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Report (17) ` Title Block Line 1 You can change this area using the'Settings'menu item Pro' s Tom/�� u` and then using the'Printing& /ect Title: Ol/US S Title Block'selection. Engineer; G!� A Title Line 6 Project Descr rolect ID: General Footing Lic.#:Block Line 05610 Description F6 File=CaUsen;l0wne BDOCUME-11TE8pLicen ERCq-RICH IN-1Uoo8ngs,�8 Primed:1000T2013,2.49PM DESIGN SUMMARY ENERCALC INC.1983.2013 Build:6.13.8.31,Ver.8.13.8.31 Min. Licensee:RICHARD TURNER Ratio nem PASS � 0.9513 PASS Soil Applied PASS Ma Overturning Bearingn 1,427 ksf Capacity Design OK PASS Ne Overturning X X Governing Load Combination 0.0 k- 1.50 ksf • PASS n/a Sliding-X X Z Z 0.0 k ft 0.0 k-ft +D+L+H about Z-Z axis PASS Na Sliding-Z Z 0.0 k 0,0 k ft No Overturning PASS Na 0.0 k No Overturning 0.3691 Uplift 0.0 k No Sliding PASS03691 Z Flexure(+X� 0.0 k .0.0 k PASS Z Flexure(-X)+ 2.556 k-ft 6.923 k No Sliding PASSX Flexure( ) 2.556 k-ft k-ft No Uplift PASS 0.32090.3691 1 XFlexur (-Z) +1.20D+0,50Lr+ 0 2.556 k-ft 6.923 k-ft +120D 160E+1.60H PASS 0.3209.369 1 way Shear(+X) 2.556 k-ft 6.923 k-ft +0.50L+1.60 +1.60 H PASS1-way Shear(_+ 24.0706.923 k-ft +1.0D+0.,50Lr+1.60L+.60 H PASS 0.3209 1-way Shear(+Z) psi +1,20D 0,3209 24.070 psi 75.0 psi +O.SOLr+1.60L+1,60H PASS 0.5022 1-way Shear(-Z) 24.070 psi 75.0 +1'20D+0 SOLr+1.60L+ 2-way Punching 24.070 +1.20D+0•50Lr+1.60L+160H psi 75.0 psi +1.20D 160H 75.325 psi 75.0 psi +0.50rri 60L+1. 0 H 150.05. +1.20D+0,50Lr+1,60L+1.60H psi +1.20D+0,50Lr+ . 160E+1,60H 44 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: • using the'Settings'menu item Project Descr: • and then using the'Printing& Title Block'selection. Title Block Line 6 Printed:25 FEB 2014,1:1OPM File=CAUserslOwneADOCUME-11TE&D07-11ENERCA-11FOOTIN-111ootings.ec6 General Footing ENERCALC,INC.1983-2013,Build:6.13.8.31,Ver.6.13.8.31 Lic.#: KW-06005610 Licensee: RICHARD TURNER Description: F7 Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.0 ft z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = 12.0 in i Pedestal dimensions... b X px:parallel to X-X Axis = 4.0 in `r pz:parallel to Z-Z Axis = 4.0 in Height in m Rebar Centerline to Edge of Concrete.. CD at Bottom of footing = 3.0 in I o IMN II Reinforcing 4'1.1 w Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 6.0 ", ,. •• • " '; Reinforcing Bar Sizi = # 4 .' ' f.=`lam"f s � : : Ib t.rf • .'' • - ,;f :a; Irl ;a+eti..�_•:.,. • • %„i�f,�,; Bandwidth Distribution Check (ACI 15,4.4.2) "•"'•''"-------xsi idimr -- ••- fft,Za� ,r�4,' ••`• Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 8.0 13.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k f Tine Block Line 1 Project Title: You can change this area Engineer: Project ID: - using the'Settings'menu item Project Descr: and then using the Printing& Title Block"selection. Title Block Line 6 Printed:25 H8 2014.1:10PM General FootingFile=C:lUserslOwnerIDOCUME-11TE8D07-11ENERCA-AFOOTIN-1Uootings.ec6 ENERCALC,INC.1983.2013,Build:6.13.8.31,Ver.6.13,8.31 Lic.#:KW-06005610 Licensee:RICHARD TURNER Description: F7 DESIGN SUMMARY Desi.n OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9720 Soil Bearing 1.458 ksf 1.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2985 Z Flexure(+X) 3.484 k-ft 11.674 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2985 Z Flexure(-X) 3.484 k-ft 11.674 k-ft +1.20D+0,50Lr+1.60L+1.60H PASS 0.2985 X Flexure(+Z) 3.484 k-ft 11.674 k-ft +1,20D+0.50Lr+1.60L+1.60H PASS 0.2985 X Flexure(-Z) 3.484 k-ft 11.674 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2731 1-way Shear(+X) 20A84 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2731 1-way Shear(-X) 20.484 psi 75.0 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.2731 1-way Shear(+Z) 20.484 psi 75.0 psi +1.200+0.50Lr+1,60L+1.60H PASS 0.2731 1-way Shear(-Z) 20.484 psi 75.0 psi +1.20D+0,50Lr+1.60L+1.60H PASS 0.4391 2-way Punching 65.864 psi 150,0 psi +1.20D+0.50Lr+1.60L+1.60H Title Block Line 1 Project Title: You can change this area Engineer: Project ID: -- using the'Settings'menu item Project Descr: .and then using the Printing& Title Block'selection. Title Block Line 6 Printed:11 NOV2013,4:39PM General FootingFile=C:UserstOwnetlDOCUME-11TE&D07-11ENERCA-11FO0TIN-1lfooings.ec6 ENERCALC,INC.1983-2013,Build:6.13.8.31,Vec6.13.8.31 Lic.#: KW-06005610 Licensee:RICHARD TURNER Description: F8 Code References Calculations perAC1 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used:ASCE 7-02 General Information Material Properties Soil Design Values Pc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of deptl= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 4.50 ft Z Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 12.0 in Pedestal dimensions... X Cr px:parallel to X-X Axis = 4.0 in pz:parallel to Z-Z Axis = 4.0 in Height - in m Rebar Centerline to Edge of Concrete.. i m at Bottom of footing = 3.0 in 1 `o N r. Reinforcing 4'r9 Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Sia = # 41:::,::-::::::d7,...,,,; •:.-0:;q;;; • :. .:::;;;;;K:.:,.; . ••' -k.e.,:::::::::; Bandwidth Distribution Check (ACI 15.4.4.2) :.",Y!:.t.•yr:�r 6:41S:0_r.A0•2'2aa 11 . ;�ag""._ ` . t"`ea:-d e..ed2', Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 10.0 17.250 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 You can change this area using the"Settings"menu item and then using the'Printing& Title Block'se! Project Title: Title Block selection. Engineer; Line 6 Project Descr: General Footing Lec.#:1x•06005610 Project ID: rig Description P8 DESIGN SUMMARY �'�=c�users�ow„en P M R �ERCALC,INC�gg32pFRcq-IFOOTINoted.11 OV 2013.4: 39PM P45S 0 Item Licenseeu�RICHg1 V & 31 0.994 PASS n/a Soil Bearing APPlied R!)T URNER PASS n/a Overlumin 1.491 ksf Overturning X X Capacity, Design PASS n/a g Z-Z 0.0 k ftGoverning OK PASS n/a Sliding_X X 1.50 ksf g Load PASS n/a Sliding.z Z 0.0 k-ft ;ornbti00.0 k QO khNo Ove about Z axis ►'ASS 0.4433 Uplift 0.0 k 0.0 k-ft Overturning PASS 0.4433 Z Flexure(+X) 0.0 k N0 Overturning PASS 0.4433 Z Flexure(-X) 0.0 k No Sliding 9 4.621 k ft 0.0 k PASS 0.4433 X Flexure(+Z� 0.0 k No Sliding 0.3549 X Flexure(-Z) 4.621 k-ft 10.424 k-ft PASS 4.621 k-ft No Uplift PASS 0 3549 1 way Shear(+X 4.621 +1.200 PASS 0.3549 1-way Shear(X) 26.619 k-ft 10.4244 k fft +1.20D+0,80Lr+1.601+.80 H H PASS 0.3549 1 waY Shear(+Z 26.619 psi 10.424 k-ft +1.20D+0.50Lr+1.60E+1,60H 0.5809 1 waY Shear(Z l 26.619 psi 75.0 psi +1.20D+0.50Lr+1.60E+1,60H 2-way Punching, psi +1.200+0 50Lr+160E+160H 26,619 psi 75.0 psi +1.200 1.60E+1.60y 87.127 75p psi *0.50Lr+1,80L+ psi 150.0 +12.0+0 50Lr+1,60L+1.60H 75 Psi +1 psi + +0.50Lr+1,80L+1,60H 1.200+0,50Lr+1,60L+1,60H Title Block Line 1 Project Title: You can change this area Engineer Project ID: - using the'Settings'menu item Project Descr: and then using the Printing& Title Block'selection, Title Block Line 6 Printed:9 MAY 2014,2:50PM General Footing File= Lic.#:KW-06005610 ENERCALC,INC.1983.2013,Build:6.13.8.31,Vec6.13.8.31 Description: F9 Licensee:RICHARD TURNER Code References Calculations per AC!318-05, IBC 2006,CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-02 General information Material Properties Soil Design Values tb:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 tp Values Flexure = 0.90 Shear = 0.750 footing Increases based on Depth Analysis Settings g p Min Steel%Bending Reinf. - Footing base depth below soil surface = 0.0 ft Min Allow Temp Reinf. = 0.00180 Allowable pressure increase per foot of deptl= 0.0 ksf Min.Overturning Safety Factor = 1.0 :1 when footing base is below = 0.0 ft Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= 0.0 ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater4 0.0 ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft Footing Thicknes = 12.0 in Pedestal dimensions... X' X px:parallel to X-X Axis = 4.0 in pz:parallel to Z-Z Axis = 4.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete,. a co at Bottom of footing = 3.0 in II Reinforcing 5'D„ Bars parallel to X-X Axis Number of Bars = 7 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 7 Reinforcing Bar Sizt = # 4 d, r rr;'• s"a; ' :;_:":,•:' :.:: ;•a., it?:= :'-.. • ..':•,; '• Bandwidth Distribution Check -Is^`• ••� -__. '._ "'"' " "' rrna,.f (ACI 15.4,4.2) '=r ire, ,bb;x = Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 13.250 0.0 20.50 0.0 0.0 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Title Block Line 1 Project Title: , You can change this area Engineer: Project ID: - using the'Settings'menu item Project Descr: and then using the Printing& Title Block'selection. Title Block Line 6 General Footing :eMAY1014,2:50PM File=C:IUsersIOwnerIDOCUME-11TE&007-11ENERCA-11FOOTIN-11fooUngs.ed Lic.#:KW-06005610 ENERCALC,INC.1983-2013,8uild:8.13.8.31,Ver..6,13.8.31 Description: F9 Licensee: RICHARD TURNER DESIGN SUMMARY Desien OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9967 Soil Bearing 1.495 ksf PASS 1.50 ksf +D+L+H about Z-Z axis n/a Overturning-X-X 0,0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft PASS 0.0 k-ft No Overturning n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k PASS n/a Uplift 0.0 k 0.0 k No Sliding PASS 0.5287 Z Flexure(+X) 5.777 k-ft 0.0 k No Uplift PASS 10.925 k-ft +1.20D+0.50Lr+1.60L+1.60H 0.5287 Z Flexure(-X) 5.777 k-ft 10.925 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.5287 X Flexure(+Z) 5.777 k-ft PASS 10.925 k-ft +1.20D+0,50Lr+1.60L+1.60H 0.5287 XFlexure(-Z) 5.777 k-ft 10.925 k-ft +1.200+0,50Lr+1.60L+1.60H PASS 0.4148 1-way Shear(+X) 31.110 psi PASS p 75.0 psi +1.20Q+0.50Lr+1.60L+1,60H 0.4148 1-way Shear(-X) 31.110 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.4148 1-way Shear(+Z) 31.110 psi PASS p 75.0 psi +1.20D+0.50Lr+1,60L+1.60H 0.4148 1-way Shear(-Z) 31.110 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.7146 2-way Punching 107.183 psi 150.0 psi +1,20D+0.50Lr+1.60L+1.60H • NOTE: • 1. ASSUMPTIONS: 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE MAX DESIGN PRESSURE= 40 PSF INSTALLING WOOD FLOOR. ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 4. SHORE WALL BEFORE COMPACTING WITH BACKFILL. COEFFICIENT OF FRICTION= (SLAB TO RESIST SLIDING) 5. REINFORCING BARS TO BE ASTM A615, GRADE 60, PASSIVE SOIL PRESSURE= 150 PSF DEFORMED BARS(MIN. LAP SPLICE 40 BAR DIAM.). SEISMIC Kh=Sds/2.5 (MONONOBE-OKABE) 6. DEFORMED WELDED WIRE TO BE ASTM A185. F'C = 2500 PSI AT 28 DAY STRENGTH, 5"SLUMP. 7. GW/GP:WELL GRADED OR POORLY GRADED GRAVEL Fy(STEEL) 60 KSI OR GRAVEL WITH SAND. SOIL WEIGHT = 110 PCF SW/SP: WELL GRADED OR POORLY GRADED SANDY OR 2. CONCRETE FOUNDATION WALL DESIGNED TO CARRY SAND WITH GRAVEL. SOIL LOAD ONLY. P.T. SILL PLATE WITH %2" J-TYPE BOLT, EMBED 7" 2X WALL MIN. INTO STEM WALL TOP OF CONCRETE WALL NIjI 11 FREE-DRAINING 19 MATERIAL(GW, GP,SW, 0 J OR SP, NOTE#7 ABOVE) ,t, H Z a w II X WALL HORIZONTAL AND #4 DOWEL AT 3'-0"O/C,TYP, i VERTICAL REINFORCING PER SLAB TO STEM WALL T- SCHEDULE ABOVE(VERTICAL BAR WITH STD. HOOK) 4"SLAB WITH 6X6 W 1.4XW 1.4 WELDED WIRE MESH OR#4 CONTINUOUS DRAIN BARS EACH WAY @ 18" O.C. AT a BY OTHERS CENTER OF SLAB,ALLOW 41 SLAB TO CURE 7 DAYS C):---i BEFORE BACKFILLING WALL a 7 G o o a a u A v d G 41 v ° a a o -REFER TO A a • $ VERTICAL II i a v REINFORCING -4 FOOTING BOTTOM REINFORCING PER "FOE' HEEL' - SCHEDULE 'WIDTH' E RETAINING WALL/FTG. SCHEDULE WALL REINFORCEMENT NFORCEMENT HEIGHT 't' TOE HEEL DEPTH WALL VERT. REINF. WALL HOR. REINF. TFOOTING TM.IHORIZONTAL 4'-0" 8" 1'-0" 1'-6" 10" #4 @ 1'-6"O.C. #4®12"O.C. #4 @ 12"O.C. 5'-0" 8" 1'-9" 1'-6" 10" #4 @ 1'-6"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 6'-0" 8" 2'-3" 1'-6" 10" #4 @ 1'-2" Q.C. #4 @ 12"O.C. #4 @ 12"O.C. 7'-0" 8" 2'-9" 1'-9" 10" #4 @ 0'-8" O.C. #4® 12"O.C. #4 @ 12"O.C. 8'-0" 8" 3'-9" 1'-9" 10" #4 @ 6"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 9'-0" 8" 4'-9" 1'-9" 10" #4 @ 4"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 9'-6" 8" 4'-9" 2'-3" 10" #5 @ 4"O.C. #4 @ 12"O.C. #4 @ 12' O.C. lid RETAINING WALL SECTION .A • Use menu item Settings>Printing&Title Block Title : 4'-0"seismic DLS Page: to set these five lines of information Job# : Dsgnr: RJT Date: 9 MAY 2014 - for your program. Descr:4'-0"TYPICAL :C:\UserslOwner\Documents\TE&D 07 06 13lRETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data U Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00;1 Heel Active Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 In Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads ` Lateral Load Applied to Stem Pp Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ has been increased by a factor of 1.00 Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic Load k Kae for seismic earth pressure = 0.582 Added seismic base force 189.9 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedureDifference: Kae-Ka = 0.263 e t.Ise'menu item Settings>Printing&Title Block Title : 4'-0"seismic DLS Page: to set these five lines of information Job# : Dsgnr: RJT Date: 9 MAY 2014 - for your program. Descr:4'-0"TYPICAL :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.53 OK Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,065 lbs Rebar Spacing = 18.00 ...resultant ecc. = 8.77 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,367 psf OK fb/FB+fa/Fa = 0.227 Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Total Force @ Section lbs= 569.0 Soil Pressure Less Than Allowable Moment....Actual ft-#= 829.1 ACI Factored @ Toe = 1,640 psf Moment Allowable = 3,655.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 5.2 Footing Shear @ Toe = 2.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 4.4 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 565.5 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FIG In= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI 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 1.300 Pc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths I Footing Design ResultsII Toe Width = 1.00 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,640 0 psf Total Footing Width = 2.50 Mu':Upward = 645 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 106 211 ft-# Mu: Design = 539 211 ft-# Key Width = ####.##in Actual 1-Way Shear = 2.37 4.44 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm: 0.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key 50 Use menu item Settings>Printing&Title Block Title • 4'-0"seismic DLS to set these five lines of information P9 Job# M Dsgnr: RJT Date: 9 MAY 2014 for your program. Descr:4'-0"TYPICAL :C:\UserslOwner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 375.6 1.44 542.5 Soil Over Heel = 320.8 2.08 668.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 189.9 2.60 493.9 Soil Over Toe = 55.0 = 0.50 27.5 Surcharge Over Toe = Total 565.5 O.T.M. 1,036.3 Stem Weight(s) = 386.7 1.33 515.6 _ Earth @ Stem Transitions= Footing Weight = 302.1 1.25 377.6 Resisting/Overturning Ratio = 1.53 Key Weight = #N#.## Vert.component of active S.P.used for Overturning Resistance. Total= 1,064.6 lbs R.M.= 1,589.1 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09. 1807.2.3. resistance,but Is Included for soil pressure calculation. DESIGNER NOTES: ' Use menu item Settings>Printing&Title Block Title : 5'-0" SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 0613\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria l [Soil Data l Retained Height = 4.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00; 1 Heel Active Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf Footingpoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads I Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 0 has been increased by a factor of 1.00 Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stern = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic Load II Kae for seismic earth pressure = 0.582 Added seismic base force ' 287.7 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title : 5'-0" SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction A Top Stem -` Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.46 Ratio< 1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,290 lbs Rebar Spacing = 18.00 ...resultant ecc. = 11.29 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,257 psf OK fb/FB+fa/Fa = 0.482 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 940.6 Allowable = 2,000 psf Moment....Actual ft-#= 1,762.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,508 psf Moment Allowable = 3,655.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 8.6 Footing Shear @ Toe = 7.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 5.4 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 856.6 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths ` Footing Design Results Toe Width = 1.75 ft Toe Heel Heel Width = 1.50 Factored Pressure = 1,508 0 psf Total Footing Width = 3.25 Mu':Upward = 1,653 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 323 257 ft-# Mu: Design = 1,330 257 ft-# Key Width = .##in Actual 1-Way Shear = 7.76 5.40 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key Use.menu item Settings>Printing&Title Block Title : 5'-0" SEISMIC • to set these five lines of Information Job# : P9 Dsgnr: M Date: 9 MAY 2014 - for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN (Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 568.9 1.78 1,011.4 Soil Over Heel = 412.5 2.83 Surcharge over Heel = 1,168.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 287.7 3.20 920.7 Soil Over Toe = 1.8 - 0.88 1.6 Surcharge Over Toe = Total 856.6 O.T.M. 1,932.1 Stem Weight(s) = 483.3 2.08 1,006.9 Earth©Stem Transitions= Footing Weight = 392.7 1.63 638.2 Resisting/Overturning Ratio = 1.46 Key Weight - ## Vert.component of active S.P.used for Overturning Resistance. If seismic included the min.OTM and slidingTotal= 1,290.3 lbs R.M.= 2,815.4 rases may be 1.1 per IBmO M ands. *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: • Use menu item Settings>Printing&Title Block Title : 6'-0"SEISMIC DLS Page: • to set these five lines of Information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\Users\Owner\DocumentslTE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data U Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soli = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 40.0 psf/ft Height of Soli over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingilSoil Friction = 0.350 Soil height to Ignore for passive pressure = 0.00 in Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = Used To Resist Sliding&&Overturning 0.0#/ft Adjacent Footing Load = 0.0 lbs Surcharge Over Toe 0.0psf ...Height to Top 0.00 ft Footing Width = 0.00 ft arch for Sliding&Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem illhas been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.582 Added seismic base force 405.7 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title : 6'-O"SEISMIC DLS to set these five lines of information Job# : Page: MAY 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 131RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I [Stem Construction Top Stem Wall Stability Ratios Design Height Above Ftg ft= Stem0.00 Overturning = 1.25 Ratio<1.51 Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,540 lbs Rebar Spacing = 14.00 ...resultant ecc. = 16.30 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,986 psf OK Design Data Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa = 0.690 Allowable 2,000 psf Total Force @ Section lbs= 1,405.1 Soil Pressure Less Than Allowable Moment....Actual ft-#= 3,217.2 ACI Factored @ Toe = 2,383 psf Moment Allowable = 4,665.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 12.9 Footing Shear @ Toe = 13.2 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 6.4 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.91 Lateral Sliding Force = 1,208.0 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data Seismic,E 1.000 psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions&Strengths ` Footing Design Results III Toe Width = 2.25 ft Toe Heel Heel Width = 1.50 Factored Pressure = 2,383 0 psf Total Footing Width = 3.75 Mu':Upward = 4,022 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 534 302 ft-# Key Width = in Mu: Design = 3,488 302 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 13.17 6.37 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 39.75 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in P Toe: #4@ 22.00 In,#5@ 34.00 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key ' Use menu item Settings>Printing&Title Block Title : 6'-0"SEISMIC DLS to set these five lines of information for your program. Job# : Dsgnr: Page: Descr: Date: 9 MAY 2014 License: 10 (c05658) 2012, Build 10.13.6.24 :C:1UserstOwneriDocumentslTE&D 07 06 I31RETAIN PRO CALCUL License:KW-06056589 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summa of Overturnin• &Resistin• Forces& Moments •....OVERTURNING Item Force Distance Moment —�_ lbs ft ft-# Force 'RESISTING..... Heel Active Pressure - Distance Moment Surcharge over Heel = 802.2 2'11 1,693.6 lbs ft ft# Surcharge Over Toe = Surcharge Over Heel Soil Over Hee! = 504.2 3.33 Adjacent Footing Load Sloped Soil Over Heel = 1,680.6 Added Lateral Load = Adjacent Footing Load Load @ Stem Above Soil= Axial Dead Load on Stem= 'Axial Live Load on Stem = Seismic Earth Load = 405.7 3.80 1,541.8 Soil Over Toe Total ! — Surcharge Over Toe = 2.3 1.13 2.6 = 1,208.0 O.T.M. 3,235.4 Stem Weight(s) Earth©Stem Transitions= 580.0 2'58 1,498.3 Resisting/Overturning Ratio Fey Weight Vert.component of active S.D.used for Overturning Resistance. Key W 453.1 1.88 88 Weight 849.6 ###.## If seismic included the min.OTM and sliding 'Axial live load Total 6 lbs �-- NOT included in total displayed,or used for overtu4rn ng ratios may be 1.1 per IBC'09, 1807.2.3. 1 resistance,but is included for soil pressure calculation. DESIGNERON TES: • Use menu item Settings>Printing&Title Block Title : 7'SEISMIC DLS Page: • to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria 0 ,Soil Data Retained Height = 6.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00: 1 Heel Active Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootinglISoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding&Overturning ...LateraliLoad 0.000.0 ft FoAdoting Widtht dLoad = 0.000.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Top ft Footing = ft ch for Sliding&Overturning •••Height to Bottom = 0.00 ft Eccentricity = 0.00 in • The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 1. has been increased 1.00 Footing Type by a factor of Base Abe/Blow Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back vof Wall = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson'soRatioe = 0.000 Earth Pressure Seismic Load Kae for seismic earth pressure = 0.582 Added seismic base force 544.0 lbs - Design Kh = 0.294 g Ka for static earth pressure = 0.319 Using Mononobe-Okabe/Seed-Whitman procedure Kae-Ka = 0.263 5169 Use menu item Settings>Printing&Title Block Title : 7'SEISMIC DLS Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\UserslOwner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction 1 Top Stem Stem 0K Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.27 Ratio<1.51 Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,998 lbs Rebar Spacing = 8.00 ...resultant ecc. = 18.85 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,961 psf OK fb/FB+fa/Fa = 0.667 Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Total Force @ Section lbs= 1,962.5 Soil Pressure Less Than Allowable Moment....Actual ft-#= 5,310.4 ACI Factored @ Toe = 2,353 psf Moment Allowable = 7,959.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 18.0 Footing Shear @ Toe = 17.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 9.5 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 12.49 Lateral Sliding Force = 1,619.5 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data f o psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths 1 Footing Design Results Toe Width = 2.75 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,353 0 psf Total Footing Width = 4.50 Mu': Upward = 5,931 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 798 589 ft-# Mu: Design = 5,133 589 ft-# Key Width = ####.4#in Actual 1-Way Shear = 16.99 9.53 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 19.50 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: #4@ 15.00 in,#5@ 23.00 in,#6@ 32.75 in,#7@ 44.50 in,#8@ 48.25 in,#9@ 4 Heel:Not req'd,Mu<S`Fr Key: Slab Resists Sliding-No Force on Key Use rhenu item Settings>Printing&Title Block Title : 7'SEISMIC DLS Page: _ to set these five lines of Information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning&Resisting Forces&Moments M OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,075.6 2.44 2,629.1 Soil Over Heel = 774.6 3.96 3,066.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = Seismic Earth Load = 544.0 4.40 2,393.5 Soil Over Toe = 2.8 1.38 3.8 = Surcharge Over Toe = Total 1,619.5 O.T.M. 5,022.7 Stem Weight(s) = 676.7 3.08 2,086.4 Earth @ Stem Transitions= _ = Footing Weight = 543.8 2.25 1,223.4 Resisting/Overturning Ratio = 1.27 Key Weight = / .#i~# Vert.component of active S.P.used for Overturning Resistance. = Total= 1,997.8 lbs R.M.= 6,379.7 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: (a -' Use menu item Settings>Printing&Title Block Title : 8'SEISMIC DLS Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL " RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I l Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingIiSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in r Surcharge Loads 0 Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pP ` by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wail = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load i Kae for seismic earth pressure = 0.582 Added seismic base force 702.5 lbs Ka for static earth pressure = 0.319 Design Kh = 0,294 g Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure 6( Use menu item Settings>Printing&Title Block Title : 8'SEISMIC DLS Page: ' to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.28 Ratio<1.51 Wail Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,335 lbs Rebar Spacing = 6.00 ...resultant ecc. = 22.45 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,771 psf OK Design Data = Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa 0.784 Allowable = 2,000 psf Total Force @ Section lbs= 2,612.8 Soil Pressure Less Than Allowable Moment....Actual ft-#= 8,157.8 ACI Factored @ Toe = 2,125 psf Moment Allowable = 10,400.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 24.0 Footing Shear @ Toe = 18.5 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 10.8 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 14.68 LLateral Sliding Force = 2,091.3 lbs O HSPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.47 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data Seismic,E 1.000 Fy psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions&Strengths I0FootingDesign Results Toe Width = 3.75 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,125 0 psf Total Footing Width = 5.50 Mu':Upward = 9,960 0 ft-# Footing Thickness = 10.00 In Mu':Downward = 1,484 666 ft-# Mu: Design = 8,476 666 ft-# Key Width = ####.##in Actual 1-Way Shear = 18.54 10.79 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 19.50 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm: 0.00 In Toe: #4©9.00 in,#5@ 14.00 in,#6@ 19.75 in,#7@ 26.75 in,#8@ 35.25 in,#9@ 44 Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key (07/ Use menu item Settings>Printing&Title Block _ to set these five lines of information Title 8'SEISMIC DLS Page: M for your program. Job# : Dsgnr: Date: 9 MAY 2014 Descr: RetainFro 10 (c)1987-2012, Build 10.13.6.24 :C:\Users\Owner\Documents\TE&D 07 06 131RETAIN PRO CALCUL License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN (Summary of Overturning&Resisting Forces&Moments II OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1,388.9 2.78 3,858.0 Soil Over Heel lbs ft ft-# Surcharge over Heel = = 893.8 4.96 4,431.5 Surcharge Over Toe = Sloped Soil Over Heel = Adjacent Footing Load = Surcharge Over Heel = Added Lateral Load = Adjacent Footing Load = Load @Stem Above Soil= Axial Dead Load on Stem= Seismic "Axial Live Load on Stem = Earth Load = 702.5 5.00 3,512.3 Soil Over Toe = 3.8 Surcharge Over Toe = 1.88 7.1 Stem Weight(s) = 773.3 4.08 3,157.8 Total 2,091.3 O.T.M. 7,370.3 Earth©Stem Transitions= Resisting/Overturning Ratio = Footing Weight = 664.6 2.75 1,827.6 Vert.component of active S.P.used for Overturning Resistance. Key Weight = ### If seismic included the min.OTM and slidingTotal= 2,335.5 lbs R.M.= 9,424.0 ratiossmay be 1.1e per IBC mM.O M ands. *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: V� Use menu item Settings>Printing&Title Block Title : 9'-0"SEISMIC DLS Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner1Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:TURNER ENGINEERING AND DESIGN Criteria 1 Soil Data Retained Height = 8.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingilSoll Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf = Adjacent Footing = NOT Used To Resist Sliding&Overturning Lateral Load 0.000 ft 1 Load 0.000.0 lbs Surcharge Over Toe = 0.0 psf ...Height to Top = ft Footing Width = ft NOT Usedgfor SlidingTe &Overturning ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem \ has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.582 Added seismic base force 881.2 lbs Deslgn Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure ' Use menu item Settings>Printing&Title Block Title : 9'-0"SEISMIC DLS Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Wall StabilityRatios Stem OK a = Design Height Above Ftg ft= 0.00 Overturning 1.26 Ratio<1.51 Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,673 lbs Rebar Spacing = 4.00 ...resultant ecc. = 27.03 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,786 psf OK Design Data Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa = 0.794 Allowable 2,000 psf Total Force @ Section lbs= 3,356.1 Soil Pressure Less Than Allowable Moment....Actual ft-#= 11,875.4 ACI Factored @ Toe = 2,143 psf Moment Allowable = 14,963.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 30.8 Footing Shear @ Toe = 20.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 12.0 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 14.86 Lateral Sliding Force = 2,623.4 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.47 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio I'm psi= Fs psi= Solid Grouting = Use Half Stresses Load Factors Modular Ratio'n' _ Building Code IBC 2006,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data Seismic,E 1.000 Fy psi= 2,500.0 • FY psi= 60,000.0 Footing Dimensions&Strengths )1 Footing Design Results Toe Width = 4.75 ft Toe Heel Heel Width = 1.75 Factored Pressure = 2,143 0 psf Total Footing Width = 6.50 Mu':Upward = 16,120 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 2,380 743 ft-# Key Width = 0.00 in Mu: Design = 13,740 743 ft-# Key Width = 0.00 in Actual 1-Way Shear = 20.05 12.04 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 19.50 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Mln.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: #4@ 6.50 in,#5@ 10.00 in,#6@ 14.00 in,#7@ 19.00 in,#8@ 25.00 in,#9@ 31 Heel:Not req'd,Mu<S*Fr Key: No key defined c,5 Use menu item Settings>Printing&Title Block Title : 9'-0"SEISMIC DLS Page: to set these five lines of Information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL - RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:TURNER ENGINEERING AND DESIGN [Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,742.2 3.11 5,420.2 Soil Over Heel = 1,012.9 5.96 6,035.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 881.2 5.60 4,934.5 Soil Over Toe = 4.8 2.38 11.5 = Surcharge Over Toe = Total 2,623.4 O.T.M. 10,354.8 Stem Weight(s) = 870.0 5.08 4,422.5 Earth @ Stem Transitions= = = Footing Weight = 785.4 3.25 2,552.6 Resisting/Overturning Ratio = 1.26 Key Weight = Vert.component of active S.P.used for Overturning Resistance. = Total= 2,673.2 lbs R.M.= 13,021.9 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but Is included for soil pressure calculation. DESIGNER NOTES: 64 Use menu item Settings>Printing&Title Block Title : 10'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\UserslOwner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingfSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads I `Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs NOT Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in NOT Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem lihas been increased 1.00 by a factor of Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.582 Added seismic base force 1,080.1 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure use menu item Settings>Printing&Title Block Title : 10'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:lUsers\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.34 Ratio<1.51 Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,728 lbs Rebar Spacing = 4.00 ...resultant ecc. = 26.83 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,966 psf OK fb/FB+fa/Fa = 0.778 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 4,192.2 Allowable = 2,000 psf Moment....Actual ft-#= 16,579.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,359 psf Moment Allowable = 21,302.1 ACI Factored @ Heel = 0 psf Shear Actual psi= 38.9 Footing Shear @ Toe = 31.2 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 19.4 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE In= 18.21 Lateral Sliding Force = 3,215.7 lbs LAP SPLICE IF BELOW In= HOOK EMBED INTO FTG in= 7.73 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data Pc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 4.75 ft Toe Heel Heel Width = 2.25 Factored Pressure = 2,359 0 psf Total Footing Width = 7.00 Mu':Upward = 17,740 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 2,380 1,754 ft-# Mu: Design = 15,359 1,754 ft-# Key Width = #•##in Actual 1-Way Shear = 31.16 19.43 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 19.50 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: #4@ 6.50 in,#5@ 10.00 in,#6@ 14.00 in,#7@ 19.00 in,#8@ 25.00 in,#9@ 31 Heel:#4@ 44.00 in,#5@ 48.25 In,#6©48.25 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key: Slab Resists Sliding-No Force on Key J ^ ' Use menu item Settings>Printing&Title Block Title • 10'-0"SEISMIC Page: • to set these five lines of Information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\Users\OwnerlDocuments\TE&D 07 06 131RETAIN PRO CALCUL - RetalnPro 10 (c)1987.2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN L Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item _ lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,135.6 3.44 7,355.8 Soil Over Heel = 1,654.6 6.21 10,272.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = Seismic Earth Load = 1,080.1 6.20 6,696.6 Soil Over Toe = 261.3 2.38 620.5 = Surcharge Over Toe = Total 3,215.7 O.T.M. 14,052.4 Stem Weight(s) = 966.7 5.08 4,913.9 Earth @ Stem Transitions= Footing Weight = 845.8 3.50 2,960.4 Resisting/Overturning Ratio = 1.34 Key Weight = ###.## Vert.component of active S.P. used for Overturning Resistance. = Total= 3,728.3 lbs R.M.= 18,767.0 If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: • 61 NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO - MAX DESIGN PRESSURE= 40 PSF CARRY ALL SOIL LOAD ONLY,BUILDING NOT MAX SURCHARGE=50 PSF DESIGNED TO SUPPORT SOIL LOAD. ALLOWABLE SOIL BEARING PRESSURE= 1500 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE COEFFICIENT OF FRICTION= .35(RESISTED BY SLAB) INSTALLING WOOD FLOOR. PASSIVE SOIL PRESSURE= 150 PSF 4. SHORE WALL BEFORE COMPACTING WITH F'C = 2500 PSI AT 28 DAY STRENGTH, 5"SLUMP. BACKFILL. Fy(STEEL) 60 KSI 5. REINFORCING BARS TO BE ASTM A615,GRADE 60, SOIL WEIGHT = 110 PCF DEFORMED BARS(MIN. LAP SPLICE 40 BAR DIAM.), SEISMIC Kh=Sds/2.5(MONONOBE-OKABE) 6. DEFORMED WELDED WIRE TO BE ASTM A185. 4"CONC. SLAB OUTLINE OF STEM WALL (--1 BEYOND FLOOR SHEATHING ( ( FLASHING(BY OTHERS) PER PLAN I I I RIVEWAY(BY OTHERS) TOP OF CONCRETE WALL a 4 nIIIIIIIIIIIIw JOISTS AND HANGERS PER PLAN X 3X P.T.RIM JOIST WITH �-A ,._ Y2"J-TYPE BOLT AT 1'-0" COMPACTED W 0/C,EMBED 3"MIN. 4 BACKFILL,3% X INTO STEM WALL ° 4"CLR. MINUS IN 8"LIFTS .` #4 DOWEL AT 3'-0"O/C,TYP. SLAB TO STEM WALL ° 4"SLAB WITH 6X6 W1.4XW1.4 WALL HORIZONTAL AND WELDED WIRE MESH OR#4 VERTICAL REINFORCING PER BARS EACH WAY @ 18"O.C. SCHEDULE ABOVE(VERTICAL 'AT CENTER OF SLAB,ALLOW W BAR WITH STD..HOOK) SLAB TO CURE 7 DAYS U BEFORE BACKFILLING WALL p"- C 4 ° \�J -• ' A CONTINUOUS 1, DRAIN BY OTHERS a 4 ° ° a e. ° a MATCH VERTICAL Aj ° o. n REINFORCING 4 • 9 • 4 ° -.4 FOOTING BOT HORIZONTAL 'TOE' 'HEEL' REINFORCING �-c SCHEDULE 'WIDTH' RETAINING WALL/FTG. SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH WALL VERT. REINF. WALL HOR.REINF. BTM. HORIZONTAL 4'-0" 8" 1'-0" 1'-6" 10" #4 @ 1'-6"O.C. #4®1'-6"O.C. #4 @ 1'-6"O.C. 6'-0" 8" 2'-3" 1'-6" 10" #4 @ 1'-0"O.C. #4 @ 1'-6"O.C. #4®1'-6"O.C. 8'-0" 8" 4'-3" 1'-6" 10" #4 @ 0'-6"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 9'-0" 8" 4'-3" 2'-0" 10" #4 @ 0'-4"O.C. #4 @ 12"O.C. #4 @ 12"O.C. 10'-0" 8" 5'-3" 2'-0" 10" #5 @ 0'-4"O.C. #4 @ 12"O.C. #4 @ 12"O.C. FOOTING SECTION • SCALE: NONE Use menu item Settings>Printing&Title Block Title : 4'-0"SEISMIC D Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 • License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria II Soil Data I Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf Footingpoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads ` Lateral Load Applied to Stem Adjacent Footing Load f Surcharge Over Heel = 50.0 psf , = Lateral Load - 0.0#/ft Adjacent Footing Load 0.0 lbs Used To Resist Sliding&Overturning Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral toad Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 _Axial Load Applied to Stem Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.585 Added seismic base force 191.9 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure ' Use menu item Settings>Printing&Title Block Title : 4'-0"SEISMIC D Page: to set these five lines of information for your program. Job# : Dsgnr: Date: 9 MAY 2014 Descr: RetainPro 10 (c)1997.2012, Build 10.13.6.24 :C:\UserskOwner\DocumentslTE&D 07 06 13\RETAIN PRO CALCUL License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN {Design Summary i LStem Construction II Top Stem Wall Stability Ratios Design Height Above Ft Stem 0 00 Overturning = 1.58 OK " Concretee Wall Slab Resists All Sliding I Material Above Ht"" ft== Thickness = 8.00 Total Bearing Load = 1,252 lbs Rebar Size = # 4 ...resultantecc. = Rebar Spacing = 18.00 8.26 In Rebar Placed at = Design Data Edge Soil Pressure @ Toe = 1,486 psf OK Soil Pressure©Heel = 0 psf OK fb/FB+fa/Fa = 0.275 Total Force @ Section lbs= 672,7 Allowable = 2,000 psf Soil Pressure Less Than Allowable MomentActual ft-#= 1,011.1 ACI Factored @ Toe = 1,783 psf Moment Allowable = 3,671.3 ACI Factored @ Heel = 0 psf Shear Actual psi= 6.6 Footing Shear @ Toe = 2.6 psi OK Shear Allowable psi= 82.2 Footing Shear @ Heel = 5.0 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists Ail Sliding! LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 646.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.300 Concrete Data Seismic,E 1.000 F psi= 3,000.0 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.00 ft Heel Width = 1 50Toe Heel Total Footing Width = 2 50 Factored Pressure = 1,783 0 psf Mu':Upward = 715 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 106 239 ft-# Key Width = 0.00 in Mu: Design = 610 239 ft-# Actual 1-Way Shear = 2.63 5.02 psi Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing Min.As% = 0.0000 = None Spec'd Cover @ Top 0.00 @ Btm= 0.00 in Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S`Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Ilse menu item Settings>Printing&Title Block Title : 4'-0"SEISMIC D Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN _Summary of Overturning &Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 375.6 1.44 542.5 Soil Over Heel = 320.8 2.08 668.4 Surcharge over Heel = 78.8 2.17 170.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 2.08 86.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 1.33 266.7 Load @ Stem Above Soil= •Axial Live Load on Stem = Seismic Earth Load = 191.9 2.60 498.9 Soil Over Toe = 1.0 0.50 0.5 = Surcharge Over Toe = Total 646.2 O.T.M. 1,212.1 Stem Weight(s) = 386.7 1.33 515.6 Earth @ Stem Transitions= = = Footing Weighl = 302.1 1.25 377.6 Resisting/Overturning Ratio = 1.58 Key Weight = Vert.component of active S.P.used for Overturning Resistance. = Total= 1,252.3 lbs R.M.= 1,915.5 If seismic included the min.OTM and sliding `Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: 3 Use menu item Settings>Printing&Title Block Title : 6'-0"SEISMIC D Page: • to set these five lines of information Job# : Dsgnr; Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 5.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 40.0 psf/ft Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingllSoii Friction = 0.350 Soil height to Ignore for passive pressure = 0.00 in Surcharge Loads r Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.585 Added seismic base force 409.9 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block to set these five lines of information Title 6'-0"SEISMIC D for your program. Job# Date: Page: • Descr: 9 MAY 2014 RetainPro 10 (c)1987-2012, Build 10.13.6.24 :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL . License:KW-06056589 Cantilevered Retainin Wall Desi License To:TURNER ENGINEERING AND DESIGN g gn Code:IBC 2009,ACI 318-08,ACI 530-08 Design Summary Stem Construction Top Stem Wall Stability Ratios Design Height Above Ftc Stem OK Overturning = 1.30 Ratio< 1.5! ft= 0.00 Slab Resists All Sliding I Wall Material Above Ht" = Concrete Thickness = 8.00 Total Bearing Load = Rebar Size = # 4 ...resultant ecc. = 1,781 lbs Rebar Spacing = 12.00 15.29 in = Edge Rebar Placed at Edge Soli Pressure @ Toe = 1,975 psf OK Design Data Soil Pressure©Heel = 0 psf OKfb /FB+fa/Fa = 0.678 Allowable = 2,000 Total Force @Section lbs= 1,569.6 psf MomentActual ft-#= 3,672.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,371 psf Moment Allowable ACI Factored @ Heel = 5,412.6 0 psf Shear.....Actual psi= 15.0 Footing Shear @ Toe = 15.1 psi OK Shear Allowable Footing Shear @ Heel = psi= 75.0 7.0 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE to= 6.25 Lateral Sliding Force = LAP SPLICE IF BELOW 12.70 1,327.3 lbs in= HOOK EMBED INTO FTG in= 6.00 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' - Building Code IBC 2009,ACI Short Term Factor = Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.300 Concrete Data c Seismic, E 1.000 FY psi= 2,500.0 Footing Dimensions &Strengths psi s 60,000.0 g Footing Design Results Toe Width = 2.25 ft Heel Width = 1.50 TOe Heel H Heel Footing Width = Factored Pressure = 2,371 0 psf 3.75 Mu':Upward = 4,000 Footing Thickness = 10.00 in Mu':Downward - 0 ft-# Key Width = Mu: Design = 3,466 34330 ft-# Key Depth = .00 m Actual 1-WayShear = 330 ft-# 0.00 in 15.08 6.95 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi fc = Toe Reinforcing = #4 @ 18.00 in Footing Con,500 Densit Fy 60,000 psi Heel Reinforcing = #4 @ 39.75 in % y = 145.00 pcf Key Reinforcing = None Spec'd Min.As = 0.0000 Cover @ Top 0.00 @ Btm.= 0.00 in Other Acceptable Sizes&Spacings Toe: #4@ 22.25 in,#5@ 34.25 in,#6@ 48.25 in,#7@ 48.25 in,#8©48.25 in,#9©4 Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key ' Use menu Item Settings>Printing&Title Block Title : 6'-0"SEISMIC D Page: • to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN [Summary of Overturning&Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 802.2 2.11 1,693.6 Soil Over Heel = 504.2 3.33 1,680.6 Surcharge over Heel = 115.2 3.17 364.6 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 3.33 138.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 2.58 516.7 Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 409.9 3.80 1,557.6 Soil Over Toe = 2.3 1.13 2.6 = Surcharge Over Toe = Total 1,327.3 O.T.M. 3,615.9 Stem Weight(s) = 580.0 2.58 1,498.3 Earth©Stem Transitions= _ = Footing Weight = 453.1 1.88 849.6 Resisting/Overturning Ratio = 1.30 Key Weight = ###.## Vert.component of active S.P.used for Overturning Resistance. = Total= 1,781.2 lbs R.M.= 4,686.6 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure caculation. DESIGNER NOTES: 0 Use menu item Settings>Printing&Title Block Title : 8'-0"SEISMIC D Page: • to set these five lines of information Job# ; Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL - RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data 1 Retained Height = 7.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft . Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingiiSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 In Surcharge Loads 111 Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = = 9 50.0 psf Lateral Load 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem Footing Type • by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.585 Added seismic base force 709.7 lbs Ka for static earth pressure = 0.319 Design Kh = 0.296 g Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure V Use menu item Settings>Printing&Title Block to set these five lines of information Title : 8'-0"SEISMIC D Page: for your program. Job# ; Dsgnr: Date: 9 MAY 2014 - Descr: RetainFro 10 (c)1987-2012, Build 10.13.6.24 :C:\Users\Owner\Documents\TE&D 07 06 131RETAIN PRO CALCUL License:KW-06056589 Cantilevered Retaining Wall Design Code:IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary i [ Stem Construction I Top Stem Wall Stability Ratios Design Height Above Ftc ft= Stem OK oo Wall Material Above Ht" Overturning = 1.35 Ratio<1.5! = Concrete Slab Resists All Sliding! 0 Thickness = 8.00 Total Bearing Load = 2,631 lbs Rebar Size = # 4 ...resultant ecc. = Rebar Spacing = 6.00 21.70 in Rebar Placed at = Design Data Edge Soil Pressure @ Toe = 1,644 psf OK Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa = 0.867 Total Force @ Section lbs= 2,839.4 Allowable = 2,000 psf Soil Pressure Less Than Allowable Moment....Actual ft-#= 9,013.5 ACI Factored @ Toe = 1,973 psf Moment Allowable = 10,400.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 26.9 Footing Shear @ Toe = 20.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 8.9 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 16.22 Lateral Sliding Force = 2,250.1 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 7.19 Lap splice above base reduced by stress ratio Masonry Data Hook embedment reduced by stress ratio fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Masonry Block Type = Live Load 1.600 Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data fc Seismic,E 1.000 psi= 2,500.0 Fy psi= 60,000.0 [Footing Dimensions &Strengths I l Footing Design Results Toe Width = 4.25 ft Toe Heel Heel Width = 1.50 Factored Pressure Total Footing Width = 5,75 Mu': = 1,973 0 psf Upward = 11,880 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 1,906 422 ft-# Key Width = / In Mu: Design = 9,975 422 ft-# Key Depth 0.00 in Actual 1-Way Shear = 20.63 8.88 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 19.50 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Cover @Top 0.00 @ Btm.= 0.00 in Other Acceptable Sizes&Spacings Toe: #4@ 7.75 in,#5@ 11.75 in,#6@ 16.75 in,#7@ 22.75 in,#8@ 29.75 in,#9@ 37 Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key • Use menu item Settings>Printing&Title Block Title : 8'-0"SEISMIC D Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL - RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning &Resisting Forces &Moments Nil OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,388.9 2.78 3,858.0 Soil Over Heel = 687.5 5.33 3,666.7 Surcharge over Heel = 151.5 4.17 631.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 41.7 5.33 222.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 4.58 916.7 Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 709.7 5.00 3,548.3 Soil Over Toe = 233.8 2.13 496.7 = Surcharge Over Toe = Total 2,250.1 O.T.M. 8,037.7 Stem Weight(s) = 773.3 4.58 3,544.4 Earth @ Stem Transitions= = = Footing Weight = 694.8 2.88 1,997.5 Resisting/Overturning Ratio = 1.35 Key Weight = ##} ,#### Vert.component of active S.P.used for Overturning Resistance. = Total= 2,631.0 lbs R.M.= 10,844.2 If seismic included the min.OTM and sliding *Axial live load NOT included In total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 9'-0"SEISMIC D Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\UserslOwner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 8.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in [urcharge Loads ` `Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem by a factor of Footing Type Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.585 Added seismic base force 890.2 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title : 9'-0"SEISMIC D Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 - for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Wall StabilityRatios Stem O0 Design Height Above Ftc ft= 0.00 Overturning = 1.30 Ratio<1.5! Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,143 lbs Rebar Spacing = 4.00 ...resultant ecc. = 24.48 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,932 psf OK fb/FB+fa/Fa = 0.868 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 3,614.0 Allowable = 2,000 psf Moment....Actual ft-#= 12,980.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,318 psf Moment Allowable = 14,963.4 ACI Factored @ Heel = 0 psf Shear Actual psi= 34.1 Footing Shear @ Toe = 26.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 15.8 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding I LAP SPLICE IF ABOVE in= 16.24 LLateral Sliding Force = 2,802.1 lbs O HSPLICE IF BELOW in= HOOK EMBED INTO FTG in= 7.15 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors - Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths I Footing Design Results Toe Width = 4.25 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,318 0 psf Total Footing Width = 6.25 Mu':Upward = 13,957 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 1,906 1,197 ft-# Mu: Design = 12,051 1,197 ft-# Key Width = #.##in Actual 1-Way Shear = 26.01 15.75 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 7.75 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: #4@ 6.50 in,#5©10.00 in,#6@ 14.00 In,#7@ 19.00 in,#8@ 25.00 in,#9@ 31 Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key 51 Use Menu item Settings>Printing&Title Block Title : 9'-0"SEISMIC D Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987.2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning&Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Itemlbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,742.2 3.11 5,420.2 Soil Over Heel = 1,246.7 5.58 6,960.6 Surcharge over Heel = 169.7 4.67 791.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 66.7 5.58 372.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 4.58 916.7 Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 890.2 5.60 4,985.2 Soil Over Toe = 4.3 2.13 9.2 = Surcharge Over Toe = Total 2,802.1 O.T.M. 11,197.3 Stem Weight(s) = 870.0 4.58 3,987.5 Earth @ Stem Transitions= Footing Weigh' = 755.2 3.13 2,360.0 Resisting/Overturning Ratio = 1.30 Key Weight = ###,## Vert.component of active S.P.used for Overturning Resistance. = Total= 3,142.9 lbs R.M.= 14,606.1 If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: U[/ Use menu item Settings>Printing&Title Block Title : 9'-6 seismic Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: • :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 9.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in i Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wail to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load i Kae for seismic earth pressure = 0.585 Added seismic base force 988.1 lbs Design Kh = 0.296 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure Use menu item Settings>Printing&Title Block Title : 9'-6 seismic Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.28 Ratio<1.51 Wall Material Above"Ht" = Concrete Slab Resists All Sliding I Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 3,156 lbs Rebar Spacing = 3.75 ...resultant ecc. = 28.29 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 1,842 psf OK fb/FB+fa/Fa = 0.969 Soil Pressure @Heel = 0 psf OK Total Force @ Section lbs= 4,036.3 Allowable = 2,000 psf Moment....Actual ft-#= 15,339.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,210 psf Moment Allowable = 15,825.0 ACI Factored @ Heel = 0 psf Shear Actual psi= 38.1 Footing Shear @ Toe = 24.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 16.5 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 18.15 Lateral Sliding Force = 3,100.8 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 8.10 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data f'm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' _ Building Code IBC 2006,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 5.00 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,210 0 psf Total Footing Width = 7.00 Mu':Upward = 18,418 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 2,638 1,256 ft-# Key Width = ice## in Mu: Design = 15,780 1,256 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 24.62 16.53 psi Key Distance from Toe = 0.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 7.75 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: #4@ 6.25 in,#5@ 9.75 in,#6@ 13.75 in,#7@ 18.75 in,#8@ 24.50 in,#9@ 31. Heel:Not req'd,Mu<S•Fr Key: Slab Resists Sliding-No Force on Key Use thenu item Settings>Printing&Title Block Title : 9'-6 seismic Page: ' to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2006,ACI 318-05,ACI 530-05 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,933.9 3.28 6,338.9 Soil Over Heel = 1,320.0 6.33 8,360.0 Surcharge over Heel = 178.8 4.92 879.0 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 66.7 6.33 422.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 'Axial Live Load on Stem = Seismic Earth Load = 988.1 5.90 5,830.0 Soil Over Toe = 5.1 2.50 12.7 = Surcharge Over Toe = Total 3,100.8 O.T.M. 13,047.9 Stem Weight(s) = 918.3 5.33 4,897.8 Earth @ Stem Transitions= = = Footing Weight = 845.8 3.50 2,960.4 Resisting/Overturning Ratio = 1.28 Key Weight = ##/#.## Vert.component of active S.P.used for Overturning Resistance. = Total= 3,155.9 lbs R.M.= 16,653.1 If seismic included the min.OTM and sliding *Axial live load NOT included In total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: K Use menu item Settings>Printing&Title Block Title : 10'-0"seismic Page: to set these five lines of Information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 131RETAIN PRO CALCUL RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data Retained Height = 9.50 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingilSoil Friction = 0.350 Soil height to Ignore for passive pressure = 0.00 in f Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 200.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.000 Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.585 Added seismic base force 1,091.2 lbs Ka for static earth pressure = 0.319 Design Kh = 0.296 g Difference: Kae-Ka = 0.265 Using Mononobe-Okabe/Seed-Whitman procedure Use rhenu item Settings>Printing&Title Block Title : 10'-0"seismic Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Wall StabilityRatios Stem OK W all Nn = Design Height Above Ftg ft= 0.00 Overturning 1.28 Ratio<1.51 Wall Material Above"Ht" = Concrete Slab Resists All Sliding! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,508 lbs Rebar Spacing = 4.00 ...resultant ecc. = 29.05 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,943 psf OK Design Data Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa = 0.843 Allowable = 2,000 psf Total Force @ Section lbs= 4,481.9 Soil Pressure Less Than Allowable Moment....Actual ft-#= 17,968.1 ACI Factored @ Toe = 2,331 psf Moment Allowable = 21,302.1 ACI Factored @ Heel = 0 psf Shear Actual psi= 42.6 Footing Shear @ Toe = 27.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 17.3 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Calcs Slab Resists All Sliding! LAP SPLICE IF ABOVE in= 19.74 Lateral Sliding Force = 3,414.6 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 8.50 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data Seismic,E 1.000 Fy psi= 2,500.0 FY psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 5.25 ft Toe Heel Heel Width = 2.00 Factored Pressure = 2,331 0 psf Total Footing Width = 7.25 Mu':Upward = 21,417 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 2,908 1,315 ft-# Key Width = # ## in Mu: Design = 18,509 1,315 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 27.81 17.30 psi Key Distance from Toe = 0.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 7.75 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm= 0.00 in Toe: #4@ 5.25 in,#5@ 8.25 in,#6@ 11.75 in,#7@ 15.75 in,#8@ 20.75 In,#9@ 26. Heel:Not req'd,Mu<S*Fr Key: Slab Resists Sliding-No Force on Key 4' Use menu item Settings>Printing&Title Block Title : 10'-0"seismic Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN [Summary of Overturning &Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,135.6 3.44 7,355.8 Soil Over Heel = 1,393.3 6.58 9,172.8 Surcharge over Heel = 187.9 5.17 970.7 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 66.7 6.58 438.9 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 200.0 5.58 1,116.7 Load @ Stem Above Soil= •Axial Live Load on Stem = Seismic Earth Load = 1,091.2 6.20 6,765.4 Soil Over Toe = 5.3 2.63 14.0 = Surcharge Over Toe = Total 3,414.6 O.T.M. 15,091.9 Stem Weight(s) = 966.7 5.58 5,397.2 Earth @ Stem Transitions= = = Footing Weigh! = 876.0 3.63 3,175.7 Resisting/Overturning Ratio = 1.28 Key Weight = ###.## Veil.component of active S.P.used for Overturning Resistance. = Total= 3,508.0 lbs R.M.= 19,315.2 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: 53 E NOTE: 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WALL DESIGNED TO MAX DESIGN PRESSURE= 40 PSF CARRY SOIL LOAD ONLY. ALLOWABLE SOIL BEARING PRESSURE=1500 PSF 3. COMPACTED BACKFILL TO BE INSTALLED BEFORE I, COEFFICIENT OF FRICTION= .35 INSTALLING WOOD FLOOR. PASSIVE SOIL PRESSURE= 150 PSF 4. SHORE WALL BEFORE COMPACTING WITH SEISMIC Kh=Sds/2.5(MONONOBE-OKABE) BACKFILL. F C = 2500 PSI AT 28 DAY STRENGTH,5"SLUMP. 5. REINFORCING BARS TO BE ASTM A615,GRADE 60, Fy(STEEL) 60 KSI DEFORMED BARS(MM.LAP SPLICE 40 BAR DIAM.). SOIL WEIGHT = 110 PCF a . • e d o FREE-DRAINING MATERIAL (COMPACTED BACKFILL, 3/4" MINUS IN 8"LIFTS) 4 4 2"CLR. -- — WALL HORIZONTAL AND VERTICAL W a REINFORCING PER SCHEDULE ABOVE (VERTICAL BAR WITH STD.HOOK) •co It CONTINUOUS DRAIN BY REINFORCING TO MATCH a OTHERS VERT.REINFORCING HEEL TOP REINFORCING PER SCHEDULE —HEEL TOP HORIZONTAL i I I -IREINFORCING PER SCHEDULE 1=-1-7111 i Ve —� c O x • -� N Q4 < e e A e C ih e V 4 . e 4 C 4471/04f04,;11:04310.11044 - T:.ibr tR.4T_.N:at-.•- TOE BOTTOM HOR. FOOTING TO SIT ON REINFORCING PER COMPACTED 3/4"+/-GRAVEL SCHEDULE TOE' 'HEEL' < RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 't' TOE HEEL DEPTH 'D'SOIL WALL VERT.REINF. WALL HOR.REINF. HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. 4'-0" 8" 1'-0" 3'-0" 0'-10" 0'-6" #4 @ 1'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-4"O.C. #4 @ 1'-0"O.C. 5'-0" 8" 1'-6" 3'-6" 0'-10" 0'-6" #4 @ 1'-4"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 1'-4"O.C. #4®1'-0"O.C. 6'-0" 8" 1'-6" 4'-9" 0'-10" 0'-6" #4 @ 1'-2"O.C. #4 @ 1'-0"O.C. #4®1'-0"O.C. #4 @ 0'-10"O.0 #4 @ 1'-0"O.C. 7'-0" 8" 1'-6" 5'-9" 0'-10" 0'-6" #4 @ 0'-10"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-8"O.C. #4 @ 1'-0"O.C. 8'-0" 8" 2'-0" 6'-6" 0'-10" 0'-6" #4 @ 0'-6"O.C. #4 @ 1'-0"O.C. #4 @ 1'-0"O.C. #4 @ 0'-6"O.C. #4 @ 1'-0"O.C. FOOTING SECTION 0 SCALE: NONE Use menu item Settings>Printing&Title Block Title : 4'-0"seismic Page: ' to set these five lines of Information Job# : Dsgnr: RJT Date: 9 MAY 2014 for your program. Descr:4'-0"TYPICAL :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Neel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density.Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingiiSoil Friction = 0.350 Soil height to Ignore for passive pressure = 0.00 in Surcharge Loads ` _Lateral Load Applied to Stem 0 Adjacent Footing LoadII Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in. Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.582 Added seismic base force 236.3 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure Iv Use menu item Settings>Printing&Title Block Title : 4'-0"seismic Page: ' to set these five lines of information Job# : Dsgnr: RJT Date: 9 MAY 2014 for your program. Descr:4'-0"TYPICAL :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary i Stem Construction I Top Stem - Wall StabilityRatios Stem OK W allOverturning = Design Height Above Ftc ft= 0.00 3.05 OK Wall Material Above"Ht" = Concrete Sliding = 1.13 Ratio<1.51 Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 1,898 lbs Rebar Spacing = 18.00 ...resultant ecc. = 5.32 in Rebar Placed at = Edge Soil Pressure @ Toe = 790 psf OK Design Data Soil Pressure @ Heel = 159 psf OK Total T +fa/Fa = 0.339 Allowable = 1,500 psf Total Force @ Section lbs= 743.2 Soil Pressure Less Than Allowable Moment....Actual ft-#= 1,237.6 ACI Factored @ Toe = 948 psf Moment Allowable = 3,655.6 ACt Factored @ Heel = 191 psf Shear Actual psi= 6.8 Footing Shear @ Toe = 1.3 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 13.8 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 703.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 664.2 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 257.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data Seismic,E 1.000 f c psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.00 Factored Pressure = 948 191 psf Total Footing Width = 4.00 Mu':Upward = 442 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 106 1,832 ft-# Key Width = # in Mu: Design = 337 1,832 ft-# Key Width = 0.00 in Actual 1-Way Shear = 1.27 13.77 psi Key Distance from Toe = 0.00 Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 6,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: Not req'd,Mu<S*Fr Heel:#4@ 4.25 in,#5@ 6.50 in,#6@ 9.25 in,#7@ 12.75 in,#8@ 16.75 in,#9©21.0 Key: Not Req'd=Mu<S'Fr 41 Use menu item Settings>Printing&Title Block Title : 4'-0"seismic Page: to set these five lines of information Job# : Dsgnr: RJT Date: 9 MAY 2014 for your program. Descr:4'-0"TYPICAL :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN _Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 467.2 1.61 752.7 Soil Over Heel = 1,026.7 2.83 2,908.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 236.3 2.90 685.3 Soil Over Toe = 1.0 0.50 0.5 = Surcharge Over Toe = Total 703.5 O.T.M. 1,438.0 Stem Weight(s) = 386.7 1.33 515.6 Earth @ Stem Transitions= = = Footing Weight = 483.3 2.00 966.7 Resisting/Overturning Ratio = 3.05 Key Weight = #)##,## Vert.component of active S.P.used for Overturning Resistance. = Total= 1,897.7 lbs R.M.= 4,391.6 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: qz -' Use menu item Settings>Printing&Title Block Title : 5'-0"SEISMIC Page: • to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 0613\RETAIN PRO CALCUL RetalnPro 10 (c)1987-2012, Build 10.13.6.24 , License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in ' Surcharge Loads I LLateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning .,.Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem by a factor of Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.582 Added seismic base force 344.2 lbs Ka for static earth pressure = 0.319 Design Kh = 0.294 g Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure Cf -' Use Menu item Settings>Printing&Title Block Title : 5'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetalnPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.50 OK Wall Material Above"Ht" = Concrete Sliding = 1.09 Ratio<1.51 Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,815 lbs Rebar Spacing = 15.75 ...resultant ecc. = 4.59 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 771 psf OK fb/FB+fa/Fa = 0.581 Soil Pressure @ Heel = 302 psf OK Total Force @ Section lbs= 1,161.3 Allowable = 1,500 psf Moment....Actual ft-#= 2,417.1 Soil Pressure Less Than Allowable ACI Factored @ Toe = 925 psf Moment Allowable = 4,162.4 ACI Factored @ Heel = 362 psf Shear Actual psi= 10.7 Footing Shear @ Toe = 4.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 21.8 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 1,024.8 lbs LAP SPLICE IF BELOW In= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 985.3 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 418.5 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 3.75 Factored Pressure = 925 362 psf Total Footing Width = 5.25 Mu':Upward = 980 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 237 3,827 ft-# Mu: Design = 743 3,827 ft-# Key Width = ####.f!#in Actual 1-Way Shear = 4.06 21.77 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Cover @ Top 0.00 @ Btm.= 0.00 in Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S*Fr Heel:#4@ 20.00 in,#5@ 31.00 in,#6@ 44.00 in,#7@ 48.25 in,#8@ 48.25 in,#9@ 4 Key: Not Req'd=Mu<S*Fr Use menu item Settings>Printing&Title Block Title : 5'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning&Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 680.6 1.94 1,323.3 Soil Over Heel = 1,695.8 3.71 6,288.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 344.2 3.50 1,204.7 Soil Over Toe = 1.5 0.75 1.1 Surcharge Over Toe = Total 1,024.8 O.T.M. 2,528.0 Stem Weight(s) = 483.3 1.83 886.1 Earth @ Stem Transitions= Footing Weighl = 634.4 2.63 1,665.2 Resisting/Overturning Ratio = 3.50 Key Weight = # (#,### Vert.component of active S.P.used for Overturning Resistance. _ Total= 2,815.1 lbs R.M.= 8,841.2 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 6'-0"seismic Page: • to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads il _Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft il Type has been increased 1.00 Footing Axial Load Applied to Stem by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.582 Added seismic base force 472.3 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure - Use menu item Settings>Printing&Title Block Title : 6'-0"seismic Page: • to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem As<Min% Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.63 OK Wall Material Above"Ht" = Concrete Sliding = 1.10 Ratio<1.51 Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 4,032 lbs Rebar Spacing = 14.00 ...resultant ecc. = 5.65 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 936 psf OK fb/FB+fa/Fa = No Good Soil Pressure @ Heel = 354 psf OK Total Force @ Section lbs= 1,672.2 Allowable = 1,500 psf Moment....Actual ft-#= 4,176.8 Soil Pressure Less Than Allowable Moment Allowable = 4,665.4 ACI Factored @Toe = 1,124 psf ACI Factored @ Heel = 424 psf Shear Actual psi= 15.4 Footing Shear @ Toe = 5.3 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 33.6 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 1,406.2 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 7.49 less 100%Passive Force= - 133.3 lbs less 100%Friction Force = - 1,411.1 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 564.9 lbs NG I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI 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 1.300 f'c psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths 1 Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 4.75 Factored Pressure = 1,124 424 psf Total Footing Width = 6.25 Mu': Upward = 1,201 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 237 7,812 ft-# Mu: Design = 964 7,812 ft-# Key Width = ff###.##in Actual 1-Way Shear = 5.29 33.56 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm. 0.00 in Toe: Not req'd,Mu<S*Fr Heel:#4@ 9.75 in,#5@ 15.00 in,#6@ 21.25 in,#7@ 29.00 in,#8@ 38.25 in,#9@ 48 Key: Not Req'd=Mu<S`Fr °I? Use menu item Settings>Printing&Title Block Title : 6'-0"seismic Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TEBD 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 - License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN _Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 933.9 2.28 2,127.2 Soil Over Heel = 2,695.0 4.21 11,341.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 472.3 4.10 1,936.6 Soil Over Toe = 1.5 0.75 1.1 = Surcharge Over Toe = Total 1,406.2 O.T.M. 4,063.8 Stem Weight(s) = 580.0 1.83 1,063.3 Earth @ Stem Transitions= = = Footing Weight = 755.2 3.13 2,360.0 Resisting/Overturning Ratio = 3.63 Key Weight = ###.44 Vert.component of active S.P.used for Overturning Resistance. = Total= 4,031.7 lbs R.M.= 14,766.0 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: CM Use Menu item Settings>Printing&Title Block Title : 7'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 f▪ or your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 - License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 8.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingiiSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads ` Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 FootingT by a factor of Base Above/ve/ Below Soil Axial Dead Load = 0.0 lbsWind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.582 Added seismic base force 620.7 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure l) Use menu item Settings>Printing&Title Block Title : 7'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 • for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.73 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 5,468 lbs Rebar Spacing = 9.50 ...resultant ecc. = 6.80 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,108 psi OK fb/FB+fa/Fa = 0.980 Soil Pressure @ Heel = 401 psf OK Allowable = 1,500 psf Total Force @ Section lbs= 2,276.1 Soil Pressure Less Than Allowable Moment....Actual ft = 6,632.6 ACI Factored @ Toe = 1,329 psf Moment Allowable = 6,766.4 ACI Factored @ Heel = 481 psf Shear Actual psi= 20.9 Footing Shear @ Toe = 6.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 47.7 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 18.35 Lateral Sliding Force = 1,847.9 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 8.22 less 100%Friction Force = - 1,913.9 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 724.6 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.300 Concrete Data W E 1.000 f'c psi= 2,500.0 SeismFy psi= 60,000.0 Footing Dimensions &Strengths M Footing Design Results - Toe Width = 1.50 ft Toe Heel Heel Width = 5.75 Factored Pressure = 1,329 481 psf Total Footing Width = 7.25 Mu':Upward = 1,430 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 237 13,812 ft-# Mu: Design = 1,192 13,812 ft-# Key Width = ####.##in Actual 1-Way Shear = 6.56 47.67 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in f c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: Not req'd,Mu<S*Fr Heel:#4@ 6.50 In,#5@ 10.00 in,#6@ 14.00 in,#7@ 19.00 in,#8@ 25.00 in,#9@ 31 Key: Not Req'd=Mu<S*Fr ( v0 Use menu item Settings>Printing&Title Block Title : 7'-0"SEISMIC Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning &Resisting Forces &Moments M OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,227.2 2.61 3,204.4 Soil Over Heel = 3,914.2 4.71 18,429.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 620.7 4.70 2,917.3 Soil Over Toe = 1.5 0.75 1.1 = Surcharge Over Toe = Total 1,847.9 O.T.M. 6,121.7 Stem Weight(s) = 676.7 1.83 1,240.6 Earth©Stem Transitions= = = Footing Weight = 876.0 3.63 3,175.7 Resisting/Overturning Ratio = 3.73 Key Weight = ###.## Vert.component of active S.P.used for Overturning Resistance. = Total= 5,468.4 lbs R.M.= 22,846.6 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: 1 °] Use menu Item Settings>Printing&Title Block Title : 8'-0"seismic Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Criteria I Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 2.03 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads I Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Axial Load Applied to Stem Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.582 Added seismic base force 789.3 lbs Design Kh = 0.294 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.263 Using Mononobe-Okabe/Seed-Whitman procedure ( o2 Use menu item Settings>Printing&Title Block Title ; 8'-0"seismic Page: to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:lUserslOwner\DocumentslTE&D 07 06 131RETAIN PRO CALCUL RetainPro 10 (c)1987-2012, Build 10.13.6.24 . License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN lDesign Summary k Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.97 OK Wall Material Above"Ht" = Concrete Sliding = 1.09 Ratio< 1.5! Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 6,936 lbs Rebar Spacing = 6.00 ...resultant ecc. = 5.92 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,100 psf OK Design Data Soil Pressure @ Heel = 532 psf OK /FB+fa/Fa = 0.952 Allowable = 2,000 psf Total Force @ Section lbs= 2,972.8 Soil Pressure Less Than Allowable Moment....Actual ft-#= 9,900.6 ACI Factored @ Toe = 1,320 psf Moment Allowable = 10,400.4 ACI Factored @ Heel = 638 psf Shear Actual psi= 27.3 Footing Shear @ Toe = 11.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 61.5 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' In= 6.25 LAP SPLICE IF ABOVE in= 17.82 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,349.8 lbs less 100%Passive Force= - 133.3 lbs HOOK EMBED INTO FTG in= 7.96 less 100%Friction Force = - 2,427.5 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5:1 Stability = 963.9 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors - Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Wind,W 1.300 Concrete Data Seismic,E 1.000 Fy psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results Toe Width = 2.00 ft Toe Heel Heel Width = 6.50 Factored Pressure = 1,320 638 psf Total Footing Width = 8.50 Mu':Upward = 2,533 0 ft-# Footing Thickness = 10.00 in Mu':Downward = 422 20,434 ft-it Mu: Design = 2,111 20,434 ft-# Key Width = ####.##in Actual 1-Way Shear = 11.01 61.45 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 19.50 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0000 Other Acceptable Sizes&Spacings Cover @ Top 0.00 @ Btm.= 0.00 in Toe: #4@ 36.50 in,#5@ 48.25 in,#6@ 48.25 in,#7@ 48.25 in,#8@ 48.25 In,#9@ 4 Heel:#4@ 4.75 in,#5@ 7.50 in,#6@ 10.50 in,#7@ 14.25 in,#8@ 18.75 in,#9@ 23. Key: Not Req'd=Mu<S'Fr ( 6 Use menu item Settings>Printing&Title Block Title : 8'-0"seismic Page: ` to set these five lines of information Job# : Dsgnr: Date: 9 MAY 2014 for your program. Descr: :C:\Users\Owner\Documents\TE&D 07 06 13\RETAIN PRO CALCUL RetainPro 10 (c)1987.2012, Build 10.13.6.24 License:KW-06056589 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:TURNER ENGINEERING AND DESIGN Summary of Overturning&Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,560.6 2.94 4,595.0 Soil Over Heel = 5,133.3 5.58 28,661.1 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= •Axial Live Load on Stem = Seismic Earth Load = 789.3 5.30 4,183.2 Soil Over Toe = 2.0 1.00 2.0 = Surcharge Over Toe = Total 2,349.8 O.T.M. 8,778.2 Stem Weight(s) = 773.3 2.33 1,804.4 Earth©Stem Transitions= Footing Weight = 1,027.1 4.25 4,365.1 Resisting/Overturning Ratio = 3.97 Key Weight = #q##.## Vert.component of active S.P.used for Overturning Resistance. = Total= 6,935.8 lbs R.M.= 34,832.7 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: g- 1. C..5 1:4 0 ww � ry- / . / / ' SHEAR WALL SHEATHING AND NAILING � (2) 2X VERTICAL /j,- /� MEMBERS err' �, ' BEAM PER �� AIII ARCHITECTURAL OP PLAN / 2X6 BLOCKING //4//1 SIMPSON 'MSTC28' STRAP SHEAR WALL ELEVATION SCALE: 1" = 1'-0" 0 " 1 ,r EXTERIOR SHEATHING AND NAILING PER PLAN --------\......„.______,......- 1-------/ 2X STUD DECK JOIST AND HANGER PER PLAN FLOOR JOIST AND FINISH PER SHEATHING PER PLAN ARCH. DWG. NN ; V .N N WATER PROOFING PER ° r A ARCH. DRAWINGS _ 4, v / -.6... (2) 5/8"0 A307 THRU - BOLTS @ 24" O.C. ENTIRE 2X FULL DEPTH P.T. LEDGER LENGTH OF DECK , / 2X WALL STUDS PER PLAN NOTE: 1. FLASHING BY OTHERS. WALL SECTION 0 SCALE: 1" = l'-0" l44P I I 2X STUD WALL ; n A L` -7 IId ' a <II tJ d a a L$ A —X= 3X FULL DEPTH LEDGER, • a WITH (1) 3%"O ANCHOR @ I-r—\ -----------------,_ 1'-0" 0/C, TYP. 1 -.‘ a - #4 BAR AT ANCHOR a LOCATION 0 #4 WALL HORIZONTAL @ 4 a l'-6" 0/C AND (1)-#4 VERTICAL REINFORCING @ a l'-6" 0/C (VERTICAL BAR WITH STD. HOOK) a • a A 4" SLAB PER 10' ARCH. PLANSNN ` ›.• (2)-#4 CONTINUOUS BAR AT • BOTTOM OF FOOTING 1 ad a x 6 V a A iii J a0 0 1'-6" NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. c14) FOOTING SECTION SCALE: 1" = 1'-0" , e. EXTERIOR SHEAR WALL SHEATHING AND NAILING 2X STUD WALL PER SHEAR WALL PLAN P.T. SILL PLATE WITH 1/2" J-TYPE BOLT, EMBED 7" MIN. INTO STEM WALL (1) - #4 VERTICAL BAR �;AI RIA 0 @ 24" O.C. WITH 6" „ v Hw HOOK AT EACH END RE 8" O 1 U A Za O 41 4" SLAB PER a ARCH. PLANS a a r" V A aa (2)-#4 CONTINUOUS BAR AT Co • a 4 BOTTOM OF FOOTING (1)-#4 BAR AT TOP OF STEM WALL V (EXTEND REBAR AROUND CORNERS MIN. 5'-0") Co a U 1'-3" < > NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. OFOOTING SECTION SCALE: 1" = 1'-0" ( vC3 s 4 o. EXTERIOR SHEAR WALL SHEATHING AND NAILING 2X STUD WALL PER SHEAR WALL PLAN P.T. SILL PLATE WITH %2" J-TYPE BOLT, EMBED 7" MIN. INTO STEM WALL (1) - #4 VERTICAL BAR miT�''� O @ 24" O.C. WITH 6" „ U HOOK AT EACH END = S" O1U a- 4 V 14p4O I. " HOa' 4" SLAB PER a z ARCH. PLANS a a V PI (2)-#5 CONTINUOUS BAR AT I,M, BOTTOM OF FOOTING (2)-#5 BAR AT TOP OF STEM WALL (EXTEND REBAR AROUND C4i,.-)[ CORNERS MIN. 5'-0") U 1'-3" NOTE: 1. FOOTING TO BE PLACED ON UNDISTURBED NATIVE SOIL. 2. REFER TO SHEAR WALL SCHEDULE SILL BOLT SPACING AT SHEAR WALL LOCATIONS. 6 FOOTING SECTION 4. 0 SCALE: 1" = 1'-0" V)1 w 8d NAILS @ 6" O.C., TYPICAL ROOF SHEATHING TYP. ENTIRE AND NAILING LENGTH OF TRUSS - MANUFACTURED HORIZONTAL LOAD OF 3500#NOTE: TRUSS TO TRANSFER TRUSS BY OTHERS FROM TOP CHORD TO BOTTOM CHORD, OR EXTEND THE SHEAR WALL SHEATHING AND NAILING TO TOP CHORD SIMPSON 'L50' CLIP @ 1'-0" O.C, OF TRUSS TYP. ENTIRE LENGTH OF SHEAR WALL (IF SHEAR WALL IS EXTENDED TO ROOF SHEATHING, CLIPS NOT SHEAR WALL SHEATHING AND REQUIRED) Mr NAILING PER PLAN DOUBLE TOP PLATE 1 WALL SECTION T. SCALE: 1" = 1'-0" � Ld