Loading...
Specifications (43) Art 57)--a/i --v4Jss-s— 1SLL b &.74,1,� C HORN H-E CONSULTING ENGINEERS LLC Structural Calculations: rk Iv Project: MSHD-16-10 �� 41 Date: 10/27/16 Project: New Rouse: �� Lot 10 Corbin Estates A r 1 ; Su11410 Sheet#'s Lateral Loads L1 -- L7 Deck Lateral Loads DL1 , Suspended Garage SG1 — SG2 Retaining Wall RW1 — RW9 (i/ ,R.,E3 ' '0,c 31'mE v k , 0. ,G1 ,c9 12, �°� Expires: 6-30-17 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. All retaining wall designs should be verified by the geotechnical engineer of record prior to construction. Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering representsthe finished product. Discrepancies from information provided by the client invalidate this design. Horn ConsultingtrEngineers shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials used in construction. En. Horn Consulting Engineers shall have no oblig/ion of liability,whether arising in contract(including warranty),Ton(including active,passive,or imputed negligence) or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage. __________________________ CAPITAL PI :;'..1 SL 1 3 5 9 320S\\' t3. iH SL'\ BLVD. • PORTLAND, OR • 97219 • LI H, E HORN CONSULTING ENGI EE RS LLC New House: MSHD-16-07 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. - °°°. -c111 10.1\,.i I 0 • Igi Mtr+/FRS 4114 Direction 1114--;?la EEnd Zones r 1. 1• 1 or- AM J MFRS Direction 2a St- End Zones Note:End zone may occur at any corner of the building. a= .10*37' = 3.7' orforh =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. CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD. • P ORTLAND, OR • 97239 E c HORN CONSULTING GI EE S LLC Seismic Loading: D1 seismic design category per O.R.S.0 SEs= .72, R = 6.5, W=weight of structure V= [1.2SES/(Rx1.4)]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)] = 95p1f W2 = [.095(40')(12+12+8)] + [.095(14')(15+6+4)] = 154.9plf W2 = [.095(30')(15+6+4)] = 71.3plf W1 = [.095(53')(12+12+8)j = 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)j = 135pif @ 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)] =267.1plf @ 37' Depth W1 = [.095(37')(12+12+8)} = 112.5plf Redundancy Factor= 1.0 per ASCE?section 12.3.4.2 CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 HCE 13 HORN CONSULTING ENGINEERS LLC • Roof Diaphragm: Left Wall Line Back Wall Line Pw= (0.1217) klf x 18.5'= 2.3k Pw= (0.1344) klf x 20.25' = 2.7k Ps = (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 Pim= (0.1217) klf x 18.5' = 2.3k Front Wall Line PS = (0.095) klf x 18.5' = 1.8k Pw= (0.1344) klf x 24.25' = 3.3k V= Pw/ (27.25)' = 83plf Type A Wall P$ = (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 No HD Req'd Mr= 1.5kft T= 1.5k Type 7 HD CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • P ORTLAND, OR • 97219 1 Le/ E HORN CONSULTINGENGINEERS LLC 2"d Floor Diaphragm: Left Wall Line @ 3rd Bay Garage Back Wall Line = (0.118) klf x4.75' = 0.6k Pw= (0.127)klf x11' + 2.7k =4.1k PS = (0.0713) klf x 4.75'= 0.3k PS = (0.1125) klf 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 =4.1 kft T=2.2k Type 8 HD Left Wall Line PH,= (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=47.1kft V= Pw/(21.5)' = 142p1f Type A Wall Mr=20.6kft Mot = 27.4kft T= 1.5k Type 7 HD Mr=28.1kft 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= Pw/(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 1(10') =438p1f Type B Wall Mot= 39.4kft Mr= 9.5kft T=3.0k+ 0.3k(From 151 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/(9.25)' =214plf Type A Wall Mot=2.6kft Mr=0.7kft T= 1.1k Type 'I HD CAPITAL PLAZA SUITE 135 9 320 S\V BARBUR BLVD. • PORTLAND, OR • 97219 1 Ls- Hc HORN E CONSULTING ENGINEERSLLC 1st Floor Diaphragm: Left Wall Line @ 3`d Bay Garage Back Wall Line Pw= (0.1285) klf x 15.75'+ 0.6k = 2.6k P,= (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 = Pw/(14.75)' = 344plf Type A Wail Mot = 17.9kft 4'Wall Segment w/load from above Mr= 86.8kft Mat = 12.4kft Mr= 2.2kft Left Wall Line T=2.6k+ 2.2k= 4.8k Type 3 HD Pw= (0.1285) klf x 18.5' + 5.2k= 7.6k 4'Wall Segment V P/(18)' = 420p1f Type B Wall Mot = 12.4kft Mot = 60.6kft Mr= 2.2kft Mr= 19.4kft T=2.6k Type 1 HD T= 2.3k+ 1.5k= 3.8k Type2HD Wall Line @ Back of Garage Right Wall Line @ Garage Pw = (0.1083)(24') + 3.1k= 5.7k Pw= (0.1285) klf x 23.25' = 3.0k PS = (0.1125)(9)+(0.2671)(15') + 3.0k = 8.0k PS= (0.2656)(15.75')+(0.1611)(7.5') = 5.4k V= Ps/(21.5)' = 373p1f Type B Wall V= Ps/ (22)' = 245p1f Type A Wall Mot =64.2kft Mot= 37.7kft Mr= 59.7kft Mr= 60.6kft No HD Req'd T= 0.2k No HD Req'd Right Wall Line Wall Line @ Den/ Powder Room Pw= (0.1285) klf x 18.5' +4;7k = 7.1k Pw= (0,1083)(24') +4.4k= 7.0k PS= (0.1611) klf x 7.5' +4.7k = 5.9k PS =(0.1125)(24') +4.0k= 6.7k V= Pw/(53)' = 134p1f Type A Wall V= Pw/(15') =467plf Type B Wall Mot=42.5kft Mot = 21.0kft Mr= 117.0kft No HD Req'd Mr= 16.7kft T=0.3k(Add to 2nd Fir Dia.) Check Sill Plate PS= 6.7k/ 15' =447plf 3x Sill Req'd CAPITAL PLAZA SUITE 135 9 320S W BARBUR BLVD. • P ORTLAND, OR • 97219 A. (A . 25.1(9,1 4 11.0(.6, 2 221.3 C(`)'2 (37.5f° A5tr.e '$ P?o " s . 4447- 8 3-se QR N_!.o 6r. 34• ig r t1-4, C - ?•`it 17 a.e \\.\\ LLP'I_, WRz- 13z O r mil ii,„=„. 0 ....-.=., .. ..-Imi. ". _ ... . ........ ,_ ....,I . .. .÷ . _ or liftp. ,.„,,.:iv 44 b __M. _ uwwars RE-. //s/ , — ........... C., ,kicitt \ \ \ _ ..._ — IV AIMIIIIIIIIMIIIIMINVIIIMIIIIIMMIIIIMMINr 111 _ MAMP.. ,.. __�.. — — - ER ___.-- -, F,,,.,.._Aimprtai = (O�g"/� _ L� a Z4 2.to 20S-4 �{`,y Wks 114VG.a Z2��• > ...... ........ .�� 1.s. v., i.s. �a�t — — - -k-1-«a Pt — Z Z 3' M.b ZY� (Z wl RIGHT ELEVATION �2` F-1 f--1,1/4„,,. .... z�l.t�(•ai ^�� t�i�9 204 _ SCALEP I/4n.1'-On 1.S' 115' is. ia, AVG.. Ito-41(4.)= (093 IS 2i, 1•T cr- • t .st •za zt tiVil. ci,*till z7fii)z -V - &Milli? ,I Rillal ' — T -11111°1 ...m. ,d wirir Nil il rim = ...,...7,4,...e,rip pi..-- -.1 , ., „...., =, = kug, hihh =I b'..1 1=I 4 ��� bri =LL,„ IIS ., _3.1 , iirr kid b wvN ... .... .evi riviMiliv pm IlL mi mir6_ 4. laWi a $11 ; (III ,( �I��'If � ii,...d.r. - iiiii ,N�.I ll�ll��i l 1���l�l lire 17.7, Nisiiiik.. 14i ii 1 t. • — —N IIIIIIIIINIIIIII I M I I I ' Ill A s°.------F--i ---z-'22' 'AP 5 cl°7) ' " I di ................. iiii. .... IN 711,7"11111116--.....,.„,,,,„,.L .. .4 - �- - - —� - - - — - - - — Q — — , �, , IL►:I�� �pt 0-1) l A —'•9tV) I $�.4 1._1 _ )2s-f dads✓ cei it. x121 ,st, .z2 . .St L•-1 1 4.z 2 P vitt • HC HORN PROJECT t"\54.0" /c .® , SHEET )1--- ECONSULTING �r �" ENGINEERS LLC SUBJECT 114, LA1' AL DATE 6- V-es' BY ,RSH 2I AVESPA S 14 10800 1.1.4=1 V• 111111161b& IA,: ,0OgC,1. 2t = 2.0 n Sod,z = d,i.II6,.a - o.s3 =,..-- fjo,.. a c.k Lowes —•E. 0.016 1 - orr�r2• = d.Ztv-,��,`y, An thS J Sig — 5M'E 1.c.iAaS 0,ir- A. Z '' 4 4' LI'i" ''"' (0GS 13 50-AP S •-F caf2.4 t'E. I 41,4. f.Acay t re. •1: 0•VS(M '** 4'1g IC'_...••• "1 0* -7c 2,01 Artk) e D-r-r 21. t- - . tt,p it.. 0, g,vo a r 1302 SW BERTHA BLVD. • PORTLAND, OR• 97219 y� 1ZORN CONSULTING ..e SHEET S 6S' 6 to ENOINBERS LLC SUBJECT 5v,�, 64,1462 PLR P % D� _z-�;,.c _ mss • S&AN 4"AMA? ICct[4111.1 = 4-a Ps r dopsp +r Lad • r{o/1115�C.alr+ ( a{ Limo : wee 0. 11 k f` • R0 0.11<72,, ® 12.4k A►= 0,11(ay, a o. $0t &man 1. 141 3k P4 1.®k Rs Zt ,a �4, se to:14k • z , e Cm') d•SS'tIJS ) o.14 • • • • • 1302 SW Bum.BLVD. •PORTLAND,OR• 97219 PHONE;503..892.37112.•&i*IL: DAYS-NCB , OWBBTOYP,ee_q.r CQNsULT . _ SST ' . I IIE ENo1NBERswLLC S CT �1.,.. lJl�4� DATE . W ttr. ®, 1 t (1& . ®7 5-y0 .74-5(() (Z) .1% .514 7. bog, M .").5-4.0>423 p Q,Z k' �c� -).S 63.- 3 JDr 6�Z ./.oS `> S$'8 ie •hgrSomt •4 1 in 0.1 q- > �S Z • • • p.::: 1'4)5(4.4t--2 s- 1 4C' 3',o z J.5'I6�.- 333 Ff 3 ® k1Z• (��rer.c• rho .,.. � 4 ... 1302 SW BBRTNA BLVD. •PORTLAND,OR •97219 _.. Plums: 503.892.5782•EMAIL:DAvB•NCBMOWRsyn,s,rn nv� PV Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows 1 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 fiieslmshc RetalnPro 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 = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall 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 FootingnSoil Friction = 0.450 Soil height to Ignore for passive pressure = 12.00 in Surcharge Loads 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 Applied 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 I Kae for seismic earth pressure = 0.418 Added seismic base force 135.7 lbs Design Kh = 0.200 Ka for static earth pressure = 0.277 g Using Mononobe-Okabe/Seed-Whitman procedureerence: Kae-Ka = 0.141 Use menu item Settings>Printing&Title Block 'VV & Title : Lot 9 Med Meadows page: to set these five lines of information for your program. Job# MSHD-164 Dsgnr: DJH Date: 22 JUN 2015 Descr: ?(A) ,-` RetalnPro 10 X)1987-2012, Build 10.13 8.31 Nall in File:c:\users\dave\documents\retainpro 10 protect files\mshd License:Kw-08088184 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 Wail Stability Ratios Design Height Above Ft _ Stem OK Overturning = 2.14 OK g ft- 0.00 Sliding = 1.57 OK Wall Material Above"Ht" = Concrete Thickness = 8.00 Total Bearing Load = 2,683 lbs Rebar Size = # 4 Total ar eo. = Rebar Spacing = 18.00 ...res3.74 in Rebar Placed at = Design Data Edge Soil Pressure @ Toe = 1,876 psf OK Soil Pressure @ Heel = 270 psf OK fb/FB+fa/Fa = 0.301 Total Force©Section lbs= 673.9 Allowable = 2,000 psf Soil Pressure Less Than Allowable Moment....Actual ft-#2: 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 Coles (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 Lap splice above base reduced by stress ratio less 100%Friction Force = .• 870.0 lbs Added Force Req'd = 0.0 lbs.OK Masonry Data Hook embedment reduced by stress ratio ....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 Equiv.Solid Thick. _ Dead Load 1.200 • 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 ' f c psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions&Strengths 1 Footing Design Results II 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# Key Width = 0.00 in Mu: Design = 967 69 ft-# Key Depth 0.00 in Actual 1-Way Shear = 5.92 0.60 psi Key Distance from Toe = 0.00 Allow 1-Way Shear = _ 75.00 75.00 psi Toe Reinforcing = None Spec'd Pc= . 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 Cover @ Top 2.00 @ Btm= 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined F. Use menu item Settings>Printing&Title Bloch Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-4 Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: t.u-3 Nall in File:c:\users\dave\documents\retainpro 10 project files\mshdR 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 ft4 Heel Active Pressure = 437.5 1.67 7292 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: 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: gw'11 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 Wall 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 FootingIlSoll Friction = 0.450 Soil height to ignore .. for passive pressure = 12.00 In Surcharge Loads Lateral Load Applied to Stem PA 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load 0,0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 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 s 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 7 Kae for seismic earth pressure = 0.418 Added seismic base force 266.0 lbs Ka for static earth pressure . = 0.277 Design Kh = 0.200 g 7 Using Mononobe-Okabe/Seed-Whitman procedure lfference: Kae-Ka = 0.141 F.vvs Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows to set these five lines of information Job# Page: : MSHD-16-I Dsgnr. DJH Date: 22 JUN 2015 for your program. S. Descr: Nall in File:c:\users\dave\documents\retainpro 10 proiect files\mshd RetainPro 10 (c)1987.2012, Build 10.13.8.31 License:KW-08056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Design Summary t Stem Construction Top Stem Wall Stability Ratios Design Height Above Ftg ft= Ste0 00 0 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 Soil Pressure @Toe = 1,958 psf OK Design Data Soil Pressure @ Heel = 91 psf OK fb�FB+fa/Fa = 0.746 Allowable = 2,000 psf Total Force @ Section lbs 1,440.0 Soil Pressure Less Than Allowable Moment....Actual ft-#= 3,479.4 ACI Factored @ Toe = 2,477 psf Moment Allowable = 4,665.4 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 Cafes (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 13.96 Lateral Sliding Force = 1,234.9 MsLAP SPLICE IF BELOW in= less 100%Passive Force= - 156.3 lbs HOOK EMBED INTO FTG in= 6.21 less 100%Friction Force = - 1,736.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio • ....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 F psi= 2,500.0 Y psi= 60,000.0 Footing Dimensions&Strengths Footing Design Results 1 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 ft4 Ke Wdth = n Mu: Design = 1,572 1,619 ft-# Key Width. = 0.00 in Actual 1-Way Shear = 10.97 5.87 psi Key DistanDepth from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd f'c = 2,500Fy = 60,000 psi Heel Reinforcing None Spec'd Footing Concrete psiensity = 150.00 pcf Key Reinforcing = #.4 @ 14.00 in Min.As% = 0.0018 Cover @ Top 2.00 ©Btm= 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined pv D 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\mshdw 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 Weight = 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(fines of information for your program. Job# : MSHD-15d Dsgnr: ®JH Date: 22 JUN 2015 WW1- Descr: RetainPro 10 (c)1987-2012, Build 10.13.8.31 Nall in File:c:lusersldaveldocumentslretainpro 10 project fileslmshd License:KW-06056184 Cantilevered Retaining Wall Design Code:IBC 2009,ACJ 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Criteria Soil Data Retained Height — 8.00 ft Allow Soil Bearing = 2,000.0 psf Wall 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 , Lateral Load Applied to Stem pp Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load Used To Resist Sliding&Overturning = 0.000#/ft Footing WidthdLoad = 0.000 flbs t Surcharge Over Toe = 0.0 � ...Height to Top = ft Footing = ft Used for Sliding&Overturning p ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Ap.lied to Stem has been increased 00 1. FootingType by a factor of yp Line Load Axial Dead Load = 750.0 lbs Base Above/Below Soil Axial Live Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall — 0.0 ft Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 [Earth Pressure Seismic Load I 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 Using Mononobe-Okabe/Seed-Whitman procedure ifference: Kae-Ka = 0.141 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. Elm 8 Descr: Nall in File:c:\user s\dave\documents\retainpro 10 protect 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 - Stem Construction Top Stem Wall StabilityRatios «.. Stem OK Overturnin = Design Height Above Ftg ft= 0,00 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 Soil Pressure @Toe = 1,660 psf OK Design Data Soil Pressure©Heel = 447 psf OK 11)/FB+fa/Fa = 0.973 Allowable 2,000 psf Total Force @ Section lbs= 2,492.0 Soil Pressure Less Than Allowable Moment....Actual ftp= 7,976.0 ACI Factored @ Toe = 2,062 psf Moment Allowable = 8,200.4 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 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= 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 less 100%Friction Force = - 2,862.0 lbs Lap splice above base reduced by stress ratio Added Force Re 'd Hook embedment reduced by stress ratio q 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. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data Seismic,E 1.000 Fy 2,500.0 y psl= 60,000.0 Footing Dimensions&Strengths I [ 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-# Key Width = 0.00 in Mu: Design 3,334 3,810 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 20.89 10.93 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing =.#4 @ 9.50 in fc= 2,500 psi Py = 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 Use menu item Settings>Printing&Title Block to set these five lines of information Title ; Lot 9 Med Meadows � Page: for your program. Job# MSHD-I5-I Dsgnr. DJH Date: 22 JUN 2015 OM Descr: RetatnPro 10 (c)1987-2012, Build 10.13.8.31 Nall in File:causersldaveldocumentslretalnpro 10 project fiies\mshd License:KW-06056184 Cantilevered RetainingWall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERSIN [Summary of Overturning&Resisting Forces&Moments OVERTURNING Force Distance Moment RESISTING Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel lbs ft 16, Surcharge over Heel = 143.2 4.50 = 3,593.3 4.71 16,918.6 Surcharge Over Toe = 644.3 Sloped Soil Over Heel. = Adjacent Footing Load Surcharge Over Neel = 204.2 4.71 961.3 Added Lateral Load = Adjacent Footing Load = Load @ Stem Above Soil= Axial Dead Load on Stem= 750.0 2.33 1,750.0 Seismic Earth Load *Axial Live Load on Stem = 750.0 2.33 1,750.0 439.8 5.40 2,374.9 Soil Over Toe = Surcharge Over Toe = __ 1.00 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 Vertical Loads used for Soil Pressure= 7,110.0 lbs Key Weight = Vert.Component = Total=If seismic included the min.ON and sliding *Axial live load NOT included in total diisplayed or used for overtu ni g8 ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation . DESIGNER NOTES: , l i Ros - • rg ORBIN EST.LOT 10 8-15-16 RK _ 31 Spm A Frest ProductsCompany CEIV 1 of 1 CS Beam 2016.1.1.1 kmBeamEngine 4.13.16.1 Materials Database 1547 Member 8 ZO1/ ember Data Description: MAIN FLOOR Member Type:Joist Applica =-klgtl ,; A ,, COMMON MULTI SPAN Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuousd=,T`31 `TM p,L^1 1 l Standard Load: Moisture Condition:Dry Build l':• • -:-IB ARC SION Live Load: 40 PSF Deflection Criteria: L/480 live, L/360 total a Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename:Bearn1 ii Q s 151 0 1280 2710 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 2.000" 1.750" 527# 2 15' 1.000" Wall DFL Plate(625psi) 4.500" 3.500" 1437# 3 27'10.000" Wall DFL Plate(625psi) 4.500" 1.750" 435# --: Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 4144 42590) 1138(716)0) 2 11058(8810) 3320(20700 3 _ 363#(221p1t) 82#(61p It); Design spans 14'11.875" 12' 5.375" Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN C Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. a Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1665.'# 3640.'# 45% 6.09' Odd Spans D+L Negative Moment 2008.'# 3640.'# 55% 15.08' Total Load D+L 1 Shear 757.# 1420,# 53% 15.07' Total Load D+L End Reaction 527.# 1002.# 52% 0' Odd Spans D+L Int, Reaction 1437.# 2049.# 70% 15.08' Total Load D+L TL Deflection 0.1891" 0.4997" 11951 6.84° Odd Spans D+L LL Deflection 0.1550" 0,3747" U999+ 6.84' Odd Spans L Control Max Int.React. DOLs: Live=100% Snow_115% Roof=125% WInd=180% SIMPSON All product names are trademarks of their respective owners Eric Duncan � Pacific Lumber&Truss Co. 1 4 1 " Copyright(C)2010 by Simpson Slrong•Tle Company Inc.AU.RIGHTS RESERVED. 10515 SW Allen Blvd. —Pavane Ie defined as When the member,aoor]o st,beam or girder,shown on this drawing meetsepidleabla design criteda for Lauda,Loading Conditions,and 8fiana listed on this sheet Beaverton OR,97005 Dm duke must be regime by a 1' lll((ad doctarm et duke ttoiest&ons as r¢uirotl tot Ttdadaalan mumps Foto tmdffitadon ac&dr�nl(intm neer rlattwet s seatttico1ldnx _ .. .. 4 t Roseburg CORBIN EST.LOT 10 815-1 A Forest Products city 1 of 1 CS Beam 2016,1.1.1 lanBeamEngine 4.13.16.1 Mukrtnla Ctatut sae 1547 Member Data 1 Description:MAIN FLOOR Member Type:Joist Application: Floor COMMON SINGLE SPAN Top Lateral Bracing:Continuous A Bottom Lateral Bracing: Continuous 1 Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, 0360 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam 1410 0 1410 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 2.000" 1.750" 609# -- I 2 14'10.000" Wall DEL Plate(625ps1) 2.000 1.750" 609# l Maximum Load Case Reactions Used for applying point loads(or Ilne loads)to canying members ',I Live Dead 1 489*(203p10 141#(88pl 2 293p1f1 14110800 Design spans 14' 7.750" Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS I Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support Is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2231.'# 3640.'# 61% 7.42' Total Load D+L Shear 609.# 1420.# 42% 0' Total Load D+L End Reaction 609.# 1002.# 60% 0' Total Load D+L TL Deflection 0.2739" 0.4882" 0641 7.42' Total Load D+L LL Deflection 0.2107" 0.3661" L/834 7.42' Total Load L Control: Pos.Moment DOLs: Live=100% Snow,-115% Roof-125% Wind=160% SIMPSON Al product names are trademarks of their respective owners Eric Duncan � 1�out;•f, �� Pacific Lumber&Truss Co. Copyright(C)2016 by Simpson Strong•Tle Company Inc,AU.RIGHTS RESERVED. 10515 SW Allen Blvd. 'Peactng le defined as whoa the member,floor est,beam or girder,shown on this drawing meals app icatio designcdteda tarLoads;Loading Conditions,and Spans dried on this sheet. Beaverton OR,97005 ,.The desknn filet be s by I qualified desialasrordeatan prodaidsotmt as i�fa onprynul, s ifeab'+ 4rredctfuaon a :. to,tho n,nonf °s apad)tW4ttgrie. .1 CORBIN EST.LOT 10 8-15-16 E./Roseburg3:21pm 81116. A Forest Products Company 1 oft CS Beam 2016.1.1.1 f kmBeamEngine 4.13.16.1 a MaI aDatahast.L547 1 Member Data Description:MAIN FLOOR Member Type:Joist Application:Floor WORST CASE SINGLE SPAN Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition:Dry Building Code:IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, LJ360 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 . 1510 8 7 1510 8 12 I Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift i 1 0' 0.000" Wall DFL Plate(625psi) 2.000" 1.750" 544# 2 15'10.500" Wall DFL Plate(625psi) 2.000" 1.750" 544# Maximum Load Case Reactions < Used for applying point loads(or line loads)to carrying members Uve Dead 1 418#(314p11) 128#(94p1f) 2 41.8#(314olt) 128#(84plf) Design spans 15' 8.250" Product: 11 7/8" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. 1 Design assumes continuous lateral bracing along the bottom chord. Lateral support Is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2133.'# 3640.'# 58% 7.94' Total Load D+L Shear 544.# 1420.# 38% 0' Total Load D+L End Reaction 544.# 1002.# 54% 0' Total Load D+L TL Deflection 0.3023" 0.5229" U622 7.94' Total Load D+L LL Deflection 0,2326" 0.3922" L/609 7.94' Total Load L Control: LL Deflection DOLS: Live=100% Snow=115% Roof=125% Wind=180% r SIMPSON All product names ere trademarks of their respective owners Eric Duncan Pacific Lumber&Truss Co. sr'enrv,-I 1N; Copyright(0)2010 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 10515 SW Allen Blvd. Puaatng Is defined as when the member,floor)oW,,beamorgirder,shownonthledrawingmeetsappfleasbtkdsat(p}edterle(SrLoads.LoadingConditions,andSpanslistedonthissheet. Beaverton OR,97005 4 Thu dbemat at be fevmint by aqualraed deaklnar or design professional Osrodmlred fo,wpm/411M Optaatuat Inattaladion ataardlog Wartaaahufaoturar'a apactatatitaas...... CORBIN EST.LOT 10 8-15-16 0 2:37pm A Forest Products Compw y 1 of 1 CS Beam 2016.1.1.1 ktnBearnEngine 4.13.16.1 Materials Database 1547 Member Data Description: UPPER FLOOR Member Type:Joist Application: Floor COMMON MULTI SPAN Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition: Dry Building Code:IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/360 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 8 10 12 11 1 12 9' ® aooe Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000' Wall DEL Plate(625ps1) 2.000" 1.750" 307# -4# 2 8'10.750" Wall DFL Plate(625psi) 3.500" 3.500" 1043# -- 3 20' 0.500" Wall DFL Plate(625psi) 2.000" 1.750" 388# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 576(3500 1 s 5O2plf) 241#(1500 3 3044V9Opif) 84#(521 tf Design spans 8' 9.625" 11' 0.825" Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord, Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 904.'# 3640.'# 24% 15.53' Even Spans D+L Negative Moment 1064.'# 3640.'# 29% 8.9' Total Load D+L Shear 556.# 1420.# 39% 8.9' Total Load D+L End Reaction 388.# 1002.# 38% 20.04' Even Spans D+L Int.Reaction 1043.# 1935.# 53% 8.9' Total Load D+L TL Deflection 0.0614" 0.3684" L/999+ 14.97' Even Spans D+L LL Deflection 0.05,00" 0.2763" U999+ 14.97° Ewen Spare L Control: Max Int.React. DOLs: Live=100% Snow 115% Roof=125% Wind=160% SII�Ir+3t7N All product names ars trademarks of their respective owners Eric Duncan Pacific Lumber&Truss Co. ' lo : copyright(C)201S by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. 10515 SW Allen Blvd. °Pa rvJ Is defined as Wt f the member,floe t af,beam or giMse,shown on this drawing meals apptlsabla daslgar uaoda lor 1 osis,Load ng Conditions,and Spxmr s titled on thIe sheet. Beaverton OR,97005 ,Wed LI itmml do_..` d`,t�_ ol ADM Wood too µ v TMde demi=a maom rockact o etoillen_ µ�to aha anrlfscexer s s,=,riCat€aia. ww. • Y CORBIN EST.LOT 10 8-15-16 30 Roseburg 2:36pm 1 A Forest Products Company I of 1 CS Beam 2016.1.1,1 kmBeemEngine 4.13.161 Matsriata Detal,t a 1547 Member Data Description: UPPER FLOOR Member Type:Joist Application: Floor COMMON SINGLE SPAN Top Lateral Bracing:Continuous Bottom Lateral Bracing:Continuous Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: U480 live, L/360 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 / 13 0 0 @1 1300 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift '. 1 0' 0.000" Wall DFL Plate(625ps) 3.500" 1,750" 523# -- ': 2 13' 0.000" Wall DFL Plate(625ps1) 3.500" 1.750" 523# — Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead I 40244261M 121#(75p1f) 2 40 =MOM 12110500 Design spans 12' 8.750" Product: 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN C Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allo ble Stress Design Actual Allowable Capacity Location Loading J Positive Moment 1641.'# 3640.'# 45% 6.5' Total Load D+L Shear 523.# 1420.# 36% 0' Total Load D+L End Reaction 523.# 1316.# 39% 0' Total Load D+L TL Deflection 0.1550" 0.4187" L/972 6.5° Total Load D+L LL Deflection 0;1192" 0.3141" U999+ 6.5' Total Load L Control: Pos.Moment DOLS: Live=100% Snow=115% Roof=125% Wind=160% SiMPSCON Ail product names are trademarks of their respective owners Eric Duncan Pacific Lumber&Truss Co. 60014010Copyright(C)2016 by Simpson Strong-TI.Company Inc,ALL RIGHTS RESERVED. 10515 SW Allen Blvd. "Pavane'at dahned as w9ken tray member iraor7nrot,la4anl orgdaa.ahawr+aktttie draval eats =tea design criteria*Look Loading Conditions,and Spens Dated on this ah i. 5,Trra d mud Da ovirdvaad t y i nuatMati ones or oaten el ea materna ror ravat,`PMe credo daamamee IVo�+cl til$ MO 040rd ro the am ar O+er;a erg mem Beaverton BeaVertOn OR,97005