Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (2)
OFFICE COPY OCT 14 2019 GREEN MOUNTVIIN PROJECT: BUILD' 'VISION Illir structural engineering DATE: BY: "..,-,„ ,„ ,,, JOB NO: SHEET: RIVERSIDE HOMES City of Tigard Plan 2626 Elderberry Ridge Lot 11 Appr9xed Pians Walls 4to8ft t�-s r -( — b0 L o� BY Date41.(elij d •° 'e°' III- REVISION _e"__ ##5 © 12"oc © H = 8' Approved plans #4 © 12o © H = 6' 4 © 14"oc © H = 4' shall be on job site. . . 2"CLR CLEAN COMPACTED d .;•:; GRAVEL FILL = #4 © 18" - 01 4 < •o°': 4 © 12"oc © H = 8' ° 4 © 12"oc © H = 6' MiN 4 © 18"oc © H = 4' rT"—' a d . #4 © 18,. b d.' a :a • d Glir d. a moi./ Q A L. 4' a. .6a. �� ' i W M \ 4"0 PERF PIPE A A = 6'-3" © H = 8'—O" A = 4'-6" © H = 6'—O" A = 3'—O" © H = 4'—O" ( ti`�0 PROxes - =TA I \ I \ G WALL c, ��F, --01. N.T.S. �, sv �8Pr „ f OREGON�a o '+b 3y , . r 'NAOA. 1 MU � [EXPIRES !2. 31 '10 .0 PI R-2 RIVERSIDE HOMES Plan 2626 Elderberry Ridge Lot 11 Walls 10 ft F-10"--1 "--{ LLIF ,...°1... • °••° ' ° II—III ....°.io o . o , 9d \\ d #5 © 12"oc lia- ------2"C LR #4 © 12" O CLEAN COMPACTED I GRAVEL FILL #5 x I © 10"oc Q ' a •o°°r o Jo 20" d . 1 '-6" " d A .' Ili—I��— o a' I'=1 n.-j1---MiI ' d °, 4 © 12 d' . o 1 d v . d 2" CLR O. • • C a ff III�1 I—III-1 11- 3 '1,;11 --tll� I1 I #4 © 18» CLR 4"0 PERF PIPE 8'—O" 1 0 ' R 1- TA \ \ G WAS k0° R,ces �r,�`'� $.,,,,„ ____j N.T.S. ,;;� 4978p �' y f ., OREGON O A Mtn tEXPIRES ; i .2.02.0 Use menu item Settings>Printing&Title Block Title 4'Cantilevered wall w/surcharge Page: 1 ' to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 7 FEB 2018 for your program. Description.... R-3 This Wall in File:c:\Users\Owner\Documents\RetainPro 10 Project Files\cantilevered walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-08052187 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING Criteria Soil Data I ;.,°;z,< : x:; Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 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 = 110.00 pcf Soil Density,Toe = 0.00 pcf `` '' A FootinglISoil Friction = 0.350 ,�.:.�--,...��t., s Soil height to ignore _= for passive pressure = 12.00 in q--.-111 0 Surcharge Loads ! Lateral Load Applied to Stem I 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 ...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 1 (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I [ Stem Construction 4 Bottom As<Min% Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.32 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 1,691 lbs Rebar Size = # 4 ...resultant ecc. = 3.76 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 900 psf OK Reaed at = Edge Soil Pressure @ Heel = 212 psf OK Desiggnn Daatta 1,500 fb/FB+fa/Fa = No Good Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,260 psf Service Level lbs= ACI Factored @ Heel = 297 psf Strength Level lbs= 549.8 Footing Shear @ Toe = 0.1 psi OK Mom .Actual Footing Shear @ Heel = 3.1 psi OK Servv icceeLevel ft-#= Strength Level ft-#= 801.0 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 3,632.0 Lateral Sliding Force = 498.3 lbs Shear Actual less 100%Passive Force = - 156.3 lbs Service Level psi= less 100%Friction Force = - 591.7 lbs Strength Level psi= 7.3 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 ....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' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors - - - Short Term Factor = Building Code IBC 2015,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= 2,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title 4'Cantilevered wall w/surcharge Page: 2 to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 7 FEB 2018 for your program. Description.... R-4 This Wall in File:c:\Users\Owner\Documents\RetainPro 10 Project Files\cantilevered walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06052197 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.03 in2/ft (4/3)*As: 0.04 in2/ft Min Stem T&S Reinf Area 0.768 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: 0.1333 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6773 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths I Footing Design Results I Toe Width = 0.67 ft Toe Heel Heel Width = 2.37 Factored Pressure = 1,260 297 psf Total Footing Width = 3.04 Mu':Upward = 267 692 ft-# Footing Thickness = 12.00 in Mu':Downward = 55 1,143 ft-# Mu: Design = 212 451 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.09 3.14 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi I Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 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:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.79 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 & Moments711 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 = 749.5 2.19 1,640.1 Surcharge over Heel = 60.8 2.50 151.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 85.2 2.19 186.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 0.34 Surcharge Over Toe = Total 498.3 O.T.M. 881.1 Stem Weight(s) = 400.0 1.00 401.3 Earth @ Stem Transitions= _ = Footing Weight = 456.0 1.52 693.1 Resisting/Overturning Ratio = 3.32 Key Weight = Vertical Loads used for Soil Pressure= 1,690.6 lbs Vert.Component = Total= 1,690.6 lbs R.M.= 2,920.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title 6'Cantilevered wall w/surcharge Page: 1 • to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 7 FEB 2018 for your program. Description.... R-5 This Wall in File:c:\Users\Owner\Documents\RetainPro 10 Project Files\cantilevered walls.RPX RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-06052197 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING Criteria I Soil Data f gF Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 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 = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore '' =- _- -• for passive pressure = 12.00 in flk._,• •, Surcharge Loads Lateral Load Applied to Stem I 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft rLoad Type = Wind(W) 1 Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil - 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0,0 lbs (Strength Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 { Design Summary I [ Stem Construction 1 Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.85 OK Wall Material Above"Ht" = Concrete Sliding = 1.50 Ratio<1.5! Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 3,592 lbs Rebar Size = # 4 ...resultant ecc. = 5.38 in Rebar Spacing = 12.00 RSoil Pressure @ Toe = 1,260 psf OK aed at = Edge Soil Pressure @ Heel = 323 psf OK Design Daatta fb/FB+fa/Fa = 0.482 Allowable = 1,500 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,764 psf ACI Factored @ Heel = 452 psf Strength Level lbs= 1,160.7 Footing Shear @ Toe = 0.1 psi OK Moment.ice ce.Level Ser viShear @ Heel = 3.7 psi OK ft-#= Allowable = 75.0 psi Strength Level ft-#= 2,474.2 Sliding Calcs Moment Allowable = 5,359.5 Lateral Sliding Force = 942.6 lbs Shear Actual less 100%Passive Force = - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,257.3 lbs Strength Level psi= 15.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 ....for 1.5 Stability = 0.3 lbs NG 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' = considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors - Short Term Factor = Building Code IBC 2015,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASO Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 2,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title 6'Cantilevered wall w/surcharge Page: 2 ' to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 7 FEB 2018 for your program. Description.... R-6 This Wall in File:c:\Users\Owner\Documents\RetainPro 10 Project Files\cantilevered walls.RPX RetainPro(c)1987.2017, Build 11.17.11.03 License:KW-08052197 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0927 in2/ft (4/3)*As: 0.1236 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: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in 1 Maximum Area: 0.6773 in2/ft #6@ 27.50 in #6©55.00 in Footing Dimensions&Strengths I ` Footing Design Results I Toe Width = 0.67 ft Toe Heel Heel Width = 3.87 Factored Pressure = 1,764 452 psf Total Footing Width = 4.54 Mu':Upward = 381 3,901 ft-# Footing Thickness = 12.00 in Mu':Downward = 55 5,397 ft-# Mu: Design = 326 1,497 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.09 3.67 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 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:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.18 in2 Min footing T&S reinf Area per foot 0.26 in2 ift 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 = 857.5 2.33 2,000.8 Soil Over Heel = 2,114.2 2.94 6,212.2 Surcharge over Heel = 85.1 3.50 297.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 160.2 2.94 470.6 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 36.9 0.34 12.3 Surcharge Over Toe = Total 942.6 O.T.M. 2 298.6 Stem Weight(s) = 600.0 1.00 602.0 Earth @ Stem Transitions= = = Footing Weight = 681.0 2.27 1,545.9 Resisting/Overturning Ratio = 3.85 Key Weight = Vertical Loads used for Soil Pressure= 3,592.2 lbs Vert.Component = _ Total= 3,592.2 lbs R.M.= 8,843.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title 8'Cantilevered wall w/surcharge Page: 1 • to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 7 FEB 2018 for your program. Description.... R-7 This Wall in File:c:\Users\Owner\Documents\RetainPro 10 Project Files\cantilevered walls.RPX RetainPro(c)1987-2017, Build 11.17.11.03 License:KW-06052197 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING Criteria r Soil DataI Retained Height = 8.00 ft Allow Soil Bearing = 1,501.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft i Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore = w' •} • for passive pressure12.00 in Surcharge Loads r I Lateral Load Applied to Stem ` !_Adjacent Footing Load ' Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ,,.Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ,,,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 0 (Service Level) Footing Type Line Load Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I [ Stem Construction I Bottom Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.45 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 6,267 lbs Rebar Size = # 5 ...resultant ecc. = 6.24 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,500 psf OK Rebar Placed at = Edge Design Data ---------- -- -.- Soil Pressure @ Heel = 502 psf OK fb/FB+fa/Fa = 0.700 Allowable = 1,501 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,100 psf Service Level lbs= ACI Factored @ Heel = 703 psf Strength Level lbs= 1.995.6 Actual Footing Shear @ Toe = 0.9 psi OK Mom Service,Level Level ft-#= Footing Shear @ Heel = 3.2 psi OK Allowable = 75.0 psi Strength Level ft-#= 5,593.2 Moment Allowable = 7,993.7 Sliding Calcs Lateral Sliding Force = 1,526.9 lbs Shear Actual less 100%Passive Force = - 156.3 lbs Service Level psi= less 100%Friction Force = - 2,193.5 lbs Strength Level psi= 26.9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= 139.50 Rebar Depth 'd' in= 6.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' _ considered in the calculation of soil bearing pressures. Wall Weight psf= 100.0 Load Factors - Short Term Factor = Building Code IBC 2015,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= 2,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title 8'Cantilevered wall w/surcharge Page: 2 to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 7 FEB 2018 for your program. Description.... R-8 This Wall in File:c:\Users\Owner\Documents\RetainPro 10 Project Files\cantilevered walls.RPX Retainer:(c)W 060052187 Cantilevered Retaining 1987-2017, Build 11.17.11.03 License:KW-0Ctild Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2118 in2/ft (4/3)*As: 0.2824 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(6.1875)/60000: 0.2475 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: 0.2475 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.6706 in2/ft #6@ 27.50 in #6@ 55.00 in 1 Footing Dimensions &Strengths 1 Footing Design Results Toe Width = 0.77 ft Toe Heel Heel Width = 5.49 Factored Pressure = 2,100 703 psf Total Footing Width = 6.26 Mu':Upward = 606 12,350 ft-# Footing Thickness = 12.00 in Mu':Downward = 73 15,308 ft-# Mu: Design = 533 2,958 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.94 3.16 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 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 1.62 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 I 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 = 4,244.5 3.85 16,334.4 Surcharge over Heel = 109.4 4.50 492.2 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 241.2 3.85 928.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 42.4 0.39 16.3 Surcharge Over Toe = Total 1,526.9 O.T.M. 4,744.7 Stem Weight(s) = 800.0 1.10 882.7 Earth @ Stem Transitions= = = Footing Weight = 939.0 3.13 2,939.1 Resisting/Overturning Ratio = 4.45 Key Weight = Vertical Loads used for Soil Pressure= 6,267.1 lbs Vert.Component = Total= 6,267.1 lbs R.M.= 21,100.5 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Use menu item Settings>Printing&Title Block Title 10'cantilevered w/surcharge Page: 1 to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 24 JUN 2019 for your program. Description.... R-9 This Wall in File:c:\Users\Anne Anderson\Documents\RetainPro 10 Project Files\10'retwall.RPX RetainPro(c)1987-2018, Build 11.18.07.31 License:KW-08052187 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING ------- --------- --- ------- Criteria Soil Data I :7:'. 77-,n,: :: Retained Height = 10.00 ft Allow Soil Bearing = 1,570.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 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 = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore :>"" ��^ for passive pressure = 0.00 in i _- Surcharge Loads i t Lateral Load Applied to Stem il LAdjacent Footing Load t 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 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I [ Stem Construction Bottom Bar Lap/Emb Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.61 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Design Method = LRFD LRFD LRFD LRFD LRFD Thickness = 10.00 Total Bearing Load = 9,199 lbs Rebar Size = # 5 ...resultant ecc. = 5.59 in Rebar Spacing = 11.00 Soil Pressure @ Toe = 1,552 psf OK Relaced at = Edge Soil Pressure @ Heel = 748 psf OK Desiggnn Daata fb/FB+fa/Fa = 0.895 Allowable = 1,570 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,172 psf Service Level lbs= ACI Factored @ Heel = 1,047 psf Strength Level lbs= 3,054.5 Footing Shear @ Toe = 8.9 psi OK Mom .Actual Footing Shear @ Heel = 6.7 psi OK Servryice iceLevel ft-#= Strength Level ft-#= 10,606.1 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 11,852.6 Lateral Sliding Force = 2,342.9 lbs Shear Actual less 100%Passive Force = - 330.1 lbs Service Level psi= less 100%Friction Force = - 3,219.7 lbs Strength Level psi= 31.1 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Anet(Masonry) in2= Rebar Depth 'd' in= 8.19 Masonry Data fm psi= Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = considered in the calculation of soil bearing pressures. Wall Weight psf= 125.0 Load Factors - - Short Term Factor = Building Code IBC 2015,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 10'cantilevered w/surcharge Page: 2 • to set these five lines of information Job#: Dsgnr: Anne Anderson Date: 24 JUN 2019 for your program. Description.... R-10 This Wall in File:c:\Users\Anne Anderson\Documents\RetainPro 10 Project Files\10'retwall.RPX RetainPro(c)1987-2018, Build 11.18.07.31 License:KW-06052197 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To:ANDERSON STRUCTURAL ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2995 in2/ft (4/3)*As: 0.3994 in2/ft Min Stem T&S Reinf Area 2.400 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: 0.3275 in2/ft #4@ 10.00 in #4@ 20.00 in Provided Area: 0.3382 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 1 Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 6.50 Factored Pressure = 2,172 1,047 psf Total Footing Width = 8.00 Mu':Upward = 2,365 21,080 ft-# Footing Thickness = 13.50 in Mu':Downward = 302 25,729 ft-# Mu: Design = 2,063 4,649 ft-# Key Width = 0.00 in Actual 1-Way Shear = 8.86 6.73 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 11.25 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 7.94 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@ 8.23 in,#5@ 12.76 in,#6@ 18.11 in,#7@ 24.69 in,#8@ 32.51 in,#9@ 41 Key: No key defined Min footing T&S reinf Area 2.33 in2 Min footing T&S reinf Area per foot 0.29 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.23 in #4@ 16.46 in #5@ 12.76 in #5@ 25.51 in #6@ 18.11 in #6©36.21 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 = 2,165.9 3.71 8,031.9 Soil Over Heel = 6,233.3 5.17 32,205.6 Surcharge over Heel = 177.0 5.56 984.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 283.3 5.17 1,463.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = *Axial Live Load on Stem = = Soil Over Toe = 82.5 0.75 61.9 Surcharge Over Toe = Total 2,342.9 O.T.M. 9,016.4 Stem Weight(s) = 1,250.0 1.92 2,395.8 Earth @ Stem Transitions= _ = Footing Weight = 1,350.0 4.00 5,400.0 Resisting/Overturning Ratio = 4.61 Key Weight = Vertical Loads used for Soil Pressure= 9,199.2 lbs Vert.Component = Total= 9,199.2 lbs R.M.= 41,527.2 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT Transmittal Letter T I G;A R n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or_gov_ TO: j�� DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED OCT 14 2019 FROM: A-144-° " CITY OF r:GARD COMPANY: r_ BUILDING a1V ON PHONE: �%_ �� - �. s-� By: RE: 7 7/ S t`,• .2-1`i -G1';l py (Site Address) (Permit Number) 9 s5L- /(5r--// (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWIN G ITEMS: r-Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. Engineer's calculations. Other )( p :lainex / i � � �c REMARKS: FO OF ICE USE ONLY Routed to Perm ec man: Date: t) (le ( 1 Initials: MA- Fees Due: Yes ❑No Fee Descriptio : Amount Due: ` ^ $ • t7 (2 T1Ltra C'.L. -e..E-�� $ L(Sr• $ Special Instructions: Reprint Permit(per PE): ❑ Yes 0- No' ❑ Done Applicant Notified: VDate: (OPti(iq Initials: I:\Building\Forms\TransmittalLetter-Revisions_061316.doc