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Specifications 5T-a0IL acA l S3 w SA) vt• r?EcevEn MICHAEL K. BROWN, S.E. 5346 E. Branchwood Dr., Boise, ID 83716 JUL 2 3 2013 208-850-7542, mikebrown.se@gmail.com CITYOFTIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 82, ARLINGTON HEIGHTS TIGARD, OR ENGR. JOB # DM13-072 tuR slcvac et tke 7 40 , EXPIRATION DATE; Prepared for: StoneBridge Homes, NW, LLC Plan #: 275 OTE: 1453 Date: 07-11-2013 The following calculations are for 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.shall have no liability(expressed,or implied),with respect to the means and methods of construction workmanship or materials. Michael K.Brown,S.E.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. Michael K. Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113, Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 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 used. Wind: 100 MPH 3 second gust, Exposure B, 6:12 Pitch front to back. 12:12 side to side. Per ASCE 7 Figure 6-2: Front to Back: Zone A: 19.9 PSF Zone B: 3.2 Zone C: 14.4 Zone D: 3.3 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 = 44 feet Therefore, use a = 4.4 feet Side to Side Zone A: 17.8 PSF Zone B: 12.2 Zone C: 14.2 Zone D: 9.8 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: 15.5 PSF Average force on projected roof = (total force at zone B + total force at zone D)overall length: = 3.28 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 7.5 feet Total Wind Force at Upper Level = 3810 #, or 87 PLF • ' Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113,Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Side to Side: Horizontal Dimension = 45 Feet Average force on projected wall = 14.9 PSF Average force on projected roof = 10.28 PSF Projected Average Roof height = 6 Feet Total Wind Force at Upper Level = 5461 #, or 121 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 15.5 PSF Projected Length = 44 Feet Total Wind force at Main Level = 6479 #, or 147 PLF Total Wind force Upper and Main = 10289 # Side to Side: Averag force on projected wall = 14.9 PSF Projected Length = 47 Feet Total Wind force at Main Level = 6662 #, or 142 PLF Total overall side to side wind force = 12123 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 SDS= .83, R = 6.5, W = weight of structure V = [1.2 Sps/(R x 1.4)] W V = .110W 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 = 47 Feet Tributary Floor Length = 45 Feet Equiv. Trib Int wall Length = 60 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 113,Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Wroof= 96.03 plf > 87 plf, therefore seismic Gov. Wfloor = 98.67 plf < 147 plf,therefore Wind Gov. Total Seismic Load = 8566.8 Pounds < 10289 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 44 Feet Tributary Floor Length = 44 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height= 4.5 Feet Wroof= 135.96 plf > 121 plf, therefore seismic gov. Wfloor = 133.32 plf < 142 plf,therefore wind gov. Total Seismic Force = 12389.52 Pounds, > 12123 Pounds, therefore seismic gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 96 * 22 ft = 2113 # Total Shear Wall Length = 21 Feet V=P/L = 101 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 21 Feet Trib Floor Area = 0 Feet Mot = 16901 LB FT Factored Dead Load : 112 PLF Mr = 24608 LB FT T = -367 LB No Uplift Line B: P = 96 * 22 ft = 2113 # Total Shear Wall Length = 21 Feet V=P/L = 101 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 6 Feet Shortest Wall Length 21 Feet Trib Floor Area = 0 Feet Mot = 16901 LB FT Factored Dead Load 112 PLF Mr = 24608 LB FT T = -367 LB No Uplift + 1 Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113, Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Line 1: P = 136 * 23.5 ft = 3195 # Total Shear Wall Length = 17 Feet V=P/L = 188 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 17 Feet Trib Floor Area = 0 Feet Mot = 25560 LB FT Factored Dead Load 238 PLF Mr = 34333 LB FT T = -516 LB No Uplift Line 3: P = 136 * 23.5 ft = 3195 # Total Shear Wall Length = 20 Feet V=P/L = 160 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 4 Shortest Wall Length 12 Feet Trib Floor Area = 0 Mot = 3195 LB FT Factored Dead Load ; 94 PLF Mr = 6739 LB FT T= -295 LB No Uplift 2nd Floor / Low Roof Wall Line: Front to Back: Line A: P = 147 * 22 ft + 2113 = 5352.16 # Total Shear Wall Length = 26 Feet V=P/L = 206 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 26 Feet Trib Floor Area = 2 Feet Mot = 48169 LB FT Factored Dead Load 133 PLF Mr = 45022 LB FT T = 121 LB No Uplift Line B: P = 147 * 25 ft + 2113 = 5793.91 # Total Shear Wall Length = 29 Feet V=P/L = 200 PLF Use A wall • Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113, Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 29 Feet Trib Floor Area = 2 Feet Mot = 52145 LB FT Factored Dead Load 133 PLF Mr = 56011 LB FT T= -133 LB No Uplift Side to Side: Line 1: P = 133 * 14 ft + 3195 = 5062 # Total Shear Wall Length = 10 Feet V=P/L = 506 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 22 Feet Shortest Wall Length 2.5 Feet Trib Floor Area = 7 Feet Mot = 11388 LB FT Factored Dead Load 313 PLF Mr = 979 LB FT T= 4164 LB Use Type 3 HD Line 2: P = 133 * 23.5 ft + 0 = 3133 # Total Shear Wall Length = 18 Feet V=P/L = 174 PLF Use A wall Wall Height = 7 Feet Trib Roof Area = 0 Feet Shortest Wall Length 5 Feet Trib Floor Area = 14 Feet Mot = 6092 LB FT Factored Dead Load 151 PLF Mr = 1890 LB FT T= 840 LB Use Type 1 HD Line 3: P = 133 * 11 ft + 3195 = 4662 # Total Shear Wall Length = 13 Feet V=P/L = 359 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 4 Feet Shortest Wall Length 4 Feet Trib Floor Area = 7 Feet Mot = 12909 LB FT Factored Dead Load 151 PLF Mr = 1210 LB FT T = 2925 LB Use HD Type 2 Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113,Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Basement/Low Level: Front to Back: Line A: P = 147 * 22 ft + 0 = 3239.5 # Total Shear Wall Length = 14 Feet V=P/L = 231 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 14 Feet Trib Floor Area = 4 Feet Mot = 29156 LB FT Factored Dead Load 148 PLF Mr = 14465 LB FT T = 1049 LB Use Type 1 HD Line B: P = 147 * 22 ft + 1998 = 5237.4 # Total Shear Wall Length = 19 Feet V=P/L = 276 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 19 Feet Trib Floor Area = 4 Feet Mot = 47137 LB FT Factored Dead Load 148 PLF Mr= 26642 LB FT T = 1079 LB Use Type 1 HD Side to Side: Line 1: P = 133 * 13 ft + 5062 = 6795 # Total Shear Wall Length = 21 Feet V=P/L = 324 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 16 Feet Mot = 8736 LB FT Factored Dead Load 360 PLF Mr = 1620 LB FT T = 2372 LB Use type 3 HD Michael K.Brown,S.E. 1 , 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113,Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Line 2: P = 133 * 13 ft + 2089 = 3822 # Total Shear Wall Length = 33 Feet V=P/L = 116 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 33 Feet Trib Floor Area = 13 Feet Mot = 34397 LB FT Factored Dead Load 158 PLF Mr = 86249 LB FT T= -1571 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 113, Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Lateral at Deck: Roof Level: No walls and 6:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 3300 pounds Lateral Load, P = 363 Pounds Use Knee Braces: Each knee brace in tension only and at 45 degrees. Force in each brace = 427 Pounds Main Level: Size of Balcony is same as roof above. Weight is approximately same, if not lighter. Assume same...conservative. Load at Balcony will be same as roof= 427 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 2.639885 Use 6 #10 screws See attached for 6x6 post check Lower Level: Load at this level = 1280 pounds, but has (2) braces in tension Force to be resisted at each knee brace = 640 pounds Screws rec pounds 3.959827 Use 6 #10 screws Michael K.Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113, Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 10' V 22' V=0.11[9psf(1072)(22')]+1280; 1381.6 Pounds 1382# 12'-0" 11'-0" Typical Bay Force at Each Brace = 690.8 pounds horizontal (tension Only): 2 bays Axial force in brace = 1022.3 Pounds 2x6 bracing with (8) # 10 screws X' bracing to be taken to bottom of wood posts, therefore no additional lateral loads on post(axial only). I I Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113,Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 Lateral at Deck: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 113,Arlington Heights By: MKB Core Job Number: DM13-072 Date: July, 2013 12' V 18'-0" V=0.11[9psf(12'/2)(18')] = 106.9 Pounds .11111144 107# INV 18' 9' 9' Lateral Force to be resisted by(1)tension brace. Axial force in brace = 160.1 Pounds 2x4 bracing with 1/4" diameter bolt, OK X' bracing to be taken to bottom of wood posts,therefore no additional lateral loads on post(axial only). .T611. el Isl., . ...,4 -1 L j- 1 11111*1I III L�-. c=. _ IL 1rt all "Ii` - I :xI:1ir II I I II 1 i n e c. IL n . 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A.B. @ 42" o/c 16d @ 6" o/c A35 @ 18"o/c 237 B 16" OSB (1) SIDE (f) 8d 4" 12" z"Dia. A.B. @ 24" o/c (m) 16d @ 4" o/c A35 @ 14" o/c 367 - '" 16d @ 3" o/c A35 @ 11" o/c 470 Dia. A.B. @ 18" o/c (m) C6' OSB (1) SIDE (e,f) 8d 3" 12" z D A" OSB (1) SIDE (e,f) 8d 2" 12" 2" Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8"o/c 623 E 16' 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 474 F 6' OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 3"Dia. A.B. @ 12" o/c (m) 16d @ 2" o/c A35 @ 7"o/c 735 3"" 10"Dia. A.B. @ o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5"o/c 939 G 16° OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" g H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 2" o/c(2)rows staggered HGA1OKT @ 7" o/c 1246 Notes: a) C-D, D-C Sheathing, plywood panel siding and other grades covered in UBC Standard 23-2. All wall construction to conform to OSSC Table 2306.4.1. 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 a" plate washers req'd at all shear wall A.B. 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 350 plf (ASD). 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 307.5 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB2OL PHDS-SDS3 MIN 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/ EDI EMBED INNTOTO CON C. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT ANDHEAVY SQ. 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 . 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. 18" WIDE X 12" THICK CONT. FTG. W(4) #5 CONT. AT TOP' AND AT BOTTOM. RIM JOISTS SHALL BE A 2X MEMBER FACE NAILED TO EACH ADJACENT STUD W/ (3) 4x4 POSTS O REAR WALL SHALL 16d NAILS, OR BE RESTRAINED O BOTH TOP AND BOLTED TO THE CONCRETE FOUNDATION WALLS BOTTOM W/STAGGERED 1/2" EXPANSION/EPDXY 4x8 O REAR WALL SHALL BE PRESSURE TREATED IF LOCATED H " O.C.,TER OR OF THE SUPPORTING PANCLACED S:RG PERIME NEXT TO THE CONCRETE WALLS DIRECTOL32Y AGAINST THE OUTSIDE FOUNDATION SHEATHIORSNG AND W/ THE SHEATHING NAILS TO THE RIM JOISTS 6/12 r- I,I I I _ 1.1 1 1 I 1 J L J 1 ;1 SLAB SHALL HAVE A MIN. THICKNESS OF 3 1/2" 0 ANY POINT 1 I 1 L__ 1 I - --1 --- us- PLYWOOD SHALL BE PLACED W/ITS 1 LONG DIMENSION PERPENDICULAR TO THE L, JOISTS i.. r _ -- _ _ _ 1 THERE SHALL BE 2 LAYERS OF 6 MIL. CLEAR -I"I L--—— VISQUEEN OVER THE PRESSURE TREATED PLYWOOD. JOINTS SHALL BE LAPPED 0 2' %0 1 '— (2) 2x12 #2 DF JOISTS ® 12' E-C. ) ` ALL END JOINTS IN THE PLYWOOD ..._.. 1_.. SHALL BE OVER FRAMING MEMBERS 1 i —_ I I '1 1 is L.. 1 .__1 i it I 1 1 L 1 r 1 I1 11 THERE SHALL BE CAULKING, WEATHER-SEAL, OR OTHER I 1 T"" f APPROVED METHOD O THE FRONT OF THE SLAB O THE 1 1- 1 —6i -— T ® �, 1 GARAGE DOOR TO LIMIT THE AMOUNT OF WATER RUNNING L-——— J — ---——- ——— -— —— —— UNDER THE SLAB AND THE FOUNDATION AND ONTO OR - mm— —- — AGAINST THE WOOD FOUNDATION. 1, IF ALL WOOD IN THIS AREA IN NOT PRESSURE TREATED, A I [1 METHOD SHALL BE EMPLOYED (SUCH AS SPACING) TO ALLOW ANY MINOR AMOUNTS OF WATER PENETRATING TO THE INSIDE FRONT OF THE GARAGE FOUNDATION WALL, I. �_. FROM GROUND SEEPAGE, FROM INSTANCE, FROM CONTACTING THE WOOD FOUNDATION DRIVEWAY SHALL SLOPE IN SUCH A MANNER THAT \..._____-.---- NO WATER IS CHANNELED INTO THE JOINT BETWEEN THE GARAGE FLOOR AND THE DRIVEWAY 4"..,. .„ Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Garage Floor Framing By: MKB Job Number: Date: July, 2013 Garage Floor Dead Loads: 4-1/2" Concrete = 145 *(4.5/12) = 54.375 PSF 3/4" Ply Sheathing = 2.5 (2) 2x12 at 12" o.c. = 9 Misc. = 1.5 Total = 67.375 , Use 70 PSF Live Load = 50 PSF Concentrated Load = 2,000 Pounds over 20" square and 5'apart 3 Load Cases: 1. All Uniform Load: D+L=70+50 A A 2. Concentrated Load 5'Apart: 2k 2k 5' D=70 ST TF A 3. Concentrated Load at Center: 2k D=70 A Use (2) 2x12 DF#2. at 12" o.c. See Enercalc Outputs �$ File:Michael K Brown,S.ESDMHt24f2Projecis\DM12.0141456-243B Caicslgeneric gates floor ec6 Wood ENERCALC,INC.1983-2011,Build:6.11.5.23,:Ver:6,11.4.1 Lit.#:KW-06005725 Licensee CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L(2) L(2) + i D(0.07) i i } `iia \qa * \ Z ,(� r l 2-2x12 Z l_._\ Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070 ksf, Tributary Width=1.0 ft Point Load: L=2.0k@ 1.750 ft Point Load: L=2.0 k @ 6.750 ft bESIGN SUMMARY Design OK �Maximum Bending Stress Ratio = 0.673 1 Maximum Shear Stress Ratio = 0.578 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 696.24 psi fv:Actual = 104.03 psi FB:Allowable = 1,035.O0psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.200ft Location of maximum on span = 7.080ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection I Max Downward L+Lr+S Deflection 0.070 in Ratio= 1376 i Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 1 Max Downward Total Deflection 0.081 in Ratio= 1183 ; Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=8.0 ft 1 0.103 0.053 1.000 1.000 1.150 1.000 1.000 0.56 106.19 1,035.00 0.22 9.58 180.00 +D+L+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.673 0.578 1.000 1.000 1.150 1.000 1.000 3.67 696.24 1,035.00 2.34 104.03 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750Lr+0.750L+0.750W+11 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750L+0.7505+0.750W+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 " W©ad B@arra File:C:\Michael KBmvm,SE\DMH12012Projects1DM12.0141456-24381CahsVenericgarageioor.+ec6 ENERCALC,INC.#983.2011,Build:8.11.5.23,Vee8,11.41 Lie..#: KW-06006725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.526 0.447 1.000 1.000 1.150 1.000 1.000 2.87 544.76 1,035.00 1.81 80.42 180.00 Overall Maximum DefleCtions-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0811 3.960 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.155 2.405 D Only 0.280 0.280 L Only 1.875 2.125 D+L 2.155 2.405 , , 8 File:C:SMichaei K Bnnkn S,EfDMHS2012 Projects1DM12-0141456.2438BCalcstgenetic game ileums& Wood ENERCALC,INC.1983-2011,Buiild:611.5.2a,Ver,6.114.1 Lic.#: KW-06006726 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L(2) D(0 07) i i i + \I ,te 4 �d.- A .•. ,, . _ t �V 2-2x12 x" Span=8.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070 ksf, Tributary Width=1.0 ft Point Load: L=2.Ok@4.0ft DESIGN SUMMARY... .... . .. Design OK Maximum Bending Stress Ratio = 0.835 1 Maximum Shear Stress Ratio = 0.300 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 864.71 psi fv:Actual = 54.03 psi FB:Allowable = 1,035.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.065 in Ratio= 1472 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.077 in Ratio= 1252 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=8.0 ft 1 0.103 0.053 1.000 1.000 1.150 1.000 1.000 0.56 106.19 1,035.00 0.22 9.58 180.00 +D+L+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.835 0.300 1.000 1.000 1.150 1.000 1.000 4.56 864.71 1,035.00 1.22 54.03 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 File:C:1Michael K Brown,&EkDMHt2O12Projecls1DM12.0141456-243BBG�csteneric gee f r. Wood-Beam ENERCALC,INC.1983-2011,Buikl:6.11.523,Ver,6.11.41 LIc.#: KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=8.0 ft 1 0.652 0.238 1.000 1.000 1.150 1.000 1.000 3.56 675.08 1,035.00 0.97 42.92 180.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span Di-L 1 0.0766 4.040 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.280 1.280 D Only 0.280 0.280 L Only 1.000 1.000 D+L 1.280 1.280 VU0od Beam ENERCAL0,INC.1983-2011,BuiId:6.11,6.16,Vec6,11,6-16 Lfc.#:KW-06005725 Licensee':CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination:2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0 ksi Fc-Prll 1,350.0 psi Eminbend-xx 580.0 ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.07)L(0.05) i i i , \ i k-\ 4 x \ !,,,;;-„N-4--,,-- *vi� - ?\ � 2-2x12 ) Span=8.50 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070, L=0.050 ksf, Tributary Width=1.0 ft DESIGN ELIMMARY DesignO :Maximum Bending Stress Ratio = 0.199 1 Maximum Shear Stress Ratio = 0.098 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 205.51 psi fv:Actual = 17.68 psi FB:Allowable = 1,035.00 psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 4.250ft Location of maximum on span = 7.565 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.010 in Ratio= 9813 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.025 in Ratio= 4089 Max Upward Total Deflection 0.000 in Ratio= 0<240 1 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=8.50 ft 1 0.116 0.057 1.000 1.000 1.150 1.000 1.000 0.63 119.88 1,035.00 0.23 10.31 180.00 +D+L+H 1.000 1.150 1.000 1.000 Length=8.50 ft 1 0.199 0.098 1.000 1.000 1.150 1.000 1.000 1.08 205.51 1,035.00 0.40 17.68 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length=8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750L+0.7505+H 1.000 1.150 1.000 1.000 Length=8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750L+0.7505+0.750W+H 1.000 1.150 1.000 1.000 Length=8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 Length=8.50 ft 1 0.178 0.088 1.000 1.000 1.150 1.000 1.000 0.97 184.10 1,035.00 0.36 15.84 180.00 Wood Beaf11;, ENERCALe,INC.1983.2011,Bu kL6.11.6.16,Ver6.11.6.16 Lie.#:KW-06005725 Licensee,:CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load Overall Maximum Deflections-Unfactored Loads''. Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0249 4.293 0.0000 0.000 vertical Reactions-Unfactored; Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.510 0.510 D Only 0.298 0.298 L Only 0.213 0.213 D+L 0.510 0.510 Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria 1 Soil Data Retained Height = 5.00 ft - psf `" ��m ��•'- Allow Soil Bearing - 1,500.0 ��R ��� Wallheight above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootinglISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 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 Stem Construction 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 Soil Pressure @ Toe = 1,365 psf OK Design Data Soil Pressure @ Heel = 189 psf OK Total +fa/Fa = 0.407 Total Force©Section lbs= 801.81.8 Allowable = 1,500 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear Actual psi= 16.7 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force = 706.4 lbs HOOK EMBED INTO FTG in= 6.00 less 1000%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.200 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,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths 1 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 ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning& Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 1,970.8 Surcharge Over Toe = 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 overtuming resistance,but is included for soil pressure calculation. DESIGNER NOTES: Y 1 . 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 r Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft • Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf • FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in J Surcharge Loads 0 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load Fp I WP Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg 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 Soil Pressure @ Heel = 0 psf OK /FB+fa/Fa = 0.712 1,995 Total Force @ Section lbs= 1,175.9 I Allowable = psf Moment....Actual ft-#= 2,488.6 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,132 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 21.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 16.67 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,021.1 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,155.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Building Code IBC 2009,ACI Dead Load 1.200 Equiv.STerm oolid Thick. =Factor = 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 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 ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined ' a 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 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,ACI 530-08 License To:CORE ENGINEERING Criteria 1 Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type pPby a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg 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 Moment Allowable = 4,407.9 ACI Factored©Toe = 1,670 psf ACI Factored @ Heel = 374 psf Shear Actual psi= 23.5 Footing Shear©Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.65 Lateral Sliding Force = 946.6 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs less 100%Friction Force = - 1,490.4 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 . I , Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 1,670 374 psf Total Footing Width = 5.00 Mu':Upward = 51 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 46 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<s*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined 7 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 Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 2,695.0 Surcharge Over Toe = Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 650.0 0.58 379.2 Earth @ Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 4.63 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria r Soil Data I g = 1,995.0 psf Allow Soil Bearing Retained Height = 6.00 ft P WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 _ Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingiISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in , I Surcharge Loads 1 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ..,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem 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 r 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,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 = 2.68 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= 21.38 Lateral Sliding Force = 1,346.8 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 7.39 less 100%Friction Force = - 1,490.4 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 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 Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 2,163 0 psf Total Footing Width = 5.00 Mu':Upward = 66 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 61 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover©Top 2.00 ©Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined , Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft 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: ' 4 ' 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 I Soil Data Allow SoilBearing = 1,500.0 psf Retained Height = 7.00 ft WEquivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in i Surcharge Loads 1 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type PP by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg 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 Design Data Soil Pressure @ Toe = 1,383 psf OK fb/FB+fa/Fa = 0.512 Soil Pressure @ Heel = 472 psf OK Total Force @ Section lbs= 1,514.5 Allowable = 1,500 psf Moment....Actual ft-#= 3,700.2 Soil Pressure Less Than Allowable Moment Allowable = 7,221.8 ACI Factored @ Toe = 1,660 psf ACI Factored @ Heel = 566 psf Shear Actual psi= 31.6 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 12.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,221.8 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,947.8 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 1 . ' { Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING 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 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-it 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 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:\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 r Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingiISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load - Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 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,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<1.5! 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 = fb/FB+fa/Fa 0.844 Soil Pressure @ Heel = 78 psf OK Total Force @ Section lbs= 2,116.6 Allowable = 1,995 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 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,716.3 lbs HOOK EMBED INTO FTG in= 6.84 less 100%Passive Force= - 0.0 lbs Lapsplice above base reduced bystress ratio less 100%Friction Force = - 1,947.8 lbs P Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 626.6 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' Load Factors Short Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. = Term Factor = 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 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 FootingConcrete Density = 150.00 pcf KeyReinforcing = 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,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 = 1,120.0 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: • 1 . . 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 Criteria 11 Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in 1 Surcharge Loads 0 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stern OK Wall Stability Ratios Design Height Above Ftg 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 Design Data Soil Pressure @ Toe = 1,430 psf OK fb/FB+fa/Fa = 0.564 1 Soil Pressure©Heel = 576 psf OK Total Force @ Section lbs= 1,954.9 Allowable = 1,500 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= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100°k Friction Force = - 2,369.2 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = 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 : 8'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths I Footing Design ResultsIII 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 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4t 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,ACI 530-08 License To:CORE ENGINEERING Criteria I Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf WEquivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil 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 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 r 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,ACI 530-08 License To:CORE ENGINEERING Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg 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/FB11 Soil Pressure @ Heel = 156 psf OK Total +fa/Fa = 0.9.5 1,995 Total Force @ Section lbs= 2,689.5 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 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= 21.32 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,129.5 lbs HOOK EMBED INTO FTG in= 7.84 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,369.2 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 825.0 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' _ Load Factors Short Building Code IBC 2009,ACI Term Factor = Solid Dead Load 1.200 Equiv.Solid Thick. = ea 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 ft Toe Heel Heel Width = 6.00 Factored Pressure = 2,219 187 psf Total Footing Width = 6.75 Mu':Upward = 603 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 552 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.83 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5©18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5©10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3 Seismic Stem Self Wt = 340.0 5.25 1,785.0 Surcharge Over Toe = Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 3.06 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria - Soil Data 1 Retained Height = 9.00 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 FootingiiSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel - 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased 1.00 Footing Type Pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg 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 Soil Pressure @ Toe = 1,331 psf OK Design Data fb/FB588 Soil Pressure @ Heel = 789 psf OK Total +fa/Fa 0.1.3 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 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 LAP SPLICE IF ABOVE in= 13.76 Sliding Calcs (Vertical Component Used) 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 Lapsplice above base reduced bystress ratio less 100%Friction Force = - 2,968.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular 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 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 I Footing 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 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-it lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 5,857.5 Surcharge Over Toe = Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 5.80 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: , Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria 1 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 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 1 Surcharge Loads rLateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem has been increased by a factor of 1.00 Footing Type Line Load Pp Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 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 I 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-06069393 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"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 Soil Pressure @ Heel = 360 psf OK /FB+fa/Fa 0.970 Total Force @ Section lbs= 3,425.7 Allowable = 1,995 psf Moment....Actual ft-#= 12,581.6 Soil Pressure Less Than Allowable Moment Allowable = 12,971.1 ACI Factored @ Toe = 2,113 psf ACI Factored @ Heel = 432 psf Shear Actual psi= 29.8 Footing Shear @ Toe = 10.0 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 22.70 LAP SPLICE IF BELOW in= Lateral Sliding Force = 2,654.3 lbs HOOK EMBED INTO FTG in= 8.26 less 100%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,968.6 lbs 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 = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc Seismic,E 1.000 psi= 2,500.0 Fy psi= 60,000.0 Footing Dimensions&Strengths 1 Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,441 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5©18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5©10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning &Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5 Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe = Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= = = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria i Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf WEquivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in i Surcharge Loads 1 Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.58 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 4.26 in Rebar Placed at = Edge Design Data Soil Pressure©Toe = 1,444 psf OK fb/FB+fa/Fa = 0.610 Soil Pressure @ Heel = 878 psf OK Total Force @ Section lbs= 3,003.6 Allowable = 1,500 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 LAP SPLICE IF ABOVE in= 14.28 Sliding Calcs (Vertical Component Used) LAP p SPLICE IF BELOW in= Lateral Sliding Force = 2,324.3 lbs HOOK EMBED INTO FTG in= 6.21 less 1000%Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 3,555.6 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5:1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 • 1 I , Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths 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,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria I Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf 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 FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in r Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing LoadII 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 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 A 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 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg 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 Moment Allowable = 16,968.2 ACI Factored @ Toe = 2,303 psf 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 Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 1,266.9 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = 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 Footing Dimensions &Strengths 1 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,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces &Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: