The URL can be used to link to this page

Specifications (13) 57:2-c)/3 - 0(4/ 72'10 S4 f7 c& LN LATERAL CALCULATIONS FOR TROXEL #1337 PORTLAND, OREGON by RICHARD J. TURNER, P.E. REVISION#1 DATE: 09/16/13 JOB NUMBER: R13165 4p PlCv GINE., • 58949' 4' h" 0• GO* AD J. EXP.DATE: 06-30-14 J INDEX OF CAL CULATI DATE: 05/ONS:30/13 PAGES SHEAR WALL PLANS: 1 TO 3 SEISMIC LOADS: 4 TO 5 WIIND LOADS: 6 TO 7 WALL DISTRIBUTION: 8 TO 9 FOOTING DESIGN: 10 RETAINING WALL ANALYSIS AND DESIGN: 11 TO 44 DETAILS: 45 TO 51 REVISION#1 DATE: 09/16/13 SHEETS REVISED: 3 SHEETS ADDED: 52 TO 62 1 .%4 © w f — --s Z- ..r-1- t�' O W it I 1 7e L, 011111111:14k" 2 . �y a 1:1 © 7,�) rA � it � . � ji I ©I LWIII!j.i'It I � L4 I l ......r—1... ...I . a El0 1' ,� I ito Up� 0 4' ill L——1 Ir_J % 4p. 0 1 I Q>+ illot I y Mr ry �y t\ 4441to"" I I III1IIL i i I A N m_ u_ �'.� L IIIIil 0r l`,* °>4.4FiJ l� Q f"I a g e r Ci) xI- 09** !:1'ii'iift' it w40kid. 111 a p-4 z 8 8 JiiiiW!!I r, '4c4.S�'*�` 'I'`�oty ✓� p.p _' Ems, I ; _�.....:::. ... :..:.. Z w 0. E 9S ®O I ZS ZS I 4O 1 DE ' y 6, (NOTE#2BO -q* D t1 U17 ll01.-1 1 a 01 13 ..-- .(2)2X12 DFL-#143 1'-4'O/C(NOTE !yO s,. sus #2 BELOW) s 6X12 6X12 I DFL-#1 I DFL#1 4'-0' 6'-0' 6.-0 . 'p n -(2)2X12 DFL-#1@ O 1,-4"0/C(NOTE #2 BELOW) e ' F1 4 4 4 LOWER FLOOR SHEARWALL PLAN NOTE: 1. REFER TO FRAMING REQUIREMENTS FOR TYPICAL EXTERIOR SHEATHING AND NAILING(TSN),ROOF SHEATHING AND NAILING AND FLOOR SHEATHING Q • i N• : •UIREMENTS. 2.INSTALL DOUBLE JOI O '. . E l GER WITH SIMPSON'HHUS210-2',REFER ' TO MANUFACTURE'S SPECIFICATION FOR COATING OF HANGERS FOR P.T. TERIAL. ' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: • using the"Settings"menu item Project Descr: _ and then using the"Printing& Title Block"selection. - Title Block Line 8 vdatet19SEP 2013,24P++ RfEilti Ce Sim'p1•1.B am - - ' ' w&une -t1F4ERca-1 a • ,a,-- E P__ a * r_ -� . . � I> te. A 3e�lit _ ,agt- t It i . KVV•06005610 Licensee . RICHARD LIMNER Description : 7.5'JOIST 9.5'BEAMS _... -z_.. . _ Wood Beam Design- 131 ,..4,„„ - .-.- 4 Calculations per2005 NDS,.IBC 2086;CBC2007.A8CE.7-06: BEAM Size: 6x12,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axls Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,350.0 psI Fc-Pril 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 1,350.0 psI Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksl Applied Loads Unif Load: D=0.4550 k/ft,Trib=1.0 ft Point: L=3.0 k @ 4.625 ft Design Summary Max fb/Fb Ratio = 0.869.I !'" illiTill"1. fb:Actual: 1,168.42 psf at 4.625 ft in Span#1 - - Fb:Allowable: 1,344.04 psi Load Comb: +D+L+H Max fv/FvRatio= 0.442: 1 fv:Actual: 75.17 psI at 8.294 ft In Span#1 - Fv:Allowable: 170.00 psi 9.260 ft,6x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L Lc 2 W ti d Downward L+Lr+S 0.077 in Downward Total 0.145 In Left Support 2.10 1.50 Upward L+Lr+S 0.000 In Upward Total 0.000 in Right Support 2.10 1.50 Live Load Defl Ratio 1441 >360 Total Defl Ratio 767>180 W d Beam Desigri B1 ,.. - : ,'- t1.- ,. i`-2 s•.�. -�} = Catcu axons peg 2005hND iBC 2006',CBC 2007�.A3CE T-05 �'«�''`,,. - ,.�. 14d-�-?- =i�€ �aW }e-2.�. -.. -::,"!