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Specifications icifw GS- 5 /LS-' OFFICE COPY .yrs 0 Anne M. Anderson, P.E, 7A . 21608 NE 49th Circle Vancouver Washington 98682 ell) Phone: (360) 600-6084 Fax: (360) 944•-0 38 • • �` •••. iwElie • • • • • • •• • •••• • • • • • •• • STRUCTURAL MEMO • • . • • ••• • • • . •• •• • • Date: September 7, 2017 • To: Kevin Cline •••• • • • EVISION • Re: Retaining wall •• • • No. Pages: 8 Job: El Dorado Plan Contractor: Pacific Lifestyle Homes Address: 14165 SW 125th Avenue, Tigard, OR Job No. 4530 Dear Kevin: Due to the slope of the site there will need to be a retaining wall at the rear wall of the garage.Attached please find a detail and calculations for cantilevered retaining wall that retains 4',6'or 8'of soil. You may interpolate between these values. Please give me a call if you have any questions or require more information. Sincerely, City of `fl g a rd sik.'� ��NE��' Approved Plans 1 Cr 4 46 ,s By Date9: Y1,-.17 OREGO % P?. 7NFnf, ANDv-' Expires:December 31,2017 Anne M.Anderson,S.E. Registered Structural Engineer Washington Oregon California ...l • .... . • • • • •••4 • •.•• • •••4 .• • • • 4 • • • • • •• • •..• • . ...1 .. • I • .• • • ..•. • • _ •• • •.., •. • • • •• I • • a tI • • • • • • . ••I •. .. .• • . • • •. •• • • • . • • —8" •.• • • 4 4 • • ••• i•• rS CO 12"oc ® H = 8' • • • 4 CO 12"oc CO H = 6' 4 ® 18"oc © H = 4' 2"CLR CLEAN COMPACTED ° GRAVEL FILL = #4 ® 18" a < •:°:'e a.. 4 © 12"oc ® H = 8' 1 4@18"oc ® H = 6® ' MfN� 4 © 18"oc H = 4' • . °° ° •e°•:a \#4 © 18» d • o " °o ° e a °d b d Ce 4„0 PERF PIPE 174-2W117- 1 4 f10” - A A = 6'-6" ® H = 8'—O" A = 4'-6" ® H = 6'—O" A = 3'—O" ® H = 4'—O" 0 � ETAI \ INC WALL N.T.S. Ô.er,9' Project Date By AMA PA 0 Category Project No. Sheet V to e' 21608 N.E.49th Circle Vancouver Washington 98682 gyral EllePhone: (360) 600-6084 Fax: (360) 944-0538 m. Use menu item Settings>Printing&Title Block Title 4'Cantilevered wall w/surcharge Page: to set these five lines of information Job# Dsgnr. Anne Anderson Date: 17 FEB 2016 for your program. . Description.... This Wall in File:c:users\ownerldocumentslretainpro 10 project fileslcantilevered walls.rpx _ •••• • RetainPro(c)1987-2015, Build 11.15.3.27 •••• • License:KW-06052197 Cantilevered Retaining Wall Design Code:IBC 20t2,ACI X31$-1.1,ACI 53a.1�I.. License To:ANDERSON STRUCTURAL ENGINEERING • • • • • • Criteria I Soil Data 1 • • .,°" m • Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 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 •• } k •'. • • Soil Density,Toe = 0.00 pcf -• ••4,'• .• FootingllSoil Friction = 0.350 .. _ m y •••_,.: Soil height to ignore -- • • • for passive pressure = 12.00 in -2.- •••• 1 Surcharge Loads 1 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` a increased 1.00 Footing Type Line Load by a oBase Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary i Stem Construction r Bottom -, As<Min% Wall Stability Ratios Design Height Above Fit ft= 0.00 Overturning = 3.36 OK Wall Material Above"Ht" = Concrete Sliding = 1.54 OK Design Method = LRFD ASD LRFD Thickness = 8.00 Total Bearing Load = 1,831 lbs Rebar Size = # 4 ...resultant ecc. = 3.80 in Rebar Spacing = 18.00 Soil Pressure @ Toe = 983 psf OK Rebar Placed at = Edge Soil Pressure @ Heel = 225 psf OK Design Data 1,500 fb/FB+fa/Fa No Good Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,180 psf Service Level lbs= ACI Factored @ Heel = 270 psf Strength Leve lbs= 549.8 Moment...Actual Footing Shear @ Toe = 0.0 psi OK Service Level ft-#= Footing Shear @ Heel = 3.9 psi OK Strength Leve ft-#= 801.0 Allowable = 75.0 psi Sliding Calks Moment Allowable = 3,632.0 Lateral Sliding Force = 517.0 lbs Shear....Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 640.8 lbs Strength Leve psi= 7.3 Added Force Req'd = 0.0 lbs OK Shear....Allowable psi= 67.1 ....for 1.5: 1 Stability = 0.0 lbs OK Walt Weight psf= 100.0 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. Short Term Factor = . Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth,H 1.600 fc psi= 2,000.0 Fy psi= 60,000.0 Wind,W 1.000 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title 4'Cantilevered wail WI surcharge Page: to set these five lines of information Job# Dsgnr. Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:\userslownerldocuments\retainpro 10 project fileslcantilevered walls.rpx _ _•••• • • • RetainPro(c)1987-2015, Build 11.15.3.27 •••• License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,AC131Q-1j,ACI 531-1:': License To:ANDERSON STRUCTURAL ENGINEERING . . . . . • Footing Dimensions&Strengths I Footing Design Results • Toe Width = 0.67 ft 10 Heel ' ' • ' • '• . Heel Width = 2.36 Factored Pressure = 1,180 270 psf •• •• ••. . Total Footing Width = 3.03 Mu':Upward = 250 631 ft-# • • •• • Footing Thickness = 12.00 in Mu`:Downward = 55 1,130 ft-# • '.•' '• Mu: Design = 195 499 ft-# • • • Key Width = 0.00 in Actual 1-Way Shear = 0.00 3.91 psi •• •• • ' Key Depth = 0.00 in Allow 1-Way Shear = 75.00 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*Iambda*sqrt(fc)*Sm Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined 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 = 437.5 1.67 729.2 Soil Over Heel = 745.1 2.18 1,626.7 Surcharge over Heel = 79.5 2.50 198.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 84.7 2.18 184.9 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 = 0.34 Surcharge Over Toe = Total 517.0 O.T.M. 928.0 Stem Weight(s) = 400.0 1.00 401.3 Earth @ Stem Transitions= 146.7 1.50 220.5 = = Footing Weight = 454.5 1.52 688.6 ResistinglOvertuming Ratio = 3.36 Key Weight = Vertical Loads used for Soil Pressure= 1,830.9 lbs Vert.Component = Total= 1,830.9 lbs R.M= 3,122.0 *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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall(approximate only) 0.036 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings>Printing&Title Block Title 6'cantilevered wall w/surcharge Page: to set these five lines of information Job# Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description_... This Wall in File:c:lusers\ownerldocumentslretainpro 10 project files\cantilevered walls.rpx _ _••••_ • • RetainPro(c)1987-2015, Build 11.15.3.27 •••. License:KW-06052197 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 1§-1a,Acl53(13•: License To:ANDERSON STRUCTURAL ENGINEERINGt • . . . • .:. •• Criteria 1 Soil Data I - • Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf •.•• .• : .. • Equivalent Fluid Pressure Method • ..•.. I ; ' Wal)height above sat = 0.00 ft Heel Active Pressure = 35.0 psf/ft • • •• A• Slope Behind Wall = 0.00:1 = : '., • '• Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft • • ' ' .1 Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf .' '• . t Soil Density,Toe = 0.00 pcf ••••&& ."I'•'�' . Footingl(Soil Friction = 0.350 . ' Soil height to ignore 1.- may •. ••• •• for passive pressure = 12.00 in 1 Surcharge Loads ` Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 50.0 psf = Adjacent Footing Load = 0.0 lbs 9 Lateral Load 0.0#/ft Used To Resist Sliding 8 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 The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem a abeector�ased 1.00 Footing Type Line Load by 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 - Stern OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.82 OK Wall Material Above"Ht" = Concrete Sliding = 1.52 OK Design Method = LRFD LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,767 lbs Rebar Size = # 4 ...resultant ecc. = 5.73 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 1,358 psf OK Rebar Placed at = Edge Design Data Soil Pressure©Heel = 305 psf OK i,500 fb/FB+fa/Fa = 0.462 Allowable = psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,629 psf Service Level lbs= ACI Factored©Heel = 366 psf Strength Leve lbs= 1,160.7 Footing Shear @ Toe = 0.0 psi OK Moment....Actual Service Level ft-#= Footing Shear @ Heel = 6.7 psi OK Strength Leve ft-#= 2,474.2 Allowable - = 75.0 psi Sliding Calcs Moment.....Allowable = 5,359.5 Lateral Sliding Force = 968.9 lbs Shear Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 1,318.4 lbs Strength Leve psi= 15.5 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 ....for 1.5:i Stability = 0.0 lbs OK Wall Weight psf= 100.0 Rebar Depth 'd' in= 6.25 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = considered in the calculation of soil bearing pressures. Short Shrt Modular Ratio tion' Term Factor Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth,H 1,600 fc psi= 2,000.0 Wind,W 1.000 Fy psi= 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title 6'cantilevered wall WI surcharge Page: to set these five lines of information Job# Dsgnr. Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:\users‘ownerrdocuments\retainpro 10 project files\cantilevered walls.rpx ••••_ • • RetainPro(c)1987-2015, Build 11.15.327 •••• License:KW-06052197 Cantilevered Retaining Wall Design Code: IBC 2012,ACl 41£01,ACI 53 l''tr': License To:ANDERSON STRUCTURAL ENGINEERING . • • • • • Footing Dimensions&Strengths I Footing Design Results I •L. ••••• • .•• Toe Width = 0.67 ft Toe Heel •.•: •• • • Heel Width = 3.86 Factored Pressure = 1,629 366 psf • •.••.• Total Footing Width = 4.53 Mu':Upward = 352 3,381 ft-# • • ••• • Footing Thickness = 12.00 in Mu':Downward = 55 5,364 ft-# • •• •• Mu: Design = 297 1,983 ft-# • • . Key Width = 0.00 in Actual 1-Way Shear = 0.00 6.74 psi '• •• •' Key Depth = 0.00 in Allow 1-Way Shear = 75.00 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:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined _Summary of Overturning&Resisting Forces&Moments111 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 = 2,107.6 2.93 6,182.3 Surcharge over Heel = 111.4 3.50 389.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 159.7 2.93 468.4 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 968.9 O.T.M. 2,390.6 Stem Weight(s) = 600.0 1.00 602.0 Earth 'Stem Transitions= 220.0 1.50 330.7 = = Footing Weight = 679.5 2.27 1,539.1 Resisting/Overtuming Ratio = 3.82 Key Weight = Vertical Loads used for Soil Pressure= 3,766.8 lbs Vert.Component = Total= 3,766.8 lbs R.M.= 9,122.4 *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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft •+ Top of Wall(approximate only) 0.050 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 1 Use menu item Settings>Printing&Title Block Title 8'cantilevered w/surcharge Page: to set these five lines of information Job# Dsgnr. Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:\users\owner\documents\retainpro 10 project files\cantilevered walls.rpx •••• • • -- • RetainPro(c)1987-2015, Build 11.15.3.27 i •: ••8 1•• License:KW-06052197 Cantilevered Retaining Wall Design Code:lee yLb12,AC13l 1,ACl 538-01'1 •; License To:ANDERSON STRUCTURAL ENGINEERING • a • • II • Criteria I Soil Data • -. •••• . • Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf •.•• •.' •••.,.•. Equivalent Fluid Pressure Method Wall heightabovesoil = 0.00 ft .•••• •••••• Heel Active Pressure = 35.0 psf/ft • l •• •\ Slope Behind Wall = 0.00:1 = ••••• • • , t • • • •• Height of Sod 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 = 110.00 pcf '•' ••, FootinglISoil Friction = 0.350 •• - Soil height to ignore , •; • • for passive pressure = 12.00 in ""'r I •••• Surcharge Loads 0 Lateral Load Applied to Stem 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 i ha a�oincreased r c eased 1.00 Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0psf Base Above/Below Soil = 0.0 ft � at Back of Wali 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 2nd Bottom Wall Stability Ratios Design Height Above Ftf ft= 8.00 Bar X0.00 Overturning = 4.65 OK Wall Material Above"Ht" = Concrete Concrete Sliding = 1.57 OK Design Method = LRFD LRFD LRFD LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 6,544 lbs Rebar Size = # 5 # 5 ...resultant ecc. = 6.24 in Rebar Spacing = 12.00 12.00 Soil Pressure @ Toe = 1,490 psf OK Rebar Placed at = Edge Edge Design Data Soil Pressure @ Heel = 524 psf OK psf 1,500 Po =Po/FB+fa/Fa0.000 0.700 Allowable = Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,788 psf Service Level lbs= ACI Factored @ Heel = 629 psf Strength Leve lbs= 1,995.6 Footing Shear @ Toe = 0.6 psi OK Moment...Actuat Service Level ft-#= Footing Shear @ Heel = 10.4 psi OK = Allowable 75.0 psi Strength Leve ft-#= 5,593.2 Sliding Calcs Moment Allowable ft-#= 7,993.7 7,993.7 Lateral Sliding Force = 1,560.7 lbs Shear.....Actual less 100%Passive Force= - 156.3 lbs Service Level psi= less 100%Friction Force = - 2,290.3 lbs Strength Leve psi= 26.9 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 67.1 67.1 ....for 1.5: 1 Stability = 0.0 lbs OK Wall Weight psf= 100.0 100.0 Rebar Depth 'd' in= 6.19 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. Short Term Factor = Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Dead Load 1.200 Masonry Design Method = ASD Live Load 1.600 Concrete Data Earth,H 1.600 Pc psi= 2,000.0 2,000.0 Wind,W 1.000 Fy psi= 60,000.0 60,000.0 Seismic,E 1.000 Use menu item Settings>Printing&Title Block Title 8'cantilevered w/surcharge Page: to set these five lines of information Job# Dsgnr: Anne Anderson Date: 17 FEB 2016 for your program. Description.... This Wall in File:c:fusers ownerldocumentslretainpro 10 project tileslcantilevered walls.rpxI •••• • • • • .•••• RetainPro(c)1987-2015, Build 11.15.3.27 ••••••• License:KW-06052197 Cantilevered Retaining Wall Design Code:IBC 2012,ACI 31$-1.1,AC1530-'t'I':': License To:ANDERSON STRUCTURAL ENGINEERING • • • • • • Footing Dimensions&Strengths I Footing Design Results • • • . • .... • • • Toe Width = 0.75 ft 'I'm Heel •. •• ' • Heel Width = 5.75 Factored Pressure = 1,788 629 psf • ••'..• Total Footing Width = 6.50 Mu':Upward = 490 12,025 ft-# • • •• • Footing Thickness = 12.00 in Mu':Downward = 69 17,003 ft-# • •• • Key Width = 0.00 in Mu: Design = 421 4,978 ft-# ••••�• . • Key Depth = 0.00 in Actual 1-Way Shear = 0.62 10.44 psi • Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi • Toe Reinforcing = #4 @ 16.00 in ••••• '• • Pc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 9.26 in "'. • Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd •• • • •••• Mia As% = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in Other Acceptable Sizes&Spacings 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 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 = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,473.3 3.96 17,706.9 Surcharge over Heel = 143.2 4.50 644.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 254.2 3.96 1,006.1 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 = 41.3 0.38 15.5 Surcharge Over Toe = Total 1,560.7 O.T.M. 4,896.8 Stem Weight(s) = 800.0 1.08 866.7 Earth @ Stem Transitions= = = Footing Weight = 975.0 3.25 3,168.8 Resisting/Overtuming Ratio = 4.65 Key Weight = Vertical Loads used for Soil Pressure= 6,543.8 lbs Vert.Component = Total= 6,543.8 lbs R.M= 22,763.9 *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. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.051 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 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 1_ � Transmittal Letter i c1;\Et n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: Th \ . DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED SEP 12 2017 FROM: , Ie.,r fli S CITY OF TIGARD �Ppj c.,i FIC Lf F C.t'� 1'l C /1 tom' BUILDING f DIVISION COMPANY: �/ PHONE: �U� Sc�S- (O(D( S B4 RE: /I//6o.5. Se' /25. l/s /1S7o9O/7 —00,76 (Site Address) (Permit Number) %J4 L/f--.L__,-- (Project A __(Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. 4 Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. ,y Engineer's calculations. Other(explain): REMARKS: / —rte Lai-ll, �*'rN--IC., 1YL fi)k-A1041% (Duel_ y /tilit:/6(47, FOR OFFICE USE ONLY Routed to Permit Techni ian: Date: Initials: Fees Due: 0 Yes No Fee Description: Amount Due: $ $ $ $ Special Instructions: Reprint Permit(per PE): ❑ Yes ❑No ❑ Done Applicant Notified: Date: Initials: I:\Building\Forms\TransmittalLetter-Revisions 061316.doc