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Specifications (2) S c- c06 F1 2 si.> rvz- s (/l Michael K. Brown, S.E. '�" ""�� 5346 E. Branchwood Dr. Boise, ID 83716 MAY 21 2015 208-850-7542 Mikebrown.seftmail.com C tTY OF TIGARD BUILDING DIVISION LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 2, SOUTH VIEW TIGARD, OR ENGR. JOB # DM15-068 J -O SORE f •..—... r to_ . InGsv- 1EIRATX1 DATE 1 2—31—1 J Prepared for: StoneBridge Homes, NW, LLC Plan#: 310 OTE: 1839 Date: 5-14-2015 The following calculations are for basement retaining walls,lateral wind and seismic engineering only. Gravity loading and the design of foundations(with the exception of retaining walls)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. and Core Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K. Brown, S.E. and Core Engineering, PLLC. shall have no obligation of liability, whether arising in contract (including warranty),Tort(including active,passive,or imputed negligence)or otherwise,for loss or use,revenue or profit, or for any other incidental or consequential damage Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Code Basis of Design: Latest Adopted Version of O.S.S.C.and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 120 MPH ultimate wind Speed, Exposure B, 6:12 Pitch roof Side to Side and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1: Front to Back: Zone A: 31.6 PSF Zone B: 0 Zone C: 21.1 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 40 feet Therefore, use a = 4 feet Side to Side Zone A: 30.1 PSF Zone B: 0 Zone C: 20.9 Zone D: 0 For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'. Least horizontal dimension = 44 feet Therefore, use a = 4.4 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 23.2 PSF Average force on projected roof= (total force at zone B + total force at zone D)overall length: = 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 9 feet Total Wind Force at Upper Level = 3712 #, or 93 PLF r f' ti 4; Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Side to Side: Horizontal Dimension = 44 Feet Average force on projected wall = 22.7 PSF Average force on projected roof= 0.00 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 4002 #, or 91 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 23.2 PSF Projected Length = 40 Feet Total Wind force at Main Level = 8816 #, or 220 PLF Total Wind force Upper and Main = 12528 # Side to Side: Averag force on projected wall = 22.7 PSF Projected Length = 44 Feet Total Wind force at Main Level = 9505 #, or 216 PLF Total overall side to side wind force = 13508 Pounds Seismic Loading: D1 seismic design category per O.R.S.C. SIDS= .83, R = 6.5, W = weight of structure V = [1.2 SDS/R] W V = .154W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = 45 Feet Tributary Floor Length = 44 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet • Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Wroof= 129.822 plf > 93 plf, therefore Seismic Gov. Wfloor = 136.29 plf < 220 plf, therefore Wind Gov. Total Seismic Load = 10644.48 Pounds < 12528 Therefore Wind Gov. overall Seismic Side to Side: Tributary Roof Length = 40 Feet Tributary Floor Length = 40 Feet Equiv. Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof= 181.104 plf > 91 plf, therefore seismic gov. Wfloor = 179.256 plf < 216 plf, therefore wind gov. Total Seismic Force = 16036.94 Pounds, > 13508 Pounds, therefore seismic gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line B: P = 130 * 20 ft = 2596 # Total Shear Wall Length = 18 Feet V=P/L = 144 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 18 Feet Trib Floor Area = 0 Feet Mot = 14540 LB FT Factored Dead Load 76 PLF Mr = 12247 LB FT T = 127 LB No Uplift Line C: P = 130 * 20 ft = 2596 # Total Shear Wall Length = 16 Feet V=P/L = 162 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet Mot = 14540 LB FT Factored Dead Load 76 PLF Mr = 9677 LB FT T = 304 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 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Line 1: P = 181 * 22ft = 3984 # Total Shear Wall Length = 12 Feet V=P/L = 332 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Feet Shortest Wall Length 12 Feet Trib Floor Area = 0 Feet Mot = 22312 LB FT Factored Dead Load 238 PLF Mr = 17107 LB FT T = 434 LB No Uplift Line 2.8: P = 181 * 22 ft = 3984 # Total Shear Wall Length = 21 Feet V=P/L = 190 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 20 Shortest Wall Length 3 Feet Trib Floor Area = 0 Mot = 3187 LB FT Factored Dead Load 238 PLF Mr = 1069 LB FT T = 706 LB Perp wall and HDR to resist 2nd Floor / Low Roof Wall Line: Front to Back: LineB: • P = 220 * 20 ft + 2596 = 7004.44 # Total Shear Wall Length = 27 Feet V=P/L = 259 PLF Use a wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 27 Feet Trib Floor Area = 2 Feet Mot = 37824 LB FT Factored Dead Load 97 PLF Mr = 35429 LB FT T = 89 LB No Uplift Line C: P = 220 * 20 ft + 2596 = 7004.44 # Total Shear Wall Length = 36 Feet V=P/L = 195 PLF Use A wall r � r y Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 19 Feet Trib Floor Area = 2 Feet Mot = 19963 LB FT Factored Dead Load 97 PLF Mr = 17545 LB FT T = 127 LB No Uplift Side to Side: Line 1: P = 179 * 17 ft + 3984 = 7032 # Total Shear Wall Length = 10 Feet V=P/L = 703 PLF Use C wall Wall Height = 9 Feet Trib Roof Area = 20 Feet Shortest Wall Length 3 Feet Trib Floor Area = 8 Feet Mot = 11391 LB FT Factored Dead Load 302 PLF Mr = 1361 LB FT T = 3343 LB UseType2or6HD Line 2: P = 179 * 25 ft + 0 = 4481 # Total Shear Wall Length = 10 Feet V=P/L = 448 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 0 Feet Shortest Wall Length 4 Feet Trib Floor Area = 8 Feet Mot = 9680 LB FT Factored Dead Load 122 PLF Mr = 979 LB FT T = 2175 LB Use HD Type 1 Line 3: P = 179 * 11 ft + 3984 = 5956 # Total Shear Wall Length = 8 Feet V=P/L = 745 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 2 Feet Trib Floor Area = 0 Feet Mot = 8041 LB FT Factored Dead Load 83 PLF Mr = 166 LB FT T = 3938 LB Use Type 2 HD Ir! , Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Lateral at Deck: Roof Level: No walls and 3:12 slope roof. Wind loads are minimal compared to Seismic. Roof Weight = 2700 pounds Lateral Load, P = 415.8 Pounds Use Knee Braces: P � Each knee brace in tension only and at 45 degrees. / Force in each brace = 244 Pounds Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6 Required number of screws = 1.511934 Use 4#10 screws , Michael K.Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 2, South View By: MKB Core Job Number: DM15-068 Date: May, 2015 Deck Level: Dead Load: 2x Decking 5 psf 2x8 @ 16" o.c. 2.2 psf Misc. 1.8 psf Total = 9 psf Live Load = 40 psf(match interior live load) 2x8 at 16"o.c., OK 10' V 18' V=0.154[9psf(10'/2)(18')]+416: 554.4 Pounds 554# 12'-0" 9'-0" Typical Bay Force at Each Brace = 277.2 pounds horizontal (tension Only): 2 bays Axial force in brace = 462.0 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). Capacity of 16d Sinker = 103 Pounds with 1.5" side member With lateral: 1.6 x 103 = 164.8 pounds total number of 16d sinkers = 2.80339806 Use (4) 16d nails dak L ❑ 0 ST6224 © f- O� 0 2 �_� c=� � o ® Q 0�ST6224 Q Q ® N;„„ � L � ' 1 0 0 r ® _ e .—� � t' ST6224VP VP SI ,G.T.TO ALL IM.,G.T.TO WALL • W/ ,6224 W/ST6224 SEE DETAIL 7/S3 FOR ALL CANTILEVER BASEMENT e e RETAINING WALLS. _ e VP dk SHEATH ALL PERIMETER CRIPPLE WALLS WITH TYPE A SHEARWALL SHEATHING. © ____ B0 . SIM. I Li O • Q AEA0 SIM.,G.T.W/ST6224 TO WALL W ST62 TO O M4 r.,,\._ _ vi 1 ST622� loT 6224 �J Om e _ II, An. ,,o, IINV lirIlk I �� ill LL �I II VP Ilk VP e 1 MAIN FLOOR PLAN UPPER FLOOR PLAN SCALE:1/8"=1: 4 SCALE: • f I 'SQUARE FOOTAGE IS AN FASATyl k 1,2 pr.FIGURE,IT •%,,rortar"Airs. -4t7174.iiiiriiiiifindirmiiiiffiiiN1i,,'.r i'-21.iti,:rirlel-?-i.r_Aritr. 11-j'ii.ftri-iLL.',f 117-'11 ; i tinmiminnesinipaummuniatal. 1 1 1.1. ii i ,1,1_,7..a_ii!I t1._::, i ,.1i,I.'1 11_14 Argot.. 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I laillablke , ...101111111111111111111 11 , .!, linkilim._ dill1111111111 , ..:.. lift!. • 1 Is . . . ...dasinammtamiLIMI:::zt • . 9 t { I) SHEARWALL SCHEDULE (a-m ) MARK REF NOTES: (a,i) Note: (b) EDGE NAILING FEILD NAILING SILL TO CONCRETE SILL TO WOOD SHEAR TRNASFER Lbs NUMBER SHEATHING NAIL SIZE SPACING SPACING CONNECTION. Note: (c) CONNECTION. Note (g) CLIPS (h) CAPACITY A 16" OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 48" o/c 16d @ 6" o/c A35 @ 18" o/c 384 B16" OSB (1) SIDE (f) 8d 4" 12" 2"Dia. A.B. @ 24" o/c 16d @ 4" o/c A35 @ 14" o/c 560 C16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 3" o/c A35 @ 11" o/c 720 D16" OSB (1) SIDE (e,f) 8d 2" 12" 2"Dia. A.B. @ 16"o/c (m) 16d @ 2" o/c A35 @ 8" o/c 936 E16" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 18"o/c (m) 16d @ 3" o/c A35 @ 10" o/c 768 F 16" OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2"Dia. A.B. @ 12"o/c (m) 16d @ 2" o/c A35 @ 7" o/c 1120 G 16" OSB (2) SIDE (d,e,f) 8d 3" Staggered 12" 2"Dia. A.B. @ 10"o/c (m) 16d @ 3" o/c(2)rows staggered A35 @ 5" o/c 1440 H 16" OSB (2) SIDE (d,e,f) 8d 2" Staggered 12" 2"Dia. A.B. @ 8"o/c (m) 16d @ 2" o/c(2)rows staggered HGA10KT @ 7" o/c 1872 Notes: a) Wood structural panels shall conform to the requireents for its type in DOC PS 1 or PS 2. All wall construction to conform to AF&PA SDPWS per IBC 2306.3. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x'/4" plate washers req'd at all shear wall A.B. Locate edge of Washer no greater than 2"from sheathed edge of sill plate. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. m) See plan for walls where seismic design shear is greater than 560 plf. 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR PHD5-SDS3 (2)2x 4545 3270 SSTB16L SSTB2OL 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L '/ DI EMBBEED INNTOTO CON C. A36 THREADED ROD w/HEAVY SQ. NUT AND BP7/8-2 BEARING PLATE WASHER @ BOTT. 4 HDU11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36 THREADED ROD w/ THREADED ROD w/ 8 HHDQ14-SDS2.5 (1)6x 13710 10745 HEAVY SQ.NUT AND HEAVY SQ.NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBED PROVIDE 24" EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A 7 MSTC66 (2)2x 5660 5660 N/A N/A Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. r 1 18' WIDE X 12 THICK CONT. FTG. W(4) #5 CONT. AT TOP t AND AT BOTTOM. i 4x4 POSTS 0 REAR WALL SHALL BE RESTRAINED 0 BOTH TOP AND I BOTTOM 4x8 0 REAR WALL SHALL BE l PRESSURE TREATED IF LOCATED NEXT TO THE CONCRETE 1 FOUNDATION i RIM JOISTS SHALL BE A 2X MEMBER FACE NAILED TO EACH ADJACENT STUD W/(3) 16d NAILS, OR BOLTED TO THE CONCRETE FOUNDATION WALLS W/STAGGERED 1/2' EXPANSION/EPDXY .. ANCHORS O 32• o.c.. OR (-—— —s- _... .....1.___ __ PLACED 0 THE PERIMETER OF THE SUPPORTING , � i If WALLS DIRECTLY AGAINST THE OUTSIDE � , '�I f I I f I SHEATHING AND W/THE SHEATHING NAILS TO E 7` , Ij r� T1 EEE ' THE RIM JOISTS 6/12 11 31 i ;I ! ! 0 ,, „, ,, , l I ( E „ „, SLAB SHALL HAVE A MIN. j'. .: !i 1)I �' (E i 'i ill 'lli�!'— 7 ......... ...................... THICKNESS OF 3 1/2' 0 ANY ! (di I € iIIIiil i ( POINT i ii 1 {i ,i i 11 ii l� ! 4... Ii Id :11 id it 1� :i 1 ,,, ,„ ,,! l i 1 !till iii I 4 J 3 € i—if — — I INTERIOR F( :I CONSTRUCT Il in i' i i DOUBLE TOI vii 1) i` €1I�!. JOISTS y INTERIOR FOUNDATION WALLS SHALL BE 2X6 � (2) 2x12 DF #2 JOISTS ® 12" O.C. ) GARAGE FR CONSTRUCTION W/STUDS O 12" o.c. w/ SEE SUPPORTED GARAGE DETAIL DOUBLE TOP PLATE. MATCH LOCATION OF I11 .I11 111 ( NI III 111 III iii II III I 1 [ JOISTS ABOVE. STRUCTURAL TYPE 'A' SHEATHING REQUIRED ON ALL WALLS BELOW I; } ' GARAGE FRAMING. I d f I 1 1 f E IE1 I PLYWOOD SHALL BE PLACED W/ITS Ili ill liii ;+ 1. LONG DIMENSION PERPENDICULAR TO THE JOISTS iN . it III (i? 111 I Iii ;11 il THERE SHALL BE 2 LAYERS OF 6 MIL CLEAR - ' 1 VISQUEEN OVER THE PRESSURE TREATED I f 1 PLYWOOD. JOINTS SHALL BE LAPPED O 2' :——If:-j-- _ili,41-11- - 7-Lit i t __ THERE SHALL BE CAULKING, WEATHER-SEAL, OR OTHER ———— -—--— -- - - - ——-- -— APPROVED METHOD 0 THE FRONT OF THE SLAB 0 THE GARAGE DOOR TO UNIT THE AMOUNT OF WATER RUNNING j UNDER THE SLAB AND THE FOUNDATION AND ONTO OR DRIVEWAY SHALL AGAINST THE WOOD FOUNDATION. NO WATER IS CH/ IF ALL WOOD IN THIS AREA IN NOT PRESSURE TREATED, A THE GARAGE FLO( METHOD SHALL BE EMPLOYED (SUCH AS SPACING) TO I ALL END JOINTS IN THE ALLOW ANY MINOR AMOUNTS OF WATER PENETRATING TO i PLYWOOD SHALL BE OVER THE INSIDE FRONT OF THE GARAGE FOUNDATION WALL, i. FRAMING MEMBERS FROM GROUND SEEPAGE, FROM INSTANCE, FROM CONTACTING THE WOOD FOUNDATION Vic.._.._. ._._._ ____ __ _....... _...... ___. _._. >'- • 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: April, 2012 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 6" square and 9' apart 3 Load Cases: 1. All Uniform Load: D+L=70+50 T fi 2. Concentrated Load 5'Apart: 2k 2k 9' D =70 T fi 3. Concentrated Load at Center: 2k D=70 T 1' Use (2) 2x12 DF #2 at 12" o.c. See Enercalc Outputs r , 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: April, 2012 Check punching shear between joists: 6 " wide iiiirlimir. 4.5 " deep total width of effected area is 6" + 2(4.5") = 15 ", which is greater than the 12" spacing, so okay Vc =4((fc)^.5)bd b= 42 ", perimeter distance d= 4.5 " fc = 2000 psi Vc = 33809 pounds > 3400 pounds, therefore okay = 1.7*2,000 pounds . .� Wood Beam'' ~• ^,x ✓ Fae ; asersthkkeUktrpboxlmiCHAE-4.pt;)MFftZOt4PR-110t�t54DE�kea.tsGh tt±R1^=a.Ei,�Fj,, ENERCAL.C,INC.1983-2014,Bu1d:6.14.9:18,Ver6.14.9.18 Lie.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-PrIl 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L 2) L(2) 0(0.07) V >F 2-2x12 Span=8.50 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 DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.802 1 Maximum Shear Stress Ratio = 0.661 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 783.59 psi fv:Actual = 99.22 psi FB:Allowable = 977.50 psi Fv:Allowable = 150.00 psi Load Combination +D+L Load Combination +0+L Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.112 in Ratio= 910 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.130 in Ratio= 785 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces Si Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN Ci Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.136 0.076 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 879.75 0.23 10.33 135.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.802 0.661 1.00 1.000 1.00 1.15 1.00 1.00 1.00 4.13 783.59 977.50 2.23 99.22 150.00 +0+Lr • 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.098 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1221.88 0.23 10.33 187.50 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.107 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1124.13 0.23 10.33 172.50 +D+0.750Lr+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.506 0.411 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1221.88 1.73 76.99 187.50 e v x boot 1 E00.42014I?F lams pE--ltCaksIGENE..RH.E€..- Wood Beim 4R --,...4,„.-,,,,..,,., ,,,,.., . .� ._.-. E Ek1CALC,INC:1983.20i4;8ulld 814.9:18,Ve1614.a18 Lic.#: KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C FN Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.549 0.446 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1124.13 1.73 76.99 172.50 +D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +0+0.750L+0.7505+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.395 0.321 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.26 617.66 1564.00 1.73 76.99 240.00 +0.60D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 +0.60D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 Overall Maximum Deflections Load Combination Span Max ="Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1299 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.298 2.298 Overall MINimum 0.179 0.179 D Only 0.298 0.298 +D+L 2.298 2.298 +D+Lr 0.298 0.298 +D+S 0.298 0.298 +1D+0.750Lr+0.750L 1.798 1.798 +D+0.750L+0.7505 1.798 1.798 +D+W 0.298 0.298 +D+0.70E 0.298 0.298 +D+0.750Lr+0.750L+0.750W 1.798 1.798 +D+0.750L+0.750S+0.750W 1.798 1.798 +D+0.750Lr+0.750L+0.5250E 1.798 1.798 +D+0.750L+0.750S+0.5250E 1.798 1.798 +0.60D+W 0.179 0.179 +0.60D+0.70E 0.179 0.179 D Only 0.298 0.298 LiOnly L Only 2.000 2.000 S Only W Only E Only H Only Wood.Beam ,FRetiaropbox1101 1. tHtzrn4PR-1101 40E-11Catcal Rt-1,Irc .,. .: diERCA(.C,INC.1983-2014,euid:6.14.g,1a;-ver6.1d g1a Lic.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend- 1300ksi Fc-Prll 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L 2) D(0 07) • , s 4 E . 3'� JnY, • 2-2x12 Span=8.50 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@4.250ft 'DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.947 1 Maximum Shear Stress Ratio = 0.365 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 925.81 psi fv:Actual = 54.77P si FB:Allowable = 977.50 psi Fv:Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.096 in Ratio= 1061 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.114 in Ratio= 895 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i C r Cm C t CL M fb F'b V Iv F'v D Only 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.136 0.076 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 879.75 0.23 10.33 135.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.947 0.365 1.00 1.000 1.00 1.15 1.00 1.00 1.00 4.88 925.81 977.50 1.23 54.77 150.00 +D+Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.098 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1221.88 0.23 10.33 187.50 +0+3 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.107 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1124.13 0.23 10.33 172.50 +D+0.750Lr+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.593 0.233 1.25 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1221.88 0.98 43.66 187.50 +D+0.750L+0.750S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 I A _` k F s�L)ttS lD�iNiGHRI~7: VpMHk2014Pi 1 11Ca 1G6N IEC6 ,Woad'.Beams I,� g 4 =.3.> _- - _ 40',•.q,,.,� a ��� .�,.-� , .... a ��F2Ct�LC,It�iC,1983.20f4,tti6°14,9.'i�sV�'6,14,9<'16 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 Moment Values Shear Values Segment Length Span# M V Cd CFA, Ci Cr Cm C t CL M fb F'b V fv F'v Length=8.50 ft 1 0.644 0.253 1.15 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1124.13 0.98 43.66 172.50 +D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +D+0.750L+0.7505+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.463 0.182 1.60 1.000 1.00 1.15 1.00 1.00 1.00 3.82 724.33 1564.00 0.98 43.66 240.00 +0.60D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 +0.60D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 Overall?Maximum Deflections Load Combination Span Max.'"Deft Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.1139 4.281 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.298 1.298 Overall MINimum 0.179 0.179 D Only 0.298 0.298 +D+L 1.298 1.298 +D+Lr 0.298 0.298 +D+S 0.298 0.298 +D+0.750Lr+0.750L 1.048 1.048 +D+0.750L+0.7505 1.048 1.048 +D+W 0.298 0.298 #0+0.70E 0.298 0.298 +D+0.750Lr+0.750L+0.750W 1.048 1.048 +D+0.750L+0.7505+0.750W 1.048 1.048 +D+0.750Lr+0.750L+0.5250E 1.048 1.048 +D+0.750L+0.750S+0.5250E 1.048 1.048 +0.60D+W 0.179 0.179 +0.60D+0.70E 0.179 0.179 D Only 0.298 0.298 Lr Only L Only 1.000 1.000 S Only W Only E Only H Only II �� F itfsPrs��OtW box1MIONAE''1 HVOt4PR-110M540E kCalraIGENFJZt-'t E(;6':, Wood.Bearm ,.�, qct ,It t983ZOt4,B14.9.18; 6g?f1 - Lic.#: KW-06005725 Licensee:CORE ENGINEERING PL-C Description: Garage Floor Joist with Uniform Live Load CODE REFERENCES Calculations per NDS 2005, IBC 2009, CBC 2010,ASCE 7-10 Load Combination Set: 2006 IBC&ASCE 7-05 Material Properties Analysis Method: Allowable Stress Design Fb-Tension 850 psi E:Modulus of Elasticity Load Combination 2006 IBC&ASCE 7-05 Fb-Compr 850 psi Ebend-xx 1300 ksi Fc-Pr!! 1300 psi Eminbend-xx 470 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :No.2 Fv 150 psi Ft 525 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.07)L(0.05) - 2-2x12 / Span=850ft 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 DESIGNSUMMARY Design OK Maximum Bending Stress Ratio = 0.210 1 Maximum Shear Stress Ratio = 0.118 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 205.51 psi fv:Actual = 17.70 psi FB:Allowable = 977.50P si Fv :Allowable = 150.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.013 in Ratio= 7990 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.031 in Ratio= 3329 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M VC d C FNC i C r C m C f C L M fb F'b V hi F'v D Only 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.136 0.076 0.90 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 879.75 0.23 10.33 135.00 +D+L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.210 0.118 1.00 1.000 1.00 1.15 1.00 1.00 1.00 1.08 205.51 977.50 0.40 17.70 150.00 +D+Lr 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.098 0.055 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1221.88 0.23 10.33 187.50 +D+S 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.107 0.060 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1124.13 0.23 10.33 172.50 +0+0.750Lr+0.750L 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.151 0.085 1.25 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1221.88 0.36 15.86 187.50 +D+0.750L+0.7505 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.164 0.092 1.15 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1124.13 0.36 15.86 172.50 ! j ! I ohd'B1Y , r ` .E C� .. oettAg-11\pmH20t4 nom540E 1 ksip R-tEC6 , ik ::;',7r-i!";.' .:.'',.4k,,q,„:,.., 4sf iENE tLCI INO:4983"2054.8u1d' 14.9181 6..14,,9.16 Lie.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C d C EN Ci Cr Cm C t CL M fb F'b V fv F'v +D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.077 0.043 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.63 119.88 1564.00 0.23 10.33 240.00 +D+0.750Lr+0.750L+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +D+0.750L+0.750S+0.750W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +D+0.750L+0.750S+0.5250E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.118 0.066 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.97 184.10 1564.00 0.36 15.86 240.00 +0.60D+W 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 +0.60D+0.70E 1.000 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.046 0.026 1.60 1.000 1.00 1.15 1.00 1.00 1.00 0.38 71.93 1564.00 0.14 6.20 240.00 Overall Maximum Deflections Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L 1 0.0306 4.281 0.0000 0.000 i'` Support notation:Far left is#1 Values in KIPS �erllCaf'Reactions PP Load Combination Support 1 Support 2 Overall MAXimum 0.510 0.510 Overall MINimum 0.179 0.179 D Only 0.298 0.298 +D+L 0.510 0.510 +D+Lr 0.298 0.298 +D+S 0.298 0.298 +D+0.750Lr+0.750L 0.457 0.457 +D+0.750L+0.7505 0.457 0.457 +D+W 0.298 0.298 +D+0.70E 0.298 0.298 +D+0.750Lr+0.750L+0.750W 0.457 0.457 +D+0.750L+0.750S+0.750W 0.457 0.457 +D+0.750Lr+0.750L+0.5250E 0.457 0.457 +D+0.750L+0.7505+0.5250E 0.457 0.457 +0.60D+W 0.179 0.179 +0.600+0.70E 0.179 0.179 D Only 0.298 0.298 Lr Only L Only 0.213 0.213 S Only W Only E Only H Only Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf - " Wail 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 Footingpoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads , Lateral Load Applied to Stem i [Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem ` has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 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 1 [ Stem Construction A Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.52 OK Wall Material Above"Ht" = Concrete Sliding = 1.64 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00 ...resultant ecc. = 6.43 in Rebar Placed at = Center Design Data -------- - Soil Pressure©Toe = 1,365 psf OK fb/FB+fa/Fa = 0.407 Soil Pressure @ Heel = 189 psf OK Allowable = 1,500 Total Force @ Section lbs= 801.8 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,638 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 227 psf Shear Actual psi= 16.7 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 Lateral Sliding Force = 706.4 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,155.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ration' = Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 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 I Footing Design Results , Toe Width = 0.00 ft Toe Heel Heel Width = 4.25 Factored Pressure = 1,638 227 psf Total Footing Width = 4.25 Mu':Upward = 0 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-# Mu: Design = 0 411 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined 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 = = 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 Weigh' = 637.5 2.13 1,354.7 Resisting/Overturning Ratio = 4.52 Key Weight = Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component = Total= 3,301.7 lbs R.M.= 6,735.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 5'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 5.00 ft Allow Soil Bearing = 1,995.0 psf , .. Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I [ Lateral Load Applied to Stem 1 [Adjacent Footing Load ' ,Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A lied to Stem 4i 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/WP Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs 1 • • 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 Design Summary ' Stem Construction 1 Top stem Stem OK Wall Stability Ratios Design Height Above FtE ft= 0.00 Overturning = 2.55 OK Wall Material Above"Fit" = 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 inl Rebar Placed at = Center Design Data _ Soil Pressure @ Toe = 1,777 psf OK fb/FB+fa/Fa = 0.712 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs 1,175.9 Allowable = 1,995 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 2,488.6 ACI Factored @ Toe = 2,132 psf Moment Allowable = 3,493.2 ACI Factored @ Heel = 0 psf Shear Actual psi= 21.3 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 16.67 Lateral Sliding Force = 1,021.1 lbs LAP SPLICE IF BELOW in= less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 1,155.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5:1 Stability = 376.1 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Building Code IBC 2009,ACI Short Term Factor Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions & Strengths ' Footing Design Results I ,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 f = 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 1 , it 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 LSummary of Overturning & Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft 84 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 , Soil Data ' Allow Soil Bearing = ,1500.0 psf Retained Height = 6.00 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' r Lateral Load Applied to Stem I Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 FootingType Load Applied to Stem by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wnd on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 4.63 OK Wall Material Above"HV' = 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+fa/Fa = 0.541 Soil Pressure @ Heel = 312 psf OK Allowable = 1,500 Total Force @ Section lbs= 1,130.20.2 psf Moment....Actual ft-#= 2,382.5 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,670 psf Moment Allowable = 4,407.9 ACI Factored @ Heel = 374 psf Shear Actual psi= 23.5 Footing Shear @ Toe = 0.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 LAP SPLICE IF ABOVE in= 12.65 Sliding Calcs (Vertical Component Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 946.6 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 = - 1,490.4 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' = 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 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 • 6'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 6'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.25 ft Toe Heel Heel Width = 4.75 Factored Pressure = 1,670 374 psf Total Footing Width = 5.00 Mu':Upward = 51 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-# Mu: Design = 46 534 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ©Btm.= 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces&Moments -11 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 ' Soil Data ' Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in J Surcharge Loads ' Lateral Load Applied to Stem i Adjacent Footing Load ' ,Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 FootingType Axial Load Applied to Stem by a factor of YP 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 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 I 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\131 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 SummaryStem Construction Top stem ' Stem OK Wall Stability Ratios Design Height Above RE ft= 0.00 Overturning = 2.68 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00 ...resultant ecc. = 11.10 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,802 psf OK fb/FB+fa/Fa = 0.913 Soil Pressure @ Heel = 0 psf OK Allowable = 1,995 psf Total Force @ Section lbs= 1,612.1 Soil Pressure Less Than Allowable Moment....Actual ft-#= 4,026.6 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 Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio ....for 1.5: 1 Stability = 529.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = 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 I 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 Cover @ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined ) 1 ' I 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 I 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 WI = 260.0 4.25 1,105.0 Surcharge Over Toe = Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2 Earth©Stem Transitions= = = Footing Weight = 750.0 2.50 1,875.0 Resisting/Overturning Ratio = 2.68 Key Weight = Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component = Total= 4,258.3 lbs R.M.= 10,710.1 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' [Soil Data ' e.�, Retained Height = 7.00 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 FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 1 r Lateral Load Applied to Stem A Adjacent Footing Load ' Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Load Applied to Stem ` T YPe by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in li Design Summary ' 1 Stem Construction 1 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00 ...resultant ecc. = 5.90 in Rebar Placed at = Center 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 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00 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 Ration' = 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 Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 i 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 1 Footing Design Results I 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-# 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 @[Rm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined LSummary of Overturning &Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 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 Veil.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 Cc)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 _ Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' 1 Lateral Load Applied to Stem 1 Adjacent Footing Load A 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 ashbeen increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load t 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 LStem Weight Seismic Load I 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 I Stern Construction 1 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 Design Data Soil Pressure @ Toe = 1,777 psf OK 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 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 = 626.6 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ration' Load Factors Short Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. = Factor = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths , Footing Design Results Toe Width = 0.50 ft Toe Heel Heel Width = 5.50 Factored Pressure = 2,133 93 psf Total Footing Width = 6.00 Mu':Upward = 259 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-# Mu: Design = 237 748 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ©Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 7'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning &Resisting Forces&Moments U 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 = Stem Weight(s) = 750.0 0.83 625.0 Total 1,716.3 O.T.M. 5,756.5 Earth©Stem Transitions= = = Footing Weight = 900.0 3.00 2,700.0 Resisting/Overturning Ratio = 3.01 Key Weight = Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component = Total= 5,565.0 lbs R.M.= 17,353.8 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09,1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 8'-0"Wall Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data t Retained Height = 8.00 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 FootingiiSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in , j Surcharge Loads ` Lateral Load Applied to Stem Adjacent Footing Load 1 Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type pp ` by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design SummaryStem Construction Top Stem ' Stem OK L. Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.11 OK Wall Material Above"Ht" = Concrete Sliding = 1.55 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 5.74 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,430 psf OK fb/FB+fa/Fa = 0.564 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 LHOOK EMBED INTO FTG in= 6.00 less 100%Friction Force = - 2,369.2 lbs Hookap embedmentsplb e base cred by ced by stress ratio reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Short Term Factor Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Use menu item Settings>Printing&Title Block Title : 8'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Footing Dimensions &Strengths 1 I Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 6.00 Factored Pressure = 1,715 691 psf Total Footing Width = 6.75 Mu':Upward = 472 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-# Mu: Design = 421 910 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.63 60.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5©18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 4,693.3 4.08 19,164.4 Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 4,693.3 Surcharge Over Toe = Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8 Earth @ Stem Transitions= = = Footing Weight = 1,012.5 3.38 3,417.2 Resisting/Overturning Ratio = 5.11 Key Weight = Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component = Total= 6,769.2 lbs R.M.= 24,373.6 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 8'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data ' Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure - 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in is Surcharge Loads I Lateral Load Applied to Stern A LAdjacent 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 lbsWind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.389 Added seismic base force 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 A 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 I Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.06 OK Wall Material Above"He = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00 ...resultant ecc. = 11.40 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,850 psf OK fb/FB+fa/Fa = 0.911 Soil Pressure @ Heel = 156 psf OK Total Force @ Section lbs= 2,689.5 Allowable = 1,995 psf Moment....Actual ft-#= 8,769.3 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,219 psf Moment Allowable = 9,623.1 ACI Factored @ Heel = 187 psf Shear Actual psi= 30.9 Footing Shear @ Toe = 0.8 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 Sliding 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°0%Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 2,369.2 lbs Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio d ....for 1.5: 1 Stability = 825.0 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Modular Ratio'n' = Load Factors Building Code IBC 2009,ACI Short Term Factor = Dead Load 1.200 Equiv.Solid Thick. = Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 Concrete Data fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions &Strengths ' Footing Design Results I 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 overtuming 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 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 FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in il Surcharge Loads LLateral Load Applied to Stem [Adjacent Footing Load Surcharge Over Heel = 40.0 psf ' FootingLoad = 0.0 lbs g Lateral Load = 0.0#/ft Adjacent Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Axial Load Applied to Stem by a factor of Type Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 5.80 OK Wall Material Above"Ht" = Concrete Sliding = 1.58 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00 ...resultant ecc. = 4.09 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,331 psf OK fb/FB+fa/Fa = 0.588 Soil Pressure @ Heel = 789 psf OK Total Force @ Section lbs= 2,451.3 Allowable = 1,500 psf Soil Pressure Less Than Allowable Moment....Actual ft#= 7,628.7 ACI Factored @ Toe = 1,598 psf Moment Allowable = 12,971.1 ACI Factored @ Heel = 947 psf Shear Actual psi= 24.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.76 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 less 100%Friction Force = - 2,968.6 lbs Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 0.0 lbs OK fm psi= Fs psi= Solid Grouting = Use Half Stresses = -- -- -- Modular Ration' = Load Factors - Short Term Factor Building Code IBC 2009,ACI Dead Load 1.200 Equiv.Solid Thick. _ Live Load 1.600 Masonry Block Type = Medium Weight Earth,H 1.600 Masonry Design Method = ASD Wind,W 1.600 fConcrete Data Seismic,E 1.000 F psi= 2,500.0 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 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 ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning &Resisting Forces& Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = = Soil Over Toe = 5,857.5 Surcharge Over Toe = Stem Weight(s) = 1,187.5 1.67 1,979.2 Total 1,877.3 O.T.M. 6,469.7 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: 11 4 r 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 I Soil Data I Retained Height = 9.00 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 FootingIlSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads ' [ Lateral Load Applied to Stem • (Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem i has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs Design Kh = 0.166 g Ka for static earth pressure = 0.277 Difference: Kae-Ka = 0.112 Using Mononobe-Okabe/Seed-Whitman procedure Stem Weight Seismic Load 1 Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Design Summary ' Stern 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/FB+fa/Fa 0.970 Allowable = 1 gg5 psf Total Force @ Section lbs= 3,425.7 Soil Pressure Less Than Allowable Moment....Actual ft#= 12,581.6 ACI Factored @ Toe = 2,113 psf Moment Allowable = 12,971.1 ACI Factored©Heel = 432 psf Shear Actual psi= 29.8 Footing Shear @ Toe = 10.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 LAP SPLICE IF ABOVE in= 22.70 Sliding Calcs (Vertical Component Used) 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 embedment reduced ....for 1.5:1 Stability = 1,012.8 lbs NG fm psi= Fs psi= Solid Grouting = Use Half Stresses = Load Factors Modular Ratio'n' = - - - Short Term Factor Building Code IBC 2009,ACI Equiv.Solid Thick. = Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.600 fc psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Footing Dimensions&Strengths ' Footing Design Results ' Toe Width = 1.25 ft Toe Heel Heel Width = 6.75 Factored Pressure = 2,113 432 psf Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-# Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-# Mu: Design = 1,441 1,120 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5©10.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ©Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel:Not req'd,Mu<S*Fr Key: No key defined , 1 • • Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 9'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Summary of Overturning & Resisting Forces&Moments , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6 Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= *Axial Live Load on Stem = Seismic Earth Load = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5 Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe = Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2 Earth @ Stem Transitions= _ = Footing Weight = 1,200.0 4.00 4,800.0 Resisting/Overturning Ratio = 3.39 Key Weight = Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component = Total= 8,481.7 lbs R.M.= 37,503.9 If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. DESIGNER NOTES: Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page: to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data , Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore i for passive pressure = 12.00 in is Surcharge Loads ' [ Lateral Load Applied to Stem ' Adjacent Footing Load I 'Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft [Axial Load Applied to Stem 1 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 RE ft= 0.00 Overturning = 5.58 OK Wall Material Above"Hr = Concrete Sliding = 1.55 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 4.26 in Rebar Placed at = Edge Soil Pressure @ Toe = 1,444 psf OK Design Data Soil Pressure @ Heel = 878 psf OK /FB+fa/Fa 0.610 1,500 p Total Force @ Section lbs= 3,003.63.6 Allowable = sf 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 SPLICE IF BELOW in= Lateral Sliding Force = 2,324.3 lbs HOOK EMBED INTO FTG in= 6.21 less 100%Passive Force= - 45.1 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 3,555.6 lbs Hook embedment reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5: 1 Stability = 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 : 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 ' Footing Design Results I Toe Wdth = 1.50 ft Toe Heel Heel Wdth = 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 Cover @ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes&Spacings 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 Veil.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: 1 1 1 , - Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page: to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012 for your program. Description.... 10'-0"retained with seismic This Wall in File:g:\structural projects\projects\2012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING Criteria ' Soil Data I Retained Height = 10.00 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 FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I - Lateral Load Applied to Stem '1 ,Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load 1 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 1 J 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 II Design SummaryI Stem Construction Top Stem ' 1 Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 3.32 OK Wall Material Above"Ht" = Concrete Sliding = 1.11 Ratio<1.5! Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50 ...resultant ecc. = 11.42 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 1,919 psf OK fb/FB+fa/Fa = 0.990 Soil Pressure @ Heel = 403 psf OK Allowable = 1,995 Total Force @ Section lbs= 4,145.2 psf Moment....Actual ft-#= 16,806.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,303 psf Moment Allowable = 16,968.2 ACI Factored @ Heel = 484 psf Shear Actual psi= 35.9 Footing Shear @ Toe = 10.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0 Allowable = 75.0 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18 Lateral Sliding Force = 3,245.1 lbs LAP SPLICE IF BELOW in= l less 100%Passive Force= - 45.1 lbs HOOK EMBED INTO FTG in= 8.57 less 100%Friction Force = - 3,555.6 lbs Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio embedment - ....for1.5: 1 Stability = 1,266.9 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 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 Cover @ Top 2.00 @ Btm.= 3.00 in Other Acceptable Sizes&Spacings Toe: Not req'd,Mu<S'Fr Heel:Not req'd,Mu<S*Fr Key: No key defined L , I ' • 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\projects12012 projects\b1 RetainPro 10 (c)1987-2011, Build 10.12.1.13 License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:CORE ENGINEERING 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 = 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: