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Specifications (107) g(715 603 e)0,xv\u 9,0 Digitally signed by Dave Horn E DN:cn=Dave Horn,o=Horn Consulting Engineers,ou, email=davegrhornce.com,c=US HORN CONSULTING ENGINEERS LLC Date:2017.02.2311:37:21-08'00 Structural Calculations: RECEIVED Project: MSHD-17-03 Date: 2/22/17 MAY 2017 Project: New House: Lot 9 Corbin Estates Tigard, OR CITY OF TIGARD BUILDING DIVISION Subject Sheet#'s Lateral Loads L1 — L7 Deck Lateral Loads DL1 Suspended Garage SG1 — SG2 Retaining Wall RW1 -- RW9 PRO k, c„, \\GINt, 51319PE CC ON 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 inlbrmation provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability(expressed.or implied),with respect to the means and methods of construction workmanship or the actual materials used in construction. Horn Consulting Engineers shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active,passive,or imputed negligence) or otherwise,for loss or use.revenue or profit.or for any other incidental or consequential damage. r ,nrl +l PI v..t St.17P: 135 93211 til\ Ii tyPt.R 1SL\u. • NC,KT L\\t , ,R • 97219 • Li E HORN CONSULTING ENGINEERS LLC New House: MSHD-17-03 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. Ike MFRS 11/44 Direction 111114 >sEnd Zones dik,011101111111 111111 p/� ,/ MddFRS 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. • CAPITAL PLAZA SUITE 135 9320 SW I3AREUR BLVD. • PORTLAND, OR • 97219 1.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 SIDS/(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)] = 161.1plf @ Garage 1N1 = [.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)] = 135p1f @ 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 ASCE? section 12.3.4.2 CAP11';\L PLAZA ScITli 135 9 320 S\V liARuox B1.)u. • PORTLAND, OR • 97219 .....n„r,n+.'t'I. r()\7 C E 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 = Pwl (20)' = 113plf Type A Wall V = PJ (22)' = 124p1f Type A Wall Mot = 18.0kft Mot = 5.9kft Mr= 24.7kft No HD Req'd Mr= 3.5kft I = 0.4k No HD Req'd Right Wall Line Pw= (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= PJ (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 = 6.3ktt T = 0.1k No HD Req'd Mr= 1.5kft T = 1.5k Type 7 HD CAPITAL PLA/...1 SUITE 135 9 320S\\ 13:1RAUR BLVD. • l'ORTLAND, OR • 97219 Ly T TCE 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 = 4.1k 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)' = 315p1f 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 plf 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 = 28.1kft No HD Req'd Right Wall Line Wall Line @ Den/ Powder Room Pw= (0.1285) kif 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/ (10') =438plf 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)' = 84pif Type A Wall Mot = 2.6kft Mr= 0.8kft T = 0.9k Type HD C: rlr: l• P1.: r.: SUITE 135 9 320 S B1R5UR BLVD.• P ORTI.AND, OR • 97219 L � He. E HORN CONSULTING ENGINEERS LLC 1St Floor Diaphragm: Left Wall Line @ 3rd Bay Garage Back Wall Line Pw= (0.1285) klf x 15.75' + 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)' = 149plf Type A Wall V= Pw/ (14.75)' = 344p1f Type A Wall Mot = 17.9kft 4' Wall Segment w/ load from above Mr= 86.8kft Mot = 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)' = 420plf 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 = Pd (22)' = 245plf 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)' = 134plf Type A Wall V= Pw/ (15') = 467p1f 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 9320 SW BARRUR BLVD. • PORTLAND, OR • 97219 5t. StL S`L .N.1 A 4:$91 c cl.P.-cAil z.olmf Li 1 I .‘ri .51. ,su .s.1... o ,i „vii °31v6 't f► IZ 4.w , * q��of 112 -.nnV I I I I =t°1 NotivAaia 1.1-191N -elthz -Oa- ,S'2.- .S' St Thi Nall immehillrionammmw '4 h - i_j 4 ri h—v�� ,d ai3,101I 52"1 VAII 111 1111 I� — 1 wvu IIIIIII1IIIIIIIuhIIIIIlIII I II''. ,,r i. 1 AI I I II==I=11.1 I I I I MI I/I I/NM I I I I I I I=I I I I I I.'AN. I=I I 1 IN I WA" p ll NJI ei!gl rill-----a4rinlhNglnt -ammar��!-off alwAmommumm. pr-3-4 sraiaarr- -1-1.---- — -----1=h%Nommik.NUMME API kn„ ill ' - 4111111111 ��r _ c- Alir:' " /ip pi a-. ........ 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Latin] 5441. 4"P4Ax !S® So PS f vv c) PSP 60 Ps, Luc; Lade S'o PS r o7e 3 oao j,040 .,.In „ S-PPA" SI-® "A0‘ S1•ut a Dor. o• 11 k� M* 0xi(eye = o $ PP$A,T 1.AD 141 Lt L.wo ?a 3•.►sl.S P% 1.ok Rs ,0 466 +t o:14k " bcPt0 •�.s :7.2,fig o> 7 2.4g CLQ > .4rn• 3 2k 1.14'�o 7 (. 14 O.�`, }ibb1e► , 1302 SW BBRTHA BLVD. • PORTLAND,OR • 97219 He HORN PROJECT ANS H D -f 7 ^o 3 1 SHEET a�Pr COP1SULfDa rte, �iZ2%-f5" lIE E N a I N D3 B R S NLLC SUBJECT S�'t)• 6-APA(E 1 LL L• N�+AM/M/1 t DATE BY att4 14A A", POS4 Lc 4.0 vv o, s ��/, 07)5-y1 ,tZ • 4S (6 f�2 7 ;514 Difd. /49%-st .",,c(opylis 7. , Pt 44) tol 4s6.4 S 85, re irt 141.1 bos AT 1'sf3.iat •4s(* 0.14 48.2 In A �/',7s (.Ity J 1 el'k z 5.o - 1,511x = 3.33 F+ 3C; Its )( 12,v 6(t. 'fib► 4_ 04'S 51 wA �- • 1302 SW BBRTHA BLVD. •PORTLAND, OR •97219 moommr XV ) Use menu item Settings>Printing&Title Block Title - - . - Page: to set these five lines of information Job# _- --: : 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 0Soil Data i - - 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 Surcharge Loads r Lateral Load Applied to Stem 1 Adjacent Footing Load n Surcharge Over Heel = 50.0 psf Lateral Load = Adjacent Footing#/ftg 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 A lied to Stem has been increased 1.00 Footing Type Line Load PP by a factor of Base Above/Below Soil Wind on Exposed Stem= 0.0 psf = Axial Dead Load = 750.0 lbs 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 r Kae for seismic earth pressure = 0.418 Added seismic base force 135.7 lbs / Ka for static earth pressure - 0.277 Design Kh = 0.200 g Difference: Kae-Ka = 0.141 Using Mononobe-Okabe/Seed-Whitman procedure ICWZ Use menu item Settings>Printing&Title Block Title : . Page: to set these five lines of information Job# . Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\rnshd` 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 Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg 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 Design Data • Soil Pressure @ Toe = 1,876 psf OK fb/FB+fa/Fa = 0.301 Soil Pressure @ Heel = 270 psf OK Total Force @ Section lbs= 673.9 Allowable = 2,000 psf Moment....Actual ft4= 1,098.8 Soil Pressure Less Than Allowable Moment Allowable = 3,655.6 ACI Factored @ Toe = 2,462 psf Shear Actual psi= 7.3 ACI Factored @Heel = 354 psf Shear Allowable psi= 75.0 Footing Shear @ Toe = 5.9 psi OK Wall = Footing Shear @ Heel = 0.6 psi OK Wall Weightepth 'd' in= 0 100.00 Allowable = 75.0 psi ReLAP SPLICE IF ABOVE in= 12.00 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 652.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 156.3 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 870.0 lbs 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 ft psi= 2,500.0 Seismic,E 1.000 Fy psi 60,000.0 • [Footing Dimensions&Strengths I Li:L=0 Design Results11 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: Design967 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 Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined pvS Use menu item Settings>Printing&Title Block Title : • IPage: to set these five lines of information Job# : _ Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:lusers\dave\documents\retainpro 10 project files\mshd 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 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 = . Stem Weight(s) = 400.0 1.33 533.3 Total 652.8 O.T.M. 1,335.2 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: xwt Page: Use menu item Settings>Printing&Title Block Title Ds nr: DJH Date: 22 e. 2015 to set these five lines of information Job# : 9 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd,r RetainPro 10 (c)1887-2012, Build 10.13.8.31 License:KW 06058184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Criteria t Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.00 ft 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 FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem 1Adjacent Footing Load • Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 00.0 0 ft lbs Used To Resist Sliding&Overturning ..,Height to Top = 0.00 ft Footing Width • 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 Dist0.00 ft has been increased 1.00 Footing Type Line Load Axial Load.Applied to Stem ` by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 750.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in lEarth Pressure Seismic Load Kae for seismic earth pressure = 0.418 Added seismic base force 266.0 lbs 0.200 Ka for static earth pressure 0.277 Design Kh = g Difference: Kae-Ka = 0.141 Using Mononobe-Okabe/Seed-Whitman procedure v5 Use menu item Settings>Printing&Title Block Title : - ._ Page: to set these five lines of information Job# : , Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nail in File:c:\users\dave\documents\retainpro 10 protect files\rnshd, 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 Stem Construction 111 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 fo/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 ACI Factored @ Toe = 2,477 psf Shear Actual psi= 15.5 ACI Factored @ Heel = 115 psf 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 LAP SPLICE IF ABOVE in= 13.96 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,234.9 lbs HOOK EMBED INTO FTG in= 6.21 less 100%Passive Force= - 156.3 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,736.6 lbs 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 Ration' _ 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 I111 Footing Design Results Toe Width = 1.25 ftTog_ 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 1,619ft-# 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 Twb Use menu item Settings>Printing&Title Block Title : - , Page: to set these five lines of information Job# : _ Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: 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 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 Page: to set these five lines of information Job# : _ Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshdy 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 0 Soil Data1 Retained Height = 8.00 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 FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads r 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 Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp ` by a factor of Base Above/Below Soil _ Axial Dead Load = 750.0 lbs at Back of Wall 0.0 ft Wind on Exposed Stem= 0.0 psf Axial Live Load = 750.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load r 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/Seed-Whitman procedure g\Wg Use menu Item Settings>Printing&Title Block Title . , ., Page: to set these five lines of information Job# : . Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd, 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 Design Summary I 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 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= HOOK EMBED INTO FTG in= 8.15 less 100%Passive Force= - 156.3 lbs less 100%Friction Force = - 2,862.0 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 I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' _ 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 inc Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 9.50 in ft = 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,#50 14.50 in,#6@ 20.50 in,#7©28.00 in,#8@ 36.75 in,#9@ 46 Key: No key defined A Use menu item Settings>Printing&Title Block Title • Page: to set these five lines of information Job# Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: Nall in File:c:\users\dave\documents\retainpro 10 project files\mshd 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 • Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# ibs 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 Heel = Surcharge Over Toe = Surcharge Over Heel = 204.2 4.71 961.3 Adjacent Footing Load = Adjacent Footing Load = 1 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 caculation, DESIGNER NOTES: