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Specifications (13) 4, srAo«-60(//i RECEIVED 6c).0 ' , . ,rh44, NOV 14 2016 CITY OF TIGARD BUILDING DIVISION LATERAL CALCULATIONS FOR TRACT 1 SW WALNUT PORTLAND, OREGON by RICHARD J. TURNER, P.E. DATE: 10/19/16 JOB NUMBER: R16550 P �"44) NGINF �' 589 74_1Z--OREGON cb ,y�y/5,2CP 4 EXP.DATE: 06-30-18 INDEX OF CALCULATIONS: PAGES DATE: 10/19/16 SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 RETAINING WALL ANALYSIS AND DESIGN: 11 TO 17 ii La Mr La III MIN.5'-2" MIN.8.-10" MIN.7'-4" MIN.4.-9" O - I 10 o. in z: • • 2666 L--'t `\\\ ]668 ' T M I I NI I El). ...... 1 .___. /\ fR. lj MIN.10 9." ®TOP PLATE I A I El TO TRUSS -I ELEVATION o. ii, ,_ „, ��_ „ , MIN.14'-2” O i Mr I ' � ,'/ \`. 1'••3,-6" - 1 iiiiI MIN. m I 6'-11' I Q I O 1iii J J r J I I I 1 I L J I L J t_-.) F3 4 F1 I i !I UPPER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING (TSN), ROOF SHEATHING AND NAILING AND FLOOR SHEATHING i AND NAILING REQUIREMENTS. • I • I I U U L) ACM t. W WY ( 6)\ ' MIN. D MIN.4'-6" MIN.8'• 4'-0" O • in D6 `I � ' — I I r-1 I Iz II I 5 II \ N iii / HHH i■■I 1UP 1 tilt , O MIN.9'-10" MIN.151-8 I J ,ffik iiii , t ,N, leyCORNER,I.. II En °D PLAN VIE I, WALL .PP. 1 SECTION © 2" o I '• V.4F IA- I• r . II .....................,-.-....••••• N.12'-6" ill O -t � MI re /' f', -C-CORNER-2'1 .. ill • i I PLAN VIEWi I _,', IO I �iI I � • 1 43. T - -- - - in - hi . Ea® ©MIN.1'-1 r MIN.3'-1X• .3'4" 0 , 14?, iiil La WALL ELEVATION 1 1 4 4 1 MAIN FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING(TSN),ROOF SHEATHING AND NAILING AND FLOOR SHEATHING AND NAILING REQUIREMENTS. 7/ . STRAP PER FDN. NOTE#4 BELOW IN= r t:.W CZawm� A< ,t, 4 sI t� �I�'t� sl s� �a' t� AT PONY WALL, 1.................--�_ Y ICY DTT1Z t'`1 or �a L a� r Y N a OTE REFER T om,•' _ _�rJ►���t I," �� "'J J "'/ FOUNDATION - I _ ¢`IKa�T�__"r—�,_ + ;I Time'- --•_- u'' am- .leap- � ED- �\ /vv^� /'� SECTION 1 19a:�•a.•. .....r&a.r- - --.0 �zr� �,m,.,_�_ss - - z_r•�iY5:-ez-gr srr-- - 41* AT PONY ^ Imre __-- ^-� ////i © WALL Brrsr�:rr- z.z r_� , -' �) -r�.s�_., �.-= R16550 TRACT 1 SW WALNUT LAD 10 19 16.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) DIRECTION: FRONT-TO-REAR T Sa OCCUPANCY: II TABLE 1-1 EQ 9.4.1.2.6-1 0 0.294 SITE CLASSIFICATION: D TABLE 20.3-1 0.0820 0.648 hn: 29.667 FT 0.0920 0.691 Ss: 1.010 MAPS Sa=SDs TO: 0.1020 0.734 S1: 0.319 MAPS 0.2 0.734 I: 1.000 TABLE 11.5-1 Ts: 0.5100 0.734 Fa: 1.090 TABLE 11.4-1 EQ 9.4.1.2.6-2 0.6100 0.614 Fv: 1.760 TABLE 11.4-2 0.7100 0.527 Sms: 1.101 EQ.11.4-1 0.8100 0.462 Sm1: 0.561 EQ.11.4-2 0.9100 0.411 Sds: 0.734 EQ.11.4-3 1.0100 0.371 Sd1: 0.374 EQ.11.4-4 1.1100 0.337 To: 0.102 1.2100 0.309 Ts: 0.510 1.3100 0.286 Ct: 0.020 TABLE 12.8-2 1.4100 0.265 x: 0.750 TABLE 12.8-2 1.5100 0.248 Ta: 0.254 EQ.12.8-7 0.800 SEISMIC DESIGN 0.700 I I. • CATEGORY(.1 SEC): D TABLE 11.6-1 k SEISMIC DESIGN 0.600' CATEGORY(1 SEC): D TABLE 11.6-2 0.500 R: 6.5 TABLE 12.2-1 0:400 f Q: 2.5 TABLE 12.2-1 4 SIMPLIFIED0.300 FORCE(V): 0.1355 W 0.200 4 Cs: 0.113 W(EQ.12.8-2) 0.100 t Cs(MAX): 0.162 W(EQ.12.8-3/4) 0.000 I ;, CS(MIN): 0.010 W(EQ.12.8-5) f 0 0:5 1 1.52 a CS(MIN,E F): 0.025 W(EQ.12.8-6) r Cs(ACTUAL): 0.113 W ♦Seriesl EQ. LATERAL FORCE (V): 0.113 W 1 PAGE 1 R16550 TRACT 1 SW WALNUT LAD 1019 16.xlsx SEISMIC LOADS (2014 OSSC, ASCE 7-10 EQUIVALENT LATERAL FORCE PROCEDURE) SEISMIC LOAD: FRONT TO REAR DIRECTION BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k UPPER 909 909 2256 0 0.500 1.16 1 MAIN 1818 1818 2319 0 0.500 1.17 1 BASE SHEAR HT W WiHi^k TOTAL W V V*.7 SUM V UPPER 20.0 42525 850500 42525 6668 4668 4668 12.8-11,12.8-12 MAIN 10.0 54096 540960 96621 4241 2969 7637 12.8-11,12.8-12 96621 1391460 10910 7637 V(LBF): 10910 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 7637 2.4.1 ASD(L.C.5,8) SEISMIC LOAD:SIDE TO SIDE BUILDING WEIGHTS: ROOF DIAPH. 12 EXTERIOR WALL: 10 MISC.: 0 FLOOR DIAPH: 10 INTERIOR WALL: 7 EXT. WALL INTERIOR DIAPH. MISC AREA WALL AREA AREA AREA r(i) rho k • UPPER 909 909 2256 0 0.368 1.00 1 MAIN 1818 1818 2319 0 0.186 1.00 1 BASE SHEAR HT W WiHi^2 TOTAL W V V*.7 SUM V • UPPER 20.0 42525 850500 42525 6668 4668 4668 12.8-11,12.8-12 MAIN 10.0 54096 540960 96621 4241 2969 7637 12.8-11,12.8-12 96621 1391460 10910 7637 V(LBF): 10910 EQ. 12.8-1 E(SEISMIC BASE SHEAR) V*.7(LBF): 7637 2.4.1 ASD(L.C.5,8) PAGE �f I i R16550 TRACT 1 SW WALNUT LAD 10 19 16.xisx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: FRONT-TO-REAR WIND SPEED Vult(MPH): 120 WIND SPEED Vasd(MPH): 93 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 51.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 50.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT(FT): 24.583 Krt: 1 TOTAL ROOF HEIGHT (FT): 29.667 Kd: 0.85 GABLE(Y/N): V: 93 ROOF PITCH: 6 qh: 13.16 THETA: 26.57 0.447 0.894 2a(FT): 10 POSITIVE NEGATIVE OPEN/ PARTIAL./ ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.54969515 4.87 9.60 2 -0.0991454 -3.67 1.06 3 -0.4471747 -8.25 -3.52 2.05 2.05 4.58 4 -0.3906097 -7.51 -2.77 12.37 12.37 5 -0.45 -8.29 -3.55 6 -0.45 -8.29 -3.55 1E 0.72778444 7.21 11.95 2E -0.1902831 -4.87 -0.14 3E -0.5849592 -10.07 -5.33 2.32 2.32 5.19 4E -0.5349592 -9.41 -4.67 16.62 16.62 BASE SHEAR DIRECTION: FRONT-TO-REAR DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.37 0.00 16.62 0 UPPER 25-30 4.67 83.34 12.37 46.66 16.62 1807 UPPER 20-25 5.00 170.00 12.37 50.00 16.62 2935 UPPER 15-20 5.00 206.00 12.37 50.00 16.62 3380 8121 MAIN 0-15 10.00 435.00 12.37 100.00 16.62 7045 7045 1141.00 TOTAL BASE SHEAR R:) 15166 PAGE (41 R16550 TRACT 1 SW WALNUT LAD 10 19 16.xlsx WIND LOADS MWFRS (2014 OSSC, ASCE 7-10) ENVELOPE PROCEDURE METHOD 1 (LOW-RISE BUILDING ) DIRECTION: SIDE-TO-SIDE WIND SPEED: 120 EXPOSURE: B BUILDING DIMENSIONS: qh(MEAN ROOF HEIGHT): LENGTH (HORIZONTAL, FT): 51.0 I: 1 15-20 WIDTH(TRANSVERSE, FT): 50.0 Kh: 0.7 0.7 ROOF MEAN HEIGHT: 24.6 Kzt: 1 TOTAL ROOF HEIGHT (FT): 29.7 Kd: 0.85 GABLE(Y/N): V: 93 ROOF PITCH: 6 qh: 13.16 THETA: 26.57 0.447 0.894 2a: 10 POSITIVE NEGATIVE OPEN/ PARTIAU ENCLOSED ENCLOSED (GCpi) 0.18 -0.18 (FIGURE 6-5) P (PSF) (GCpf) DESIGN PRESSURES(EQUATION 6-18) (FIGURE 6-10) (+Gcpi) (-Gcpi) TOTAL TOTAL 1 0.54969515 4.87 9.60 2 -0.0991454 -3.67 1.06 3 -0.4471747 -8.25 -3.52 2.05 2.05 4.58 4 -0.3906097 -7.51 -2.77 12.37 12.37 5 -0.45 -8.29 -3.55 6 -0.45 -8.29 -3.55 1E 0.72778444 7.21 11.95 2E -0.1902831 -4.87 -0.14 3E -0.5849592 -10.07 -5.33 2.32 2.32 5.19 4E -0.5349592 -9.41 -4.67 16.62 16.62 BASE SHEAR DIRECTION: SIDE TO SIDE DIAPHRAGM BUILDING TRIBUTARY PROJ PROJ STORY LEVEL HEIGHT HEIGHT AREA qh: AREA qh: V(LBS) SHEAR INTERIOR INTERIOR END END UPPER 30-40 0.00 0.00 12.37 0.00 16.62 0 UPPER 25-30 4.67 22.00 12.37 20.00 16.62 605 UPPER 20-25 5.00 121.00 12.37 50.00 16.62 2328 UPPER 15-20 5.00 184.00 12.37 50.00 16.62 3108 6041 MAIN 0-15 10.00 416.00 12.37 100.00 16.62 6810 6810 963.00 TOTAL BASE SHEAR R:1 12851 I PAGE R16550 TRACT 1 SW WALNUT LAD 10 19 16.xlsx WALL DISTRIBUTION SHEET DIRECTION: FRONT-TO-REAR WALL HEIGHT: 9 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.5 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.25 F1 19.00 1167 61 0.1 2030 107 107 D6 962 1140 -178 NO 0.5 F2 9.33 2334 250 0.5 4061 435 435 D3 3917 560 3357 MSTC52 0.25 F3 17.08 1167 68 0.1 2030 119 119 D6 1070 1110 -41 NO 1.00 4668 8121 DIRECTION: FRONT-TO-REAR WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.3 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.25 F1 23.24 1909 82 0.1 3792 163 163 D6 1468 2208 -918 NO 0.5 F2 18.16 3818 210 0.3 7583 418 418 D3 3758 1634 5481 HDU5(2)2X 0.25 F3 33.33 1909 57 0.1 3792 114 114 D6 1024 3000 -2017 NO 1.00 7637 15166 • PAGE 0 J R16550 TRACT 1 SW WALNUT LAD 10 19 16.xlsx WALL DISTRIBUTION SHEET CONTINUED DIRECTION: SIDE TO SIDE WALL HEIGHT: 9 STORY: UPPER WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.4 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0 S1 0.00 0 0 0 0 0 0 - 0 0 0 NO 0 S2 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.1 S3 10.33 486 47 0.1 629 61 61 D6 548 620 -72 NO 0.22 S4 14.16 1021 72 0.2 1321 93 93 D6 840 991 -151 NO 0.4 S5 10.75 1848 172 0.4 2391 222 222 D6 2002 645 1357 MSTC28 0.28 S6 26.07 1313 50 0.1 1699 65 65 D6 586 652 -65 NO 1.00 4668 6041 DIRECTION: SIDE TO SIDE WALL HEIGHT: 9 STORY: MAIN WALL WALL SEISMIC(S) S/L r(i) WIND(W) W/FT MAX. WALL UPLIFT DEAD(D) T-D HOLDOWN LINE LENGTH(L) LOAD LOAD WALL LOAD TYPE LOAD TYPE (FT) (LB.) (LB./FT) 0.2 (LB.) (LB./FT) (LB./FT) (LB.) (LB.) (LB.) 0.09 S1 5.00 278 56 0 637 127 127 D6 1146 495 651 HDU2(2)2X 0.06 S2 3.33 671 201 0.1 1054 316 316 D4 2845 470 2375 HDU2(2)2X 0 S3 0.00 0 0 0 0 0 0 - 0 0 0 NO 0.26 S4 12.50 1779 142 0.2 3061 245 245 D6 2204 608 1445 HDU2(2)2X ' 0.34 S5 25.49 2870 113 0.1 4735 186 186 D6 1672 1117 1911 HDU2(2)2X 0.24 S6 16.83 2039 121 0.2 3364 200 200 D6 1799 672 1061 HDU2(2)2X 1.00 7637 12850 • PAGE R16550 TRACT 1 SW WALNUT LAD 10 19 16.xisx FOOTING DESIGN :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG.F1 ) (PG. ) (IN.) (IN.) (IN.) (KB) ( -918 715 18 23.2 3 0 259 0.000 0.000 NONE F2 5633 7 15 18 17.66 26 259 0.787 0.357 2-#4 BARS F3 -2017 7 15 18 33.33 0 259 0.000 0.000 NONE :ONCRETE STRENGTH: 3 KSI WALL WIDTH: 8 IN STREEL STRENGTH: 60 KSI SOIL BEARING PRESSURE: 1500 PSF DIRECTION: FRONT-TO-REAR FTG. FTG. WALL WALL DEAD STEEL REINF. WALL LINE UPLIFT DEPTH WIDTH DEPTH LENGTH MOMENT LOAD FTG. a REQUIRED T&B (PG. ) (PG. ) (IN.) (IN.) (IN.) (FT.) (FT.-LB.) PLF (INA2) S1 651 7 15 18 5 11 259 0.323 0.147 NONE S2 2375 7 15 18 3.333 5 259 0.139 0.063 1-#4 BAR S3 0 7 15 18 0 0 259 0.000 0.000 NONE S4 1445 7 15 18 12.5 5 259 0.159 0.072 NONE S5 1911 7 15 18 25.493 3 259 0.082 0.037 NONE S6 1061 7 15 18 16.833 9 259 0.270 0.122 NONE PAGE PO NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO MAX DESIGN PRESSURE= 40 PSF CARRY SOIL LOAD ONLY. MAX SURCHARGE LOAD=100 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE ALLOWABLE SOIL BEARING PRESSURE=1500 PSF INSTALLING WOOD FLOOR COEFFICIENT OF FRICTION- .35 4. SHORE WALL BEFORE COMPACTING WITH PASSIVE SOIL PRESSURE= 150 PSF BACKFILL. SEISMIC Kb.=Sds/2.5(MONONOBE-OKABE) 5. REINFORCING BARS TO BE ASTM A615,GRADE 60, F'C = 2500 PSI AT 28 DAY STRENGTH,5"SLUMP. DEFORMED BARS(MIN.LAP SPLICE 40 BAR DIAM.). Fy(STEEL) 60 KSI SOIL WEIGHT = 110 PCF FLOOR PER PLAN,PONY WALL AT SIM. I P.T.SILL PLATE WITH A" J-TYPE BOLT,EMBED 7" MIN.INTO STEM WALL •1111 • • IIa 1.1111.11111.1111111111 A; S. ea ME-DRAINING MATERIAL 2"CLR (COMPACTED BACKFILL, G," x SIN 8"LIFTS) ---'1'— WALL HORIZONTAL AND VERTICAL H REINFORCING PER SCHEDULE ABOVE a4,.• (VERTICAL BAR WITH STD.HOOK) vl << CONTINUOUS DRAIN BY REINFORCING TO MATCH i . • OTHERS VERT.REINFORCING • e HEEL TOP REINFORCING • PER SCHEDULE —HEEL TOP HORIZONTAL O i I 't 1 :y. REINFORCING PER SCHEDULE 1=�.1 •I I='; •: _,_ N U e N d q ',�.! TOE BOTTOM HOR FOOTING TO SIT ON REINFORCING PER COMPACrI D%a"+/-GRAVEL SCHEDULE 'TOE' 'HEEL' 4 RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH 'D'SOIL WALL VERT.REINF. WALL HON.REINF. HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. 4'-0" 8" 1'-0" 3'-3" 0'-10" 0'-6" #4®1'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-6"O.C. #4 @ 1'-0"O.C. 6'-0" 8" 1'-6" 5'-0" 0'-10" 0'-6" #4 @ 0'-8"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-8"O.C. #4 @ 1'-0"O.C. 8'-0" 8" 2'-0" 6'-6" 1'-0" 0'-6" #4 @ 0'-6"O.C. #4®1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-6"O.C. #4 @ 1'-0"O.C. 8 FOOTING SECTION SCALE:NONE Use menu item Settings>Printing&Title Block Title 4'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 24 AUG 2015 for your program. Description.... This Wall In File:H:\CAD 07 02 15\RETAINING WALLS\RETAIN PRO CALCULATIONSIFREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Criteria r Soil DataI - _ _ • Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf . . Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method �II . Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft 'I ; 7 -• Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf ';,.::,:.--7-1:-.._:4? Soil Density,Toe = _ 0.00 pcf • , ; -,-- FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in _=.. I Surcharge Loads 1 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding.&Overturning .-_-. --The-above lateral load -- -•-- -. ------ Walt to Ftg GL Dist •--- =---- •0.00 ft • has been increased 1.00 Axial Load Applied to Stemit • Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stern = 0.0 psf at Back of Wall - 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 In - Earth Pressure Seismic Load 1 •.Kae for seismic earth pressure = 0.561 Added seismic base force 217.3 lbs Design Kh = Q,296 g Ka for static earth pressure = 0.319 . Difference: Kae-Ka = 0.242 Using Mononobe-Okabe/Seed-Whitman procedure Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.39 OK Wall Material Above"Ht" = Concrete Sliding - 1.12 Ratio<1.51 Design Method = LRFD • Thickness - = 8.00 • Total Bearing Load = 2,197 lbs Rebar Size = # 4 ...resultant ecc. = 4.68 in Rebar Spacing = 12.00 •Soil Pressure @Toe = 802 psf OK Rebar Placed at = Edge , Design Data Soil Pressure @ Heel = 232 psf OK fb/FB+fa/Fa = 0.272 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable j ACI Factored @ Toe = 1,122 psf Service Level lbs= ACI Factored @ Heel = 325 psf Strength Leve lbs= 880.2 • Footing Shear @ Toe = 4.8 psi OK •Moment...Actual Footing Shear @ Heel = 8.9 psi OK Service Level ft-#= p Strength Leve ft-#= 1,482.9 Allowable = 82.2 psi Sliding Calcs Moment Allowable = 5,448.0 Lateral Sliding Force = 772.4 lbs Shear Actual less 100%Passive Force= - 97.2 lbs Service Level psi= - less 100%Friction Force = - 769.0 lbs Strength Leve psi= 11.7 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 82.2 ....for 1.5 Stability = 292.4 lbs NG Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Mod r Ratio'Grouting = ulaShort NOT considered in the calculation of soil bearingFactor Term Factor =. Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.400 Masonry Design Method = ASD • Live Load 1.700 Concrete Data Earth, H 1.700 fc 4 psi= 3,000.0 Wind,W 1.300 Fy psi= 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title 4'-0"SEISMIC Page: , to set these five lines of information Job# _ Dsgnr: Date: 24 AUG 2015 for your program. Description.... { This Wall in File:H:\CAD 07 02 15\RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING 1FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Footing Dimensions &Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.25 Factored Pressure = 1,122 325 psf Total Footing Width = 4.25 Mu':Upward = 530 1,624 ft-# Footing Thickness = 10.00 in Mu':Downward = 126 2,923 ftp# Mu: Design = 404 1,299 ft-# Key Width = 0.00 in Actual 1-Way.Shear = 4.76 8.86 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = None Spec'd • fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd • Min.As% = 0.0018 Cover @ Top 2.00 @ Btrn= 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd:Mu<phi*5`lambda*sgrt(fc)*Sm • Heel;Not req'd:Mu<phi*51ambda*sgrt(fc)*Sm Key: No key defined Summary of Overturning &Resisting Forces &Moments OVERTURNING ' RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# i-leel Active Pressure = 467.2 1.61 . 752.7 Soil Over Heel = 1,136.7 2.96 3,362.6 Surcharge over Heel = 87.9 2.42 212.4 Sloped Soil Over Heel - Surcharge Over Toe - Surcharge Over Heel = 129.2 2.96 382.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = .217.3 2.90 630.2 Soil Over Toe . = 0.50 = Surcharge Over Toe = Total 772.4 O.T.M. 1,595.3 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions= = = Footing Weight = 531.3 2.13 1,128.9 Resisting/Overturning Ratio = 3.39 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 2,197.1 lbs Vert.Component = Total= 2,197.1 lbs R.M.= 5,407.0 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) ; Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.021 in • The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. • • '77 Use menu item Settings>Printing&Title Block Title 6'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 24 AUG 2015 for your program. Description.... This Wall in File:H:\CAD 07 02 151RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 License To:TURNER ENGINEERING AND DESIGN Criteria r Soil Data �d �� ¢. • .r-r ems-_ Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf ; g Equivalent Fluid.Pressure Method '...-. --::•:-.4'.:•-_,,* Wall height above soil = 0.00 ft Heel Active Pressure = 40.0 psf/ft it's`-_. : Slope Behind Wall = 0.00 = z -t-"` - Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft ,fir Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf ' _ g_ r� . I Soil Density,Toe = 110.00 pcf € FootinglISoil Friction - 0.350 . . Soil height to ignorer for passive pressure = 12.00 in `":. € .=. Surcharge Loads r Lateral Load Applied to Stem \ Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = -0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity • = 0.00 in .-. .. .._._ Used.for_Sliding&Overturning._.____ _ .. .. The above lateral load --- ---•- Wall to Ftg-GL Dist - = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 • Footing Type Line Load ti Pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stern = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) _ Axial Load Eccentricity = .0.0 in Poisson's Ratio - 0.300 Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.561 Added seismic base force 434.3 lbs Design Kh - 0.296 g Ka for static earth pressure = 0.319 . • Difference: Kae-Ka = 0.242 Using Mononobe-Okabe/Seed-Whitman procedure -.Design Summary IStem Construction 4 Bottom Stem OK • Wall Stability Ratios Design Height Above Ftp, ft= 0.00 • Overturning = 3.95 OK Wall Material Above"Ht" = Concrete Sliding = 1.14 Ratio<1.51 Design Method = LRFD Thickness = 8.00 Total-Bearing Load = 4,572 lbs Rebar Size = # 4 ._.resultant ecc. = 5.40 in Rebar Spacing = 8.00 • • Soil Pressure @ Toe = 995 psf OK RebarPlaced at = Edge Da Soil Pressure @ Heel = 411 psf. OK Design Data _ 2,000 p lb/FB+fa/Fa - 0.594 Allowable = sf Total Force @ Section Soil Pressure Less Than Allowable - ACI Factored @ Toe = 1,393 psf Service Level lbs= ACI Factored @ Heel = 576 psf Strength Leve lbs= 1,887.8 Footing Shear @ Toe = 13.1 psi OK Moment...Actual Service Level ft-#_ Footing Shear@ Heel = 16.2 psi OK Strength Leve ft-#= 4,726.5 Allowable = 75.0 psi Sliding Calcs Moment....Allowable = 7,959.6 Lateral Sliding Force = 1,492.5 lbs Shear....Actual less 100%Passive Force= - 97.2 lbs Service Level psi= less 100%Friction Force = - 1,600.1 lbs Strength Leve psi= 25.2 - Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi= 75.0 ....for 1.5 Stability = - 541.4 lbs NG Wall Weight psf 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= • Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' _ NOT considered in the calculation of soil bearing Short Term Factor = Equiv.Solid Thick. = LoadFactors Building Code IBC 2012,ACI Masonry Block Type = Medium Weight • o Dead Load 1.400 Masonry Design Method = ASD Live Load 1.700 Concrete Data Earth,H 1,700 Pc psi= 2,500.0 Wind,W 1.300 Fy \"\ psi= 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing&Title Block The 6'-0"SEISMIC Page: to set these five lines of information Job# Dsgnr: Date: 24 AUG 2015 for your program. ' Description.... This Wall in File:H:\CAD 07 02 151RETAINING WALLS\RETAIN PRO CALCULATIONS\FREE STANDING\FS 2014 11 RetainPro(c)1987-2015, Build 11.15.6.22 ' License:KW-06056589 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 318-11,AC1 530-11 License To:TURNER ENGINEERING AND DESIGN Footing Dimensions &Strengths 0 Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 5.00 Factored Pressure = 1,393 576 psf Total Footing Width = 6.50 Mu':Upward = 1,497 7,113 ft-# Footing Thickness = 10.00 in Mu':Downward = 284 11,116 ft-# Mu: Design = 1,213 4,003 ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.08 16.16 psi Key Depth = 0.00 in Allow 1-Way-Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ftToe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 11.00 in • Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd j Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm 1 Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.89 in,#9@ 5 Key: No key defined Summa of Overturning & Resisting Forces &Moments OVERTURNING • RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure • = 933.9 228 2,127.2 Soil Over Heel = 2,860.0 4.33 12,393.3 i Surcharge over Heel = 124.2 3.42 424.5 Sloped Soil Over Heel _ Surcharge Over Toe = Surcharge Over Heel = 216.7 4.33 938.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 434.3 4.10 1,780.8 Soil Over Toe = 82.5 0,75 61.9 = Surcharge Over Toe = Total 1,492.5 O.T.M. 4,332.4 Stem Weight(s) = 600.0 1.83 1,100.0 Earth @ Stem Transitions= _ = Footing Weight = 812.5 3.25 2.640.8 • Resisting/Overturning Ratio = 3.95 Key Weight = Vertical Loads used for Soil Pressure= 4,571.7 lbs Vert.Component = Total= 4,571.7 lbs R.M.= 17,134.7 If seismic is Included,the OTM and sliding ratios •Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation, Vertical component of active lateral soil pressure IS NOT considered in • the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. _Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.026 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1` Use menu item Settings>Printing&Title Block Title 8'-0"SEISMIC Page: 1 to set these five lines of information Job# Dsgnr. Date: 14 JUN 2016 for your program. Description.... • This Wall in File:C:\Users\Owner\Dropbox\TURNER ENGINEEERING JOBS\CAD TEMPLATES AND CALCULATIONS\RE RetainPro(c)1987-2015, Build 11.15.12.22 License:KW-06056589 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf , WallEquivalent Fluid Pressure Method height above soil = 0.00 ft Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf Footing flSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem r Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind t Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.561 Added seismic base force 753.4 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.242 Using Mononobe-Okabe/Seed-Whitman procedure Design Summary J I _Stem Construction 0 Bottom Stern OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.04 OK Wall Material Above"Ht" = Concrete Sliding = 1.15 Ratio<1.5! Design Method = LRFD Thickness = 8.00 Total Bearing Load = 7,318 lbs Rebar Size = # 4 ...resultant ecc. = 6.52 in Rebar Spacing = 6.00 Rebar Placed at = Edge Soil Pressure @ Toe = 1,191 psf OK Design Data Soil Pressure @ Heel = 531 psf OK fb/FB+fa/Fa = 0.918 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,429 psf Service Level lbs= ACI Factored @ Heel = 637 psf Strength Level lbs= 2,898.4 Footing Shear @ Toe = 13.9 psi OK Moment...Actual Footing Shear @ Heel = 16.7 psi OK Service Level ft#_ Allowable = 75.0 psi Strength Level ft-#= 9,543.4 Sliding Cates Moment Allowable = 10,400.4 Lateral Sliding Force = 2,373.4 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 2,561.4 lbs Strength Level psi= 38.6 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 842.5 lbs NG Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data Pm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Short Term Factor = Load Factors Equiv.Solid Thick. = Building Code IBC 2009,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth,H 1.600 Pc psi= 2,500.0 Wind,W 1.000 Fy `I p psi= 60,000.0 Seismic,E 1.000 �-t I Use menu item Settings>Printing&Title Block Title 8'-0"SEISMIC Page: 2 to set these five lines of information Job# Dsgnr: Date: 14 JUN 2016 ' for your program. Description.... This Wall in File:C:\Users\Owner\Dropbox\TURNER ENGINEEERING JOBS\CAD TEMPLATES AND CALCULATIONS\RE RetainPro(c)1987-2015, Build 11.15.12.22 License:KW-06056589 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Footing Dimensions&Strengths IIFootingDesign Results Toe Width = 2.00 ft Toe Heel . Heel Width = 6.50 Factored Pressure = 1,429 637 psf Total Footing Width = 8.50 Mu':Upward = 2,734 13,922 ft-# Footing Thickness = 12.00 in Mu':Downward = 492 21,029 ft-# Mu: Design = 2,242 7,107 ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.94 16.74 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd f c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 9.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 .Other Acceptable Sizes&Spacings Cover @Top 2.00 @ Btm= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Key: No key defined Summary of Overturning &Resisting Forces & Moments M OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,620.0 3.00 4,860.0 Soil Over Heel = 5,133.3 5.58 28,661.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 753.4 5.40 4,068.5 Soil Over Toe = 110.0 1.00 110.0 = Surcharge Over Toe = Total 2,373.4 O.T.M. 8,928.5 Stem Weight(s) = 800.0 2.33 1,866.7 Earth @ Stem Transitions= = = Footing Weight = 1,275.0 4.25 5,418.8 Resisting/Overturning Ratio = 4.04 Key Weight = Vertical Loads used for Soil Pressure= 7,318.3 lbs Vert.Component = Total= 7,318.3 lbs R.M.= 36,056.5 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtuming Resistance. Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.031 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toes l because the wall would then tend to rotate into the retained soil. 1 w Project:GLOBAL HOUSING WALNUT PARCEL 1 page k / Location:gh-1 Mark Stewart Home Design Multi-Loaded Multi-Span Beam p 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] "" or Sherwood,OR 97140 5.125 IN x 12.0 IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Adequate By:82.6% StruCalcLOADING Version 8.0.113.0 10/5/2016 11:35:13 AM Controlling Factor Deflection DIAGRAM x 1 4 a ^ 3 ,--4--„r, PEFLECTIONS Center . Live Load 0.30 IN U657 Dead Load 0.02 in O L 1 1 3 2016 Total Load 0.32 IN U623 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 , ;:),,,,,. REACTIONS A B Live Load 1980 lb 1980 lb 'Ifi°aj= ) �rtf ` Dead Load 110 lb 110 lb Total Load 2090 lb 2090 lb W Bearing Length 0.63 in 0.63 in — – -- _•-– ---- w.___T..s T.,_ ____ _ BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center CamberAdj.Factor 1.5 Uniform Live Load 240 plf Camber Required 0.03 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf Total Uniform Load 253 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1200 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 190 psi Fv'= 190 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Controlling Moment: 8621 ft-lb 8.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2090 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: Reo'd Provided Section Modulus: 43.11 in3 123 in3 Area(Shear): 16.5 in2 61.5 in2 Moment of Inertia(deflection): 404.23 in4 738 in4 Moment: 8621 ft-lb 24600 ft-lb Shear: 2090 lb 7790 lb S Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart / Location:nj-1 im.4 Mark Stewart Home Design Multi-Loaded Multi-Span Beam —711,,;,4111.11104722582 SW Main St.#309 [2009 International Building Code(2005 NDS)] (2)1.75 IN x 11.875 IN x 7.5 FT Sherwood,OR 97140 1.9E Microllam-Trus Joist-MacMillan Section Adequate By:84.1% StruCalc Version 8.0.113.0 10/5/2016 11:35:13 AM Controlling Factor:Moment CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members I DEFLECTIONS Center LOADING DIAGRAM Live Load 0.09 IN U1050 Dead Load 0.00 in Total Load 0.09 IN 111038 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 2615 lb 2934 lb Dead Load 49 lb 49 lb Total Load 2663 lb 2983 lb Bearing Length 1.01 in 1.14 in BEAM DATA Center w Span Length 7.5 ftlillrii _ Unbraced Length-Top 0 ft Unbraced Length-Bottom 7.5 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 100 plf 1.9E Microllam-Trus Joist-MacMillan Uniform Dead Load 0 plf Rase Values Adjusted Beam Self Weight 13 plf Bending Stress: Fb= 2600 psi Fb'= 2604 psi Total Uniform Load 113 plf Cd=1.00 CF=1.00 Shear Stress: Fv= 285 psi Fv'= 285 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1900 ksi E'= 1900 ksi Live Load 4799 lb Comp.-L to Grain: Fc--L= 750 psi Fc-1'= 750 psi Dead Load 0 lb Location 4 ft Controlling Moment: 9694 ft-lb 3.97 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2983 lb 8.0 Ft from left 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: 44.68 in3 82.26 in3 Area(Shear): 15.7 in2 41.56 in2 Moment of Inertia(deflection): 167.48 in4 488.41 in4 Moment: 9694 ft-lb 17848 ft-lb Shear: -2983 lb 7897 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location:m-8 E, Mark Stewart Home Design Multi-Loaded Multi-Span Beam t 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] �` of Sherwood,OR 97140 5.125 IN x 12.0 IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use Section Inadequate By:0.8% St OADI Version 8.0.113.0 10/5/2016 11:35:13 AM Controlling Factor:Shear/Depth Required 12.09 In. LOADING DIAGRAM DEFLECTIONS Center Live Load 0.08 IN U1330 Dead Load 0.10 in Total Load 0.18 IN U581 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 3226 lb 2769 lb TR2 Dead Load 4257 lb 5081 lb TR1 Total Load 7484 lb 7849 lb W Bearing Length 2.25 in 2.36 in _...�._______iiiiiiii...____,.....___�___________`.._.__ _ ._._.___._ BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center CamberAdj.Factor 1.5 Uniform Live Load 400 plf Camber Required 0.15 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf Total Uniform Load 413 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One LBending Stress: Fb= 2400 psi Controlled by: Deada Load 2595 lb Fb_cmpr= 1200 psi Fb'= 2400 psi Load 0lb Cd=1.00 Location 3.5 ft ft Shear Stress: Fv= 190 psi Fv'= 190 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number ne Two Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Left Live Load 0 plf 0 plf Comp.-L to Grain: Fc--I-= 650 psi Fc-1-'= 650 psi Left Dead Load 400 plf 850 plf Right Live Load 0 plf 0 plf Controlling Moment: 18520 ft-lb Right Dead Load 400 plf 850 plf 3.74 Ft from left support of span 2(Center Span) Load Start 3.5 ft 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 8.5 ft 8.5 ft Controlling Shear: -7849 lb Load Length 5 ft 8.5 ft 8.0 Ft from 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: 92.6 in3 123 in3 Area(Shear): 61.97 in2 61.5 in2 Moment of Inertia(deflection): 304.86 in4 738 in4 Moment: 18520 ft-lb 24600 ft-lb Shear: -7849 lb 7790 lb S I Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location:h-2 _ i Mark Stewart Home Design Multi-Loaded Multi-Span Beam t.„ ,,Ne-P 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 10.5 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:14 AM Section Adequate By:46.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN U2819 Dead Load 0.02 in Total Load 0.04 IN U1618 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:L1240 REACTIONS A B Live Load 3329 lb 1420 lb TR1 Dead Load 1341 lb 2323 lb Total Load 4670 lb 3743 lb W Bearing Length 1.40 in 1.12 in BEAM DATA Center Iiiiiiiii Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf CamberAdj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.03 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 112 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Liv Bending Stress: Fb= 2400 psi Controlled by: Dee Load 4199 lb Fb_cmpr= 1200 psi Fb'= 2400 psi Dead Load 0 lb Cd=1.00 Location 1.5 ft Shear Stress: Fv= 190 psi Fv'= 190 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 0 plf Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Left Dead Load 900 plf Right Live Load 0 plf Controlling Moment: 6925 ft-lb Right Dead Load 900 plf 1.82 Ft from left support of span 2(Center Span) Load Start 1.5 ft Created by combining all dead loads and live loads on span(s)2 Load End 5.5 ft Controlling Shear: 4670 lb Load Length 4 ft 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: 34.62 in3 94.17 in3 Area(Shear): 36.87 in2 53.81 in2 Moment of Inertia(deflection): 73.34 in4 494.4 in4 Moment: 6925 ft-lb 18834 ft-lb Shear: 4670 lb 6816 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location:F29Post Mark Stewart Home Design Column 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] of Sherwood,OR 97140 5.5 IN x 7.5 IN x 10.0 FT � Select Structural-Douglas-Fir-Larch-Dry Use Section Adequate By: 13.2% LOADING SVersion 8.0.113.0 10/5/2016 11:35:14 AM LOADIDIAGRAM VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 16417 lb Dead Load: Vert-DL-Rxn= 10089 lb GVE Total Load: Vert-TL-Rxn= 26506 lb B COLUMN DATA ay Total Column Length: 10 ft Unbraced Length(X-Axis)Lx: 10 ft Unbraced Length(Y--Axis)Ly: 10 ft Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES Select Structural-Douglas-Fir-Larch Base Values Adjusted Compressive Stress: Fc= 1150 psi Fc'= 741 psi Cd=1.00 Cp=0.64 loe .•s Bending Stress(X-X Axis): Fbx= 1500 psi Fbx'= 1500 psi Cd=1.00 CF=1.00 Bending Stress(Y-Y Axis): Fby= 1500 psi Fby'= 1500 psi Cd=1.00 CF=1.00 Modulus of Elasticity: E= 1600 ksi E= 1600 ksi Column Section(X-X Axis): dx= 7.5 in Column Section(Y-Y Axis): dy= 5.5 in Area: A= 41.25 in2 Section Modulus(X-X Axis): Sx= 51.56 in3 -_ Ar Section Modulus(Y Y Axis): Sy= 37.81 in3 Slenderness Ratio: Lex/dx= 16 A Ley/dy= 21.82 AXIAL LOADING Column Calculations(Controlling Case Only): Live Load: PL= 16417 lb Controlling Load Case:Axial Total Load Only(L+D) Dead Load: PD= 10000 lb Actual Compressive Stress: Fc= 643 psi Column Self Weight: CSW= 89 lb Allowable Compressive Stress: Fc'= 741 psi Total Load: PT= 26506 lb Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-lb Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-lb Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-lb Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-lb Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1500 psi Bending Stress Lateral Loads Only(Y-YAxis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1500 psi Combined Stress Factor: CSF= 0.87 Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart / Location:f-29 Mark Stewart Home Design Footing ��,- - 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] ig or Sherwood,OR 97140 Footing Size:5.2 FT x 5.2 FT x 10.00 IN Reinforcement:#4 Bars @ 6.00 IN.O.C. E/W/(10)min. StruCalc Version 8.0.113.0 10/5/2016 11:35:14 AM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 1500 psf Concrete Compressive Strength: Fc= 2500 psi Reinforcing Steel Yield Strength: Fy= 40000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 5.2 ft Length: L= 5.2 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 8 in F--6 in—I FOOTING CALCULATIONS T Bearing Calculations: 10 in Ultimate Bearing Pressure: Qu= 1345 psf 1 r n n el n "' n n Il el Effective Allowable Soil Bearing Pressure: Qe= 1375 psf sin Required Footing Area: Areq= 26.45 sf I 5.2 ft I Area Provided: A= 27.04 sf Baseplate Bearing: I-6In—I Bearing Required: Bear= 51639 lb T ' Allowable Bearing: Bear-A= 132600 lb Beam Shear Calculations(One Way Shear): 10 in r 9 Beam Shear: Vu1 = 20647 lb 1 � � Sin Allowable Beam Shear: Vc1 = 29250 lb Punching Shear Calculations(Two Way Shear): I 5.2 ft I Critical Perimeter: Bo= 53 in Punching Shear: Vu2= 49324 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 62109 lb Live Load: PL= 20000 lb Allowable Punching Shear(ACI 11-36): vc2-b= 83438 lb Dead Load: PD= 16366 lb Allowable Punching Shear(ACI 11-37): vc2-c= 49688 lb Total Load: PT= 36366 lb Controlling Allowable Punching Shear: vc2= 49688 lb Ultimate Factored Load: Pu= 51639 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 2178 lb Factored Moment: Mu= 402786 in-lb Nominal Moment Strength: Mn= 420650 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.59 in Steel Required Based on Moment: As(1)= 1.88 in2 Min.Code Req'd Reinf.Shrink/Temp.(ACI-10.5.4):As(2)= 1.25 in2 Controlling Reinforcing Steel: As-reqd= 1.88 in2 Selected Reinforcement: #4's @ 6.0 in.o.c.e/w(10)Min. Reinforcement Area Provided: As= 1.96 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 28.2 in Project: page Project:GLOBAL HOUSING WALNUT PARCEL 1 Mark Stewart Location:BED 4 HEADERMark Stewart Home Design / Multi-Loaded Multi-Span Beam 1, .., i 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 10.5 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:14 AM Section Adequate By: 115.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.03 IN U2078 Dead Load 0.00 in Total Load 0.03 IN U1973 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS A_ Live Load 2845 lb 2131 lb TR1 Dead Load 326 lb 111 lb Total Load 3171 lb 2242 lb W Bearing Length 0.95 in 0.67 in ---—--- - ---- --- - --•___ BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft 1111/111 Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 55 pff CamberAdj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 67 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Deada Load 4674 lb lb Fb_cmpr= 1200 psi Fb'= 2400 psi Load 0 Cd=1.00 Location 2.33 ft ft Shear Stress: Fv= 190 psi Fv'= 190 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 0 plf Comp.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Left Dead Load 160 plf Right Live Load 0 plf Controlling Moment: 6720 ft-lb Right Dead Load 160 plf 2.31 Ft from left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 2.33 ft Controlling Shear: 3171 lb Load Length 2.33 ft 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: 33.6 in3 94.17 in3 Area(Shear): 25.03 in2 53.81 in2 Moment of Inertia(deflection): 85.65 in4 494.4 in4 Moment: 6720 ft-lb 18834 ft-lb Shear: 3171 lb 6816 lb Page 'Project:GLOBAL HOUSING WALNUT PARCEL 1 Mark Stewart Location:NKB-1 Mark Stewart Home Design � Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.875 IN x 8.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 10/5/2016 11:35:14 AM Section Adequate By: 128.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.09 IN L/1128 Dead Load 0.00 in Total Load 0.09 IN U1113 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 s Live Load 5129 lb 4071 lb s Dead Load 66 lb 66 lb Total Load 5196 lb 4137 lb W Bearing Length 1.32 in 1.05 in ---__.. �___�_ _______________.___._._ ..�___ BEAM DATA Center Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 16 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 216 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2904 psi Load Number One Two Three Cd=1.00 CF=1.00 Live Load 3000 lb 3000 lb 1500 lb Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb 0 lb 0 lb Cd-1'00 Location 1.25 ft 4.25 ft 7.25 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- = 750 psi Fc- = 750 psi Controlling Moment: 11135 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5196 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: 46.01 in3 123.39 in3 Area(Shear): 27.35 in2 62.34 in2 Moment of Inertia(deflection): 233.73 in4 732.62 in4 Moment: 11135 ft-lb 29858 ft-lb Shear: 5196 lb 11845 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart / Location:M-6 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] ' or Sherwood,OR 97140 5.25 IN x 11.875 IN x 20.0 FT 2.0E Parallam-iLevel Trus Joist Section Adequate By: 18us StruCalc Version 8.0.113.0 10/5/2016 11:35:14 AM Controlling Factor:Deflection LOADING DIAGRAM DEFLECTIONS Center Live Load 0.57 IN 0425 Dead Load 0.05 in Total Load 0.61 IN U392 Live Load Deflection Criteria:11360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 2300 lb 2300 lb Dead Load 195 lb 195 lb Total Load 2495 lb 2495 lb Bearing Length 0.63 in 0.63 in BEAM DATA Center so rs B Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 230 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 19 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 249 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2903 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc- = 750 psi Fc-1'= 750 psi Controlling Moment: 12474 ft-lb 10.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2495 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: 51.56 in3 123.39 in3 Area(Shear): 12.9 in2 62.34 in2 Moment of Inertia(deflection): 620.9 in4 732.62 in4 Moment: 12474 ft-lb 29854 ft-lb Shear: 2495 lb 12053 lb • Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart / Location:M-13 Mark Stewart Home Design Multi-Loaded Multi-Span Beam '�! € 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] or Sherwood,OR 97140 5.51Nx11.51Nx9.5FT #2-Douglas-Fir-Larch-Dry Use Section Adequate By:39.0oStruCalc Version 8.0.113.0 10/5/2016 11:35:15 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.11 IN U1025 Dead Load 0.00 in Total Load 0.11 IN U1000 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A_ Live Load 2613 lb 2613 lb Dead Load 65 lb 65 lb Total Load 2678 lb 2678 lb W Bearing Length 0.78 in 0,78 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 550 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 564 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi Comp. to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 6359 ft-lb 4.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2678 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: 87.21 in3 121.23 in3 Area(Shear): 23.63 in2 63.25 in2 Moment of Inertia(deflection): 244.81 in4 697.07 in4 Moment: 6359 ft-lb 8840 ft-lb Shear: 2678 lb 7168 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 wee Mark Stewart Location:M-9 Tzt Mark Stewart Home Design Multi-Loaded Multi-Span Beam ,E„„-Nte 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 10.5 IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:15 AM Section Adequate By: 163.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.05 IN U1571 Dead Load 0.00 in Total Load 0.05 IN L/1555 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 3575 lb 3575 lb Dead Load 38 lb 38 lb Total Load 3613 lb 3613 lb W Bearing Length 1.08 in 1.08 in REAM DATA Center Span Length 6.5 ft1111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 1100 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 1112 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1850 psi Fb'= 2400 psi Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp. to Grain: Fc- L= 650 psi Fc-1-'= 650 psi Controlling Moment: 5871 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3613 lb 6.0 Ft from 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: 29.35 in3 94.17 in3 Area(Shear): 20.45 in2 53.81 in2 Moment of Inertia(deflection): 113.26 in4 494.4 in4 Moment: 5871 ft-lb 18834 ft-lb Shear: -3613 lb 9507 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location:M-10 Mark StewartDesign Multi-Loaded Multi-Span Beam e} Home [2009 International Building Code(2005 NDS)] 22582 SW Main St.#309 or 5.5 INx9.5INx8.5FT Sherwood,OR 97140 #2-Douglas-Fir-Larch-Dry Use Section Adequate By:5.8% StruCalc Version 8.0.113.0 10/5/2016 11;35:15 AM Controlling Factor:Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.14 IN 0716 Dead Load 0.00 in Total Load 0,15 IN L/703 Live Load Deflection Criteria:0360 Total Load Deflection Criteria:U240 REACTIONS A g Live Load 2635 lb 2635 lb Dead Load 48 lb 48 lb Total Load 2683 lb 2683 lb W Bearing Length 0.78 in 0.78 in BEAM DATA enter Span Length 8.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.5 ft Live Load Duration Factor 1.00 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 620 plf Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 631 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E min= 470 ksi Emin'= 470 ksi Comp. Ito Grain: Fc- = 625 psi Fc--1-'= 625 psi Controlling Moment: 5702 ft-lb 4.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2683 lb 8.0 Ft from 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: 78.19 in3 82.73 in3 Area(Shear): 23.67 in2 52.25 in2 Moment of Inertia(deflection): 197.67 in4 392.96 in4 Moment: 5702 ft-lb 6032 ft-lb Shear: -2683 lb 5922 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart / Location:m-1 NMark Stewart Home Design Multi-Loaded Multi-Span Beam a 22582 SW Main St.#309 (2009 International Building Code(2005 NDS)] or Sherwood,OR 97140 5.125 IN x 18.0 IN x 18.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:15 AM Section Adequate By:26.1% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.32 IN U683 Dead Load 0.23 in Total Load 0.54 IN L/398 Live Load Deflection Criteria:U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 5400 lb 5400 lb Dead Load 3870 lb 3870 lb Total Load 9270 lb 9270 lb Bearing Length 2.78 in 2.78 in ---_— ___ --_____.----.____________..______.r__.__..__.__ BEAM DATA Center Span Length 18 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 18 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 CamberAdj.Factor 1.5 Uniform Live Load 600 plf Camber Required 0.34 Uniform Dead Load 410 plf Notch Depth 0.00 Beam Self Weight 20 plf Total Uniform Load 1030 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fb_cmpr= 1200 psi Fb'= 2340 psi Cd=1.00 Cv=0.98 Shear Stress: Fv= 190 psi Fv'= 190 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-I-to Grain: Fc- = 650 psi Fc-1'= 650 psi Controlling Moment: 41715 ft-lb 9.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 9270 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: 213.88 in3 276.75 in3 Area(Shear): 73.18 in2 92.25 in2 Moment of Inertia(deflection): 1501.5 in4 2490.75 in4 Moment: 41715 ft-lb 53976 ft-lb Shear: 9270 lb 11685 lb page 'Project:GLOBAL HOUSING WALNUT PARCEL 1 Mark Stewart Location:m-4 Mark Stewart Home Design Multi-Loaded Multi-Span Beam • ° 22582 SW Main St.#309 of (2009 International Building Code(2005 NDS)] Sherwood,OR 97140 7.0 IN x 11.875 IN x 10.5 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 10/5/2016 11:35:15 AM Section Adequate By: 15.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.28 1N U445 Dead Load 0.00 in Total Load 0.29 IN L/441 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 REACTIONS A Live Load 11967 lb 5633 lb TR1 Dead Load 109 lb 109 lb Total Load 12076 lb 5742 lb W Bearing Length 2.30 in 1.09 in -- SEAM DATA Center 10.5 ft Span Length 10.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 21 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 221 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2904 psi Load Number One Cd=1.00 CF=1.00 Live Load 12000 lb Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb Cd=1.00 Location 3.5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc- = 750 psi Fc- L'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Numberne Controlling Moment: 34514 ft-lb Left Live Load 1000 plf 3.46 Ft from left support of span 2(Center Span) Left Dead Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 1000 plf Controlling Shear: 12076 lb Right Dead Load 0 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 3.5 ft Load Length 3.5 ft Comparisons with required sections: Reo'd Provided Section Modulus: 142.63 in3 164.52 in3 Area(Shear): 63.56 in2 83.13 in2 Moment of Inertia(deflection): 789.79 in4 976.83 in4 Moment: 34514 ft-lb 39811 ft-lb Shear: 12076 lb 15794 lb 4 Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location.m-5 Mark Stewart Home Design Li Multi-Loaded Multi-Span Beam - 22582 SW Main St.#309 [2009 International Building Code(2005 NDS)) or Sherwood,OR 97140 5.25 IN x 18.0 IN x 20.0 FT 1.8E-2600F-APA EWS LVL Stress Classes StruCalc Version 8.0.113.0 10/5/2016 11:35:15 AM Section Adequate By: 13.1% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.58 IN U414 Dead Load 0.08 in Total Load 0.66 IN U364 Live Load Deflection Criteria:11360 Total Load Deflection Criteria: 0240 REACTIONS A B Live Load 12400 lb 4600 lb TR1 Dead Load 3469 lb 582 lb Total Load 15869 lb 5182 lb W Bearing Length 4.32 in 1.41 in --_- BEAM DATA Center 20 s Span Length 20 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 20 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 250 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 28 plf 1.8E-2600F-APA EWS LVL Stress Classes Total Uniform Load 278 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2600 psi Fb'= 2472 psi Load Number One Cd=1.00 CF=0.95 Live Load 12000 lb Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb Cd=1,00 Location 3.5 ft Modulus of Elasticity: E= 1800 ksi E= 1800 ksi Comp.-I-to Grain: Fc--L= 700 psi Fc--I-'= 700 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 47651 ft-lb Left Live Load 0 plf 3.6 Ft from left support of span 2(Center Span) Left Dead Load 1000 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 0 plf Controlling Shear: 15869 lb Right Dead Load 1000 plf At left support of span 2(Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 3.5 ft Load Length 3.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 231.36 in3 283.5 in3 Area(Shear): 83.52 in2 94.5 in2 Moment of Inertia(deflection): 2219.56 in4 2551.5 in4 Moment: 47651 ft-lb 58389 ft-lb Shear: 15869 lb 17955 lb 1 Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location:h-1 Mark Stewart Home Design Multi-Loaded Multi-Span Beam —70.!1 , 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 10.5 IN x 6.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:16 AM Section Adequate By:373.8% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN U6699 Dead Load 0.00 in Total Load 0.01 IN U6304 Live Load Deflection Criteria:L1360 Total Load Deflection Criteria:L1240 REACTIONS A_ Live Load 650 lb 650 lb Dead Load 41 lb 41 lb Total Load 691 lb 691 lb Bearing Length 0.20 in 0.20 in BEAM DATA Center 6.5 ft B Span Length 6.