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06-2610 (BLCK)P.O. BOX 1504 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 06-00002610 1 Property Address: 53980 GRAY AVE APN: 767-200-998-75 -330761- Application description: WALL/FENCE . Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 44105 Tiht 4 4v Q", BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: EAST OF MADISON LLC PO BOX 1482 LA QUINTA, CA 92247 Contractor: Applicant: Architect or Engineer: SABOR MASONRY 41625 ECLECTIC STREET, PALM DESERT, CA 92260 (760)674-0666 LiC. No.: 649905 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed 'under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: C29 L'cense o.: 64 905 p�Date: % /.�-4t Contractor: Y I OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm'under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: I LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/12/06 D 0 JUL 13 2006 M CITY OF lA QUINTA FINANCE DEPT, WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 0016140-2006 I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwitDhr4gply with those provisions. Date: — ice/ -Applicant:i ` WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject' permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and statelaws relating to building construction, and hereby authorize representatives of this scounty to enter upon the above-mentioned prope r ms ction pu Date:. ' 'ou-70� Signature (Applicant or Agen Application Number . . . . . 06-00002610 Permit . . . WALL/FENCE PERMIT Additional desc . Permit Fee 382.00 Plan Check Fee 00 Issue Date Valuation . . . . 44105 Expiration Date 1/08/07 Qty Unit Charge Per Extension' BASE FEE 252.00 20.00 6.5000 THOU BLDG 25,001-50,000 130.00. ------------7-------------------------------------------------------- Special Notes and Comments 909 LF 5' RETAINING WALL PER ITEM 13(PG)/340 LF 6' GARDEN WALL PER ITEM 14 (PG)/637 LF 7' RETAINING WITH 6' GARDEN.WALL PER ITEM 16(PRECISE GRADING PLAN).ORCO DETAIL. Fee summary Charged Paid Credited ----------------- Due ------------------------------ Permit Fee Total 382.00 .00 ---------- :00 382.00 Plan Check Total .00 .00 .00 .00 Grand Total 382.00 .00 .00 382.00 LQPERMIT Bin # City of La Quinta Building u Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permitfl f _ p 10 Project Address:' 7 q?O Zq Owner's Name: A. P. Number: Address: Legal Description:City, ST, Zip: ZCk Contractor: C L Telephone: Address: Project Description: City, ST, Zip: 5 q0q LF XM 14 K' Telephone: „� D ,�, y, / ipc 14 State Lic. # : g`3 O City Lic. #: +^ Arch., Engr., Designer: C V Address: Dr,,r S C (� Q • ,�AIL City, ST, Zip: UT Telephone: Construction Type: Occupancy: State Lic. #: (p 51;C1 Project type (circle one): w Add'n Alter Repair Demo Name of Contact Person:, G Sq. Ft.: #Stories: #Units: Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Cales. Called Contact Person Plan Check Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading.plan 2°" Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- "Review, ready for correction ass Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue 1141, School Fees Total Permit Fees 3 gZ Oo wnI 2-112- C V Ila N "6 n V f k—, , 6676 cera GROUTED 0 _VERT MAR ONLY W/ fS JOINT RGHFORC£MW 24' Olr- J'4 DROP IN BAR AT 3?' 0/0 ,44 DQKL X48" LONG O 32' 0/C W/ 24' EXT: INTO 8" CMU 6EL0w. LEVEL BACXFd.L— orsaA►rnos¢W,oIaRs7m� c�lFemor9arc mrOyy>a urs�a �Q as6O® '�rgEsryor�w/BrMamie Zr-.K AW W. 6CsaUOEiosle�rmr �AECOrGarse�t, 0=WMXE1WW7V rmfC/B1ca jMsV3,M • Owvwrmn mroPMJ="oMwfu A?ffMW s A:IL97ei0AaWS= �ADt1JYBciPM1Q.t�B•�y AU•3iaaarit N0178 A�aa3��EpPeolrtq®'JM»iiSW= R:f191• RtOYIDliA+sersaaa•tDtdtalG¢�7ioGglpK ADISM FLUB QUINTA /4 HORZ. CONT. 0 24- O/C 6676 CMU SCUD GROUTED W/ NO SPCL INSPECRON RECD. 'r BAR 0 EDGE OF B' CMU FULL Hs HT 4 HORZ. CONT. 0 24' OA '£' DOWELS 0 EOGE • OF 72' CNIJ 72676 CMU SOLID GROUMOD W/ NO SPCL -` INSPECDON RE00. 4' DIA. SDR 35 P4RF PIP£ W/ 7 CF. 3/4' GRAVEL WRAPPED W/ M/RAFI 140N FX 7ER FABRIC - 2=OPE TO DRAM PROVIDE OUTLEn O 100' INTERVALS 'G' BAR 14 HORZ CONT. 0 12' 0/C TOP AND 00170M AS SHOWN 'A' 'B' 'C' 'D' 'E' DOWEL 'F' VERT 'G' BAR 7'-0 4'-0' 3'—O' 4�-3" 15®16" 0/C 39p 18"J 0 X6®16" 0/C 45" 61-1 W 2-112- C V Ila N "6 n V f k—, , 6676 cera GROUTED 0 _VERT MAR ONLY W/ fS JOINT RGHFORC£MW 24' Olr- J'4 DROP IN BAR AT 3?' 0/0 ,44 DQKL X48" LONG O 32' 0/C W/ 24' EXT: INTO 8" CMU 6EL0w. LEVEL BACXFd.L— orsaA►rnos¢W,oIaRs7m� c�lFemor9arc mrOyy>a urs�a �Q as6O® '�rgEsryor�w/BrMamie Zr-.K AW W. 6CsaUOEiosle�rmr �AECOrGarse�t, 0=WMXE1WW7V rmfC/B1ca jMsV3,M • Owvwrmn mroPMJ="oMwfu A?ffMW s A:IL97ei0AaWS= �ADt1JYBciPM1Q.t�B•�y AU•3iaaarit N0178 A�aa3��EpPeolrtq®'JM»iiSW= R:f191• RtOYIDliA+sersaaa•tDtdtalG¢�7ioGglpK ADISM FLUB QUINTA /4 HORZ. CONT. 0 24- O/C 6676 CMU SCUD GROUTED W/ NO SPCL INSPECRON RECD. 'r BAR 0 EDGE OF B' CMU FULL Hs HT 4 HORZ. CONT. 0 24' OA '£' DOWELS 0 EOGE • OF 72' CNIJ 72676 CMU SOLID GROUMOD W/ NO SPCL -` INSPECDON RE00. 4' DIA. SDR 35 P4RF PIP£ W/ 7 CF. 3/4' GRAVEL WRAPPED W/ M/RAFI 140N FX 7ER FABRIC - 2=OPE TO DRAM PROVIDE OUTLEn O 100' INTERVALS 'G' BAR 14 HORZ CONT. 0 12' 0/C TOP AND 00170M AS SHOWN 'A' 'B' 'C' 'D' 'E' DOWEL 'F' VERT 'G' BAR 7'-0 4'-0' 3'—O' 4�-3" 15®16" 0/C 39p 18"J ,�5®16" O/C X6®16" 0/C 45" 61-1 • CE31 Exp.1 /2008 OF i TIMOTHY S. MALUS CIVIL ENGINEER Title:. Job # 'xDsgn�_ Date: 11:55AM. 11 JUL 06 ORCO BLOCK INC. 4510 RUTILE ST_ Description RIVERSIDE, CA. 92509 'r •' Scope: (951) 685-1521 1. R- 510203Page1 ' ` Ix...IM1 Domm5a.0.22-iml g. ft= Cantilevered Retaining Wall Design L �n tom° lc^u aidocuments and sentnasUmslOa�my oxumet Description MADISON CLUB T RETAINING W/ 6 CMU WALL ON TOP LEVEL BACKFILL 70 C I. WIND Criteria - 1,962 psf OK Retained Height = 7.00 ft Wall height above soil = 6.001! Slope Behind Wall = 0.00:1 Height of Soil over Toe = 3.00 In Soil Density = 110.00 pcf Wind on Stem = 13.8 psf Desi n summary Tonal Bearing Load = 4,1641bs ...resultant ecc. = 8.52 in Soil Data - 1,962 psf OK Footing Strengths & Dimensions Allow Soil Bearing = 2,000.0 psf rc = 2,500 psi Fy = 40,000 psi Equivalent Fiuid Pressure Method Soil Pressure Less Than Allowable Min. As % = 0.0012 Heel Active Pressure = 35.0 Toe Width 0.50 ft Toe Active Pressure - 0.0 Heel Width 3.75 Passive Pressure = 250.0 Total Footing Width _ ---ZW Water height over heel = 0.0 ft Sliding Calcs (Vertical Component Used) LaWW Sliding Faroe = 1.202.8 lbs, less 100% Passive Force = - 195.3 lbs Footing Thmawm _ 12.00 in FootingllSoil Friction = 0.400 = 0.0 lbs OK i Footing Design ReSuAS Soil height to ignore Toe Heel Key Width _ 0.00 in for passive pntssure = 0.OD tit Key Depth = 0 In Mu: Design = 577 4,809 R-# "DisWnm from Toe = 0.00 tt Allow 1 -Way Shear = 85.00 85.00 psi Cover Q Top = 3.00 In Bun a 3.00 In Stem Construction Top Stem 2nd 3rd Key Reinforcing = None Speed Stem OK Stem CK Stem OK psi = Design height 0 = 7.00 3.00 0.00 Fs Wall Material Above "HC = Masonry Masonry Masonry 24.000 0 Thickness = 6.00 8.00 1200 Yes Rebar Size = # 4 # 5 # 5 No Rebar Spacing = 32,00 16.00 16.00 = Rebar Placed at = Center Edge Edge Short Term Factor Soil Pressure Q Toe - 1,962 psf OK Soil Pressure @ Heel - 0 psi OK Allowable - 2,000 psf Soil Pressure Less Than Allowable ACI Factored Toe = 2,444 psf ACI Factored Heel = 0 psf Footing Shear @ Toe = 10.1 psi OK Footing Shear Q Heel = 399 psi OK Allowable = 85,o psi Wall Stability Ratios 1.216.7 Overt ming - 251 OK Sliding = 1-55 OK Sliding Calcs (Vertical Component Used) LaWW Sliding Faroe = 1.202.8 lbs, less 100% Passive Force = - 195.3 lbs less 100% Friction Force = - 1,665A lbs Added Force Req'd - 0.0 lbs, OK ._for 1.5: 1 Stability = 0.0 lbs OK i Footing Design ReSuAS 30.00 Toe Heel Factored Pressure = 2,444 0 psf Mu': Upward = 647 0 ft-# Mu': Downward = 70 0 ft-# Mu: Design = 577 4,809 R-# AcWW 1 -Way Shear = 10.05 39.93 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Speed Heel Reinforcing = None Speed Key Reinforcing = None Speed WS + fa/Fa = 0.765 o.M o.sso Total Force @ Section lbs = 82.8 3628 940.3 Mament-Actual ft-# 248A 9529 2.828.8 Moment. -Allowable ft-# = 324.8 1.216.7 2,947.4 Shear.....Actual Psi = 3.7 6.5 9.6 Shear..... Allowable psi = 25.8 223 22.3 Bar Develop ABOVE HL in- 20.00 30.00 30.00 Bar Lap/Hook BELOW Ht. in = 20.00 30.00 6.00 Wait Weight psf = 420 78.0 124.0 Rebar Depth 'd' In = 2.75 5.25 9.00 Masonry Data I'm psi = 1,500 1,500 1,500 Fs psi = 20,000 24,000 24.000 0 Solid Grouting = No Yes Yes Special inspection = No No No Modular Ration' = 25.78 25.78 25.78 Short Term Factor = 1.330 1.150 1.150 Equiv. Solid Thick in = 3.90 7.60 11.62 Masonry Block Type = Med'nim Weight Concrete Data rc psi= Fy psi = Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S' Fr Heet: #4@ 9.50 In. #5@ 14.75 In. #6@ 20.75 in. #7@ 2825 in, #8@ 37.25 In, 09(a 47 Key. No key defined Ekp.12131/2006 \\ CMI. �P . 9� OF CALIFOP� . TIMOTHY S. MALLIS CIVIL ENGINEER Title: Job # ri .41 ORCO BLOCK INC. Dsgnr: Date: 11:55AM, 11 JUL 06 ' Description ~1' 4510 RUTILE ST. . .. RIVERSIDE, CA, 92509 • Scope (951) 6851521 W.■rOWN ,,■.5.;�.,aw,+ Cantilevered Retainifig Wall Design page 2 IM M349Protanu c'ocumcnls nAd w ingeltmelTrs\Wdocuman t +f:• DescriRtion MADISON CLUB T RETAINING W/ 6 CMU WALL ON TOP LEVEL BACKFILL 70 C =, WIND Summary of Overtuming & Resisting Forces & Moments He, ■ ■II>®Iq .....OVERTURNING__ .....RESISTING_. Force Dunce Moment Force Distance Mo nettt lbs it ft-# - lbs ft R-9 R ,-Heel Active Pressure = 1,120.0 267 2986.7. ' Soil Over Heel - 2,117.5 288 8,087.8 ' Toe Active Pressure z - 0.42 Sloped Soil Over Heel = t; Surdtarge Over Toe - Surcharge Over Heel = Adjacent Footing Load ' - Adjecent Footing Load = Added Lateral Load _ Aidal Dead Load on Stem 0.00 .4 Load @ Stem Above Soil = 828 11:.00 910.8 Pr SOB Over Toe = 13.8 0.25 3.4 p' Seismiolaad = Surcharge Over Toe _ _ fwd; Total - 1,2028 O.T.M_ = 3,897.5 Stem Welght(s) r = Earth Q Stem Transitions 938.0 0.88 ' 821'.0. �F: • )lar ResiSting/Overtuming Ratio = 251 = Fooft Weight = 145.7 1.33 _ 637.5 213 195.8 1,354.7 g. Loads_ ,i'; Vertical used for Sal Pressure = 4,163.6 lbs 5X*_ Key Welght Vert. Component _ 312.1 a.25 1326.6 Vertical component of active pressure used for sal pressure Total = 4,163.6 ibs R.M. . , 9,789.1 '4 "t `1W�S�ti'v5� .Y' - • of r^ ' ge 1. R+ 0 N+ i C 925 Exp. 12/3112006 CMI. �OFCAL� �+�v�_Y. �.Vs' ._._.-•-.—e ..w _ 1 - - . f , • r. t��Wf104V-. 0 6'HIGH WALL W/ 2'-.O - 4'-0" RETAINING FOR -70 MPH WIND @a EXPOSURE C �}— arm" F"l-ow W16 Qa 65160w GWWWOMrOYMUS>ER 1..SOIL BEARDVGPRESSURE-1500PSF. EQWVALBYfRUID PRESUME - 35 PSF. 1. ALLOWABLE LATERAL PASSNE PRESSURE = 150PCFMIN. 3. GROUT STRBWTN -1000 PSI @ 2V DAYS 4. REOVFORaW STEEL :GRADE 40 FOR #4 84RS AND SMALLER B GRADE 60 FOR #5 AND LARGER 5. 1500 PSI MASONRY COMPRESSION STRENGTH. HALF STRESSES USED - NO SPECIAL INSPECTION REQD. NOTES 1. CONCRETE BLOCK SHALL CONfORMTD UBC SM. 21-4. a vetrtxxrnvsvc m1v'cyr .2 CTJWCRE7ER7R FDDTIIYGSH4LL BEI PART L&IHVT TD 2-y2 vft0VME ruvlmO6Z6av PARTS SAND 703-112 PARIS 044MWIN AMWMUMOFI-W b CALLONSOIFWATER PER S40C FORTLAA® CV16VfSH4LL MMURM ro I6sm�aarrarn evr TZ) ASIM.0ISO TYPE LVV.Fc-2WOPS1 O zr•gcl3RAMAM uc Sia zlaa usysssm im R REINFORC MSTEEL SHALL HEDBVRMMAND CONFORM 70 stl�poar ARRA 61S MADE 40 FOR #4 RARSAND SMALLER. GUM 60 MR #5 AND LARGER PROV7DE40 84R DSAMETLR LAP FOR GRADE 40 REB4R AND 48 84R DLbMETER LAP fOR GRADE M 4. REM SHALL BECFNTER®DV THE COVCRMBLOCK CELL DV WHSC1f 1T LS L0097ED. S. CONCRETE SLOCX SMLL BELAYED DVA RUNASW BOND 04 aazcnwr. O z+' ac P477ERN WIIN VERTICAL CONTDW Y`OFTHE r8' c UNOC [Ea Mom - NO G ALL BLOCKn9l CDMAIWNGYBMCAL REMR SNALL BESOLID anOwRGE AWVmFa696 GROUTED pm mrowc7zwotLm V' BAamu 7. USETYPES MQRTAR PROPDRTIONLD LLSTNG LBCTABLENO. W/SE> s6 21 A. 1 PART CEMENT TD 1/2 PART LIME 70 4-1/2 PAR7S DAMP, LOOSES4ND: LTC GROUT FOR CONCRETE BLOCK TO BE 1 PART CH40VT 7O3 I- PARTS s4ND,(GROUf M4YCDNTAIN2 PARTS 3/B'PFA GA4M IF WEATHER CONDMOMARE FAYVA46 EMDBLOCKUNg0.SMUCTED caTva CELL SIZE ISSUMCIE9Vf TO ALLOW GOOD GROUT'RDM. WATER a 6+OGEoF6.Owv STWLLBEADD®TOPRODGCEGOODGROUTROWW "TOUT raR SEGW64T7ONOFTHE CDA[SITUSVM 6• I I I� I 9. aWaSMMMAYBEWFr-SFr1-W'MMTHE R?OTDVGWHIIE ' :• I J=I THE CONCRETE ISPLASTIC BLOaSTERANYBEPLACED TO L - rnrtisaxss�uv�w/10 ��LDGEOFTHE TRENCMTYPE RbTSNG wi se �Ecs�Avwn .10. R)O7INGMUST' BEPOURED ONORIM U DLSTURBED WALL NATURAL SOIL OR AN CYMPAC7LD RLL WMA MMMUN COMPACTION OF 90 %. 1I III D'61R � SS. fIRST IN5PEC770N 7O BE AFT&P FO07DW TREAKHESARE a H= ccw.. READY FOR CONCRMAND ALL REQUIRED STEII 1S TIED IN PLACE I=Torw SECOND 1ASPC£TION TO BE W PBV THE CAL LS IN RACEAND THE BLOIX WALL LS READY 12. MAXIMUM CONTROL JOINT E WALL LS 70 HE STUCCO ca4 4O 1` O co lz� 25 ?I SEE CHART FOR REQUIRED REBAR w c�313 j2oQ6 AND FOOTING DIMENSIONS. `'r- Irn�� o�Q- f CHART FOR 2' TO 4RETAINING W/ 6' CMU WALL FOR 70 MPH EXPOSURE C WIND CONDITION x. 'A' 'B' 'C' DOWEL 'D' BAR . #4#32' 0/C 33' #4®32' 0/C 21- 21-0' 1Z 6- #4032' 0/C 4/' #4032' 0/C 24 • 2'-6" 12, 6, T- . 2. -9 . #5032' 0/C 49' #4032' 0/C P7• j, -4,v 1Z• L 6, r- #4®16' 0/C 57' #4®32' 0/C 36' W- Mx /��!•V��.ppuaEW-MIDx Lm AN MWffAM I 'r CON= W 4s_ A= WAG. W/ RaVURCM . P6t n�%AQ-i O TGPAS RBUDtID�} H�HO�tltZ.• W- Mx /��!•V��.ppuaEW-MIDx Lm AN MWffAM I • arm!I•M'I TAW �n N:- � • .. p V p p • rr.. "• V .gyp p .gyp O `4 •p ,j. 3��..y'• O III . a V *4M= CONr VwrMM-MMM24' i t SOIL Sg10NA N MAnwL snn as COWA= RU err: FOOTING STEP DETAIL N g� I TIMOTHY S. MALLIS CIVIL ENGINEER ORCO BLOCK INC. 4510 RUTILE ST. RIVERSIDE, CA. 92509 (95'1). 685-1521 Rev. 510900 User. 109-0909522, Ver 5.1.3, 22-Jun1999, VNn32 (c) 1983-99 ENERCALC Description Title: Dsgnr: Description Scope: Cantilevered Retaining Wall Design Job # bate: 10:47AM, 23 NOV 05 Page 1 6'-0" w/-2'-0" retainig high tract wall for 70 mph Exp C wind condition Criteria = 1,344 psf OK Retained Height = 2.00 It Wall height above soil = 6.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 4.00 in Soil Density = 110.00 pcf Wind on Stem . = 13.8 psf Design Summa Total Bearing Load = 1,088 lbs ...resultant ecc. = 7.02 in Soil Data = 1,344 psf OK Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore = 76.0 psi for passive pressure = 0.00 in Soil Pressure @ Toe = 1,344 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,805 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable = 76.0 psi Wall Stability Ratios 0.00 ft Overturning = 1.90 OK Sliding = 1.91 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force =. 240.3 lbs less 100% Passive Force = - 133.3 lbs less 100% Friction Force = - 326.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK FootingDesign- Results ft-# = Toe Heel Factored Pressure = 1.,805 0 ps Mu': Upward = 346 0 ft Mu' : Downward = 58 486 ft Mu: Design = 288 486 ft Actual 1 -Way Shear = 6.20 6.23 ps Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd fA . Footing Strengths & Dimensions Fc = 2,000 psi Fy = 40,000 psi Min. As % = 0.0012 Toe Width = 0.50 ft Heel Width = 1.75 Total Footing Width =2S Masonry Footing. Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00 In Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction -# # i Top Stem Stem OK Design height ft = 2.00 Wall Material Above "Ht" = Masonry Thickness = 6.00 Rebar Stie = # 4 Rebar Spacing = 32.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.763 Total Force @ Section. lbs = 82.8 Moment.... Actual . ft-# = 248.4 Moment..... Allowable ft-# = 325.5 Shear..... Actual psi = 3.7 Shear..... Allowable psi = 25.8 Bar Develop ABOVE Ht. in = 20.00 Bar Lap/Hook BELOW Ht. In = 20.00 Wall Weight psf = 47.0 Rebar Depth 'd' in = 275 Masonry Data fm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1.333 f Equiv. Solid Thick. in= 3.90 Masonry Block Type = Normal Weight Concrete Data rc psi = Fy psi = other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S • Fr Heel: Not req'd,.Mu < S' Fr Key: No key defined - 2nd Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.658 152.8 460.7 699.6 2.6 22.3 20.00 6.00 84.0 5.25 1,500 20,000 Yes No 25.78 1.150 7.60 ioSSIONA� IRO��l S. Coo ti CE gg25 d c� 12i31120p8 W� I T C� • OQC�� STg TE OF 1 i� °` TIMOTHY S. MALLIS CIVIL ENGINEER Title: Job # ORCO BLOCK INC. Ds nr: 9 Date: 10:47AM, 23 NOV 05 4510 RUTILE ST. Description - RIVERSIDE, CA. 92509 Scope (951) 685-1521 p •- - .'�'`>, -+'LMer.xW-0803522,Ver5.1.3,22-J..0999,WA32 Rer, 510300 Cantilevered Retaining Wall Design< Page 2. ' (c) 199 }99 ENERCALC c:\documents and'settin sltmallislm document • Description 6'-0" w/ 2'-0" retainig, high tract wall, for 70 mph Exp C wind condition ' , Summa of Overturning & Resistin2 Forces & Moments ' - .....OVERTURNING..... ...,..RESISTING ..... Force Distance Moment Force Distance Moment x* Item lbs ft ft-# lbs It ft-#' Heel Active Pressure = 157.5 1.00 157.5 ` Soil Over Heel = 238.3 1.71 407.2 . Toe Active Pressure = 0.44 Sloped Soil Over Heel = ,..• . Surcharge Over Toe = _ Surcharge Over Heel f ' Adjacent Footing Load = Adjacent Footing Load = I• Added Lateral Load = Axial Dead Load on Stem = 0.00 x Load @ Stem Above Soil = 82.8 6.00 496.8 Soil Over Toe - 18.3 0.25 4.6 ' SeismicLoad = Surcharge Over Toe = �. Stem Weight(s) _ 450.0 0.78 351.5 14 . t Total - = 240.3 O.T.M. = 654.3 Earth @Stem Transitions Resisting/Overturning Ratio = 1.90 Footing Weight = 337,5• 1.13 379.7 Vertical Loads used for Soil Pressure = 1,088.1: lbs Key Weight = _ Vert. Component _ 43,9 2.25 98.8 t..',_ •.: Vertical component of active pressure used for soil pressure Total = 1,088.1 lbs R.M.= 1,241.7 fo t vlo , • .r.� ��yyo-j7R O ESSIQ� ��u� � ; �. ; CoQ • �F�c2 » t � �q�,•...•, • � - � � - AXP• 2006 � 1213 AI �.. arT ;F'RYr EFS ) •* ' �Q' CNN ATE CP�-� OF r„ A �' Timothy S. Malls - Civil Engineer Title: Job # Dsgnr: Date: 8:14PM, 21 JUN 01 Orco Block Inc.'. Description 4510 Rutile St. Riverside, Ca. 90509 Scope 4909) 685-1521 Rev. 51m00Page 1 User.. KW -=522, Ver5.1.3. 22-Jur0999,W1n32 Cantilevered Retaining Wall Design (c) 1993-M a1eRCALc c:\i!c\nevAwalls.ecw.Calculations Description . Orco Wall System 6' high tract wall w/ 2'-8" retaining for 70 mph Exp C wind condition Criteria = 2,000.0 psf Retained Height - 2.67 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 4.00 in Soil Density ' = 110.00 pcf Wind on Stem = 13.8 psf Design Summary - Total Bearing Load y = 1,357 lbs ...resultant ecc. = 6.82 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 30.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore = 9.2 psi OK for passive pressure = 0.00 in Soil Pressure @ Toe = 1,327 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,768 psi'. ACI Factored -@•Heel .. _ 0 psf Footing Shear @ Toe = 6.3 psi OK Footing Shear @ Heel = 9.2 psi OK Allowable ' = 76.0 psi Wall Stability Ratios Total Force @ Section Overturning = 2.12 OK Sliding = 1.70 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 291.8 lbs less 100% Passive Force = - 133.3 lbs less 100% Friction Force = - 407.1 lbs Added Force Req'd = 0.0 lbs OK. ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results psf = Toe Heel Factored Pressure = 1,768 0 ps Mu': Upward = 350 0 ft Mu' : Downward = 58 848 ft Mu: Design = 292 848 ft Actual 1 -Way Shear = 6.32 9.21 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction T Design height ft = Wall Material Above "Ht" _ Thickness = -Rebar Size = Rebar Spacing _ Rebar Placed at = Design Data 6.00 fb/FB + fa/Fa = Total Force @ Section lbs Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Bar Develop ABOVE Ht. In = Bar Lap/Hook BELOW Ht. in = Wall Weight psf = Rebar Depth 'd' Dt in = p Ste Stem O 2. Mason 6. 32. CentFooting Strengths & Dimensions fc = 2,000 psi Fy = 40,000 psi Min. As % = 0.0012 Toe Width = 0.50 ft Heel Width = 2.00 Total Footing Width = .bo Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft ' Cover @ Top = 3.00 in @ Btm.= '.3.00 in Stem 67 ry 00 00 er 0.8m 82.8 205.9 248.4 580.3 324.8 699.6 3.7 3.5 25.8 22.3 20.00 20.00 20.00 6.00 47.0 ' 84.0 2.75 5.25 9.90 2nd Normal Weight K Stem OK 0.00 Fc Masonry 8.00 psi = 4 # .4 32.00 Edge - 0.765 0.8m 82.8 205.9 248.4 580.3 324.8 699.6 3.7 3.5 25.8 22.3 20.00 20.00 20.00 6.00 47.0 ' 84.0 2.75 5.25 Masonry a a f m # # psi = 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.330 f Equiv. Solid Thick. in = 9.90 Masonry Block Type = Normal Weight Concrete Data Fc psi = Fy psi = Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S" Fr Key: No key defined 1,500 20,000 Yes No 25.78 1.150 7.60 CID C7 LU cc CN�Mq�F2� CE31925 Exp, 12/3112()06. V1'• .fir r O�CA LI •0 CfSrsE R Job # Timothy S. Mallis - Civil Engineer Title s. Dsgnr: Date: 8:14PM, 21 JUN 01 Orco Block Inc Description . ' 4510 Rutile St. Riverside, Ca. 90509 Scope (909) 685-1521 r" Rev. 510300 ` Page 2 User. KWA607522, ver 5.1.3, 22•Jurr1999.%Mn32 Cantilevered Retaining Wall Design c:lectnew6walls.ecw:Calculatiort: (c) 198199 ENERCALC - Description Orco Wall System 6' high tract wall w/ 2'-8" retaining for 70 mph Exp C wind condition Summary of Overturning & Resisting Forces -& Moments OVERTURNING..... Force Distance Moment Item lbs It ft-# Heel Active Pressure = 235.7 1.22 288.3 Toe Active Pressure = -26.7 0.44 -11.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 82.8 6.67 552.3 Seismicl-oad = Total = 291.8 O.T.M. = 828.8 Resisting/Overturnirig Ratio = 2.12 Vertical Loads used for Soil Pressure = 1,356.9 lbs Vertical component of active pressure used for soil pressure .....RESISTING..... Force 'Distance Moment lbs ft ft-# Soil Over Heel = 391.6 1.83 117.9 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 18,3 0.25 4.6 Surcharge Over Toe = Stem Weight(s) _ 506.3 0,79 .398.4 Earth @ Stem Transitions = Footing Weight = 375.0 1.25 468.7 Key Weight = Vert. Component = 65.7 2,50 164.2. Total= 1,355.9 Ibs R.M.= 1,753.9 Timothy S. Mallis - Civil Engineer Orco Block Inc. 4510 Rutile St. Riverside, Ca. 90509 (909) 685-1521 -- ---- Rev: 51W00 -User. Nw-0600522. Ver 5.1.0, 22 -Jun 1999, WIn32 (c) 188599 ENERCALC . Title: Dsgnr: L scription Scope : Job # Date: 9:07AM, 27 MAR 01 -P Cantilevered Retaining Wall Design Page i • c:\ec\new6wa1ls.ecw:Calculallons Description Orco Wall System 6' high tract wall w/ 3'-4" retaining for 70 mph Exp C wind condition Criteria = 1,383 psf OK Retained Height = 3.33 ft Wall height above soil = 6.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 4.00 in Soil Density = 110.00 pcf Wind on Stem = 13.8 psf Design Summary.------------�, Total Bearing Load = 1,664 lbs ...resultant ecc. = 6.87 in Soil Pressure @ Toe = 1,383 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,829 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.8 psi OK Footing Shear @ Heel = 12.7 psi OK Allowable = 76.0 psi Wall Stability Ratios FootingllSoil Frictioi = 0.300 Overturning = 2.25 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 384.2 lbs less 100% Passive Force= - 133.3 Itis less 100% Friction Force= - 499.2 Itis Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs -OK Footing Design Results Stem OK Toe Heel Factored Pressure = 1,829 0 ps Mu': Upward = 369 0 ft Mu': Downward = 58 0 ft Mu: 'Design = 311 1,257 ft Actual 1 -Way Shear = 6.76 12.74 ps Allow 1 -Way Shear = 76.03 76.03 ps Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Soil Data i Footing Strengths & Dimensions Allow Soil Bearing = 2,000.0 psf fc = 2,000, psi Fy = 40,000 psi Equivalent Fluid Pressure Method Min. As % = 0.0012 Heel Active Pressure = 35.0 Toe Width = 0.50 ft Toe Active Pressure = 30.0 Heel Width = 2.25 Passive Pressure = 150.0 _ _ Total Footing Widtt Water height over heel = 0.0 it _ Footing Thickness - 12.00 in FootingllSoil Frictioi = 0.300 _ Key Width 0.00 in Soil height to ignore g g _ Key Depth - 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00,ft Cover @ Top ' = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem Ind . Stem OK Stem OK Design height ft= 3.33 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 6.00 8.00 Rebar Size = # 4 # 5 Rebar Spacing = 32.00 32:00 Rebar Placed at . = Center Edge Design Data -- •-- -----------_---' fb/FB + fa/Fa = 0.765 0.781 Total Force @ Section lbs = . 82.8 275.2 Moment.... Actual ft-#= 248.4 739.3 Moment ..... Allowabie ft-#= .324.8 946.1 Shear..... Actual psi = 3.7. 4.8 Shear..... Allowable psi =, . 25.8 22.3 Bar Develop ABOVE Ht. in= 20.00 25.00 Bar Lap/Hook BELOW Ht. in = 20.00 6:24 Wall Weight psf =, 47.0 84.0 . Rebar Depth 'd' in= 2.75 5.25 MasonryData - - - - -.._..._..---..__.._._..._....._.....- -... - - ,...._...._ .._.. I'm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = No Yes Special Inspection _ No No Modular Ratio'n' = 25.78 25.78 Short Term Factor - 1.330 1.150 f Equiv. Solid Thick. in= 3.90 7.60 # Masonry Block Type = Normal Weight # Concrete Data _..--- - --- -- --- - -- -- # fc psi = i Fy psi = i other Acceptable sizes & Spacings Toe: Not re 'd, Mu < S ' Fr ' Heel: Not req'd, Mu < S Fr ��O', Key: No key defined Timothy S. Mallis - Civil Engineer Orco Block Inc. 4510 Rutile St. Riverside, .Ca. 90509 (909)•685.1521__--_-_--__ . , t Rev: 51MM user. KW.960J522• Ver 5.1.3.22-4-1999. WM32 L(e) 1983M ENERCALC Description Title : Dsgnr: Description Scope Can Retaining Wall Design Job # Date: 9:07AM, 27 MAR 01 •--: --, p •--•-•-- •---...-�---�•--Page-.._2..- c:\ec\new6walls.ecw:Calcu Orco Wall System 6' high tract wall w/ 3'-4" retaining for 70 mph Exp C wind condition LSummary of Overturning 8� Resisting Forces &Moments _ __- e ....:OVERTURNING..... .....RESISTING..... Force Distance Moment Force. Distance Moment Item lbs ft ft-#— _—___lbs — ft ft -# 473 6 Soil Over Heel = 580.0 1.96 1,135.8 Heel Active Pressure = 328.1 1.44 Toe Active Pressure = -26.7 0.44 -11.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over. Heel = Adjacent Footing. Load = Adjacent Footing Load = Axial Dead Load on Stem= 0.00 Added Lateral Load = Load @ Stem Above Soil= 82.8 7.33 606.9 Soil Over Toe = 18.3 0.25 Surcharge Over Toe = SeismicLoad = Stem Weight(s) = 561.7 0.79 Total = 384.2 O.T.M. _ 1,068.6 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.25 Footing Weigh: = 412.5 1.38 Key Weight = Vertical Loads used for Soil Pressure = 1,664.0 lbs Vert. Component = 91.4 2.75 Vertical component of active pressure used for soil pressure Total = 1,664.0 lbs R.M.= er; 4.6 444.6 567.2 251.5 2,403.6 Timothy S. Mallis - Civil Engineer Title: Job # Orco Block Inc. Dsgnr: Date: 4:34PM, 26 NOV 02 4510 Rutile St. Description Riverside, Ca. 90509 Scope (900 685-1521 . Rev: 51 W00 User.KwA803522,Ver5.1.3.2Nvr1999, VM32 Cantilevered Retaining Wall Design Page 1 (e) 1983-M ENOCnLc c:leclnew6walls.ecw:calculatinns Description Orco Wall System 6' high tract wall w/ 4'-0" retaining for 70 mph Exp.0 wind condition Criteria = 1,231 psf OK Retained Height = 4.00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 4.00 in Soil Density = 110.00 pcf Wind on Stem = 13.8 psf Desi n Summa Total Bearing Load = 2,298 lbs ...resultant ecc. = 6.13 in Soil Data = 1,231 psf OK Allow Soil Bearing = 2,000..0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0. Toe Active Pressure = 30.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore =. 76.0 psi for passive pressure = 0.00 in Soil Pressure @ Toe = 1,231 psf OK Soil Pressure @ Heel = 82 psf OK Allowable _ 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,632 psf ACI Factored Q Heel = 109 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 20.9. psi OK Allowable =. 76.0 psi Wall Stability Ratios = Overturning = 3.06 OK Sliding = 1:58 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 493.6 lbs less 100% Passive Force = - 133.3 lbs less 100% Friction Force = - 689.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK . Footin* Design Results 82.8 Toe Heel Factored Pressure = 1,632 109 ps Mu': Upward = 341 0 ft Mu' : Downward = 58 0 ft Mu: Design = 283 1,620 ft Actual 1 -Way Shear = 6.19 20.93 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction # # Mi. Top Stem Fy = 40,000 psi Min. As % Stem OK Design height ft = 4.00 Wall Material Above "Ht" = Masonry Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 48.00 Rebar Placed at = Center Design Data 0.00 Masonry fb/FB + fa/Fa = 0.893 Total Force @ Section lbs = 82.8 Moment..., Actual ft-# = 248.4 Moment....Allowable ft-#= 278.1 Shear.....Actual psi = 3.8 Shear..... Allowable psi = 25.8 Bar Develop ABOVE Ht. in= 20.00 Bar Lap/Hook. BELOW Ht. in = 20.00 Wall Weight psf = 45.0 Rebar Depth 'd in= 2.75 Masonry Data I'm psi= 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No Modular Ratio 'n' = 25.78 Short Term Factor = 1.330 f Equiv. Solid Thick. in= 3.70 Masonry Block Type = Normal Weight Concrete Data rc psi = Fy psi = Other Acceptable Sizes 8 Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Footing Strengths & Dimensions rc = 2,000 , psi Fy = 40,000 psi Min. As % = 0.0012 Toe Width = 0.50 ft Heel Width = 3.00 Total Footing Width = `-5.0u Footing Thickness = 12.00 in Key Width = 0.00 In Key Depth = 0.00In Key Distance from Toe = 0.00 It Cover @ Top = 3.00 in Btm.= 3.00 in 2nd Stem OK 0.00 Masonry 8.00 . # 4 16.00 Edge 0.915 361.1 952.7 1,041.2 6.3 22.3 20.00 6.00 84.0 5.25 1,500 20,000 Yes No 25.78 1.150 7.60 �4v p1925 N z * �• 12/31/2007 Op Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil. = 82.8 8.00 662.4 SeismicLoad = Total = 493.6 O.T.M. = 1,379.7 Resisting/Overturning Ratio = 3.06 Vertical Loads used for Soil Pressure = 2,297.9 lbs Vertical component of active pressure used for soil pressure Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = Timothy S. Mallis - Civil Engineer Title: Job # - c v .Date: ` Orco Block Inc. Dsgnr: 4:34PM, 26 NOV 02 Stem Weight(s) = Description 0.80 Earth @ Stem Transitions = . 4510 Rutile St. Footing Weight. = 525.0 1.75 � Riverside, Ca. 90509 .. Scope Vert. Component = (909).685-1521 350 ,'YrRev. ' (� 2,297.9 lbs 510300 'User: M/V•080]522. Ver 5.1.3, 224ur1889, Win72 Cantilevered Retaining Wall Design Page 2 (e) 1983-e9 ENERCALc c:leclnew6walls.ecw:Calculations Description Orco Wall System 6' high tract wall w/ 4'-0" retaining for 70 mph Exp C wind condition Summa. of Overturnin2 & Resistin2 Forces & Moments. . .....OVERTURNING..... RESISTING..... . Force Distance Moment Force - Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 1,026.7 2.33 2,395.6 Toe Active Pressure = -26.7 0.44 -11.9 Sloped Soil Over Heel . = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil. = 82.8 8.00 662.4 SeismicLoad = Total = 493.6 O.T.M. = 1,379.7 Resisting/Overturning Ratio = 3.06 Vertical Loads used for Soil Pressure = 2,297.9 lbs Vertical component of active pressure used for soil pressure Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 18.3 0.25 Surcharge Over Toe = Stem Weight(s) = 606.0 0.80 Earth @ Stem Transitions = . Footing Weight. = 525.0 1.75 Key Weight = Vert. Component = 121.9 350 Total = 2,297.9 lbs R.M = Q P> Exp. 12/311/2007 a \jFClV1l-D�aj �F CA1aF 4.6 482.5 918.7 426.8 4,228.2 g Q STANDARD 6' TO 8' CMU SITE WALLS '-1 OPTIONAL RAT CAP 6816, 6616, OR 6618 ONU GROUTED ONLY@ VERT STEEL 'r DROP-IN BAR 06 STD JOINT RE NFORLElkWU ® 14'01C (3 PLACES - 4 PLACES FOR T, & 8' WALLS) PER VBCSTD 11-10. LLSEo5STD. FOR SLUMP &OCK T DOWEL @ CENTER OF ow. 04 HORZCWr 'W' CONT. FOOTING Of .10 SEE CHART FOR REQUIRED RESAR AND FOOTING DIMENSIONS. I 1-1 DE37GNCX[7E M., 1. ALLOWABLE SOIL BEARING PRESSM =15W PSF 2. ALLOWABLE L47BM PASSIVE PREMRE -150 PCF 3. CONO?E7F GROUT STR MIH a 2WO PST 0 28 a4 4. REINFORCZNGS/EEL : GRADE 40 FOR 94 R4RSAND SMALLER & GRADE 60 FOR 05 AND LARGER 5.IS00PST MASONRY COMPRM90NSTREA K M4LFSTRE55E5 USED - NO SPECIAL INSPECTION READ. NOTM 1. CONCRETE ROCK SMU CONFORM 70 UBC STD 21-4. 2. CONCRM FOR RIOTING RML BE I PART CEMENT TO 2-112 PAR75 SEND T0.-1/1 PARTS GRAVEL AMA hWXfMUM OF l-1/2 G4LLOA(S OF WATER PER S4CX PORTLAND CY MBVT SHALL CONFORM TOASTM C 150 7YPEII/V. Fc = 20W PST 3. RElXR0RCTNGSTEEL SHALL BEDETURMEDANO CONFORM 70 ASTMA 615 GUM40 FOR A4 B4RSAND 9ftLBL GRADE 60 FOR 05AND LARGER. PROVIDE 40 BER DUMEM LAP fOR GRADE 40 RE34R AND 48 BAR D1 METBZ LAP FOR GRADE 60. 4. RE84R 914LL BE CENTERED IN THE COA CRETE BLOCK CEL DV w)oaiITISLOC:I7EV. S. COAVZ TE BLOCKSNALL BE LAYED DV A RUNAMW BOND PATIHQN WITH V9MC4L CONTDVUTTYOF 7?ff mlS UUO: G ALLBLOCKCR i CONTAVWVG VERTICAL RLR4R SHALL 8ES•OLID GROUTED Z LSE TYPES MORTAR PROFORT7ONMLaw LOC TAKE NO. 21-A I PART CBWVT 701/2 PART LONETO 4-1/2 PARTS DAMP, LOQSESAN . L. GROUT FOR CONDZMBLOCK TO BE 1 PART CEMENT TO3 PAR7S S4ND (LROLIT MAYCI7NTAIN 2 PAR753/8'PEA GUM IF WE47HER COAfDMOAtSAREFAVORABLEAND BLOIIXUACBSTRUCTED CELL SLZEISSUfFTC76VT70ALLOW GOOD GROLITfLOK WATER SHALL BEADDLD TO PRODUCE GOOD GROUT ROW WITHOUT SEGREG477ON OF THE CON5MBV7S 9. BLOLKSTDN MAYBE WET -SET I-IIYDV70 7HEFOOT7NG WHfLE 7HECONC)ZMLS PLASTIC OLOCKSTEM MAYBEPLACFD TO ETIHLR BXEOFTHE TRBVOI TYPE R70TDVG. 10. f007ING MUST BE POURED ON OR DVTO UNDISTURBED NATURAL SOIL OR ON COMPACTED FILL WITH A MDVTMUN COMPAC710N OF 90 %. 11. RZST BVSPECUON TO BEAFTER f007ZW 7RE)VCNESARE READY FOR CIONCRE7EANDALL REQUIRED STEEL. IS 778) IN PLACE SECOND DILSPECUONTVBEWHENTHE REQUIR<D LZSIN PLACEAND THE BLOCK WALL, IS READY TV O�ESSION 12. M4XTMUM CONTROLJOINT SPA WALLS TO BE MORTAR WASHm OR cB CF-3i925uj p cr-12 Exp• 1213 006 ' STq� r�• Timothy S. Mallis - Civil Engineer brco Block Inc. 4510 Rutile St. Riverside, Ca. 90509_ (909) 685-1521 I nuc . Dsgnr: Description ;Scope: Rer: 40300' Cantilevered Retaining Wall Design . Yfer. KW.0903922. Vet9.1.3, 22.Nr�•19g9. WIn32 '. I (d 199399 ENERCALC _- Description Orco Wall System 6' high tract wall for 70 mph Exp C wind condition' Criteria Rebar Size Retained Height = 0.33 ft Wall height above sail = 6.33 ft Slope Behind Wal = 0.00: 1 Height of Soil•over Toe = 4.00 in Soil Density = 110.00 pcf Wind on Stem = 13.8 psf i Design Summary Total Bearing Load = 637 lbs ...resultant ecc. = 7:25 in Date: 3:43PM, 13 SEP 00 1' Soil Data Rebar Size I Footing Strengths & Dimensions Allow Soil Bearing = 1,500.0 psf fc = 2,000 psi Fy = 40,000 ps Equivalent Fluid, Pressure Method Allowable = 1,500 psf Min. As % = 0.0012 Heel Active Pressure = 30.0. Toe V1lidth = 0.66 ft Toe Active Pressure = 30.0 Heel Width = 1.16 Passive Pressure = 150.0 Total Footing Widtt = . --T- TWater Waterheight over heel = 0.0 ftFooting Thickness = 12.00 in FootingllSoil Fdctioi = 0.300 .Key Width = 0.00 in Soil height to ignore = Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Shear.' .... Allowable psi = Cover @ Top = 3.00 in @.Btm.= 3.00 Stem Construction.._Top Bar Develop ABOVE HL Stem - _ _- Sliding Calcs (Vertical Component Used Stem OK 7.45' Design height fl= 0.00 2.81 Wall Material Above "Ht' = Masonry in = Thickness = 6.00 psi = Soil Pressure @ Toe = 1,370 psf OK d t Rebar Size = # 4 Soil Pressure @ Heel = 0 psf OK Rebar Spacing = 40.00 Allowable = 1,500 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data - ---' ACI Factored @ Toe = 1,892 psf fb/FB + fa/Fa = 0.988 ACI Factored @ Heel = 0 psf Total Force @ Section lbs = 87.3 Footing Shear @ Toe = 6.2 psi OK Moment...Actual ftp# _ _305.3 Footing Shear @ Heel = 1.8 psi OK Moment..:.Allowable = 309.1. Allowable = 76.0 psi Shear..... Actual psi = 3.9 Wall Stability Ratios Shear.' .... Allowable psi = 25.8 Overturning = 1.50 OK Sliding = 2.85 OK Bar Develop ABOVE HL in = 20.00 Sliding Calcs (Vertical Component Used Bar Lap/Hook BELOW HL in = 7.45' Lateral Sliding Force _ 87.2 Ibs Wall Weight 2.81 less 100% Passive Forces - 133.31 bs Rebar Depth 'd' in = 2.81 - less 100% Friction Force= - 191.2 lbs Masonry Data I'm psi = 1,500 Added Force Req'd = 0.0 lbs OK Fs psi = 20,000 ....for 1.5.: 1 Stability = 0.0 lbs OK Solid Grouting = No �- - Footing Design Results special Inspection .'n' = No 25.78 Modular Ratio = Toe Heel Short Term Factor = 1.330 Factored Pressure = 1,892 .0 psf Equiv. Solid Thick. in= 3.80 Mu'; Upward = 423 0 ft-# Masonry Block Type = Normal Weight Mu': Downward = 81 91 ft-# Concrete Data - Mu: Design = 342 91 ft-# fc p'si Actual 1 -Way Shear = 6.23 1.84 psi Fy psi = Allow 1 -Way Shear = 76.03 76.03 psi other Acceptable Sizes & spacings - N 'd Mu < S - Or Toe Reinforcing = None Spec Tae. , o req , Heel Reinforcing = None. Spec'd Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Spec'd Key: No key defined ^� C7 ti� �N u� CE319M, Exp. 1, ., • \ Exp 1� i nie Timothy S. Mallis -Civil Engineer Ds nr. Date: 3:43PM,v13 SEP 00 9 Orco Block Inc. Description ° 4510 Rutile St. Riverside, Ca. 90509 Scope: --- lt j (909) 685-1521 Page 2' < Raw. z- ° vDesign u,aKNV-Qssu v�.st.�, , �}s9. n�ai Cantilevered Retaining Wall c:\ec\new6walls:ecw Calculations e. - .S&,_So CWFACALC " Description I-` Orco Wall System 6' high tract wall for 70 mph Exp C wind condi ion {a_ 4 ti. Summary of Overturning &Resisting Forces & Moments ,;t;.• ..... RESISTING..... f; OT/ERTURNING..... Force Distance Moment . t Force - Distance Moment lbs " ft ft-# :.. Item lbs ft ft-# - -- ---- -- - - -- - - - ---- _ 24:1 1.50 36.1 Heel Active Pressure = 26.5 0.44 11.8 Soil Over Heel - t>;r -26,7 0.44 -11.9 Sloped Soil Over Heel - Toe Active Pressure = `< Surcharge Over Heel = Surcharge Over. Toe = _ r A = Adjacent Footing Load Adjacent Footing Load Axial Dead Load on Stem = 0.00 z; Added Lateral Load _ = 24.4 0.33 8.1 •'., Load @ Stem Above Soil = 87.4 4.50 • 392.7 Soil Over Toe - '^ Surcharge Over Toe SeismicLoad I,. Stem Weight(s) = 306.4 0.91 280.1 f - 87.2 O.T.M. = 392.6 Earth @Stem Transitions Total = - -1.50 Footing Weighs = 274.3 0.91 250.8 '5 Resisting/Overturning Ratio Key Weight = Vertical Loads used for Soil Pressure = 637.5 lbs Vert. Component = 8,3 1.83 15.2 �.: Vertical component of active pressure used for soil pressure Total o .637.5. lbs R.M.= 590.4 yt° c, f pry - a c M��y4 i1 _tn 011111 ��Y •fit' < ,_a* Fad < �... "f• + riy gay :j� k t - ,f.. y��,`�' � ,� + fir, �' Srt �' �'•sk 'f4tf t , r Title : Job # Ti rnothy S. Niallis - Civil Engineer Dsgnr: Date: 3:40PN1, 13 SEP 00 ' Orco Block Inc. Description 7' 4510 Rutile St 1., y ; r• -sd Riverside, Ca. 90509 Scope ronol aA5.1r,21 Pan Surface Restraint Force k'q a CE319213 N y Exp: 120/2006 LU Ca.nco CIVIL 9 Or CALTOe,,,�' V. I aar: 510=1 P O i@ E m b e d m e nt i h Soil p c:teclnew6walls.ecw:Calculation ' i 7 user. KWA*=22, vu S. t.9, 22-lun•1999, W'02 • ' (c) 198599 cNERCAIC - & 150psf lat bearing Trench footing for6high block wall 70 mph Exp C wind condition Description General Information Allow Passive 150.00 pcf 1,500.00 psf Applied Loads... Point Load 0,00 lbs Max Passive 1.333 distance from base 0.000 ft Load duration factor Pole is Rectangular Distributed Load 14.10 #1ft "- Width 12.000 in distance to top 6.330 ft !" • ' No Surface Restraint distance to bottom 0.330 ft b� Y'. Surface... Total Moment 281.72 ft-# 0.00 ft-# Total Lateral 84.60 lbs d load 281 72 7Requir;d With Surface Restraint.. - ? urface Restraint.. 0.000 ft '~ r•�:'_: DepthPressure.@ 2.317 ft . Req'd Depth Base... 113 Embed...155.52 ctual154.43 psfActual llowable psf Allowable Surface Restraint Force k'q a CE319213 N y Exp: 120/2006 LU Ca.nco CIVIL 9 Or CALTOe,,,�' Fc---, 2,000 psi Fy = Retained Height = 0.33 ft 5 Timothy S. Mallis - Civil Engineer �<' Slope Behind Wall Orco Block Inc. }' 4510 Rutile St Soil Density Riverside, Ca. 90509 = 0.0 ft (909) 685-1521, = 0.300 Soil height to ignore �t Rx. 910300 User. KW -0607522 Vn 5.1.3.,22-Jm 1999• win32 = 0.00 in (e) 1963-99 ENERCALC . Title: Dsgnr: Description Scope: Cantilevered Retaining Wall Design Job # Date: 8:34AM, 1 JAN 90 •a Description Orco Wall System 7'-4"' high tract wall for 70 mph Exp C wind condition Criteria Fc---, 2,000 psi Fy = Retained Height = 0.33 ft r•e Wall height above soil 7.00 ft �<' Slope Behind Wall = 0.00:1 Height of Soil over Toe = 4.00 in Soil Density = 110.00 pcf Wind on Stem = 13.8 psf LSoil Data Fc---, 2,000 psi Fy = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 Toe Active Pressure = 30.0 Passive Pressure = 150.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore ACI Factored @ Heel for passive pressure = 0.00 in Design Summary Fc---, 2,000 psi Fy = Total Bearing Load = 715 lbs ...resultant ecc. = 7.69 in Soil Pressure Toe ( = 1,328 psf OK Soil- Pressure Heel = 0 psf OK Allowable = 1 ,5ob psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,838 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.9 psi OK ( Footing Shear ® Heel = 2.1 psi OK Allowable = 76.0 psi Wall Stability Ratios Overturning = 1.55 -OK Sliding = 2.82. OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force _ 96.5 lbs less 100% Passive Force = - 133.3 lbs less 100% Friction Force = - 214.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results Shear..... Allowable Toe Heel Factored Pressure = 1,838. 0 ps Mu': Upward = 513 0 ft Mu': Downward = 100 110 ft Mu: Design = 413 110 ft Actual 1 -Way Shear = 6.88 2.06 psi Allow 1 -Way Shear 76.03 76.03 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key. Reinforcing = None Spec d Page. 1 Footing Strengths & Dimensions Fc---, 2,000 psi Fy = 40,000 psi Min. As % = 0.0012 Toe Width = 0.75 It Heel Width = . 1.25 Total Footing Width Masonry Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 In Key Distance from Toe = 0.00 it Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction t Top Stem Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 6.00 Rebar Size = # 4 Reber Spacing = 24.00 Rebar Placed at - Center Design Data •fb/FB + fa/Fa = 0.9m Total Force ® Section lbs = 96.6 MomenL..Actual ft-# = 370.0 Moment..... Allowable = 374.4 Shear..... Actual psi = 4.1 Shear..... Allowable psi = 25.8 Bar Develop ABOVE Ht. In= 20.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weigh . = 48.0 Rebar Depth 'd' In = 2.81 Masonry Data I'm psi = 1,500 Fs psi = 20,000 Solid Grouting = No Special Inspection = No. Modular Ration' = 25.78 Short Term Factor = 1.333 Equiv. Solid Thick. in = 4.10 Masonry Block Type = Normal Weight Concrete Data rc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd; Mu < S ' Fr Heel: Not req'd, Mu < S ' Fr Key: No key defined Timothy S. Mallis - Civil Engineer Title: Job # Orco Block Inc. Dsgnr: Date: 8:34AM, 1 JAN 90 Description: 4510 Rutile, St. Riverside, Ca. 90509 (909) 685-1521 scope Ra : 511100 Usx. RW -080522, Ver 5.1.3. 22,Ju 1999•NAn37Caniifevered Retaining Wall Design Page 2 (a) 1993-99 ENERCALC c:leclne-ni6walls.eCW:Calculations Description Orco Wall System 7'-4"' high tract wall for 70 mph Exp C wind condition Summary of Overturning & Resistin Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 26.5 0.44 11.8 Soil Over Heel = 27.2 1.63. 44.2 Toe Active Pressure = -26.7 0.44 A 1.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem = 0.00 Load C Stem Above Soll = 96.6 4.83 466.6 Soil Over Toe 27.5 0.38 10.3 SeismlcLoad = Surcharge Over Toe. _ Stem Weight(s) - 351.8 1.00 351.8 ' Total = 96.5 O.T.M. 466:5 Earth @ Stem Transitions = Resisting/Overtuming Ratio = 1.56 Footing Weight = 300.0 1.00 300.0 Vertical Loads used for Soil Pressure = . 714.9 lbs Key Weight = Vert. Component 8.3. 2.00. 16.7 Vertical component of active pressure used for soil pressure Total;i 714.9 lbs R.M.- '723.0 �.�.,,:• . Timothy S. Mallis - Civil Engineer Title Job # Orco Block Inc. Dsgnr• Date: 8:19AM, 1 JAN 90 Description 4510 Rutile St. z RiveSside, Ca. 90509 Scone: - ' .(909)' 685-1521 .r.`•''�. Rev. 570709 ``�` lMer.KW-0807522, Ver 5.1.7,22Jun•1999,Win72 Pole Embedment in Soil r r. .(e) 19&199 ENERCAIC Description Trench footing for T-4" high block wall 70 mph Exp C wind conditson - General information Allow -Passive 150.00 pcf Applied Loads... ' Max Passive- 1,500.00 Psf Point Load _ Load duration factor 1.333 distance from base Pole is Rectangular Width 12.000 in Distributed Load No Surface Restraint distance to top distance to bottom Be Summary Moments @ Surface... Point load 0.00 'ft-# Total Moment DisMbuted load 369.98 Total Lateral Without Surface Restraint... With Surface Restraint... Required Depth 2.491 ft Req'd Depth ' Press @ 113 Embed... Pressure .@ Base... Actual 17218 psf Actual e. • , . Allowable 166.05 psf Allowable a Surface Restraint Force Page .1 • •• 7811�1111111 13.80 #/ft 7.330 ft 0.330 It 369.98 ft-# 96.60 lbs 0.000 it Timothy S. Mollis - Civil Engineer Y Title : Dsgnr: Description Scope: Cantilevered. Retaining Wall Design Job # Date: 2:29PM, 27 FEB 01. ■ Description Orco Wall System 8' high tract wall for 70 mph Exp C wind condition Criteria Retained Height = Orco Blork Inc. 3; 4510 Rutile St. ` Riverside, Ca. 90509 Height of Soil over Toe = (909.685-1521 _ �'�`, ' Rev: 510900 1 User. KW46=22. Ver 9.1.3. 22.A 1999,'Mn72 : 1 (c1 1983-99 ENERCALC .. Title : Dsgnr: Description Scope: Cantilevered. Retaining Wall Design Job # Date: 2:29PM, 27 FEB 01. ■ Description Orco Wall System 8' high tract wall for 70 mph Exp C wind condition Criteria Retained Height = 0.33 ft Wall height above soil = 7.66 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 4.00 in Soil Density = 110.00 pcf Wind on Stem = 13.8 psf ' Design Summary = 0.88 ft Toe Active Pressure = V Total Bearing Load = 798 lbs ,. ...resultant ecc. = 8.07 in Page 1 Soil Data = 1,174 psf OK i Footing Strengths & Dimensions Allow Soil Bearing = 1,500.0 psfJ fc = 2,000 psi Fy = 40,000 psi Equivalent Fluid Pressure Method = 0 psf OK Min. As % = 0.0012 Heel Active Pressure = 30.0 Toe Width = 0.88 ft Toe Active Pressure = 30.0 Heel Width = 1.38 Passive Pressure = 150.0 Total Footing Widtt = 2:25 Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Frictiol = 0.300 Key Width = 0.00 in Soil height to ignore = 0 psf Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Moment.... Actual ft-#= 208.0 Cover @ Top = 3.00 in @ etm.= 3.00 in i Stem. Construction �� Top Stem 2nd _ 325.5 475.3 Stem OK Stem OK Allowable Design height ft= 2.50 0.00 4.4 Wall Material Above "Ht" = Masonry Masonry Shear..... Allowable psi = Thickness = 6.00 . 6.00 Overturning Soil Pressure @ Toe = 1,174 psf OK Rebar Size = # 4 # 5 Soil Pressure @ Heel* = 0 psf OK Rebar Spacing =. 32.00. 16.00 Allowable = 1,500 psf Rebar Placed at = Center Center. Soil Pressure Less Than Allowable Design Data --- - ---. -- - ACI Factored @ Toe _ 1,627 psf fb/F'B + fa/Fa = 0.639 0.925' ACI Factored @ Heel = 0 psf Total Force @ Section ibs = 75.8 105.7 Footing Shear@ Toe = 7.2 psi OK Moment.... Actual ft-#= 208.0 439.7 Footing Shear @ Heel = 2.4 psi OK Moment.... Allowable ft-#= 325.5 475.3 Allowable = 76.0 psi Shear..... Actual psi = 3.4 4.4 Wall Stability Ratios Shear..... Allowable psi = 25.8 25.8 Overturning = 1.66 OK = 2.82 OK Bar Develop ABOVE Ht. in- = 20.00 •25.00 Sliding Sliding.Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = B 20.00 6.00 52.0 Lateral Sliding Force 105.6 lbs Wall Weight psf = 'd' 47.0 2.75 2.75 less 100% Passive Force= - 133.3 lbs Rebar Depth in= --- less 100% Friction Force= - 239.3 lbs Masonry Data ---- fm psi = 1,500 1,500 Added Force Req'd = 0.0 lbs OK Fs psi = 20,000 20,000 ....for 1.5: 1 Stability = 0.0 Itis OK Solid Grouting = No No r - ---- ----------' `Footing Design ResultS� Special Inspection = Modular Ration' = No 25.78 No 25.78 Toe Heel Short Term Factor = 1.333 1.333 Factored Pressure = 1,627 0 psf 0 ft-# Equiv. Solid Thick. in = 3.90 Masonry Block Type = Normal Weight 4.50 Mu': Upward = Mu': Downward = 614 131 143 ft-# Concrete Data -- = - --__-_ --`-- - - - Mu: Design - = 483 143 ft-# 7.22 2.38 psi fc psi F psi = y . Q(kOFES$ Actual 1 -Way Shear Allow 1 -Way Shear = 76.03 76.03 psi Other Acceptable sizes & spacings S ' Fr Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < ' y� 2 Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S Fr defined Cg2s N r" Key.Reinforcing = None Spec'd Key: No key ENP. 12J31/2006 � C3192S N M 8;% 12- M,T% YtY \t'Jf1 + - '. .4:- "R, rgr ^ rT7 l+c. r '^ r�:qA *••Yt a N t . 1 3' r° '°: r;•t' 'Timothy S. Mallis - Civil Engineer ! Title : , Job # Dsgnr Date: 2:29PM, 27 FEB 01 �spk=' I Orco Block Inc. Description : _ • 4510'Rutile SL Riverside, Ca. 90509 Scope -F; (909) 685-152_1 _ R° -' Cantilevered Retaining Wall Design Ufv. KW -0803522. Ver S.I.3, 22Jurr1999. W1n3Z Page c.,ec\,ew6valls•ecw:calculaeans - 1 (c) 1983-99 ENERCALC Description Orco Wall System 8' high tract wall for 70 mph Exp C wind condition • z'. 'Summaryof Overturning & ResistingForces & Moments s.� . "�. ` ..... OVERTURNING RESISTING..... Force ; Distance Moment Force Distance Moment lbs ft -# '-� Item lbs ft ft # = _ _-_---__ft. 31.6 1.81 57.6 Heel Active Pressure 26.5 0.44 11.8. Soil Over Heel Toe Active Pressure = -26.7 0.44 -11.9 Sloped Soil Over Heel _ Surcharge Over Toe = Surcharge Over Heel = �r Adjacent Footing Load = Adjacent Footing Load _ Added.Lateral Load - Axial Dead Load on Stem = 0.00- Load @ Stem Above Soil = 105.7 5.16 545.5 Soil Over Toe = 32,1 1 0.44 14.0 _ Surcharge Over Toe = ,?` Seismict-oad - Stem Weight(s) = 388.0 i- 1.13 436.5 s r a Total 105.6 O.T.M. _ --- 545.4 Earth @Stem Transitions = - .' `W" Resisting/Overturning Ratio = 1.66 Footing Wei h1 9 g 337.5 . f 1.13 379.7 Vertical Loads used for Sail Pressure= 797.7 lbs Key Weight = Vert. Component . = 8.3 2.25 18.7 Vertical component of active pressure used for soil pressure Total = 1 797.7 lbs R.M.= 906.6 y Yr Afii+3'f ` f e QROFESS/, T4 YtY \t'Jf1 + - '. .4:- "R, rgr ^ rT7 l+c. r '^ r�:qA *••Yt a N t . l L T f� P ►jr4rp�' >. yrs .. M� � � W �•t � . rSL* k r I • - . W ✓ 7wc Allow Passive 150.00 pcf Applied Loads... 0.00 lbs " Timottiy'S. Mallis - Civil Engineer Title : Job # Date: 2:20PM, 27 FEB 01 ' Point Load Orco Block Inc. Dsg nr: Description Load duration factor 1.333 4510 Rutile St. 0.000 ft +. Riverside, Ca. 90509 Scope �pROFESSj fi:.. (908) 685-1521 12.000 in Distributed Load 13.80 #/ft : s�oaao -=— — ':-'------- Rev: �5.1.3.22Jun•19N.Wn72 Pole Embedment in Soil Page 1 c:\ec\new6walls.ecw Calculationsu,ec.KIWBM22.Ver distance to top ts1 ic No Surface Restraint a Description Trench -footing -for 8' high block wall 70 mph Exp C wind condition • . i General Information :Summary l L T f� P ►jr4rp�' >. yrs .. M� � � W �•t � . rSL* k r I • - . W ✓ 7wc Allow Passive 150.00 pcf Applied Loads... 0.00 lbs Mai Passive. 1,500.00 psf Point Load -+, k '9�' Load duration factor 1.333 distance from base 0.000 ft {+ - �pROFESSj fir Pole is Rectangular 12.000 in Distributed Load 13.80 #/ft '+•' +tA Width 1\' M- � ( ' distance to top 8.000 ft '=t 'L`- No Surface Restraint a distance to bottom 0.330 ft :Summary s; .Moments @ Surface... - Point load 0.00 ft -# Total Moment 440.85 ft-# Distributed load 440.85 Total Lateral 105.85 lbs Without Surface Restraint.. With Surface Restraint.. Required Depth 2.619 ft Req'd Depth 0.000 ft r •.Pressure Press @ 1/3 Embed... @.Base... 1ft. Actual .183.29 psf Actual Allowable 174.58' sf P Allowable •.., . - Surface Restraint Force l L T f� P ►jr4rp�' >. yrs .. M� � � W �•t � . rSL* k r I • - . W ✓ 7wc A'.y fl {+ - �pROFESSj r � E 925 N m "Crn rh;p 10,', i Exp. 12/31/2008 6'4 y�,,T, y ^ �«a • mak. J^.it-� 1\' M- � ( ' 1 . , •! i -n a NSF l L T f� P ►jr4rp�' >. yrs .. M� � � W �•t � . rSL* k r I • - . W ✓ 7wc