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Specifications C / t'(L-3C 54i It FN 6 ill. .` I I E - HORN CONSULTING ENGINEERS LLC New House: MSHD-15-01 Code Basis of Design: 2014 O.S.S.C. and 2014 O.R.S.C. Wind Loading: Per ASCE 7 Fig 6-2 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 30' approximately. il °P0 . k+ C MFRS � � Direction _ End Zones *# __---,-,iiik- lati lIllr It: ii, 0 r,---- .10--"-- FRS Direction 2a End Zones Note:End zone may occur at any corner of the building. a = .10*37' = 3.7' or for h = 30' a = .4(h) = .4(30') = 12' a must be larger than .04(37') = 1.5' or 3' a = 3.7' controls Therefore: 2a = 7.5' see Fig 6-2 ASCE 7, and Figure above. CAPITAI. PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE:5 03.892.5 782• E MAIL: DAVE a@HORNCE.COM r C` E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 SIDS= .72, R = 6.5,W =weight of structure V = [1.2 SDs/(R x 1.4)]W V= .095W Roof Dead load = 15 psf Exterior Wall Dead load = 12 psf • Interior Wall Dead load = 8 psf Floor Dead load = 12 psf Seismic in Front to Back: Wr= [.095(40')(15+6+4)] = 95plf W2 = [.095(40')(12+12+8)] + [.095(14')(15+6+4)] = 154.9plf Wr2 = [.095(30')(15+6+4)] = 71.3plf W1 = [.095(53')(12+12+8)] = 161.1 plf @ Garage W1 = [.095(18')(12+12+8)]+[.095(30')(60+8+6)] = 265.6plf Side to Side to Back: Wr= [.095(35')(15+6+4)] = 106.4plf @ 46.5' Depth W2 = [.095(37')(12+12+8)]+ [.095(9.5')(15+6+4)] = 135plf @ 37' Depth W2 =[.095(37')(12+12+8)] = 112.5plf @ 46.5' Depth W2 = [.095(15')(12+12+8)]+[.095(31.5')(60+8+6)] = 267.1 plf @ 37' Depth W1 = [.095(37')(12+12+8)] = 112.5plf Redundancy Factor= 1.0 per ASCE7 section 12.3A.2 J CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE: 5 03.892.5 782• E MAIL: DAVE@HORNCE.COM C E HORN CONSULTING ENGINEERS LLC Roof Diaphragm: Left Wall Line Back Wall Line P,/= (0.1217) klf x 18.5' = 2.3k Pw= (0.1344) klf x 20.25' = 2.7k P5 = (0.095) klf x 18.5' = 1.8k. PS = (0.1064) klf x 20.25' = 2.2k V = Pw/ (20)' = 113plf Type A Wall V= Pw/ (22)' = 124p1f Type A Wall Mot = 18.0kft Mot = 5.9kft Mr= 24.7kft No HD Req'd Mr= 3.5kft T = 0.4k No HD Req'd Right Wall Line Pw= (0.1217)klf x 18.5' = 2.3k Front Wall Line P5 = (0.095) klf x 18.5' = 1.8k Pw= (0.1344) klf x 24.25' = 3.3k V= Pw/ (27.25)' = 83p1f Type A Wall PS = (0.1064) klf x 24.25' = 2.6k Mot =4.0kft V= Pw/ (13.5)' = 241 plf Type A Wall Mr= 3.5kft Mot = 6.3kft T = 0.1k NoHDReq'd Mr= 1.5kft T = 1.5k Type 7 HD CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • P ORTLAND, OR • 97219 PHONE:5 03.892.5 782• E MAIL: DAVE@HORNCE.COM Ly HORN CONSULTING ENGINEERS LLC 2"d Floor Diaphragm: Left Wall Line @ 3rd Bay Garage Back Wall Line Pw= (0.118) klf x 4.75' = 0.6k Pw = (0.127) klf x 11' + 2.7k=4.1 k Ps = (0.0713) klf x 4.75' = 0.3k PS = (0.1125) kif x 11' + 2.2k = 3.4k V= Pw/ (30)' = 19plf Type A Wall V = Pw/ (13)' = 315plf Type A Wall Mot = 5.0kft Mot = 17.0kft Mr = 54.4kft No HD Req'd Mr=4.1kft T = 2.2k Type 8 HD Left Wall Line Pw= (0.1285)(18.5')+(0.118)(4.75')+2.3k= 5.2k Wall Line @ Back of Garage PS = (0.1549)(18.5)+(0.095)(4.75')+1.8k= 5.1k Pw= (0.127)(24') = 3.1k V= Pw/(18)' = 291 p1f Type A Wall PS = (0.1125)(9)+(0.135)(15') = 3.0k Mot =47.1 kft V = Pw/(21.5)' = 142p1f Type A Wall Mr= 20.6kft Mot = 27.4kft T = 1.5k Type 7 HD Mr= 28.1 kft No HD Req'd Right Wall Line Wall Line @ Den/ Powder Room Pw= (0.1285) klf x 18.5' + 2.3k = 4.7k Pw = (0.127)(11)+(0.1328)(4)+(.241)(7) PS = (0.1549) klf x 18.5' + 1.8k = 4.7k +(.241)(6.5')(.5) =4.4k V = PwI (43)' = 109plf Type A Wall PS = (0.135)(15)+(.193)(7')+(.193)(6.5')(.5) Mot =20.6kft = 4.0k Mr=26.9kft No HD Req'd V= Pw/ (10') =438p1f Type B Wall Mot= 39.4kft Mr= 9.5kft T = 3.0k + 0.3k(From 1st Fir Dia) = 3.3k Type 2 HD Front Wall Line Pw= (0.1328)(9') + (.241)(6.5')(.5) = 2.0k PS = (0.135)(9') + (.193)(6.5')(.5) = 1.8k V= Pw/(10.75)' =84plf Type A Wall Mot = 2.6kft Mr= 0.8kft T = 0.9k Type 1 HD • CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 PHONE:5 03.892.5 782• E MAIL: DAVE@HORNCE.COM C: E HORN CONSULTING ENGINEERS LLC 1st Floor Diaphragm: Left Wall Line @ 3`d Bay Garage Back Wall Line Pw= (0.1285) klf x15.75' + 0.6k= 2.6k Pw= (0.1083) klf x 9' + 4.1k = 5.1k Ps = (0.2656) klf x 15.75' + 0.3k =4.5k PS = (0.1125) klf x 9' + 3.4k =4.4k V = PS/ (30)' = 149p1f Type A Wall V = PWI (19.5)' = 260p1f Type A Wall Mot = 17.9kft Mot = 8.3kft Mr= 86.8kft Mr= 2.1kft T = 1.6k + 2.2k= 3.8k Type HD Left Wall Line Pw= (0.1285) klf x 18.5' + 5.2k= 7.6k Wall Line @ Back of Garage V = P1 (18)' = 420p1f Type B Wall Pw= (0.1083)(24') + 3.1k= 5.7k Mot =60.6kft PS= (0.1125)(9')+(0.2671)(15') + 3.0k= 8.0k Mr = 19.4kft V= PS/ (21.5)' = 373plf Type B Wall T = 2.3k+ 1.5k = 3.8k Type2HD Mot= 64.2kft Mr= 59.7kft Right Wall Line @ Garage T= 0.2k No HD Req'd Pw= (0.1285) klf x 23.25' = 3.0k Ps = (0.2656)(15.75')+(0.1611)(7.5') = 5.4k Wall Line @ Den/ Powder Room - V = PSI (22)' = 245p1f Type A Wall Pw= (0.1083)(24') + 4.4k= 7.0k Mot = 37.7kft PS = (0.1125)(24') +4.0k= 6.7k Mr= 60.6kft No HD Req'd V = Pw/ (15') =467p1f Type B Wall Mot= 21.0kft Right Wall Line Mr= 16.7kft Pw= (0.1285) klf x 18.5' + 4.7k= 7.1k T = 0.3k(Add to 2'd Fir Dia.) Ps = (0.1611) klf x 7.5' +4.7k= 5.9k Check Sill Plate V = Pw/ (53)' = 134pif Type A Wall ,PS= 6.7k/ 15' =447p1f 3x Sill Req'd Mot =42.5kft Mr= 117.0kft No HD Req'd CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORT LAND, OR • 97219 PHONE:5 03.8925 782• E MAIL: DAVE@HORNCE.COM W z Z5:f(9h 4 l�''{o(103' Z2/'3�-��- ! ! /' st, /1' *Poi EXP. 3-Sec. c.�4T Q: ?t=t.o A - Z5.4 Cs zo• I b _ iyn )1 4v4. 30. •0" r IA OM o 1OA PC / u,rtW - - - k)iti 132 T)1%: lr.....m1111 ....m.w.=0......". ...il in / :- .......41.1 . P211 3111" 1 I maga —Erv....gdp..--w: r ri.-1 A A...L -1_ ...........--46 1....r...................mmi , ___npern K.E._ 6.17 /MEW w. _, - --�„�_*r 1754.NTIMINIIMMIlibM11111111.10M1.1011 131 Mill 46k All 1 ..,1.11 .11 . MIAMIIIMM Mill... MPlrAIMIIIIIMIOPrAillIlnl ELI=jl ll 1 1 IlliLMMP � IIlIIIII=IIIIIIIIIIIIII11111lhhh,IMIIIIIIIIIIIIIIIIIIMIIIIMIIIIIWPIMIMIIIII' ialliMibkIKKIVAPALIllMAIM R- - "61 ^I w, (0%3 i I L FL .74141111111..." AMillilliiii1== 14' 21.5• 1.5' - - - L FL _ 2 SW 2'2 ni t g3.l5 Z ) " «'� �� RIGHT ELEVATION (�Ja pli1/4„. Z11-(00° . r1 1'1,9 Z1�Z SCALE: 1/4 1.-0" IN tis' s' G'i" AVG.= Ito•`f(.( ( -1-) 21,5' "1-5` %13.2 63 1}3:z,6.„. r___I +►/. , i kbt�.= 2.2.,4./. (6> : ,, ,.,___ Is. t2: v.s• __ Axe * 174 MPH ExP 3 3-sec tr irr 'a - /-® R = 7.5.1 t°1 : n ni MA.t-- Zeta. ml. (-6). i z s.s 4q. Cz 20.ti n 9� • 7" " :7777 A IN&.121.1 /, ,., __ _ _ -% .......r,_, 1 urreR :imam 1 ,L. ,..nia,„...„„_, • ,irr , i . ; wh_,...._.....1 4 ..... ....„.........., A = b 6.a. %. a t S 2-1'—•'-- 40 Alli4111141111L /// Fj .- 1 ` INRs flgi IsPk IP" e '''il IN ',Am,. !?. ppr 1 Igi 1 -1111 mi ....._ ,h. _ __ i , 12 t•S 416 _-_-_.j.----j-- , i -- - . i ^,% L06ER PL I 1" 16. il V INIIIIII MIIIMMIIIMI AI 11, ,s10.1 E---- Allk ," Nill LOUER— — L 0. v- AWA /POWS qO.t,\ t 1\f. FIC HORN PROJECT VsS Nita^ /c -+ I SHEET ' i / A 6-Z7.- E L •- CONSULTING ENGINEERS LLC SUBJECT Dge--14- LAI L DATE ts- AiN 9 'D 1 •A w, .04(n- 21 = Z,Q PA% CRUX = d,411(2"', ®.33 k ic---- e. 116 3 - 01112. = d.Ze ripe - 5xos l.cN►o S 0,0 A. -2‘ # ,4 o Llbtr ' - tsf. GS 4 SQ)►P S f-F r..Fd V E. re. ^ o ( tip TI'II' ArL� 14" 1302 SW BERTHA BLVD. • PORTLAND, OR• 97219 PHONE: 503.892.5782 • EMAIL: DAVE Q@HORNCE.COM HORN PROJECT 4s o-i -c? { C O N S U L T I N® SdHEET -S-��- �h..�. ENGINEERS LLC SU$JECT ba6Jt,�6.E SLR° PRA Ai 1/44#$ fs L 2�/6' By , . l +"RAN Bco f4112:4 •�4 f,Z 1 z so PS f 0 t>s J o � PS f1 60 P 11 . 111741,010.rota. co Psr ,$ 3 Os O #; L 0 Joy PE.la ®.»(/ 's e o.41` AA% 0.1)644 :4 0. w Awe,' 4.40 74 3* Lia ?a. . 3-JefS P4 l.o11/4 ,04(4) ,B o774k 4 � r 2.45 2-) • s fit' > 340.4 en 2x!2 0.14-0.rs " dit A ft> —1L1-41---6 ..� '}u.1,,n • • 1302 SW ABRTHA BLVD. •PORTLAND,OR • 97219 PNQNB: 503.592.5782 • EMAIL: DAVB•NCB@QWSSTOPF$CB.NET ti FTC HORN PROJECT ISSNb ®/S -€ , CONSULTING SHEAT $1.— E ENGINEERS LLC SUBJECT 510411- C�-f11e�1G1: ft. AM/N1� BYE � �"ZZ"�S` LC 4.0' 1MIx 0.1.1 (i% R .$ • ss (6�s( 2 ,5 ams. e� S(b.0 Q,Z k pr 6,440 /til . 3,4 6,41), $ . -� 5,� S , itf* i Sc� 7e �'s fid'", . 3 �?T 6011Z b os A > ,°gr3A't .4g(*)] f•I,, �= ,-)5 t":t t= .5 ,4* 5. o J,5ifsf 3.33 F4 3 c. k i2-v c..(. r1101 1302 SW BERTHA BLVD. • PORTLAND, OR • 97219 PHONE; $03,892.3782 • EMAIL: DAVE_HCE@QWESTOPPICE.NET pv l Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-I Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:lusersldaveldocuments\retainpro 10 project files\mshc _ RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08 License To:HORN CONSULTING ENGINEERS Criteria r Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = 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 = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in 1 Surcharge Loads Lateral Load Applied to Stem r 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 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footin T Axial Load Applied to Stem by a factor of 9 YPe Line Load Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 750.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity t' ' 0.0 in Earth Pressure Seismic Load ` Kae for seismic earth pressure = 0.418 Added seismic base force 135.7 lbs Design Kh = 0.200 g i Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.141 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-i Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd RetainPro 10 (c)1987-2012, Build 10.13.8.31 - License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Design Summary k Stem Construction ' Top Stem Wall StabilityRatios Stem OK Design Height Above Fto ft= 0.00 Overturning = 2.14 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,683 lbs Rebar Spacing = 18.00 ...resultant ecc. = 3.74 in Rebar Placed at = Edge Soil Pressure©Toe = 1,876 psf OK Design Data Soil Pressure @ Heel = 270 psf OK Total T +fa/Fa = 0.301 Allowable = 2,000 psf Total Force @ Section lbs= 673.9 Soil Pressure Less Than Allowable Moment....Actual ft#= 1,098.8 ACI Factored @ Toe = 2,462 psf Moment Allowable = 3,655.6 ACI Factored @ Heel = 354 psf Shear Actual psi= 7.3 Footing Shear @ Toe = 5.9 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 0.6 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 652.8 lbs LAP SPLICE IF BELOW in less 100%Passive Force= - 156.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 870.0 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Masonry Block Type = Medium Weight Live Load 1.600 Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data Seismic,E 1.000 Fy psi= 2,500.0 FY psi= 60,000.0 Footing Dimensions&Strengths 1 Footing Design_ResultsII Toe Width = 1.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,462 354 psf Total Footing Width = 2.50 Mu':Upward = 1,090 204 ft-# Footing Thickness = 12.00 in Mu':Downward = 123 274 ft-# Mu: Design = 967 69 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.92 0.60 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 fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 14.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in P Toe: Not req'd,Mu<5*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined F.w Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-i Dsgnr: DJH Date: 22 JUN 2015 - for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd - RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS • Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 366.7 2.08 763.9 Surcharge over Heel = 79.5 2.50 198.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 2.08 86.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 1.33 1,000.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 1.33 1,000.0 Seismic Earth Load = 135.7 3.00 407.2 Soil Over Toe = 0.50 = Surcharge Over Toe = Total 652.8 O.T.M. 1,335.2 Stem Weight(s) = 400.0 1.33 533.3 Earth @ Stem Transitions= = = Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 2.14 Key Weight = Vertical Loads used for Soil Pressure= 2,683.3 lbs Vert.Component = Total= 1,933.3 lbs R.M.= 2,852.8 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: '-WI- Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-i Dsgnr: DJH Date: 22 JUN 2015 - for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd - RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wali height above soil — 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 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 = 0.00 pcf Footings{Soil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in 1 Surcharge Loads • Lateral Load Applied to Stern 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 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Ap'lied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 750.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ` Kae for seismic earth pressure = 0.418 Added seismic base force 266.0 lbs Design Kh = 0.200 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0,141 Using Mononobe-Okabe/Seed-Whitman procedure Use menu Item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15.I Dsgnr: DJH Date: 22 JUN 2015 _ for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd,r RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Desi'n Summa Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 2.72 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 4,609 lbs Rebar Spacing = 14.00 .,.resultant ecc. = 8.20 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,958 psf OK fb/FB+fa/Fa = 0.746 Soil Pressure @ Heel = 91 psf OK Total Force @ Section lbs= 1,440.0 Allowable = 2,000 psf Moment....Actual ft-#= 3,479.4 Soil Pressure Less Than Allowable Moment Allowable = 4,665.4 AC!Factored @ Toe = 2,477 psf ACI Factored @ Heel = 115 psf Shear Actual psi= 15.5 Footing Shear @ Toe = 11.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 5.9 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 13.96 Lateral Sliding Force = 1,234.9 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 156.3 lbs HOOK EMBED INTO FTG = 6,21 less 100%Friction Force = - 1,736.6 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths r Footing Design Results r Toe Width = 1.25 ft Toe Heel Heel Width = 3.25 Factored Pressure = 2,477 115 psf Total Footing Width = 4.50 Mu':Upward = 1,764 1,892 ft-# Footing Thickness = 12.00 in Mu':Downward = 192 3,510 ft-# Mu: Design = 1,572 1,619 ft-# Key Width = 0.00 in Actual 1-Way Shear = 10.97 5.87 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 fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 14.00 in Min,As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm. 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined F,vv v Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-i Dsgnr: DJH Date: 22 JUN 2015 _ for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd.. _ RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,705.0 3.21 5,470.2 Surcharge over Heel = 111.4 3.50 389.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge.Over Heel = 129.2 3.21 414.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 1.58 1,187.5 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 1.58 1,187.5 Seismic Earth Load = 266.0 4.20 1,117.4 Soil Over Toe = 0.63 = Surcharge Over Toe = Total 1,234.9 O.T.M. 3,508.0 Stem Weight(s) = 600.0 1.58 950.0 Earth @ Stem Transitions= Footing Weighi = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 2.72 Key Weight = Vertical Loads used for Soil Pressure= 4,609.2 lbs Vert.Component = Total= 3,859.2 lbs R.M.= 9,540.9 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title • Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-1 Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshdW RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08 License To:HORN CONSULTING ENGINEERS Criteria Soil Data �— Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Wali height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 35.0 psf/ft 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 = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 9 0 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 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Ap.lied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 750.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.418 Added seismic base force 439.8 lbs Design Kh = 0.200 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.141 Using Mononobe-Okabe I Seed-Whitman procedure F D Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-1 Dsgnr: DJH Date: 22 JUN 2015 _ for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd, - RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Desi•n Summa 4 Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.43 OK Wall Material Above"Ht" = Concrete Sliding = 1.51 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 7,110 lbs Rebar Spacing = 7.75 ...resultant ecc. = 7.77 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,660 psf OK fb/FB+fa/Fa = 0.973 Soil Pressure @ Heel = 447 psf OK Total Force @ Section lbs= 2,492.0 Allowable = 2,000 psf Moment....Actual ft-#= 7,976.0 Soil Pressure Less Than Allowable Moment Allowable = 8,200.4 ACI Factored©Toe = 2,062 psf ACI Factored @ Heel = 555 psf Shear Actual psi= 26.6 Footing Shear @ Toe = 20.9 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 10.9 psi OK Wali Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.21 Lateral Sliding Force = 2,000.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 156.3 lbs HOOK EMBED INTO FTG in= 8.15 Lapsplice above base reduced by stress ratio = lbs P less 100%Friction Force - 2,862.0 Hook embedment reduced Masonryby stress ratio Added Force Req'd = 0.0 lbs OK Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = _ Use Half Stresses = Modular Ratio'n' _ Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths ! Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,062 555 psf Total Footing Width = 6.75 Mu': Upward = 3,826 7,162 ft-# Footing Thickness = 12.00 in Mu':Downward = 492 10,971 ft-# Mu: Design = 3,334 3,810 ft-# Key Width = 0.00 in Actual 1-Way Shear = 20.89 10.93 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4©9.50 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4©9.50 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 14.00 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4©9.50 in,#5©14.50 in,#6@ 20.50 in,#7@ 28.00 in,#8@ 36.75 in,#9@ 46 Heel:#4©9.50 in,#5@ 14.50 in,#6@ 20.50 in,#7@ 28.00 in,#8@ 36.75 in,#9@ 46 Key: No key defined Piticr Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-I Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd RetainPro 10 (c)1987-2012,.Build 10.13.8.31 License:KW-06056184 Cantilevered Retaining Wall Design Code; IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 3,593.3 4.71 16,918.6 Surcharge over Heel = 143.2 4.50 644.3 Sloped Soil Over Hee! = Surcharge Over Toe = Surcharge Over Heel = 204.2 4.71 961.3 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.33 1,750.0 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 2.33 1,750.0 Seismic Earth Load = 439.8 5.40 2,374.9 Soil Over Toe = 1.00 = Surcharge Over Toe = Total 2,000.5 O.T.M. 7,271.7 Stem Weight(s) = 800.0 2.33 1,866.7 Earth @ Stem Transitions= = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 3.43 Key Weight = Vertical Loads used for Soil Pressure= 7,110.0 lbs Vert.Component = Total= 6,360.0 lbs R.M.= 24,913.8 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: page Project:JT Roth Medallion lot 9 yy tt Mark Stewart Loc5tion:m-1 _y , I Mark Stewart Home Design Multi-Loaded Multi-Span Beam +' 1., 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] ;a Sherwood,OR 97140 3.5JNx11.25INx9.33FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 6/22/2015 5:19:17 PM Section Adequate By:46.5% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.21 IN L/528 Dead Load 0.00 in 1 Total Load 0.21 IN L/523 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:U240 REACTIONS A B Live Load 4859 lb 3806 lb TR1 Dead Load 46 lb 46 lb Total Load 4905 lb 3852 lb " Bearing Length 1.87 in 1.47 in BEAM DATA Center Span Length 9.33 ftilliiiillMill-- Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.33 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 510 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2923 psi Load Number One Cd=1.00 CF=1.01 Live Load 1500 lb Shear Stress: Fv= 285 psi Fv'= 285 psi Dead Load 0 lb Cd=1.00 Location 5 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One -Controlling Moment: 11911 ft-lb Left Live Load 500 plf 4.85 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 500 plf Controlling Shear: 4905 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 5 ft Load Length 5 ft Comparisons with required sections: Req'd Provided Section Modulus: 48.89 in3 73.83 in3 Area(Shear): 25.81 in2 39.38 in2 Moment of Inertia(deflection): 283.39 in4 415.28 in4 Moment: 11911 ft-lb 17986 ft-lb Shear: 4905 lb 7481 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:m-2 ' Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of .0446516 [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5-IN x 11.25 IN x 5.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 6/22/2015 5:19:17 PM Section Adequate By:321.6% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN L/5063 Dead Load 0.00 in Total Load 0.01 IN L/4993 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1750 lb 1750 lb Dead Load 25 lb 25 lb Total Load 1775 lb 1775 lb Bearing Length 0.68 in 0.68 in --— BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 700 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 710 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2923 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 2218 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1775 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: 9.11 in3 73.83 in3 Area(Shear): 9.34 in2 39.38 in2 Moment of Inertia(deflection): 29.53 in4 415.28 in4 Moment: 2218 ft-lb 17986 ft-lb Shear: 1775 lb 7481 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:m-3 y „ i Mark Stewart Home Design Multi-Loaded Multi-Span Beam .: .' ,;•: 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5-IN x 11.25 IN x 10.0 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 6/22/2015 5:19:17 PM Section Adequate By:75.8% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.19 IN L/633 Dead Load 0.00 in Total Load 0.19 IN L/624 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3500 lb 3500 lb Dead Load 49 lb 49 lb w Total Load 3549 lb 3549 lb Bearing Length 1.35 in 1.35 in BEAM DATA Center to ft Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 700 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 710 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2923 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.±to Grain: Fc-±= 750 psi Fc-±'= 750 psi Controlling Moment: 8873 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3549 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: 36.42 in3 73.83 in3 Area(Shear): 18.68 in2 39.38 in2 Moment of Inertia(deflection): 236.21 in4 415.28 in4 Moment: 8873 ft-lb 17986 ft-lb Shear: 3549 lb 7481 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:m-4i Mark Stewart Home Design Multi-Loaded Multi-Span Beam 44 . 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5-IN x 11.25 IN x 3.25 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 8.0.113.0 6/22/2015 5:19:17 PM Section Adequate By:548.6% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1138 lb 1138 lb Dead Load 16 lb 16 lb Total Load 1153 lb 1153 lb Bearing Length 0.44 in 0.44 in —.. ... BEAM DATA Center Span Length 3.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.25 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 700 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 10 plf 2.0 Rigidlam LVL-Roseburg Forest Products Total Uniform Load 710 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2923 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 285 psi Fv'= 285 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E.= 2000 ksi Comp. L to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 937 ft-lb 1.62 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1153 lb 3.0 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: 3.85 in3 73.83 in3 Area(Shear): 6.07 in2 39.38 in2 Moment of Inertia(deflection): 8.11 in4 415.28 in4 Moment: 937 ft-lb 17986 ft-lb Shear: -1153 lb 7481 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:m-6 Mark StewaHome 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 11.25 IN x 9.5 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 6/22/2015 5:19:17 PM Section Adequate By:232.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/1938 Dead Load 0.05 in Total Load 0.11 IN L/1079 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1900 lb 1900 lb Dead Load 1513 lb 1513 lb Total Load 3413 lb 3413 lb W Bearing Length 0.87 in 0.87 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 300 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 718 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2921 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp. L to Grain: Fc- L= 750 psi Fc--L'= 750 psi Controlling Moment: 8105 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: 3413 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: 33.3 in3 110.74 in3 Area(Shear): 17.65 in2 59.06 in2 Moment of Inertia(deflection): 138.58 in4 622.92 in4 Moment: 8105 ft-lb 26955 ft-lb Shear: 3413 lb 11419 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:L-8 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5INx11.5INx7.0FT #1 -Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:17 PM Section Adequate By:66.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.06 IN L/1437 Dead Load 0.00 in Total Load 0.06 IN L/1421 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3625 lb 3625 lb Dead Load 48 lb 48 lb Total Load 3673 lb 3673 lb w Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 7 ft Unbraced Length-Top 0 ft 111111 Unbraced Length-Bottom 7 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 750 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #1 -Douglas-Fir-Larch Total Uniform Load 764 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 1350 psi Fb'= 1350 psi Load Number One Cd=1.00 CF=1.00 Live Load 2000 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 3.5 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.--to Grain: Fc-_= 625 psi Fc-_'= 625 psi Controlling Moment: 8178 ft-lb 3.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 3673 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: 72.69 in3 121.23 in3 Area(Shear): 32.41 in2 63.25 in2 Moment of Inertia(deflection): 174.65 in4 697.07 in4 Moment: 8178 ft-lb 13638 ft-lb Shear: 3673 lb 7168 lb page Project:JT Roth Medallion lot 9 / Mark Stewart Location:L-2 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.51N x 11.5IN x 8.25 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:69.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.07 IN L/1435 Dead Load 0.00 in Total Load 0.07 IN L/1403 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2475 lb 2475 lb Dead Load 57 lb 57 lb Total Load 2532 lb 2532 lb Bearing Length 0.74 in 0.74 in BEAM DATA Center Span Length 8.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.25 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 614 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.1 to Grain: Fc-1= 625 psi Fc-1'= 625 psi Controlling Moment: 5221 ft-lb 4.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2532 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: 71.61 in3 121.23 in3 Area(Shear): 22.34 in2 63.25 in2 Moment of Inertia(deflection): 174.91 in4 697.07 in4 Moment: 5221 ft-lb 8840 ft-lb Shear: 2532 lb 7168 lb page Project:JT Roth Medallion lot 9 Mark Stewart / Location:L-31•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 5.5INx9.5INx4.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:68.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.03 IN L/2136 Dead Load 0.00 in Total Load 0.03 IN L/2119 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3150 lb 3150 lb Dead Load 25 lb 25 lb Total Load 3175 lb 3175 lb W Bearing Length 0.92 in 0.92 in BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 1400 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 11 plf #2-Douglas-Fir-Larch Total Uniform Load 1411 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. L to Grain: Fc- = 625 psi Fc--- = 625 psi Controlling Moment: 3572 ft-lb 2.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -3175 lb 5.0 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: 48.99 in3 82.73 in3 Area(Shear): 28.02 in2 52.25 in2 Moment of Inertia(deflection): 66.23 in4 392.96 in4 Moment: 3572 ft-lb 6032 ft-lb Shear: -3175 lb 5922 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:L-5 + Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.5-IN x 11.25 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:99.2% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN L/2663 Dead Load 0.00 in Total Load 0.03 IN L/2635 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2200 lb 2200 lb Dead Load 23 lb 23 lb Total Load 2223 lb 2223 lb W Bearing Length 1.02 in 1.02 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 800 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 9 plf #2-Douglas-Fir-Larch Total Uniform Load 809 plf Base Values Adjusted Bending Stress: Fb= 900 psi Fb'= 990 psi Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Controlling Moment: 3057 ft-lb 2.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2223 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: 37.06 in3 73.83 in3 Area(Shear): 18.53 in2 39.38 in2 Moment of Inertia(deflection): 56.14 in4 415.28 in4 Moment: 3057 ft-lb 6091 ft-lb Shear: -2223 lb 4725 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:L-6 Mark Stewart Home Design Multi-Loaded Multi-Span Beam ' 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.125 IN x 13.5IN x 3.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:13.3% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.01 IN U3960 Dead Load 0.00 in Total Load 0.01 IN L/3954 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 6567 lb 4733 lb Dead Load 14 lb 14 lb Total Load 6580 lb 4747 lb Bearing Length 3.24 in 2.34 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 Uniform Live Load 100 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 9 plf Notch Depth 0.00 Total Uniform Load 109 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted. Live Load 11000 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 1.25 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.±to Grain: Fc- L= 650 psi Fc--- = 650 psi Controlling Moment: 8095 ft-lb 1.26 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 6580 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: 40.47 in3 94.92 in3 Area(Shear): 37.25 in2 42.19 in2 Moment of Inertia(deflection): 58.24 in4 640.72 in4 Moment: 8095 ft-lb 18984 ft-lb Shear: 6580 lb 7453 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:NEW BEAM 3 ' Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 IN x 12.0IN x 8.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:107.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN L/967 Dead Load 0.00 in i Total Load 0.11 IN L/956 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3538 lb 4862 lb TRI Dead Load 57 lb 57 lb W Total Load 3595 lb 4918 lb Bearing Length 1.08 in 1.48 in BEAM DATA Center Span Length 8.5 ft /11.11111111 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 Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 213 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 2500 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 4 ft Cd=1.00 Shear Stress: Fv= 265 psi Fv'= 265 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1.00 Load Number One Two Modulus of Elasticity: E= 1800 ksi E'= 1800 ksi Left Live Load 800 plf 0 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf 0 plf Comp. 1 to Grain: Fc-L= 650 psi Fc-L'= 650 psi Right Live Load 800 plf 300 plf Right Dead Load 0 plf 0 plf Controlling Moment: 11862 ft-lb Load Start 4 ft O ft 3.99 Ft from left support of span 2(Center Span) Load End 8.5 ft 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.5 ft 4 ft Controlling Shear: -4918 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: 59.31 in3 123 in3 Area(Shear): 27.84 in2 61.5 in2 Moment of Inertia(deflection): 274.77 in4 738 in4 Moment: 11862 ft-lb 24600 ft-lb Shear: -4918 lb 10865 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:L-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 5.125 IN x 18.0IN x 21.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:10.4% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.63 IN L/397 Dead Load 0.02 in Total Load 0.65 IN L/385 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 6825 lb 6825 lb Dead Load 210 lb 210 lb Total Load 7035 lb 7035 lb W Bearing Length 2.11 in 2.11 in BEAM DATA Center Span Length 21 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 21 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 650 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 20 plf Notch Depth 0.00 Total Uniform Load 670 plf MATERIAL PROPERTIES 24F-V4-Visually Graded Western Species Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by: Fbcmpr= 1850 psi Fb'= 2305 psi Cd—=1.00 Cv=0.96 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.3-to Grain: Fc- = 650 psi Fc--- = 650 psi Controlling Moment: 36934 ft-lb 10.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 7035 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: 192.31 in3 276.75 in3 Area(Shear): 39.82 in2 92.25 in2 Moment of Inertia(deflection): 2257.01 in4 2490.75 in4 Moment: 36934 ft-lb 53151 ft-lb Shear: 7035 lb 16298 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:L-1 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 [2009 International Building Code(2005 NDS)] Y Sherwood,OR 97140 or 5.5-IN x 11.5 IN x 5.5 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:11.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN L/1386 Dead Load 0.00 in 1 Total Load 0.05 IN L/1377 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5870 lb 5180 lb TRI Dead Load 38 lb 38 lb Total Load 5908 lb 5217 lb W Bearing Length 1.72 in 1.52 in BEAM DATA Center Span Length 5.5 ftiiiiiiiiii Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 1500 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 1514 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb - Cd=1.00 Location 1.5 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp.1 to Grain: Fc-1= 625 psi Fc-1-'= 625 psi Load Number One Left Live Load 200 plf Controlling Moment: 7941 ft-lb Left Dead Load 0 plf 2.48 Ft from left support of span 2(Center Span) Right Live Load 200 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: 5908 lb Load Start 1.5 ft At left support of span 2(Center Span) Load End 5.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Comparisons with required sections: Req'd Provided Section Modulus: 108.91 in3 121.23 in3 Area(Shear): 52.13 in2 63.25 in2 Moment of Inertia(deflection): 181.03 in4 697.07 in4 Moment: 7941 ft-lb 8840 ft-lb Shear: 5908 lb 7168 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:GTT 4 I Mark Stewart Home Design Multi-Loaded Multi-Span Beam -.o 22582 SW Main St #309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.75 IN x 18.0IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:28.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.52 IN L/464 Dead Load 0.02 in Total Load 0.53 IN L/450 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 8920 lb 5280 lb Dead Load 263 lb 263 lb Total Load 9183 lb 5543 lb Bearing Length 2.09 in 1.26 in BEAM DATA Center 20 ft 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 0 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 26 plf Notch Depth 0.00 Total Uniform Load 26 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 3400 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2253 psi Location 12 ft Cd=1.00 Cv=0.94 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 900 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf t Comp.-I-to Grain: Fc- L= 650 psi Fc-1'= 650 psi Right Live Load 900 plf Right Dead Load 0 plf Controlling Moment: 45517 ft-lb Load Start 0 ft 10.0 Ft from left support of span 2(Center Span) Load End 12 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12 ft Controlling Shear: 9183 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: 242.43 in3 364.5 in3 Area(Shear): 51.98 in2 121.5 in2 Moment of Inertia(deflection): 2544.81 in4 3280.5 in4 Moment: 45517 ft-lb 68435 ft-lb Shear: 9183 lb 21465 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:NEW BEAM 4 Mark Stewart Home Design Multi-Loaded Multi-Span Beam22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.25 IN x 11.25 IN x 12.0 FT(10+2) 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:476.8% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Right Live Load 0.04 IN L/3323 -0.02 IN 2L/2076 Dead Load 0.00 in 0.00 in Total Load 0.04 IN L/3067 -0.02 IN 2L/1932 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1000 lb 1330 lb Dead Load 89 lb 133 lb Total Load 1089 lb 1463 lb '" w Bearing Length 0.28 in 0.37 in BEAM DATA Center Right ion 2ft Span Length 10 ft 2 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 10 ft 2 ft UNIFORM LOADS Center Right Live Load Duration Factor 1.00 Notch Depth 0.00 Uniform Live Load 200 plf 150 plf Uniform Dead Load 0 plf 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 218 plf 168 plf Base Values Adjusted Bending Stress: Fb= 2900 psi Fb'= 2921 psi Cd=1.00 CF=1.01 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 2712 ft-lb 5.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -1126 lb At right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 11.14 in3 110.74 in3 Area(Shear): 5.82 in2 59.06 in2 Moment of Inertia(deflection): 107.99 in4 622.92 in4 Moment: 2712 ft-lb 26955 ft-lb Shear: -1126 lb 11419 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:u-11 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] fi Sherwood,OR 97140 5.5.INx9.5INx5.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:18 PM Section Adequate By:21.8% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.04 IN L/1529 Dead Load 0.00 in 1 Total Load 0.04 IN L/1513 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1638 lb 3938 lb TR1 Dead Load 31 lb 31 lb Total Load 1669 lb 3969 lb • Bearing Length 0.49 in 1.15 in BEAM DATA Center Span Length 5.5 ft111=Millid' - Unbraced Length-Top 0 ft Unbraced Length-Bottom 5.5 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 11 plf #2-Douglas-Fir-Larch Total Uniform Load 211 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 3500 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 _ Location 4 ft Modulus of Elasticity: E= 1300 ksi E'= 1300 ksi Min.Mod.of Elasticity: E_min= 470 ksi E_min'= 470 ksi TRAPEZOIDAL LOADS-CENTER SPAN Comp. L to Grain: Fc- L= 625 psi Fc-1'= 625 psi Load Number One Left Live Load 650 plf Controlling Moment: 4951 ft-lb Left Dead Load 0 plf 3.96 Ft from left support of span 2(Center Span) Right Live Load 650 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 0 plf Controlling Shear: -3969 lb Load Start 4 ft 6.0 Ft from left support of span 2(Center Span) Load End 5.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 1.5 ft Comparisons with required sections: Req'd Provided Section Modulus: 67.9 in3 82.73 in3 Area(Shear): 35.02 in2 52.25 in2 Moment of Inertia(deflection): 92.53 in4 392.96 in4 Moment: 4951 ft-lb 6032 ft-lb Shear: -3969 lb 5922 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:u-2 i Mark Stewart Home Design Multi-Loaded Multi-Span Beam ,mow 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5-INx11.5INx3.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:1026.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 613 lb 613 lb Dead Load 24 lb 24 lb Total Load 636 lb 636 lb Bearing Length 0.19 in 0.19 in BEAM DATA Center Span Length 3.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 3.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 350 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 364 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.1 to Grain: Fc-J = 625 psi Fc- = 625 psi Controlling Moment: 557 ft-lb 1.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -636 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 Comparisons with required sections: Redd Provided Section Modulus: 7.64 in3 121.23 in3 Area(Shear): 5.62 in2 63.25 in2 Moment of Inertia(deflection): 7.79 in4 697.07 in4 Moment: 557 ft-lb 8840 ft-lb Shear: -636 lb 7168 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:u-3 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.81Nx11.5INx8.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:169.1% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN L/2249 Dead Load 0.00 in Total Load 0.05 IN L/2164 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1488 lb 1488 lb Dead Load 58 lb 58 lb w Total Load 1546 lb 1546 lb Bearing Length 0.45 in 0.45 in wwwwwwww 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 350 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 364 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: 3285 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: 1546 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: 45.05 in3 121.23 in3 Area(Shear): 13.64 in2 63.25 in2 Moment of Inertia(deflection): 111.59 in4 697.07 in4 Moment: 3285 ft-lb 8840 ft-lb Shear: 1546 lb 7168 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:u-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 5.5 IN x 11.5 IN x 4.0 FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:885.4% Controlling Factor:Shear LOADING DIAGRAM DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 700 lb 700 lb Dead Load 27 lb 27 lb Total Load 727 lb 727 lb w' Bearing Length 0.21 in 0.21 in BEAM DATA Center Span Length 4 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 350 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 364 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: Emin= 470 ksi E_min'= 470 ksi Comp.±to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 727 ft-lb 2.0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 727 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: 9.98 in3 121.23 in3 Area(Shear): 6.42 in2 63.25 in2 Moment of Inertia(deflection): 11.63 in4 697.07 in4 Moment: 727 ft-lb 8840 ft-lb Shear: 727 lb 7168 lb page Project:JT Roth Medallion lot 9 Mark Stewart / Location:u-5 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of .1410* [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.5 INx11.5INx16.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:15.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.33 IN L/590 Dead Load 0.02 in Total Load 0.35 IN L/552 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 1300 lb 1300 lb Dead Load 110 lb 110 lb Total Load 1410 lb 1410 lb Bearing Length 0.41 in 0.41 in BEAM DATA Center Span Length 16 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 16 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 114 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 1000 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 8 ft 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- L= 625 psi Fc- = 625 psi Controlling Moment: 7639 ft-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 Controlling Shear: -1410 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: 104.76 in3 121.23 in3 Area(Shear): 12.44 in2 63.25 in2 Moment of Inertia(deflection): 425.3 in4 697.07 in4 Moment: 7639 ft-lb 8840 ft-lb Shear: -1410 lb 7168 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:NEW BEAM 1 2 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 11.25 IN x 10.0 FT 2.0E Parallam-iLevel Trus Joist StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:87.2% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.18 IN L/674 Dead Load 0.00 in Total Load 0.18 IN L/662 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4710 lb 4690 lb TR1 Dead Load 92 lb 92 lb Total Load 4802 lb 4782 lb w Bearing Length 1.22 in 1.21 in BEAM DATA Center loft Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 700 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 18 plf 2.0E Parallam-iLevel Trus Joist Total Uniform Load 718 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 2900 psi Fb'= 2921 psi Load Number One Cd=1.00 CF=1.01 Live Load 1000 lb Shear Stress: Fv= 290 psi Fv'= 290 psi Dead Load 0 lb Cd=1.00 - Location 7 ft Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-I-to Grain: Fc-1= 750 psi Fc-1'= 750 psi TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Controlling Moment: 12554 ft-lb Left Live Load 200 plf 5.2 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 200 plf Controlling Shear: 4802 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 7 ft Load Length 7 ft Comparisons with required sections: Req'd Provided Section Modulus: 51.58 in3 110.74 in3 Area(Shear): 24.84 in2 59.06 in2 Moment of Inertia(deflection): 332.76 in4 622.92 in4 Moment: 12554 ft-lb 26955 ft-lb Shear: 4802 lb 11419 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:x-3 i Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.51Nx11.5INx13.5FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:81.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.16 IN L/982 Dead Load 0.01 in Total Load 0.18 IN L/919 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 1350 lb 1350 lb Dead Load 93 lb 93 lb w Total Load 1443 lb 1443 lb Bearing Length 0.42 in 0.42 in BEAM DATA Center Span Length 13.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 13.5 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 14 plf #2-Douglas-Fir-Larch Total Uniform Load 214 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.1 to Grain: Fc-1= 625 psi Fc-L'= 625 psi Controlling Moment: 4869 ft-lb 6.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1443 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: 66.77 in3 121.23 in3 Area(Shear): 12.73 in2 63.25 in2 Moment of Inertia(deflection): 255.46 in4 697.07 in4 Moment: 4869 ft-lb 8840 ft-lb Shear: 1443 lb 7168 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:x-4 ,ftStewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] - Sherwood,OR 97140 5.125 IN x 12.0 IN x 9.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:76.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.15 IN L/764 Dead Load 0.00 in Total Load 0.15 IN L/755 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 3265 lb 5210 lb TR1 Dead Load 63 lb 63 lb Total Load 3328 lb 5273 lb "' Bearing Length 1.00 in 1.58 in BEAM DATA Center Span Length 9.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 9.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 13 plf Notch Depth 0.00 Total Uniform Load 213 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 3200 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 5 ft Cd=1.00 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 750 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.1 to Grain: Fc-1= 650 psi Fc--I-'= 650 psi Right Live Load 750 plf Right Dead Load 0 plf Controlling Moment: 13942 ft-lb Load Start 5 ft 5.03 Ft from left support of span 2(Center Span) Load End 9.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4.5 ft Controlling Shear: -5273 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 Comparisons with required sections: Req'd Provided Section Modulus: 69.71 in3 123 in3 Area(Shear): 29.85 in2 61.5 in2 Moment of Inertia(deflection): 347.79 in4 738 in4 Moment: 13942 ft-lb 24600 ft-lb Shear: -5273 lb 10865 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:x-2i Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.1.25 IN x 16.5IN x 19.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:32.9% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.49 IN L/478 Dead Load 0.02 in i Total Load 0.51 IN L/462 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 6404 lb 3396 lb TRI Dead Load 179 lb 179 lb w Total Load 6583 lb 3575 lb Bearing Length 1.98 in 1.07 in BEAM DATA Center Span Length 19.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 19.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 200 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 18 plf Notch Depth 0.00 Total Uniform Load 218 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 3500 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2342 psi Location 6 ft Cd=1.00 Cv=0.98 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 400 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Right Live Load 400 plf Right Dead Load 0 plf Controlling Moment: 28332 ft-lb Load Start 0 ft 6.05 Ft from left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: 6583 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: 145.17 in3 232.55 in3 Area(Shear): 37.26 in2 84.56 in2 Moment of Inertia(deflection): 1443.67 in4 1918.51 in4 Moment: 28332 ft-lb 45387 ft-lb Shear: 6583 lb 14939 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:u-6 i Mark Stewart Home Design Multi-Loaded Multi-Span Beam *,4 .' 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.t25 IN x 10.5IN x 6.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:89.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.05 IN L/1485 Dead Load 0.00 in 1 Total Load 0.05 IN L/1471 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4973 lb 2220 lb TRI Dead Load 38 lb 38 lb Total Load 5011 lb 2257 lb w Bearing Length 1.50 in 0.68 in BEAM DATA Center Span Length 6.5 ft 111111 Unbraced Length-Top 0 ft Unbraced Length-Bottom 6.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 Uniform Live Load 100 plf Camber Required 0 Uniform Dead Load 0 plf Notch Depth 0.00 Beam Self Weight 12 plf Total Uniform Load 112 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 5543 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 1.5 ft Cd=1.00 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 200 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 7367 ft-lb Load Start 1.5 ft 1.49 Ft from left support of span 2(Center Span) Load End 6.5 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5 ft Controlling Shear: 5011 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: 36.84 in3 94.17 in3 Area(Shear): 28.37 in2 53.81 in2 Moment of Inertia(deflection): 119.84 in4 494.4 in4 Moment: 7367 ft-lb 18834 ft-lb Shear: 5011 lb 9507 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:x-11 Mark Stewart Home Design Multi-Loaded Multi-Span Beam -.a,„. 22582 SW Main St #309 of/ [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 INx10.5INx8.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:19 PM Section Adequate By:114.4% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.11 IN L/870 Dead Load 0.00 in Total Load 0.11 IN L/861 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4090 lb 3587 lb TRI Dead Load 47 lb 47 lb Total Load 4136 lb 3634 lb "r Bearing Length 1.24 in 1.09 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Camber Adj.Factor 1.5 Uniform Live Load 540 plf Required 0 Uniform Dead Load 0 plf CamberBeam Self Weight 12 plf Notch D 0.00 Total Uniform Load 552 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 2257 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 2.5 ft Cd=1.00 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 200 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-I-to Grain: Fc-1= 650 psi Fc-1'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 8783 ft-lb Load Start 2.5 ft 3.2 Ft from left support of span 2(Center Span) Load End 8 ft Created by combining all dead loads and live loads on span(s)2 Load Length 5.5 ft Controlling Shear: 4136 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: 43.92 in3 94.17 in3 Area(Shear): 23.41 in2 53.81 in2 Moment of Inertia(deflection): 204.49 in4 494.4 in4 Moment: 8783 ft-lb 18834 ft-lb Shear: 4136 lb 9507 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:mx-1ing–Tr!,2Mark Stewart Home Design Multi-Loaded Multi-Span Beam ‘..77.1111 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.3 IN x 11.25 IN x 2.5 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:1363.0% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/MAX Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 313 lb 313 lb Dead Load 10 lb 10 lb Total Load 323 lb 323 lb Bearing Length 0.15 in 0.15 in ::.—.r,... BEAM DATA Center Span Length 2.5 ft Unbraced Length-Top 0 ft 1.1111111.11 Unbraced Length-Bottom 2.5 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 8 plf #2-Douglas-Fir-Larch(North) Total Uniform Load 258 plf Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 935 psi Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc- = 625 psi Fc- L'= 625 psi Controlling Moment: 202 ft-lb 1.25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 323 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: 2.59 in3 73.83 in3 Area(Shear): 2.69 in2 39.38 in2 Moment of Inertia(deflection): 1.65 in4 415.28 in4 Moment: 202 ft-lb 5752 ft-lb Shear: 323 lb 4725 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:mx-2 41 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 3.5"INx 11.25 IN x 10.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:190.7% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.05 IN L/2436 Dead Load 0.00 in Total Load 0.05 IN L/2303 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 710 lb 613 lb Dead Load 42 lb 42 lb w Total Load 752 lb 655 lb Bearing Length 0.34 in 0.30 in BEAM DATA Center to n Span Length 10 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 10 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 100 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 8 plf #2-Douglas-Fir-Larch(North) Total Uniform Load 108 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 850 psi Fb'= 935 psi Load Number One Cd=1.00 CF=1.10 Live Load 323 lb Shear Stress: Fv= 180 psi Fv'= 180 psi Dead Load 0 lb Cd=1.00 Location 3.5 ft Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp. L to Grain: Fc-1= 625 psi Fc- 1'= 625 psi Controlling Moment: 1979 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: 752 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: 25.39 in3 73.83 in3 Area(Shear): 6.26 in2 39.38 in2 Moment of Inertia(deflection): 61.38 in4 415.28 in4 Moment: 1979 ft-lb 5752 ft-lb Shear: 752 lb 4725 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:m-5 ` Mark Stewart Home Design Multi-Loaded Multi-Span Beam - 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 3.s IN x 11.25 IN x 5.0 FT #2-Douglas-Fir-Larch(North)-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:102.6% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.02 IN L/3151 Dead Load 0.00 in Total Load 0.02 IN L/3121 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2250 lb 2250 lb Dead Load 21 lb 21 lb Total Load 2271 lb 2271 lb w` Bearing Length 1.04 in 1.04 in BEAM DATA Center Span Length 5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 900 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 8 plf #2-Douglas-Fir-Larch(North) Total Uniform Load 908 plf Base Values Adjusted Bending Stress: Fb= 850 psi Fb'= 935 psi Cd=1.00 CF=1.10 Shear Stress: Fv= 180 psi Fv'= 180 psi Cd=1.00 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi Comp.1 to Grain: Fc- = 625 psi Fc- = 625 psi Controlling Moment: 2839 ft-lb 2.5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2271 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: 36.43 in3 73.83 in3 Area(Shear): 18.92 in2 39.38 in2 Moment of Inertia(deflection): 47.45 in4 415.28 in4 Moment: 2839 ft-lb 5752 ft-lb Shear: 2271 lb 4725 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:m-8 ' Mark Stewart Home Design Multi-Loaded Multi-Span Beam 3 22582 SW M-.400410" ain St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.9 INx11.5INx8.0FT #2-Douglas-Fir-Larch-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:52.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.07 IN L/1421 Dead Load 0.00 in Total Load 0.07 IN L/1392 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 2502 lb 2141 lb Dead Load 55 lb 55 lb Total Load 2557 lb 2196 lb " Bearing Length 0.74 in 0.64 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 400 plf Notch Depth 0.00 Uniform Dead Load 0 plf MATERIAL PROPERTIES Beam Self Weight 14 plf #2-Douglas-Fir-Larch Total Uniform Load 414 plf Base Values Adjusted POINT LOADS-CENTER SPAN Bending Stress: Fb= 875 psi Fb'= 875 psi Load Number One Cd=1.00 CF=1.00 Live Load 1443 lb Shear Stress: Fv= 170 psi Fv'= 170 psi Dead Load 0 lb Cd=1.00 Location 3 ft 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-1 = 625 psi Fc- = 625 psi Controlling Moment: 5803 ft-lb 3.04 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2557 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: 79.58 in3 121.23 in3 Area(Shear): 22.56 in2 63.25 in2 Moment of Inertia(deflection): 176.6 in4 697.07 in4 Moment: 5803 ft-lb 8840 ft-lb Shear: 2557 lb 7168 lb Project:JT Roth Medallion lot 9 Paye Mark Stewart Loeation:m-9 Mark Stewart Home Design Multi-Loaded Multi-Span Beam $;,, 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.1.25 IN x 13.5IN x 16.5 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:40.3% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.39 IN L/505 Dead Load 0.01 in 1 Total Load 0.41 IN L/489 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 4703 lb 2779 lb TR1 Dead Load 124 lb 124 lb Total Load 4826 lb 2903 lb Bearing Length 1.45 in 0.87 in BEAM DATA Center Span Length 16.5 ft Unbraced Length-Top 0 ft 11111111 .11N-- Unbraced Length-Bottom 16.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 250 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.01 Beam Self Weight 15 plf Notch Depth 0.00 Total Uniform Load 265 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 2557 lb Bending Stress: Fb= 2400 psi Controlled by: Fb cmpr= 1850 Dead Load 0 lb p psi Fb'= 2400 psi Location 4 ft Cd=1.00 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 200 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-L to Grain: Fc---= 650 psi Fc-1'= 650 psi Right Live Load 200 plf Right Dead Load 0 plf Controlling Moment: 15901 ft-lb Load Start 0 ft 5.61 Ft from left support of span 2(Center Span) Load End 4 ft Created by combining all dead loads and live loads on span(s)2 Load Length 4 ft Controlling Shear: 4826 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: 79.51 in3 155.67 in3 Area(Shear): 27.32 in2 69.19 in2 Moment of Inertia(deflection): 749.01 in4 1050.79 in4 Moment: 15901 ft-lb 31134 ft-lb Shear: 4826 lb 12223 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:m-7 .'i Mark Stewart Home Design Multi-Loaded Multi-Span Beam 4eank22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.75 IN x 15.0 IN x 20.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:28.2% LOADING DIAGRAM Controlling Factor:Deflection DEFLECTIONS Center Live Load 0.52 IN L/461 Dead Load 0.02 in 1 Total Load 0.54 IN L/442 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 5952 lb 3344 lb TR1 Dead Load 219 lb 219 lb Total Load 6172 lb 3563 lb W Bearing Length 1.41 in 0.81 in BEAM DATA Center 20 n 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 200 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 22 plf Notch Depth 0.00 Total Uniform Load 222 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 2196 lb 2200 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2294 psi Location 5.5 ft 5.5 ft Cd=1.00 Cv=0.96 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 150 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.-L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Right Live Load 150 plf Right Dead Load 0 plf Controlling Moment: 28289 ft-lb Load Start 0 ft 5.6 Ft from left support of span 2(Center Span) Load End 6 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 ft Controlling Shear: 6172 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: 147.95 in3 253.13 in3 Area(Shear): 34.93 in2 101.25 in2 Moment of Inertia(deflection): 1481.34 in4 1898.44 in4 Moment: 28289 ft-lb 48399 ft-lb Shear: 6172 lb 17888 lb page Project:JT Roth Medallion lot 9 Mark Stewart ,,- Location:New Beam2 ,y . ' Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 or [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 6.T5INx24.0INx22.0FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:27.3% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.56 IN L/470 Dead Load 0.01 in Total Load 0.57 IN L/459 2 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A B Live Load 11956 lb 15549 lb TR1 Dead Load 386 lb 386 lb w Total Load 12342 lb 15935 lb Bearing Length 2.81 in 3.63 in "iiiiiii BEAM DATA Center Span Length 22 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 22 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 275 plf Camber Adj.Factor 1.5 Uniform Dead Load 0 plf Camber Required 0.02 Beam Self Weight 35 plf Notch Depth 0.00 Total Uniform Load 310 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 6172 Ib 6583 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2168 psi Location 7.5 ft 15.33 ft Cd=1.00 Cv=0.90 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 600 plf Min.Mod.of Elasticity: E_min= 930 ksi E_min'= 930 ksi Left Dead Load 0 plf Comp.L to Grain: Fc-1= 650 psi Fc- L'= 650 psi Right Live Load 600 plf Right Dead Load 0 plf Controlling Moment: 91960 ft-lb Load Start 7.5 ft 11.66 Ft from left support of span 2(Center Span) Load End 22 ft Created by combining all dead loads and live loads on span(s)2 Load Length 14.5 ft Controlling Shear: -15935 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: 508.93 in3 648 in3 Area(Shear): 90.2 in2 162 in2 Moment of Inertia(deflection): 5952.56 in4 7776 in4 Moment: 91960 ft-lb 117090 ft-lb Shear: -15935 lb 28620 lb page Project:JT Roth Medallion lot 9 Mark Stewart Location:NEW BEAM 2A j Mark Stewart Home Design Multi-Loaded Multi-Span Beam - , - ;.; 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5125 IN x 13.5 IN x 8.0 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:8.7% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.11 IN L/865 Dead Load 0.00 in Total Load 0.11 IN L/859 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 1 REACTIONS A B Live Load 5862 lb 11185 lb Dead Load 60 lb 60 lb Total Load 5921 lb 11244 lb w Bearing Length 1.78 in 3.38 in BEAM DATA Center Span Length 8 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 800 plf Camber Adj.Factor 1 Uniform Dead Load 0 plf Camber Required 0 Beam Self Weight 15 plf Notch Depth 0.00 Total Uniform Load 815 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Two Base Values Adjusted Live Load 9183 lb 1463 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb 0 lb Fb_cmpr= 1850 psi Fb'= 2400 psi Location 6 ft 6 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. L to Grain: Fc- L= 650 psi Fc-1'= 650 psi Controlling Moment: 20859 ft-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 Controlling Shear: -11244 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: 104.3 in3 155.67 in3 Area(Shear): 63.65 in2 69.19 in2 Moment of Inertia(deflection): 437.55 in4 1050.79 in4 Moment: 20859 ft-lb 31134 ft-lb Shear: -11244 lb 12223 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:1-2 „leti Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.425 IN x 10.5 IN x 8.25 FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:261.9% LOADING DIAGRAM Controlling Factor:Moment DEFLECTIONS Center Live Load 0.07 IN L/1409 Dead Load 0.00 in Total Load 0.07 IN L/1382 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 2475 lb 2475 lb Dead Load 48 lb 48 lb Total Load 2523 lb 2523 lb W Bearing Length 0.76 in 0.76 in BEAM DATA Center Span Length 8.25 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 8.25 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 600 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 612 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-1= 650 psi Fc--'= 650 psi Controlling Moment: 5204 ft-lb 4.12 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -2523 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: 26.02 in3 94.17 in3 Area(Shear): 14.28 in2 53.81 in2 Moment of Inertia(deflection): 126.32 in4 494.4 in4 Moment: 5204 ft-lb 18834 ft-lb Shear: -2523 lb 9507 lb Project:JT Roth Medallion lot 9 page Mark Stewart Location:I-3 Mark Stewart Home Design Multi-Loaded Multi-Span Beam 22582 SW Main St #309 of [2009 International Building Code(2005 NDS)] Sherwood,OR 97140 5.125 INx10.5INx4.5FT 24F-V4-Visually Graded Western Species-Dry Use StruCalc Version 8.0.113.0 6/22/2015 5:19:20 PM Section Adequate By:119.2% LOADING DIAGRAM Controlling Factor:Shear DEFLECTIONS Center Live Load 0.02 IN L/3077 Dead Load 0.00 in Total Load 0.02 IN L/3055 Live Load Deflection Criteria:L/360 Total Load Deflection Criteria:L/240 REACTIONS A Live Load 3689 lb 4311 lb Dead Load 26 lb 26 lb Total Load 3715 lb 4337 lb W Bearing Length 1.12 in 1.30 in BEAM DATA Center Span Length 4.5 ft Unbraced Length-Top 0 ft Unbraced Length-Bottom 4.5 ft UNIFORM LOADS Center Live Load Duration Factor 1.00 Uniform Live Load 1600 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 1612 plf MATERIAL PROPERTIES POINT LOADS-CENTER SPAN 24F-V4-Visually Graded Western Species Load Number One Base Values Adjusted Live Load 800 lb Bending Stress: Fb= 2400 psi Controlled by: Dead Load 0 lb Fbcmpr= 1850 psi Fb'= 2400 psi Location 4 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.L to Grain: Fc-L= 650 psi Fc-L'= 650 psi Controlling Moment: 4282 ft-lb 2.3 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4337 lb 5.0 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: 21.41 in3 94.17 in3 Area(Shear): 24.55 in2 53.81 in2 Moment of Inertia(deflection): 57.85 in4 494.4 in4 Moment: 4282 ft-lb 18834 ft-lb Shear: -4337 lb 9507 lb