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Specifications OFFICE COPY 14725 SW 72ND AVE - BUILDING DEMO &I�Z(�Z�-ovll3 TIGARD, OR i RECEIVE �7z5 will/ 72140HE APR26 2022 STRUCTURAL CALCULATIONS CITY OF TIGARD SCOPE LIMITED TO Vankkeri8OWEXISTING BASEMENT RETAING WALLS BEING LEFT IN PLACE AFTER BUILDING IS DEMOLISHED WALL CHECK: WC1-WC23 (24 PAGES TOTAL INCLUDING COVER SHEET) 10,311(rIlInp y 7 G1Nf oi%'/ 12 4PE a/ April 21, 2022 OREGO' aC 7, 1�(°' �` PROJECT NUMBER: 220059.01 rIS D. G�,,Ca }MIRES: 23 - ARCHITECTURE ENGINEERING PLANNING INTERIORS LANDSCAPE 15895 SW 72ND AVE SUITE 200 PORTLAND,OR 97224 PHONE:503.226.1285 FAX:503.226.1670 INFO@CIDAINC.COM WWW.CIDAINC.COM /1/ rib I5895 SW 72ND AVENUE,SUITE 200 t i 4,, PORTLAND,OREGON 97224 , TEL:503.226.1285 FAX:503.226.I 670 E-MAIL:info©cidainc.com ��// /� Zs s/ 72 ./ �1 2 PROI.No. 2 a°C f f O J SHEET �‘ ' PRO..ELT NAME: 1 ._.._ _._ T'r'*iE; BY; DATE: --ROt OPk 01 i/o �* simper6A w4J/' To n/iiikl�' _ i ` I ti 7,-- ____, , „ . , i :, , I 1, I L , I I ttS.c. _ , _ ___- ____P_ _ _ ___ 1 i i i i '_I ' s L- I , . iv / { , .rP...m �. _ .w_.._...._ I T9 --- i I ,nff^' 'Q � 1,1, , � l r°9 . - , .— , , I e I / � F 1 (ti 1 ,I 14y,sic AL- - : 3 , -- ,94 { J I j , 1 s 1 i 15895 SW 72ND AVENUE,SUITE 200 Q PORTLAND,OREGON 97224 TEL:503.226.1285 FAX:503.226.1670 ri) E-MAIL:info@cidainc.com U PRO ECT NAME: F A N t, Vet. T-Ta c. _..............,�.,.......__ _.w.....__�___..�_MI BY: DATE: C i 4 _ 3c/a' Ofirr'4fr/ifrr q S '.Z6"'_ CdnT Levi^ w l C,'IZ C Ve © <'itiRk ';'6 t S, 1,i3y > / Pk' �2 c -4/ 1 Gll6x (ts n1lle41//1), 0P d/-5sr4� i �gr. Y y ,r1°I 50, Zs coy,,,��j1v Tg 14c4/i # 49 &'W �f .star fh f i Project Title: , Engineer: Project ID: fr$f 3 Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 Licit:KW-06015824,Build:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 1 without floor Code Reference: Calculations per IBC 20151807.3,CBC 2016,ASCE 7-10 Criteria Soil Data Retained Height = 9.50 ft Allow Soil Bearing = 2,500.0 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 = 4.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in 1 Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 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 NOT Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem (Service Level) Footing Type Spread Footing 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Project Title: ' Engineer: L c/ Project ID: W / Project Descr: i Cantilevered Retaining Wall Project File:Basement walls.ec6 LIC#:KW-06015824,Bulld:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 1 without floor Design Summary Stem Construction Bottom Ratio>1.0 Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 1.83 OK Design Method = SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 1.73 Rebar Size = # 5 Rebar Spacing = 12.00 Total Bearing Load = 4,765 lbs Rebar Placed at = 5.688 ...resultant ecc. = 17.77 in Design Data - --., fb/FB+fa/Fa = 1.352 / // 4'�G�j .( Soil Pressure @ Toe = 4,131 psf NG Total Force @ Section -1jl' — I Soil Pressure @ Heel = 0 psf OK Service Level lbs= A 64/)1//6y4T woe/1 Allowable = 2,500 psf Strength Level lbs= 3,010.6 Soil Pressure Exceeds Allowable! Moment....Actual ACI Factored @ Toe = 5,783 psf Service Level ft-#= W4 I i ACI Factored @ Heel = 0 psf Strength Level ft-#= 10,299.4 G ea( Footing Shear @ Toe = 9.8 psi OK Moment Allowable = 7,615.8 Footing Shear @ Heel - 34.5 psi OK 7 ��71 r�l�h�� Allowable = 82.2 psi Shear Actual Service Level psi= Sliding Caics Strength Level psi= 44.1 Lateral Sliding Force = 2,398.5 lbs Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 5.69 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = NOT considered in the calculation of soil bearing Modular Ration' = Wall Weight psf= 100.0 Load Factors` Short Term Factor = Building Code Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engineer: 14r65 Project ID: Project Descr: [Cantilevered Retaining Wall Project File:Basement walis.ec6 LI-CU K I-06015824,Build:20.22.3.16 CII)A INS. (a)fNERQ«INC 1983-2022 DESCRIPTION: Case 1 without floor 100.00psf Restrain 239g# a N CO O 111 Lateral earth pressure due to the soil BELOW water table �/ L1f /� �j Project Title: /�ell ra"ij er( t` /0 Engineer: {/ c ,( i i Project ID: �/'�/� (p, �,/ A� �� J( Project Descr: J L/1 �( L Restrained Retaining Wall Project File:Basement walls.ec6 LIC#:KW-06015824,Bulld:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: exist basement walls Case 1 Code Reference: Calculations per IBC 2015 1807.3, CBC 2016,ASCE 7-10 Criteria Soil Data Retained Height = 9.670 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = ft Equivalent Fluid Pressure Method ' Total Wall Height = 9.670 ft At-Rest Heel Pressure = 55.0 psf/ft = 0.0 psf/ft Top Support Height = 9.50 ft Passive Pressure = 250.0 psf/ft Soil Density = 110 pcf Slope Behind Wal = 0 FootingljSoii Frictior = 0.4 psf Height of Soil over Toe = in Soil height to ignore for passive pressure = 12 in . Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = #/ft Adjacent Footing Load = lbs >>>Used To Resist Sliding&Overturning ...Height to Top = ft Footing Width = ft Surcharge Over Toe = psf ...Height to Bottom = ft Eccentricity = in NOT Used for Sliding&Overturning g Load Type = Wind(W) Wall to Ft CL Dist = ft Axial Load Applied to Stem (Strength Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = lbs Wind on Exposed Stem= 0.00 psf at Back of Wall = ft Axial Live Load = lbs (Strength Level) Axial Load Eccentricity = in Wind acts left-to-right toward retention side. Poisson's Ratio = 0.3 Earth Pressure Seismic Load Kh Soil Density Multiplier = 0.2 g Added seismic per unit area = 0.0 psf Design Summary 1 Concrete Stem Construction Total Bearing Load = 4,780.13 lbs Thickness = 8.00 in ...resultant ecc. = 0.0 in Wall Weight = 100.0 psf Soil Pressure @ Toe = 1,062.25 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,062.25 psf OK AlioSle = oil Pressure Less Than Allowable psf @ Top Support Mmax Top&Base Between @ Base of Wall ACI Factored @ Toe = 1,274.70 psf ACI Factored @ Heel = 1,274.70 psf Stern OK Stem OK Stem OK Design Height Above Ft8 = 9.50 ft 5.418 ft 0.00 ft Footing Shear @ Toe = 1.989 psi OK Rebar Size = # 5 # 5 # 5 Footing Shear @ Heel = -6.208 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 82.158 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 715.82 lbs Rebar Depth 'd' = 5.50 in 2.50 in 5.50 in Reaction at Bottom = 3,162.47 lbs Design Data fb/FB+fa/Fa = Sliding Calcs Moment....Actual = 1.228 ft4/ 2,817.45 ft-# 6,100.69 ft-# Lateral Sliding Force = 3,162.47 lbs Moment Allowable = 7,353.57 ft-# 3,168.57 ft4t 7,353.57 ft-# Shear Force @ this height = 1,135.73 lbs 3,740.44 lbs Shear Actual = 17.208 psi 56.673 psi Vertical component of active lateral soil pressure IS Shear Allowable = 94.868 psi 94.868 psi NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth,H 0.000 Wind,W 0.000 Seismic,E 0.000 Project Title: Engineer: tAJC 7 Project ID: Project Descr: Restrained Retaining Wall Project File:Basement walls.ec6 LIC#:KW-06015824,Bulld:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: exist basement walls Case 1 Footing Strengths&Dimensions Footing Design Results Toe Width = 1.330 ft Toe Heel Heel Width = 3.170 Factored Pressure = 1,274.70 1,274.70 psf Total Footing Widtl = 4.50 Mu':Upward = 1,127.41 ft-# Footing Thickness = 16.0 In Mu':Downward = 212.268 ft-# Key Width = in Mu: Design = 915 1,259 ft-# Key Depth = in Actual 1-Way Shear = 1.989 psi Key Distance from Toe = ft Allow 1-Way Shear = 82.158 82.158 psi Pc = 3,000 psi Fy = 60000 psi Other Acceptable Sizes&Spacings: Footing Concrete Density = 150 pcf Toe:#4 @ 20.83 in -or- #4@ 20.83 in,#5@ 32.29 In,#6@ 45.83 in,#7@ 62 Min.As% = 0.00060 Heel:#4©20.83 in -or- #4@ 20.83 in,#5@ 32.29 in,#6@ 45.83 in,#7@ 62 Cover @ Top = 2 in @ Btm.= 3 in Key: #0 @ 0.00 in -or- No key defined Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot 0.12 in2/ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 20.83 in #4@ 41.67 in #5@ 32.29 in #5@ 64.58 in #6@ 45.83 in #6@ 91.67 in Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab Load&Moment Summary For Footing:For Soil Pressure Calcs Moment @ Top of Footing Applied from Stem = -3,812.93 ft-# Surcharge Over Heel = 250.333 lbs 3.248 ft 813.17 ft-# Adjacent Footing Load = 0.0 lbs 0.0 ft 0.0 ft-# Axial Dead Load on Stem = 0.0 lbs 0.0 ft 0.0 ft-# Soil Over Toe = 0.0 lbs 0.0 ft 0.0 ft-# Surcharge Over Toe = 0.0 lbs 0.0 ft 0.0 ft-# Stem Weight = 967.0 lbs 1.663 ft 1,608.44 ft-# Soil Over Heel = 2,662.801bs 3.248 ft 8,649.65 ft-# Footing Weight = 900.0 lbs 2.250 ft 2,025.0 ft-# Total Vertical Force = 4,780.13 lbs Base Moment = 9.283.33 ft-# Stem is specified to be fixed to footing,and top restraint is assumed to react out any tendency for moment at the footing/soil interface,so uniform soil pressure is assumed. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Project Title: Engineer: Project ID: WG 9 Project Descr: Restrained Retaining Wall Project File:Basement LIC#:KW-06015824,Bu11d:20.22.3.18 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: exist basement walls Case 1 Lateral Restraint 8"Concrete wl#5 @ 12" • 9'-6" 9'-8" 9'-8" _ 8"Concrete w/#5 @ 12" 8"Concrete wl#5 @ 12" Restraint .� - •_ —r2„ #4@20.83" • • �y 1,-4" @ Toe • 3" #4@20.83" @ Heel /l 4 3-2_ 4'-6" Project Title: Engineer: �i Project ID: C 1 Project Descr: Restrained Retaining Wall Project File:Basementwalls.ec61 LIC#:KW-06015624.Build 20 22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: exist basement walls Case 1 100.00psf • Lateral Restraint 715.82# Restrait 3878# w w 0. `�. inU) N CND gO 15895 SW 72ND AVENUE,SUITE 200 PORTLAND,OREGON 97224 fill D TEL:503.226.1285 FAX:503.226,1670 E-MAIL:info@cidainc.com WCfo :.,C T C1URE U o+ccacikl,:C PROJECT NAME: PRO).No. BY: SHEET T+TdE: DATE: s � �' 1 /00 l= suite//AaW/ 1 , , , Ill....... ilit E , , 1 I i s , _. (4,444.5f4.47,04.0 ovyffmno id,..,c,/ o, fInfAy , 1 r= , I ►r —�f i . , , r 1 ! 1 , I 1 1 4/1 74 liVg.g#11S 0 MO & -SFA j141,01114 vh f ii®�-, �s= . y�,�� r� I 1 /01 i 1. a, — 1 Project Title: Engineer. Project ID: 1,���/ Project Descr: U� Cantilevered Retaining Wall Project File:Basement walls.ec6 LIC#:KW-06015824,Build:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 2 without floor Code Reference: Calculations per IBC 2015 1807.3,CBC 2016,ASCE 7-10 Criteria Soil Data ___ Retained Height = 8.00 ft Allow Soil Bearing = 2,500.0 psf Wall height above soil = 2.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore i "1 for passive pressure = 12.00 in - Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 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 (Service Level) Footing Type Spread Footing 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Project Title: Engineer: Project ID: WC it Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 LIC# KW-08015824,Build:20.22.3.16 _ — CIDA INC. TOENERCZO i-1SC 1983-2022 DESCRIPTION: Case 2 without floor Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 1.91 OK Design Method = SD Slab Resists All Sliding I Thickness = 8.00 Global Stability = 2.00 Rebar Size = # 5 Rebar Spacing = 12.00 Total Bearing Load = 4,402 lbs Rebar Placed at = 5.688 ...resultant ecc. = 11.84 in Design Data fb/FB+fa/Fa = 0.841 Soil Pressure @ Toe = 2,323 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level lbs= Allowable = 2,500 psf Strength Level lbs= 2,199.3 Soil Pressure Less Than Allowable Moment Actual ACI Factored @ Toe = 3,252 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-#= 6,407.8 Footing Shear @ Toe = 5.4 psi OK Moment Allowable = 7,615.8 Footing Shear @ Heel = 22.5 psi OK Shear Actual Allowable = 82.2 psi Service Level psi= Sliding Caics Strength Level psi= 32.2 Lateral Sliding Force = 1,821.4 lbs Shear Allowable psi= 94.9 Met(Masonry) in2= Rebar Depth 'd' in= 5.69 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = NOT considered in the calculation of soil bearing Modular Ratio'n' = Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engineer: }�� Project ID: '�U t r'3 Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 LIDO:KW-06015824,Bulld:20.22.3.16 - CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 2 without floor Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2652 In2/ft (4/3)"As: 0.3536 in2/ft Min Stem T&S Reinf Area 1.920 in2 200bd/fy:200(12)(5.688)/60000: 0.2275 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: 0.2652 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: 1.2329 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.33 ft Toe Heel Heel Width = 3.17 Factored Pressure = 3,252 0 psf Total Footing Width = 4.50 Mu':Upward = 2,540 0 ft-# Footing Thickness = 16.00 in Mu':Downward = 251 4,562 ft-# Mu: Design = 2,289 4,562 ft4 Key Width = 12.00 in phiMn = 5,693 18,670 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 5.44 22.50 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 24.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = #5 @ 12.00 in Min.As% = 0.0001 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm. 3.00 in Footing Torsion,Tu = 0.00 ft-lbs Footing Allow.Torsion,phi Tu = 0.00 ft-lbs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: Heel: Key: Min footing T&S reinf Area 0.09 in2 Min footing T&S reinf Area per foot 0.02 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@125.00 in #4@250.00 in #5@193.75 in #5@387.50 in #6@275.00 in #6@550.00 in Project Title: Engineer: WC Project ID: /I'/ Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 LIClt:KW-06015824,Build 20.22.3.18F' CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 2 without floor Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-it HL Act Pres(ab water tbl) 1,524.4 3.11 4,742.7 Soil Over HL (ab.water tbl) 2,202.9 3.25 7,155.9 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 3.25 7,155.9 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 297.0 4.67 1,385.9 Surcharge Over Heel = 250.3 3.25 813.2 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 48.8 0.67 32.4 Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Earth @ Stem Transitions= Total = 1,821.4 O.T.M. = 6,128.6 Footing Weight = 900.0 2.25 2,025.0 Key Weight = 2.50 Resisting/Overturning Ratio = 1.91 Vert.Component = Vertical Loads used for Soil Pressure= 4,402.0 lbs Total= 4,402.0 lbs R.M.= 11,689.8 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 NOT 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) 0.143 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wail would then tend to rotate into the retained soil. Project Title: . Engineer: Project ID: Project Descr: Project File:Basement walls.ec6 Cantilevered Retaining Wall [Cantilevered KW-06015824,Build:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 2 without floor 8"w/#5 @ 12" 2'-0" • • • • e • • • 8'-0" e • 4"1 ----..: • • —• • 2" Restraint 1-4" • #4@24in • • ° 7 @ Toe 3„ 1'-4" 3'-2" #5@12" 4'-6" @ Heel Project Title: Engineer: lyt'/t Project ID: Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 LICK:KW-08015824,Build:20.22.3.18 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 2 without floor 100.00psf t Restraint 1821# w co rn tV M ■ Lateral earth pressure due to the soil BELOW water table f 15895 SW 72ND AVENUE,SUITE 200 (t 1111 PORTLAND,OREGON 97224 Q TEL:503.226.1285 FAX:503.226.1670 E-MAIL:info@cidainc.com let/7 IN UPROJECT NAME: PR-•i.N..'.. $rrEF F T T E BY: DaTE: , I'° 3 n M� � , . A. ., t ...!.. i .1 -...•.— ,..C....L _1_1 r i i yoZCIfrY lihcrS tf4i w4// P ! 1 --4 � , I I , 1 ( � , I , p (3) 4476 10PTA � _ ,ox cf.,/ �9 ,ti y �,tix i� ( i j - 5 i /'r !}/Aoi ph //ir/n ,/ kris , r 1 t El c , I 1 . r, a t , l t 1 4 Project Title: Engineer: Project ID: 1/s/Gl6 Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 LIC#:KW-06015824,Bulld:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 3 without floor Code Reference Calculations per IBC 2015 1807.3,CBC 2016,ASCE 7-10 Criteria Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 2,500.0 psf 1 '4.y+w Wall height above soil = 1.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psflft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psflft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore --x for passive pressure = 12.00 in Surcharge Loads 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 Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing 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 (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Project Title: Engineer: Project ID: L(cf? Project Descr: I [Cantilevered Retaining Wall Project File:Basement walis.ec6 1 LIU:KW-06015824,Build:20.22.3.18 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 3 without floor Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Stability Ratios Wall Material Above"lit" = Concrete Overturning = 1.83 OK Design Method = SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 1.82 Rebar Size = # 5 Rebar Spacing = 12.00 Total Bearing Load = 4,427 lbs Rebar Placed at = 5.688 ...resultant ecc. = 12.54 in Design Data fb/FB+fa/Fa = 0.893 Soil Pressure @ Toe = 2,449 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level lbs= Allowable = 2,500 psf Strength Level lbs= 2,268.0 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 3,429 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-ft= 6,804.0 Footing Shear @ Toe = 5.8 psi OK Moment Allowable = 7,615.8 Footing Shear @ Heel = 22.1 psi OK Shear Actual Allowable = 82.2 psi Service Level psi= Sliding Calcs Strength Level psi= 33.2 Lateral Sliding Force = 1,868.6 lbs Shear Allowable psi= 94.9 Anet(Masonry) in2= Rebar Depth 'd' in= 5.69 Masonry Data fm psi= Fs psi= Vertical component of active lateral soil pressure IS Solid Grouting = NOT considered in the calculation of soil bearing Modular Ratio'n' = Wall Weight psf= 100.0 Load Factors Short Term Factor = Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= 4,000.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: . Engineer: WC 20 Project ID: ' Project Descr: I Cantilevered Retaining Wall Project File:Basement walls.ec6 1 LIC#:KW-06015824,Build:20.22.3.16 CIDA INC. (c)ENE ALC INC 1983-2022 DESCRIPTION: Case 3 without floor [Concrete Stem Rebar Area Details i Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.2816 in2/ft (4/3)'As: 0.3755 in2/ft Min Stem T&S Reinf Area 1.920 in2 200bd/fy:200(12)(5.688)/60000: 0.2275 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: 0.2816 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: 1.2329 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.33 ft Toe Heel Heel Width = 3.17 Factored Pressure = 3,429 0 psf Total Footing Width = 4.50 Mu':Upward = 2,661 0 ft-# Footing Thickness = 16.00 in Mu':Downward = 251 4,474 ft-# Mu: Design = 2,410 4,474 ft-# Key Width = 12.00 in phiMn = 5,693 18,670ft-# Key Depth = 0.00 in Actual 1-Way Shear = 5.75 22.07 psi Key Distance from Toe = 2.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 24.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = #5 @ 12.00 in Min.As% = 0.0001 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm.= 3.00 in Footing Torsion,Tu = 0.00 ft-lbs Footing Allow.Torsion,phi Tu = 0.00 ft-lbs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: Heel: Key: Min footing T&S reinf Area 0.09 in2 Min footing T&S reinf Area per foot 0.02 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@125.00 in #4@250.00 in #5@193.75 in #5@387.50 in #6@275.00 in #6@550.00 in Project Title: Engineer: Project ID: IA/C 277 Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 1 LIC#:KW-06015824,Build:20.22.3.16 CIDA INC. (c)ENERCALC INC 1983-2022 DESCRIPTION: Case 3 without floor Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres(ab water tbl) 1,868.6 3.44 6,436.3 Soil Over HL (ab.water tbl) 2,478.3 3.25 8,050.3 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 3.25 8,050.3 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 48.8 0.67 32.4 = Surcharge Over Toe = Stem Weight(s) = 1,000.0 1.66 1,663.3 Earth @ Stem Transitions= Total 1,868.6 O.T.M. = 6,436.3 Footing Weight = 900.0 2.25 2,025.0 Key Weight = 2.50 Resisting/Overturning Ratio = 1.83 Vert.Component = Vertical Loads used for Soil Pressure= 4,427.1 lbs __ .1 .._...___,___._,__ Total= 4,427.1 lbs R.M.= 11,771.1 *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 NOT 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) 0.151 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. Project Title: Engineer: Project ID: /L 7- Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 LiC#:Kw-060i58 4.Buiid:20.22.3.18__._ CIDA INC. O CALCINC 9983-2022 DESCRIPTION: Case 3 without floor 8"w/#5012" � 1'-0" • • • • 10'-0" • • 9'-0„ • • 4" • i • • 12" Restrain' 1'-4" #4©24in • • • • @ Toe 3" 1'-4" 3'-2" #5@ 12" 4'-6" @ Heel Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Basement walls.ec6 KIWI i-b6015824,Bulld:20.22 .16 CIDA INC. Zc)-ENERAECINC 1983-2022 DESCRIPTION: Case 3 without floor Restraint -- ' 1869# I N 0 N O) `" • Lateral earth pressure due to the soil BELOW water table