The URL can be used to link to this page

Specifications on) 7F l 007 bl-�) /fu7`itwr�i VAC Michael K. Brown, S.E. s 5346 E. Branchwood Dr. Boise, ID 83716 r q o 208-850-7542 y J L Mikebrown.se@)qmaii.com LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 14, SOUTH VIEW TIGARD, OR ENGR. JOB # DMIS-183 sKv'u TUgq� PN0P�r��o f. FXp'pA'i'iN ;A?E 12-31-2017 Prepared for: StoneBridge Homes, NW, LLC Plan #: 367 OTE: 1851 Date: 12-21-2015 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),Ton(including active,passive,or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmaii.com Job Name: Lot 14, South View By: MKB Core Job Number: DM15-183 Date: Dec., 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 7-05 used. Wind: 120 MPH ult. Wind speed, Exposure B, 4:12 Pitch roof Side to Side and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 28.7 PSF Zone B: 0 Zone C: 19.1 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 = 40 feet Therefore, use a = 4 feet Side to Side Zone A: 28.7 PSF Zone B: 0 Zone C: 19.1 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 = 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: 21.0 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 = 4 feet Total Wind Force at Upper Level = 3363 #, or 84 PLF Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 14, South View By: MKB Core Job Number: DM15-183 Date: Dec., 2015 Side to Side: Horizontal Dimension = 45 Feet Average force on projected wall = 20.6 PSF Average force on projected roof = 0.00 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 3707 #, or 82 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 21.0 PSF Projected Length = 30 Feet Total Wind force at Main Level = 5991 #, or 200 PLF Total Wind force Upper and Main = 9354 # Side to Side: Averag force on projected wall = 20.6 PSF Projected Length = 45 Feet Total Wind force at Main Level = 8804 #, or 196 PLF Total overall side to side wind force = 12510 Pounds Seismic Loading: D,seismic design category per O.R.S.C. SDS= .83, R = 6.5, W = weight of structure V = [1.2 SDS/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 = 35 Feet Tributary Floor Length = 35 Feet Equiv. Trib Int wall Length = 10 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@gmaii.com Job Name: Lot 14, South View By: MKB Core Job Number: DM15-183 Date: Dec., 2015 Wroof = 106.722 plf > 84 plf, therefore Seimsmic Gov. Wfloor = 119.658 plf < 200 plf, therefore Wind Gov. Total Seismic Load = 9055.2 Pounds < 9354 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 40 Feet Equiv. Trib Int wall Length = 10 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 125.664 plf > 82 plf, therefore seismic gov. Wfloor = 123.816 plf < 196 plf, therefore wind gov. Total Seismic Force = 8731.8 Pounds, < 12510 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 107 * 20 ft = 2134 # Total Shear Wall Length = 35 Feet V=P/L = 61 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 35 Feet Trib Floor Area = 0 Feet Mot = 11953 LB FT Factored Dead Load 112 PLF Mr = 68355 LB FT T = -1611 LB No Uplift Line B: P = 107 * 20 ft = 2134 # Total Shear Wall Length = 11 Feet V=P/L = 194 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 11 Feet Trib Floor Area = 0 Feet Mot = 11953 LB FT Factored Dead Load 112 PLF Mr = 6752 LB FT T = 473 LB No Uplift Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmaii.com Job Name: Lot 14, South View By: MKB Core Job Number: DM15-183 Date: Dec., 2015 Line 1: P = 126 * 18 ft = 2262 # Total Shear Wall Length = 9 Feet V=P/L = 251 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 18 Feet Shortest Wall Length 9 Feet Trib Floor Area = 0 Feet Mot = 10857 LB FT Factored Dead Load 220 PLF Mr = 8894 LB FT T = 218 LB No Uplift Line 2: P = 126 * 18 ft = 2262 # Total Shear Wall Length = 13 Feet V=P/L = 174 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 18 Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 2506 LB FT Factored Dead Load 220 PLF Mr = 988 LB FT T = 506 LB No Uplift Main Floor Wall Line: Front to Back: Line A: P = 200 * 20 ft + 2134 = 6128.24 # Total Shear Wall Length = 24 Feet V=P/L = 255 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 24 Feet Trib Floor Area = 2 Feet Mot = 33092 LB FT Factored Dead Load 97 PLF Mr = 27994 LB FT T = 212 LB No Uplift Line B: P = 200 * 20 ft + 2134 = 6128.24 # Total Shear Wall Length = 16 Feet V=P/L = 383 PLF Use B wall Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmaii.com Job Name: Lot 14, South View By: MKB Core Job Number: DM15-183 Date: Dec., 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 4 Feet Trib Floor Area = 2 Feet Mot = 8273 LB FT Factored Dead Load 97 PLF Mr = 778 LB FT T = 1874 LB Use type 1 HD Side to Side: Line 1: P = 196 * 18 ft + 2262 = 5783 # Total Shear Wall Length = 10 Feet V=P/L = 578 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 18 Feet Shortest Wall Length 10 Feet Trib Floor Area = 8 Feet Mot = 31230 LB FT Factored Dead Load 284 PLF Mr = 14220 LB FT T = 1701 LB Use Type 5 HD Line 2: P = 196 * 18 ft + 2262 = 5783 # Total Shear Wall Length = 10 Feet V=P/L = 578 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 18 Feet Shortest Wall Length 5 Feet TO Floor Area = 9 Feet Mot = 15615 LB FT Factored Dead Load 292 PLF Mr = 3645 LB FT T = 2394 LB Use Type 5 HD Lower Floor Wall Line: Line A: P = 200 * 20 ft + 6128 = 10122 # Total Shear Wall Length = 24 Feet V=P/L = 422 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 24 Feet Trib Floor Area = 4 Feet Mot = 54659 LB FT Factored Dead Load 112 PLF Mr = 32141 LB FT T = 938 LB No Uplift Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmaii.com Job Name: Lot 14, South View By: MKB Core Job Number: DM 15-183 Date: Dec., 2015 Line B: P = 200 * 20 ft + 6128 = 10122 # Total Shear Wall Length = 16 Feet V=P/L = 633 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 2 Feet Mot = 54659 LB FT Factored Dead Load 97 PLF Mr = 12442 LB FT T = 2639 LB Use Type 2 HD Side to Side : Line 1: P = 200 * 17.5 ft + 5783 = 9278 # Total Shear Wall Length = 30 Feet V=P/L = 309 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 18 Feet Shortest Wall Length 30 Feet Trib Floor Area = 16 Feet Mot = 50101 LB FT Factored Dead Load 342 PLF Mr = 153900 LB FT T = -3460 LB No Uplift Line 1.8: P = 200 * 17.5 ft + 5783 = 9278 # Total Shear Wall Length = 6 Feet V=P/L = 1546 PLF Use H wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 2 Feet Trib Floor Area = 17 Feet Mot = 16700 LB FT Factored Dead Load 187 PLF Mr = 374 LB FT T = 8163 LB Use type 8 HD Later) at Deck: Strap deck beam to house wall w/ ST6224 4 oI a Q> e S E)i tl e e C7 tl ,-1 LOWER FLOOR PLAN MAIN FLOOR PLAN UPPER FLOOR PLAN f � I i. Hill �- .. ROM '❑❑❑ T � 000 � o00 SHEARWALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FOLD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 176" OSB (1) SIDE 8d 6" 12" z' Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B 6' OSB (1) SIDE (f) 8d 4" 12" z" Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C6" OSB (1) SIDE (e,f) 8d 3" 12" Z" Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D 6' OSB (1) SIDE (e,f) 8d 2" 12" z" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E 16" OSB (2) SIDE (d,e,f) 8d 6" 121, 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" z" Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G 6" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 1"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 HGAI OKT @ 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"xY4" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than z' 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 Ed 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 1 HDU2-SDS2.5 OR (2)2x 3075 2215 SSTB14 SSTB20L PHD2-SDS3 2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB20L PHD5-SDS3 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L EMBED INTO CONC. 36 THREADED ROD w/HEAVY SO. NUT AND BP7/8-2 BEARING PLATE WASHER BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1DIA.x42"A36 IDIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SO. NUT AND EAVYSQ. NUTAND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBEDPROVIDE 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 5660F 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. 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\bi Retain Pro 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 = 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 It 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 ` 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 Itis Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 It 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 by a factor of Base Above/Below Soil Axial Dead Load = 0.0 tis Wind on Exposed Stem= 0.0 psf at Back of Wall in = 0.0 ft Axial Live Load = 0.0 Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction rop stem Stem OK Wall Stability Ratios Design Height Above Ftg fl= 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 Itis Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center Soil Pressure @ Toe, = 1,365 psf OK Design Data - - Soil Pressure @ Heel = 189 psf OK Totalfb1FB+fa/Fa 0.1 8 1,500 Total Force @Section lbs= 801.8 Allowable = 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 706.41bs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = 1,155.6 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 Itis OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ration' _ 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 Use menu item Settings>Printing 8 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\bl RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design CodeIBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths 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 It 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 Summary of Overturning & Resisting Forces& Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs it ft-9 Itis 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 = Total 706.4 O.T.M. 1,489.1 Stem Weight(s) = 550.0 0.33 183.3 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 Ibis Vert.Component = Total= 3,301.7 lbs R.MP 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: 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:gAstructural projects\projects12012 projects\bl Retain Pro 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 = 5.00 It 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 fl 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 Lateral Load Applied to Stem I Adjacent Footing Load 11111111 1 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 fl Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 it Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 It L has been increased 1.00 Footin T e Axial Load Applied to Stem ■ by a factor of 9 yp Base Above/Below Soil 0.0 R Axial Dead Load = 0.0 lbs W nd 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 Itis 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 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.... V-0"retained with seismic This Wali in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1967-2011, 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 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 - 0.712 Soil Pressure @ Heel = 0 psf OK Totalfb/FB+frce 75.9 Total Force @ Section lbs= 1,175.9 Allowable = 1.995 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 psi Shear.....Actual psi= 21.3 Fooling Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wail Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Cal" (Vertical Component Used) LAP SPLICE IF ABOVE in= 16.67 Lateral Sliding Force = 1,021.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,155.6 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 = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors _ _ Modular Ration' _ Building Code IBC 2009 ACI Short Tenn Factor = Dead Load 1.2D0 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 Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 2,132 0 psf Total Fooling 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 AIIOW 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 @ Bim= 3.00 in Toe: Not req'd,Mu<SFr Heel.Not req'd,Mu<S'Fr Key. No key defined Use menu item Settings>Printing&Title Block Title . V-0"Wall with seismic Page: to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... V-0"retained with seismic This Wall in File:g:\structural projects\prcjects\2012 projects\bt 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 = 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 VA = 220.0 3.75 825.0 Surcharge Over Toe = Total 1,021.1 O.T.M. 2,645.7 Stem Weight(s) = 550.0 0.33 183.3 Earth Q 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\projects\2012 projects\b1 RelainPro 10 (c)1987-7011, Build 10.13.1.13 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 = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 If 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 It 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 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40,0 psf Lateral Load = 0.0#/it Adjacent Footing Load = 0.0 Itis Used To Resist Sliding&Overtuming ...Height to Top = 0.00 ft Footing Width = 0.00 it Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 Ibs = 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 Design Summary Stem Construction a _Top Stem _ Stem OK Wall Stability Ratios Design Height Above Ftc it= 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 Soil Pressure @ Toe = 1,391 psf OK Design Data - - Soil Pressure @ Heel = 312 psf OK Total Ib1FB+fa/Fa 0.541 T Allowable = 1,500 Total Force ct Section lbs= 1,130.2 psf Moment....Actual ft-it= 2,382.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,670 psf Moment.....Allowable = 4,407.9 ACI Factored @ Heel = 374 psi 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 Its HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,490.4 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 Ration' _ 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 . 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\projectM2012 projects\bi RelainPro 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 Footing Design Results Toe Wath = 0.25 R Toe Heel Heel Width = 4.75 Factored Pressure = 1,670 374 psf Total Footing Width = 5.00 Mu':Upward = 51 0 ft_t 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 It 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 Speed 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 Itis 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 Ilos 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\bt RelainPro 10 (c)1987-3011, 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 = 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 ` Lateral Load Applied to Stem I Adjacent Footing Load eeeee 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 has been increased 1.00 Footing Type ppMENOMONEE by a factor Of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Vend 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 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 10.12.1.17 License:KW-06069397 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary Stem Construction ' _Top stem Stem OK Wall Stability Ratios Design Height Above Ftt ft= 0.00 Overturning = 2.68 OK Wall Material Above"HI" = Concrete Sliding = 1.11 Ratio<1.51 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 Soil Pressure @ Toe = 1,802 psi OK Design Data --- - 913 Soil Pressure @ Heel = 0 psf OK Totalfb/FB+fa/Fa o.2.1 Allowable 1,995 psi Total Force ct Section lbs= 4,612.1 Soil Pressure Less Than Allowable Momenl....Aclual fl-#= 4.026.6 ACI Factored @ Toe = 2,163 psi Moment.....Allowable = 4,407.9 ACI Factored @ Heel = 0 psi 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' m= 4.00 Sliding Calcis (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.38 Lateral Sliding Farce = 1,346.8 lbLAP SPLICE IF BELOW in= Itis HOOK EMBED INTO FTG in= 7.39 less 100%Passive Force= - 0.0 lbs less 100%Friction Force = - 1,490.4 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 = 529.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = 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 Footing Design Results Toe Width = 0.25 fl Toe Heel Heel Width = 4.75 Factored Pressure = 2,163 0 psf Total Footing Width = 5.00 Mu':Upward = 66 0 it-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 61 534 fl-# 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 it 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 pct Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes 8 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\bi RetainPro 10 (c)1997-2011, Build 10.12.1.13 License:KW-05059393 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-# Itis 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 = 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= _ Fooling 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: 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 Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 fl 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 It 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 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&Overtuming ...Height to Top = 0.00 it Footing Width = 0.00 It 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 Fig CL Dist = 0.00 it Axial Load Applied to Stem I has been increased 1.00 Footing Type - by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbsW = 0.0 ft ind 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 Ftt fl= 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 Total +(a/Fa 0.512 = T Allowable = 1,500 Total Force ct Section lbs= 1,514.5 psf Moment....Actual fl-#= 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 1,221.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,947.8 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 I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = 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 : 7'-0"Wall Page: to set these five lines of information Jab# Dsgnr. DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\bi Retain Pro 10 (c)1987.2011, Build 10.12.1.13 License:KW-06069393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions& Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 1,660 566 psf Total Footing Width = 6.00 Mu':Upward = 204 0 ftat 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 fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Fooling 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 = 1,120.0 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 = Total 1,221.8 O.T.M. 3,393.9 Stem Weight(s) = 750.0 0.83 625.0 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:Wructural projects\projects\2012 projects\bt RetainPro 10 (c)1987-2011, Build 10.14.1.13 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 = 7.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 it 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 it Soil Density,Heel = 110.00 pcf Sail Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in 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 it Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding 8 Overturning _ The above lateral load Wall to Fig CL Dist = 0.00 ft has been increased 1.00 Footing Type Axial Load Applied to Stem 9 YP by a factor 0f Base Above/Below Soil Axial Dead Load = 0.0 lbsWi = 0.0 ft nd 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 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 Fp/W Weight Multiplier = 0.400 g Added seismic base force 214.3 Ins 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\bi 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 ' 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<1.51 Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 Itis 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 Totalfb/FB+(a/Fa 9.644 1,995 Total Force @Section lbs= 2,116.6 Allowable = 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 @ Tae = 0.0 psi OK Shear.....Allowable psi= 75.0 Fooling Shear @ Heel = 49.5 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= 19.75 Lateral Sliding Force = 1.716.3 Itis LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.84 less 100%Friction Force = - 1,947.8 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 Ilis OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 626.6 lbs NG I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ration' _ Building Code IBC 2009ACI Short Term Factor = Dead Load 9 ACI 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 - rc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,133 93 psf Total Fooling Width = 6.00 Mu':Upward = 259 0 ft-# Footing Thickness = 12.00 in MY:Downward = 23 748 ft-# Mu: Design = 237 748 ft-# Key Wdth = 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 it Toe Reinforcing = #4 @ 18.00 in j fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Fooling Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Blm= 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 . 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 ReWnPro 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 It 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 VA = 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: 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\bt 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 = 8.00 it Allow Soil Bearing = 1,500.0 psi Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psftfl 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 it Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingljSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads li Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#Ift Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 it 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 Fig CL Dist = 0.00 it Axial Load Applied to Stem ` has been increased 1.00 Footing Type MENOMINEEby a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft tAhnd on Exposed Stem = 0.0 psi 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 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 Itis Rebar Spacing = 10.00 ...resultant ecc. = 5.74 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,430 psf OK - - Soil Pressure @ Heel = 576 psf OK Total F fa/Fa 0.564 = 1,500 Total Force ct Section lbs= 1,954.9 Allowable psf MomenL...Aclual 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 Fooling Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75. =0 psi Rebar Depth 'd' in 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.20 Lateral Sliding Force = 1,532.0 lbs LAP SPLICE IF BELOW in= EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs less 100%Friction Force = 2,369.21bs 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' _ 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,W1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi 60,000.0 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\bl 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 Footing Design Results Toe Width = 0.75 If 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 it Toe Reinforcing = #5 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Fooling 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 Itis It ft-# lbs it 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 Itis 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 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 1(l Ic)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 = 8.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 It 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 it 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 !, Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel - 40,0 Psi Lateral Load = 0.0#/ft Adjacent Fooling 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 It 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 ill by a tactor of 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 Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 Ibis 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 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# Dsgn[ DNS Date: 20 JUN 2012 !! for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\bt RetainPro 10 (c)1987.2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary Stem Construction 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<1.51 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 Soil Pressure @ Toe = 1,850 psf OK Design Data - Soil Pressure @ Heel = 156 psf OK Total fb/FB+(a/Fa 911 1,995 Total Force @Section lbs= 2,6889.5 Allowable = 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 Fooling Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' m= 6.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32 Lateral Sliding Force = 2,129.5 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 Itis HOOK EMBED INTO FTG in= 7.84 less 100%Friction Force = - 2,369.2 Ibs 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 = 825.0 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors _ Modular Ration' _ 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 Footing Design Results Toe Width = 0.75 It 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\bl 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-# Ibs It 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= _ = Fooling 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 induced for soil pressure calculation. DESIGNER NOTES: 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 10.13.1.13 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 Wall height above soil = 0.50 It 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 FootingjlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 40,0 psi Lateral Load = 0.0#/ft Adjacent Fooling Load = 0.0 Ibis 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 it Eccentricity = 0.00 in Used for Sliding&Overturning _ The above lateral load Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs 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 Design Summary 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 Ins Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,331 psf OK Design Data - - - 0.688 Soil Pressure @ Heel = 789 psf OK Po/FB+(a/Fa 51.3 1,500 Total Force @Section lbs= 2,451.3 Allowable = 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 psi 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 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,877.3 lbs HOOK EMBED INTO FTG in= 6.03 less 100%Passive Force = - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,968.6 Ibis 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 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, H1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 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 Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 1,598 947 psi Total Footing Width = 8.00 Mu':Upward = 1,222 0 ftat 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 it 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 pct Key Reinforcing = None Specd 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 It ft-# lbs It 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 8 Title Block Title 9'-0"Wall with seismic Page: to set these five lines of information Job# Dsgnr: DNS Dale: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RelainPro 10 (c)19874011, 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 it Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.5011 Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psfKt - 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 pct Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel - 40.0 psf Lateral Load = 0.0#Kl 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 It Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type 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 = D.D ft 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 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 ' 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\bt Retain Pro 10 (c)1967-2011, Build 10.112.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.39 OK Wall Material Above"Hf = Concrete Sliding = 1.12 Ratio< 1.51 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 Soil Pressure @ Toe = 1,760 psf OK Design Data - _ Soil Pressure @ Heel = 360 psf OK Totalfb/FB+fa/Fa 0.970 1 995 Total Force @Section lbs= 3,425.7 Allowable = psf Moment....Actual ftat= 12,581.6 Soil Pressure Less Than Allowable ACI Factored @ Tae = 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 Fooling Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Cates (Vertical Component Used) LAP SPLICE IF ABOVE in= 22.70LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,65 . bs HOOK EMBED INTO FTG in= 8.26 less 100%Friction Force = - 2,968.6 lbs lbs less 100%Passive Force = - 0 0.0 bs 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 = 1,012.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses Load Factors Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = 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 Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Fooling Width = 8.00 Mu' Upward = 1,582 0 ft_# Fooling 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 It 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 Speed Min.As% = 0.0018 Other Acceptable Sizes 8 Spacings Cover @ Tap 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 a Title Block Title V-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\projecls\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 Weigh] = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 Itis Vert.Component = Total= 8,481.7 Ibs 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\bi Retain Pro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06069393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria Soil Data Retained Height = 10.00 It Allow Soil Bearing = 1,500.0 psi Wall height above soil = 0.50 it Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psfHt Slope Behind Wall = 0.00: i = 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 FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel - 40.0 psi Lateral Load = 0.0#/it 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 psi ...Height to Bottom = 0.00 R Eccentricity = 0.00 in Used for Sliding&Overturning _ The above lateral load Wall to Fig CL Dist = 0.00 It Axial Load Applied to Stem has by been increased 1.00 Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 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 - -- - Soil Pressure @ Heel = 878 psf OK Totalfb/FB+fa/Fa 0.610 1,500 Total Force @Section lbs= 3,003.6 Allowable = psf Moment....Actual ft-#= 10,351.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,733 psf Moment.....Allowable = 16,968.2 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= 14.28LAP SPLICE IF BELOW in= 45 Lateral Sliding Force = 2,3 . bs less 100%Passive Force= - 45.11 lbs HOOK EMBED INTO FTG in= 6.21 less 100%Friction Force = - 3,555.6 Itis 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 = 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 Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 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:\stmclural projects\projects\2012 projects\b1 RelaInPro 10 (c)1987-2011, Build 10.13.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results Toe Width = 1.50 ft Toe Heel Heel Width = 7.25 Factored Pressure = 1,733 1,054 lost Total Fooling Width = 8.75 Mu':Upward = 1,905 0 ftat 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 It 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 @ Blm= 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= = Fooling 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 Soil Data Retained Height = 10.00 it Allow Soil Bearing = 1.995.0 psf Wall height above soil = 0.50 it 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 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 It Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 it Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Fig CL Dist = 0.00 ft has been increased 1.00 Footing Type Line Load Axial Load Applied to Stem ill 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 , Kae for seismic earth pressure = 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 , Fp/W Weight Multiplier = 0.400 g Added seismic base force 375.0 lbs Use menu item Settings>Printing 8 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\bi Retain Pro 10 fc)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 ' 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< 1.51 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 Soil Pressure @ Toe = 1,919 psi OK Design Data - -- - Soil Pressure @ Heel = 403 psi OK Totalflb/FF fa/Fa 0.990 1,995 Total Force@Section lbs= 4,145.2 Allowable = psi 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 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18 Lateral Sliding Force = 3,245.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force = - 45.1 lbs HOOK EMBED INTO FTG in= 8.57 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 = 1,266.9 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors _ _. Modular Ratio'n' _ Building Code IBC 2009,ACI Short Term Factor = Dead Load1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth,H Masonry Design Method = ASD 1.600 Concrete Data - -- Wind,W 1.600 rc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths Footing Design Results Toe Width = 1.50 If Toe Heel Heel Width = 7.25 Factored Pressure = 2,303 484 psf Total Footing Width = 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 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\bt Retain Pro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Cade: 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 It 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 = Seismic Earth Load = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3 Seismic Stem Self VN = 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