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Specifications (44) S 7-24?—r✓cx)/5 R OW E L L 10570 SE Washington St Suite 212 ENGINEERING, LLC Portland,OR 97216 STRUCTURAL ENGINEERING Tel. 503-254-6292 VEDFax.503-254-6761 LATERAL ANALYSIS JAN 1 7 201? January 10, 2017 C!.1. { I:;s§F IGA `D BUILDflt4C, DIVISION Windwood Homes Olson Woods, Lot 11, 12887 SW Parkdale Tigard, OR 97223 100 mph 3-Second Gust, Exposure B Seismic Category D 2015 IBC/2014 OSSC Dale Richards Windwood Construction 503-780-4375 Dale@ WindwoodHomesN W.com Rowell Engineering . D PR0,4 Project Number: �5 �1C31NE:* I R-17-001 ; : 7PE !,I ,*� res ACP�� dTR4` :3 :RES: DEC. 31, ' iil EXCLUSION OF LIABILITIES I.DISCLAIMER AND RELEASE BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINSTROWELL ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION. WORKMANSHIP OR MATERIALS. II.EXCLUSION OF CONSEOUENTIAL AND OTHER DAMAGES ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT (INCLUDING WARRANTY),TORT(INCLUDING AGAVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES. III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION. Page 1 1 1 , , #.1 # 7.1,-..----- Th \, I I i ---,„,--#1 . , f71# ,.. .It #... i 1 !„! '; i' „,t, 11 E. 1L.,,i J.,:,,I 1,_ ; I ''''''.' '77 , I , — '''----""='--------i f 1 ! --i , ' , ,.,-,;;;:!;-;,,i,!;,!;-!!! ; !, ,• 1 . . - . .., . . , •,--;— :'`""'lir"),:i : : : : :1: 1; ',. „ ; . , . , . ., . :'":5',1 .. iL„....,##,,, ,,,,,,5# '; ,1:".•-s-:.::!!:• ;I; i; ; ':::::::::::::-.! : i i!;i;;i ::;,:';:;; t [ , l' ;;': JiHi i : ''',;',:fl- ,,'• „ !,,,,i_,,,,,., . , . . , , i ig I 9C)NT n.--_—.LE\I 4,TION __ ____. 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C� ENGINEERING,LLC 11/ >' t=1 5a CR S f Sir 1sc3�1,.c252 tLND.P 9,25 Fax1 31)S,-5itt Page 5 DATE: 01/10/17 PROJECT: Windwood Homes WIND LOADS LOAD ARIAS FROM CAD LINE ABCD LOAD mean roof height, h 25 ft V1 30 15 68 38 2209 least horizontal dimension, b=I 42 +ft V2 38 16 76 61 2655 V3 40 17 1156 a=min(0.1 b, 0.4h)>=max(3', 0.04b) V4 133 108 2730 V5 121 106 2516 0.1b= 4.2 ft V6 42 17 21 11 1614 0.4h= 10 ft 0 0 min= 4.2 ft 0 0 0 0 3'= 3 ft 0 0 0.04b= 1.68 ft 0 0 max= 3 0 0 0 0 a= 4.2 ft 0 0 2a= 8 ft 0 0 0 0 roof rise,y=1 41 M1 80 123 4180 roof run,x= 12 M2 71 136 4171 arctan(y/x)= 18.43 DEG M3 93 2399 M4 223 3836 A= 25.8 psf M5 204 3509 8= 7.3 psf M6 113 38 3569 C= 17.2 psf 0 0 D= 4.1 psf O 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 O 0 O 0 0 0 O 0 O 0 O 0 0 0 0 0 O 0 0 0 O 0 0 0 0 0 O 0 0 0 0 4 0 i ( i_ V Page 6 c� MSTR , I — B411114 . 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' ,....,,6 oc 40,,,,ar.1 : '...1.,t, . i 0 ry:: , <11 UIL, I 9 (J-y ; 11111•111111111mim i > 7 I 4i.....1lMIIMM\ Page 9 DATE: 01/10/17 PROJECT: Windwood Homes ver20161111 DESCRIPTION: 2015 IBC, Binder-Stock SIMPLIFIED STATIC PROCEDURE-2015 IBC BY:MIMI Twaliimagammin Adjustment Factor for Building Height A= UM. -31:Zr> 11-Thi`:' Increase 110/B wind loads byLtimi. ' ��� to obtain 100/B 1���� � 0.850 1.2SDS 1.02 1111.1.1111111162 6.5 snow Toad=IIIIIIIMJ A upper: 2520 mean roof height, h=MEM ft A main: 758 A lower: 0 V=i.2S W /R DS DL ASD Load Combination=V/1.4 Wog ASD DEAD V LOAD WALL HT. LINEAL SQUARE LOAD SEISMIC COMB. UPPER FLOOR PSF HEIGHT FEET FEET POUNDS POUNDS Eq. 16-18 ROOF/CEILING ' 15 2520 37800 5932 4237 EXT.WALLS 12 9 221 11492 1803 1288 INT. WALLS 8 9 175 6067 952 680 BRICK 40 0 0 0 0 TOTAL 55359 8687 6205 MAIN FLOOR ROOF/CEILING 15 745 11175 1754 1253 FLOOR 10 2013 20130 3159 2256 EXT. WALLS 12 11 225 14850 2330 1665 INT.WALLS 8 11 150 6600 1036 740 WALLS ABOVE 17559 2755 1968 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 70314 11034 7881 LOWER FLOOR ROOF/CEILING 15 0 0 0 FLOOR 10' 0 0 0 EXT.WALLS 12 0 0 0 0 INT.WALLS 8 0 0 0 0 WALLS ABOVE 21450 3366 2404 DECK 10 0 0 0 BRICK 40 0 0 0 0 TOTAL 21450 3366 2404 REDUNDANCY FACTOR = 1.0 or 1.3 per ASCE 7-10 12.3.4.1 and 12.3.4.2 Allowable Shear wallLoad(pif) Floor to Floor Holdown Floor to Foundation Holdown wind/seis Tag Load Type Tag Load Type S 260/260 1 1500 CMST12X36" 6 2684 STHD14RJ A 350/350 2 3430 CMST12X46" 7 5090 HTT5 B 600/600 3 4700 CMST12X60" 8 7855 HDU8 C 896/640 4 6210 CMST12X72" 9 9535 HDU11 D 980/980 5 9215 CMST12X90" 10 14445 HDU-14 E 1280/1280 ? 14446 to high F 1540/1540 Page 10 DATE: 01/10/17 PROJECT: Windwood Homes WALLS LOAD WALL SQ, FT. LINE LENGTH OF SHEAR WALLS(FEET) TOTAL HGHT. BRICK NOTES V1 12.9 21.0 33.9 8.0 V2 20.3 27.6 47.9 8.0 V3 9.9 9.9 8.0 V4 4.6 11.6 8.3 24.5 8.0 V5 19.0 8.5 27.5 10.0 V6 4.0 4.6 8.6 10.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 152.3 M1 10.0 11.6 21.6 11.0 M2 39.3 39.3 11.0 M3 8.3 8.3 11.0 M4 5.3 8.0 13.3 11.0 M5 7.6 7.2 14.8 11.0 M6 2.0 2.0 6.3 10.3 11.0 0.0' 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 107.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Page 11 DATE: 1/10/17 PROJECT: Windwood Homes WIND 110/B 100/B SHEAR ADJ. X= LOAD FROM TOTAL TOTAL WALL 110/B 100/B FRAME NOTES ABOVE LOAD LOAD LENGTH PLF PLF Y=CANT. V1 2209 2209 1826 33.9 65 54 V2 2655 2655 2194 47.9 55 46 V3 1156 1156 955 9.9 117 97 V4 2730 2730 2257 24.5' 111 92 V5 2516 2516 2079 27.5 91 76 V6 1614 1614 1334 8.6 188 155 0 0' 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 12880 1431 4180 2209 6389 5280 21.6 296 244 M2 4171 2655 6826 5641 39.3 174 144 M3 2399 1156 3556 2938 8.3 428 354' M4 ' 3836 2730 6566 5426 13.3 494 408 M5 3509 2516 6025' 4979 14.8 407 336 M6 3569 1614 5183 4283 10.3 503 416 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0' 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0' 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0. 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 34543 0 0 0 0 0.0 0 0 0 0 0' 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0' 0 0 0 0 0.0 0 0 0 0 0 0 0.0 0 0 0 0 0 0' 0.0 0 0 0 0 DATE: 01/10/17 PROJECT: Windwood Homes Page 12 SEISMIC SETS. TOTAL SQR. % SEIS. MAX. ADJUST DIREC. FLOOR FEET OF FLR WALL BRICK FROM TOTAL UNIT REDUN. REDUN. UNIT F-B L-R SHEAR SEIS. SHEAR SEIS. SEIS. ABOVE SEISMIC SHEAR FACT. FACT. SHEAR V1 x 6205 1044 41% 2571' 0 2571 76 1.00 1.00 76 V2 x 6205 1475 59% 3632 0 3632 76 1.00 1.00 76 V3 ' x 6205 308 12% 758 0 758 77 1.00 1.00 77 V4 x 6205 933 37% 2297 0 2297 94 1.00 1.00 94 V5 x 6205 902 36% 2221 0 2221 81 1.00 1.00 81 V6 x 6205 375 15% 923 0 923 107 1.00 1.00 107 0 6205 0% 0 0 0 0 1.00 0 0 6205 0%' 0 0' 0 0 1.00 0' 6205 0% 0 0 0 0 0 1.00 0 0 6205 0% 0 0 0 0 1.00 6205 0% 0 0 0 0 0 6205 0% 0 0 0 0 1.00 0 0 0% 0 0 1.00 0 6205 0 0 0 0 1.00 0 0 6205 0% 0 0 0 0 1.00 0 0 6205 0% 0 0 0 0 1.00 0 0 6205 0% 0 0 0 0 1.00 200% 0' 0 12403 M1 x 7.681 1313 48% 3752 0 2571 6323 293 1.00 1.00 293 M2 x 7881 1444 52% 4126 0 3632 7758 197 1.00 1.00 197 M3 x 7881 386 14% 1103 0 758 1861' 224 1.00 1.00 224 M4 x 7881 934 34% 2669 0 2297 4966 373 1.00 1.00 373 M5 x 7881 790 29% 2258 0 2221 4479 303 1.00 1.00 303 M6 x 7881 647 23% 1849' 0 923 2772 269 1.00 1.00 269 0 7881 0% 0 0 0 7881 0% 0 0 0 0 1.00 0 0 7881 0% 0' 0 0 0 7881 0 0 1.00 0 0% 0 0 0 0 1.00 0 0 7881 0% 0 0 0 0 1.00 0 0 7881 0% 0 0 0 0 1.00 0 7881 0% 0 0 0 0 0 1.00 0 0 7881 0% 0' 0 0 0 1.00 0 0 7881 0% 0 0 0 0 1.00 0 0 7881 0% 0 0 0 0 1.00 0 200% 28160 0 2404 0% 0 0 0 2404 0% 0 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 2404 0% 0 0 0 0 . 2404 0 0 1.00 0 0% 0 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 0 2404 0% 0 0' 0 0 1.00 0 0 2404 0% 0 0' 0 0 1.00 0 0 2404 0% 0 0 0 0' 1.00 0 0 2404 0% 0' 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 0 2404 0% 0 0 0 0 1.00 0 0% 0 Page 13 DATE: 01/10/17 PROJECT: Windwood Homes WALL SUMMARY WIND Narrow INCR CONTR. MAX. SHEAR WALL min UNIT Panel SEIS DESGN UNIT UPLIFT w/narw w/o HOLDOWN sill NOTES SHR Increase SHR W S SHEAR incr incr plt. V1 54 1.00 76 X 76 607 S S 0 OR 0 2x V2 46 1.00 76 X 76 607 S ' S 0 OR 0 2x V3 97 1.00 77 X 97 772 S S 0 OR 0 2x V4 92 1.00 94 X 94 750 S S 0 OR 0 2x V5 76 1.00 81 X ' 81 808 S S 0 OR 0 2x V6 155 1.25 134 X 155 1551 S S 2 OR 6 2x 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 1.00 0 0 0 ' 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0OR0 0 0 1.00 0 0 0 O ORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 OORO M1 244 1.00 293 X 293 3220 A A 2 OR 7 2x M2 144 1.00 197 X 197 2172 S S 2 OR 6 2x M3 354 1.00 224 X 354 3894 B B 3 OR 7 2x M4 408 1.04 388 X 408 4488 B B 3 OR 7 2x M5 336 1.00 303 X 336 3701 A A w 3 OR 7 2x M6 ' 416 1.75 471 X 471 4575 B B 3 OR 7 2x 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 ' 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0 OR 0 ` 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 1,00 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 - 0 0 1.00 0 0 0 0 OR 0 0 0' 1.00 0' 0' 0 0 OR 0 0 0' 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 OORO 0 0 1.00 ' 0 0 0 0 OR 0 0 0 1.00 0 0 0 O OR O ' 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 OORO 0 0 1.00 0 0 0 O OR O 0 0 1.00 0 0 0 0 OR 0 0 0 1.00 0 0 0 0ORO liteAl.i/7 41"°%. • SHEAR WALL SCHEDULE • j LEGEND ,NPu o•D jj M PP RATED PAPA..CR ORIENTED MAW SORB It) id ,i , .J. 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L3i,F4E 4ND--,OR B_OLT ( ,--_0,,.-. _.O ST ,.4.24-_a".,._ /, STANDARD A B DETA_ (la}C0,15NED ,D▪.CORNER 2.096 ........i. iMMIIMMI Project:M3640A3FT-0k Awe page Location:01.BEDRM 3 WINDOW HEADER v* Jeffree deRoulet Multi-Loaded Multi-Span Beam Architects NorthJeffrey west [2015 International Building Code(2012 NDS)] or 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:05 PM Section Adequate By:98.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIA AM Live Load 0.01 IN L/4910 C711 7g _, Dead Load 0.01 in € ' Total Load 0.02 IN U3028 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L1240 JAN 2017 REACTIONS A B Live Load 1210 lb 490 lb OF ., , ' Dead Load 744 lb 312 lb ( LG 3 k �v�9 pis Total Load 1954 lb 802 lb Bearing Length 0.89 in 0.37 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 2 ft srr Unbraced Length-Bottom 5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 plf #2-Douglas-Fir-Larch Uniform Dead Load 60 plf Base Values Adiusted Beam Self Weight 7 plf Bending Stress: Fb= 900 psi Fb'= 1077 psi Total Uniform Load 167 plf Cd=1.00 CI=1.00 CF=1.20 Shear Stress: Fv= 180 psi Fv'= 180 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Live Load 1200 lb Comp.-L to Grain: Fc- = 625 psi Fc- = 625 psi Dead Load 720 lb Location 1 ft Controlling Moment: 1870 ft-lb 1.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1954 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 20.84 in3 49.91 in3 Area(Shear): 16.28 in2 32.38 in2 Moment of Inertia(deflection): 18.3 in4 230.84 in4 Moment: 1870 ft-lb 4478 ft-lb Shear: 1954 lb 3885 lb NOTES Project:M3640A3FT-0 page Jeffrey deRoulet Location:02.BEDRM 4 WINDOW HEADER Architects Northwest Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:06 PM Section Adequate By:149.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.02 IN L/3940 Dead Load 0.01 in Total Load 0.03 IN L/2388 Live Load Deflection Criteria:L/240 Total Load Deflection Criteria:L/180 RLACTIONS A B Live Load 1000 lb 1000 lb Dead Load 650 lb 650 lb Total Load 1650 lb 1650 lb Bearing Length 0.75 in 0.75 in BEAM DATA Span Length 5 ft Unbraced Length-Top 2 ft 5ft_ Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES ROOF LOADING Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1238 psi Tributary Width: TW= 14 ft Cd=1.15 C1=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft Comp.-to Grain: Fc- = 625 psi Fc--'= 625 psi Wall Load: WALL= 0 Controlling Moment: 2063 ft-lb plf 2.5 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Controlling Shear: 1650 lb Adjusted Beam Length: Ladj= 5 ft At support. Beam Self Weight: BSW= 7 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 400 plf Beam Uniform Dead Load: wD_adj= 260 plf Comparisons with required sections: Read Provided Total Uniform Load: wT= 660 plf Section Modulus: 20 in3 49.91 in3 Area(Shear): 11.96 in2 32.38 in2 Moment of Inertia(deflection): 17.4 in4 230.84 in4 Moment: 2063 ft-lb 5148 ft-lb Shear: 1650 lb 4468 lb NOTES Project:M3640A3FT-0 N , page .: u »� ; Jeffrey deRoulet Location:03.BM BETWEEN DINING&FOYER "Architects Northwest Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] " of 3.5 IN x 11.25 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:07 PM Section Adequate By:165.9% Controlling Factor:Shear DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN U8653 Dead Load 0.00 in Total Load 0.01 IN L/6233 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1280 lb 1280 lb Dead Load 497 lb 497 lb Total Load 1777 lb 1777 lb Bearing Length 0.81 in 0.81 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 2 ft a R Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 987 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 CI=1.00 CF=1.10 Floor Tributary Width FTW= 11 ft 5 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. to Grain: Fc-1= 625 psi Fc- L'= 625 psi BEAM LOADING Beam Total Live Load: wL= 640 plf Controlling Moment: 1777 ft-lb Beam Total Dead Load: wD= 240 plf 2.0 ft from left support Beam Self Weight: BSW= 9 plf Created by combining all dead and live loads. Total Maximum Load: wT= 889 plf Controlling Shear: 1777 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 21.61 in3 73.83 in3 Area(Shear): 14.81 in2 39.38 in2 Moment of Inertia(deflection): 17.28 in4 415.28 in4 Moment: 1777 ft-lb 6070 ft-lb Shear: 1777 lb 4725 lb NOTES Project:M3640A3FT-0 page Jeffrey deRoulet Location:04.BM OVER BONUS ROOM WINDOWS Architects Northwest Roof Beam ; [2015 International Building Code(2012 NDS)] or 5.125 IN x 9.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:08 PM Section Adequate By:134.0% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/730 Dead Load 0.19 in Total Load 0.46 IN U421 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 800 lb 800 lb Dead Load 586 lb 586 lb Total Load 1386 lb 1386 lb Bearing Length 0.42 in 0.42 in BEAM DATA Span Length 16 ft Unbraced Length-Top 2 ft 16 ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 3 ft Fb_cmpr= 1850 psi Fb'= 2754 psi Side Two: Cd=1.15 C1=1.00 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 1 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp. to Grain: Fc- L= 650 psi Fc-1'= 650 psi Wall Load: WALL= 0 plf Controlling Moment: 5544 ft-lb 8.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 16 ft Controlling Shear: 1386 lb Beam Self Weight: BSW= 10 plf At support. Beam Uniform Live Load: wL= 100 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 73 plf Total Uniform Load: wT= 173 plf Comparisons with required sections: Redd Provided Section Modulus: 24.15 in3 69.19 in3 Area(Shear): 6.82 in2 46.13 in2 Moment of Inertia(deflection): 133.03 in4 311.34 in4 Moment: 5544 ft-lb 15879 ft-lb Shear: 1386 lb 9371 lb NOTES Project:M3640A3FT-0 . page 111 , 1 Location:05.BM OVER DEN ,. : JeffreyArchitects deRouletNorthwest Multi-Loaded Multi-Span Beam " [2015 International Building Code(2012 NDS)] + y or 5.125 IN x 12.0 IN x 15.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:09 PM Section Adequate By:20.4% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN U457 Dead Load 0.21 in Total Load 0.61 IN L/297 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3093 lb 3107 lb Dead Load 1639 lb 1642 lb Total Load 4732 lb 4749 lb 2 Bearing Length 1.42 in 1.43 in BEAM DATA Center Span Length 15 ft Unbraced Length-Top 0 ft 15 ft Unbraced Length-Bottom 15 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.21 UNIFORM LOADS Center Uniform Live Load 300 plf Notch Depth 0.00 Uniform Dead Load 135 plf MATERIAL PROPERTIES Beam Self Weight 13 plf 24F-V4-Visually Graded Western Species Total Uniform Load 448 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: POINT LOADS-CENTER SPAN Fb_cmpr= 1850 psi Fb'= 2400 psi Load Number One Two Cd=1.00 Live Load 1210 lb 490 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 744 lb 312 lb Cd=1.00 Location 9 ft 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 20434 ft-lb 8.7 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4749 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 102.17 in3 123 in3 Area(Shear): 26.88 in2 61.5 in2 Moment of Inertia(deflection): 596.48 in4 738 in4 Moment: 20434 ft-lb 24600 ft-lb Shear: -4749 lb 10865 lb NOTES, Project:M3640A3FT-0 P page Jeffrey deRoulet Location:06.BM OVER DINING Architects Northwest Roof Beam , [2015 International Building Code(2012 NDS)1 .� or 5.125 INx18.0INx22.0FT " 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:10 PM Section Adequate By:45.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN U642 Dead Load 0.40 in Total Load 0.81 IN U325 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 3850 lb 3850 lb Dead Load 3755 lb 3755 lb Total Load 7605 lb 7605 lb Bearing Length 2.28 in 2.28 in BEAM DATAw Span Length 22 ft Unbraced Length-Top 2 ft —.. 22 n--- Unbraced Length-Bottom 0 ft - Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: 24F-V4-Visually Graded Western Species Roof Live Load: LL= 25 psf Base Values Adiusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 2400 psi Controlled by: Tributary Width: TW= 14 ft Fb_cmpr= 1850 psi Fb'= 2638 psi Side Two: Cd=1.15 C1=1.00 Cv=0.96 Roof Live Load: LL= 25 psf Shear Stress: Fv= 265 psi Fv'= 305 psi Roof Dead Load: DL= 15 psf Cd=1.15 Tributary Width: TW= 0 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc--L= 650 psi Fc-1'= 650 psi Wall Load: WALL= 100 plf Controlling Moment: 41827 ft-lb 11.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 22 ft Controlling Shear: 7605 Ib Beam Self Weight: BSW= 20 plf At support. Beam Uniform Live Load: wL= 350 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 341 plf Total Uniform Load: wT= 691 plf Comparisons with required sections: Read Provided Section Modulus: 190.27 in3 276.75 in3 Area(Shear): 37.43 in2 92.25 in2 Moment of Inertia(deflection): 1380.07 in4 2490.75 in4 Moment: 41827 ft-lb 60840 ft-lb Shear: -7605 lb 18742 lb NOTES Project:M3640A3FT-0 �/, ' page ` Jeffrey deRoulet Location:07.BM OVER GREAT ROOM Architects Northwest Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] of 5.125 IN x 15.0 IN x 16.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:11 PM Section Adequate By:92.6% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.25 IN L/768 Dead Load 0.10 in Total Load 0.35 IN U544 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3520 lb 3520 lb Dead Load 1453 lb 1453 lb Total Load 4973 lb 4973 lb Bearing Length 1.49 in 1.49 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 2 ft 16ft Floor Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.1 FLOOR LOADING Notch Depth 0.00 Side 1 Side 2 MATERIAL PROPERTIES Floor Live Load FLL= 40 psf 40 psf 24F-V4-Visually Graded Western Species Floor Dead Load FDL= 15 psf 15 psf Base Values Adjusted Floor Tributary Width FTW= 11 ft 0 ft Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2392 psi Wall Load WALL= 0 plf Cd;/.00 CI=1.00 BEAM LOADING Shear Stress: Fv= 265 psi Fv'= 265 psi Beam Total Live Load: wL= 440 plf Cd=1.00 Beam Total Dead Load: wD= 165 plf Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Beam Self Weight: BSW= 17 plf 1= Comp. L to Grain: Fc- t-= 650 psi Fc- 650 psi Total Maximum Load: wT= 622 plf Controlling Moment: 19893 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -4973 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 99.78 in3 192.19 in3 Area(Shear): 28.15 in2 76.88 in2 Moment of Inertia(deflection): 675.73 in4 1441.41 in4 Moment: 19893 ft-lb 38317 ft-lb Shear: -4973 lb 13581 lb NOTES Project:M3640A3FT-0 VININFApage Jeffrey deRoulet Location:08.BM OVER OUTDOOR LIVING Architects Northwest Roof Beam [2015 International Building Code(2012 NDS)] "' ` or 5.5 IN x 11.5 IN x 15.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:11 PM Section Adequate By:3.2% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN U670 Dead Load 0.19 in Total Load 0.47 IN L/397 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 RFACTION6 A B Live Load 1502 lb 1502 lb Dead Load 1035 lb 1035 lb Total Load 2537 lb 2537 lb Bearing Length 0.74 in 0.74 in BEAM DATA Span Length 15.5 ft Unbraced Length-Top 2 ft 15.5 ft- _ Unbraced Length-Bottom 0 ft Roof Pitch 3 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 875 psi Fb'= 1005 psi Tributary Width: TW= 5.8 ft Cd=1.15 C1=1.00 CF=1.00 Side Two: Shear Stress: Fv= 170 psi Fv'= 196 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Tributary Width: TW= 2 ft Comp. L to Grain: Fc- L= 625 psi Fc- = 625 psi Wall Load: WALL= 0 Controlling Moment: 9829 ft-lb plf 7.75 ft from left support Created by combining all dead and live loads. SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Controlling Shear: 2536 Ib Adjusted Beam Length: Ladj= 15.5 ft At support. Beam Self Weight: BSW= 14 plf Created by combining all dead and live loads. Beam Uniform Live Load: wL= 194 plf Beam Uniform Dead Load: wD_adj= 134 plf Comparisons with required sections: Req'd Provided Total Uniform Load: wT= 327 plf Section Modulus: 117.42 in3 121.23 in3 Area(Shear): 19.46 in2 63.25 in2 Moment of Inertia(deflection): 316.36 in4 697.07 in4 Moment: 9829 ft-lb 10148 ft-lb Shear: -2536 lb 8244 lb NOTES Project:M3640A3FT-0 '1 page Jeffrey deRoulet Location:09.DINING ROOM DOOR HEADER ; Architects Northwest / Multi-Loaded Multi-Span Beam of [2015 International Building Code(2012 NDS)] 3.125 IN x 9.0 IN x 6.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:12 PM Section Adequate By:38.3% Controlling Factor:Shear PEFLECTIONS �r LOADING DIAGRAM Live Load 0.07 IN U1037 Dead Load 0.03 in Total Load 0.10 IN L/698 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2020 lb 2420 lb Dead Load 933 lb 1173 lb Total Load 2953 lb 3593 lb Bearing Length 1.45 in 1.77 in w BEAM DATA Center Span Length 6 ft Unbraced Length-Top 2 ft 6 ft - — At- Unbraced -Unbraced Length-Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.03 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 540 plf Uniform Dead Load 225 plf MATERIAL PROPERTIES Beam Self Weight 6 plf 24F-V4-Visually Graded Western Species Total Uniform Load 771 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2387 psi Cd=1.00 C1=0.99 Live Load 1200 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 720 lb Cd=1.00 Location 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc-1= 650 psi Fc- = 650 psi Controlling Moment: 5655 ft-lb 3.84 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3593 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Redd Provided Section Modulus: 28.43 in3 42.19 in3 Area(Shear): 20.34 in2 28.13 in2 Moment of Inertia(deflection): 65.87 in4 189.84 in4 Moment: 5655 ft-lb 8393 ft-lb Shear: -3593 lb 4969 lb NOTES page Project:M3640A3FT-0 Jeffrey deRoulet Location:10.FAMILY FOYER DOOR HEADER -Architects Northwest / Uniformly Loaded Floor Beam of [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 8.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:13 PM Section Adequate By:66.1% Controlling Factor:Moment PEFLECTIONS Center LOADING DIAGRAM Live Load 0.06 IN U1603 Dead Load 0.02 in Total Load 0.08 IN U1142 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 960 lb 960 lb Dead Load 388 lb 388 lb Total Load 1348 lb 1348 lb Bearing Length 0.62 in 0.62 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 2 ft — 8 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES FLOOR LOADING #2-Douglas-Fir-Larch Side 1 Side 2 Base Values Adjusted Floor Live Load FLL= 40 psf 40 psf Bending Stress: Fb= 900 psi Fb'= 1077 psi Floor Dead Load FDL= 15 psf 15 psf Cd=1.00 C1=1.00 CF=1.20 Floor Tributary Width FTW= 6 ft 0 ft Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Wall Load WALL= 0 plf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi BEAM LOADING Comp.-I-to Grain: Fc- I = 625 psi Fc-1'= 625 psi Beam Total Live Load: wL= 240 plf Beam Total Dead Load: wD= 90 plf Controlling Moment: 2696 ft-lb Beam Self Weight: BSW= 7 plf 4.0 ft from left support Total Maximum Load: wT= 337 plf Created by combining all dead and live loads. Controlling Shear: 1348 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 30.05 in3 49.91 in3 Area(Shear): 11.23 in2 32.38 in2 Moment of Inertia(deflection): 51.83 in4 230.84 in4 Moment: 2696 ft-lb 4478 ft-lb Shear: 1348 lb 3885 lb NOTES Project:M3640A3FT-0 page ,~ JeffreydeRoulet Location:11.GARAGE DOOR HEADER x``'Architects Northwest Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] °f 5.125 IN x 9.0 IN x 16.0 FT 3 + a 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:14 PM Section Adequate By:85.2% Controlling Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 0.26 IN L/733 Dead Load 0.17 in Total Load 0.43 IN U444 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1720 lb 520 lb Dead Load 1133 lb 333 lb Total Load 2853 lb 853 lb Bearing Length 0.86 in 0.26 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 2 ft Unbraced Length-Bottom 16 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.17 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 40 plf Uniform Dead Load 15 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 65 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2396 psi Cd—=1.00 Cl=1.00 Live Load 800 lb 800 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 586 lb 480 lb Cd=1.00 Location 2 ft 2 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc--1 = 650 psi Fc-1'= 650 psi Controlling Moment: 5600 ft-lb 2.88 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2853 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 28.05 in3 69.19 in3 Area(Shear): 16.15 in2 46.13 in2 Moment of Inertia(deflection): 168.15 in4 311.34 in4 Moment: 5600 ft-lb 13812 ft-lb Shear: 2853 lb 8149 lb NOTES Project:M3640A3FT-0 page Y; Jeffrey deRoulet Location: 12.GREAT ROOM DOOR HEADER Architects Northwest / Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] °f 5.125 IN x 9.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:15 PM Section Adequate By:38.1% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.13 IN L/758 Dead Load 0.07 in Total Load 0.19 IN L/499 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2780 lb 2780 lb Dead Load 1420 lb 1420 lb Total Load 4200 lb 4200 lb Bearing Length 1.26 in 1.26 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 2 ft -- --8 ft. Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj.Factor 1 Camber Required 0.07 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 570 plf Uniform Dead Load 270 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 850 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Fb_cmpr= 1850 psi Fb'= 2396 psi Cd=1.00 Cl=1.00 Live Load 1000 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Dead Load 600 lb Cd=1.00 Location 4 ft Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp. L to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 10000 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4200 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Req'd Provided Section Modulus: 50.09 in3 69.19 in3 Area(Shear): 23.77 in2 46.13 in2 Moment of Inertia(deflection): 149.74 in4 311.34 in4 Moment: 10000 ft-lb 13812 ft-lb Shear: -4200 lb 8149 lb NOTES Project:M3640A3FT-0 NW, page Jeffrey deRoulet Location:13.GUEST BEDRM WINDOW HEADER = Architects Northwest Multi-Loaded Multi-Span Beam [2015 International Building Code(2012 NDS)] ..µms or 5.125 IN x 9.0 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:16 PM Section Adequate By: 100.8% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.08 IN U1138 Dead Load 0.04 in Total Load 0.13 IN L/751 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1710 lb 1610 lb Dead Load 850 lb 790 lb Total Load 2560 lb 2400 lb 2 Bearing Length 0.77 in 0.72 in BEAM DATA Center Span Length 8 ft .. . Unbraced Length-Top 2 ft Unbraced Length-Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj.Factor 0 UNIFORM LOADS Center Camber Required 0 Uniform Live Load 240 plf Notch Depth 0.00 Uniform Dead Load 90 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 24F-V4-Visually Graded Western Species Total Uniform Load 340 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2400 psi Controlled by: Load Number One Two Fb_cmpr= 1850 psi Fb'= 2396 psi Live Load 1000 lb 400 lb Cd=1.00 CI=1.00 Dead Load 600 lb 240 lb Shear Stress: Fv= 265 psi Fv'= 265 psi Location 4 ft 3 ft Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.J-to Grain: Fc- I = 650 psi Fc--- = 650 psi Controlling Moment: 6880 ft-lb 4.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2560 lb At left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Rea'd Provided Section Modulus: 34.46 in3 69.19 in3 Area(Shear): 14.49 in2 46.13 in2 Moment of Inertia(deflection): 99.44 in4 311.34 in4 Moment: 6880 ft-lb 13812 ft-lb Shear: 2560 lb 8149 lb NOTES Project:M3640A3FT-0 "Jeffrey deRoulet page Location: 14.MSTR BEDRM WINDOW HEADER Architects Northwest Roof Beam [2015 International Building Code(2012 NDS)1 re «' of 3.5 IN x 9.25 IN x 12.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 9.0.2.5 5/11/2016 12:53:17 PM Section Adequate By: 13.5% Controlling Factor:Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/760 Dead Load 0.13 in Total Load 0.32 IN U453 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 900 lb 900 lb Dead Load 611 lb 611 lb Total Load 1511 lb 1511 lb Bearing Length 0.69 in 0.69 in SEAM DATA Span Length 12 ft Unbraced Length-Top 2 ft 12ft Unbraced Length-Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 ROOF LOADING MATERIAL PROPERTIES Side One: #2-Douglas-Fir-Larch Roof Live Load: LL= 25 psf Base Values Adjusted Roof Dead Load: DL= 15 psf Bending Stress: Fb= 900 psi Fb'= 1238 psi Tributary Width: TW= 4 ft Cd=1.15 CI=1.00 CF=1.20 Side Two: Shear Stress: Fv= 180 psi Fv'= 207 psi Roof Live Load: LL= 25 psf Cd=1.15 Roof Dead Load: DL= 15 psf Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Tributary Width: TW= 2 ft Comp.-L to Grain: Fc---= 625 psi Fc- L'= 625 psi Wall Load: WALL= 0 Controlling Moment: 4534 ft-lb plf 6.0 ft from left support SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Created by combining all dead and live loads. Adjusted Beam Length: Ladj= 12 ft Controlling Shear: 1511 lb Beam Self Weight: BSW= 7 plf At support. Beam Uniform Live Load: wL= 150 plf Created by combining all dead and live loads. Beam Uniform Dead Load: wD_adj= 102 plf Comparisons with required sections: Req'd Provided Total Uniform Load: wT= 252 plf Section Modulus: 43.96 in3 49.91 in3 Area(Shear): 10.95 in2 32.38 int Moment of Inertia(deflection): 91.8 in4 230.84 in4 Moment: 4534 ft-lb 5148 ft-lb Shear: 1511 lb 4468 lb NOTES p