-...',:<-1A11:,. -•- •_ _ - BEAM Size: 6x12,Sawn, Fully Unbraced L Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major.Axis Bending • Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,350.0 psi Fc-Prll 925.0 psi Fv 170.0 psI Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 1,350.0 psI Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Applied Loads Unit Load: D=-0.4550 k/ft,Trip 1.0 ft Point: L=3.0 k @1.250 ft Point: L=3.0k@8.0ft • Design Summary iiiiiiiiimiiiiiiit Max fb/Fb Ratio = 0.635. 1 0.4550 fb:Actual: 852.90 psf at 4.625 ft in Span#1 Fb:Allowable: 1,344.04 psi Load Comb: +D+L+H Max fv/FvRatio= 0.651: 1 fv:Actual: 110.74 psi at 8.294 ft In Span#1 Fv:Allowable: 170.00 psi 9.250 ft6x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 L l.[ 2 !C E ti Downward L+Lr+S 0.061 In Downward Total 0.129 in Left Support 2.10 3.00 Upward L+Lr+S 0.000 In Upward Total 0.000 In Right Support 2.10 3.00 Live Load Dell Ratio 1820>360 Total Defl Ratio 863>180 Wood Beam Design_ J1 1 1 - :Ca cu NDS;IBC.2006,CBC2007,ASCE 7-05 ationsper2005 BEAM Size: 2-2x12 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-PM 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 620.0 ksi - Applied Loads Unit Load: D=0.0870 k/ft,Trib=1.0 ft Point: L=3.0 k @ 1.0 ft Design Summary Max fb/Fb Ratio = 0.551.1 • ,.060 fb:Actual: 546.65 psf at 1.000 ft in Span#1 ..- •••_-.--, Fb:Allowable: 991.26 psi #� Load Comb: +D+L+H �� Max fv/FvRatio= 0.703: 1 • A fv:Actual: 126.48 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 7.50 f1.2-2x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) 2 I. Lc 1 W E H Downward L+Lr+S 0.030 in Downward Total 0.040 In Left Support 0.33 2.60 Upward L+Lr+S 0.000 In Upward Total 0.000 in Right Support 0.33 0.40 Live Load Defl Ratio 2969>480 Total Dell Ratio 2227>240 1 • Title Block Line 1 Project Title: You can change this area Engineer: Project ID: • using the"Settings'menu_item Project Descr: and then using the"Printing& Title Block"selection. Title Block Une 6 Pdoletk%SEP2013,x4314.4 � . _ . � Fit=a. .- . ....�' dD11OT1 RGc11 .!, 1Wf�Fl.Et .Mo . . lt. s,SrlP a � twti r. � . �: r_� : .: . ��., � .�.. - !: t '- ' 3: ''' i3� Vir13t:3Q. Lir. ._. #:KW-06005(itU I iccn'acr•: RICHARD 1IJRNER Woad Btaam Design: J1 2 POINTS #„ ;_ �_.- - . Calculations per 2005 NDS.SBC 200 CBC 2007T 0 SC BEAM Size: 2-2x12 Sawn, Fully U-nbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,000.0 psi Fc-Prll 1,500.0 psi Fv 180.0 psi Ebend-xx 1,700.0 ksi Density 32.210 pcf Fb-Compr 1,000.0 psi Fc-Perp 625.0 psI Ft 675.0 psI Eminbend-xx 620.0 ksi Applied Loads Unif Load: D=0.0870 k/ft,Trib=1.0 ft Point L=3.0k@1.0ft Point L=3.0k ryt 6.0 ft Design Summary Max fb/Fb Ratio = 0.878.1 0 0.0870 fb:Actual: 870.68 psi at 6.000 ft In Span#1 Fb:Allowable: 991.26 psI Load Comb: +D+L+H Max fv/FvRatio= 0.851:1 fv:Actual: 153.15 psi at 0.000 ft in Span#1 Fv:Allowable: 180.00 psi 2.50 4 2-2x12 Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Li / W E H Downward L+Lr+S 0.073 In Downward Total 0.083 in Left Support 0.33 3.20 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.33 2.80 Live Load Dell Ratio 1239>480 Total Defl Ratio 1085>240 Wood.Beam Design =,,J1 2 POINTS ---,.„5.,, -.7.;,-,,:;;-,._-., >, 1t- : ; _-r f;_ ,_i+,:.; _ 1 Calculations,per2005 NDSIBC 2006_,CBC 2007,;ASCE 7-05 BEAM Size: 2-2x12 Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-02 Load Combinations,Major Axis Bending • Wood Species: Douglas Fir-Larch Wood Grade: No.1 Fb-Tension 1,350.0 psi Fc-Prll 925.0 psi Fv 170.0 psi Ebend-xx 1,600.0 ksi Density 32.210 pcf Fb-Compr 1,350.0 psI Fc-Perp 625.0 psi Ft 675.0 psi Eminbend-xx 580.0 ksi Applied Loads Unif Load: D=0.0780 k/ft,Trib=1.0 ft Point: L=3.0 k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.875.1 •i,.0780 io:Actual: 1,165.46 psi at 3.500 ft In Span#1 :mm.. .-..mcon Fb:Allowable: 1,331.73 psi Load Comb: +D+L+H • R Max fv/FvRatio= 0.476:1 • • fv:Actual: 80.90 psI at 0.000 ft In Span#1 Fv:Allowable: 170.00 psi - 7.50 0.2 2*12 Load Comb: +D+L+H Max Deflections Max Reactions (k) Q L Lr a Mt b H Downward L+Lr+S 0.080 in Downward Total 0.090 in Left Support 0.29 1.60 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.29 1.40 Live Load Defl Ratio 1125 >480 Total Defl Ratio 1002>240 LU IN v ........,\(..,NOTE: T 1. ASSUMPTIONS: 2. CONCRETE FOUNDATION WAIL MAX DESIGN PRESSURE= 40 PSF DESIGNED TO CARRY SOIL LOAD ONLY. MAX SURCHARGE LOAD-100 PSF 3. COMPACTED BACKFILL TO BE INSTALLED ALLOWABLE SOIL BEARING PRESSURE=1500 PSF BEFORE INSTALLING WOOD FLOOR. COEFFICIENT OF FRICTION= .35 4. SHORE WALL BEFORE COMPACTING WITH PASSIVE SOIL PRESSURE- 150 PSF BACKFILL. SEISMIC Kh-Sds/2.5(MONONOBE-OKABE) 5. REINFORCING BARS TO BE ASTM A615, F'C - 2500 PSI AT 28 DAY STRENGTH,5'SLUMP. GRADE 60,DEFORMED BARS(MIN.LAP Fy(STF-EL) 60 KSI SPLICE 40 BAR DIAM.). SOIL WEIGHT - 110 PCF FLOOR PER PLAN,PONY '�� WALL AT SIM. P.T.SILL PLATE WITH 3i' TYPE BOLT,EMBED 7' MIN.INTO STEM WALL / . a . 6 '' FREE-DRAINING MATERIAL. •-2"CLR. (COMPACTED BACKFILL %.1.) INUS IN 8'LIFTS) .... — WALL HORIZONTAL AND VERTICAL 1 C.1 4 REINFORCING PER SCHEDULE ABOVE (VERTICAL BAR WITH STD.HOOK) a k CONTINUOUSDRAIN BY REINFORCING TO MATCH aj • , OTHERS VERT.REINFORCING �( • - HEEL TOP REINFORCING PER SCHEDULE OHEEL HORIZONTAL 1 �' _I " n REINFORCINGTOP PER SCHEDULE e '1..i! I/ d a a w s 4 • A , co . . • 4 • . TOE BOTTOM HOR. FOOTING TO SIT ON REINFORCING PER COMPACTED 3V+/-GRAVEL SCHEDULE L ,or RETAINING WALL/FOOTING SCHEDULE WALL REINFORCEMENT FOOTING REINFORCEMENT HEIGHT 'I' TOE HEEL DEPTH 'D'SOIL WALL VERT.REIN?. WALL HOR.REIN?. HEEL TOP HORIZ. HEEL TOP TOE BTM.HORIZ. _4'-0' 8' 1'-0" 2'-9' 0'-10" 0'-6' 84'' 1'-4'O.C. 84®1'-0'O.C. 14®1'-0'O.C. 44®1'-6"O.C. /4 Q 1'-O"O.C. • 6'-0' 8' 1'-0" 4'-6' 0'-10' 0'-6' /4®1'-0'O.C. /4 @ 1'-O'O.C. #4 @ 1'-0'O.C. /4®1'-6'O.C. /4®1'-0"O.C. 8'-0' 8' 1'-6" 6'-O" 1'-0' 0'-6" /4®0'-6"O.C. /4®1'-0"O.C. /4®1'-0"O.C. 14 Q 0'-10"O.0 1463 r-o-O.C. FOOTING SECTION SCALE:NONE c 4"CONC.SLAB OUTLINE OF STEM WALL BEYOND FLOOR SHEATHING FLASHING(BY OTHERS) PER PLAN 111 RIVEWAY(BY OTHERS) aa G , JOISTS AND I, HANGERS PER PLAN 3X P.T.RIM JOIST WITH• J-TYPE BOLT AT I'-0" FREE-DRAINING MATERIAL 0/C,EMBED 3"MIN. • (COMPACTED INTO STEM WALL 2" CLR. BACKFILL,3/4" O MINUS IN 8" LIFTS) • TOP OR WALL SECTION AT FRONT OF GARAGE 4 5 CI To specify your own Title :4'-0" Page: - special title block here, •, Job# • Dsgnr: RJT Date: JAN 17,2008 use the"Settings"screen 5rl.. f-. C..- .T and enter your title block 4-0 TYPICAL Informsdon. vPG Ar This Wall In File:C:IUserslPublic'RETAiN PRO CALCULATE Retail Pro 2007,1e•Apr--200e,(e)10d4-2008 • wwws tampro.con,►supportforlatestrelease Cantilevered Retaining Wall Design Code:IBC 2006 Registration I,:RP-1196898 2007013 . Criteria 1 [Soil Data I (Footing Dimensions&Strengths I Retained Height = 3.50 ft Allow Soil Bearing = 1,500.0 oaf Toe Width = 0.67 ft Well height above soil 0.50 ft Equivalent Fluid Pressure Method Heed Width a 2.75 Slope Behind Wall a 000;1 Heel Active Pressure = 40.0 psf/ft Total Footing Width a 3.42 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 10.00 in Height of Soil over Toe = 6.00 in Passive Pressure = 150.0 psf/ft Water height over heel = 0.0 ft Soli Density,Heel = 110.00 pct Key WidthKey Depth = 0.00 in Soil Density,Toe 110.00 pct = 0.00in Key Diatan09 from Toe = 0.00 ft Wind on Stem a 0.0 pet FootingiiSoll Friction = 0.350 Vertical component of active Soliheight to ignore ro = 2,500 psi Fy = 8,000 pal Footklg Concrete Density a 145.00 pd lateral soil pressure options: for passive pressure = 0.00 in USED for Soil Pressure. • Cover 0 Top = 0.00 in- 40 Btm. 0.00 in • USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads [Lateral Load Applied to Stem 1 !Adjacent Footing Load ^Surcharge Over Heel a 100.0 psf Lateral Load = 0.0*ft Adjacent Footing Load = 0.0 los Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width I. 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity a 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load • _ Axial Dead Load = 0.0 lbs Base A ll Soil = 0.0 ft Axial Live Load a 0.0 lbs at Back oof f Wall W Axial Lead Eeeentrlelty - 0.0 in Poison's Ratio 0.000 Earth Pressure Seismic Load y Kae for seismic earth pressure = 0.563 Added seismic base force 1792 lbs gn Kh = 0. g a Ka for static earth pressure 0.319 l A,Oxyo fie - 0k-titre, ! Difference: Kae-Ka = 0.244 /�' Y1 Using Mononobe-Okabe I Seed-Whitman procedure *Design Summary Stem Construction 11 Top Stem 56�p Gtr( 'L?.wsfN Wall Stability Ratios , Design Height Above Ftc ft= S 0 00 Overturning a 2.99 OK Wall Material Above"Ht' = Concrete h ..: r7d /2c Sliding a 1.17 Ratio<1.51 I.( .V Reis e = # 4 4y 3 r(& Total Bearing Load 2,002 lbs Rebar Spacing = 16.00 �i ...resultant ecc. = 4.41 In Rebar Placed at = Edge / Sob Pressure®Toe = 984 oafOK Design Data '7 46 A Soli Pressure @ Heel = 208 psf OK ftFB+Total Forrcecefa/ r a 0.283 Allowable 1,500 Section lbs= 760.3 Soil Pressure Less Than Allowable Momerak••Actual ft-#= 1,159.5 ACI Factored 0 Toe = 1,067 psf Moment...Allowable = 4,099.3 ACI Factored 0 Heel = 230 psf Slear....Actual psi 7.9 Footing Shear®Toe = 0.0 psi OK Shear.....Allowable psi= 75.0 Footing Shear 0 Heel a 16.2 psi OK Wag Weight a 96.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cates (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force a 712.3 lbs LAP SPLICE IF BELOW In= less 100%Passive Force= - 133.3 Ls HOOK EMBED INTO FTG In= 6.00 less 100%Friction Force = - 700.7 lbs Masonry Data fq'd Fm psia Added Force Re 0.0 lbs OK Fs psi a ....for 1.5:1 Stability = 234.5 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio'n' • Dead Load 1200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. _ Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 • To specify your own T18e- : 4'-0" • Page: special title block here,' Job# : Dsgnr. RJT Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block 441"TYPICAL • information. This Wall In File:C:1Users1PubilcRETAIN PRO CALCULATE Retain Pro 2007,1e-Apr 200e,(c)1989-2008 • www.rwinpro.com!support for lat� etesse Cantilevered Retaining Wall Design Code:IBC 2006 Registration#:RP-thieU6 L Footing Design Results _Tat_ AsaL Factored Pressure = 1,087 230 pal Mu':Upward = 225 0 ft-# Mu':Downward = 47 0 ft-# Mu: Design = 178 1,159f14 Actual 1-Way Shear = 0.00 16.20 psi Allow 1 Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4©18.00 In Toe: Not raga,Mu<S*Fr Heel Reinforcing = #4©18.00 In Heek Not req'd,Mu<S*Fr Key Reinforcing = None Spec'd Key: No key defined • ',Summary of Overturning.&Resisting Forces&Moments OVERTURNING..... ....RESISTING..... Forse. Distance Moment Force Distance Moment item lbs ft ft-4 . lbs ft ft-# Heel Active Pressure = •533:1•: 1.66 883.9 Soil Over Heel = 802.1 2.37 1,904.4 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 208.3 2.37 494.7 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Mal Dead Load on Stem= 0.00 Load©Stem. Bove Soil= Soli Over Toe = 36,6 0.33 12.2 Seismic Earth Load = 179.2 2.60 466.0 Surcharge Over Toe = Stem Weights) = 386.7 1.00 386.4 Earths Stem Transltons • Total = 712.3 O.T.M. = 1,349.8 Footing Weight = 412.8 1.71 705.0 Resisting/Overturning Ratio = 2.99 Key Weight = Vertical Loads used for Soil Pressure= 2,002.0 lbs Vert Component = 155.5 3.42 531.2 Total= 2,002.0 lbs R.11/1.= 4,033.9 Vertical component of active pressure used for eapressure DESIGNER NOTES: J(! To specify your own Title : 8'-0" Page: special title block here, Job# : Dsgnr. . Date: JAN 17,2008 use the"Settings"screen Description.... • and enter your title block Information. - This Wall In File:C:1Users1Public1RETA1N PRO CALCULATI' Retain Pro 2007 o n rtforrlatestr lease Cantilevered Retaining Wall Design .code:IBC 2008 Registration#:RP-1166196 2007013 Criteria 1 Soli Data 1 I Footing Dimensions&Strengths I , Retained Height = 5.50 ft Allow Soil Bearing - 1,500.0 psf Toe Width = 1.00 ft Wall height above sop = 0.50 ft Equivalent Fluid Pressure Method Heel Width= = 4.50 Slope Behind Wall 0.00;1 Heel Active Pressure 40.0 psf/t Total Footing Width 3= 5. Toe Active Pressure = 0.0 paf/ft Footing Thickness . = 10.00 in Height of Soli over Toe = 6.00 in Passive Pressure = 150.0 psf/ft • Key Wdth0.00 In Water height over heel = 0.0 ft Soli Density,Heel = 110.00 pd Key Depth =• 0.00 in Soil Density,Toe 110.00 pd Key Distance from Toe • = 0.00 ft Wind on Stem = 0.0 psf FootingliSoll Friction = 0.350 ht to ore • rc = 2,500 psi Fy= 60,000 psi Vertical component of active Soil height ign Footing Concrete Density 2' 145.00 pot lateral soil pressure options: for passive pressure = 0.00 in - ho.As% •= 0.0000 • USED for Soil Pressure. :. .- Cover Ili Top = 0.00.1n c. t2/Bim?.0.00 in _ USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Lateral Load Applied to Stem 11Adjacent Footing Load Surcharge Over Heel = 100.0 PeLateral 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 Eccentricfty = .0.00 in. Used for Sliding&Overturning - Wall to Ftg CL Dist =• 0.00 ft• Axial Load Applied to StemIII Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load • _ -0.0[be at Back of Wap Axial Live Load = 0.0 lbs Poisson's Ratio = 0.000 Axial Lead Seoentrloity = 0.0 in Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.563 Added seismic base force 382.8 lbs esign Kh - 0.280 g Ka for static earth pressure = 0.319 Difference: Kae-Ka = 0.244 - Using Mononobe-Okabe/Seed-Whitman procedure "Design Summary I Stem Construction 1 Top Stem ' Stem ort Wall Stability Ratios Design Height Above Ftg ft= 0.00• - • Overturning = 3.85 OK Wall Material Above"lit" = Concrete Sliding = 1.17 Ratio<1.51 Thickness = 8.00 ‘..l u Pc- Reber Size = # 4 Total Bearing Load = 4,334 lbs Reber Spacing = 12.00 ...resultant ecc. 4.59 in Reber Placed at = Edge Soil Pressure at Toe = 1,117 psf OK Design Data = 0.731 To Soil Pressure®Heel = 459 psf OK +fa/Fa Allowable 1,500 pd Total Force. Section ilea= 1,694.6 Soil Pressure Less Than Allowable MomenL..Acival ft#= 3,998.5 ACI Factored Toe = 1,237 psf Moment....Allowable = 5,412.6 ACI Factored 8 Heel = 509 psf Shear.....Actual psi= 17.2 Footing Shear f©Toe = 1.8 psi 01( Shear....Allowable psi= 75.0 Footing Shear®Heel = 39.3 psi OK Wall Weight = 98.7 Allowable = 75.0 psi Rebar Depth 'd' in= 6.25 Sliding Cake (Vertical Component Used) LAP SPLICE IF ABOVE In- 31.20 Lateral Sliding Force = 1,415.3 lbs LAP SPLICE IF BELOW in= HOOK less 100%Passive Forces: - 133.3 lbs EMBED INTO FTG in= 6.14 less 100%Friction Force = - 1,517.0 lbs Masonry Data I'm psi= Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability - 472.7 lbs NG Solid Grouting = Load Factors Use Full Stresses = Building Code IBC 2006 Modular Ratio hn' = Dead Load 1200 Short Term Factor = Live Load 1.600 Equiv.Solid Thick. = Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data re psi= 2,500.0 Fy psi= 60,000.0 51 To specify your own Title : 8`-0" - Page: special title block here, Job# • Dsgnr: Date: JAN 17,2008 use the"Settings"screen Description.... and enter your title block information' This Wall In File:C:IUsers1PubllctRETAIN PRO CALCULATE Retain Pm 200t,14Apr-2008,(o)1060-2008 www•reialriProzomfouPPotttortat etMe s. Cantilevered Retaining Wall Design Code:IBC 2006 Registration 0:RP-1168888 2007013 -Footing Design Results toe lissL Factored Pressure 21 1,237 509 psf Mu':Upward = 597 0 ft-# Mu':Downward 106 0 ft- Mu: Design = 491 3,997 R-# Actual 1-Way Shear = 1.81 39.33 psi Allow 1-Way Shear a 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 018.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 Q 18.00 In Heel:#46 19.25 In,#50 29.75 in,580 42.00 In,#70 48.25 In,#80 48.25 In,59e 4 Key Reinforcing = None Spedd Key: No key defined Summary of Overturning&Resisting Forces&Moments I . ..OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-0 lbs ft ft-# Heel Active Pressure = 1,032.5 2.35 2,422.9 Soli Over Heel = 2,319.2 3.68 8,310.3 Toe Active Pressure = 0.44 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 383.3 3.58 1,373.6 Adjacent Footing Load = . Adjacent Footing Load = Added Lateral Load = Mel Dead Load on Stem= 0.00 _ , Load 0 Stem Above Soil= Soo Over Toe = 55.0 0.50 27.5 Seismic Earth Load = 382.8 3.80 1,454.7 Surcharge Over Toe = Stem Weights) = 580,0 1.33 773.3 Earth 0 Stern Transitions= ' Total = 1,415.3 O.T.M. = 3,877.6 Footing Weight = 664.8 2.75 1,827.6 Resisting/Overturning Ratio 3.66 Key Weight = Vertical Loads used for Soli Pressure= 4,334.3 ths Vert.Component = 332.2 5.50 1,827.1 Vertical component of active pressure used for soil pressure T = 4,334.3 lbs R M.= 14,139.5 DESIGNER NOTES: (100 To specify your own Title : 8'-O" page: special tide block here, Job# • Dsgnr. Date: JAN 24,2008 . use the"Settings"screen Description.... and enter your tide block This Wall hi File:C:Ulsers1Publlc1RETAiN PRO CALCULATI' information RetainPro 20.07,1e-Apr-2ooe,( 19882008 www.r ealnpro• supiwrtforIMestMem Cantilevered Retaining Wal Design Cod.:IBC 2006 Registration 9:RP-1166896 2007013 Criteria 1 Soil Data 1 ,Footing Dimensions&Strengths 1 Retained Height a 7.50 ft Allow Soli Bearing = 1,500.0 pat Toe Width a 1.50 ft Wall height above soil 0.50 ft Equivalent Fluid Pressure Method Heel Width = 6.00 Slope Behind Wall 0,00:1 Heel Active Pressure = 40.0 psf/ft Total Footing Width7.50 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12.00 In Height of Soil over Toe = 6.00 in Passive Pressure a 150.0 psf/ft Key 11VIdth = 0.00 in Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pd Key Depth 0.00In Soil Density,Toe 110.00 pd Key Distance from Toe a 0.00 ft Wind on Stern = 0.0 psf FootingiJSoii Friction = 0.350 Vertical component of active Soil height to ignore fc 18 2,500 psi Fy - 60,000 psi for passive pressure = 0.00 in =Footing Concrete Density 145.00 pd lateral sofl pressureoptions: Min.As% 0.0000 USED for Soil Pressure. Cover re Top - 0.00 in @ Btm.= 0.00 in USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Lateral Load Applied to Stem 1 Adjacent Footing Load I Surcharge Over Heel a 100.0 psi ll Lateral Load = 0.0#/R Adjacent Footing Load = 0.0 les Used To Resist Sliding&Overturning ...fight 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 Wad to Fig CL Dist '= 0.00 ft LAxiai Load Applied to Stem i Footing Type Above/Below Soil Line Load BAxial Dead Load a 0.0 ds . at Back of Wad = 0.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity a 0.0 in Pace's Ratio 0.000 Earth Pressure Seismic Load 1 Kae for set is earth pressure = 0.563 Added seismic base force 689.6 lbs Ka for static earth pressure = 0.319 Design Kh a 0280 g Difference: Kae-Ka a 0.244 Using Mononobe-Okabe/Seed-Whitman procedure ;Design Summary I Stem Construction I Top.Stem Wall Stability Ratios Design Height Above Fig ft= 0 00 Overtuming 3.80 OK Wall Material Above"Ht" a Concrete Sliding a 1.14 Ratio<1.511 Thickness = 8.00 IA DIt( Rebar Size = # 4 Total Bearing Load = 7,475 les Rebar Spacing = 6.00 ...resultant ecc. = 4.92 in Rebar Placed at = Edge Soil Pressure Q Toe = 1,324 psf OK Design Data Sod Pressure©Heel = 670 psi OK T nalFB+Forcefa/F = 0.917 Total Section lbs= 2,992.5 Allowable as 1,500 psf Moment...Actual ft-#= 9,538.9 Soil Pressure Less Than Allowable MomenL...Allowable = 10,400.4 ACI Factored @ Toe 1,481 psf ACI Factored 02 Heel = 739 psf Shear.....Actual psi= 29.8 Footing Shear 02 Toe a 4.6 psi OK Shear-Allowable psi a 75.0 Footing Shear a Heel a 58.1 psi OK Wall Weight = 96.7 Allowable = 75.0 psi Rebar Depth 'd' In a 6.25 Sliding Cake (Vertical Component Used) LAP SPLICE IF ABOVE in= 31.20 Lateral Sliding Force = 2,443.8 lbs LAP SPLICE IF BELOW In= less 100%Passive Force a - 168.8 lbs HOOK EMBED INTO FTG in= 7.65 less 1009E Friction Force a - 2,616.3 lbs Masonry Data Added Force Req'd = 0.0 lbs OK tel= Fe psi= ....for 1.5:1 Stability = 880.5 lbs NG Solid Grouting = Load Factors Use Full Stresses Building Code IBC 2008 Modular Ratio'n' _ Dead Load 1.200 Shod Term Factor a Live Load 1.600 Equiv.Solid Thick. a Earth,H 1.600 Masonry Block Type = Wind,W 1.300 Masonry Design Method = ASD Seismic,E 1.000 Concrete Data rc psi a 2,500.0 Fy psi= 60,000.0 To specify your own Title . : g.-o" - Page:._..__ . special title block here, Job# : Dsgnr: Date: JAN 24,2008 . use the"Settings"screen Description.... and enter your title block information. This Wall In File:CAUsers1Publlc\RETAIN PRO CALCUtATM www.r.WnPro��a1��ua Cantilevered Retaining Wall Design Code:IBC 2006 Registration 0:RP-1106696 2007013 _Footing Despn Results To IN Factored Pressure = 1,461 739 psi' . Mu':Upward = 1,590 0 ft..* • Mu':Downward = 270 0 ft-it Mu: Design = 1,320 9,639 ft-# Actual 1-Way Shear = 4.61 58.11 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes&Spacings Toe Reinforcing = #4 18.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = #4 619.50.1n Heel:#442 9.75 In,#56 15.00 In,#6©21.25 in,#7©29.00 in,#86 38.00 in,to 48 Key Reinforcing = None Spec'd Key: No key defined ,Summary of Overturning&Resisting Forces&Moments • OVERTURNING ...RESISTING • Force Distance Moment Force Distance Moment Item lbs rt ft-# lbs ft ft-* . Heel Active Pressure = 1,754.1 3.08 5,407.8 Soil Over Heel = 4,400.0 4.83 21,268.7 Toe Active Pressure = 0.50 Sloped Soil Over Heel = . Surcharge Over Toe = Surcharge Over Heel = 533.3 4.83 2,577.8 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem i 0.00 - „ Load al Stem Above,Soil= Soil Over Toe = 82.5 0.75 61.9 Seismic Earth Load - 689.6 5.10 3,516.7 Surcharge Over Toe = . Stem Weights) = 773.3 1.83 1,417.8 Total = Earth 8 Stem Transitions= • 2,443.6 O.T.M. = 8,924.5 Footing Weigh 1,087.5 3.75 4,078.1 Resisting/Overturning Ratio = 3.80 Key Weight Vertical Loads used for Soil Pressure= 7,475.0 lbs Vert.Component = 598.4 7.50 4,487.8 Total= 7,475.0 lbs R.M.= 33,890.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: