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Specifications l5'0k?. t7rv/r j s Vie- r Michael K. Brown, S.E. 5346 E. Branchwood Dr. RECEIVED Boise, ID 83716 208-850-7542 9 2015 Mikebrown.se@gmail.com APR 2 CITY OF TIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 9, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-056 aM� 1111. n-ORE c ironstc- E PIRATION DATE: 12-31-1 b l Prepared for: StoneBridge Homes, NW, LLC Plan #: 303A OTE: 1846 Date: 04-28-2015 The following calculations are for basement retaining walls, lateral wind and seismic engineering only. Gravity loading and the design of foundations(with the exception of retaining walls)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K.Brown,S.E.and Core Engineering shall have no liability(expressed, or implied),with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty),Tort(including active,passive,or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage .13 Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 9, South View By: MKB Core Job Number: DM15-056 Date: April, 2015 Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7-10 used. Wind: 120 MPH Ultimate Wind Speed, Exposure B, 6:12 Pitch roof Side to Side and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 38 feet Therefore, use a = 3.8 feet Side to Side Zone A: 28.6 PSF Zone B: 4.6 Zone C: 20.7 Zone D: 4.7 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 35 feet Therefore, use a = 3.5 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: = 23.2 PSF Average force on projected roof= (total force at zone B + total force at zone D)overall length: 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 6 feet Total Wind Force at Upper Level = 3526 #, or 93 PLF Michael K. Brown,S.E. ! ' 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 9, South View By: MKB Core Job Number: DM15-056 Date: April, 2015 Side to Side: Horizontal Dimension = 35 Feet Average force on projected wall = 22.3 PSF Average force on projected roof= 4.68 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 3774 #, or 108 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 23.2 PSF Projected Length = 38 Feet Total Wind force at Main Level = 8375 #, or 220 PLF Total Wind force Upper and Main = 11902 # Side to Side: Averag force on projected wall = 22.3 PSF Projected Length = 50 Feet Total Wind force at Main Level = 10583 #, or 212 PLF Total overall side to side wind force = 14357 Pounds Seismic Loading: D1 seismic design category per O.R.S.C. Sos= .83, R = 6.5, W = weight of structure V = [1.2 Sos/(R)] W V = .154W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load : 12 psf Seismic Front to Back: Tributary Roof Length = 50 Feet Tributary Floor Length = 35 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 9, South View By: MKB Core Job Number: DM15-056 Date: April, 2015 Wroof= 141.372 plf > 93 plf, therefore Seismic Gov. Wfloor = 119.658 plf < 220 plf, therefore Wind Gov. Total Seismic Load = 9919.14 Pounds < 11902 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 38 Feet Tributary Floor Length = 38 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 113.652 plf > 108 plf, therefore seismic gov. Wfloor = 175.56 plf < 212 plf, therefore wind gov. Total Seismic Force = 11827.2 Pounds, < 14357 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 141 * 19 ft = 2686 # Total Shear Wall Length = 16 Feet V=P/L = 168 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 15042 LB FT Factored Dead Load : 76 PLF Mr = 9677 LB FT T = 335 LB No Uplift Line B: P = 141 * 19ft = 2686 # Total Shear Wall Length = 13 Feet V=P/L = 207 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 13 Feet Trib Floor Area = 0 Feet Mot = 15042 LB FT Factored Dead Load 76 PLF Mr = 6388 LB FT T = 666 LB No Uplift Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 9, South View By: MKB Core Job Number: DM15-056 Date: April, 2015 Line 1: P = 108 * 19ft = 2049 # Total Shear Wall Length = 14 Feet V=P/L = 146 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 17 Feet Shortest Wall Length 14 Feet Trib Floor Area = 0 Feet Mot = 11474 LB FT Factored Dead Load 211 PLF Mr = 20639 LB FT T= -655 LB No Uplift Line 2.5: P = 108 * 19 ft= 2049 # Total Shear Wall Length = 23 Feet V=P/L = 89 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 1497 LB FT Factored Dead Load 76 PLF Mr = 340 LB FT T = 385 LB No uplift 2nd Floor / Low Roof Wall Line: Front to Back: Line A: P = 220 * 19 ft + 1763 = 5950.8 # Total Shear Wall Length = 18 Feet V=P/L = 331 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 2 Feet Mot = 32134 LB FT Factored Dead Load 97 PLF Mr = 15746 LB FT T = 910 LB No Uplift Line B: P = 220 * 19 ft + 1763 = 5950.8 # Total Shear Wall Length = 20 Feet V=P/L = 298 PLF Use A wall Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 9, South View By: MKB Core Job Number: DM15-056 Date: April, 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet Mot = 32134 LB FT Factored Dead Load 97 PLF Mr = 19440 LB FT T= 635 LB No Uplift Side to Side: Line 1: P = 176 * 25 ft + 2049 = 6438 # Total Shear Wall Length = 10 Feet V=P/L = 644 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 17 Feet Shortest Wall Length 10 Feet Trib Floor Area = 10 Feet Mot = 34765 LB FT Factored Dead Load 290 PLF Mr = 14490 LB FT T= 2027 LB Use Type 1 HD Line 3: P = 176 * 25 ft + 2049 = 6438 # Total Shear Wall Length = 10 Feet V=P/L = 644 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 21 Feet Shortest Wall Length 2 Feet Trib Floor Area = 12 Feet Mot = 6953 LB FT Factored Dead Load 340 PLF Mr = 680 LB FT T = 3136 LB Use Type 2 HD Check roof diaphragm for shear transfer from upper wall to lower wall (line 2.5 to 3): Increase load by 25% per ASCE 7-10 section 12.3.3.4 P= 8047.45 Pounds Roof diaphragm length = 38 ft. diaphragm shear = P/L = 211.775 plf < 360 plf(allowable diaphragm load for unblocked per ANSI/AF&PA SDPWS-2008) Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 9, South View By: MKB Core Job Number: DM15-056 Date: April, 2015 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 10' V 10' V=0.154[9psf(10'/2)(10')}2 = 138.6 Pounds 139# 0/ \ 9'-0" 10'-0" Typical Bay Force at Each Brace = 138.6 pounds horizontal (tension Only) Axial force in brace = 186.5 Pounds 2x6 bracing with (4) # 10 screws 5183214518 '1646:;$‘1W . . itr*I$4 • , t . .MAIN :LOOR PLAN UPPER FLOOR PLAN t ‘ZatitigE 1 , , . 011612,- ; • ,' • < < $0=0000, / I I 11 • Sri?* • - . 0501:•'.' . sio.....- , 01% is.....Zi ai v I; 1 I I - ii 11 1.1•1 I I 'i d., -•1 ..-If . I.1 I / ..m.,- of ii 57 1.--/ / 1 \ IT - , . , \ m1 \ 111111 _ .;\ OD . • . i ..___, Lli - . mufti . , ' mat am . % •tharaite :Asa= is t i • 1 agi•--.Ta . F.--exiff. ......,.i.-_, . mii-L, :-111 .. i _iira...ati, . 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A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B 16" OSB (1) SIDE (f) 8d 4" 12" 2" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C 6" OSB (1) SIDE (e,f) 8d 3" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D16" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 768 F 6" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G 16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 10" o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" z" Dia. A.B. @ 8"o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872 Notes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x 4" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than 2'from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour HDU2-SDS2.5 OR 1 PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/ DI EMBED INNTOTO CON C. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42°A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ.NUT AND HEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBED PROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. i 1 . I Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore 1 for passive pressure = 12.00 in J Surcharge Loads ' Lateral Load Applied to Stem 11 [Adjacent Footing Load Surcharge Over Heel = 40.0 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 Footing Type Axial Load Applied to Stem by a factor of Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary ' Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.52 OK Wall Material Above"Ht" = Concrete Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,365 psf OK fb/FB+fa/Fa = 0.407 Soil Pressure @ Heel = 189 psf OK Total Force @ Section lbs= 801.8 Allowable = 1,500 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear Actual psi= 16.7 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 12.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 706.4 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Short Term Factor Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth, H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data Seismic,E 1.000 F psi= 2,500.0 Fy psi= 60,000.0 o ' ' Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects12012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 1,638 227 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 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 = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd, Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined L Summary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 1,970.8 Surcharge Over Toe = Stem Weight(s) = 550.0 0.33 183.3 Total 706.4 O.T.M. 1,489.1 Earth @ Stem Transitions= = = Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 4.52 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 *Axial live load NOT included in total displayed or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: 4 , Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING LCriteria ' Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf "£ Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I [ Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 40.0 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 FootingType Axial Load Applied to Stem by a factor of yp Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary I Stem Construction Top Stem - - Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.55 OK Wall Material Above"Ht" = Concrete Sliding = 1.13 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 10.64 in Rebar Placed at = Center Soil Pressure @ Toe = 1,777 psf OK Design Data /FB+fa/Fa = 0.712 Soil Pressure @ Heel = 0 psf OK 1 995 p Total Force @ Section lbs= 1,175.9 Allowable = psf Moment....Actual ft-#= 2,488.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,132 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 21.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 16.67 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,021.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5:1 Stability = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = Load Factors -- Short Term Factor Building Code IBC 2009,ACI Equiv.Solid Thick. Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths ' Footing Design Results 1 ,Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,132 0 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 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 = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined I 4 I Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-O"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING L Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 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 = 157.6 3.60 567.3 Soil Over Toe = 1,970.8 Seismic Stem Self Wt = 220.0 3.75 825.0 Surcharge Over Toe = Total 1,021.1 O.T.M. 2645.7 Stem Weight(s) = 550.0 0.33 183.3 Earth©Stem Transitions= _ - Footing Weight = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 2.55 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 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"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained This Wall in File:g:\structural projects\projects12012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria I 'Soil Data 1 Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in J Surcharge Loads ' Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 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 Footing Axial Load Applied to Stem � T YPe 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 = 0.300 Axial Load Eccentricity = 0.0 in Design Summary 11 j Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.63 OK Wall Material Above"Ht" = Concrete Sliding = 1.57 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 6.34 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,391 psf OK fb/FB+fa/Fa = 0.541 Soil Pressure @ Heel = 312 psf OK Allowable = 1,500 Total Force @ Section lbs= 1,130.2 psf Moment....Actual ft-#= 2,382.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,670 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 374 psf Shear Actual psi= 23.5 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.65 Lateral Sliding Force = 946.6 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,490.4 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 = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ration' _ Short Term Factor Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data - Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 r Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths I Footing Design Results Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 1,670 374 psf Total Footing Width = 5.00 Mu':Upward = 51 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 46 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 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 = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined LSummary of Overturning & Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load©Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 2,695.0 Surcharge Over Toe = Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= _ = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 4.63 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 *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"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6.-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING CriteriaSoil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in - — --- - ---____—..__._----- Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = 40.0 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 Footin T e Axial Load Applied to Stem , by a factor of gType Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load ' Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 185.7 lbs ' , ' 1 Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary I Stem Construction iTo_p Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.68 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 11.10 in Rebar Placed at = Center Design Data Soil Pressure©Toe = 1,802 psf OK fb/FB+fa/Fa = 0.913 Soil Pressure©Heel = 0 psf OK Total Force @ Section lbs= 1,612.1 Allowable = 1,995 psf Moment....Actual ft-#= 4,026.6 Soil Pressure Less Than Allowable ACI Factored©Toe = 2,163 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 0 psf Shear Actual psi= 29.0 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.38 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,346.8 lbs HOOK EMBED INTO FTG in= 7.39 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,490.4 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 529.8 lbs NG 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 = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results 1 Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,163 0 psf Total Footing Width = 5.00 Mu':Upward = 66 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 61 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 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 = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft 84 Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,695.0 2.96 7,972.7 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2 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 = 214.5 4.20 900.8 Soil Over Toe = 2,695.0 Seismic Stem Self Wt = 260.0 4.25 1,105.0 Surcharge Over Toe = Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.68 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 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: 1 , 1 Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height 7.00 ft = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft E q Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf Footin9ll Soil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in J' Surcharge Loads .I [ Lateral Load Applied to Stem 1 i Adjacent Footing Load Surcharge Over Heel = 40.0 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 Footing Axial Load Applied to Stem by a factor of Type Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary , Stem Construction I Top Stem Stem OK Wall Stability RatiosDesign Height Above FtE ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar Placed at = Center Soil Pressure @ Toe = 1,383 psf OK Design Data Soil Pressure @ Heel = 472 psf OK fb/FB+fa/Fa 0.512 1,500 psfTotal Force @ Section lbs= 1,514.5.5 Allowable = Moment....Actual ft-#= 3,700.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,660 psf Moment Allowable = 7,221.8 ACI Factored @ Heel = 566 psf Shear Actual psi= 31.6 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 12.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,221.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,947.8 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 0.0 lbs OK 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 = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 fConcrete Data Seismic,E 1.000 F psi= 2,500.0 Fy psi= 60,000.0 • Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... T-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Wdth = 5.50 Factored Pressure = 1,660 566 psf Total Footing Width = 6.00 Mu':Upward = 204 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 181 748 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 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 ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined 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 = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 3,721.7 Surcharge Over Toe = - - Stem Weight(s) = 750.0 0.83 625.0 Total 1,221.8 O.T.M. 3,393.9 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 *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 : 7'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)01998379-32011, Build 10.12.1.13 License:KW-065Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING I I Criteria I Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method 35.0 psf Heel Active Pressure - /ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 40.0 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 = 0.300 Axial Load Eccentricity = 0.0 in [Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.389 Added seismic base force 280.1 lbs Design Kh = 0.166 g Ka for static earth pressure 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 0 Fp I Wp Weight Multiplier = 0.400 g Added seismic base force 214.3 lbs a / 1 a Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING i Summary of Overturning & Resisting Forces& Moments j �. 1_■11111 .I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8 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 = 280.1 4.80 1,344.7 Soil Over Toe = 3,721.7 Seismic Stem Self\M = 300.0 4.75 1,425.0 Surcharge Over Toe = Total 1,716.3 O.T.M. 5,756.5 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 3.01 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 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: i a a Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Desi n Summary ' Stem Construction -I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.01 OK Wall Material Above"Ht" = Concrete Sliding = 1.13 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 10.99 in Rebar Placed at = Center Soil Pressure©Toe = 1,777 psf OK Design Data Soil Pressure @ Heel = 78 psf OK Total T +fa/Fa - 0.844 Allowable = 1 995 Total Force @ Section lbs= 2,116.6.6 psf Moment....Actual ft-#= 6,094.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,133 psf Moment Allowable = 7,221.8 ACI Factored @ Heel = 93 psf Shear Actual psi= 37.8 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 19.75 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,716.3 lbs HOOK EMBED INTO FTG in= 6.84 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,947.8 lbs Added Force Req'd = 0.0 lbs OK MasonryData Hook embedment reduced by stress ratio reduced .e- ....for 1.5:1 Stability = 626.6 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results 111 Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,133 93 psf Total Footing Width = 6.00 Mu':Upward = 259 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 237 748 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 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 = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 ©Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined I . . ' Use menu item Settings>Printing&Title Block Title : 8'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions& Strengths 111 Footing Design Results I Toe Width = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 1,715 691 psf Total Footing Width = 6.75 Mu':Upward = 472 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 421 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.63 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 4,693.3 Surcharge Over Toe = Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= = = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 *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 : 8'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria 1 [Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in [Surcharge Loads I Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 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 = 0.300 Axial Load Eccentricity = 0.0 in Design Summary -I LStem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 5.74 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,430 psf OK Design Data Soil Pressure @ Heel = 576 psf OK /FB+fa/Fa 0.564 1,500 psfTotal Force @ Section lbs= 1,954.9 Allowable = Moment....Actual ft-#= 5,430.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,715 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 691 psf Shear Actual psi= 26.3 Footing Shear @ Toe = 0.6 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 LAP SPLICE IF ABOVE in= 13.20 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force 1,532.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,369.2 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK 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 = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 1 , Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in i Surcharge Loads 1 [Lateral Load Applied to Stem 1 [Adjacent Footing Load Surcharge Over Heel = 40.0 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 = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load I Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 242.9 lbs • • , , , Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary ' Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.06 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 11.40 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,850 psf OK fb/FB+fa/Fa = 0.911 Soil Pressure @ Heel = 156 psf OK Total Force @ Section lbs= 2,689.5 Allowable = 1,995 psf Moment....Actual ft-#= 8,769.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,219 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 187 psf Shear Actual psi= 30.9 Footing Shear @ Toe = 0.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding Caics (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,129.5 lbs HOOK EMBED INTO FTG in= 7.84 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,369.2 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data - - ....for 1.5: 1 Stability = 825.0 lbs NG 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 = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 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 = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 2,219 187 psf Total Footing Width = 6.75 Mu':Upward = 603 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 552 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.83 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 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 = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3 Seismic Stem Self Wt = 340.0 5.25 1,785.0 Surcharge Over Toe = Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= _ = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 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: I Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria Soil Data ' Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in 1 Surcharge Loads A Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40.0 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 by a factor of 1.00 Footing Type pp Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction ' Top Stem _ Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.80 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Design Data - Soil Pressure @ Toe = 1,331 psf OK fb/FB+fa/Fa = 0.588 Soil Pressure @ Heel = 789 psf OK Total Force @ Section lbs= 2,451.3 Allowable = 1,500 psf Moment....Actual ft-#= 7,628.7 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,598 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 947 psf Shear Actual psi= 24.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.76 Lateral Sliding Force = 1,877.3 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.03 less 100%Friction Force = - 2,968.6 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 ....for1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = 1 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 = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths 1 1 , Footing Design Results ' Toe Wdth = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 1,598 947 psf Total Footing Width = 8.00 Mu':Upward = 1,222 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,081 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.41 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 5,857.5 Surcharge Over Toe = Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth©Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 5.80 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 *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 : 9'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria 1 SoilmimmillData Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0sf/ft Slope Behind Wall = 0.00: 1 = p Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load -I Surcharge Over Heel = 40.0 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 Line Load 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 = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load I Fp/WP Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary t Stem Construction ' Top Stern Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.39 OK Wall Material Above"Ht" = Concrete Sliding = 1.12 Ratio<1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 10.57 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,760 psf OK Soil Pressure @ Heel = 360 psf OK Total T +fa/Fa = 0.970 1 995 p Total Force @ Section lbs= 3,425.7 Allowable = sf Moment....Actual ft-#= 12,581.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,113 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 432 psf Shear Actual psi= 29.8 Footing Shear @ Toe = 10.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 22.70 Lateral Sliding Force = 2,654.3 lbs LAP SPLICE IF BELOW in= less 1000/0 Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 8.26 less 100%Friction Force = - 2,968.6 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 k- --c -- ....for1.5: 1 Stability = 1,012.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = --- ---- Modular Ration' = Load Factors Short Term Factor Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths I Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,441 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined •• 1 Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces& Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 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 = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5 Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe = Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 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: Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data 1 Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil 9 height to ignore 9 for passive pressure = 12.00 in J Surcharge Loads ' Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 Footing Type Line Load 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 = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction ' Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.58 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 4.26 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,444 psf OK Design Data /FB+fa/Fa = 0.610 Soil Pressure @ Heel = 878 psf OK Allowable = 1,500 Total Force @ Section lbs= 3,003.6 psf Moment....Actual ft-#= 10,351.5 Soil Pressure Less Than Allowable Moment Allowable = 16,968.2 ACI Factored @ Toe = 1,733 psf ACI Factored @ Heel = 1,054 psf Shear Actual psi= 30.6 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 14.28 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,324.3 lbs HOOK EMBED INTO FTG in= 6.21 less 100%Passive Force= - 45.1 lbs less 100%Friction Force = - 3,555.6 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 = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = - Short Term Factor Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • I 1 , I I 1 Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths t Footing Design Results I Toe Width = 1.50 ft Toe Heel Heel Width = 7.25 Factored Pressure = 1,733 1,054 psf Total Footing Width = 8.75 Mu':Upward = 1,905 0 ft-# Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-# Mu: Design = 1,669 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.43 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces&Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 7,058.3 Surcharge Over Toe = Total 2,324.3 O.T.M. 8,916.0 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth @ Stem Transitions= = = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 5.58 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component = Total= 10,158.8 lbs R.M.= 49,752.1 *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 : 10'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING [Criteria ' I Soil Data ' Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf 1 Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Loads Lateral Load Applied to Stem [Surcharge � pp � I ,Adjacent Footing Load , Surcharge Over Heel = 40.0 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 0 has been increased by a factor of 1.00 Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load pressure for seismic earth = 0.389 Added seismic base force 545.8 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 375.0 lbs Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08 License To:CORE ENGINEERING Design Summary _ SternConstruction Top Stem ' ' Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.32 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 11.42 in Rebar Placed at = Edge Design Data - Soil Pressure @ Toe = 1,919 psf OK fb/FB+fa/Fa = 0.990 Soil Pressure @ Heel = 403 psf OK Total Force @ Section lbs= 4,145.2 Allowable = 1,995 psf Moment....Actual ft-#= 16,806.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,303 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 484 psf Shear Actual psi= 35.9 Footing Shear @ Toe = 10.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Rebar Depth 'd' in= 8.19 Allowable = 75.0 psi p Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18 LAP SPLICE IF BELOW in= Lateral Sliding Force = 3,245.1 lbs HOOK EMBED INTO FTG in= 8.57 less 100%Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 3,555.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data = ....for 1.5: 1 Stability = 1,266.9 lbs NG fm psi Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths I Footing Design Results I Toe Width = 1.50 ft Toe Heel Heel Wdth = - 7.25 Factored Pressure = 2,303 484 psf Total Footing Wdth = 8.75 Mu':Upward = 2,474 0 ft-# Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-# Mu: Design = 2,237 1,318 ft-# Key Width = 0.00 in Actual 1-Way Shear = 10.06 74.12 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined p , Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4 1 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 = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3 Seismic Stem Self Wt = 525.0 6.42 3,368.8 Surcharge Over Toe = Total 3,245.1 O.T.M. 14,979.2 Stem Weight(s) = 1,312.5 1.92 2,515.6 Earth©Stem Transitions= = = Footing Weight = 1,531.3 4.38 6,699.2 Resisting/Overturning Ratio = 3.32 Key Weight = Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component _ Total= 10,158.8 lbs R.M.= 49,752.1 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: , I • I I . I , , A .c Ser lilie op1%tx E" F..,_ TI at 5PR EC :r hfi1 G6; iGeneraF00tInai ' FtE." C( ":101:- +1 ''B . 1 ;v .$1.8119: Lic.#:KW-06005725 Licensee.CORE ENGINEERING PLLC Description: Footing with 13,132 pounds Code References ,;.' Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Inforrnatloi>r ,y , " -,,,,,,%:44-,, 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 y Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footingbase depth below soil surface = ft Min Steel%Bending Reinf. = Allowale pressure increase per foot of dept= 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 No Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears : Yes when maximum length or width is greater ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.0 ft z Length parallel to Z-Z Axis = 3.0 ft I Footing Thicknes = 16.0 in i J4. Pedestal dimensions... Xb ' X px:parallel to X-X Axis = in ih li 4 Hei htrallel to Z-Z Axis = in t_ m Rebar Centerline to Edge of Concrete. �'. ftv m at Bottom of footing = 3.0 in ii Reinforcin , „ 9 3 = Bars parallel to X-X Axis Number of Bars = 6 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis '� ,--------=-7=------- Number Number of Bars = 61 Reinforcing Bar Sizi = # 4 ,, ' 6.1f4130. 's,,, 6 R{BOt► Bandwidth Distribution Check (ACI 15.4.4.2) L. ,� Direction Requiring Closer Separation n/a m #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 = 13.130 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k .n � • ' � Imp*DtopboxUunGHAt.E10AH2n5PR towEG7Ca"*" W %Generat FOQ#In , r , , EnERCALC; �`s92tit5d6tt.t3Vtx$.1 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 pounds DESIGN SUMMARY �_ Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 1.50 ksf +0.60D+0.60W+0.60H 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 0.1164 Z Flexure(+X) 2.626 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1164 Z Flexure(-X) 2.626 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1164 X Flexure(+Z) 2.626 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1164 X Flexure(-Z) 2.626 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.07980 1-way Shear(+X) 5.985 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07980 1-way Shear(-X) 5.985 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07980 1-way Shear(+Z) 5.985 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.07980 1-way Shear(-Z) 5.985 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1793 2-way Punching 26.899 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results ' Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+L+H 1.50 n/a 0.0 1.459 1.459 n/a n/a 0.973 X-X,+D+Lr+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+S+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.094 1.094 n/a n/a 0.729 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.094 1.094 n/a n/a 0.729 X-X,+D+0.60W+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+0.70E+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.094 1.094 n/a n/a 0.729 X-X,+D+0.750L+0.7505+0.450W+H 1.50 n/a 0.0 1.094 1.094 n/a n/a 0.729 X-X,+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 1.094 1.094 n/a n/a 0.729 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.459 1.459 0.973 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.094 1.094 0.729 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.094 1.094 0.729 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.094 1.094 0.729 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.094 1.094 0.729 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.094 1.094 0.729 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability AD units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding MW General rooting-,; A 1.. � x g1 LC,1 1 983- % " 5 Ui&1511 .,z Lic.#:KW-06005725 Licensee•CORE ENGINEERING PLLC Description: Footing with 13,132 pounds Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? inA2 inA2 in"2 k-ft X-X,+1.40D+1.60H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.40D+1.60H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK Genera• Foot.ng , 4.. '` L . tkx� �, oro vice -L.Enr 1 au C TIrt ENERCALC,INC.1ss32t#95 a di t5.i 19 VerG t5:' 99 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 pounds Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvrn.As Actual As Phi'Mn Status k-ft Side? Bot or Top? i02 inA2 i02 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60K 2.626 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+1.60L+1.60K 2.626 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.626 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60L+0.50S+1.60H 2.626 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.200+1.60Lr+0.50L+1.60H 0.8206 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.200+1.60Lr+0.50L+1.60H 0.8206 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.200+1.60Lr+0.50W+1.60H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.8206 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.8206 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.8206 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.8206 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.8206 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.8206 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.8206 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.20S+E+1.60K 0.8206 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.90D+W+0.90H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.900+W+0.90H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.900+E+0.90K 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.90D+E+0.90H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.40D+1.60H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.40D+1.60H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.626 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 2.626 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.626 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 2.626 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+1.60Lr+0.50L+1.60H 0.8206 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+1.60Lr+0.50L+1.60H 0.8206 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+1.60Lr+0.50W+1.60H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+1.60Lr+0.50W+1.60H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.8206 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.8206 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+1.60S+0.50W+1.60H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.8206 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+0.50Lr+0.50L+W+1.60H 0.8206 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.8206 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 0.8206 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.8206 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.8206 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+W+0.90H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+W+0.90K 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+E+0.90H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+E+0.90H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.400+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 5.985 psi 5.985 psi 5.985 psi 5.985 psi 5.985 psi 75 psi 0.0798 OK +1.200+1.60L+0.505+1.60H 5.985 psi 5.985 psi 5.985 psi 5.985 psi 5.985 psi 75 psi 0.0798 OK +1.200+1.60Lr+0.50L+1.60H 1.87 psi 1.87 psi 1.87 psi 1.87 psi 1.87 psi 75 psi 0.02494 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.200+0.50L+1.60S+1.60H 1.87 psi 1.87 psi 1.87 psi 1.87 psi 1.87 psi 75 psi 0.02494 OK +1.200+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.87 psi 1.87 psi 1.87 psi 1.87 psi 1.87 psi 75 psi 0.02494 OK +1.20D+0.50L+0.50S+W+1.60H 1.87 psi 1.87 psi 1.87 psi 1.87 psi 1.87 psi 75 psi 0.02494 OK +1.20D+0.50L+0.20S+E+1.60H 1.87 psi 1.87 psi 1.87 psi 1.87 psi 1.87 psi 75 psi 0.02494 OK +0.900+W+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +0.900+E+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK I , } ' ' , ' l % is ' eEgropo7 Ft1Generarooting ? y ! '''' 'ECALt : 9� ,f 1e151,19 Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 pounds Punching Shear All units k � Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D+1.60H 0 psi 150psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 26.899 psi 150psi 0.1793 01< +1.200+1.60L+0.505+1.60H 26.899 psi 150psi 0.1793 01< +1.20D+1.60Lr+0.50L+1.60H 8.406 psi 150psi 0.05604 OK +1.20D+1.60Lr+0.50W+1.601-1 0 psi 150psi 0 OK +1.20D+0.50L+1.605+1.60H 8.406 psi 150psi 0.05604 OK +1.20D+1.605+0.50W+1.60H 0 psi 150psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 8.406 psi 150psi 0.05604 OK +1.20D+0.50L+0.505+W+1.60H 8.406 psi 150psi 0.05604 OK +1.20D+0.50L+0.20S+E+1.60H 8.406 psi 150psi 0.05604 OK +0.90D+Wi0.90H 0 psi 150psi 0 OK +0.90D+E+0.90H 0 psi 150 psi 0 OK General Footing- k .J #„ , ,,, �13 ' ;F Ouse_ 4. lOp}boxmc AttEomfiPR is cgo:! alcF .., ,„ -9--'-' ,';'''f,', -'''- . . . e. >N itC,iNC, 9a» s1$ 15t91 : Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 and 3,915 pounds Code References Calculations per ACI 318-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 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 N 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 dept= 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 No Allowable pressure increase per foot of dep= ksf Use ftg wt for stability,moments&shears . Yes when maximum length or width is greater ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability,mom&shear : No Dimensions Width parallel to X-X Axis = 3.50 ft Z Length parallel to Z-Z Axis = 3.50 ft Footing Thicknes = 16.0 in Pedestal dimensions... �II' • YT t X px:parallel to X-X Axis = in in :::7.:z.::: : pz:parallel to Z-Z Axis = in •� . ,, ' Height ini m Rebar Centerline to Edge of Concrete. m at Bottom of footing = 3.0 in r ff• ..;-, I Reinforcing �� — 3 _ w 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 Sizi = # 4 [ 77: l 11 7.aa Bws , [[6,,, E E `E�,E E 7 ia/an Bandwidth Distribution Check (ACI 15.4.4.2) -• r 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 = 17.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k , . I I , . , . - ;,44 . F vac: vptouE1mi tt1 EG+i cal pti EG3t8111 Footing � ' ' CAielfft1983- BuId 15.4.W/4415119' Lit.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 and 3,915 pounds DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.0 Soil Bearing 0.0 ksf 1.50 ksf +0.60D+0.60W+0.60H 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 0.1508 Z Flexure(+X) 3.40 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1508 Z Flexure(-X) 3.40 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1508 X Flexure(+Z) 3.40 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1508 X Flexure(-Z) 3.40 k-ft 22.553 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.1218 1-way Shear(+X) 9.133 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1218 1-way Shear(-X) 9.133 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1218 1-way Shear(+Z) 9.133 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.1218 1-way Shear(-Z) 9.133 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2441 2-way Punching 36.615 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results' Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xecc Zecc Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+L+H 1.50 n/a 0.0 1.388 1.388 n/a n/a 0.925 X-X,+D+Lr+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+S+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.041 1.041 n/a n/a 0.694 X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.041 1.041 n/a n/a 0.694 X-X,+D+0.60W+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+0.70E+H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.041 1.041 n/a n/a 0.694 X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 1.041 1.041 n/a n/a 0.694 X-X,+D+0.750L+0.7505+0.5250E+H 1.50 n/a 0.0 1.041 1.041 n/a n/a 0.694 X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 X-X,+0.60D+0.70E+0.60H 1.50 n/a 0.0 0.0 0.0 n/a n/a 0.000 Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.388 1.388 0.925 Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 1.041 1.041 0.694 Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.041 1.041 0.694 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+0.70E+H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.041 1.041 0.694 Z-Z,+D+0.750L+0.750S+0.450W+1-1 1.50 0.0 n/a n/a n/a 1.041 1.041 0.694 Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.041 1.041 0.694 Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Z-Z.+0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.0 0.0 0.000 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability " All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding 1 I ' I , General Footrng''4-figs W g � f °° g trt wt ci AE-i. z015Pz,1\0c ftar o � 1� : -_ , .4 ,*x, _,s - % - ''-,,ENERCALC,INC,1983.2015,Build:6:15.1;1 Vet:635.1M% Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 and 3,915 pounds Footing flexure Flexure Axis&Load Combination Mu Which Tension @ As Reqd' Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 in"2 in"2 k-ft X-X,+1.40D+1.60H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK + + o X-X, 1.40D 1.60H 0.0 Z Bottom 0.3456 Min Temp /0 0.40 22.553 OK r ri Y Gi .0 #I % _ ; FlIe' tse10 CHAS EOh205P,R t EGitCGs\FOGEcB 8neran , k .10:,--EHERate'I 19I3- ji15i1 081: Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 and 3,915 pounds Footing Flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gym.As Actual As Phi'Mn Status k-ft Side? Bot or Top? in"2 inA2 in"2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 3.40 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.40 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.40 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.40 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.063 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 1.063 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.063 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+1.60S+1.60H 1.063 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.063 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 1.063 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.063 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 1.063 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.063 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 1.063 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.90D+W+0.90H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.90D+W+0.90H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.90D+E+0.90H 0.0 +Z Bottom 0.3456 Min Temp% 0.40 22.553 OK X-X,+0.90D+E+0.90H 0.0 -Z Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.40D+1.60H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.400+1.60H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.40 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.40 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 3.40 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+1.60L+0.50S+1.60H 3.40 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.200+1.60Lr+0.50L+1.60H 1.063 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.063 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.063 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 1.063 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.063 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 1.063 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.063 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 1.063 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.063 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 1.063 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+W+0.90H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+W+0.90H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+E+0.90H 0.0 -X Bottom 0.3456 Min Temp% 0.40 22.553 OK Z-Z,+0.90D+E+0.90H 0.0 +X Bottom 0.3456 Min Temp% 0.40 22.553 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+1.60L--1.60H 9.133 psi 9.133 psi 9.133 psi 9.133 psi 9.133 psi 75 psi 0.1218 OK +1.20D+1.60L+0.50S+1.60H 9.133 psi 9.133 psi 9.133 psi 9.133 psi 9.133 psi 75 psi 0.1218 OK +1.20D+1.60Lr+0.50L+1.60H 2.854 psi 2.854 psi 2.854 psi 2.854 psi 2.854 psi 75 psi 0.03806 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50L+1.60S+1.60H 2.854 psi 2.854 psi 2.854 psi 2.854 psi 2.854 psi 75 psi 0.03806 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 2.854 psi 2.854 psi 2.854 psi 2.854 psi 2.854 psi 75 psi 0.03806 OK +1.20D+0.50L+0.50S+W+1.60H 2.854 psi 2.854 psi 2.854 psi 2.854 psi 2.854 psi 75 psi 0.03806 OK +1.20D+0.50L+0.20S+E+1.60H 2.854 psi 2.854 psi 2.854 psi 2.854 psi 2.854 psi 75 psi 0.03806 OK +0.900+W+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 0 psi 0 psi 75 psi 0 OK ,, .. pde PseTropbox4MlCt iE-1.61DMI-1015PR 11OMHC 11CakstF jIN, E Genera! Footin °'''� �� g I ' � , "<i,'•4^ _ = .,,; -IIIERCRLC,INC.1983•?015,B+�d:6.1� '�9,'t/ei:5.1�1;i�_� Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Footing with 13,132 and 3,915 pounds Punching Shear All units k Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D+1.60H 0 psi 150 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 36.615 psi 150 psi 0.2441 OK +1.20D+1.60L+0.505+1.60H 36.615 psi 150 psi 0.2441 OK +1.20D+1.60Lr+0.50L+1.60H 11.442 psi 150 psi 0.07628 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 150 psi 0 OK +1.20D+0.50L+1.605+1.60H 11.442 psi 150 psi 0.07628 OK +1.20D+1.605+0.50W+1.60H 0 psi 150 psi 0 OK +1.20D40.50Lr+0.50L+W+1.60H 11.442 psi 150 psi 0.07628 OK +1.20D+0.50L+0.50S+W+1.60H 11.442 psi 150psi 0.07628 OK +1.20D+0.50L+0.20S+E+1.60H 11.442 psi 150 psi 0.07628 OK +0.90D+W+0.90H 0 psi 150 psi 0 OK +0.90D+E+0.90H 0 psi 150 psi 0 OK