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/lit V��01 S` - dGel)L/G/ Butler 16110 SE Goosehollow Drive Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 (503)658-0204 fax STRUCTURAL CALCULATIONS Sattler Alder 4 Car Plan Sattler Lot 2 MAR 3 ® 2+l Tigard, Oregon CffV OF TIGn a61, Sage Built Homes, LLC BUILDING DI IMOr,, Job Number 156-0911-09 'y,1JCTUR4L PROFFssig, G 1 NE�� r9 14855 f� OREGON +', e 14. `� E 8v�� EXPIRES 12-31-2015 March 18, 2015 Contents: Project Overview 1 Configuration 2 Roof Framing 3 2nd Floor Framing 4 Main Floor Framing 7 Footings 7 Lateral Loading 10 Shear Walls 16 Shear Wall Beams 19 NOTE: These calculations are for the Sattler Alder plan with a 4-car garage on the right side to be built on Lot 2 in the Sattler Partition in Tigard, Oregon f Job No. 156-0911-10 March 18, 2015 Alder Sattler Lot 2 Page 1 J Sage Built Homes, LLC STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as the Sattler Alder plan with a 4-car garage on the right side to be built on Lot 2 in the 2-lot partition on SW Sattler Street in Tigard, 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 7-10 simplified design procedure Site Class D Seismic Design Category D F = 1.1 —2-story Buildings Ss = 1.003 1 Per USGS Seismic Hazard map for S, = 0.437 j Lat. 45.463°, Long 122.750° SDs = 2/3 FaSs = 2/3 x 1.003 x 1.099 = 0.735 R = 6.5 Light wood-framed walls W = Structure Weight E _ (1.1)(0.735)(1.0)/6.5 W = 0.124 W Wind: Use simplified method per ASCE 7-10 Section 27.5 120 mph 3 second gust, Exposure B Load Combinations: D+ L +(0.6Wor 0.7 E) 0.6 D f(0.6W or 0.7E) IButler Sheet 2 ,Job No.156-0911-10 Project Sattler Alder Date 3/18/15 Consulting, Inc. Client Sage Built Homes, LLC Subject Configuration By MEB Rev Description By Date 2 3 H JJ H R I I I I IIIIIIIIIIIIIIIIIIIIIIIII _ _ U — — 1I —'-- I _ — V - 1 - - - - ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F25 F2 F2 - - F3 Ft — F4— 3� F} — — — —F5 L r - F2 F9 — F18 LJ LJ J F ------�?---�?--- r F6 F'(1 F21 ---(?--- I - --(?--- F5 --- --- U UlmW_ tL== — JI F20 r-->— — F21 -- � — — — � f F— F9— �F8--JF19 F8 n r rill L J LTJ F24 F23 F22 FOUNDATION PLAN FRONT ELEVATION Sheet 3 Butler Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15' Consultinjz, Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Use Premanufactured Roof Trusses See engineering by truss manufacturer Girder Truss Reactions Truss GT1 GT2 Span 9.83 ft 15.67 ft Roof Trib1 22.33 ft 22.33 ft w 938 plf 938 plf Reaction 4,612 Ib 7,347 Ib Beam HDR1 HDR2 RB1 Span (ft) 6.50 6.50 ft 15.83 ft Roof Trib (ft) 2.00 21.33 ft 4.08 ft Wall Trib (ft) 2.33 2.33 ft - ft Unit Load (plf) 112 924 plf 151 plf Trial Section 4x8 DF#2 4x12 DF#2 6x10 DF #2 f� = 3w(L/2-D) (psi) 17.5 81.4 psi OK 34.3 psi OK wL2/8 fb = S (psi) 231 793 686 X AX = 5w (in) 0.025 0.056 0.418 F d Sheet 4 Sutler Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consultinjz, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Joist J1 w= 12 DL+40 LL psf VMax= 569 Ib < 1,420 Ib allowable OK MMax= 2,348 ft-Ib < 2,910 ft-Ib allowable OK 16'-6" max T ALL = 0.35 = L/566 OK 433 plf 433 plf Use 117/8"RFPI-20 @ 16" O/C Joist J2 w= 12 DL +40 LL psf VMax= 823 Ib < 1,420 Ib allowable OK MMax= 2,968 ft-Ib < 4,315 ft-Ib allowable OK 19'-5" 17'-7" ALL = 0.305 = L/7640K 567 Ib 1,598 Ib 512 Ib Use 117/8"RFPI-400 @ 16" O/C Simple Span Beams R Span R Beam HDR BM1 BM2 BM4 BM5 + Span 3.50 ft 4.00 ft 4.00 ft 11.58 16.50 Roof Trib 21.33 ft - ft - ft 25.17 3.00 Floor Trib 8.33 ft 10.67 ft 8.67 ft 0.67 0.67 Wall Trib 10.00 ft - ft 3.00 ft 9.00 9.00 Unit Load 1,449 pif 555 plf 475 plf 1,200 269 Trial Section f„ = 65.7 psi OK 40.5 psi OK 34.6 psi OK 131.0 psi OK 44.4 psi OK fb = 533 psi OK 324 psi OK 277 psi OK 1,830 psi OK 832 psi OK Ax = 0.013 0.009 0.007 0.341 0.314 BM3 Span 7.50 ft w Roof Trib 2.96 ft Floor Trib 0.83 ft 7'-6" Wall Trib 10 ft 940 Ib 447 Ib Unit Load 287 plf Trial Section VMax = 940 Ib f„ = 67.85 psi OK MMax= 1,537 ft-Ib fb = 448.4 psi OK Ax = 0.0425 in = L/2,118 OK BM6 Not used on Sattler Alder plan Sheet 5 Butler Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consultinz, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing w, LP� W2 L2 , R, Span R, Beam BM8 BM9 BM10 BM11 BM12 Span 10.50 ft 10.38 ft 16.67 ft 18.92 ft 5.83 ft L, 2.63 ft 8.29 ft 8.42 ft 9.83 ft 3.50 ft L2 7.88 ft 2.08 ft 8.25 ft 9.08 ft 2.33 ft - ft - ft - ft 3.13 ft 2.00 ft 8.33 ft 1.33 ft 1.33 ft 0.67 ft - ft 9.00 ft - ft 1.00 ft 9.00 ft - ft - ft - ft 23.50 ft 3.00 ft 5.92 ft 9.00 ft 0.67 ft 0.67 ft 1.00 ft 4.92 ft - ft 3.00 ft 9.00 ft - ft 9.00 ft W1 505 plf 69 plf 77 plf 274 plf 84 plf W2 468 plf 59 plf 1,094 plf 178 plf 576 plf P 950 Ib BM2 1,110 Ib BM1 5,340 728 Ib Rim 2,734 Ib BM11 R, 3,255 Ib 579 Ib 5,361 Ib 2,734 Ib 1,568 Ib R2 2,707 Ib 1,226 Ib 9,652 Ib 2,308 Ib 2,805 Ib MMax= 7,827 ft-Ib 2,427 ft-Ib 42,406 ft-Ib 13,623 ft-Ib 4,974 ft-Ib weq = 568 plf 180 plf 1,221 plf 305 plf 1,170 plf Trial Section f„ = 116.2 psi OK 88.5 psi OK 134.7 psi OK 62.1 psi OK 86.2 psi OK fb = 1,118 psi OK 693 psi OK 2,039 psi OK 1,238 psi OK 809 psi OK Ax = 0.171 =L/737 0.128 = L/973 0.572 =U350 0.615 = L/369 0.046 BM13 P w2 w P = 1,568 Ib BM12 gi W' - 5'-1" w, _ (15+25) x 4'-10'/2"2/2/3'-4'/2" = 141 plf g 18'-4" T-6" w2 = (15+25) x 7'-3"2/2/5'-8" = 186 plf W3 = (15+25) x 5'-5"2/2/3'-11" = 150 plf 2,915 lb 2,060 lb 559 lb Section VMax = 1,515 Ib 1,463 Ib f, = 57.7 psi 1,515 Ib MMax = 6,170 ft-Ib 6,170 ft-lb fb = 1,003 psi Ax = 0.562 in = L/391 1,057 ft-Ib Use 4x12 DF#2 Sheet 6 Butler Job No. 156-0911-10 Project Sattler Alder Plan Date 1/26/15 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) BM14 P, = 2,308 Ib BM11 P, �P2 w P2 = 447 Ib BM3 w = 0 5+25) x 2' = 80 plf 5'-5" T Section 1,409 Ib 1,524 Ib VMax = 1,524 Ib f„ = 58.0 psi MMax = 3,142 ft-Ib fb = 511 psi Ax = 0.018 in OK Use 4x12 DF #2 Beam BM15 Span 24.83 ft L, 20.42 ft L2 4.41 ft 7.00 ft 10.90 ft 9.00 ft 7.00 ft 4.00 ft 9.00 ft W1 969 plf W2 610 plf P 579 Ib BM9 R, 11,990 Ib R2 11,061 Ib MMax= 74,194 ft-Ib weq = 963 plf Trial Section f, = 145.3 psi OK fb = 1,919 psi OK Ax = 0.876 =L/340 Sheet 7 Butler Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Main Floor Framing By MEB Main Floor Framing w Span t Span Typical 2-Span Joist Typ Joist Beam (ft) 9.00 Max Span 4x8 DF#2 Trial Beam Size (ft) 2.67 (plf) 139 Uniform L 5/8 wL (lb) 781 VMax = (psi) 41.2 f„ = wL2/8 (ft-Ib) 1,406 MMax = M / Sx (psi) 550.2 fb = 0.115 Amax — c BM17 PZ P3 P, = 2,707 Ib BM8 P2 = 3,255 Ib BM8 w' w w3 2 w, _ (12+40) x 11'-7" + 10' x 8 psf = 682 plf 10'-2�/ " 6'-5'/ ' w2 = (12+40) x 2'-8" = 139 plf 9'-01/4" z a w3 = (12+40) x 10'-11" + 8 psf x 19 = 720 plf 2,646 lb 7,193 lb 6,047 lb 1,937 lb Section 2,326 lb VMax = 3,509 Ib f, = 142.1 psi OK MMax = 5,133 ft-Ib 3,506 Ib fb = 1,304 psi OK 5,133 ft-Ib 2,606 ft-Ib Ox = 0.174 =L/623 3,880 ft-Ib 1,214 ft-Ib Foundations Allowable Soil Bearing = 1,500 psf(assumed) Footing Trib Unit Ld Total ARega �Ftg Dimension Reinforcing fts Ib F1 8.83 42 371 8.50 52 442 18.00 12 216 Total 1,029 0.69 8 x 15" Cont. (2) #4 Cont. F2 Roof 2.00 42 84 Floors 13.29 52 691 Wall 18.00 12 216 Total 991 0.66 8 x 15" Cont. (2) #4 Cont. Sheet 8 Butler Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consultinz Inc. Client Sage Built Homes Subject Foundations By MEB Foundations (Cont.) Footing Trib Unit Ld Total AReq'd iFtg Dimension Reinforcing -7 ft s Ib F3 Roof 7.00 42 294 Floors 3.00 52 156 Wall 9.00 12 108 Total 558 0.37 8 x 12" Cont. (2) #4 Cont. F4 Roof 25.33 42 1,064 Floors 9.58 52 498 Wall 18.00 12 216 Total 1,778 1.19 8 x 15" Cont. (2) #4 Cont. F5 Roof 6.05 42 254 Wall 9.00 12 108 Total 362 0.24 8 x 12" Cont. (2) #4 Cont. F6 Floor 9.58 52 498 Wall 9.00 12 108 Total 606 0.40 8 x 12" Cont. (2) #4 Cont. F7 Roof 24.33 42 1,022 Floors 0.67 52 35 Wall 18.00 12 216 Total 1,273 0.85 ' 8 x 15" Cont. (2) #4 Cont. F8 Roof 3.13 42 131 Floors 2.00 52 104 Wall 9.00 22 198 Total 433 0.29 8 x 15" Cont. (2) #4 Cont. F9 Roof 7.00 42 294 Floors 4.67 52 243 Wall 18.00 12 216 Total 753 0.50 8 x 15" Cont. (2) #4 Cont. F10 Floors 27.66 52 1,438 Wall 9.00 12 108 Total 1,546 1.03 8 x 15" Cont. (2) #4 Cont. F11 Joist 11.25 139 1,562 1.04 16" x 8" deep None F12 BM5 8.25 269 2,218 F3 2.00 558 1,116 F4 2.00 1,778 3,556 Total 2.00 6,890 4.59 (2) #4 ea way F13 BM4 5.79 1,200 6,950 F3 1.50 558 837 F4 1.50 1,778 2,667 Total 10,454 6.97 3'-0" x 3'-0" x 12" (3) #4 ea way F14 Not Used Sheet 9 Butler ,lob No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Foundation By MEB Foundations (Cont.) Footing Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing-7 a fts Ib F15 BM17 6,047 4.03 2'-3" x 2'-3"x 8" (2) #4 ea way F16 BM17 7,193 4.80 2'-3" x 2'-3"x 8" (2) #4 ea way F17 BM5 8.25 269 2,218 BM17 2,646 F2 1.50 991 1,487 F3 1.50 558 837 Total 7,188 4.79 2'-3" x 2'-3"x 12" (2) #4 ea way F18 BM15 11,061 , F6 1.50 606 909 F9 1.50 753 1,129 Total 13,100 8.73 3'-0" x 3'-0"x 12" (3) #4 ea way F19 GT1 4,612 BM10 5,361 BM12 2,805 BM15 11,990 F8 1.50 433 650 Total 25,417 16.94 4'-6" x 4'-6"x 12" (4) #4 ea way F20 GT2 7,347 BM10 9,652 BM14 1,524 F7 2.17 1,029 2,233 Total 20,756 13.84 4'-0" x 4'-0"x 12" (4) #4 ea way F21 GT2 7,347 F1 1.50 1,029 1,543 F2 1.50 991 1,487 Total 10,377 6.92 3'-0" x 3'-0"x 12" (3) #4 ea way F22 BM13 2,915 Pier 4.00 156 624 Total 3,539 2.36 20"x 20" x 12" None F23 BM13 2,060 BM14 1,409 Pier 4.00 156 624 Total 4,093 2.73 20" x 20" x 12" None F24 BM13 559 Pier 4.00 156 624 Total 1,183 0.79 20" x 20" x 12" None ' F25 RB1 8.92 151 1 1,346 0.90 1 16" x 12" deep None Sheet 10 Butler Job No 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Seismic Loading Use Simplified lateral Force Analysis Procedure from ASCE7-10, 12.14.8 Ss = 1.003 per USGS Seismic Hazard Map for S, = 0.437 Lat 45.4630, Long. 122.750° Fa = 1.099 Site Class D, Table 11.4-1 Fv = 1.563 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.102 SM, = F„S, = 0.683 SDS = 2/3 SMS = 0.735 Seismic Design Category "D" SD1 = 2/3 SM1 = 0.455 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 E = 1.1 x 0.773/6.5 W = 0.124 W Vseis = 0.124 W x 0.7 = 0.087 W(Allowable Stress Design) Component Length Width Unit wt Wt Story (ft) (ft) (psf) (kips) Shear Roof Roof 46.67 38.60 17.00 30.6 Ext. Walls 170.67 4.00 12.00 8.2 i Partitions 187.67 4.00 8.00 6.0 Subtotal 44.8 3,901 2nd Floor 44.52 37.00 12.00 19.8 Roof 59.35 11.00 17.00 11.1 j Patio roof 16.83 7.00 12.00 1.4 34.43 4.92 12.00 2.0 Ext. Walls 192.55 8.50 12.00 19.6 Veneer 11.00 8.50 10.00 0.9 Partitions 145.40 8.50 8.00 9.9 Subtotal 64.8 5,637 1st 'Ext. Walls 212.00 4.50 12.0011.4 Partitions 107.83 4.50 8.00 3.9 Subtotal 1 15.3 1,334 Total 124.9 10,872 Sheet Il Butler Job No 156-0911-10 Project Sattler Alder Plan Date 3/18/15' ' 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 52.00 ft 52.00 ft B 52.00 ft 52.00 ft L/B 1.00 1.00 Mean Roof Height 23.13 ft 23.13 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 21.65 psf 21.65 psf 2nd Floor 20.00 ft 21.49 psf 21.49 psf 1 st Floor 9.00 ft 20.95 psf 20.95 psf po 20.50 psf 20.50 psf Roof pressures interpolated from Table 27.6-2 Mean Roof Ht 23.13 ft 23.13 ft Pitch 6 in 12 10 in 12 Angle 26.57 degrees 39.81 degrees 0.699 0.699 p Zone 1 Exposure C 12.64 15.11 8.84 10.56 p Zone 2 Exposure C 9.58 9.58 6.70 6.70 Sheet 12 Butler Job No 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Front-to-Back (N-S) Direction 2nd Floor X Wall Zone 1 Zone 2 Load (ASD) 6in12 6in12 W1 0 4.93 24.09 25.34 141.4 wZ 7.833 11.46 4.34 25.34 173.1 W3 15.67 4.04 25.34 25.34 134.1 w4 30.0833 9.52 9.78 25.34 162.7 w1 37'-0" 2,783 Ib 2,705 Ib 1 st Floor X Wall Zone 1 Zone 2 Load (ASD) 6in12 6in12 w1 = 0 4.45 12.25 12.25 91.0 wz = 2.00 9.54 7.83 7.83 129.7 W3 = 16.42 7.25 5.78 7.83 101.0 W4 = 17.67 6.33 7.83 7.83 95.4 W5 = 17.67 7.50 4.47 - 89.1 W6 = 29.17 8.50 1.02 - 92.9 W7 = 37.00 4.54 12.30 12.30 92.1 W8 = 47.00 4.54 1.02 1.02 52.2 w 37'-0" t 10'-0" 182 Ib 5,075 lb 4,889 lb 327 Ib Butler Sheet 13 Job No 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Lateral Loading By MEB Wind Loading (Cont.) Side-to-Side (E-W) Direction 2nd Floor X Wall Zone 1 Zone 2 Load (ASD) 10in12 10in12 W1 = 0 4.88 - - 53.4 W2 = 21.3333 14.27 - - 156.4 W3 = 29.806 11.46 - - 125.6 W4 = 34.474 9.34 3.80 3.80 123.8 w5 = 43.67 4.04 18.66 18.66 149.4 W6 = 45.5 4.04 8.68 8.7 93.2 W2 W3 W4 W5 W 1 W6 t 46-0" t 2,538 Ib 3,072 Ib X Wall Zone 1 Zone 2 Load (ASD) 6in12 6in12 W1 = 0 5.00 - - 53.4 W2 = 6 8.00 - - 85.5 W3 = 6 9.54 1.02 103.5 W4 = 16 9.54 11.11 118.9 W5 = 46.67 9.54 - - 101.9 W6 = 52 0.75 3.35 3.35 19.9 W7 = 52.0833 0.75 - - 8.0 W4 W4 W W1 W3 W2 W3 W 6'-0"t 16'-6" f 29'-6" 192 Ib 3,682 lb 2,683 Ib 4,627 Ib 920 Ib 1,717 Ib 966 Ib 1511 Ib Sheet 14 Butler 156-0911-10 Project Sattler Alder Plan Date 3/18/15 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 (lb) (ft) ( Lf 2nd Floor Wall 2,783 907.3 1,965 2,783 25.96 75.7 Wall 2,705 894.1 1,936 2,705 22.50 86.0 Total N-S 1,801.4 3,901 Wall B 2,538 801.5 1,736 2,538 20.91 83.0 i Wall C 3,072 999.9 2,165 3,072 6.34 341.5 1 Total E-WI 5,610 1,801.4 3,901 1st Floor Wall 182 66.7 151 182 8.17 18.4 Wall 5,075 1,002.8 4,230 5,075 13.21 320.3 Wall 4,998 1,170.2 4,579 4,998 16.17 283.2 Wall 327 256.0 578 578 40.67 14.2 Total N-S 2,495.7 5,637 Wall A 192 67.1 152 192 3.00 50.6 Wall B 3,682 586.5 3,061 3,682 5.54 664.6 Wall C 1 2,683 1,052.1 2,376 2,683 7.17 374.2 Wall D ' 4,627 789.9 3,949 4,627 7.34 630.4 Total E-W 10,992 1 2,495.7 1 5,637 Sheet 15 Butler Job No 156-0911-10 Project Sattler Alder Plan Date 3/18/15 ' Consulting, Inc. Client Sage Built Homes Subject Diaphragms By MEB Diaphragms Typical Roof Diaphragm: 15/32"APA-rated sheathing w/ 8d nails @ 6" O/C panel edges, 12"field edge blocking not required 180 pif capacity perpendicular framing 240 pif capacity perpendicular framing Special Roof Nailing 15/32"APA-rated sheathing w/ 8d nails @ 4"O/C panel edges, 12"field edge blocking not required 360 pif capacity each way Typical Floor Diaphragm: 19/32"APA-rated sheathing w/ 10d nails @ 6" O/C panel edges, 12"field edge blocking not required 215 pif capacity perpendicular framing 285 pif capacity parallel framing Level Wall Depth Framing 9 M Front-to-back (North-South) Roof Wall 2,783 42.67 65.2 Parallel �Wall 3 2,705 46.00 58.8 Parallel 2nd Floor Wall 2 2,110 42.67 49.4 Perp. Wall 3 1,792 46.00 39.0 Perp. Side-to-side (East-West) Roof Wall B 2,538 37.00 68.6 Perp. Wall D 3,072 11.33 271.1 Parallel 2nd Floor Wall B 920 39.00 23.6 Perp. Wall C 1,717 23.33 73.6 Perp. Wall D 1 1,511 11.33 1 133.4 IParallel r Sheet 16 ConsB-utleulting, Job No. 156-0911-10 Project Sattler Alder Plan Date 1/26/15 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB Design Shear Walls Wall Unit Shear vi = Vi/ EL; Overturning MOT = Li vi H MRes — wDL Liz/2 Net Uplift H = Height of wall panel Li = Length of wall panel wDL = Dead load tributary to wall Shear Wall Plate Attachment: Fastener /8" Anchor Bolt 790 1,053 1,264 5/8" 1,040 1,387 1,664 16d Nail 108 144 173 Shear Wall Schedule Type Sheathing Panel Nailing Capacity Sill Plate Attachment Edges I Field I (plf Anchor Bolts Nailing AO 8d @ 6" 8d @ 12" 120 Seis 5/8 � @ 6'-0" 16d @ 6" 168 Wind A 7/1 fi' Plywood, 1-side 8d @ 6" 8d @ 12" 240 Seis s/a,�@ 4'-0" 16d @ 6" 316 Wind B '/1fi' Plywood, 1-sid 8d @ 4" 8d @ 12" 4210 Wind Sel'S5/8 @ 3'-0" 16d @ 4" C 7/16" Plywd, 1-Side 8d @ Y 8d @ 12,. 450 Seis 5/8" @ 2'-0" 16d @ Y 3x edge framing 630 Wind D '/16" Plywd, 1-Side 8d @ 2" 8d @ 12" 585 Seis 5/a' @ 2'-0" 16d @ 3"+ 3x edge framing 1 1 1819 Wind I 3x sill plate A34 @ 16" Adjust seismic capacity by 2L/H for H/L < 3.5 IBC 2305.3.3 Butler Sheet 17 Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 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 2 Wall 3 Wall B Wall D Wall 1 Wall 3 Vwnd (lb) 2,783 2,705 2,538 3,072 182 4,998 Vseis (lb) 1,965 1,936 1,736 2,165 151 4,579 Wall Length Li (ft) 9.38 16.58 22.50 10.08 10.83 3.17 3.17 8.17 16.17 Vi (Ib) 1,005 1,778 2,705 1,223 1,315 1,536 1,536 182 4,998 Unit Shear Vi-W,,d(PIT 107.2 107.2 120.2 121.4 121.4 484.5 484.5 22.3 309.1 Unit Shear v;_se;s(Plf) 75.7 75.7 86.0 83.0 83.0 341.5 341.5 18.4 283.2 Wall Type AO AO AO AO AO C C AO B Wall Height H (ft) 8.00 8.00 8.00 8.00 8.00 6.33 6.33 8.00 8.00 Adusted va„-seis 120.0 120.0 120.0 120.0 120.0 450.0 I 450.0 120.0 350.0 MOT (ft-Ib) 8,042 14,222 21,640 9,788 10,516 9,723 9,723 1,456 39,984 Roof Trib Width (ft) 2.00 2.00 2.00 22.33 22.33 2.00 2.00 2.00 7.00 Floor Trib Width (ft) - - - - - - - - 0.67 Wall Trib Height(ft) 10.00 11.00 10.00 8.00 8.00 8.00 8.00 9.00 18.00 MRes (ft-Ib) 6,768 22,816 38,981 24,163 27,892 653 653 43,796 Header Reaction - - - - - - - POP (lb) 436 1 33 1 - I - - 3,1961 3,196 - 861 Simpson Holddown I CS16 INot Req'd Not Req' Not Req'd Not Req'dI See Sheet 18 INot Req'dI HDU2 1st Floor Shear Walls Parameter Wall 2 Wall 4 1 Wall A Wail B I Wall C IWall D Vwnd (lb) 5,075 327 192 3,682 2,683 4,627 Vseis (lb) 4,230 578 152 3,061 2,376 3,949 Wall Length Li(ft) 6.00 3.58 3.63 40.67 3.00 5.54 13.08 7.17 3.67 3.67 Vi(lb) 2,306 1,376 1,393 578 192 1,096 I 2,586 2,683 2,314 2,314 Unit Shear Vi-VVrd(plf 384.3 384.3 384.3 8.0 64.0 197.7 I 197.7 374.2 630.4 630.4 Unit Shear vi_se;s(plf) 320.3 320.3 320.3 14.2 50.6 164.4 164.4 331.4 538.1 538.1 Wall Type C C C AO AO A A B D D Wall Height(ft) 9.00 9.00 9.00 9.00 9.00 9.00 9.00 9.00 6.67 6.67 Adusted Vail-seis 450.0 358.0 362.5 120.0 80.0 240.0 240.0 350.0 585.0 585.0 MOT (ft-(b) 20,754 12,383 12,539 5,204 1,728 9,860 23,278 24,147 25,154 25,154 Roof Trib Width (ft) 2.00 2.00 2.00 6.08 4.08 9.25 2.00 - 3.67 3.67 Floor Trib Width (ft) 8.79 8.79 8.79 - - - - 8.83 0.67 0.67 Wall Trib Height(ft) 18.00 18.00 18.00 9.00 9.00 9.00 18.00 9.00 18.00 18.00 MR.. (ft-Ib) 2,278 2,336 798 4,070 21,386 5,500 1,875 1,929 PHO (lb) 3,140 3,308 3,300 - 454 1,402 814 3,013 7,026 7,017 Simpson Holddown HDU4 HDU4 HDU4 Not Req'd HDU2 HDU2 HDU2 HDU2 See Calc Sheet 18 Sheet 18 butler Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Strapping V w Wall Wall D 2nd Wall D 1st L, Lz Vwind = 3,072 Ib 4,627 Ib = VSeis - 2,165 Ib 3,949 Ib — = JT, 7 T2 H = 8.08 ft 9.08 ft T3 H, = 6.33 ft 7.08 ft N � Hz = 1.75 ft 2.00 ft = V3 L = 11.33 ft 11.33 ft R L L, = 3.17 ft 3.67 ft R Lz = 3.17 ft 3.67 ft V, = VMax/ L, = 1,536 Ib 2,314 Ib Vz = VMax/ Lz = 1,536 Ib 2,314 Ib Vwind — Vwind / ELi 485 plf 630 plf VSeis = VSeis/ ELi 342 plf 538 plf Wall Type C D 450.0 plf OK 585.0 plf OK R = VMaxH/L = 2,191 Ib 3,708 Ib T, = V,H,/L, = 3,067 Ib 4,463 Ib Tz = VzH,/Lz = 3,067 Ib 4,463 Ib V3 = R- T, = 876 Ib 755 Ib V3 = V3/ 1-12 = 501 plf OK 377 plf OK T3 = V3L,/H2 = 1,587 Ib 1,385 Ib Horiz. Strap Overturning Resistance MOT from above - 24,822 MOT= V H 24,822 66,835 Roof Trib Width 2.00 ft 2.00 ft Floor Trib Width - ft 0.67 ft Wall Trib Ht 8.08 ft 18.00 ft Veneer Trib Ht 4.00 ft 12.00 Wes = wDL Liz/2 = 10,973 ft-Ib 24,264 ft-Ib Uplift 1,610 Ib 4,614 Ib Holdown CS16 HDU5 Butler Sheet 19 Job No. 156-0911-10 Project Sattler Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams BM5 Plat w Plat yy = 167 DL + 102 LL = 269 plf PLat = 1,778 Ib [at x 8'/ 16'-7" _ +/- 858 Ib 16'-6" AL No loading of beam by sheard wall. Check for uplift load 0.61D +/- 0.6W Max uplift load 31.0 Ib BC46 post cap BM4 PLat Plat yy = 544 DL + 918 LL = 1 ,200 plf IiIIIIIIIIII w 11'-7" Plat = 1,315 Ib lat x 8'/ 10'-10" _ +/- 971 Ib Section VMax = 7,453 Ib f, = 100.5 psi OK MMax = 21,512 ft-lb fb = 1,956 psi OK Uplift: 0.61D +/-W Plat Plat W No Net Uplift 11'-7"