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Specifications (2) inA, T2-0 -0C) V 5\1,1 M.)r&D Butler 16110 SE Goosehollow Drive Damascus,Oregon 97089 Consulting, Inc. (503)658-0200 (503)658-0204 fax STRUCTURAL CALCULATIONS Murdock Alder Plan RECEIVED Parcel 1 MAR 1 0 2016 SW Murdock Street CITY OF TIGARD Washington County, Oregon BUILDING DIVISION Sage Built Homes, LLC Job Number 156-0911-10 STRUCTURAL �S\��D I N F�Ssi n. 14855 3= r f CRs OREGON �a� Yo°° ct- fr E . By EXPIRES 12-31-2017 March 10, 2016 Contents: Project Overview 1 Configuration 2 Roof Framing 3 2nd Floor Framing 4 1st Floor Framing 7 Footings 7 Lateral Loading 10 Diaphragms 15 Shear Walls 16 NOTE: These calculations are for the Murdock Alder Plan with the garage on the right side to be built at on Parcel 1 on SW Murdock Street in Washington County, Oregon. , Job No. 156-0911-10 March 10, 2016 Murdock Parcel 1 Page 1 Murdock Alder Plan STRUCTURAL CALCULATIONS These structural calculations are for new single family residence identified as the Murdock Alder plan with a 3-car garage on the right side to be built on Parcel 1 of a 3-lot partition on SW Murdock Street in Washington County, Oregon. The structure was designed in accordance with the 2014 Oregon Structural Specialty Code. 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, 22 psf @ veneer Interior partitions 8 psf Allowable Soil Bearing 1,500 psf(assumed) Seismic: Base Shear: E = F Sps/ R W Eq 12.14-11, ASCE 7-10 simplified design procedure Site Class D Seismic Design Category D F = 1.1 —2-story Buildings 1 Ss = 1.021 Per USGS Seismic Hazard map for Si = 0.445 Lat. 45.351°, Long 122.839° Sps = 2/3 FaSs = 2/3 x 1.092 x 1.021 = 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 Butlerlob No. 156-091 1-10 Project Murdock Alder Plan Date 3/09/16 Consulting, Inc. Client Sage Built Homes, LLC Subject Configuration By MEB Rev Description By Date T 0 3 � a - ----H- O 11111111lam —— --- .---''' 10* r 1 _ IIIIII I I I I I I I I l II 1' I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I1 I .�1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 - _ • X_ II - - _ - - - - CI 1 1 1 I I I IL 1._ JI I I I I I. I- - — I I I I ■■ 1 - . �� � — _� ll■■II■11 :• - - M91 - - - - __- _0 - -I I '—' I I I I I f - - - - - - _ - I I I I I IJII I I _ - _ _ _ _ I� - - I r 1 Ak i _ _ I I 11 I I I I I Ia . di -• ,_ , _ __, _ _ mil . • 1 J i I_ L 6,.___ . _.!A ...ni _LBM _ �— '� _ m -- — �i-- --- 0 r - - RM1'1 `\ ROOF FRAMING PLAN 2ND FLOOR FRAMING PLAN F25 F2�'�-ter` H F2 F3 12 — —F4— -rL F5 ICA ----€- 14'5134:-.)-Fi;-*.i_ ___r__for_ — --II r� �� pE-- I4----F? - r ��- � t F- —_L---I.I f1 .1 F#6- •L L— -4 F18 L — __1_-,Ear-1 :!::-:.!•.:-.:.:::**:*5::.:i.4 /11 I ':.::;:K:K:K::::::::::::::::::ti:KE:::::::::::::::.7. II I I N , '/ F3 15 _ J ~1 F1 - _=1o1 - I� •I I�I _ II I F5 ::�11111 iiil =I•-•ll■_I1—....,... -- r F10 .......... I.-..- — = — ................. ' -L::::::::::::Z:::::::::::gg:K:K::::::',.:::::::::::::::::::::::::meme=„........................._____' I ——— -- I I - - CI =_ I:: II. :::I::::1::::I: 3....1: F19 e _III III — .I= II i -- � — F20 - - - —�� QQQ''', F21 i IFg— — �� __ - DI■-- �° I■ F'L - - - �--1 F8 r� ril rii F24 F23 F22 FOUNDATION PLAN FRONT ELEVATION Sheet 3 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consulting, Inc. Client Sage Built Homes Subject Roof Framing By MEB Roof Framing Use Premanufactured Roof Trusses See engineering by truss manufacturer Girder Truss Reactions Truss GT1 GT2 Span 9.92 ft 16.67 ft Roof Trib1 22.33 ft 22.33 ft w 938 plf 938 plf Reaction 4,650 lb 7,817 lb Beam HDR1 HDR2 RB1 Span (ft) 6.50 6.50 ft 15.83 ft Roof Trib (ft) 2.00 23.33 ft 4.08 ft Wall Trib (ft) 2.33 2.33 ft - ft Unit Load (plf) 112 1,008 plf 151 plf Trial Section 4x8 DF#2 4x12 DF#2 6x10 DF #2 fy = 3w 2 22 D) (psi) 17.5 88.8 psi OK 34.3 psi OK wL2/8 fb = S (psi) 231 865 686 x 5wL4 Ax 384 El (in) 0.025 = U1,902 0.061 = L11,393 0.418 =L/455 Use 4x8 DF#2 Use 4x12 DF#2 Use 6x10 DF#2 Sheet 4 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing Joist J1 VMax= 569 lb < 1,420 lb allowable OK w„ ,,1,iii iir+ii RI!"k iiiiiij MMax— 2,899 ft-lb < 4,315 ft-lb allowable OK 18'-4” max ALL = 0.411 = L/535 OK 632 plf 632 plf Use 117/8"RFPI-400 @ 16" 0/C Joist J2 w= 12 DL+40 LL psf VMax= 766 lb < 1,420 lb allowable OK f11I1IIIIl111I11I11III1IIl1III1 lulIlluIIIIIl1IIl1IIlIl MMax= 3,795 ft-lb < 4,315 ft-lb allowable OK 19'-5" �' 18'-7" 1 ALL = 0.307 = L/7580K 589 lb 1,611 lb 560 lb Use 1 1'/8"RFPI-400 @ 16" 0/C Simple Span Beams 11111111111111111111111111111111111I11111I I I Span R R Beam HDR BM1 BM2 BM4 BM5 Span 3.50 ft 4.00 ft 4.00 ft 12.00 18.50 Roof Trib 21.33 ft - ft - ft 26.33 3.00 Floor Trib 8.33 ft 8.58 ft 8.33 ft 9.33 0.67 Wall Trib 11.00 ft - ft 3.00 ft 9.00 10.00 Unit Load 1,461 plf 446 plf 457 plf 1,699 281 Trial Section 4x10 DF#2 13/4 x 117/8 LVL E1.5 13/4 x 117/8 LVL E1.5 51/2 x 15 Glulam 51/2 x 12 Glulam fv = 66.3 psi OK 32.5 psi OK 33.3 psi OK 154.8 psi OK 52.7 psi OK fb = 538 psi OK 260 psi OK 267 psi OK 1,779 psi OK 1,092 psi OK A), = 0.013 in OK 0.007 in OK 0.007 in OK 0.285 U505 0.519 L/428 Use 4x10 DF#2 Use 13/4 x 117/8 LSL Use 13/4 x 117/8 LSL Use 51/2 x 15 Gulam Use 51/2x 12 Gulam BM3 Span 7.50 ft 11 P = (17+25) x 9'-4" + 12 psf x 10' = 512 lb Rim w Roof Trib 2.96 ft 1111111111111111111 Floor Trib 0.92 ft * 7'-3" IA Wall Trib 10 ft 1,112 lb 811 lb Unit Load 292 plf Trial Section 13/4 x 117/8 LVL E1.5 VMax = 1112 lb fv = 80.265 psi OK MMax= 2,117 ft-lb fb = 617.7 psi OK Ax = 0.0585 in = L/1,487 OK BM6 Not used on Alder Murdock Plan Sheet 5 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consulting, Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing q w2 L2 w' L' 1111111111III!IIII1111111111 1 A R, Span R, Beam BM7 BM8 BM9 BM10 BM11 Span 18.83 ft 11.75 ft 10.38 ft 16.75 ft 19.06 ft L1 16.75 ft 7.38 ft 7.58 ft 8.44 ft 9.83 ft L2 2.08 ft 4.38 ft 2.79 ft 8.31 ft 9.23 ft Roof Trib 1 - ft - ft - ft - ft 3.13 ft Floor Trib 1 1.33 ft 9.00 ft 1.33 ft 1.33 ft 0.67 ft Wall Trib 1 - ft - ft - ft 2.00 ft 10.00 ft Roof Trib 2 - ft - ft - ft 26.00 ft 3.00 ft Floor Trib 2 0.67 ft 9.33 ft 0.67 ft 0.67 ft 1.00 ft Wall Trib 2 3.00 ft 9.00 ft 3.00 ft 11.00 ft - ft w1 69 plf 468 plf 69 plf 85 plf 286 plf w2 59 plf 557 plf 59 plf 1,215 plf 178 plf P 914 lb BM2 914 lb BM2 892 lb BM1 5,378 GT1+Rim 728 lb Rim R1 753 lb 3,163 lb 595 lb 5,712 lb 2,839 lb R2 1,445 lb 3,641 lb 986 lb 10,483 lb 2,347 lb MMaX= 4,087 ft-lb 11,896 ft-lb 2,523 ft-lb 45,167 ft-lb 14,075 ft-lb weq = 92 plf 689 plf 188 plf 1,288 plf 310 plf Trial Section 31/2 x 12 Glulam 31/2 x 12 Glulam 13/4 x 117/8 LSL E1.5 51/2 x 161/2 Glulam 51/2 x 12 Glulam f„ = 51.6 psi OK 130.0 psi OK 71.2 psi OK 145.7 psi OK 64.5 psi OK fb = 584 psi OK 1,699 psi OK 721 psi OK 2,172 psi OK 1,280 psi OK OX = 0.288 =L/785 0.326 =L/433 0.134 = L/929 0.615 =L/327 0.646 = L/354 Use 31/2 x 12 Glulam Use 31/2 x 12 Glulam Use 13/4 x 117/8 LSL Use 51/2 x 161/2 GLB Use 51/2 x 12 Glulam BM13 Pw2 ,,,, P = 1,464 lb BM 12 w •'- iL 5'-1" W1 = (15+25) x 4'-11"2/2/3'-3" = 149 plf Iiiiiiiiiillil 9" 18'-2" A 7'-6" W2 = (15+25) x T-3"2/2/5'-7" = 188 plf w3 = (15+25) x 5'-5"2/2/3'-9" = 156 plf 3,080 lb 2,206 lb 597 lb Section 4x12 DF#2 1,505 Ib 650 Ib VMaX = 1,515 lb f = 57.7 psi -� M 1,548 lb 1,556 lb v MaX = 6,442 ft-lb 6,442 ft-lb fb = 1,047 psi .--., OX = 0.532 in = L/410 1,140 ft-lb Use 4x12 DF#2 Sheet 6 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consultin , Inc. Client Sage Built Homes Subject 2nd Floor Framing By MEB 2nd Floor Framing (Cont.) BM14 p2 P1 = 2,347 Ib BM11 P1 w P2 = 811 Ib BM3 1 1111111 w = ) x 2' = 80 plf If � 5'-51/4" Section 4x12 DF#2 839 lb 2,458 lb VMax = 2,458 lb fv = 93.6 psi MMax = 2,674 ft-lb fb = 435 psi = 0.015 in OK Use 4x12 DF#2 Beam BM12 BM15 BM16 Span 5.42 ft 24.83 ft 6.50 ft L1 3.41 ft 20.42 ft 4.41 ft L2 2.00 ft 4.41 ft 2.09 ft Roof Trib 1 2.00 ft 7.00 ft - ft Floor Trib 1 - ft 8.12 ft 1.67 ft Wall Trib 1 - ft 10.00 ft - ft Roof Trib 2 5.92 ft 7.00 ft 26.33 ft Floor Trib 2 4.92 ft 4.04 ft 0.67 ft Wall Trib 2 10.00 ft 10.00 ft 10.00 ft w1 84 plf 836 plf 87 plf w2 584 plf 624 plf 1,261 plf P 2,839 lb BM11 595 lb BM9 8,329 lb GT-2 + Rim R1 1,464 lb 10,404 lb 3,351 lb R2 2,834 lb 10,018 lb 7,993 lb MMax= 4,505 ft-lb 64,726 ft-lb 13,939 ft-lb Weq = 1,228 plf 840 plf 2,639 plf Trial Section 4x12 OF#2 51/2 x 221/2 Glulam 51/2 x 12 Glulam = 87.1 psi OK 126.1 psi OK 181.7 psi OK fb = 732 psi OK 1,674 psi OK 1,267 psi OK Ox = 0.036 = L/1,806 0.764 =L/390 0.074 =L/1,054 Use 4x12 DF#2 Use 51/2 x 221/2 GLB Use 51/2 x 12 GLB Sheet 7 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consultin , Inc. Client Sage Built Homes Subject Main Floor Framing By MEB Main Floor Framing w TIIIIIIIIIIIIII IIIIIIIIIIIII Span T Span Typical 2-Span Joist Typ Joist Beam (ft) 9.50 Max Span 4x8 DF#2 Trial Beam Size (ft) 2.67 Floor Trib Width (plf) 139 Uniform L 518 wL (Ib) 824 VMaX = 3 V/2 A (psi) 43.8 = wL2/8 (ft-lb) 1,566 MMax = M I SX (psi) 613.0 fb = 5wL4/384El (in) 0.143 =L/797 Amax = Use 4x8 DF#2 @ 32" 0/C BM17 P1 = 3,641 lb BM8 P1 P P2 = 3,163 lb BM8 w' w tw3 w� = (12+40) x 12'-2 + 10' x 8 psf = 713 plf 2 l 4" " " " „ , ,,..,,, w2 = (12+40) x 2'-4” = 121 plf 9'-01/4" 10'-51/2, 6'-21/2 w3 = (12+40) x 11'-5" + 8 psf x 19 psf= 746 plf 2,783 lb 8,184 lb 6,040 lb 2,126 lb Section 31/2 x 9 Glulam 2,505 lb VMaX = 3,907 lb fv = 161.1 psi OK MMaX = 5,431 ft-lb 3,649 lb fb = 1,379 psi OK 5,431 ft-lb 3,029 ft-lb Ax = 0.179 =L1605 Use 31/2 x 9 Glulam 3,907 ft-lb 1,177 ft-lb Foundations Allowable Soil Bearing = 1,500 psf(assumed) Footing Component Trib Unit Ld Total AReq'd Ftg Dimension Reinforcing (ft) (psf) (Ib) Fl Roof 7.17 ' 42 301 Floors 9.25 ' 52 481 Wall 19.00 12 228 Total 1,010 0.67 8 x 15" Cont. (2) #4 Cont. F2 Roof 2.00 42 84 Floors 12.87 52 669 Wall 29.00 12 348 Total 1,101 0.73 8 x 15" Cont. (2) #4 Cont. Sheet 8 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/18/15 Consulting, Inc. Client Sage Built Homes Subject Foundations By MEB Foundations (Cont.) Footing Component Trib Unit Ld Total ARegrd Ftg Dimension 'Reinforcing (ft) 1 (psf) (Ib) F3 Roof 10.25 42 431 Floors 1.33 52 69 Wall 10.00 12 120 Total 620 0.41 8 x 12" Cont. (2) #4 Cont. F4 Roof 26.41 42 1,109 Floors 10.42 52 542 Wall 19.00 12 228 Total 1,879 1.25 8 x 15" Cont. (2) #4 Cont. F5 Roof 6.05 42 254 Wall 10.00 12 120 Total 374 0.25 8 x 12"Cont. (2) #4 Cont. F6 Floor 9.83 52 511 Wall 10.00 12 120 Total 631 0.42 8 x 12" Cont. (2) #4 Cont. F7 Roof 25.83 42 1,085 Floors 0.67 52 35 Wall 19.00 12 228 Total 1,348 0.90 8 x 15" Cont. (2) #4 Cont. F8 Roof 3.13 42 131 Floors 0.67 52 35 Wall 10.00 22 220 Total 386 026 8 x 15" Cont. (2) #4 Cont. F9 Roof 7.00 42 294 Floors 5.00 52 260 Wall 19.00 12 228 Total 782 0.52 8 x 15" Cont. (2) #4 Cont. F10 Floors 28.10 52 1,461 Wall 9.00 12 108 Total 1,569 1.05 8 x 15" Cont. (2) #4 Cont. F11 Joist 11.88 139 1,649 1.10 16" x 8" deep None F12 BM5 9.25 281 2,598 F3 2.00 620 1,239 F4 2.00 1,879 3,758 Total 2.00 7,595 5.06 2'-4"x 2'-4"x 8" (3)#4 ea way F13 BM4 6.00 1,699 10,194 F3 1.67 620 1,035 F4 1.67 1,879 3,138 Total 14,367 9.58 3'-4" x 3'-4" x 12" (4) #4 ea way F14 Not Used Sheet 9 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consultin , Inc. Client Sage Built Homes Subject Foundation By MEB Foundations (Cont.) Footing Component Trib 1 Unit Ld Total ' AReqd Ftg Dimension Reinforcing (ft) (psf) (Ib) F15 BM17 1 6,040 4.03 2'-3" x 2'-3" x 8" (2) #4 ea way F16 BM17 8,184 5.46 2'-6" x 2'-6" x 12" (2)#4 ea way F17 BM5 , 9.25 281 2,598 BM17 ' 2,783 F2 1.50 1,101 1,652 F3 1.50 620 929 Total 7,962 5.31 2'-6"x 2'-6" x 12" (2)#4 ea way F18 ' BM15 10,018 F6 1.50 631 947 F9 1.50 782 1,173 Total 12,138 8.09 3'-0" x 3'-0" x 12" (3) #4 ea way F19 GT1 4,650 BM 10 5,712 1 BM 12 I 2,834 BM15 1 I 10,404 F8 1.50 386 579 Total 24,180 16.12 I 4'-4" x 4'-4"x 12" (4) #4 ea way F20 BM16 7,993 BM 10 I 10,483 BM14 2,458 F7 2.17 1,010 2,192 Total 23,126 15.42 4'-0" x 4'-0"x 12" (4)#4 ea way F21 GT2 7,817 Fl 1.50 1,010 1,515 F2 1.50 1,101 1,652 Total 10,984 7.32 3'-0"x 3'-0"x 12" (3) #4 ea way F22 BM13 3,080 Pier 4.00 156 624 Total 3,704 2.47 24" x 24" x 12" (2) #4ea way F23 C BM13 2,206 BM14 1,409 Pier _ 4.00 156 624 Total 4,239 2.83 24" x 24" x 12" (2) #4ea way F24 BM13 597 Pier 4.00 156 624 Total 1,221 0.81 24"x 24"x 12" (2)#4ea way F25 RB1 8.92 151 1,346 0.90 16" x 12" deep None Sheet 10 Butler Job No 156-0911-10 Project Murdock Alder Plan Date 3/9/16 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 = 1.021 per USGS Seismic Hazard Map for S1 = 0.445 Lat 45.463°, Long. 122.750° Fa = 1.092 Site Class D, Table 11.4-1 F, = 1.555 Site Class D, Table 11.4-2 SMS = Fa Ss = 1.115 SM1 = F,S1 = 0.692 SDs = 2/3 SMS = 0.743 Seismic Design Category "D" SD1 = 2/3 SM1 = 0.461 Seismic Design Category "D" E = F SDs/ R W Eq 12-14.11, simplified analysis procedure F = 1.10 2-story building R = 6.5 Light wood-framed shear walls E = 1.1 x 0.743/6.5 W = 0.126 W Vseis = 0.126 W x 0.7 = 0.0881 W(Allowable Stress Design) Component Length Width Unit wt Wt Story (ft) (ft) (psf) (kips) Shear Roof Roof 48.73 40.00 17.00 33.1 Ext. Walls 176.67 4.54 12.00 9.6 Partitions 196.67 4.54 8.00 7.1 Subtotal 49.9 4,394 2nd Floor 43.35 38.00 12.00 19.8 Roof 50.94 11.00 17.00 ' 9.5 Patio roof 16.83 7.00 12.00 1.4 Porch Roof 23.63 7.00 12.00 2.0 1 Ext. Walls 199.99 1 9.58 12.00 23.0 Veneer 8.91 9.58 10.00 0.9 Partitions 144.32 9.58 8.00 11.1 Subtotal 1 67.6 5,952 1st Ext. Walls 221.00 5.04 12.00 13.4 Partitions 108.83 4.50 8.00 3.9 Subtotal 17.3 1,522 Total 1 134.8 11,869 Sheet 11 Butler Job No 156-0911-10 Project Murdock Alder Plan Date 3/9/16 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 54.00 ft 53.00 ft B 53.00 ft 54.00 ft L/B 1.02 0.98 Mean Roof Height 26.17 ft 26.17 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 22.32 psf 22.38 psf 2nd Floor 20.00 ft 22.03 psf 22.08 psf 1st Floor 9.00 ft 21.50 psf 21.55 psf Po 21.06 psf 21.12 psf Roof pressures interpolated from Table 27.6-2 Mean Roof Ht 26.17 ft 26.17 ft Pitch 6 in 12 10 in 12 Angle 26.57 degrees 39.81 degrees Adjustment Factor for Exp B 0.705 0.705 p Zone 1 Exposure C 12.98 15.50 p Zone 1 Adjusted p for Exp B 9.15 10.93 p Zone 2 Exposure C 9.86 9.86 p Zone 2 Adjusted p for Exp B 6.95 6.95 Sheet 12 Butler Job No 156-0911-10 Project Murdock Alder Plan Date 3/9/16 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 w� -1 0.75 26.09 26.09 122.6 w2 0 4.92 24.22 26.09 173.3 w3 8.33 11.86 8.69 25.34 225.7 w4 17.6667 4.54 26.09 26.09 172.9 w4 32.5 9.52 14.51 25.34 208.9 w W2 W4 W?w1 38'-0" 1 3,781 lb 3,903 lb 1st Floor X Wall Zone 1 Zone 2 Load (ASD) 6in12 6in12 w, = -1 0.75 11.46 11.46 59.2 w2 = 0 5.04 11.46 11.46 114.7 w3 = 5.00 10.64 - 7.83 152.1 w4 = 15.33 8.43 6.06 7.83 138.4 w5 = 17.67 7.51 8.11 7.83 131.6 w6 = 34.83 8.68 5.50 - 125.7 w� = 43.00 10.64 1.02 - 140.0 w8 = 43.00 5.04 12.30 12.30 118.3 w9 = 53.00 5.04 1.02 1.02 69.6 w W, 3 ----wd. W5 Wfi W7 W1d W W9 5'-0"t t 38'-0.. 10'-0" A 352 lb 6,791 lb 6,953 lb 429 lb 2,728 lb 2,539 lb Sheet 13 Butler Job No 156-0911-10 Project Murdock Alder Plan Date 3/9/16 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 4.92 - - 65.0 W2 = 23.3333 15.25 - - 201.5 W3 = 30.1094 11.86 - - 156.7 wa = 35.3073 9.50 4.45 4.45 156.1 w5 = 45.67 4.54 19.85 19.85 196.3 w6 = 47.25 4.54 9.33 9.33 124.1 W W2 W3 Wa W5 Wri W6 48-0" 3,314 lb 4,057 lb X Wall Zone 1 Zone 2 Load (ASD) 6in12 6in12 w1 = 0 5.42 - - 69.9 w2 = 6 8.42 - - 108.6 w3 = 6 10.64 1.02 139.1 W4 = 16 10.64 11.11 157.9 W5 = 49.67 10.64 - - 137.2 w6 = 53 10.64 5.50 5.50 160.9 W7 = 54 10.64 4.38 4.38 156.1 w8 = 54 0.75 4.38 4.38 28.6 w8 = 54 0.75 - - 9.7 W War wJ w4 WW6♦W7 1 W2 W W9 A 6'-0' 18'-6" 29'-6" T 248 lb 4,985 lb 3,733 lb 6,087 lb 1,383 lb 2,289 lb 1,444 lb 1,959 lb Sheet 14 Butler156-091 1-10 Project Murdock Alder Plan Date 3/9/16 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 Vwaii Load Trib Area Load E Length (Ib) (sq ft) (Ib) (Ib) (ft) (plO 2nd Floor Wall 2 3,781 964.1 2,174 I 3,781 25.75 84.4 Wall 3 3,903 984.9 2,221 3,903 20.17 110.1 Total N-S 1,948.9 4,394 Wall B 3,314 894.7 2,017 3,314 21.41 94.2 Wall C 4,057 1,054.2 2,377 4,057 7.34 ' 323.8 Total E-W 7,371 1,948.9 4,394 1st Floor Wall 1 352 73.8 163 352 9.75 16.7 Wall 2 6,791 1,089.8 4,577 6,791 13.21 346.6 Wall 3 6,953 1,267.2 5,016 6,953 18.17 276.0 Wall 4 429 268.0 591 591 42.67 13.9 Total N-S 2,698.81 5,952 Wall A 248 96.9 214 248 3.00 71.2 Wall B 4,985 598.4 3,337 4,985 5.54 899.8 Wall C 3,733 1,228.0 2,708 3,733 7.17 520.6 Wall D 6,087 775.5 4,087 ' 6,087 8.34 729.9 Total E-W 14,805 2,698.8 5,952 Butler Job No 156-091 1-10 Project Murdock Alder Plan Sheet 15 Date 3/9/16 Consulting, Inc. Client Sage Built Homes Subject Diaphragms By MEB Diaphragms Typical Roof Diaphragm: 15/32"APA-rated sheathing w/ 8d nails © 6" 0/C panel edges, 12"field edge blocking not required 180 plf capacity perpendicular framing 240 plf capacity perpendicular framing Special Roof Nailing 15/32"APA-rated sheathing w/ 8d nails @ 4" 0/C panel edges, 12"field edge blocking not required 360 plf capacity each way 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 Wall 1Max shear Depth Unit Shear Framing Diaphragm (Ib) (ft) (plf) Front-to-back (North-South) _ Roof Wall 2 3,781 48.00 78.8 Parallel Typical Roof Wall 3 3,903 44.67 87.4 Parallel Typical Roof 2nd Floor Wall 2 2,728 48.00 56.8 i Perp. Typical Floor Wall 3 2,539 46.67 I 54.4 Perp. Typical Floor Side-to-side (East-West) Roof Wall B 3,314 I 38.00 87.2 Perp. Typical Roof Wall D 4,057 12.33 329.0 Parallel Special Roof 2nd Floor Wall B 1,383 1 38.00 36.4 Perp. Typical Floor Wall C 1,959 16.83 116.4 Perp. Typical Floor Wall D , 1,511 12.33 122.5 ,Parallel Typical Floor Sheet 16 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consulting, Inc Client Sage Built Homes Subject Shear Walls By MEB Design Shear Walls Wall Unit Shear v; = V./EL, Overturning Mor = L, v, H Overturning Resist. MRes = wpL L12/ 2 Net Uplift PSP = (MOT-0.6 MRes)/(Li-3") H = Height of wall panel L, = Length of wall panel wp� = 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 5/8" 4)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 A0 7't6"Plywood, 1-side 8d @ 6" 8d @ 12" 120 Seis 5/8"4) @ 6'-0" 16d @ 6" edge blocking not req'd 168 Wind A 7/16" Plywood, 1-sidel 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"4) @ 3'-0" 16d @ 4" 421 Wind C 7/16" Plywd, 1-Side 8d @ 3" 8d @ 12" 450 Seis 5/8„( @ 2'-0" ! 16d @ 3" 3x edge framing 630 Wind D 7/16" Plywd, 1-Side8d @ 2" 8d @ 12" 585 Seis 5/8"4) @ 2'-0" 16d @ 3" + 3x edge framing 819 Wind 3x sill plate A34 @ 16" Adjust seismic capacity by 2L/H for HIL < 3.5 IBC 2305.3.3 Butler Sheet 17 Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 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 Wall 3 Wall B Wall D Vwnd (Ib) 3,781 3,903 3,314 4,057 Vse1S(Ib) 2,174 2,221 2,017 2,377 -- Wall Length L;(ft) 9.17 16.58 20.17 13.50 10.58 10.83 3.67 3.67 V;(lb) 1,346 _ 2,435 2,338 1,565 1,638 1,676 2,029 2,029 Unit Shear v;_,nAnd(plf, 146.8 146.8 115.9 115.9 154.8 154.8 552.7 552.7 Unit Shear v;_$e,s(Plf) 84.4 84.4 66.0 66.0 94.2 94.2 323.8 323.8 Wall Type AO AO A AO AO AO C C Wall Height H (ft) 9.00 9.00 9.00 9.00 9.00 9.00 6.33 6.33 Adusted va;;-seis 120.0 120.0 120.0 120.0 120.0 120.0 450.0 450.0 MOT (ft-lb) 12,118 21,911 21,043 14,084 14,739 15,087 12,840 12,840 Roof Trib Width(ft) 2.00 2.00 2.00 23.33 23.33 23.33 2.00 2.00 Floor Trib Width (ft) - - - - - - - - Wall Trib Height(ft) 10.00 10.00 12.00 11.00 9.00 9.00 9.00 9.00 MReS (ft-lb) 6,475 21,167 36,208 48,170 28,242 29,593 956 956 PSP (Ib) 923 564 - - - - 3,587 3,587 Simpson Holddown CS16 CS16 Not Req'd Not Req'd Not Req'd Not Req'd See Sheet 19 1st Floor Shear Walls Parameter Wall 1 Wall 3 Wall 2 Wall 4 Wall A Wall B VoAnd (Ib) 352 6,953 6,791 429 248 4,985 Vseis (lb) 163 5,016 4,577 591 214 3,337 Wall Length L, (ft) 9.75 18.17 6.00 3.58 3.63 42.67 3.00 5.54 1 13.08 V;(Ib) 352 6,953 3,086 1,841 1,864 591 248 1,483 3,502 Unit Shear vi_vAnd(Plf, 36.1 382.7 514.3 514.3 514.3 10.1 82.7 267.7 267.7 Unit Shear v;_seis(Plf) 16.7 276.0 346.6 346.6 346.6 13.9 71.2 179.2 179.2 Wall Type AO B C C C AO AO A A Wall Height(ft) 10.00 10.00 10.00 8.00 8.00 10.00 10.00 10.00 10.00 Adusted Vail-seis 120.0 350.0 450.0 402.8 407.8 120.0 72.0 240.0 240.0 MOT (ft-lb) 3,520 69,530 30,856 14,729 14,914 5,911 2,480 14,832 35,018 Roof Trib Width(ft) 2.00 7.00 2.00 2.00 2.00 6.08 4.08 9.25 2.00 Floor Trib Width (ft) - 0.67 9.17 9.17 9.17 - - - - Wall Trib Height(ft) 10.00 19.00 19.00 19.00 19.00 10.00 10.00 10.00 10.00 MReS (ft-1b) 7,320 57,281 4,716 2,384 2,444 203,339 852 4,255 13,174 PHD (lb) - 1,962 4,874 3,994 3,984 - 716 2,321 2,113 Simpson Holddown Not Req'd HDU2 HDU8 See Sheet 19 Not Req'd HDU2 HDU2 HDU2 Butler Sheet 18 Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consulting, Inc. Client Sage Built Homes Subject Shear Walls By MEB 1st Floor Shear Walls (Cont.) Parameter Wall C Wall D UWind (Ib) 3,733 6,087 Vseis(Ib) 2,708 4,087 Wall Length L;(ft) 7.17 4.17 4.17 V;(lb) 3,733 3,044 3,044 Unit Shear v;. nd(plf, 520.6 729.9 729.9 Unit Shear v;_se15(13lf) 377.8 490.1 490.1 Wall Type C D D Wall Height(ft) 10.00 6.67 6.67 Adusted van-seis 450.0 585.0 585.0 MOT (ft-lb) 37,330 _ 33,141 33,141 Roof Trib Width(ft) - 3.67 3.67 Floor Trib Width (ft) 8.83 0.67 0.67 Wall Trib Height(ft) 10.00 19.00 19.00 MReS (ft-lb) 5,808 2,525 2,595 PHD (Ib) 4,891 8,068 8,057 Simpson Holddown HDU8 See Calc Sheet 19 Sheet 19 Butler Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consulting, Inc. client Sage Built Homes Subject Shear Wall Strapping By MEB Shear Wall Strapping V w 11111111111111111111111111111111111111111111111 = L1 L2 i Ti T2 T3 N = V3 R L R Wall Wall D 2nd Wall D 1st Wall 2 1st Vwnd = 4,057 lb 6,087 lb 3,705 lb Vseis = 2,377 lb 4,087 lb 2,498 lb H = 9.08 ft 10.08 ft 10.08 ft H1 = 7.08 ft 7.08 ft 8.08 ft H2 = 2.00 ft 3.00 ft 2.00 ft L = 12.33 ft 12.33 ft 12.33 ft L1 = 3.67 ft 4.17 ft 3.58 ft L2 = 3.67 ft 4.17 ft 3.63 ft V1 = VMax/ L1 = 2,029 lb 3,044 lb 1,841 lb V2 = VMax/ L2 = 2,029 lb 3,044 lb 1,864 lb Vwnd = Vwnd / ZL1 553 plf 730 plf 514 plf useis = Vseis/EL, 324 plf 490 plf 347 plf Wall Type C D C Allow Seis shear 450.0 plf OK 585.0 plf OK 398.8 plf OK R = VMaxH/L = 2,988 lb 4,976 lb 3,029 lb T1 = V1 H1/L1 = 3,913 lb 5,167 lb 4,155 lb T2 = V2H1/L2 = 3,913 lb 5,167 lb 4,155 lb V3 = R - T1 = 926 lb 191 lb 1,126 lb v3 = V3/ H2 = 463 plf OK 64 plf OK 563 plf OK 13 = V3L11H2 = 1,699 lb 266 lb 2,016 lb Horiz. Strap CS16 Strap CS16 Strap CMSTC16 Strap Overturning Resistance MOT from above - 36,838 - MOT = V H 36,838 98,195 37,350 Roof Trib Width 2.00 ft 2.00 ft 2.00 ft Floor Trib Width - ft 0.67 ft 9.17 ft Wall Trib Ht 8.08 ft 19.00 ft 19.00 ft Veneer Trib Ht 4.00 ft 12.00 - MRes = wDL Lie/2 = 12,995 ft-lb 29,649 ft-lb 28,280 ft-lb Uplift 2,355 lb 6,521 lb 1,653 lb Holddown MSTC40 HDU8 HDU2 Butler Sheet 20 Job No. 156-0911-10 Project Murdock Alder Plan Date 3/9/16 Consulting, Inc. Client Sage Built Homes Subject Shear Wall Beams By MEB Shear Wall Beams BM4 PLat PLat W = 668 DL + 1,001 LL = 1 669 plf W II 11111111111110 11[III1llU fill 11111111I1II 12-0" PLat = 1,638 lb lat x 9' / 10'-7" = +l- 1,393 lb 9,318 lb 10,711 lb Section 51/2 x 15 Glulam 10,717 lb 9,318 Ib VMax = 11,717 lb f„ = 157.9 psi OK MMax = 32,044 ft-lb 3,2044 ft-lb fb = 1,864 psi OK Use 51/2 x 15 Glulam Uplift: 0.6D +/- W PLat W PLat 1 111111111111111111 11111111111111111111111111 No Net Uplift t111'1-7" 1,710 Ib 3,103 lb 3,103 lb 1,710 lb BM5 Plat W A PLat W = 179 DL + 102 LL = 281 plf IIIIIIIIIIIIIIIIIIIIIIIIIIIIl11111llllll[111111, PLat = 2,435 lb lat x 9' / 16'-7" = +/- 1,322 lb 18'-6" Section 51/2x 12 Glulam 3,777 lb 1,703 lb VMax = 3,776 lb 1,407 lb 4,073 lb f� = 85.8 psi OK MMax = 16,282 ft-lb Uplift: 0.6D +/- W fb = 1,480 psi OK Use 51/2 x 12 Glulam PLat A PLat IIIIIIIIIIIIIIlllllllllllllllllllllllllllllllll No Net Uplift 18'-6" 2,744 lb 552 lb 373 lb 2,922 lb C FA 1 V 141 .14 UPPER 3-14-16 Roseburg t { 8:25am \I°restlnxtucts(rn,a,. to �,,. 1 2QI� 1or1 CS Beam 2016.1.0.13 kmBcamEngine 4.13.15.1R D i� q4 p Materials Database 1547 Member Data tolON Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 "1\ 17 7 0 0 0 17 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 615# -- 2 17' 7.000" Wall DFL Plate(625psi) N/A 1.750" 615# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 473#(355p1f) 142#(106p1f) 2 473#(355p1f) 142#(106p1f) Design spans 17' 8.750" Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2724.'# 4315.'# 63% 8.79' Total Load D+L Shear 615.# 1480.# 41% 0' Total Load D+L TL Deflection 0.4257" 0.8865" L/499 8.79' Total Load D+L LL Deflection 0.3275" 0.4432" L/649 8.79' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER StronguTie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The des gn BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications 503-858-9663 J3 UPPER 3-14-16 ' N Roseburg 8:24am N.rrrrt,t I wxlrx.L,Cumpan) o n 1 f 1 CS Beam 2016.1.0.13 kmBeamEnginc 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 )l` rf / / / 18 7 0 19 5 0 9 0 ° 38 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 5.500" 1.750" 533# -- 2 18' 7.000" Wall DFL Plate(625psi) 5.500" 3.500" 1611# -- 3 38' 0.000" Girder Steel 5.500" N/A 556# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 426#(319plf) 108#(81 plf) 2 1239#(929p1f) 372#(279p1f) 3 441#(331 p1f) 115#(86p1f) Design spans 18' 2.375" 18'11.500" Product: 11 718" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2225.'# 4315.'# 51% 29.96' Even Spans D+L Negative Moment 2995.'# 4315.'# 69% 18.58' Total Load D+L Shear 815.# 1480.# 55% 18.58' Total Load D+L End Reaction 533.# 1480.# 36% 0' Odd Spans D+L Int.Reaction 1611.# 2350.# 68% 18.58' Total Load D+L TL Deflection 0.3492" 0.9479" L/651 29.01' Even Spans D+L LL Deflection 0.2939" 0.4740" L/774 29.01' Even Spans L Control: Neg.Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Strong-Tie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheetthe design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 . t J3 UPPER 4: - 3-14-16 , 4 Roseburg 8:24am \I t",,i,"0,i ,,,,,_C4„y., 1 o1 1 Abp[]AR CS Beam 2016.1.0.13 M 2016 kmBeambnginc 4.13.15.1 Materials Database 1547 ,ii. Member Data x.,T _r*,r4r- n Description: Member Type:Joist Application:Floor 710 'I Top Lateral Bracing:Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L1480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued &Nailed Filename: Beam1 IX '1` f" / / / 18 7 0 19 5 0 9 0 ° 38 0 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DEL Plate(625psi) 5.500" 1.750" 533# -- 2 18' 7.000" Wall DEL Plate(625psi) 5.500" 3.500" 1611# -- 3 38' 0.000" Girder Steel 5.500" N/A 556# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 426#(319plf) 108#(81 plf) 2 1239#(929p1f) 372#(279p1f) 3 441#(331 plf) 115#(86plf) Design spans 18' 2.375" 18'11.500" Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2225.'# 4315.'# 51% 29.96' Even Spans D+L Negative Moment 2995.'# 4315.'# 69% 18.58' Total Load D+L Shear 815.# 1480.# 55% 18.58' Total Load D+L End Reaction 533.# 1480.# 36% 0' Odd Spans D+L Int.Reaction 1611.# 2350.# 68% 18.58' Total Load D+L TL Deflection 0.3492" 0.9479" L/651 29.01' Even Spans D+L LL Deflection 0.2939" 0.4740" L/774 29.01' Even Spans L Control: Neg.Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160% Web stiffener and minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Stx'Ong'T Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 .14 UPPER 3-14-16 Roseburg 8:25am 1 Forest Pr,mlurts C uli .am I of l ,, 15 2016 CS Beam 2016.1.0.13 'ilAp kmBcamEngine 4.13.15.1 Materials Database 1547 Member Data Description: Member Type:Joist Application Floorr1;'9I(i)tN Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T Tr 17 7 0 0 0 17 7 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) N/A 1.750" 615# -- 2 17' 7.000" Wall DFL Plate(625psi) N/A 1.750" 615# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 473#(355p1f) 142#(106p1f) 2 473#(355p1f) 142#(106p1f) Design spans 17' 8.750" Product: 11 7/8" RFPI-400 16.0" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2724.'# 4315.'# 63% 8.79' Total Load D+L Shear 615.# 1480.# 41% 0' Total Load D+L TL Deflection 0.4257" 0.8865" L/499 8.79' Total Load D+L LL Deflection 0.3275" 0.4432" L/649 8.79' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L HENDERSON EWP MANAGER Stronglrie Copyright(C)2016 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder.shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications 503-858-9663