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 13 plf #2-Douglas-Fir-Larch Total Uniform Load 213 plf Base Values Adjusted Bending Stress: Fb= 875 psi Fb'= 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv= 85 psi Fv'= 85 psi Cd=1.00 Modulus of Elasticity: E= 1300 ksi E= 1300 ksi Comp.-I-to Grain: Fc- L= 625 psi Fc- 1'= 625 psi Controlling Moment: 1122 ft-lb 3.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -691 lb 6.0 Ft from left 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: 15.39 in3 101.06 in3 Area(Shear): 12.19 in2 57.75 in2 Moment of Inertia(deflection): 28.51 in4 530.58 in4 Moment: 1122 ft-lb 7369 ft-lb Shear: -691 lb 3273 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location:m-7 alitimint -4 Mark Stewart Home Design Multi-Loaded Multi-Span Beam ,., 22582 SW Main St.#309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.75 IN x 21.0 IN x 21.2 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:16 AM Section Adequate By: 13.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.51 IN U495 Dead Load 0.19 in Total Load 0.71 IN U360 2 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B 4 Live Load 15762 lb 8378 lb TR1 Dead Load 3116 lb 4335 lb Total Load 18878 lb 12713 lb W Bearing Length 4.30 in 2.90 in BEAM DATA Center Span Length 21.2 ft illirliii Unbraced Length-Top 0 ft Unbraced Length-Bottom 21.2 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Camber Adj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.29 Beam Self Weight 31 plf Notch Depth 0.00 Total Uniform Load 131 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN, 24F-V4-Visually Graded Western Species Load Number One Two Three Base Valueg Adjusted Live Load 2596 lb 5182 lb 5742 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2206 psi Location 2 ft 4 ft 4 ft Cd=1.00 Cv=0.92 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 500 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 400 plf Comp.-1-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 500 plf Right Dead Load 400 plf Controlling Moment: 80619 ft-lb Load Start 4 ft 8.69 Ft from left support of span 2(Center Span) Load End 21 ft Created by combining all dead loads and live loads on span(s)2 Load Length 17 ft Controlling Shear: 18878 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: 438.61 in3 496.13 in3 Area(Shear): 106.86 in2 141.75 in2 Moment of Inertia(deflection): 3791.98 in4 5209.31 in4 Moment: 80619 ft-lb 91189 ft-lb Shear: 18878 lb 25043 lb Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart / Location:m-7a Mark Stewart Home Design Multi-Loaded Multi-Span Beam f 22582 SW Main St.#309 (2009 International Building Code(2005 NDS)] '" ' or Sherwood,OR 97140 5.125 IN x 15.0 IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:16 AM Section Adequate By: 11.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN U8580 Dead Load 0.00 in Total Load 0.00 IN U8556 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B 1 Live Load 8692 lb 4458 lb Dead Load 25 lb 25 lb Total Load 8717 lb 4483 lb Bearing Length 2.62 in 1.35 in BEAM DATA Center Span Length 3 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 CamberAdj.Factor 1.5 Uniform Live Load 150 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 17 plf Total Uniform Load 167 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Westem Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Bending Stress: Fb= 2400 psi Controlled by: Live Load 12700 lb b Fb Location 1 1 ft cmpr= 1200 psi Fb'= 2400 psi Dead Load t Cd=1.00 Shear Stress: Fv= 190 psi Fv'= 190 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Comp.-L to Grain: Fc-1 = 650 psi Fc- L'= 650 psi Controlling Moment: 8550 ft-lb 1.02 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 8717 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: Redd Provided Section Modulus: 42.75 in3 192.19 in3 Area(Shear): 68.82 in2 76.88 in2 Moment of Inertia(deflection): 60.48 in4 1441.41 in4 Moment: 8550 ft-lb 38438 ft-lb Shear: 8717 lb 9738 lb 4 page Project:GLOBAL HOUSING WALNUT PARCEL 1 Mark Stewart Location:Den header Mark Stewart Home Design ig Multi-Loaded Multi-Span Beam ` ¢ 22582 SW Main St.#309of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 10.5 IN x 5.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:16 AM Section Adequate By:85.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.03 IN U2478 Dead Load 0.00 in Total Load 0.03 IN U2453 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B 1 Live Load 5100 lb 1989 lb Dead Load 32 lb 32 lb Total Load 5132 lb 2021 lb W Bearing Length 1.54 in 0.61 in BEAM DATA Center Span Length 5.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 12 plf Notch Depth 0.00 Total Uniform Load 412 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 4889 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 1 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi Cd=1.00 Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Comp.-1-to Grain: Fc- L= 650 psi Fc-J-'= 650 psi Controlling Moment: 4918 ft-lb 1.05 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 5132 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: 24.59 in3 94.17 in3 Area(Shear): 29.05 in2 53.81 in2 Moment of Inertia(deflection): 71.82 in4 494.4 in4 Moment: 4918 ft-lb 18834 ft-lb Shear: 5132 lb 9507 lb • Project:GLOBAL HOUSING WALNUT PARCEL 1 page Mark Stewart Location:Great Room Header : i Mark Stewart Home Design Multi-Loaded Multi-Span Beam -. 22582 SW Main St.#309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 IN x 10.5 IN x 10.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 10/5/2016 11:35:16AM Section Adequate By:42.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.23 IN U514 Dead Load 0.00 in Total Load 0.24 IN L/508 2 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:L/240 REACTIONS 6 g Live Load 5050 lb 5050 lb TR1 TR2 Dead Load 63 lb 63 lb Total Load 5113 lb 5113 lb w Bearing Length 1.43 in 1.43 in BEAM DATA Center ,— ion Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Camber Adj. Factor 1 Uniform Live Load 110 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 13 plf Total Uniform Load 123 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species POINT LOADS-CENTER SPAN Base Values Adjusted Load Number One Two Bending Stress: Fb= 2400 psi Controlled by: Live Load 1350 lb 1350 lb Fb cmpr= 1850 psi Fb'= 2400 psi Dead Load 0 lb 0 Ib Cd=1.00 Location 1 ft 4 ft Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number Qng Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 900 plf 900 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp.-I-to Grain: Fc--L= 650 psi Fc--L'= 650 psi Right Live Load 900 plf 900 plf Right Dead Load 0 plf 0 plf Controlling Moment: 12781 ft-lb Load Start 0 ft 4 ft 5.0 Ft from left support of span 2(Center Span) Load End 1 ft 10 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1 ft 6 ft Controlling Shear: -5113 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: 63.91 in3 101.06 in3 Area(Shear): 28.94 in2 57.75 in2 Moment of Inertia(deflection): 371.41 in4 530.58 in4 Moment: 12781 ft-lb 20213 ft-lb Shear: -5113 lb 10203 lb