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Specifications Michael K. Brown, S.E. �� 5346 E. Branchwood Dr. Boise, ID 83716 P,�,AR 16 2.015 208-850-7542 Mikebrown.seagmail.com C11V 0 116 AR® BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 17, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-019 it ijC T up 44 P,Y 0,I IN �� ,QRE 1" A� Y�. 10, EXPIRAFO DATE: 1L— Prepared for: StoneBridge Homes, NW, LLC Plan #: 364A OTE: 1854 Date: 3-13-2015 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 i n 1 1 Michael K. Brown,S.E. 5346 E. Branchwood Dr. r Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 17, South View By: MKB Core Job Number: DM15-019 Date: March., 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, 10:12 Pitch roof Side to Side and 5:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 30.1 PSF Zone B: 0 Zone C: 20.9 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 = 30 feet Therefore, use a = 3 feet Side to Side Zone A: 25.7 PSF Zone B: 17.6 Zone C: 20.4 Zone D: 14 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 = 45 feet Therefore, use a = 4.5 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 22.7 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 = 9 feet Total Wind Force at Upper Level = 2729 #, or 91 PLF , Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 17, South View By: MKB Core Job Number: DM15-019 Date: March., 2015 Side to Side: Horizontal Dimension = 45 Feet Average force on projected wall = 21.5 PSF Average force on projected roof = 14.72 PSF Projected Average Roof height = 6 Feet Total Wind Force at Upper Level = 7837 #, or 174 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 22.7 PSF Projected Length = 30 Feet Total Wind force at Main Level = 6481 #, or 216 PLF Total Wind force Upper and Main = 9210 # Side to Side: Averag force on projected wall = 21.5 PSF Projected Length = 45 Feet Total Wind force at Main Level = 9174 #, or 204 PLF Total overall side to side wind force = 17011 Pounds Seismic Loading: Dl 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 = 45 Feet Tributary Floor Length = 30 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 17, South View By: MKB Core Job Number: DM15-019 Date: March., 2015 Wroof= 129.822 plf > 91 plf, therefore Seimsmic Gov. Wfloor = 110.418 plf < 216 plf, therefore Wind Gov. Total Seismic Load = 7207.2 Pounds < 9210 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 30 Feet Tributary Floor Length = 30 Feet . Equiv. Trib Int wall Length = 20 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 121.044 plf < 174 plf, therefore wind gov. Wfloor = 123.816 plf < 204 plf, therefore wind gov. Total Seismic Force = 9161.46 Pounds, < 17011 Pounds, therefore wind gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 130 * 15 ft = 1947 # Total Shear Wall Length = 18 Feet V=P/L = 108 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 0 Feet Mot = 10905 LB FT Factored Dead Load 76 PLF Mr = 12247 LB FT T = -75 LB No Uplift Line B: P = 130 * 15 ft = 1947 # Total Shear Wall Length = 17 Feet V=P/L = 115 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 0 Feet Mot = 10905 LB FT Factored Dead Load 76 PLF Mr = 10924 LB FT T = -1 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 17, South View By: MKB Core Job Number: DM15-019 Date: March., 2015 Line 1: P = 174 * 22.5 ft = 3919 # Total Shear Wall Length = 12 Feet V=P/L = 327 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 12 Feet Trib Floor Area = 0 Feet Mot = 18809 LB FT Factored Dead Load 238 PLF Mr = 17107 LB FT T = 142 LB No Uplift Line 2: P = 174 * 22.5 ft = 3919 # Total Shear Wall Length = 6 Feet V=P/L = 653 PLF Use C wall Wall Height = 8 Feet Trib Roof Area = 2 Shortest Wall Length 2 Feet Trib Floor Area = 0 Mot = 6270 LB FT Factored Dead Load 76 PLF Mr = 151 LB FT T = 3059 LB Use Type 6 HD Main Floor Wall Line: Front to Back: Line A: P = 216 * 15 ft + 1947 = 5187.78 # Total Shear Wall Length = 17 Feet V=P/L = 305 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 17 Feet Trib Floor Area = 9 Feet Mot = 28014 LB FT Factored Dead Load 148 PLF Mr = 21328 LB FT T = 393 LB No Uplift Line B: P = 216 * 15 ft + 1947 = 5187.78 # Total Shear Wall Length = 22 Feet V=P/L = 236 PLF Use A wall r u . Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 17, South View By: MKB Core Job Number: DM15-019 Date: March., 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 22 Feet Trib Floor Area = 5 Feet Mot = 28014 LB FT Factored Dead Load 119 PLF Mr = 28750 LB FT T = -33 LB No Uplift Side to Side: Line 1: P = 204 * 21 ft + 3919 = 8200 # Total Shear Wall Length = 9 Feet V=P/L = 911 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 2 Feet Mot = 14760 LB FT Factored Dead Load 259 PLF Mr = 1166 LB FT T = 4531 LB Use Type 3 HD Line 2: P = 204 * 21 ft + 3919 = 8200 # Total Shear Wall Length = 12 Feet V=P/L = 683 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 6 Feet Trib Floor Area = 2 Feet Mot = 22140 LB FT Factored Dead Load 97 PLF Mr = 1750 LB FT T = 3398 LB Use Type 6 HD Lower Floor Wall Line: Line A: P = 216 * 15 ft + 5188 = 8428 # Total Shear Wall Length = 33 Feet V=P/L = 255 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 33 Feet Trib Floor Area = 18 Feet Mot = 45512 LB FT Factored Dead Load 212 PLF Mr = 115652 LB FT T = -2125 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 17, South View By: MKB Core Job Number: DM15-019 Date: March., 2015 Line B: P = 216 * 15 ft + 2122 = 5363 # Total Shear Wall Length = 16 Feet V=P/L = 335 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 10 Feet Mot = 28959 LB FT Factored Dead Load 155 PLF Mr = 19814 LB FT T = 572 LB No Uplift Side to Side (Cantilever): Cantilver length from Line 1.5 = 16 ft. Building Width = 29 ft. 2/3 building width = 19 Ft. > cantilever, therefore okay to cantilever. Line 1.2: P = 216 * 9ft + 0 = 1944 # Total Shear Wall Length = 29 Feet V=P/L = 67 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 29 Feet Trib Floor Area = 2 Feet Mot = 10499 LB FT Factored Dead Load 79 PLF Mr = 33304 LB FT T = -786 LB No Uplift Line 1.5: P = 216 * 23 ft + 8200 = 13169 # Total Shear Wall Length = 9 Feet V=P/L = 1463 PLF Use H wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 9 Feet Trib Floor Area = 2 Feet Mot = 71110 LB FT Factored Dead Load 79 PLF Mr = 3208 LB FT T = 7545 LB Use Type 4 HD Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 17, South View By: MKB Core Job Number: DM15-019 Date: March., 2015 Check line A and B for rotation: 3 1.2 M (rotation) = 552314.1 #-Ft. Resistance Load at each line = 19045.32 # Line B shear: 1190 plf �— Use type G 1.5 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 10 Feet Mot = 102845 LB FT Factored Dead Load 155 PLF Mr = 19814 LB FT T = 5189 LB Use Type 3 HD Line A shear: 577 PLF Use Type C Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 33 Feet Trib Floor Area = 18 Feet Mot = 102845 LB FT Factored Dead Load 212 PLF Mr = 115652 LB FT T = -388 LB No Uplift, but use type 2 hD 0 0 8 e B A e 1.2 e e s T T 5 2 H2 5 e 6 ADD 3-12 X 11-0 LVL(SINGLE MEMBER) IN I INE WITH SHEAR WAI I AND FASTEN FLR SHTG TO BEAM WITH 100 AT 4.0 .C. 8 <& 4 4xSILL Ak 2 CM 80'^N.LONG W/ 4 BLOCK.FLOOR SHEATHING AT ALL )IOD TO BE 1 AND(86)10 PANEL EDGES AND NAIL TO WALL DDL PLATE I I SHEATHING TO FLOOR FRAMING DBL L.V.L(3-1/2'MIN.TOTAL THICKNESS)TO WITH!OD NAILS AT 4"O.C.ALL MATCH JOIST DEPTH AT END OF SHEAR WALL EDGES AND AT 10.O.C.FIELD. ABOVE TO RECEIVE HOLD-DOWN STRAP o � T62 SIOY L W/ e VSEE ADD TYPE 2 H cl e61/S1 FOR HD STRAP DETAIL LOWER FLOOR PLAN MAIN FLOOR PLAN UPPER FLOOR PLAN SCALE:1/8'=P SCALE:1/8'=1' SCALE:1/8'=1' N■■ui um polo gig.!l■■ ■ r i nr■■■ ■ IrE IIIN/IIIN�Ir�' �I iiliiinllill/liii lily I ili%I NJ 1uNtIUNrI1u�' I �ilrlpN I11r1 III 11N Tull rlMEMO irinranutr' ��m/Irnl�luNrnutunllmll rr�InurnlNnulM�lr�1�11/In•. ntnlNrlr' nm/nn�/uul/lurl/nul/u rlI/um/umnl n 1�*•• hrlt0lr" mu, rl/lrlllNrlll/trpllltlu/l/{ lu/ s 11111 11r1�111�141!• 1►' UONr'' nnnuai +11■III l IIIrI/11111/1111{1 /II is 1111111111 I/II r t Irll'' ni■uoumrr fall rI1111rlrlrlr1111 11/ N/Iu11/Qlrl/�'' r' uiiuiiiiuii��i iiiinin 'r1111I�1U/IMIIIIIMII Irl 1lrlrlllll '"" lir��w■m.umnuun�p 1111 Ir11P•' nr i iuni i■ Ium iii Will tool iun olio uui nru ung gnu mu lofilligili[oligii If1iiiinm um It'" �T IQL�, nultriunr 4nn`fnurlrnm grnnlrnrutnn C. ' •t.111rNrnu{uurtrnul/nlrlttu lti� •"nl/nutnnrl/nnl/uwmn{rrlll' e vnrilmrnnl/IUOrm11r1u■Irtullrtlpl■grr�rgrl{r� "' 11111/111r11Illlrlllll/IIIItHI I�i��iilnn{nunrinn/nulrnntrnn{nml/nm/nuirn,Nl ,��,i�n�ilunrluntln�r�l=1 i, rlunr111ruluNr��,u,nr11u1r1uNrlunrlrrNtloNrlunrlu! 1 I/I�i il�rr�liil�lllr�ll nnl/uuituutrltirllruultnnunnl�mnrnumnnrnnu nnllrnnlrmnrnnmunuunrnmrnnlrnulranlrnu 11 111111111! /uunl/nmrnnl/nnl/Innnunrna{rani/uuuanim � �� :, mrinnmmtnl�lnuilmumn/iwnlnu�l/iunrinN�i �rliiilllll�iirlli�llinlinilliirEiiln�irrKoiaa Ntloll z■ SHEARWALL SCHEDULE (a-m) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD 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 ;6" OSB (1) SIDE 8d 6" 12" z" Dia, 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 D6" 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 ,6" 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 16" 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 G6" 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 H6" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12112 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"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 _ 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB20L 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 P 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 SO. NUT AND HEAVY SO. NUT AND 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 5660 5660 N/A N/A Notes- 1 . otes: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\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 Criteria 0 Soil Data ' Allow SoilBg , Bearing = 1500.0 psf Retained Height = 5.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00: 1 Heel Active Pressure - 35.0 psf/ft = = 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 e 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 Applied t0 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 L Stem Construction 1 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 Soil Pressure Less Than Allowable Moment.....Allowctual ft#= 1,421.2 Moment.... 11ow ACI Factored @ Toe = 1,638 psf able = 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 FootingShear Heel = 28.4 psi OK Wall Weight = 100.0 @ Allowable 75.0 psi= Rebar Depth 'd' in= 4.00 P Sliding Calcs LAP SPLICE IF ABOVE in= 12.00(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. lbs La splice above base reduced b stress ratio less 100%Friction Force = - 1,155.66 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 = Load Factors Modular Ratio'n' Building Code IBC 2009,AC1 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&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,AC1 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 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 Summary of Overturning & Resisting Forces& Moments ..OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It 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 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: 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 [-Criteria ' Soil Data 1 Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 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 t Soil Density,Toe = 110.00 pcf FootingIiSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 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 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pP ® by a factor of = Base Above/Below Soil Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of 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 157.6 lbs mo�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 e Fp/W 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,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Design SummaryStem 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+fa/Fa 75.9 1 995 psf Total Force @Section lbs= 1,175.9 Allowable = 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 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 ModularRatio'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 1 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 Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: QNS 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 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 Wt = 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 @ 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 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 Criteria Soil Data . , 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 ;r' �b--• .__ Soil Density,Toe = 110.00 pcf g's, FootingiiSoil 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 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Pp ® by a factor of = Base Above/Below Soil -_ Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft Axial Dead Load 0.0 lbs Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design SummaryStem Construction 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 Total Force @ Section lbs= 1,130.2 Allowable = 1,500 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 LAP SPLICE IF BELOW in= Lateral Sliding Force = 946.6 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 = - 1,490.4 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 = ModularRatio'n' _ Load Factors Short Term Factor = Building Code IBC 2009,ACI _ Dead Equiv.Solid Thick. Dead Load 1 200 - Load 1.600 Masonry Block Type = Medium Weight Live 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 : 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 Retain Pro 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 Footing Dimensions & Strengths�l Footing Design Results 1 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 Summary 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 Stern= 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,AC1 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 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 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 Ins = Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 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 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 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 = 2.68 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 Soil Pressure @ Toe = 1,802 psf OK Design Data - 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= 21.38LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,346.8 lbs HOOK EMBED INTO FTG in= 7.39 less 100% less 100Passive Force = - 0.0 lbs Lap splice above base reduced by stress ratio 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 Short Term Factor Building Code IBC 2009,ACI - Dead Load 1.200 Equiv.Solid Thick. Live Load 1.600 Masonry Block Type = Medium Weight Masonry Design Method = ASD Earth, H 1.600 Wind, Concrete Data nd,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & StrengthsFooting 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,AC1 318-08,ACI 530-08 License To:CORE ENGINEERING summary of Overturning & Resistinq Forces& Moments--- .....OVERTURNING oments.....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 = 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: 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,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Criiiiteria �� [Soil Data 1 Retained Height = 7.00 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 _ 'V: 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 ! s FootingIlSoil Friction = 0.350 Soil height to ignore } „ for passive pressure = 12.00 in t..; F t Surcharge Loads 1 Lateral Load Applied to Stem Adjacent Footing Load 0 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 pp S 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 9 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 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 Total = Allowable = 1,500 Total Force @Section lbs= 1,514.5 psf 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 1,221.8 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 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 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 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,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths Footing Design Results 0 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 ft-# Footing Thickness = 12.00 in MY: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 Footing Concrete Density = 150.00 pcf Key Reinforcing = None SpecA 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 p .....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:\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,AC1 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria �� [Soil Data 9 , psf Allow Soil Bearing = 1995.0 ^~ Retained Height = 7.00 ft 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 ignorez for passive pressure = 12.00 in ,_;: # Surcharge Loads L Lateral Load Applied to Stem I Adjacent Footing Load 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 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of 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 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/Wp Weight Multiplier = 0.400 g Added seismic base force 214.3 lbs 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,AC1 318-08,ACI 530-08 License To:CORE ENGINEERING Design SummaryStem 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< 1.5! 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 44 Soil Pressure @ Heel = 78 psf OK Totalfb/FB+fa/Fa 0.8.6 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 @ 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= 19.75 Lateral Sliding Force = 1,716.3 lbs LAP SPLICE IF BELOW in= EMBED INTO FTG in= 6.84 less 100/ less 100Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio %0 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 = 626.6 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 Footing Design Results 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 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,AC1 318-08,AC1 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 = 1,120.0 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 Wt = 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\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 K Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf e Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method ; _, � �: Heel Active Pressure - 35.0 psf/ft "- Slope Behind Wall = 0.00: 1 = =j 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 ' Footingl]Soil Friction = 0.350 ' Soil height to ignore for passive pressure = 12.00 in a Aral 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 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 has been increased 1.00 FootingType Axial Load Applied to Stem 11 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 Design Summary ' Stem Construction e 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 Total fb/FB+fa/Fa 0.569 Allowable = 1,500 Total Force @Section lbs= 1,954.9 psf 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.20 Lateral Sliding Force = 1,532.0 lbs LAP SPLICE IF BELOW in=HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs less 100%Friction Force = - 2,369.2 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 0.0 lbs OK I'm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors _ Building Code IBC 2009,AC1 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 : 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,AC1 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths , Footing Design Results 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 A .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 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,AC1 530-08 License To:CORE ENGINEERING Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 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 0, Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf _\ _ FootingIlSoil Friction = 0.350 "> s ' } ..: Soil height to ignore ��•>,r ;� ;'•tc ;; 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 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp ® by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of 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 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 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,AC1 530-08 License To:CORE ENGINEERING Design SummaryStem 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< 1.5! 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 Soil Pressure @ Toe = 1,850 psf OK Design Data - 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 Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,129.5 lbs HOOK EMBED INTO FTG in= 7.84 less 100% less 100%Friction Force = 2,369.2 lbs Passive Force= - 0.0 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 = 825.0 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' 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 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 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,AC1 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: 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 �1 Soil Data g , psf Allow Soil Bearing = 1500.0 s Retained Height = 9.00 ft F 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 FootingIiSoil Friction = 0.350 's'' " E; 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 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 has been increased 1.00 Footing Type pp by a factor of Axial Dead Load = 0.0 lbs Base Above/Below Soil = 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 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 = 0.688 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= 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 Itis Hook embedment reduced by stress ratio Added Force Req'd = 0.0 Itis 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 Short Term Factor = Building Code IBC 2009,ACI _ Equiv.Solid Thick. Dead Load 1.200 - Dead 1.600 Masonry Block Type = Medium Weight Live D Masonry Design Method = AS 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 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,AC1 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions & StrengthsFooting Design Results Toe Width = 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 1 .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,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Criteria Soil Data Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method g 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 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 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 0 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\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Design SummaryStem Construction Top Stem 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 Soil Pressure @ Toe = 1,760 psf OK Design Data - 0.970 Soil Pressure @ Heel = 360 psf OK Totalfb/FB+fa/Fa 25.7 1 995 Total Force @Section lbs= 3,425.7 Allowable = psf Moment....Actual ft#= 12581.6 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= 22.70LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,654.3 lbs HOOK EMBED INTO FTG in= 8.26 less 100% less 100Friction Force = 2,968.66 lbs Passive Force= - 0. 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 = 1,012.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors ModularRatio'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 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<SFr Key: No key defined 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,AC1 318-08,AC1 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 = 1,750.0 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: III 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,AC1 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria Soil Data Retained Height = 10.00 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 E: w'' FootingIiSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 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 Applied 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 = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs = Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Design Summary Stem Construction I Top Stem mmmmmmmmm 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 Total fb/FB+fa/Fa 0.610 Allowable = 1,500 Total Force @Section lbs= 3,003.6 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= 14.28 Lateral Sliding Force = 2,324.3 lbs LAP SPLICE IF BELOW in=HOOK EMBED INTO FTG in= 6.21 less 100% less 100Friction Force = 3,555.6 lbs Passive Force= - 45.1 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 = ModularRatio'n' 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 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 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,AC1 318-08,AC1 530-08 License To:CORE ENGINEERING Footing Dimensions & Strengths 1 Footing Design Results 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,AC1 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria Soil Data Retained Height = 10.00 It Allow Soil Bearing = 1,995.0 psf ,! Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft n ` g 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 1 FootingiiSoil Friction = 0.350 - € t Soil height to ignore _ F 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 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 Line Load pP S 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/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 Desi n Summa Stem Construction Top Stem g rY ' , 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 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= EMBED INTO FTG in= 8.57 less 100% less 100Friction Force = 3,555.6 lbs Passive Force= - 45.1 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 = Modular Ratio'n' 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 D Masonry Design Method = AS Earth,H 1.600 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 = 1.50 ft 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\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 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 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 maybe 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: j