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Specifications (77) 4. yvk 5-12,c)( 6 - oc 3 65 t 9-2A:9-) 6w i ‘ Sill' Ci- • c E HORN CONSULTING ENGINEERS LLC Structural Calculations: Project: MSHD-16-07 Date: 8/15/16 Digitally signed by DAVE DN:cn=DAVE,o, Project: New House: (� 1 ///VVV111 ou=HORN CONSULTING Lot 10 Medallion Meadows Tigard, OR ,9°4-J -�1 IYt „ ENGINEERS LLC, I�JI ,,,��I VVVemail=dave@hornce.co m,c=US Date:2016.08.15 Subject 14:59:24-07'00' Sheet #'s Lateral Loads L1 — L7 Fiiv ,,,,,_ . f Deck Lateral Loads DL1 SEP 1 9 2016 Suspended Garage SG1 — SG2 CITY OF ;""GAR£? E31;_I1LDJf! MIMIC' Retaining Wall RW1 — RW9 �4ED PR°per, e eA, ct,f13i9 \PE OREGON ,...".... ) 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 sole!)responsible for its accuracy. The engineering representsthe 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 obligaion 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. CA1'1 I Al. PLAZA SUITE 135 9 320 S\\ BARHCR B LVD.• I'ORL TAND, OR • 97219 LI Hc E HORN CONSULTING . ENGINEERS 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. '7;‘-4:t• 1 h,410° 11114 rmfuFas C Direction 40 End Zones ,♦1 sit• Wm:, qr....4) .4404 ,... 00 „_--- 1 ' NNVFRS Direction 2s 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 • 97219 cL i E HORN CONSULTING ENGINEERS LLC Seismic Loading: D1 seismic design category per O.R.S.0 Sin= .72, R = 6.5, W=weight of structure V= [1.2 Sps/(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)] = 95p1f 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 =j.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)] = 135pif @ 37' Depth W2 = j.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 ASCE7 section 12.3.4.2 CAPITAL PLAZA SUITE 135 9 320-S W BARBUR BLVD. • P ORTLAND, OR • 97219 • HC L3 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= Pw/(20)' = 113plf Type A Wall V = P,,,,/(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 Ps = (0.095) klf x 18.5' = 1.8k Pw= (0.1344) [(If 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 No HD Req'd Mr= 1.5kft T = 1.5k Type 7 HD CAPITAL PLAZA SUITE 135 9320 S W BARBUR BLVD. • P ORTLAND, OR • 97219 HE HORN CONSULTING ENGINEERS LLC 2"d Floor Diaphragm: Left Wall Line @ 3`d 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)' = 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=47.1kft 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/(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/(9.25)' = 214p1f Type A Wall Mot= 2.6kft Mr= 0.7kft T= 1.1k Type HD CAPITAL PLAZA SUITE 135 9 320 S W BARBUR BLVD.• P ORTLAND, OR • 97219 C GS 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 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)' = 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)' =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 Type HD 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)' = 373plf 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 P5 = (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= P,H/(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.) 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W% .Ong(1ti2t l An ths SIDe r SA.DO Lc/MIS Co‘ir" A. 1\ ''' 4 ar) 2.15Er dIc'• 61-14, . l'..Acki C re% .T. 0.S1 (11.7i, -, 4,i g F". -... a."lc D-1-1 2- Itr��► � {L 1302 SW BERTHA BLVD. • PORTLAND, OR• 97219 HC HORN PROJECT htSHo^1c-•c CONSULTING SHEET 77"-Si�7. 1 E ENGINEERS LLC SUBJECT Svsl. EMP464 rye fArdo „ DATE ."tin .0 BY • . "AD tet,P S 1/ 41'MAX !moo 1.4h t : so psi' Rr+r+v Irk - !o Ps 11 6ovsr ,,�. v tas so PSS o7c 30,00 � Fr. Limo Am 1*M CPAA, 4!•'o /y/lot siPAtg G le 0,44• DM: L mp : w a 0. 11 kI R¢ o.u( z - o.4k l� Ivor 0.1)Cay$ o. $° r • • ;twin l.rAt) 14$ 36 L. to 1* .ter!S . • P a It 04 RV le 0466 II c:•714 • 4 ‘*7 2.4s CLQ O•SS'�I.�s > ;0.4 rn3 Zk 12. dit/20.x• 411* o.Ib }u► irr+ 1302 SW BERTHA BLVD. •PORTLAND,OR• 97219 Pitons:503.892.5782.•BKArL: DAVE•UVEOQVEETorr,cE.NET }jc CSULTINOLLPROSECT PA SAD -is --=,1 SHEET .•Z E E NO:i N E R S C &UBJECT SVS.p. / fG. lIVI4 DATEBy 4•4-,1 1, 0 oil (1% c9",)5-y, 4s(4(-2) ,514 axe. IA ')S4.6,�/a 44;2,.‘" J p' Jit t 4 . : s = /s, Std y $5;8 ;n °f* �---.. A > hs'r3,..1 .415(=� ®.I q- > in E,ek,R. -(7, A= t")S �,� � 5.0 = j,esfi.% 333 F+ tvAr • 1302 SW BERTHA BLVD. •PORTLAND,OR•97219 PHONE: 543.892.5782 • EMAIL: DAVB.HCQenw...... ____ Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows j Page: to set these five lines of information Job# : MSHD-15-I Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr. 1 Nall in File:c:\users\dave\documents\retainpro 10 project files\mshdw 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 1 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 .. .. FootingIlSoil Friction = 0.450 . Soil height to Ignore - for passive pressure = 12.00 in . Surcharge Loads 1 Lateral Load Applied to Stem 10AdjacentFooting 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 Footing Type Line Load Axial Load Applied to Stem 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 135.7 lbs Design Kh = 0.200 g i Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.141 Using Mononobe-Okabe I Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows w L to set these five lines of information Job# : MSHD-15-t Ds nr: DJHPage: for your program. 9 Date: 22 JUN 2015 Descr: RetatnPro 10 (c)1987-2012, Build 10.13.8.31 Nail in File:c:\users\dave\documents\retainpro 10 project files\mshd 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 1 Top Stem Wall Stability Ratios Design Height Above Ftg ft= Ste0 OK 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 fb�FB+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 Calm (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 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. _ • Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1600 Concrete Data Seismic,E 1.000 ' Fy psi= 2,500.0 FY psi= 60,000.0 Footing Dimensions&Strengths I I 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 = Footing Thickness = 12.00 in Mu':Downward = 1,090 123 274 ft-# Ken Mu: Design = 967 69 ft# Key WiWidth =dth = 0.00 in Actual 1-Way Shear = 5.92 0.60 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = _ 75.00 75.00 psi 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 AcceptableSpacings Sizes&S acin s Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not raga,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Fwd Use menu Item Settings s Printing&Title Block Title : Lot 9 Med Meadows Page:T_ to set these five lines of information Job# MSHD-15-I Dsgnr: DJH Date: 22 JUN 2015 for your program. Descr: F1.4,3 Nall in File:c:\users\dave\documents\retainpro 10 project flles\mshd, RetainPro 10 (c)1997-2012, 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 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 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: Use menu item Settings>Printing&Title Block 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. RW q 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 r 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 •• 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 Footing['Soil Friction = 0.450 : ..: Soil height to ignore for passive pressure = 12.00 in • Surcharge Loads k Lateral Load Applied to Stem i Adjacent Footing LoadIt 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 Wail = 0.0 ft Axial Live Load = 750.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I 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. Fr"5, 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-06066184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction r Top Stem Wall StabilityStem o0 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 tb/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 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 Cates (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 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. _ 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 psi= 2,500.0 FY psi= 60,000.0 Footing Dimensions &Strengths 1 Footing Design Results v 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 Fh. 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\mshdd 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 to set these five lines of Information Page: Job# MSHD-15-1 Dsgnr: DJH Date: 22 JUN 2015 for your program. 'Awl- Descr: Nall in File:c:\users Wave\documents\retainpro 10project fifes\mshd� RetainPro 10 (c)1987-2012, Build 10.13.8.31 License:KW-06066184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Criteria 0 Soil Data 1 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 FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in ' Surcharge Loads Lateral Load Applied to Stem PP 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 Applied to Stem 1 has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 750.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Walt 0.0 ft Axial Live Load = 750.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load ` Kae for seismic earth pressure = 0.418 Added seismic base force 439.8 lbs i Ka for static earth pressure = 0.277 Design Kh = 0.200 g Using Mononobe-Okabe/Seed-Whitman procedure Kae-Ka = 0.141 K Wb Use menu item Settings>Printing&Title Block Title : Lot 9 Med Meadows Page: to set these five lines of information Job# : MSHD-15-t Dsgnr: DJH Date: 22 JUN 2015 for your program. ,gw b Descr: Nall in File:c:\users\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 Design Summary 4 _Stem Construction 1 Top Stem Stem OK Wali Stability Ratios Design Height Above Fig 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 Soil Pressure @ Toe = 1,650 psf OK Design Data = Soil Pressure @ Heel = 447 psf OK Total +fa/Fa = 0.973 Allowable = 2,000 psf Total Force @ Section lbs= 2,492.0 Soil Pressure Less Than Allowable Moment....Actua! ft#= 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 FootingShear 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 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. = 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 psi= 2,500.0 Fy 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-it 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,#901 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 e cr Use menu item Settings>Printing&Title Block A" w 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. 14Ay Descr: 11 Nall in File:c:lusers\daveldocumentslretainpro 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 J 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 Heel 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 caculation. DESIGNER NOTES: