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Specifications (2) /14-s712-- 0o�5.� l3"-z-777 S(✓ St - ' (rfc Michael K. Brown, S.E. 5346 E. Branchwood Dr. Boise, ID 83716 208-850-7542 Mikebrown.se@cimaii.com LATERAL STRUCTURAL DESIGN CALCULATIONS FOR LOT 96, ARLINGTON HEIGHTS TIGARD, OR ENGR. JOB # DM12-081 ,vocT , m,,,,,,,,,,,,,," ;747- %4,<,,:r %3%. , LE2.1.1 tTION DATC' ArApidhil Prepared for: StoneBridge Homes, NW, LLC Plan #: 279 OTE: 1467 Date: 07-30-2012 The following calculations are for retaining walls, lateral wind and seismic engineering only. Gravity loading and the design of foundations(with the exception of retaining walls and garage floor framing)are outside the scope of this design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering represents the finished product. Discrepancies from information provided by the client invalidate this design. Michael K. Brown, S.E. shall have no liability (expressed, or implied), with respect to the means and methods of construction workmanship or materials. Michael K.Brown, S.E.shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active, passive, or imputed negligence) or otherwise, for loss or use, revenue or profit, or for any other incidental or consequential damage. Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 96, Arlingtion Heights By: MKB Core Job Number: DM12-081 Date: July, 2012 Code Basis of Design: Latest Adopted Version of O.S.S.C.and O.R.S.C. Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed. ASCE 7 used. Wind: 100 MPH 3 second gust, Exposure B, 4:12 Pitch roof Front to Back and 4:12 Pitch Side to Side. Per ASCE 7 Figure 6-2: Front to Back: Zone A: 22 PSF Zone B: 0 Zone C: 14.6 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 = 42 feet Therefore, use a = 4.2 feet Side to Side Zone A: 22 PSF Zone B: 0 Zone C: 14.6 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 = 47 feet Therefore, use a = 4.7 feet Upper Floor: Front to Back: Average force on projected wall = (total force at zone A + total force at zone C)/overall length: 16.1 PSF Average force on projected roof= (total force at zone B + total force at zone D)overall length: 0 PSF Wall Plate Height = 8 feet Projected Average Roof Height = 4 feet Total Wind Force at Upper Level = 2701 #, or 64 PLF • Michael K. Brown,S.E. 5346 E. Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 96, Arlingtion Heights By: MKB Core Job Number: DM12-081 Date: July, 2012 Side to Side: Horizontal Dimension = 47 Feet Average force on projected wall = 16.1 PSF Average force on projected roof= 0.00 PSF Projected Average Roof height = 4 Feet Total Wind Force at Upper Level = 3023 #, or 64 PLF Mail Level: Plate height = 9 Feet Front to Back: Average force on projected wall = 16.1 PSF Projected Length = 50 Feet Total Wind force at Main Level = 7638 #, or 153 PLF Total Wind force Upper and Main = 10339 # Side to Side: Averag force on projected wall = 16.1 PSF Projected Length = 42 Feet Total Wind force at Main Level = 6416 #, or 153 PLF Total overall side to side wind force = 9439 Pounds Seismic Loading: D1 seismic design category per O.R.S.0 SIDS= .83, R = 6.5, W = weight of structure V = [1.2 SIDd(R x 1.4)] W V = .110W Roof Dead Load = 15 psf Floor Dead Load = 12 psf Int. wall Dead Load = 6 psf Ext. wall Dead Load = 12 psf Seismic Front to Back: Tributary Roof Length = 50 Feet Tributary Floor Length = 42 Feet Equiv. Trib Int wall Length = 20 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 96,Arlingtion Heights By: MKB Core Job Number: DM12-081 Date: July_12 Wroof= 100.98 plf > 64 plf,therefore seismic Gov Wfloor = 94.71 plf < 153 plf, therefore wind Gov. Total Seismic Load = 8218.98 Pounds < 10339 Therefore wind Gov. overall Seismic Side to Side: Tributary Roof Length = 42 Feet Tributary Floor Length = 42 Feet Equiv.Trib Int wall Length = 40 Feet Trib. Ext upper wall Height = 4 Feet Trib. Ext lower wall Height = 4.5 Feet Wroof = 132.66 plf > 64 plf,Therefore seismic gov Wfloor = 130.68 plf < 153 plf,therefore wind gov. Total Seismic Force = 12121.56 Pounds, > 9439 Pounds, therefore seismic gov. overall Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2 Roof Level Wall Lines: Line A: P = 101 * 21 ft = 2121 # Total Shear Wall Length = 12 Feet V=P/L = 177 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 4 Feet Shortest Wall Length 12 Feet Trib Floor Area = 0 Feet Mot = 16965 LB FT Factored Dead Load 94 PLF Mr = 6739 LB FT T = 852 LB No Uplift Line C: P = 101 * 21 ft = 2121 # Total Shear Wall Length = 27 Feet V=P/L = 79 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 4 Feet Shortest Wall Length 11 Feet Trib Floor Area = 0 Feet Mot = 6912 LB FT Factored Dead Load 94 PLF Mr = 5663 LB FT T= 114 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 96, Arlingtion Heights By: MKB Core Job Number: DM12-081 Date: July, 2012 Line 1/2: P = 133 * 24 ft = 3184 # Total Shear Wall Length = 25 Feet V=P/L = 127 PLF Use A wall Wall Height = 9 Feet Trib Roof Area = 8 Feet Shortest Wall Length 8 Feet Trib Floor Area = 0 Feet Mot = 9169 LB FT Factored Dead Load 137 PLF Mr = 4378 LB FT T = 599 LB No Uplift Line 3: P = 133 * 24ft = 3184 # Total Shear Wall Length = 18 Feet V=P/L = 177 PLF Use A wall Wall Height = 8 Feet Trib Roof Area = 6 Shortest Wall Length 4 Feet Trib Floor Area = 0 Mot = 5660 LB FT Factored Dead Load 112 PLF Mr = 893 LB FT T = 1192 LB Use Type 5 HD Main Level: Front to Back: Line A: P = 153 * 26 ft + 1351 = 5322.48 # Total Shear Wall Length = 11 Feet V=P/L = 484 PLF Use D wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 3 Feet Trib Floor Area = 2 Feet Mot = 13064 LB FT Factored Dead Load 133 PLF Mr= 599 LB FT T= 4155 LB Use Type 2 HD Line B: P = 153 * 26 ft + 0 = 3971.76 # Total Shear Wall Length = 16 Feet V=P/L = 248 PLF Use B wall Michael K. Brown,S.E. 5346 E.Branchwood Dr. Boise,ID 83716 208-850-7542 mikebrown.se@gmail.com Job Name: Lot 96, Arlingtion Heights By: MKB Core Job Number: DM12-081 Date: July, 2012 Wall Height = 9 Feet Trib Roof Area = 2 Feet Shortest Wall Length 16 Feet Trib Floor Area = 2 Feet Mot = 35746 LB FT Factored Dead Load 97 PLF Mr = 12442 LB FT T = 1457 LB Use type 1 HD Line C: P = 153 * 26 ft + 1351 = 5322.48 # Total Shear Wall Length = 39 Feet V=P/L = 136 PLF Use Awall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 39 Feet Trib Floor Area = 2 Feet Mot = 47902 LB FT Factored Dead Load 133 PLF Mr = 101299 LB FT T = -1369 LB No Uplift Side to Side: Line 1/2: P = 131 * 22 ft + 3184 = 6059 # Total Shear Wall Length = 24 Feet V=P/L = 252 PLF Use B wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 5 Feet Trib Floor Area = 6 Feet Mot = 11360 LB FT Factored Dead Load 162 PLF Mr = 2025 LB FT T = 1867 LB Use HD Type 1 Line 3: P = 131 * 22 ft + 3184 = 6059 # Total Shear Wall Length = 16 Feet V=P/L = 379 PLF UseC wall Wall Height = 9 Feet Trib Roof Area = 6 Feet Shortest Wall Length 2 Feet Trib Floor Area = 8 Feet Mot = 6816 LB FT Factored Dead Load 176 PLF Mr = 353 LB FT T = 3232 LB Use Type 2 HD Lateral at Deck: TIE ROOF AND DECK BACK TO ROOF AND FLOOR DIAPHRAGM WITH ST6224 AT BEAM LOCATIONS. 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Is ocaumur _ s IIPIAIrgrIr vw.,'47AWNI:air At III M „, 1'•,- ..,--,- ••' -- — I 511111 -::::::1111Ei I 111 .----;-11.1": ' --- I _ " ; ........"--- i 4- , ..,.........,,,,,i 1` 4-.......... 1...,,,h,,,,,,,,,, -, „,,... ” : , SHEAR WA LL 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 A 16' OSB (1) SIDE 8d 6" 12" z" Dia. A.B. @ 42" o/c 16d @ 6" o/c A35 @ 18"o/c 237 16d @ 4" o/c A35 @ 14" o/c 367 "Dia. A.B. @ 24" o/c (m) B 16" OSB (1) SIDE (f) 8d 4" 12" 2 — C 16" OSB (1) SIDE (e,f) 8d 3" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 11" o/c 470 "Dia. A.B. @ 16" o/c (m) 16d @ 2" o/c A35 @ 8" o/c 623 D 1s" OSB (1) SIDE (e,f) 8d 2" 12" z — E 7" OSB (2) SIDE (d,e,f) 8d 6" 12" 2"Dia. A.B. @ 18" o/c (m) 16d @ 3" o/c A35 @ 10" o/c 474 16 � � 12" 2" A35 @ 7"o/c 735 F " OSB (2) SIDE (d,e,f) 8d 4" Staggered 12" 2" Dia. A.B. @ o/c (m) 16d @ o/c - 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 939 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 1246 Notes: a) C-D, D-C Sheathing, plywood panel siding and other grades covered in UBC Standard 23-2. All wall construction to conform to OSSC Table 2306.4.1. b) Use Common Wire Nails for all wood sheathing and cooler nails for gypboard sheathing. c) A.B. minimum 7" embed into concrete. 3"x3"x a" plate washers req'd at all shear wall A.B. d) Panel joints shall be offset to fall on different framing members or framing shall be 3x or thicker and nails on each side shall be staggered. e) 3x or Dbl 2x framing at all panel edges and nails shall be staggered. f) All edges blocked. g) Common Wire Nails. h) Clip to be attached from continuous blocking to top of continuous top plates. Clips are not required at Gyp Bd walls but blocking is attached per the toenailing schedule. i) See attached typical shearwall details. j) Sheathing to be Structrual I Sheathing. k) Values are for framing of H-F. . m) See plan for walls where seismic design shear is greater than 350 plf (ASD). 3x or 2x flat blkg at panel edges, Stagger nails. Where indicated on the plans 3x sills are required with A.B. spacing as per plan and schedule. See note C for plate washers req'd at A.B. For walls with the larger sills, Anchor Bolt spacing may be increased by a factor of 1.25 from the table above due to thicker sills. - HOLDOWN SCHEDULE MARK Boundary Tension of DF Tension of HF Anchor Anchor NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour 1 HDU2-SDS2.5 OR PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB2OL 2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB2OL PHDS-SDS3 3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L 7/ 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 ANDHEAVY SQ. NUT AND WASHER @ BOT. WASHER @ BOT. PROVIDE 24"EMBEDPROVIDE 24"EMBED INTO CONT FTG. INTO CONT FTG. 5 MSTC28 (2)2x 3000 2590 N/A N/A 6 MSTC40 (2)2x 4335 3745 N/A N/A - 7 MSTC66 (2)2x 5660 5660 N/A N/A - Notes: 1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog. 2. Match studs on schedule for walls below on all wall to wall holdowns. 3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered. 4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. 5. Refer to Simpson catalog for minimum embed of anchors into concrete. 4x4 POSTS 0 REAR WALL SHALL BE RESTRAINED 0 BOTH TOP AND BOTTOM x8 0 REAR WALL SHALL BE PRESSURE TREATED IF LOCATED NEXT TO THE CONCRETE FOUNDATION I - I 7.0 I 18" WIDE X 12" THICK CONT. I £ H! III , III I € 11 111 111,1 1111 1 FTG. W (4) #5 CONT. AT TOP ( E 11 [ } € f ii AND AT BOTTOM. II I } 411 Hi 111! III 3 1' 1 1} 1 11 .TS SHALL BEA 2X MEMBER ( j 1 ;_ 19 €€ BCH ADJACENT STUD W/ (3) 11€ I E, } 16d NAILS, OR 1 ' sE } I 1 € )NCRETE FOUNDATION WALLS IE' tli E 1 # 11 RED 1/2" EXPANSION/EPDXY rn_,__ __... ..._.,_.__.,_ _i 6= ( —1 --ra--, sem.? ANCHORS 0 32" O.C., OR (METER OF THE SUPPORTING 1 E 1 £'i "CTLY AGAINST THE OUTSIDE - -. € I H.--€� THERE '/ THE SHEATHING NAILS TO int I VISQUI THE RIM JOISTS 6/12 I $j I p; E € II } 1 PLYWC E I p £ i1 E '. € I € q Ili! 1 }1 E E I� �E1 � EE [. € €' E� E f€ € 1 W 7 {{i I F ' j ill j E. Hi Hi€ I E l E I t I 4-;:l { 1 E €, 1 €E 1 €1 , E t € €f €€ 1 E ; E i1. 1 i 1 ' i£S iE[ I1 1 I 'i, 11 1 1---1 3� £ 1 I 1i III 111 111 111 101 III I E € l 1W Th E €E E111 t e€ t j I1 at 1 } PC 'ACE ACCESS { I € b . I EH•6 W HI Ill Hi III Di Ill iii 11 ft ft ill HALL BE 2X61,1 ! Jr H 10 111 11 '' Ii! ''' iiI "" ''' I' i 1 ''' w , A m .0!,! !, ! . d ,,,, , , ,, ,„ (2) 2x12 SS H.F. JOISTS (s 12" O C. 12" O.C. W/ I _ €E F 1 €€1 11 } 11 €1 I LOCATION OF 1 ; 1 E 1 RAL TYPE 'A' 1 -"" h € '" -0 4ALLS BELOW I IIII Ill iII Id € II \GE FRAMING. I _ 11 1 £ _ € 1-E i -6- -"€ ) C E : I1. Hi iii r-------- € iiii I lo ii i i i €j€ t it ii iii ol Hi H iii iii Hi ol w 01 Hi Hi oi HI Hi E1 Hi Hi I1 E I P I i [( di:. I1 E I 1 E I E E€ EEE E; j t 11 it E _ I II 2x8 P.T. JOISTS—NJ €([ ;l 3 E 1 ( Id ® 12 0.C. 1 0 HI In idi 1€ r.....F € _ €E Hi—4H + ! EE E I E€ -''. € €fl y Lr 1 0. € f € 11 E € , ) ;. S IE ir, 01 11 ' 7 1( E£ 1' }'. 1 y 1E7 1 E} 1 E ill ? £E 11i iii iH Hi id 11 EE ,i £}' I€E 1 S Vir, £ I I € E 1 [ li H 1 ' 1 j; E 1 E i L [E J( 1E E. S , �0 i11 a 10 li f 11! 10 i } E 7 l"111 fli fli Hr-off, r € t ii il 4 if H I E E r n °£. €I r. € r of 3fif 't E€ E } i £ 4„„ I iif s Hi ,; f THERE —APPRO • 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: Feb., 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 20" square and 5'apart 3 Load Cases: 1. All Uniform Load: D+L=70+50 A A 2. Concentrated Load 5'Apart: 2k 2k 5' D=70 �. r A A 3. Concentrated Load at Center: 2k D=70 A Use (2) 2x12 HF SS at 12" o.c. See Enercalc Outputs File:C:V ichael K.Broam,S.E\DMH\Generic Retaining Wall6�generic garage toor.ec6 yti/oo{' Beam ENERC9LC,INC.ig83.2411,Build:6.1I.6 23,Ver.&.11:6.23 Lam.#:KVV-06005725 > Licensee CORE ENGINEERING PLLC Description Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart(12'span) Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1400 psi E:Modulus of Elasticity Load Combination:2006 IBC&ASCE 7-05 Fb-Compr 1400 psi Ebend-xx 1600ksi Fc-PrIl 1500 psi Eminbend-xx 580 ksi Wood Species : Hem Fir Fc-Perp 405 psi Wood Grade :Select structural Fv 150 psi Ft 925 psi Density 27.7 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L(2) L(2) D(0.07) + \,t + r , -4,444,;,,,.......-,I.4...„-/- i \ \ �, / \� \ 4 ��\ ' -� \ \- to \ /, 2-2x12 i Span = 12.0 ft , Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070 ksf, Tributary Width=1,0 ft Point Load: L=2.Ok@3.50ft Point Load: L=2.0 k @ 8.50 ft DESIGN SUMMARY....._.- Design OK ;Maximum Bending Stress Ratio - 0.973 1 Maximum Shear Stress Ratio = 0.698 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 1,566.34psi fv:Actual = 104.76 psi FB:Allowable = 1,610.00psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft 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 0.342 in Ratio= 421 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 I. Max Downward Total Deflection 0.399 in Ratio= 360 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# MV C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,610.00 0.36 15.87 150.00 +D+L+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.973 0.698 1.000 1.000 1.150 1.000 1.000 8.26 1,566.34 1,610.00 2.36 104.76 150.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 • $y File:C,1Michael K Brown,S.EIDMH\Generic Retaining Wals'generi6 garage ifoorec6 £N£RCALC,HJc.1983-2011,Build:6.11.6.23,Vec6-11 i.23 Lic.#:KW;06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds 5'apart(12'span) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D+0.750L+0.7505+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.767 0.550 1.000 1.000 1.150 1.000 1.000 6.51 1,234.49 1,610.00 1.86 82.53 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.3994 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.420 2.420 D Only 0.420 0.420 L Only 2.000 2.000 D+L 2.420 2.420 • ., File:0SMi hael K Brrnm,6.E1DMH1Generic Retaining Wats�generic garage oorec6 Woo{ Beare ENERCALC,INC.1983-2011,Build:6.11.623,Ver.6.i1.6.23 Lie.#:KW-06005725 Licensee CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 1,400.0 psi E:Modulus of Elasticity Load Combination:2006 IBC&ASCE 7-05 Fb-Compr 1,400.0 psi Ebend-xx 1,600.0ksi Fc-Prll 1,500.0 psi Eminbend-xx 580.0 ksi Wood Species : Hem Fir Fc-Perp 405.0 psi Wood Grade :Select structural Fv 150.0 psi Ft 925.0 psi Density 27.70 pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase L(2) - D(007) i V * * ,� \ \\� \\ :'. .�@ c Y.Y�, \ Y \ �y _ fid,. 2-2x12 Span = 12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.070 ksf, Tributary Width=1.0 ft Point Load: L=2.0k@6.0ft DESIGN SUMMARY _ _ Design Ott Maximum Bending Stress Ratio = 0.855 1 Maximum Shear Stress Ratio = 0.402 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 fb:Actual = 1,376.71 psi fv:Actual = 60.31 psi FB:Allowable = 1,610.00psi Fv:Allowable = 150.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft , Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 I Maximum Deflection Max Downward L+Lr+S Deflection 0.220 in Ratio= 654 I Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 j Max Downward Total Deflection 0.278 in Ratio= 518 Max Upward Total Deflection 0.000 in Ratio= 0<240 ........................................................................... Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd C FN Cr Cm C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=12.0 ft 1 0.148 0.106 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,610.00 0.36 15.87 150.00 +D+L+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.855 0.402 1.000 1.000 1.150 1.000 1.000 7.26 1,376.71 1,610.00 1.36 60.31 150.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 WQt?d Bi@aCYi F1e:C:IMichaei K.Brawn,S.E1DMH\GeneriC Retaining Walls\generic garage iloorec6 ENERCALC,INC.'1983-2011,Build:6.11.6.23,Ver.6.11-6 23 Lfc.#:KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Concentrated Loads of 2,000 pounds at Center Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=12.0 ft 1 0.678 0.328 1.000 1.000 1.150 1.000 1.000 5.76 1,092.27 1,610.00 1.11 49.20 150.00 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max. "Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.2779 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.420 1.420 D Only 0.420 0.420 L Only 1.000 1.000 D+L 1.420 1.420 Fite:C:\Michael K.Brown,S.E\DMH\Generic Retaining Walls3generic garage loorec6' Wood Beam ENERCALC,INC.1983-2011,Build:6.11.6.23,Ver.6.11.6-23 Lic.#:KW-06005725 Licensees.CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load 12 span Material Properties Calculations per NDS 2005,IBC 2009,CBC 2010,ASCE 7-05 Analysis Method: Allowable Stress Design Fb-Tension 900.0 psi E:Modulus of Elasticity Load Combination:2006 IBC&ASCE 7-05 Fb-Compr 900.0 psi Ebend-xx 1,600.0ksi Fc-Pill 1,350.0 psi Eminbend-xx 580.0ksi Wood Species : Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade :No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase D(0.07) L(0.05) + + + * i *\ \ \• \ . °s �` of o � 2-2x12 7 Span = 12.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load D=0.070, L=0.050 ksf, Tributary Width=10 ft aESJGNSUMMARY__,.... - _-_. mti.,. Design :Maximum Bending Stress Ratio = 0.399 1 Maximum Shear Stress Ratio = 0.151 : 1 Section used for this span 2-2x12 Section used for this span 2-2x12 1 fb:Actual = 409.60 psi fv:Actual = 27.20 psi FB:Allowable = 1,035.00psi Fv:Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H j Location of maximum on span = 6,000ft Location of maximum on span = 0.000 ft l Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.041 in Ratio= 3487 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.099 in Ratio= 1453 Max Upward Total Deflection 0.000 in Ratio= 0<240 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow +D Length=12.0 ft 1 0.231 0.088 1.000 1.000 1.150 1.000 1.000 1.26 238.93 1,035.00 0.36 15.87 180.00 +D+L+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.396 0.151 1.000 1.000 1.150 1.000 1.000 2.16 409.60 1,035.00 0.61 27.20 180.00 +D+0.750Lr+0.750L+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.150 1.000 1.000 Length=12.0 ft 1 0.355 0.135 1.000 1.000 1.150 1.000 1.000 1.94 366.93 1,035.00 0.55 24.37 180.00 �� File:C`ria=am .1Michael K Brown,S.E\DMneri H\Gec Retaining Walls\generic garage&oocec8 livENERCALC,INC.1983-2011,Build:8.1I.6.23 Ver^6.1I.6.23 L :KW-06005725 Licensee:CORE ENGINEERING PLLC Description: Garage Floor Joist with Uniform Live Load 12'span Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Defl Location in Span D+L 1 0.0991 6.060 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.720 0.720 D Only 0.420 0.420 L Only 0.300 0.300 D+L 0.720 0.720 Core Engineering Title : Generic Retaining Wall 5'tall no s Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E\Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Criteria 1 Soil Data I ,k Retained Height = 5.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf , Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads 0 Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pp11bya 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 lDesign Summary I Stem Construction 0 Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.16 OK Wall Material Above"Ht" = Concrete Sliding = 1.59 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,703 lbs Rebar Spacing = 18.00 ...resultant ecc. = 1.45 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 503 psf OK fb/FB+fa/Fa = 0.579 Soil Pressure @ Heel = 348 psf OK Total Force @ Section lbs= 801.8 Allowable = 1,500 psf Moment....Actual ft-#= 1,421.2 Soil Pressure Less Than Allowable Moment Allowable = 2,455.6 ACI Factored @ Toe = 704 psf ACI Factored @ Heel = 488 psf Shear Actual psi= 15.7 Footing Shear @ Toe = 7.8 psi OK Shear Allowable psi= 75.0 Footing Shear©Heel = 4.6 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in= 4.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 12.00 LAP SPLICE IF BELOW in= Lateral Sliding Force 691.4 lbs HOOK EMBED INTO FTG in= 6.17 less 100%Passive Force= - 500.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 595.9 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 = Modular Ration' _ Load Factors Short Term Factor = Building Code IBC 2006 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 Retain Pro Software©2009 HBA Publications,Inc. Licensed to:Core Engineering www RetainPro,com At Rights Reserved Boise,Ira 83705 Core Engineering Title : Generic Retaining Wall 5'tall no s Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:\Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I Footing Design Results Toe Width = 2.50 ft Toe Heel Heel Width = 1.50 Factored Pressure = 704 488 psf Total Footing Width = 4.00 Mu':Upward = 2,060 253 ft-# Footing Thickness = 12.00 in Mu':Downward = 656 522 ft-# Mu: Design = 1,403 269 ft-# Key Width = 8.00 in Actual 1-Way Shear = 7.83 4.64 psi Key Depth = 12.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 2.50 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 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: Not req'd,Mu<S*Fr 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 = 550.0 3.50 1,925.0 Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = 40.0 3.50 140.0 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 412.5 2.75 1,134.4 Earth @ Stem Transitions= Total = 691.4 O.T.M. = 1,484.1 Footing Weight = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 3.16 Key Weight = 100.0 2.83 283.3 Vertical Loads used for Soil Pressure= 1,702.5 lbs Vert.Component = Total= 1,702.5 lbs R.M.= 4,682.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA Publications,Inc. Licensed to:Core Engineering euwi.RetainPro.com At Rights Reserved Boise.IP.83705 . Core Engineering Title : 6'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:\Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Criteria I Soil Data I Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf "Y WallEquivalent Fluid Pressure Method height above soil = 0.50 ft Heel Active Pressure 35.0 psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingliSoil Friction = 0.400 . Soil height to ignore for passive pressure = 0.00 in Thumbnail 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 Line Load Pp ` by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs =- 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs 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 Ftg ft= 0.00 Overturning = 2.49 OK Wall Material Above"Ht" = Concrete Sliding = 1.95 OK Thickness = 6.00 Rebar Size = # 4 Total Bearing Load = 1,725 lbs Rebar Spacing = 14.00 ...resultant ecc. = 3.59 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 524 psf OK fb/FB+fa/Fa = 0.763 Soil Pressure @ Heel = 229 psf OK Total Force @ Section lbs= 1,130.2 Allowable 1,500 psf Moment....Actual ft-#= 2,382.5 Soil Pressure Less Than Allowable Moment Allowable = 3,122.5 ACI Factored @ Toe = 734 psf Shear Actual psi= 22.2 ACI Factored @ Heel = 320 psf Footing Shear @ Toe = 11.1 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 3.8 psi OK Wall Weight = 75.0 Allowable = 58.1 psi Rebar Depth 'd' in= 4.25 LAP SPLICE IF ABOVE in= 14.28 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 931.6 lbs HOOK EMBED INTO FTG in= 8.17 less 100%Passive Force= - 1,125.0 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 690.0 lbsHook 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 = Modular Ration' = Load Factors Short Term Factor = Building Code IBC 2006 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 Retain Pro Software @ 2009 HBA Publications,Inc. Licensed to:Core Enginee ing www.RetainPro.com All Rights Reserved Boise.ID 83705 Core Engineering Title : 6'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I Footing Design Results Toe Width = 3.58 ft Toe Heel Heel Width = 1.00 Factored Pressure = 734 320 psf Total Footing Width = 4.58 Mu':Upward = 4,017 42 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,348 150 ft-# Mu: Design = 2,669 108 ft-# Key Width = 8.00 in Actual 1-Way Shear = 11.10 3.75 psi Key Depth = 24.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.58 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 37.25 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in,#5@ 20.50 in,#6@ 29.00 in,#7@ 39.25 in,#8@ 48.25 in,#9@ 4 Heel:Not req'd,Mu<S*Fr Key: #4©22.25 in,#5@ 34.50 in,#6@ 48.25 in,#7@ 48.25 in, Summary of Overturning &Resisting Forces &MomentsII 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 = 330.0 4.33 1,429.9 Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = 20.0 4.33 86.7 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 487.5 3.83 1,868.6 Earth @ Stem Transitions= Total = 931.6 O.T.M. = 2,307.7 Footing Weight = 687.5 2.29 1,575.3 Resisting/Overturning Ratio = 2.49 Key Weight = 200.0 3.92 783.3 Vertical Loads used for Soil Pressure= 1,725.0 lbs Vert.Component = Total= 1,725.0 lbs R.M.= 5,743.7 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA Publications,Inc. Licensed to:Core Engineering Gvcvw.RetainPro,corn All Rights Reserved Boise.ID 83705 , Core Engineering Title : 7'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job* : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:\Michael K.Brown,S.E\Skyline Plans\20 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Criteria I Soil Data Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads 0 _Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load pP ` by a factor of Base Above/Below Soil - Axial Dead Load = 0.0 lbs - 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs 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 Ftg ft= 0.00 Overturning = 3.05 OK Wall Material Above"HV = Concrete Sliding = 2.16 OK Thickness = 8.00 Rebar Size = # 4 Total Bearing Load = 2,676 lbs Rebar Spacing = 12.00 ...resultant ecc. = 0.83 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 540 psf OK fb/FB+fa/Fa = 0.684 Soil Pressure @ Heel = 462 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 = 5,412.6 ACI Factored @ Toe = 756 psf Shear Actual psi= 20.2 ACI Factored @ Heel = 647 psf Footing Shear @ Toe = 15.0 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 6.1 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in= 6.25 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 12.80 LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,206.8 lbs HOOK EMBED INTO FTG in= 7.32 less 100%Passive Force= - 1,531.3 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,070.5 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 = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2006 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 Retain Pro Software©2009 HBA Publications,Inc- Licensed to:Core Engineering www-RetainPro,corn AU Rights Reserved Boise,ID 83705 1 , Core Engineering Title : 7'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.EISkyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I Footing Design Results Toe Width = 3.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 756 647 psf Total Footing Width = 5.34 Mu':Upward = 4,923 329 ft-# Footing Thickness = 12.00 in Mu':Downward = 1,414 681 ft-# Mu: Design = 3,509 351 ft-# Key Width = 10.00 in Actual 1-Way Shear = 14.98 6.11 psi Key Depth = 30.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 3.67 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4©18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 22.25 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ©Btm.= 3.00 in Toe: #4©13.25 in,#5©20.50 in,#6©29.00 in,#7©39.25 in,#8©48.25 in,#9©4 Heel:Not req'd,Mu<S*Fr Key: #4©16.00 in,#5@ 24.75 in,#6©35.00 in,#7@ 47.75 in, Summary of Overturning&Resisting Forces&Moments 1 OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-It lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 772.6 4.84 3,737.9 Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel = Toe Active Pressure = -15.0 0.33 -5.0 Surcharge Over Heel = 40.1 4.84 194.2 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 750.0 4.00 3,002.5 Earth @ Stem Transitions= Total = 1,206.8 O.T.M. = 3,388.9 Footing Weight = 801.0 2.67 2,138.7 Resisting/Overturning Ratio = 3.05 Key Weight = 312.5 4.09 1,277.1 Vertical Loads used for Soil Pressure= 2,676.2 lbs Vert.Component = Total= 2,676.2 lbs R.M.= 10,350.4 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Prc Software©2009 HBA Publications.Inc. Licensed to:Core Engineenno www.Retain°Pro,com All Rights Reserved Boise.ID 83705 Core Engineering Title : 8'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E1Skyline Plansl20 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code:IBC 2006 Licensed to:Core Engineering Criteria 0 Soil Data I Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure = 35.0 psf/ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft . Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingilSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Thumbnail Surcharge Loads i Lateral Load Applied to Stem i Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load Pp by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs 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 Ftp, ft= 0.00 Overturning = 2.91 OK Wall Material Above"Ht" = Concrete Sliding = 1.85 OK Thickness = 8.00 Rebar Size = # 5 Total Bearing Load = 3,102 lbs Rebar Spacing = 13.00 ...resultant ecc. = 1.40 in Rebar Placed at = Edge Soil Pressure @ Toe = 551 psf OK Design Data fb/FB+fa/Fa = 0.721 Soil Pressure©Heel = 441 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 = 772 psf Moment Allowable = 7,532.8 ACI Factored @ Heel = 617 psf Shear Actual psi= 26.3 Footing Shear©Toe = 16.5 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 7.1 psi OK Wall Weight = 100.0 Allowable = 58.1 psi Rebar Depth 'd' in= 6.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 16.87 Lateral Sliding Force = 1,541.9 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 9.61 less 100%Passive Force= - 1,605.0 lbs less 100%Friction Force = - 1,240.7 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 = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2006 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 Retain Pro Software©2009 HBA Publications,Inc. Licensed to:Core Engineering www.RetainPrc.com All Rights Reser'ed Boise,10 83705 Core Engineering Title : 8'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration iii:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths I Footing Design Results Toe Width = 4.58 ft Toe Heel Heel Width = 1.67 Factored Pressure = 772 617 psf Total Footing Width = 6.25 Mu':Upward = 7,709 315 ft-# Footing Thickness = 13.00 in Mu':Downward = 2,389 767 ft-# Mu: Design = 5,320 452 ft-# Key Width = 10.00 in Actual 1-Way Shear = 16.54 7.12 psi Key Depth = 30.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 4.58 ft Toe Reinforcing = #4 @ 18.00 in f c = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 34.50 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 11.75 in,#5@ 18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9©4 Heel:Not req'd,Mu<S*Fr Key: #4@ 16.00 in,#5@ 24.75 in,#6@ 35.00 in,#7@ 47.75 in, Summary of Overturning&Resisting Forces&Moments i OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 1,443.9 3.03 4,371.7 Soil Over Heel = 882.9 5.75 5,078.0 Surcharge over Heel = 115.6 4.54 525.0 Sloped Soil Over Heel = Toe Active Pressure = -17.6 0.36 -6.4 Surcharge Over Heel = 40.1 5.75 230.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 850.0 4.92 4,178.9 Earth @ Stem Transitions= Total = 1,541.9 O.T.M. = 4,890.4 Footing Weight = 1,016.1 3.13 3,176.9 Resisting/Overturning Ratio = 2.91 Key Weight = 312.5 5.00 1,562.4 Vertical Loads used for Soil Pressure= 3,101.7 lbs Vert.Component = Total= 3,101.7 lbs R.M.= 14,227.0 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA;Publications,Inc. Licensed to:Core Engineering www.RetainPro,com All Rights Reserved Boise.ID 83705 Core Engineering Title : 9'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:\Michael K.Brown,S.E\Skyline Plans\20 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code:IBC 2006 Licensed to:Core Engineering Criteria 0 Soil Data I 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 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf z Soil Density,Toe = 110.00 pcf hs FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads 111 Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ,.,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load Pp ` by a factor of Base Above/Below Soil - Axial Dead Load = 0.0 lbs - 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs 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 = 3.19 OK Wall Material Above"Ht" = Concrete Sliding = 1.99 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 4,054 lbs Rebar Spacing = 12.00 ...resultant ecc. = 0.96 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 528 psf OK fb/FB+fa/Fa = 0.699 Soil Pressure @ Heel = 604 psf OK Total Force @ Section lbs= 2,451.3 Allowable = 1,500 psf Moment....Actual ft-#= 7,628.7 Soil Pressure Less Than Allowable Moment Allowable = 10,911.3 ACI Factored @ Toe = 739 psf Shear Actual psi= 24.9 ACI Factored @ Heel = 846 psf Footing Shear @ Toe = 18.6 psi OK Shear Allowable psi 75.0 Footing Shear @ Heel = 6.2 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in= 8.19 LAP SPLICE IF ABOVE in= 16.36 Sliding Caics (Vertical Component NOT Used) LAP SPLICE IF BELOW in= Lateral Sliding Force = 1,917.8 lbs HOOK EMBED INTO FTG in= 9.34 less 100%Passive Force= - 2,406.3 lbs Lap splice above base reduced by stress ratio less 100%Friction Force = - 1,418.9 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 = Modular Ration' = Load Factors Short Term Factor = Building Code IBC 2006 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 ft psi= 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Retain Pro Software GD 2009 HBA Publications Inc. Licensed to:Core Englneenng www.RetamPro,corn All Rights Reserved Boise,ID 83705 Core Engineering Title : 9'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:1Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths 1 L,Footing Design Results11 Toe Width = 5.33 ft Toe Heel Heel Width = 1.83 Factored Pressure = 739 846 psf Total Footing Width = 7.16 Mu':Upward = 10,874 441 ft-# Footing Thickness = 14.00 in Mu':Downward = 3,480 847 ft-# Mu: Design = 7,394 406 ft-# Key Width = 14.00 in Actual 1-Way Shear = 18.64 6.21 psi Key Depth = 40.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 5.33 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5©24.75 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 ©Btm.= 3.00 in Toe: #4©10.75 in,#5©16.50 in,#6@ 23.50 in,#7©31.75 in,#8©42.00 in,#9©4 Heel:Not req'd,Mu<S*Fr Key: #4@ 10.25 in,#5@ 15.75 in,#6©22.25 in,#7©30.50 in, Summary of Overturning&Resisting Forces &Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,808.8 3.39 6,129.9 Soil Over Heel = 989.7 6.66 6,594.3 Surcharge over Heel = 129.4 5.08 657.8 Sloped Soil Over Heel = Toe Active Pressure = -20.4 0.39 -7.9 Surcharge Over Heel = 40.0 6.66 266.4 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,187.5 5.75 6,824.2 Earth©Stem Transitions= Total = 1,917.8 O.T.M. = 6,779.7 Footing Weight = 1,253.5 3.58 4,489.5 Resisting/Overturning Ratio = 3.19 Key Weight = 583.3 5.91 3,449.4 Vertical Loads used for Soil Pressure= 4,054.0 lbs Vert.Component = Total= 4,054.0 lbs R.M.= 21,623.9 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA Publications,Inc, Licensed to-Core Engineering www.RetainPro.corn All Rights Reserved Boise.ID 83705 V , Core Engineering Title : 10'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# : Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:C:\Michael K.Brown,S.E1Skyline Plansl20 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Criteria ` Soil Data I Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Wall height above soil = 0.50 ft Heel Active Pressure 35.0 psf/ft ; Slope Behind Wall = 0.00: 1 Toe Active Pressure = 30.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.350 , Soil height to ignore for passive pressure = 0.00 in ,, Thumbnail I I Surcharge Loads I Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf .,.Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load A fled t0 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 Design Summary I Stem Construction I Top Stem -. Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 4.27 OK Wall Material Above"Ht" = Concrete Sliding = 2.46 OK Thickness = 10.00 Rebar Size = # 5 Total Bearing Load = 5,922 lbs Rebar Spacing = 10.00 ...resultant ecc. = 8.23 in Rebar Placed at = Edge Design Data Soil Pressure @ Toe = 359 psf OK fb/FB+fa/Fa = 0.798 Soil Pressure @ Heel = 1,008 psf OK , Total Force @ Section lbs= 3,003.6 Allowable = 1,500 psf Moment....Actual ft-#= 10,351.5 Soil Pressure Less Than Allowable Moment Allowable = 12,971.1 ACI Factored @ Toe = 502 psf ACI Factored @ Heel = 1,411 psf Shear Actual psi= 30.6 Footing Shear @ Toe = 18.9 psi OK Shear Allowable psi= 75.0 Footing Shear @ Heel = 6.4 psi OK Wall Weight = 125.0 Allowable = 58.1 psi Rebar Depth 'd' in= 8.19 Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 18.67 Lateral Sliding Force = 2,334.6 lbs LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= 10.69 less 100%Passive Force= - 3,667.5 lbs less 100%Friction Force = - 2,072.6 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 = Modular Ratio'n' = Load Factors Short Term Factor = Building Code IBC 2006 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 Retain Pro Software(...:2003 HBA Publications,Inc, Licensed to:Core Engineering www.RetainP ro,com All Rights Reserved Boise.10 83705 . t Core Engineering Title : 10'wall no Seismic Page: 3501 W.Elder St.,Suite 100 Job# • Dsgnr: MKB Date: JUL 2,2010 Boise,ID 83705 Description.... This Wall in File:0:1Michael K.Brown,S.E1Skyline Plans120 Retain Pro 9©1989-2011 Ver:9.25 8170 Registration#:RP-1193935 RP9.25 Cantilevered Retaining Wall Design Code: IBC 2006 Licensed to:Core Engineering Footing Dimensions&Strengths 1 L,Footing Design Results Toe Width = 6.08 ft Toe Heel Heel Width = 2.58 Factored Pressure = 502 1,411 psf Total Footing Width = 8.67 Mu':Upward = 13,226 2,530 ft-# Footing Thickness = 15.00 in Mu':Downward = 4,857 2,857 ft-# Mu: Design = 8,369 327 ft-# Key Width = 19.00 in Actual 1-Way Shear = 18.88 6.38 psi Key Depth = 50.00 in Allow 1-Way Shear = 58.09 58.09 psi Key Distance from Toe = 7.00 ft Toe Reinforcing = #4 @ 18.00 in fc = 1,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 19.25 in Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4©9.75 in,#5@ 15.00 in,#6©21.50 in,#7@ 29.00 in,#8@ 38.25 in,#9@ 48 Heel:Not req'd,Mu<S*Fr Key: #4@ 7.00 in,#5@ 11.00 in,#6@ 15.50 in,#7©21.00 in, Summary of Overturning & Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,214.8 3.75 8,305.7 Soil Over Heel = 1,924.6 7.79 14,995.1 Surcharge over Heel = 143.2 5.63 805.4 Sloped Soil Over Heel = Toe Active Pressure = -23.4 0.42 -9.8 Surcharge Over Heel = 70.0 7.79 545.3 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil= Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,312.5 6.50 8,530.8 Earth @ Stem Transitions= Total = 2,334.6 O.T.M. = 9,101.3 Footing Weight = 1,624.9 4.33 7,040.6 Resisting/Overturning Ratio = 4.27 Key Weight = 989.6 7.79 7,710.5 Vertical Loads used for Soil Pressure= 5,921.6 lbs Vert.Component = Total= 5,921.6 lbs R.M.= 38,822.3 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software©2009 HBA Publications,Inc. Licensed to:Core Engineering www,RetainPro.com At Rights Reserved Boise,10 83705