ALLIANCECONCRETECONCEPTSRetaining Wall DesignMaY.1L 2003

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Manufactured HousingSolid Concrete Block Retaining Wall Design CalculationsAngle Iron Bottom Support

EXISTING EXTERIOR . - ~':,IDII\JG -n I, ,

CAUU<ING(TYP)~, " FLOOR JOIST

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r- FLOOR MATERIAL/

TRIM BOARDMATCH EXIST, SIDING

- ELL BRAO<ET

/- 2-5/4"xS"x24"SOUD CONCRETE~,TO~JE~;f<IF:TPANEL SYSTEM

#4 REBAR WITH HOOI<24 INCHE::, m~ CENTER

.3"x2"x 5/16" /I,NGLE IROf\J

- [\JATURAL CROUND ORCOMPACTED FILL

F'ERIMETEF; (~)IDEWALLDETAIL

Use Coulomb's general equation for active earth load on a retaining wall:I-sin~P = Y:zwH2 --I + sin~

Where:P = total pressure per linear foot of wall in Ibs.w = specific (unit) weight of soil in Ibs. per cu. Ft.H = height of wall in ft.t/J = angle of internal friction of the soil

Soils = Fine Silty Sands to Silty Sands to Sandy Loamsw=110pcffjJ = 350 increases with compression

Maximum depth of fill on the wall is 12 inches. Add a two-foot surchargefor this design; this isapproximately equivalent to a heavy backhoe tractor that might be expected to operate close tothe top of the wall during construction operations.

1- sin 35°P = % (110 pcf)(3.oi( . )

1+sm35°P = 134.15 Ibs. acting 4.0" above the base

Compute Equivalent Fluid Pressure%wH2 = 134.14Ibs.w = 134.14 X 2/ (3.oi = 29.8 psf

C:\My Documents\Word\Manufactured Homes\AZBlock_Anglelron.doc

ALLIANCE CONCRETE CONCEPTS

Retaining Wall DesignMaY.ll. 2003

The top of the wall is attached by the ell bracket to the manufactured home. Calculate thereactions R1and R2at the top and bottom of the wall by calculating moments about R1.

R2(32")= P(28.0") therefore R2= 117.37 Ibs.

R1= P - R2= 16.78Ibs.

Check Maximum length of angle between support points (vertical rebar).Angle Iron Properties:Weight = 1.79Ib./ft.Area = 1.47 sq. in.I = moment of inertia = 1.29 in.4S = section of modulus = 0.65 in.3Tensile Strength = 18,000E = modulus of elasticity = 28,600,000

Calculate Resisting Moment of Angle (Mr)S = liec = 1.29/0.65 = 1.98Mr = x lie = (18,000)(1.29)/1.98 = 11,727 in-Ib

Solve for Maximum Length (I) in Bending Moment FormulaW = 117.371b.lft = 9.78 Ib./in.M = w 12I 8

I = «11,727)(8)/9.78)05 = 98 inchesSet vertical rebar at 24 inches on center,Safety Factor = 98"/24" = 4.08

Resistive force of the rebar in the ground will be the limiting factor to determine the distancebetween rebar. Weight supported by each rebar that is driven into the ground at 24" on center(o.c.).

Wt = (24")(9.78Ib/in) = 234.72 lb.Mo = (2")(234.72) =469.44 in-IbMr = (.94 Ib.)(2")(2/3) + (59 Ib.)(10")(1/2) = 296.25 lb.Rp.~i~tivp.Forr:p.of rebar inaroundis OKfor 24"soacino.

~WALL STtIO

FLOOR IIATERIAL

. FLOOR JOIST

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ELL PANE BRACKET

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ElL PANELBRACKETNAILEDTO Rill JOIST(AT EACHVERTICALPAHELJOINT)

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E: CONCRE1£BLOCKPIERsMAYBESUBSTITUTED: '!HE S1£ELPEIR USE SAllE CONCRETEPAD fOOTING.U BLOCKPIER(80006 MAX.CAPACITY36" ,ljAX. HEIOIITI18LEBLOCKPIER(16011011iAX. CAPAClti, 80. 1iAX. HEIGftT) GENERAL RET~I~G WALL PLAN

~VECTOR .~DATION SYSTEM.PIERAND FOOTING~ETAllGENERAlNOTES:

1. PERIIIE1£RWALLSHALL BE STONESKIRTPANEL SY51£11 CONSISTINO or nlE STONESKIRT CONCRETE PAHEl,THE I-B~ TO CONNECT nlE PANELS, THE ELL BRACKET AnACHED TO THE RIM JOIST AND THE BASE BLOCK.

2. 115£ VEcToR'DYNAIlICS FOUNDATION SYSTIEII fOR WIND ZONE I INSTAlLATION INSTRUCnONS.

3. 115£ ~ VECTOR SYSTEWS FOR ALL IIANUFACT\IRED HOllE LENGTHS.

~. ADDITIONALINFORIo!ATlONIlAY BE OIlTAINED fROll TIE DOWN ENGINEERING. 5901 WHEATON DRIVE.ATLANTA, GA 30338. PHONE I ~4.34-4.0000. fAX 1 ~~.349.0~1

5. PROvm£ ONE 20.x 2~. CRAWL SPACE ACCESS. PROVIDE CRAWL SPACE VENTS SCREENEDWITH 1/4~ IIESH AT. THE RAn: Of t SO. ft. Of VENT AREA PER ISO SO. ft.9f UNDERFLOORAREA. .

8. CONTRACTORSHALL VERIFY ALL SITE CONDmONS AND DIIIENSIONS BEfORESTARTING WORK. CONCRETE PADS UNDER PIERS SHALL BE SIZED BASED ON ALLOWABLE SOILBEARING PRESSURE ~D THE LOAD EACH PIER HAS TO CARRY.

r.S'WINf~s - .

~gs~~vW'<:.~HWI:gASPi.&.C~: yl~CITY~RESSURE(q) IN PSf,q .. 0.00256x Kz x V . ""

WHERE V IS BASIC WINO SPEED AND Kz IS VELOCITY PRESSURE COEffICIENT.. O.!q .. 0.00258 x 0.8 Z (so)" .. 13.11 PSf .D~IGN WIllI! PRESSURES(P) ARE BASED ON [XTERIIAL AND INTERNAl £fFECTS UTlUZlNGTHII fOlLOWINGEQUATION: .p ..

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q x Gh x Cp) '- (q x PCP/)

WHER (GhlJ!lE GUSTRES~St fACTOR..1~2 AHD ~e<;pI) JIIE INTERAlfRESSURE...211~N2 ~§?It'~.ffl fR~~9 ;- CjS~I~~" -~'rll.~~!td6"a't'llE-e1i'HI1W~~tP" 13.11x 1.32x -o.~ -113.11 x .25~.. -15.39 PSF ONnlE LEEWARD SIDEWIND PRESSURES ANDSIJCTIONSARETYPICALLYTREAn:DAS UNIFORIILYDlSTRIBU1£DANDTYPICALLYAPPUEDPtRPENDICUlARTO THE ORIENTATIONOf ANYPlANAR$ORfACE.THE VERTICAl PRESSURE COIlPONENT (I'Y) EQUAlSTHE PRESSURE(P) TlII£S THE HORIZONTAlLENGTHOf nlE SlOPE. A NEGATIVE PRESSURE INDICATES UPun (WORKINGAGAINSTGRAVITY)

2. REQUIREDVERTICAL ANCHORAG4:(AY) BASED ON OVERTURNINGfORCES DUE TO WIND AHD THEHOllE DEAD LOADS PROVIDING RESISTANcE. THE OVERTURNINGPIVOT POINT IS lOCATED AT THEEXTERIORIIAINFRAMEBEAll AND PIERSON nlE LEEWARDSIDE.UPUfT IS WIND PRESSUREWORKING AT A lEVERAGE DISTANCE FROM THE PIVOT POINT.

1010 .. ~Pt x Hn~ ~~ x ~3 J'- ~2») + PYI x 2) .. 720U3 -IbWE =TOt'x ~ .. 'f92

~~r?I.!rb~SWHlkEONL,c .JDJg'flfC fJj}JAY .. x 110- IIr '(2 x mY"-102.72 nlE VECTOR USES

TO R PIER LO S INTO ClEATED f PADS. AOSfROIl WINDSIDEOf THE HOME THRO Al CROSS E-fOHUN PADS, .I+$,WIN~ lOADS INCR SlOE'PIER AlSO INCREASET E PADS (LEE SID., RESISTANC ONTAl II . nlERE IS NO-'

- ....7. DESIGN LOADS:

ROOf lIVt LOADflOOR lIVE LOADWINO LOADSEISIlICSoIL BEARING

20 P.S.f.40 P.S.f.20 P.S,f.ZOHE201000 P.S.f.

EM 8. THE DESIGNCONFORWSTO THE UNltORY BUI\.OING CODE (UBC) 1997 EDITION:ANDTHESTAn: Of ARIZONARUlESTITLE~. CHAPTER34. ARTIClE2.

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