The URL can be used to link to this page

REVIEWED RESUB1 BLD2022-0439+Structural_Calculations+11.8.2022_10.16.34_AM+3208827RESUB Nov 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0439 ,.,.,.,.,..................... .,.,.,.,.,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT. Supplemental Structural Calculations For: Angle Residence 15724 72nd Ave W Edmonds WA Prepared for: CAST Architecture 115 N 36t Street Seattle, WA 98103 Date: October 19t", 2022 SEATTLE 2124 Third Avenue, Suite 100, Seattle, WA 98121 00/. RUCTURAL TACOMA 934 Broadway, Suite 100, Tacoma, WA 98402 206.443.6212 GINEERING CENTRAL WA 414 N Pearl Street, Suite 8, Ellensburg, WA 98926 Q ssfengineers.com (-JI, IT a (o CSTR CTURAL N /E GUINEERING %AIL �3 qL MM z 0 0 z ul 3_.. Jlzfl � IMM O im � MM mam ca, VI fl; �0"SIL4 15-S Y, %. Ls. 5> V, s 2L� T--s `7 SH L) L-L Soo tea: 3` S, Ws t5o`Pt_.C= „J Z tom. �- t•coe� 1Z- af-Y �6tp tt .Q4 tit-&t" \L U-2- 1,5o 2x8 1t: o•z.csk 13� 6� TS v : -13 Pax O.':A%Nf�% t yeo V K w > -ZC C) y vi o, r Stio �4. ct� 37o c0.s' o.tA 'N-•o.s�t� CO/RENGUINEERING -SO, 53 i z 5(o.n% 7.CS r CO/STRUCTURAL GtNEER6NG Co'Z.S 9:. (ems �GTir`�PSI Cxc1 2.�" use 25� Ja _ (ooao o _,=s�cN S41 KIE�°r -pt„6.N. So�St- Ji ``►t'lts`TZ�z zoo _S Ch` S5 may- ty5.9' wry�-'�•�i ryStr.g to cv K to, to' `P t. PA 2.0 V1 As Vr yes' tLl2ticq ��• �iSS-5,.3�yy t� 6�.•`-i Fc.. 0` 1rtSS -3 �3 �`14 iSr- sc�secti, '�e�tt P\ �t.Le S' A- ce T`r tj�. 2' _ L-k z..u, lk {-.5 T„l VIA— psi to a.2 22 Ser m - --------- - T-t.-O iino rcacar I Ao ----- --------- -- ----- --- '-S LN S L!, I 00 ti we sg � 0 LL z 0 w z C '� t� A/ETNRGUCTURALMEERING F LL Q z 0 z �v Cnl.�s ps:� �D tAQs t 31 V-1-hi' h far_ -Z --- — srRcaCTURAL w e N 0 0 z N I Sl - Stets Mtn. i'Lo -Ot.co P �5�...c. t...9i pa ck _ `tfiiu 5. 4.c,e�r p : S-�o <<«>e 4s ce�ta n4..� (D-te> LOS cow rs�.r�.5 aNP, C, co tc� (a.o t�xoo t-i.ry® TL 3S ��efSE Sece�sta cr -- C O/ETNRGUMEERNG CTURAL w a z 0 z ISO CS CTURAL o/ETMRGUINEERNG -- - ----- -- Ew L—W*1 2 &C // Z)vP_6 S N S ►� AV 3.S' ti• fiCJ � �!."'1�j O5 24'►►= 9b,a� err- 3. � �•, 1 � \� �• c�91_ O.8 0. �.\,�-. mot; 2.3VN LS•?\.l4"r iY1 �..5. Vim, (a.)C tC., \�� [..�\Le Cr h �LOC3Ct_ v� 3. ice` 2.2L V, S u A ta[o3 v�-�x W Li FAUJt y lADvy --- %Si`RC9C'TU"'L ETGUINEERING L-7� •R.C� C_ _ SHSI N.S Vpp C>-c- Cl .5, to LX-- -2AI �V tab -).\.J �e <1 I r-- v4N XSY(4 P!A. CCTU OSTR RAL N /E GUI N E ERIN G I TL-- 150 Tk-- sm, IL-- Vx-vs AS 22' Slow 6 2.Z ILa tz TLC VL,) rq - S 0 $ STRUCTURAL MGJNEERI /E NG OF. 114 f� 0 q ST CTURAL o/eNRGUINEERING ,A,ke,= r-r "L- - I .er 5 It' C let>. (, A-; Co k4. - 00 z 0 0 z 0 u \.! µ S Vb 1CS "7 "Sca "tiS Ca 5. Yee F,B -Z Ss trt�,, e-z,t z: Qa W coo �"Npr \04 WCp CDT- pr 3480.cQo� �..�' 2 S Lws, i �4b W.`5 W�.o 4raj PLC- C-e - vs5 0u �3C n.\esr t rsr�t Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 3.00 ft Allow Soil Bearing = 3,000.0 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 = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Lateral Load Applied to Stem Lateral Load = 70.0 #/ft ...Height to Top = 3.00 ft ...Height to Bottom = 0.00 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.86 OK Design Method = SD Sliding = 1.57 OK Thickness = 8.00 Global Stability = 2.96 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 1,093 Ibs Rebar Placed at = Center ...resultant ecc. = 7.29 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.322 Soil Pressure @ Toe = 1,133 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 3,000 psf Strength Level Ibs = 588.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 1,587 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-# = 756.0 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 2,341.0 Footing Shear @ Heel = 5.6 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 12.3 Lateral Sliding Force = 467.2 Ibs Shear..... Allowable psi = 94.9 less 100% Passive Force - 187.5 Ibs Anet (Masonry) in2 = less 100% Friction Force = - 547.3 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ 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 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0456 in2/ft (4/3) ` As : 0.0608 in2/ft Min Stem T&S Reinf Area 0.576 in2 200bd/fy : 200(12)(4)/60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 1,587 0 psf Total Footing Width = 2.50 Mu': Upward = 181 60 ft-# Footing Thickness = 10.00 in Mu': Downward = 31 517 ft-# Mu: Design = 150 OK 457 ft-# OK Key Width = 0.00 in phiMn = 2,024 2,024ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.12 5.60 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 50.60 50.60 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.54 in2 0.22 in2 A If two lavers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 257.2 1.28 328.6 Soil Over HL (ab. water tbl) 480.0 1.83 880.0 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 1.83 880.0 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 = 210.0 2.33 490.0 " Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.25 = Surcharge Over Toe = Stem Weight(s) = 300.0 0.83 250.0 Earth @ Stem Transitions= Total = 467.2 O.T.M. = 818.6 Footing Weight = 312.5 1.25 390.6 Key Weight = Resisting/Overturning Ratio = 1.86 Vert. Component = Vertical Loads used for Soil Pressure = 1,092.5 Ibs Total = 1,092.5 Ibs R.M.= 1,520.6 * 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) 0.038 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: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3-0" Retaining Wall 8" w/ #4 @ 18" 8" Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall 70.00ps (Service -Level) Pp= 187.50#� N Cl) m 467# 1'-11" 0 Lateral earth pressure due to the soil BELOW water table Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 rritaria Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 70.0 #/ft ...Height to Top = 3.00 ft ...Height to Bottom = 0.00 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Uniform Seismic Force = 30.667 Total Seismic Force = 117.556 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.56 OK Design Method = SD Sliding = 1.34 Ratio < 1.5! Thickness = 8.00 Global Stability = 3.63 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 1,093 Ibs Rebar Placed at = Edge ...resultant ecc. = 9.02 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.148 Soil Pressure @ Toe = 1,462 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 4,000 psf Strength Level Ibs = 449.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 2,047 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-# = 547.5 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 3,691.0 Footing Shear @ Heel = 7.3 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 6.0 Lateral Sliding Force = 549.4 Ibs Shear..... Allowable psi = 94.9 less 100% Passive Force - 187.5 Ibs Anet (Masonry) in2 = less 100% Friction Force = - 547.3 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 6.25 ....for 1.5 Stability = 89.3 Ibs NG Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 0.500 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0205 in2/ft (4/3) ` As : 0.0274 in2/ft Min Stem T&S Reinf Area 0.576 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,047 0 psf Total Footing Width = 2.50 Mu': Upward = 227 8 ft-# Footing Thickness = 10.00 in Mu': Downward = 31 517 ft-# Mu: Design = 197 OK 509 ft-# OK Key Width = 0.00 in phiMn = 2,024 2,024ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.08 7.32 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 50.60 50.60 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in 0.54 in2 0.22 in2 A If two lavers of horizontal bars: #4@ 22.22 in #5@ 34.44 in #6@ 48.89 in Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 257.2 1.28 328.6 210.0 2.33 490.0 82.3 1.92 157.7 Total = 549.4 O.T.M. = Resisting/Overturning Ratio = 1.56 Vertical Loads used for Soil Pressure = 1,092.5 Ibs 976.3 If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 480.0 1.83 880.0 Soil Over HL (bel. water tbl) 1.83 880.0 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 0.25 Surcharge Over Toe = Stem Weight(s) = 300.0 0.83 250.0 Earth @ Stem Transitions= Footing Weight = 312.5 1.25 390.6 Key Weight = Vert. Component = Total = 1,092.5 Ibs R.M.= 1,520.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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) 0.049 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: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule T-0" Retaining Wall W/ Seismic 8" w/ #4 @ 18" 8" Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule T-0" Retaining Wall W/ Seismic 70.00psf (Service -Level Pp= 187.50#/ 467# V-6" w c M M 00 82# CD V Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 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 = 8.00 in = Water height over heel = 0.0 ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Lateral Load Applied to Stem Lateral Load = 70.0 #/ft ...Height to Top = 4.00 ft ...Height to Bottom = 0.00 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 2.10 OK Design Method = SD Sliding = 1.55 OK Thickness = 8.00 Global Stability = 3.32 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 1,758 Ibs Rebar Placed at = Edge ...resultant ecc. = 8.14 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.404 Soil Pressure @ Toe = 1,292 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 3,000 psf Strength Level Ibs = 896.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 1,809 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-#= 1,493.3 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 3,691.0 Footing Shear @ Heel = 7.2 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 11.9 Lateral Sliding Force = 688.8 Ibs Shear..... Allowable psi = 94.9 less 100% Passive Force - 187.5 Ibs Anet (Masonry) in2 = less 100% Friction Force = - 879.6 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 6.25 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ 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 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0559 in2/ft (4/3) ` As : 0.0746 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 2.67 Factored Pressure = 1,809 0 psf Total Footing Width = 3.17 Mu': Upward = 212 416 ft-# Footing Thickness = 10.00 in Mu': Downward = 31 1,457 ft-# Mu: Design = 181 OK 1,041 ft-# OK Key Width = 0.00 in phiMn = 7,099 8,179ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.15 7.24 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 4 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S reinf Area 0.68 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 408.8 1.61 280.0 2.83 658.7 793.3 Total = 688.8 O.T.M. = 1,452.0 Resisting/Overturning Ratio = 2.10 Vertical Loads used for Soil Pressure = 1.757.9 Ibs 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. Soil Over HL (ab. water tbl) 961.6 2.17 2,085.1 Soil Over HL (bel. water tbl) 2.17 2,085.1 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 0.25 Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions= Footing Weight = 396.3 1.59 628.1 Key Weight = Vert. Component = Total = 1,757.9 Ibs R.M.= 3,046.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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) 0.045 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: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall 8" w/ #4 @ 18" #4@10in @ Toe #4@ 10" @ Heel 3" Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Pp= 187.50#� 689# 2'-9" co QL w m rn Lateral earth pressure due to the soil BELOW water table Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 rritaria Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 70.0 #/ft ...Height to Top = 4.00 ft ...Height to Bottom = 0.00 ft Load Type = Live Load (L) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Uniform Seismic Force = 38.667 Total Seismic Force = 186.889 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.72 OK Design Method = SD Sliding = 1.30 Ratio < 1.5! Thickness = 8.00 Global Stability = 3.08 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 1,758 Ibs Rebar Placed at = Edge ...resultant ecc. = 10.29 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.397 Soil Pressure @ Toe = 1,612 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 4,000 psf Strength Level Ibs = 882.7 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 2,256 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-#= 1,466.7 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 3,691.0 Footing Shear @ Heel = 10.2 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 11.8 Lateral Sliding Force = 819.6 Ibs Shear..... Allowable psi = 94.9 less 100% Passive Force - 187.5 Ibs Anet (Masonry) in2 = less 100% Friction Force = - 879.6 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in = 6.25 ....for 1.5 Stability = 162.3 Ibs NG Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.000 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.055 in2/ft (4/3) ` As : 0.0733 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 2.67 Factored Pressure = 2,256 0 psf Total Footing Width = 3.17 Mu': Upward = 260 180 ft-# Footing Thickness = 10.00 in Mu': Downward = 31 1,457 ft-# Mu: Design = 230 OK 1,277 ft-# OK Key Width = 0.00 in phiMn = 7,099 8,179ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.12 10.24 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 10.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 4 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S reinf Area 0.68 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 408.8 1.61 658.7 280.0 2.83 793.3 130.8 2.42 316.2 Total = 819.6 O.T.M. = 1,768.1 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 1.757.9 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 961.6 2.17 2,085.1 Soil Over HL (bel. water tbl) 2.17 2,085.1 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 0.25 Surcharge Over Toe = Stem Weight(s) = 400.0 0.83 333.3 Earth @ Stem Transitions= Footing Weight = 396.3 1.59 628.1 Key Weight = Vert. Component = Total = 1,757.9 Ibs R.M.= 3,046.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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) 0.056 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: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic 8" w/ #4 @ 18" #4@10in @ Toe #4@ 10" @ Heel 3" Project Title: Angle Residence Engineer: RGC Project ID: Project Descr: Driveway Site Wall Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic 70.00psf (Service -Level) kEMW Pp= 187.50# 689# 131# Q Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height - 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Soil Data Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.500 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 2.75 OK Design Method = SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.44 Rebar Size = # 4 Rebar Spacing = 12.00 Total Bearing Load = 2,724 Ibs Rebar Placed at = Edge ...resultant ecc. = 6.14 in Design Data Eccentricity within middle third fb/FB + fa/Fa = 0.367 Soil Pressure @ Toe = 1,574 psf OK Total Force @ Section Soil Pressure @ Heel = 63 psf OK Service Level Ibs = Allowable = 3,000 psf Strength Level Ibs= 1,008.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 2,204 psf Service Level ft-# = ACI Factored @ Heel = 89 psf Strength Level ft-# = 2,016.0 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 5,492.3 Footing Shear @ Heel = 7.7 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 13.4 Lateral Sliding Force = 797.3 Ibs Shear..... Allowable psi = 94.9 Anet (Masonry) in2 = Wall Weight psf= 100.0 Rebar Depth 'd' in = 6.25 Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ 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 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6-0" Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0755 in2/ft (4/3) ` As : 0.1007 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.42 ft Toe Heel Heel Width = 2.91 Factored Pressure = 2,204 89 psf Total Footing Width = 3.33 Mu': Upward = 184 1,419 ft-# Footing Thickness = 9.00 in Mu': Downward = 19 2,695 ft-# Mu: Design = 165 OK 1,276 ft-# OK Key Width = 0.00 in phiMn = 1,550 5,943ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.12 7.74 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 50.60 94.87 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 4 @ 12.00 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 61.72 in, #10@ 78.39 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in 0.65 in2 0.19 in2 eft If two lavers of horizontal bars: #4@ 24.69 in #5@ 38.27 in #6@ 54.32 in Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 797.3 2.25 1,794.0 Soil Over HL (ab. water tbl) 1,749.8 2.21 3,858.9 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.21 3,858.9 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 = 0.21 = Surcharge Over Toe = Stem Weight(s) = 600.0 0.75 450.2 Earth @ Stem Transitions= Total = 797.3 O.T.M. = 1,794.0 Footing Weight = 374.3 1.66 622.6 Key Weight = Resisting/Overturning Ratio = 2.75 Vert. Component = Vertical Loads used for Soil Pressure = 2,724.1 Ibs Total = 2,724.1 Ibs R.M.= 4,931.7 * 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) 0.079 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: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.2000 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall IN 8" w/ #4 @ 12" #4@ 12" @ Heel Re Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6-0" Retaining Wall 797# n O clN LO C° ■ Lateral earth pressure due to the soil BELOW water table Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall W/ Seismic Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Uniform Seismic Force = 54.000 Total Seismic Force = 364.500 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall W/ Seismic Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.86 OK Design Method = SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.19 Rebar Size = # 4 Rebar Spacing = 12.00 Total Bearing Load = 2,724 Ibs Rebar Placed at = Edge ...resultant ecc. = 9.93 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.544 Soil Pressure @ Toe = 2,173 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 4,000 psf Strength Level Ibs= 1,332.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 3,042 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-# = 2,988.0 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 5,492.3 Footing Shear @ Heel = 15.0 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 17.8 Lateral Sliding Force = 1,052.5 Ibs Shear..... Allowable psi = 94.9 Anet (Masonry) in2 = Wall Weight psf= 100.0 Rebar Depth 'd' in = 6.25 Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.000 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6-0" Retaining Wall W/ Seismic Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.1119 in2/ft (4/3) ` As : 0.1493 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1493 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area : 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.42 ft Toe Heel Heel Width = 2.91 Factored Pressure = 3,042 0 psf Total Footing Width = 3.33 Mu': Upward = 250 583 ft-# Footing Thickness = 9.00 in Mu': Downward = 19 2,695 ft-# Mu: Design = 231 OK 2,112 ft-# OK Key Width = 0.00 in phiMn = 1,550 7,866ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.10 15.04 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 50.60 94.87 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 4 @ 9.00 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: #4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 61.72 in, #10@ 78.39 in Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in 0.65 in2 0.19 in2 eft If two lavers of horizontal bars: #4@ 24.69 in #5@ 38.27 in #6@ 54.32 in Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall W/ Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 797.3 2.25 255.2 3.38 1,794.0 861.1 Total = 1,052.5 O.T.M. = 2,655.2 Resisting/Overturning Ratio = 1.86 Vertical Loads used for Soil Pressure = 2,724.1 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 1,749.8 2.21 3,858.9 Soil Over HL (bel. water tbl) 2.21 3,858.9 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 0.21 Surcharge Over Toe = Stem Weight(s) = 600.0 0.75 450.2 Earth @ Stem Transitions= Footing Weight = 374.3 1.66 622.6 Key Weight = Vert. Component = Total = 2,724.1 Ibs R.M.= 4,931.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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) 0.109 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: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall W/ Seismic Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.2000 in2/ft As Required = 0.1493 in2/ft Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6-0" Retaining Wall W/ Seismic IN 8" w/ #4 @ 12" am @ Heel Re Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 6'-0" Retaining Wall W/ Seismic ReE 797# 2'-6" Cn Q cm 0 c-i ti K&T.11 N ■Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 3,000.0 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 = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore • • • for passive pressure = 12.00 in ti ' • Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 2.20 OK Design Method = SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 1.68 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 1,157 Ibs Rebar Placed at = Edge ...resultant ecc. = 4.77 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.161 Soil Pressure @ Toe = 1,194 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 3,000 psf Strength Level Ibs = 448.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 1,671 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-# = 597.3 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 3,691.0 Footing Shear @ Heel = 5.7 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 6.0 Lateral Sliding Force = 394.8 Ibs Shear..... Allowable psi = 94.9 Anet (Masonry) in2 = Wall Weight psf= 100.0 Rebar Depth 'd' in = 6.25 Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ 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 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0224 in2/ft (4/3) ` As : 0.0298 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.42 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,671 0 psf Total Footing Width = 2.09 Mu': Upward = 135 90 ft-# Footing Thickness = 9.00 in Mu': Downward = 19 382 ft-# Mu: Design = 116 OK 292 ft-# OK Key Width = 0.00 in phiMn = 5,043 5,943ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.15 5.73 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 12.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 4 @ 12.00 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 61.72 in, #10@ 78.39 in Heel: #4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 61.72 in, #10@ 78.39 in Key: No key defined Min footing T&S reinf Area 0.41 in2 Min footing T&S reinf Area per foot 0.19 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 12.35 in #4@ 24.69 in #5@ 19.14 in #5@ 38.27 in #6@ 27.16 in #6@ 54.32 in Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 394.8 1.58 625.2 Soil Over HL (ab. water tbl) 521.7 1.59 827.1 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 1.59 827.1 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 = 0.21 = Surcharge Over Toe = Stem Weight(s) = 400.0 0.75 300.1 Earth @ Stem Transitions= Total = 394.8 O.T.M. = 625.2 Footing Weight = 234.8 1.04 245.0 Key Weight = Resisting/Overturning Ratio = 2.20 Vert. Component = Vertical Loads used for Soil Pressure = 1,156.5 Ibs Total = 1,156.5 Ibs R.M.= 1,372.3 * 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) 0.064 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: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall RN 8" w/ #4 @ 18" #4@12in Toe #4912" @ Heel 3" Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall Re., 395# ■ Lateral earth pressure due to the soil BELOW water table Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 4,000.0 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 = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore • • • for passive pressure = 12.00 in ti ' • Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Uniform Seismic Force = 38.000 Total Seismic Force = 180.500 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.48 Ratio < 1.5! Design Method = SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.47 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 1,157 Ibs Rebar Placed at = Edge ...resultant ecc. = 7.88 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.244 Soil Pressure @ Toe = 1,995 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 4,000 psf Strength Level Ibs = 600.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 2,793 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-# = 901.3 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 3,691.0 Footing Shear @ Heel = 9.7 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 8.0 Lateral Sliding Force = 521.2 Ibs Shear..... Allowable psi = 94.9 Anet (Masonry) in2 = Wall Weight psf= 100.0 Rebar Depth 'd' in = 6.25 Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.000 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0338 in2/ft (4/3) ` As : 0.045 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.42 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,793 0 psf Total Footing Width = 2.09 Mu': Upward = 214 0 ft-# Footing Thickness = 9.00 in Mu': Downward = 19 382 ft-# Mu: Design = 195 OK 382 ft-# OK Key Width = 0.00 in phiMn = 5,043 5,943ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.13 9.67 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 12.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 4 @ 12.00 in Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 61.72 in, #10@ 78.39 in Heel: #4@ 12.34 in, #5@ 19.13 in, #6@ 27.16 in, #7@ 37.03 in, #8@ 48.76 in, #9@ 61.72 in, #10@ 78.39 in Key: No key defined Min footing T&S reinf Area 0.41 in2 Min footing T&S reinf Area per foot 0.19 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 12.35 in #4@ 24.69 in #5@ 19.14 in #5@ 38.27 in #6@ 27.16 in #6@ 54.32 in Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 394.8 1.58 625.2 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 126.4 2.38 300.1 Total = 521.2 O.T.M. = 925.3 Resisting/Overturning Ratio = 1.48 Vertical Loads used for Soil Pressure = 1.156.5 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 521.7 1.59 827.1 Soil Over HL (bel. water tbl) 1.59 827.1 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 0.21 Surcharge Over Toe = Stem Weight(s) = 400.0 0.75 300.1 Earth @ Stem Transitions= Footing Weight = 234.8 1.04 245.0 Key Weight = Vert. Component = Total = 1,156.5 Ibs R.M.= 1,372.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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) 0.106 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: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic IN 8" w/ #4 @ 18" #4@12in R Toe #4912" @ Heel 3" Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 4'-0" Retaining Wall W/ Seismic Re: in CL CV a7 a) Cn 7 395# 126# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 3.00 ft Allow Soil Bearing = 3,000.0 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 = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg 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 = 2.11 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 631 Ibs Rebar Placed at = Edge ...resultant ecc. = 4.16 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.068 Soil Pressure @ Toe = 1,040 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 3,000 psf Strength Level Ibs = 252.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 1,455 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-# = 252.0 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 3,691.0 Footing Shear @ Heel = 2.9 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 3.4 Lateral Sliding Force = 246.1 Ibs Shear..... Allowable psi = 94.9 Anet (Masonry) in2 = Wall Weight psf= 100.0 Rebar Depth 'd' in = 6.25 Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ 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 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0094 in2/ft (4/3) ` As : 0.0126 in2/ft Min Stem T&S Reinf Area 0.576 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.42 ft Toe Heel Heel Width = 1.08 Factored Pressure = 1,455 0 psf Total Footing Width = 1.50 Mu': Upward = 114 0 ft-# Footing Thickness = 9.00 in Mu': Downward = 19 52 ft-# Mu: Design = 95 OK 52 ft-# OK Key Width = 0.00 in phiMn = 1,550 1,550ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.11 2.87 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 50.60 50.60 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in 0.29 in2 0.19 in2 eft If two lavers of horizontal bars: #4@ 24.69 in #5@ 38.27 in #6@ 54.32 in Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 246.1 1.25 307.6 Soil Over HL (ab. water tbl) 162.4 1.29 210.2 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 1.29 210.2 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 = 0.21 = Surcharge Over Toe = Stem Weight(s) = 300.0 0.75 226.0 Earth @ Stem Transitions= Total = 246.1 O.T.M. = 307.6 Footing Weight = 169.1 0.75 127.1 Key Weight = Resisting/Overturning Ratio = 1.83 Vert. Component = Vertical Loads used for Soil Pressure = 631.5 Ibs Total = 631.5 Ibs R.M.= 563.3 * 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) 0.058 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: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3-0" Retaining Wall 8" w/ #4 @ 18" I. 5" 1'-1" V-6" Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3-0" Retaining Wall Re Q CV CO Cn cM C) 246# ■ Lateral earth pressure due to the soil BELOW water table Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Code Reference: Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 rritaria Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.450 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem __ 0.0 psf (Service Level) Uniform Seismic Force = 30.000 Total Seismic Force = 112.500 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Footing Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Design Summary Stem Construction Bottom Stem OK Design Height Above Ftg ft = 0.00 Wall Stability Ratios Wall Material Above "Ht" = Concrete Overturning = 1.23 Ratio < 1.5! Design Method = SD Slab Resists All Sliding! Thickness = 8.00 Global Stability = 2.83 Rebar Size = # 4 Rebar Spacing = 18.00 Total Bearing Load = 630 Ibs Rebar Placed at = Edge ...resultant ecc. = 6.99 in Design Data Eccentricity outside middle third fb/FB + fa/Fa = 0.104 Soil Pressure @ Toe = 2,501 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs = Allowable = 4,000 psf Strength Level Ibs = 342.0 Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 3,502 psf Service Level ft-# = ACI Factored @ Heel = 0 psf Strength Level ft-# = 387.0 Footing Shear @ Toe = 0.1 psi OK Moment..... Allowable = 3,691.0 Footing Shear @ Heel = 3.0 psi OK Allowable = 94.9 psi Shear..... Actual Service Level psi = Sliding Calcs Strength Level psi = 4.6 Lateral Sliding Force = 324.8 Ibs Shear..... Allowable psi = 94.9 Anet (Masonry) in2 = Wall Weight psf= 100.0 Rebar Depth 'd' in = 6.25 Masonry Data Vertical component of active lateral soil pressure IS rm psi = NOT considered in the calculation of soil bearing Fs psi = Solid Grouting = Load Factors ModularRatio'n' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 0.500 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi= 4,000.0 Seismic, E 1.000 Fy psi = 60,000.0 Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcina As (based on applied moment) : 0.0145 in2/ft (4/3) ` As : 0.0193 in2/ft Min Stem T&S Reinf Area 0.576 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 0.0012bh : 0.0012(12)(8) : 0.1152 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1152 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: 1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.42 ft Toe Heel Heel Width = 1.08 Factored Pressure = 3,502 0 psf Total Footing Width = 1.50 Mu': Upward = 223 0 ft-# Footing Thickness = 9.00 in Mu': Downward = 19 52 ft-# Mu: Design = 204 OK 52 ft-# OK Key Width = 0.00 in phiMn = 1,550 1,550ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.08 2.97 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 50.60 50.60 psi f'c = 4,000 psi Fy = 60,000 psi Toe Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Min. As % = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm = 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: phiMn = phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in 0.29 in2 0.19 in2 eft If two lavers of horizontal bars: #4@ 24.69 in #5@ 38.27 in #6@ 54.32 in Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres (ab water tbl) 246.1 1.25 307.6 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 78.8 1.88 147.7 Total = 324.8 O.T.M. = 455.3 Resisting/Overturning Ratio = 1.23 Vertical Loads used for Soil Pressure = 630.0 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. 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. Soil Over HL (ab. water tbl) 161.2 1.29 208.5 Soil Over HL (bel. water tbl) 1.29 208.5 Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 0.21 Surcharge Over Toe = Stem Weight(s) = 300.0 0.75 226.0 Earth @ Stem Transitions= Footing Weight = 168.8 0.75 126.6 Key Weight = Vert. Component = Total = 630.0 Ibs R.M.= 561.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 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) 0.139 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: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SW ENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule 3'-0" Retaining Wall W/ Seismic Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 15.60 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1333 in2/ft As Required = 0.1152 in2/ft Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule T-0" Retaining Wall W/ Seismic 8" w/ #4 @ 18" I. R 5" 1'-1" V-6" Project Title: Angle Res Engineer: RGC Project ID: Project Descr: Building Retaining Walls Cantilevered Retaining Wall Project File: Typical Detail Co-04-06b_IBC2018.EC6 LIC# : KW-06014947, Build:20.22.8.17 SWENSON SAY FAGET (c) ENERCALC INC 1983-2022 DESCRIPTION: Retaining Wall Schedule T-0" Retaining Wall W/ Seismic Re Q LO CD LO CV 246# 79# 6" ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure