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Specifications 7397 (s/ 25D 050,112-JIOW 7"20fq - 015399 Digitally signed by Dave DDN:ave cn=DHorn ave Horn, o=Horn Consulting Engineers,ou, Hornemail=dave@hornce.c HCE om,c " Date:2019.10.15 15:13:44-07'00' Horn Consulting Engineers LLC ry Structural Calculations OFFICE COPY P : IED criv.C1 HCE Project#: JTS:19-33 D 1 7 2019 • BUILDING V sj Date: 10/15/2019 O Project Description: New House: Tigard, Oregon Red Cedar Estates Plan 2596C Lot#7 Subject Sheet#'s Lateral Loads L1 — L7 Framing F1 — F5 Susp. Garage SG1 — SG2 Deck Framing D1 Footings FTG1 Retaining Wall RW1 — RW15 •;O'` ROi NEFJ.'oy 5 C19PE • r- 0 10N t </ ` O qN 12 1°'�' 41/0 NpQ\ Expires: 6-30-21 The following calculations are for lateral wind and seismic engineering and gravity loading of the beams and columns. The design is based on information 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. 7412 SW Beaverton-Hillsdale HWY Portland, OR 97225 Phone: 503.892.5782 Email:dave@hornce.com l !AlHCE Horn Consulting Engineers LLC New House: JTS-19-33 GL Code Basis of Design: 2014 O.R.S.C. and 2017 O.R.S.C. Wind Loading: Per ASCE 7 Fig 28.6-1 See attached elevations for wind loading breakdown per level. 120mph 3-sec gust Exp B. The mean roof height of the house h = 26' approximately. 414144 (i" # 0 ; , - SIC 4 111.1c Case A Case B a = .10*40' = 4.0' or for h = 26' a = .4(h) = .4(26') = 10.4' a must be larger than .04(40') = 1.6' or 3' a =4.0' controls Therefore: 2a = 8' see Fig 28.6-1 ASCE 7, and Figure above. 7412 SW Beaverton-Hillsdale Hwy,Ste 202 Portland,OR 97225 Phone:503.892.5782 Email:dave@hornce.com _ CZ 000-144- i111211 i11 I HCE H r Consulting Engineers LLC Seismic Loading: D1 seismic design category per O.R.S.C. Sps= .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(37')(15+6+4)] = 87.9plf > 60.6plf therefore, seismic governs. W1 = [.095(45')(12+12+8)] + 87.9 = 224.7plf > 199.9plf therefore, seismic governs. W1 = [.095(14')(12+10+6)]+[.095(10')(60)] + 224.7 = 318.9plf > 309.9plf therefore, seismic governs. Seismic in Side to Side: Wr= [.095(40')(15+6+4)] = 95p1f > 61.8plf therefore, seismic governs. W1 = [.095(40')(12+12+8)] + 95 = 216.6plf > 203.3plf therefore, seismic governs. W1 = [.095(30')(12+10+6)] +[.095(10')(60)] + 216.6 = 353.4plf > 304.6plf therefore, seismic governs. Redundancy Factor= 1.0 per ASCE7 section 12.3.4.2 7412 SW Beaverton-Hillsdale Hwy,Ste 202 Portland,OR 97225 Phone:503.892.5782 Email:dave@hornce.com HCE Horn Consulting Engineers LLC Roof Diaphragm: Left Wall Line Back Wall Line PW = (0.0606) klf x 20' = 1.2k P = (0.095) klf x 14' = 1.3k PS = (0.0879) klf x 20' = 1.8k V= P/(24)' = 55plf Type A Wall V = Pj(34)' = 52p1f Type A Wall 4' Wall 11' Wall Mot = 1.8kft Mot = 4.6kft Mr = 3.3(0.6) = 2.0kft No HD Req'd Mr = 14.9(0.6) = 9.0kft No HD Req'd Front Wall Line Right Wall Line P = (0.095) klf x 20' = 1.9k PW= (0.0606) klf x 20' = 1.2k V = P/ (10.5)' = 181 plf Type A Wall PS = (0.0879) klf x 20' = 1.8k 10.5' Wall V = PJ (17)' = 103pIf Type A Wall Mot = 15.2kft 17'Wall Mr= 13.9(0.6) = 8.3kft Mot = 14.1 kft T = 0.7k Type 8 HD Mr= 35.4(0.6) = 21.2kft No HD Req'd Front Wall Line @ Bump Outs P = (0.095) klf x 10' = 1.0k V= P/(12.25)' = 78plf Type A Wall 2.75' Wall Mot = 1.7kft Mr = 2.0(0.6) = 1.2kft T = 0.2k No HD Req'd 7412 SW Beaverton-Hillsdale Hwy,Ste 202 Portland,OR 97225 Phone:503.892.5782 Email:dave@hornce.com lI H HOM Consulting Engineers LLC Upper Floor Diaphraqm: Left Wall Line Back Wall Line @ Bump Out P, = (0.1393) klf x 20' + 1.2k=4.0k P = (0.1216) klf x 2' = 0.2k PS = (0.1368) klf x 20' + 1.8k = 4.5k V= P/ (9)' = 27p1f Type A Wall V = Ps/(27)' = 168plf Type A Wall 4'Wall 27'Wail Mot = 1.0kft Mot = 40.8kft Mr = 3.3(0.6) = 2.0kft No HD Req'd Mr = 70.4(0.6) = 42.2kft No HD Req'd Back Wall Line Right Wall Line P = (0.1216) klf x 13' + 1.3k = 2.9k PW= (0.1393) klf x 20' + 1.2k =4.0k V = P/ (10.5)' = 274p1f Type B Wall PS = (0.1368) klf x 20' + 1.8k = 4.5k 3.25' Wall V = Ps/(29)' = 156plf Type A Wall Mot = 8.0kft 29'Wall Mr = 2.6(0.6) = 1.6kft Mot = 40.8kft T = 2.0k Type 8 HD Above Mr = 80.1(0.6) =48.1kft No HD Req'd Type 1 HD Below Interior Wall Lines P = (0.1216) klf x 23.25' + 1.9k = 4.7k V = P/ (20)' = 236plf Type A Wall 10' Wall Mot = 21.3kft Mr= 14.6(0.6) = 8.8kft T = 1.3k + 0.7k = 2.0k Type 8 HD Front Wall Line P = (0.1216) klf x 8.25' + 1.0k = 2.0k V= P/ (11)' = 182plf Type A Wall 2.5'Wall Mot = 3.2kft Mr= 1.7(0.6) = 1.0kft T = 0.9k Type 1 HD 7412 SW Beaverton-Hillsdale Hwy,Ste 202 Portland,OR 97225 Phone:503.892.5782 Email:dave@homce.com ll HE Horn Consulting Engineers LLC Main Floor Diaphragm: Left Wall Line Back Wall Line PW= (0.110) klf x 20' + 4.0k = 6.2k P = (0.1368) klf x 12' + 2.9k + 0.2k = 4.7k Ps = (0.0942) klf x 20' +4.5k= 6.4k V= P/ (40)' = 119plf Type A Wall V = Ps/(43)' = 149p1f Type A Wall 15' Wall 16' Wall Mot = 10.7kft Mot = 11.8kft Mr = 18.3(0.6) = 11.0kft Mr = 18.8(0.6) = 11.3kft T = 0.0k Back Wall Line @ Garage P = (0.1368) klf x 18' + 4.7k/2 = 4.8k Right Wall Line V = P/ (14)' = 344p1f Type B Wall PW = (0.110) klf x 20' + 4.0k = 6.2k 14'Wall Ps = (0.0942) klf x 20' +4.5k= 6.4k Mot = 19.3kft V = Ps/(45)' = 142p1f Type A Wall Mr = 39.9(0.6) = 24.Okft 45'Wall Mot = 32.Okft Mr= 107.6(0.6) = 64.5kft 7412 SW Beaverton-Hillsdale Hwy, Ste 202 Portland,OR 97225 Phone:503.892.5782 Email:dave®a hornce.com A=ce -4. /20Awl/ Exp• $ i-Sec. 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SUITE 135 • PORTLAND, OR • 97219 PHONE: 503.892.5782 • EMAIL: DAVE@HORNCE.COM Rw i Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data U - Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingIiSoil Friction = 0.450 -' Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ` LLateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind ce(W0 inFooting Line Load 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 (Service Level) _ Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Earth Pressure Seismic Load Method :MononobeOkabe/Seed-Whitman Kae for seismic earth pressure = 0.491 Added seismic base force 216.5 lbs Design Kh = 0.200 g Ktin§�iee prsure = 0.353 = 0.137 Using Mononobe-Okabe/Seed-Whitman procedure ‘11,3 I. Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.02 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 4,252 lbs Rebar Size = # 4 ...resultant ecc. = 7.95 in Rebar Spacing = 13.00 Soil Pressure @ Toe = 1,936 psf OK Rebar laced at = Edge D Soil Pressure @ Heel = 65 psf OK Design Data fb/FB+fa/Fa = 0.502 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,711 psf ACI Factored @ Heel = 91 psf Strength Level lbs= 1,283.5 Moment....Actual Footing Shear @ Toe = 5.7 psi OK Service Level ft#_ Footing Shear @ Heel = 0.9 psi OK Strength Level ft-#= 2,517.2 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 5,011.3 Lateral Sliding Force = 1,116.5 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,575.9 lbs Strength Level psi= 17.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 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 1.000 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Rw� Use menu item Settings>Printing&Title Block Title Lennar prototype wall Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 16 FEB 2017 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_lennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To: HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0943 in2/ft (4/3)*As: 0.1257 in2/ft Min Stem T&S Reinf Area 0.960 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.1846 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.25 Factored Pressure = 2,711 91 psf Total Footing Width = 4.25 Mu':Upward = 1,253 2,074 ft-# Footing Thickness = 12.00 in Mu':Downward = 128 3,103 ft-# Mu: Design = 1,125 1,030 ft-# Key Width = 0.00 in Actual 1-Way Shear = 5.69 0.93 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 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 = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.10 in2 Min footing T&S reinf Area per foot 0.26 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 900.0 2.00 1,800.0 Soil Over Heel = 1,614.6 2.96 4,776.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 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 = 216.5 3.60 779.4 Soil Over Toe = 0.50 = Surcharge Over Toe = Total 1,116.5 O.T.M. 2,579.4 Stem Weight(s) = 500.0 1.33 666.7 Earth @ Stem Transitions= _ = Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 3.02 Key Weight = Vertical Loads used for Soil Pressure= 4,252.1 lbs Vert.Component = Total= 3,502.1 lbs R.M.= 7,797.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. ( 1^)Li Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_lennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To: HORN CONSULTING ENGINEERS Criteria I 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 Active Heel Pressure = 50.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingllSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads i Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall t all to Ftg CL Dist = 0.00 ftAxial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load i Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.491 Added seismic base force 294.7 lbs Design Kh = 0.200 9 Kgs§Uaprure = 0.353 = 0.137 Using Mononobe-Okabe/Seed-Whitman procedure c&t3S Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_lennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Design Summary I _Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.51 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 5,613 lbs Rebar Size = # 4 ...resultant ecc. = 8.49 in Rebar Spacing = 11.00 Soil Pressure @ Toe = 1,808 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 233 psf OK fb Allowable = 2,000 psf /FB+fa/Fa = 0.729 Soil Pressure Less Than Allowable Total Force @Section ACI Factored @ Toe = 2,531 psf Service Level lbs= ACI Factored @ Heel = 326 psf Strength Level lbs= 1,831.7 Moment....Actual Footing Shear @ Toe = 9.7 psi OK Service Level ft-#= Footing Shear @ Heel = 1.1 psi OK Strength Level ft-#= 4,290.3 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 5,883.6 Lateral Sliding Force = 1,519.7 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 2,188.1 lbs Strength Level psi= 24.4 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 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 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 2w (:. Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1607 in2/ft (4/3)*As: 0.2143 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2143 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2182 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths Il Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,531 326 psf Total Footing Width = 5.50 Mu':Upward = 1,847 5,168 ft-# Footing Thickness = 12.00 in Mu':Downward = 199 6,934 ft-# Mu: Design = 1,648 1,766 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.67 1.06 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.43 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments U OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,225.0 2.33 2,858.3 Soil Over Heel = 2,687.5 3.71 9,966.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 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 = 294.7 4.20 1,237.6 Soil Over Toe = 0.63 = Surcharge Over Toe = Total 1,519.7 O.T.M. 4,095.9 Stem Weight(s) = 600.0 1.58 950.0 Earth @ Stem Transitions= = = Footing Weight = 825.0 2.75 2,268.8 Resisting/Overturning Ratio = 3.51 Key Weight = Vertical Loads used for Soil Pressure= 5,612.5 lbs Vert.Component = Total= 4,862.5 lbs R.M.= 14,372.4 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. c7 Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Criteria I Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 125.00 pcf ',,. Soil Density,Toe = 0.00 pcf FootingilSoil Friction = 0.450 Soil height to ignore iiiiiiiiiiiiiNi for passive pressure = 12.00 in ! or Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load111 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to StemFooting Type Line Load (Service Level) 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 (Service Level) _ Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.491 Added seismic base force 384.9 lbs Design Kh = 0.200 g K ti ? 06s%ure = 0.353 = 0.137 Using Mononobe-Okabe/Seed-Whitman procedure R cc Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To: HORN CONSULTING ENGINEERS _Design Summary I Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.65 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 7,185 lbs Rebar Size = # 4 ...resultant ecc. = 9.92 in Rebar Spacing = 9.00 Soil Pressure @ Toe = 1,949 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 262 psf OK = 2,000 psffb/FB+fa/Fa 0.947 Allowable = Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,728 psf ACI Factored @ Heel = 367 psf Strength Level lbs= 2,477.2 Moment....Actual Footing Shear @ Toe = 10.6 psi OK Service Level ft#_ Footing Shear @ Heel = 1.2 psi OK Strength Level ft-#= 6,745.5 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 7,122.4 Lateral Sliding Force = 1,984.9 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 2,895.9 lbs Strength Level psi= 33.0 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 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 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page 3u 1 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To: HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2527 in2/ft (4/3)*As: 0.337 in2/ft Min Stem T&S Reinf Area 1.344 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2527 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2667 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 5.25 Factored Pressure = 2,728 367 psf Total Footing Width = 6.50 Mu': Upward = 2,013 9,685 ft-# Footing Thickness = 12.00 in Mu': Downward = 199 12,919 ft-# Mu: Design = 1,814 3,234ft-# Key Width = 0.00 in Actual 1-Way Shear = 10.61 1.22 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 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 = #4 @ 9.26 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel:#4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Key: No key defined Min footing T&S reinf Area 1.68 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING - Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,600.0 2.67 4,266.7 Soil Over Heel = 4,010.4 4.21 16,877.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 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 = 384.9 4.80 1,847.4 Soil Over Toe = 0.63 = Surcharge Over Toe = Total 1,984.9 O.T.M. 6,114.1 Stem Weight(s) = 700.0 1.58 1,108.3 Earth @ Stem Transitions= = = Footing Weight = 975.0 3.25 3,168.8 Resisting/Overturning Ratio = 3.65 Key Weight = Vertical Loads used for Soil Pressure= 7,185.4 lbs Vert.Component = Total= 6,435.4 lbs R.M.= 22,341.8 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed,or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure caculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RIlo Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_lennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Criteria I 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 Active Heel Pressure = 50.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in =-- Surcharge Loads 0 [Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft ilI Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Line Load 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Mononobe Okabe/Seed-Whitman Kae for seismic earth pressure = 0.491 Added seismic base force 487.1 lbs Design Kh = 0.200 g KPASIP 8e prsure = 0.353 = 0.137 Using Mononobe-Okabe/Seed-Whitman procedure cwt Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Design Summary I Stem Construction I Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.00 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 8,796 lbs Rebar Size = # 4 ...resultant ecc. = 8.71 in Rebar Spacing = 6.00 Soil Pressure @ Toe = 1,772 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 497 psf OK fb/FB+fa/Fa = — 0.961 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 2,481 psf ACI Factored @ Heel = 696 psf Strength Level lbs= 3,219.8 Moment....Actual Footing Shear @ Toe = 21.3 psi OK Service Level ft-it_ Footing Shear @ Heel = 3.2 psi OK Strength Level ft-#= 9,993.6 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 10,400.4 Lateral Sliding Force = 2,512.1 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 3,620.6 lbs Strength Level psi= 42.9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = NOT considered in the calculation of soil bearing Wall Weight psf= 100.0 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 1.000 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Rt)IZ Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3744 in2/ft (4/3)*As: 0.4992 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.3744 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 2,481 696 psf Total Footing Width = 7.75 Mu':Upward = 3,594 15,728 ft-# Footing Thickness = 12.00 in Mu':Downward = 390 19,627 ft-# Mu: Design = 3,204 3,899 ft-# Key Width = 0.00 in Actual 1-Way Shear = 21.26 3.25 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 @ 6.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 9.26 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel:#4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Key: No key defined Min footing T&S reinf Area 2.01 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,025.0 3.00 6,075.0 Soil Over Heel = 5,333.3 5.08 27,111.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.08 1,562.5 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 2.08 1,562.5 Seismic Earth Load = 487.1 5.40 2,630.4 Soil Over Toe = 0.88 = Surcharge Over Toe = Total 2,512.1 O.T.M. 8,705.4 Stem Weight(s) = 800.0 2.08 1,666.7 Earth @ Stem Transitions= = = Footing Weight = 1,162.5 3.88 4,504.7 Resisting/Overturning Ratio = 4.00 Key Weight = Vertical Loads used for Soil Pressure= 8,795.8 lbs Vert.Component = Total= 8,045.8 lbs R.M.= 34,845.0 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. SZkIs 13 Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 1 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_lennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To: HORN CONSULTING ENGINEERS Criteria I Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 50.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 125.00 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 ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem Footing Type Line Load (Service Level) 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method :Mononobe-Okabe/Seed-Whitman Kae for seismic earth pressure = 0.491 Added seismic base force 621.6 lbs Design Kh = 0.200 g KASIP eeprl ure = 0.353 = 0.137 Using Mononobe-Okabe/Seed-Whitman procedure CSW t Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 2 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Design Summary i _Stem Construction i Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.20 OK Wall Material Above"Ht" = Concrete Sliding = 1.53 OK Design Method = LRFD ASD LRFD Thickness = 10.00 Total Bearing Load = 11,138 lbs Rebar Size = # 5 ...resultant ecc. = 8.82 in Rebar Spacing = 9.00 Soil Pressure @ Toe = 1,844 psf OK Rebar Placed at = Edge Design Data Soil Pressure @ Heel = 631 psf OK fb/FB+fa/Fa = 0.995 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,582 psf Service Level lbs= ACI Factored @ Heel = 883 psf Strength Level lbs= 4,080.2 Footing Shear @ Toe = 19.3 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 4.2 psi OK Strength Level ft-#= 14,257.0 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 14,321.6 Lateral Sliding Force = 3,205.6 lbs Shear Actual less 100%Passive Force= - 222.2 lbs Service Level psi= less 100%Friction Force = - 4,674.4 lbs Strength Level psi= 41.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 8.19 Masonry Data fm psi Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ration' = NOT considered in the calculation of soil bearing Wall Weight psf= 125.0 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 1.000 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 RI) tS Use menu item Settings>Printing&Title Block Title Scouter HS 29 Page: 3 to set these five lines of information Job#: Dsgnr: DJH Date: 11 SEP 2019 for your program. Description.... wall w/o slab for sliding This Wall in File:c:\users\dave\documents\retainpro 10 project files\scouters lot 29 wall_Iennar.RP RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06056184 Cantilevered Retaining Wall Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HORN CONSULTING ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4026 in2/ft (4/3)*As: 0.5368 in2/ft Min Stem T&S Reinf Area 2.160 in2 200bd/fy:200(12)(8.1875)/60000: 0.3275 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.240 in2/ft 0.0018bh :0.0018(12)(10): 0.216 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.4026 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.4133 in2/ft #5@ 15.50 in #5@ 31.00 in Maximum Area: 1.1092 in2/ft #6@ 22.00 in #6@ 44.00 in Footing Dimensions &Strengths M Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 7.00 Factored Pressure = 2,582 883 psf Total Footing Width = 9.00 Mu':Upward = 4,912 24,170 ft-# Footing Thickness = 14.00 in Mu':Downward = 570 29,662 ft-# Mu: Design = 4,342 5,492 ft-# Key Width = 0.00 in Actual 1-Way Shear = 19.34 4.24 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 12.30 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.30 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Heel:#4@ 7.94 in,#5@ 12.30 in,#6@ 17.46 in,#7@ 23.81 in,#8@ 31.35 in,#9@ 39 Key: No key defined Min footing T&S reinf Area 2.72 in2 Min footing T&S reinf Area per foot 0.30 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.94 in #4@ 15.87 in #5@ 12.30 in #5@ 24.60 in #6@ 17.46 in #6@ 34.92 in Summary of Overturning & Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,584.0 3.39 8,757.0 Soil Over Heel = 6,937.5 5.92 41,046.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 750.0 2.42 1,812.5 Load @ Stem Above Soil= *Axial Live Load on Stem = 750.0 2.42 1,812.5 Seismic Earth Load = 621.6 6.10 3,791.6 Soil Over Toe = 1.00 = Surcharge Over Toe = Total 3,205.6 O.T.M. 12,548.6 Stem Weight(s) = 1,125.0 2.42 2,718.8 Earth @ Stem Transitions= _ = Footing Weight = 1,575.0 4.50 7,087.5 Resisting/Overturning Ratio = 4.20 Key Weight = Vertical Loads used for Soil Pressure= 11,137.5 lbs Vert.Component = Total= 10,387.5 lbs R.M.= 52,665.6 If seismic is included,the OTM and sliding ratios *Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. EWP Studio Client: Date: 10/11/2019 Page 1 of 3 Simpson Strong Tie® Component SolutionsTM Project: Input by: KAMI HENDERSON Address: Job Name: CALCS Project#: J1 RFPI 400 11.875" - PASSED Level:UPPER Level OFFICE COPY 2 4, 1 oo o /11 7/8„ 1 D Fir 2 D.Fir 3 D.Fir 1' I 20'6" 6'6" 21/16" 28' Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16"o.c. Design Method: ASD 1 510 296 53 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 1117 319 0(-6) 0 0 Deflection LL: 480 Load Sharing: No 3 0(-134) (-33) 3 0 0 Deflection TL: 360 Deck: 3/4 APA Rated Sturd-l- Importance: Normal FloorOSB Nailed and Glued Temperature: Temp<=100°F General Load Ceiling: Gypsum 1/2" Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1-D.Fir 5.500" 34% 295/512 807 LL_ D+L 2-D.Fir 5.500" 62% 321/1126 1447 _LL D+L Analysis Results 3-D.Fir 2.750" 27% -34/170 136 L_L D+L Analysis Actual Location Allowed Capacity Comb. Case (-334) Neg Moment -2567 ft-lb 21'6" 4315 ft-lb 0.595(59%) D+L _LL Pos Moment 2335 ft-lb 9'8 3/16" 4315 ft-lb 0.541(54%) D+L _L_ Shear 822 lb 21'6" 1480 lb 0.556(56%) D+L _LL LL Defl inch 0.336(L/724) 10'6 5/8" 0.507(U480) 0.660(66%) L _L_ TL Defl inch 0.424(L/574) 107 1/8" 0.676(U360) 0.630(63%) D+L _L_ LL Cant -0.053 Lt Cant 0.200 0.265(26%) L _L_ (21/454) (21/480) TL Cant -0.063 Lt Cant 0.300 0.209(21%) D+L _L_ (2L/384) (2L/360) Design Notes 1 Tie-down connection required at bearing 3 for uplift 334 lb(Combination D+L,Load Case U . 2 Cantilever Upward Deflection Live Load 0.052913 greater than recommended 0.05 ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF 2 Point 0-0-0 134 lb 0 lb 50 lb 0 lb 0 lb • Notes chemicals 5.Provide lateral support at bearing points to avoid Manufacturer Info PACIFIC LUMBER&TRUSS CO. Calculated Structured Designs is responsible only of the Handling 8 Installation lateral displacement and rotation RoseburgForest Products 10515 SW ALLEN BLVD,OREGON structural adequacy of this component based on the 6.Web stiffeners for point load as shown Minimum 97005 1.!Joist flanges must not be cut or drilled point load bearing lengtiv=3.5 inches 4500 Riddle By-pass Rd 503-858-9663 design criteria and loadings shown. It is the 2.Refer to latest copy of the!Joist product Information 7.For flat roofs provide proper drainage to prevent Riddle,OR 97469 responsibility of the customer and/or the contractor to details for framing details,stiffener tables,web hole ponding ensure the component suitability of the intended chart,bridging details,multi-ply fastening details and (541)784 005 application,and to verify the dimensions and loads. handling/erection details www.roseburg.corn Lumber 3.Damaged!Joists must not be used APA:PR-L259,ICC-ES:ESR-1251 Pacif umber 1.D diems,unless noted otherwise 4.Design assumes top flange to be laterally restrained Dry service con by attached sheathing or as specified in engineering 2.!Joist not to be treated with fire retardant or corrosive 0"""v notes. This design is valid until 1/7/2022 & TRU 5 5 EWP Studio Version 19.12.001 Powered by iStructr" Strang,tr Client: Date: 10/11/2019 Page 2 of 3 EWP Studio Project: Input by: KAMI HENDERSON E Simpson Strong-Tie 0 Address: Job Name: CALCS Component SolutlonsTM Project#: J3 RFPI 400 11.875" - PASSED Level:UPPER Level 1 / --.4;'' ' '' . '' ---'.1 , :"L", ,1.,,f, ,,. --n.'1; -,- ,' ,"'" 11 7/8" In Cl / 1 D.Fir 2 D.Fir 172" ' " ...4/ 2 1/16 172 " Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 16"o.c. Design Method: ASD 1 458 137 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 458 137 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: 3/4 APA Rated Sturd-l- ImportanceNormal FloorOSB Nailed and : Glued Temperature: Temp<=100°F Ceiling: Gypsum 1/2" General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1-D.Fir 2.000" 54% 137/458 595 L D+L ' 2-D.Fir 2.000" 54% 137/458 595 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 2492 ft-lb 87" 4315 ft-lb 0.578(58%) D+L L Shear 588 lb 1 1/4" 1480 lb 0.397(40%) D+L L LL Defl inch 0.276(U738) 87 1/16" 0.424(L/480) 0.650(65%) L L TL Defl inch 0.359(L/568) 87 1/16" 0.565(L/360) 0.630(63%) D+L L ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-4-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF Notes chemicals 5.Provide lateral support at bearing points to avoid Manufacturer Info PACIFIC LUMBER&TRUSS CO. lateral displacement and rotabon ' RoseburForest Products 10515 SWALLEN BLVD,OREGON Calculated Structured Designs is responsible only of the Handling&Installation g 6.Web stiffeners for plant load as shown Minimum 97005 structural adequacy of this component based on the 1.!Joist flanges must not be cut or drilled point load bearing length>.3.5 inches 4500 Riddle By-pass Rd design critena and loadings shown. It is the 2 Refer to latest copy of the IJoist product information 7.For 111M roMs provide proper drainage to prevent Riddle,OR 97469 503-858-9663 responsibility of the customer and/or the contractor to details for framing details,stiffener tables,web hole onding ensure the component suitabdity of the intended chart,bndgtng details,mult-ply fastening details and p (541)7844005 application,and to venfy the dimensions and loads. handling/erecton details www.roseburg.corn Lumber 3.Damaged!Joists must not be used APA:PR-L259,ICC-ES:ESR-1251 Pacifiatumber 4. sign assumes top flange to be laterally restrained 1.Dry service conditions,unless noted otherwise De by attached sheathing or as specified m neenng 2.!Joist not to be treated with fire retardcorrosive ant or notes. enmThis design is valid until 1/7/2022 & T R U S S EWP Studio Version 19.12.001 Powered by iStructta =I =71 EWP Studio Client: Date: 10/11/2019 Page 3 of 3 Project: Input by: KAMI HENDERSON Simpson Strong-Tie® Address: Job Name: CALCS Component SolutionsTM Project#: J6 RFPI 70 11.875" - PASSED Level:UPPER Level 1 / 0' .. 0 / 1 D.Fir 2 D.Fir 20'1" 20'1" /-/2 5/16" Member Information Reactions UNPATTERNED lb(Uplift) Type: Joist Application: Floor Brg Live Dead Snow Wind Const Spacing: 12"o.c. Design Method: ASD 1 402 121 0 0 0 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 402 121 0 0 0 Deflection LL: 480 Load Sharing: No Deflection TL: 360 Deck: 3/4 APA Rated Sturd-l- Importance: Normal FloorOSB Nailed and Glued Temperature: Temp<=100°F Ceiling: Gypsum 1/2" General Load Bearings Floor Live: 40 PSF Bearing Length Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 12 PSF 1-D.Fir 2.000" 42% 121/402 522 L D+L 2-D.Fir 2.000" 42% 121/402 522 L D+L Analysis Results Analysis Actual Location Allowed Capacity Comb. Case Moment 2568 ft-lb 10'1/2" 6645 ft-lb 0.386(39%) D+L L Shear 517 lb 1 1/4" 1550 lb 0.333(33%) D+L L LL Defl inch 0.301(L/792) 10'9/16" 0.497(0480) 0.610(61%) L L TL Defl inch 0.392(L/609) 10'9/16" 0.662(L/360) 0.590(59%) D+L L ID Load Type Location Trib Width Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Uniform 1-0-0 12 PSF 40 PSF 0 PSF 0 PSF 0 PSF Notes chemicals 5.Provide lateral support at bearing points to avoid Manufacturer Info PACIFIC LUMBER&TRUSS CO. Calculated Structured Designs is responsible only of the Handling&Installation lateralsdisplacementand rotations RoseburgForest Products 10515 SW ALLEN BLVD,OREGON structural adequacyof this component based on the 6.Web liflenem for point load s shown Minimum 97005 omponen 1.IJoist flanges must not be cut or drilled point load bearing length>=3.5 inches 4500 Riddle By-pass Rd 503-858-9663 design criteria and loadings shown. It Is Me 2.Refer to latest copy of the!Joist product information 7.For flat roofs provide proper&meg°to prevent Riddle,OR 97469 responsibiley of the customer and/or the contractor to details for framing details,stiffener tables,web hole ponding ensure the component suitability of the intended chart,bridging details,multi-ply fastening details and (541)784-4005 applicebon,and to verify the dimensions and loads. handinglerecton details www.roseburg.com Lumber 3.Design a'Joists must aoge to used APA.PR-L259,ICC-ES:ESR-1251 Paci lumber 1.Dry service conditions,unless noted otherwise 4.Design assumes top flange ecbe laterally restrained 2.!Joist not to be treated with fire retardant or corrosive by attached sheathing or as specified in engineering & TRUSS \ c o mo eu e n notes. This design is valid until 1/7/2022 EWP Studio Version 19.12.001 Powered by iStructme