 2,733.4 1 5,715 Sheet 16 Butler Job No 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 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 plf capacity perpendicular framing 285 plf capacity parallel framing Level Max shear Depth Unit Shear Framing Diaphragm Ib ftI Front-to-back (North-South) Roof 3,729 42.00 88.8 Parallel Typical Roof 2nd Floo 2,638 1 17.33 152.2 1 Perp. ITypical Floor Side-to-side (East-West) Roof 3,425 30.50 112.3 Perp. Typical Roof 2nd Floo 1,590 20.00 79.5 Perp. ITypical Floor Butler Sheet 17 Job No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB , , Design Shear Walls Wall Unit Shear vi = Vi/EL; Overturning MOT = L;v; H Overturning Resist. MRes = wpL L;2/2 Net Uplift Pup = (MOT-0.6 MRes)/(Li-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 /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 CapacitySill Plate Attachment Edges Field (plf Anchor Bolts Nailing AO 7/16" Plywood,1-side 8d @ 6" 8d @ 12" 120 Seis 5/8"o @ 6-0" 16d @ 6" edge blocking not req'd 168 Wind A 7/1 fi' Plywood, 1-side240 Seis 5 8d @ 6" 8d @ 12" 24 Wind /8 0 @ 4'-0" 16d @ 6" B 7/1 fi' Plywood, 1-side350 Seis 5 8d @ 4" 8d @ 12" 35 Wind /8„0 @ T-0” 16d @ 4" C 7/1 fi' Plywd, 1-Side 8d @ 3" 8d @ 12" 450 Seis 5/8,,0 @ T-0" 16d @ 3" 3x edge framing 554 Wind 3x sill plate D 7/1 fi' Plywd,1-Side 8d @ 2" 8d @ 12" 585 Seis 5/81'0 @ 2'-0" 16d @ 3"+ 3x edge framing 819 Wind 3x sill plate A34 @ 12" Adjust seismic capacity by 2L/H for H/L < 3.5 IBC 2305.3.3 Butler Sheet 19 Job No. 156-0911-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB 1st Floor Shear Walls ( Cont.) Parameter Wall D Wall E VWnd (lb) 3,303 2,030 Vseis (lb) 1,921 1,849 Wall Length Li (ft) 2.38 2.38 3.83 3.83 Vi(Ib) 1,652 1,652 1,015 1,015 Unit Shear vi-wnd(pl 695.4 695.4 265.0 265.0 Unit Shear vi_seis(plf) 404.4 404.4 241.3 241.3 Wall Type D D B B Wall Height(ft) 6.50 6.50 9.00 9.00 Adusted vaii-seis 427.5 427.5 297.9 297.9 MOT (ft-Ib) 10,735 10,735 9,135 9,135 Roof Trib Width (ft) - - 3.00 3.00 Floor Trib Width (ft) 2.00 2.00 - - Wall Trib Height(ft) 6.50 6.50 9.00 9.00 MRes (ft-Ib) 288 288 1,166 1,166 PHO (lb) 4,970 4,970 2,356 2,356 Simpson Holddown HDU5 HDU5 HDU2 HDU2 Shear Wall Beams BM9 P, t w P w = 180 DL+ 120 LL=300 plf P = 686 DL+525 LL= 1,211 Ib BM2 13'-8" 2'-1" Peat = 1,713 Ib lat Wall D x 8'/4-101/2' _ +/- 2,811 Ib 3,626 Ib 5,121 Ib Section Check 31/2 x 12 Glulam 10 lb 3,115 lb VMax = 3,626 Ib 1,836 lb f„ = 129.5 psi OK MMax = 13,562 ft-Ib 3,285 Ib fb = 1,937 psi OK 12,932 ft-Ib 1,771 ft-Ib Max uplift: 1,150 Ib Uplift: 0.6 D +/-W Use 31/2 x 12"Glulam MSTC40 strap @ left end, HDU?_@ ftg Peat W P 2,446 Ib 2,458 Ib -1,150 Ib 452 Ib Sheet 20 Butler ,lob No. 156-091 1-10 Project Sage 3016 Plan 4-Car Garage Date 12/1/14 Consulting, Inc. client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams ( Cont.) BM 12 P = 926 DL + 1,405 LL = 2,331 Ib BM8 P , P w = 171 DL + 108 LL= 279 plf W Pt_at = 1,713 Ib lat Wall D x 8' /4-101/2' _ +/- 2,811 Ib 1 16'-9" t Section 51/2 x 12" Glulam 5,061 Ib 3,813 lb VMax = 5,061 Ib 672 lb 2,951 Ib f, = 192.8 psi OK Mmax = 16,100 ft-Ib fb = 1,464 psi OK Use 51/2 x 12"Glulam 16,100 ft-Ib Peat P + w Max Uplift = 1,410 Ib Use CS16 Strap t 16'-9" t 3,289 Ib 1,456 Ib -1,410 Ib 533 Ib BM18 w w = 16 DL+53 LL=69 plf P = 570 DL+651 LL= 1,221 Ib 16'-6" 2'-0" Plat = 2,562 Ib lat Wall B x 8'/ 13'-8" _ +/- 1,500 Ib f=231 Ib 3,766 Ib Section Try 13/4 x 11'/8 LVL 5951b 396 lb Vneax = 2,859 Ib 2,859 lb f„ = 206.4 psi OK MMax = 5,580 ft-Ib fb = 1,628 psi OK 842 Ib Use 13/4 x 117/8 LVL 5,580 ft-Ib Uplift: 0.6 D +/- W W P'-at Uplift: 139 Ib left end H2.5A tie 1,139 Ib right end HTS24 twist straps, HDU2 @ ftg 16'-6" 2'-0" Use 13/4 x 11'/8 LSL -145 Ib 2,165 Ib 218 Ib -1,199 Ib