Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
BLD2019-00359 - BLD Letters / Memos - 9/28/2019
RE: dg. g gen ineerinInc. 301 NE Lakeshore Drive South, Tahuya, WA 98588 2018-167 Tall Foundation Wall To Whom It May Concern: 7/18/2019 Report # 190089A RECEIVED AUG 615 W. Alder Street have provided the lateral and gravity load engineering for the 2018-167, located at 301 NE Lakeshore Drive South, Tahuya. At the request of the .builder I have provided the Unrestrained Concrete Retaining Wall detail to be used at tall wall locations. Calculations have been attached to this report. 7/1 Re 01 rt John T i v '~' ` F CIC • t. ‘41* i >l) `boo IPr .-1 . 9ono, 6 t4 up 4 P i EDGE UNRESTRAINED RETAINING We ►:.L SCNED�LE N W T VERT CAL 13 K P 4' 8' 8' '4 0 12" OC 24' 0 4' 4' 1' - 6' 8' 12' *4 fa 12' OC 40' 6' ' 4' 6 1 -8' 8' 12' '5 e 10' C : 4'-91 10' 4' 8'1'-104 8' 12' '5 c 9' OC 6'-3' 11' . -3/4 WIDE FCOT:lr D45!O OW SOO PSf' 00 I_ CONCH T E ('c) : 2500 ps l REBAR (1:'yy) 260 ksl P4551VE 601 = 250 pc: .ACTIVE 601E = 35 pcf 501 CEARi: i = 15C0 psf tx- D (VARIES - SEE TABLE) "i) titMrs--.;� 4. r r� '`" •i r r:.;, � . FOOt1NC IC BEAR ON tIR1 L'VD ISTURBED NATIVE SOIL L!_} HORIZONTAL REBAR $4 REBAR AT 10'oc (2) VERTIC4L REBAR SPLICE 30' FORM REBAR, 38' FOR '5 REBAR) W/ FOOTING REE3,4R (3) 64 T RANSvERSE REBAR ti '8' O.G. (4)MIRA-DRA N 604,0 TIED NTO FOOTING DRAIN SYSTEM t3ACKFILL tJITN FREE DRAINING tLELL GRADED MATERIALS 5% F!NE5 MAX. ()KEv (NOT REQUIRED IF SLAB PRESENT AT FOOTING) (FCOT1NG FZAD l2' MIN BELOW GE. BELOW GRADE 15 NOT REQJIRED IF SLAB PRESENT (1) FOOTING REBAR *4 E 'C' O.C. WITH 3' CO'vER rn) CONCRETE WALL - 40 PSI: SURCHARGE - 205 IBC K.✓,� 1/4.O86 0NAu - 1 This report is the professional opinion of the Engineer and is not intended to allow the builder to disregard Code requirements, change agreements with the owner, or perform work outside the approved permit. Any schedule or cost impact is the responsibility of the builder and/or owner. This report does not allow changes to the approved plans - it addresses the impact of the proposed alternate methods to the engineering only. The Building Inspector, not the engineer, has the authority to allow field changes, alternate methods, and fixes to the approved plans. The engineer provides an opinion only and not the authority. 1-lodge Engineering, Inc. John E. Hodge P. E. 3733 Rosedale St NW, Suite 200. Gig harbor, WA 983:35 (253) 857-7055 Q d- r- ,- a i ‘0 16 E f a 71 - b wei' u`? rICAL 0 0 U 0 9999 ,f f' Zo N CV N 1- a Co Zo to Co .�-}• 1 ; t ao - 61 1 T °C) E. Z. CY fa F7 act z Oco �# m U to tit .1 O [Y. 0. AL m (Y O act U 41 QC tct WO� ILQ in in el N ma) 11 1$ I1 rs so =.1 Uletont t& i hi U AYi 4) O f" Qx E111 l.0 Q dr- is to IS) Off 1/49 u_ 74: 4-11 .1 tn z Th- Q.� -1 Q� Z CO 4 v J 1 4 Q 16: 11- Q CQ4Cl� W te z Ot tO 0 0 a_ Ili z aa E a ado z�� �� oa SIP- • 3 • • • • • • • • • • • ' J\t) aim L7NI100d dO d01 NO?M • • • •1 1 • V 0 a mci LQ 0 z m Th- EL • QQ U cQ CNI 1 SURCHAROE CL 1 CONCRETE ua (Y. z 4. CONCRETE SOIL - GENERAL NOTES: w a. 0 X 2 w ao a n Z w 2 z a 0 4 a 0 w z Z U s w O H Z HODGE ENGINEERING W 0 X cc >- W- -.t w owgzm Cie 1-)Uj Z- is W 0 a 0 w in C� Cu z2 z4z O W m z Y U U F, id oCr a Ww W < ir 4 0 0 8 J � U _ Z m U = -- ILL' w 0 u. w 0 0 cc r z1- az E 80 cc r W W m 0 maW no w Z O 0 0 zgLL re n- Z 6— o O Q a. Ix d W lYu. LLL. _ a < O in aacn a0I- IA- ix I- g 0 cc oL a Z Z O ust W a z cc O Z 0 V) w z STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: 0 5 *. LW (� a QLf) M lit Oa. 0. W Z O 0 a °c CC CC mz w w IX cc a HOC W 0. CO w v0i< t7 O 0 o m O Q u) o •z o Q m 0 w w 0 ic coo m W CC ir m wj m 4 Qz In 2 w lr 0w 0 WATER: SHALL BE CLEAN AND POTABLE 0 0 z 0 H 0 z CQ ei 1— W a M Z u) 0 M m owww 0 = a z Q 0 u) z N Z a.— <t cr: H t U O J Q 5 �o JCr IT WvO2 g vs,. V S J W = Q e.6 O �m�a� �m00Cn 0 4:t N2 to J lb u. w l- sl W = r M d0a=l-- a. 2 Vz 0 co 06cZ-3a o _ , a Z >ti CTI w U o g�1r40 m W coo 0 0 z �QwpO la .8aa l- l.: z to Tel wd Z U M w Otf) L6 Les 8 aU m Z U U 0 n g m 2W 5(nWF- 0 J E a as Umv0. = W W cc 0w2a 0 a w Z 0 p Z U a E. rtIL0o o (n= z0Wv) z0 o w0U 0 0 2 m O 0 CC da ft z neh a z cr O z 0 Cr TABLE 1613.5.2 W 0 CC m ttn .�3 > z a ct cc W a. m iso a 0 CO FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS d d� w E a to 0 0 0 a <% a to W W WI oN -u) <zt N XZ� awl Q a • � J � ate 2w� W a 0. U W 0 Z O zU le z 0 r W 0 .d O o= W Z a z z 0 w 0 0 w H �.o Z a U 0 ci Z a cn a (*) 2 2 0 W XU 0 z Hodge Engineering, Inc. Title 4' Unrestrained 40 psf Surcharge 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH :sr:: ri•••r r •�_ Description.... •• • • 253-857-7055 4' Unrestrained wall with 40 psf surcharge This Wall in File: c:\usersljohnhodgeldocumentslretainpro 10 project filestunrestrained walls 2.rpx R©ta!nPro (c) 1987-2016, Build 11.16.06.24 License : KW-06063958 License To : HODGE ENGINEERING Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel ewe eine 4.00 ft 0.50 ft 0.00 12.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = N • 0.0 lbs 0.0 lbs 0.0 in [Deslgnsummaryiammil Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel OEM 1.67 OK 1.62 OK 628 Ibs 3.88 in 900 psf OK 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = AC1 Factored @ Heel Footing Shear Q Toe Footing Shear © Heel Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force =- Added Force Req'd =- ....for 1.5 Stability 2,100 psf O psf 8.7 psi OK 7.2 psi OK 75.0 psi 440.5 Ibs 347.2 Ibs • 366.6 Ibs 0.0 Ibs OK 0.0 Ibs OK Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure - MIMS 250 0 psf/ft 110.00 pcf 110.00 pcf 0.350 0.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0 0 #/ft 0.00ft 0.00 ft Wind (W) (Service Level) 0.0 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 fb/FB + fa/Fa Total Force © Section Service Level Ibs = Strength Level Ibs = Moment....Actual Service Level ft-# _ Strength Level ft-# = Moment Allowable ft-# = Shear Actual Service Level psi = Strength Level psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' In Masonry Data 3rd Page : 1 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wail to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio end Bottom INS Poet sane _ 0.0 lbs 0.00 ft 0.00 in 0.00ft Line Load 0.0ft 0.300 ft = Stem OK 3.50 Concrete LRFD 8.00 # 4 12.00 Center Stem OK Bar Lap/Emb 1.00 0.00 Concrete Concrete LRFD LRFD 8.00 # 4 12.00 Center 8.00 # 4 12.00 Center fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi =- psi toe see 0.001 17.2 3.7 3,387.6 0.4 75.0 100.0 4.00 0.101 313.1 343.6 3,387.6 6,5 75.0 100,0 4.00 0.183 423.7 619.2 3,387.6 8.8 75.0 100.0 4.00 Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000,0 Hodge Engineering, Inc. Title 4' Unrestrained 40 psf Surcharge 2615 Jahn Ave NW Gig Harbor, WA STe. ESJob #: asgnr: JEH :r:: nonr••odge'rr. _ Description.... 253-657 7055 p 4' Unrestrained wall with 40 psf surcharge This Wall in File: c:lusersljohnhodgeldocumentslretainpro 10 project fileslunrestrained walls 2.rpx RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Page : 2 Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 3rd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0002 in2/ft 0.0003 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2lft 0.2 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area Provided Area : Maximum Area : Vertical Reinforcing 0.0207 in2/ft 0.0277 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0374 in2/ft 0.0498 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth 411,0 mama 4111. 0.67ft 1.34 2.01 8.00 in 0.00 in 0.00 in Key Distance from Toe = 0.79 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,100 398 57 341 8.69 75.00 None Spec'd None Spec'd #4@ 14.14in Heel O psf 0ft4t 161 ft-# 161 ft-# 7.21 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*Iambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*51ambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one Layer of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@ 30.56 in 0.35 in2 0.17 in2 !ft If two layers of horizontal bars: #4@ 27.78 in #5@ 43.06 in #6@ 61.11 in Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Hodge Engineering, Inc. Title 4' Unrestrained 40 psf Surcharge e 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH rr:•r re =r-. 253-857-7055 Description.... 4' Unrestrained wall with 40 psf surcharge This Wall in File: c:lusersljohnhodgeldocuments\retainpro 10 project fleslunrestrained walls 2.rpx RotainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06063968 License To : HODGE ENGINEERING Page : 3 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING Force Distance Moment Ibs ft ft-# 381.1 59.4 rib 4011110 Added Lateral Load = Load @ Stem Above Soil = Total IMMO VIES 1.56 2.33 592.8 138.6 440.5 Q.T.M. 731.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.67 1,047.4 Ibs 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 RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 295.6 1.67 494.9 Sloped Soil Over Heel =- Surcharge Over Heel = 26.9 1.67 45.0 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 73.9 0.34 24.8 Surcharge Over Toe Stem Weight(s) = 450.0 1.01 452.3 Earth @ Stem Transitions = Footing Weight = 201.0 1.01 202.1 Key Weight = 0.79 Vert. Component _ Total = 1,047.4 Ibs R.M.= 1,219.1 * Axial live load NOT included in total displayed or used for overtuming resistance, but is included for soil pressure calculation. 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. Hod Hodge Engineering, Inc. Title 6' Unrestrained 40 psf Surcharge e 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH •• • •• .•a_ - Description.... .�r_ ri . r r r.. 253-$57�7055 p •••• 6' Unrestrained wall This Wall in File: c:lusersljohnhodgeldocuments\retainpro 10 project files\unrestrained walls 2.rpx RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06063968 License To : HODGE ENGINEERING Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel MEN r 6.00ft 0.50 ft 0.00 12.00 in 0.0ft Surcharge Loads Surcharge Over Heel = 40,0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 Ibs 0,0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. mom 2.01 OK 1.56 OK 1,270 Ibs 4.54 in Soil Pressure @ Toe = 847 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored © Heel Footing Shear Q Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force Tess 100% Passive Force = Tess 100% Friction Force = Added Force Req'd ....for 1.5 Stability ems ..r foot 1,977 psf 0 psf 17.6 psi OK 11.9 psi OK 75.0 psi 883.3 Ibs 632.8 Ibs 740.7 Ibs 0.0 Ibs OK 0.0 Ibs OK Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingjjSoil Friction Soil height to ignore for passive pressure dui NINO 250.0 psf/ft 110.00 pcf 110.00 pcf 0.350 0.00 in Lateral Load Applied to Stem Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Lateral Load ...Height to Top ...Height to Bottom Load Type Wind on Exposed Stem (Service Level) llama 00#/ft 0.00ft 0.00ft Wind (W) (Service Level) 0.0 psf Stem Construction IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force ( Section Service Level Ibs = Strength Level Ibs = Moment....Actual Service Level ft-# = Strength Level ft-# = 209.5 Moment Allowable ft-# = 3,387.6 Shear Actual Service Level psi = Strength Level psi = 4.7 Shear Allowable psi = 75.0 Wall Weight psf = 100.0 Rebar Depth 'd' in = 4.00 Masonry Data Page : 1 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 3rd 2nd Bottom AMR 0.0 Ibs 0.00 ft 0.00 in 0.00ft Line Load 0.0 ft 0.300 ft= Stem OK 3.50 Concrete LRFD 8.00 # 4 12.00 Center Stem OK Bar Lap/Emb 1.00 0.00 Concrete Concrete LRFD LRFD 8.00 8.00 # 4 # 4 12.00 12.00 Center Center fm Fs Solid Grouting Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data psi Psi = IMP 0.062 0.420 0.663 225.9 801.8 892.2 1,421.2 3,387.6 16.7 75.0 100.0 4.00 1,906.5 3,387.6 18.6 75.0 100.0 4.00 7-1 Medium Weight = ASD f'c psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 Hodge Engineering Inc. Title 6' Unrestrained 40 psf Surcharge tre Hod 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH mar r••=�_. Description.... :•r:: 253-857-7055 P 6' Unrestrained wall This Wall in File: c:lusersljohnhodgeldocumentslretainpro 10 project files\unrestrained walls 2.rpx RetainPro (c)1987-2016, Build 11.16.06.24 License : KW-06053958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Page : 2 Code: IBC 2015, AC 1318-14, AC 1530-13 Concrete Stem Rebar Area Details 3rd Stem Vertical Reinforcing As (based on applied moment) : 0.0126 in2/ft (4/3) * As : 0.0169 1n2/ft 200bd/fy : 200(12)(4)/60000 : 0.16 1n2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Required Area : Provided Area : Maximum Area : 0.1728 in2lft 0.2 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.576 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0858 in2/ft 0.1144 in2lft 0.16 in2/ft 0.1728 in2lft 0.1728 in2/ft 0.2 in2/ft 0.5419 In2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0,0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.1151 in2/ft 0.1535 in2/ft 0.16 in2lft 0.1728 in2/ft 0.1728 in2/ft 0.2 in2/ft 0.5419 in2lft Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe WINN emit Mamma 1.30ft 1.96 3.26 9.00 in 8.00 in 6.00 in 1.30 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top 2.00 @ Btm.= 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options One layer of : Two layers of : #4@ 12.50 in #4© 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 1,977 1,421 224 1,197 17.64 75.00 None Spec'd None Spec'd = #4@13.89in EMS Nina 10.11. VMS 0041 aims Heel O psf 122 ft-# 832 ft-# 710 ft-# 11.94 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5"lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(f c)*Sm Key: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@27.16in 0.63 in2 0.19 in2 rft If two layers of horizontal bars: #4© 24.69 in #5@ 38.27 in #6@ 54.32 in Hodge Engineering, Inc. Title 6' Unrestrained 40 psf Surcharge H 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH :%r:: rr:•t re 'r r. 253-857-7055 Description.... 6' Unrestrained wall This Wall in File: c;lusersljohnhodgeldocumentslretainpro 10 project fles\unrestrained walls 2.rpx RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06063968 License To : HODGE ENGINEERING Cantilevered Retaining Wall Summa of Overturnin • & Resistin • Forces & Moments OVERTURNING Force Distance Moment Item Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load © Stem Above Soil = VO _ flamee 797.3 85.9 2.25 3.38 1,794.0 289.9 Total 883.3 O.T.M. 2,084.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 410 2.01 2,116.1 Ibs 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 Page : 3 Code: IBC 2015,AC1 318-14ACI 530-13 RESISTING..... Force Distance Moment Ibs ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth © Stem Transitions= Footing Weighl Key Weight Vert. Component 4110 emiNi 0 S wot W oe _ 855.2 51.8 2.61 2.61 142.5 0.65 2,232.4 135.3 92.3 650.0 1.63 1,058.9 366.6 50.0 1.63 1.63 597.2 81.5 Total = 2,116.1 Ibs R.M.= 4,197.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 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 @a Top of Wall (approximate only) 0.047 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toes because the wall would then tend to rotate into the retained soil. Hod ne Hodge Engineering, inc. Title 8' Unrestrained 40 psf Surcharge 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH rierr ri• . 253-857_7055 P =r- Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: c:lusers\johnhodgeldocumentslretainpro 10 project files\unrestrained walls 2.rpx Page : 1 RetalnPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053968 License To : HODGE ENGINEERING Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel MEER Omni 8.00 ft 0.50ft 0.00 12.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = w 0.0 lbs 0.0 Ibs 0.0 in Design Summa Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure © Heel _ mos 2.34 OK 1.51 OK 2,253 Ibs 4.83 in 874 psf OK 73 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @a Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Sliding Calcs Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd ....for 1.5 Stability • WINO eiffab 2,040 psf 170 psf 18.6 psi OK 13.1 psi OK 75.0 psi 1,532.0 Ibs - 1,003.5Ibs 1,314.0 Ibs 0.0 Ibs OK 0.0 Ibs OK Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingilSoil Friction Soil height to ignore for passive pressure r • alma dine 250.0 psf/ft 110.00 pcf 110.00 pcf 0.350 0.00 in Lateral Load Applied to Stem � Lateral Load = 0.0 Mt ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type Wind on Exposed Stem = (Service Level) Wind (W) (Service Level) 0.0 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment,...Actual Service Level Strength Level Moment Allowable Shear Actual Service Level Strength Level Shear Allowable Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 3rd Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Bottom 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0ft 0.300 ft fiso EINEM Stem OK 3.50 Concrete LRFD 8.00 # 5 12.00 Center Concrete LRFD 8.00 # 5 12.00 Center Stem OK Bar Lap/Emb 1.00 0.00 Concrete LRFD 8.00 # 5 10.75 Center 0.208 Ibs Ibs = 658.6 ft-# ft-# ft-# psi psi = psi = psf = Inr 1,056.7 5,069.7 13.7 75.0 100.0 4.00 0.730 1,514.5 3,700.2 5,069.7 31.6 75.0 100.0 4.00 0.769 1,531.8 4,302.0 5,593.0 31.9 75,0 100.0 4.00 Psi psi dimme 0 = Medium Weight = AS D Psi = psi 2,500.0 2,500.0 2,500.0 60,000.0 60,000.0 60,000.0 Hod ere Hodge Engineering, Inc. Title 8' Unrestrained 40 psf Surcharge 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH :sr:: rr:•r ��• :r.-. _ _ • 2S3 857 7055 Description.... 8' Unrestrained wall 40 psf surcharge This Wall in File: c:lusers\johnhodgeldocuments\retainpro 10 project fileslunrestrained walls 2.rpx RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06063958 License To : HODGE ENGINEERING Cantilevered Retaining Wall Page : 2 Code: IBC 2015,AC 1318-14,ACI 530-13 Concrete Stem Rebar Area Details 3rd Stem As (based on applied moment) : (4/3) * As : 200bdlfy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.0638 in2/ft 0.0851 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.31 in2lft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.960 in2 Min Stem T&S Reinf Area per ft of stem Height : 0,192 in2/ft Horizontal Reinforcing Options : One Layer of : Two layers of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in #4© 25,00 in #5@ 38.75 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.2234 in2/ft 0.2978 in2lft 0.16 in2/ft 0.1728 in2/ft 0.2234 in2lft 0.31 in2/ft 0.5419 in2lft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4© 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(4)/60000 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.2597 in2lft 0.3463 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.2597 in2/ft 0.346 in2/ft 0.5419 in2/ft Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe IMMO 2.05 ft 2.71 4.76 12.00 in 8.00 in 10.00 in 2.05 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top 2.00 @ Btm.= 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.501n #5@ 19.38 in #6@ 27.50 in #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 2,040 3,708 653 3,055 18.63 = 75.00 #4@9.26in = #4@ 18.00in #4 @ 13.89 in • Heel 170 psf 916 ft-# 2,721 ft-# 1,805 ft-# 13.07 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7@ 41.67 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.23 in2 0.26 in2 ift If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hodge Engineering, Inc. Title 8' Unrestrained 40 psf Surcharge 1'! 2615 Jahn Ave NW Gig Harbor, WA STe. E5Jobl # : Dsgnr: JEH :•r:: rrrr re•r-. 253-857-7055 Description.... 8' Unrestrained wail 40 psf surcharge This Wall in File: c:lusersljohnhodgeldocumentslretainpro 10 project fileslunrestrained walls 2.rpx RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053968 License To : HODGE ENGINEERING Summa of Overturnin & Resistin Cantilevered Retaining Wall Forces & Moments OVERTURNING Force Distance Item Ibs ft Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Moment ft-it 1,417.5 114.5 Some Load @ Stem Above Soil = Imes 3.00 4.50 4,252.5 515.5 Total 1,532.0 O.T.M. 4,768.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 2.34 3,754.3 Ibs 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 Page : 3 Code: IBC 2015,ACI 318-14,ACI 530-13 Force Ibs RESISTING Distance Moment ft ft-# Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component 0.1 IMP IONS 1,800.3 81.8 225.0 850.0 713.8 83.3 3.74 6,725.0 3.74 305.7 1.02 2.38 2,022.3 2.38 2.38 230.2 1,698.1 198.3 Total = 3 754.3 lbs R.M. 11,179.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wail due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl © Top of Wall (approximate only) 250.0 0.043 pci 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. Had ne Hodge Engineering, Inc. Title 10' Unrestrained 40 psf Surcharge 2615 Jahn Ave NW Gig Harbor, WA STe. E5JOb # : Dsgnr: JEH :kr:: rr:•t re• 'rr. 253-857-7055 Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File: c;lusersljohnhodgeldocumentslretainpro 10 project fileslunrestrained walls 2.rpx RetainPro (c)1987-2016, Build 11.16.06.24 License : KW-06063968 License To : HODGE ENGINEERING LCriteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 10.00ft 0.50ft 0.00 12 00 in 0.0ft Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ` Axial Dead Load = 0.0 Ibs Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in Design Surnma Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. _ POO 2.65 OK 1.52 OK 3,375 Ibs 4.54 in Soil Pressure @ Toe = 865 psf OK Soil Pressure Qa Heel = 213 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored (0 Toe = 2,019 psf ACI Factored @ Heel = 497 psf Footing Shear (0 Toe = 28.8 psi OK Footing Shear Q Heel 17.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 2,257.5 Ibs less 100% Passive Force = - 1,459.2 Ibs Tess 100% Friction Force = - 1,968.8 Ibs Added Force Req'd ....for 1.5 Stability 0.0 Ibs OK 0.0 Ibs OK Cantilevered Retaining Vila l l Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure O M▪ EN IMMO 250 0 psf/ft 110.00 pcf 110.00 pcf 0.350 0.00 in Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom Load Type tie IMMO Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Wind (W) (Service Level) 0.0 psf Stem Construction Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 3rd Page : 1 Code: IBC 2015,ACI 318-14,ACI 530-13 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd Bottom _ 0.0 Ibs 0.00ft 0.00 in 0.00 ft Line Load 0.0ft 0.300 Design Height Above Ftg ft = Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data _ WOO Stem OK 3.50 Concrete LRFD 8.00 # 5 10.00 Edge Stem OK Bar Lap/Emb 1.00 0.00 Concrete LRFD 8.00 # 5 10.00 Edge Concrete LRFD 8.00 # 5 9.00 Edge fb/FB + fa/Fa = 0.311 0.793 0.769 Total Force © Section Service Level Ibs = Strength Level Ibs = 1,315.4 2,451.3 2,342.5 Momont....Actual Service Level ft-# = Strength Level ft-#= 2,993.3 7,628.7 8,147.8 Moment Allowable ft-# = 9,623.1 9,623.1 10,601.6 Shear Actual Service Level psi Strength Level psi = 17.7 33.0 31.5 Shear Allowable psi = 75.0 75.0 75.0 Wall Weight psf = 100.0 100.0 100.0 Rebar Depth 'd' in = 6.19 6.19 6.19 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Psi - psi = _ _ = Medium Weight = ASO fc psi = 2,500.0 2,500.0 2,500.0 Fy psi = 60,000.0 60,000.0 60,000.0 Hod Hodge Engineering, Inc. Title 10' Unrestrained 40 psf Surcharge e 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH r:: , . r r• r, _ Description.... � � 253 857 7QS5 p 10' Unrestrained wall with 40 psf surcharge This Wall in File: c:lusers\johnhodgeldocuments\retainpro 10 project files\unrestrained walls 2.rpx RetainPro (c) 1987-2016, Build 11.16.06.24 License : KW-06053968 License To : HODGE ENGINEERING Page : 2 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 3rd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6.1875)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.1133 in2/ft 0.1511 in2/ft 0.2475 in2/ft 0.1728 in2/ft 0.1728 in2lft 0.372 in2lft 0.8382 in2/ft Horizontal Reinforcing Min Stern T&S Reinf Area 1.344 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2lft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5© 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in 2nd Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6.1875)/60000 : 0.0018bh : 0.0018(12)(8) Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.2889 in2/ft 0.3852 in2/ft 0.2475 in2lft 0.1728 in2/ft 0.2889 in2/ft 0.372 in2/ft 0.8382 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Bottom Stem As (based on applied moment) : (4/3) * As : 200bd/fy : 200(12)(6.1875)/60000 : 0.0018bh : 0.0018(12)(8) : Required Area : Provided Area : Maximum Area : Vertical Reinforcing 0.3085 in2/ft 0.4114 in2/ft 0.2475 ln2/ft 0.1728 in2/ft 0.3085 in2/ft 0.4133 in2lft 0.8382 in2/ft Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Nome 2.80 ft 3.46 6.26 12.00 in 8.00 in 17.00 in 2.80 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top 2.00 © Btm = 3.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.192 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5© 19.38 in #5© 38.75 in #6@ 27.50 in #6© 55.00 in Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Design Results Toe Heel 2,019 497 psf 7,007 2,829 ft-# 1,219 6,113 ft-# 5,787 3,283 ft-# 28.85 17.82 psi = 75.00 75.00 psi None Spec'd None Spec'd #5@21.53in 41110 • dlimm IMMO Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5© 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20 37 In, #7© 27.78 in, #8@ 36.57 in, #9@ 46 Key: #4@ 13.89 in, #5@ 21.53 in, #6@ 30.56 in, #7© 41.67 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5© 14,35 in #6@ 20.37 in 1.62 in2 0.26 in2 41 If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Hod cre Hodge Engineering, Inc. Title 10' Unrestrained 40 psf Surcharge 2615 Jahn Ave NW Gig Harbor, WA STe. E5Job # : Dsgnr: JEH :sr:: ri•:•r 253-857-7055Description.... 10' Unrestrained wall with 40 psf surcharge This Wall in File; c:lusersljohnhodgeldocumentslretainpro 10 project fileslunrestrained walls 2.rpx RetalnPro (c) 1987-2016, Build 11.16.06.24 License : KW-06063958 License To : HODGE ENGINEERING Summa Item Cantilevered Retaining Wall of Overturnin . & Resistin • Forces & Moments OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load 2,117.5 140.0 Load @ Stem Above Soil = WIMP 3.67 5.50 7,764.2 770.0 Total 2,257.5 O.T.M. 8,534.2 SS Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.65 5,625.2 Ibs 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 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component ewe MIS Page : 3 Code: IBC 2015,ACI 318-14,ACI 530-13 RESISTING Force Distance Moment Ibs ft ft-ft 3,075.4 4.86 14,947.8 111.8 307.5 1,050.0 938.8 141.7 4.86 1.40 3.13 3.13 3.13 543.6 429.9 3,285.6 2,937.5 443.3 Total = 5,625.2 Ibs R.M. 22,587.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.040 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.