The URL can be used to link to this page

08-0949 (BLCK)49201 Avenida Anselmo ' IIIIIIIIIIIIIIIIVIIIIIII IE P.O. BOX 1504 - _ -- - 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description Property Zoning: Application valuation: 1 08 4 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT 08-00000949 49201 AVENIDA ANSELMO 658-290-020- - WALL/FENCE LOW DENSITY RESIDENTIAL 890 Architect or Engineer: 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 b License No.: 809021 OWNER -BUILDER DECLARATION 1 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 thr. hasis 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.). (_ I 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 _) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY 1 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: LQPERMIT Owner: MIKE CAMPBELL 49201 AVENIDA ANSELMO LA QUINTA, CA 92253 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 5/30/08 Contractor: L & J MASONRY, Jq) P.O. BOX 1172 D LA QUINTA, CA 92 7 (760)771-6873 SAA T§ Lic. No.: 80902 3 0 QO F A ------------------------------------ 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 0025199-2007 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 33/7700J0 of'the Labor Code, I shall forthwith comply with those provisions. icont: ► 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 180rdays 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 state laws relating to building construction, and hereby authorize representatives of this county to enter upon above-mentioned property for inspection purposes. ,Date: rsure (Applicant or Agent): / Application Number . . . . . 08-00000949 Permit WALL/FENCE PERMIT Additional desc . Permit Fee . . . . 23.00 Plan Check Fee .00 Issue Date . . . . Valuation 890 Expiration Date 11/26/08 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 2.0000 HND BLDG 501-2,000 8.00 -=-------------------------------------------------------------------------- Special Notes and Comments 10 L.F. 618" WALL AT OUTDOOR SHOWER & 40 L.F. 514" WALL AROUND SPA, ORCO SYSTEM Fee summary Charged ----------------- Paid Credited Due -------------------- Permit Fee Total 23.00 ---------- .00 ---------- .00 23.00 Plan Check Total .00 .00 .00 .00 Grand Total 23.00 .00 .00 23.00 LQPERMIT i ORCO STANDARD 6' TO 8' CMU SITE WALLS -Z�- OPTTONAL RAT C4P DESIGN 0217FR14 PER THE 2007 BC 1. ALLOWABLESOILBEAROVG PRE MIRE =1500 PSF 2. ALLOWABLE LATERAL PASSIVE PRFMRE =150 PCF A CONClwwGROUTSTRENG7H - 2000 PSl ® 28 Q4YS 4 REMORONGSTEEL: GRADE= 5.1500 PST MASONRY. COMPREMON STRBVG77L • :� .GROUTED • a stEEL A I l;,o DRO" ilo 06smio1w Rfai -. . • . ..a .- -. •.• • i C h0a., PROVIDE./ DROP-IN04 / Y I I •I •• I I H960FRALLSANDO WALL HETaff .� 100, DOWE I @ CEAiTER OF Iii LEVEL • :• .- II 04 HORZ C1010. N 'W/ C1ONT. FOOTING Of SEE aMT FOR REQUIRED REW AND FOOTING DIMENSIONS. NOTES: 1. CONCRETE BLOCK SHAH. CONFORM TO ASTM C90, 2. CDNow7EFOR FOOTING SHALL BE i PART cEmFjvT 70 2-u2 PARTS S4ND 703-1/2 PARTS GR4VL3 KTHA ft4XMUM OF 1-1/2 GALLONS OF WATER PER S4C76 PORTLAND CEMENT SHALL CONFORM TO ASTM C250TYPE lVV. k=2500 PST 3. RUNMRCING STEEL SHALL BE DBORM/D AND CONFORM TO AS7MA 615 GRADE 6Q PROVIDE 48 BAR DIAMETER LAP. 4. RE84R SHAM BE CENTERED IN THE COACRETEBLOCK CELL IN WHlaf.TTISLOCA7ED. 5. CONCRETE BLOCXSHALL BELAYED INA RUNNING BOND PATTERN KM VERTICAL CONTINWTYOFTHE CHI S UNO. 6. ALL BLOCK CELLS CONTAWNG VERTICAL REH4R SHALL BE SOLID GROUTED. 7. LW TYPES MORTAR PROPOR7101VED LLMNGASTMC270 PART C ENEW TV 112 PARTLIME TO 4-1/2 PARTS DAMP, LOOSESAND. IL GROUTFOR LT)NCRETE &OCX PfERAS7M C476 TO BEl PART C94BVT 703 PAR73SAND (GROUT MAY CCIMATN 2 PARTS3/8' PFA GRAVEL IF WF47HHR CONDMONSARE FAVORABLEAND &OC7C UN05STRX7EU CELL MW ISSUFFTCTENT 70 ALLOW GOOD GROUT FLOVO. WATER SHALL READ= 70 P7RODUCE GOOD GROUT ROW MMOUTSEGUG477ON OF 71YECOASTTUENTS: 9. &OCXSTEN M4YBE WET -SET 1-1,(2"INTO MEFD077NG WHILE THECONCRE7EL5 PLASTID &OCKSTEM MAY BE PLACED TO ETMER EDGE OF THE 7RENCN TYPE PW777VG. 10. F0071NG MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL OR ON COMPACTED FILL WITHA MINIMUM COMPAC77ON OF 90 %. J1. MRSTRZPECTION TO BEAFTER F007LVG TRENCHES ARE READY IVR CONCRETFANDALL REQUIRED STEEL IS TTLD IN PLA CF. SECOND DUPEMON TO BE WHEN 7NEREQUIRED VERTIGRL ISIN PLA CEAlVD THE ELOCX WALL LS READY 70 GROUT. 1Z MAXIMUM Coma XIINTSPAC7NG: 40'O/C 20' O/C FDR WALLS TO BE MORTAR WASHED OR snxm CA47ED. CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATF'5' -'Ap I0o BY Q Q�OFE CH ` 4 O < f` h rn ui 031925 * Exp. 12-31-2008 1+�4 c I V 1 �`P lF OF COQ- CHART FOR 6' TO 8' SITE WALL W/ SPREAD FOOTING WIND MAX. OW, DESIGN WALL SPREAD 'X' DOWEL 'Y' BAR SPEED HEIGHT FOOTING WIDTH *4.@ 40" 0/C 33" #4 @ 40" 0/C 36' 0/c - Ir CMU --- 36' C/C - Ir CMU W ° 8 8 N rn W #4 @ 40" 0/C 33" #4 @ 40" 0/C Z Q 6'-8" 1'-10" . 36• o/c - I8• cnu }6• o/c -19-cnu 9" 4, W " _ #4 @ 32" O/C 33cn #4 @ 32" 0/C 7'-4" 2'-0" zr ac - 18' cnu 2r o/c - 10' CMU cn - 10" - 10" 0 co #4'@ 24" 0/C-33"' #4 @ 24" 0/C 8'-0" 2'-3"• to, o/c - 1e• cMu 36, 0/c - 1a• cnu 10" -- IO" #4 @ 40" 0/C 33" #4 @ 40" 0/C 6'-0" 2'-0" 36. 0/C - is, CMU 36' O/C - Ir CMU U u Iou ..L 10" cn X #4 @32" O/C 33" #4 @ 32" 0/C U1 6'-8" 2'-3° 27' OIC - Ir cmi 27' OIC - Ia• cnu Z W 10 10" W ( 33" #4 @ 24" 0/C-- #4.@ 24" 0/C = N 7'74" .2'-4- I6• orc - 16• cMu L 36' 0/C - IB' CMU 1 N 12° 12" Y) :D O% 0 #4 @ 16" O/C 33- #4 @ 16" 0/C 8'-0" 2'-6" I6• o/c - 16• cMu Ia• o/c - I8• CMU 12" 12" r0)RSOtrARO RE7LR/V wAtts YYNetF dtNNAGFSWi1LE OOQ/REq, A 1/jltt000� MAYLffIOI/r®51NAlEGRAOIE fRDYM /1 DOWN AND i7OROVN/ MR ON EAOI = E Of MEZq 81=WAM-AS 900 Of SME OF A06cIuu p R IN DROP -OV BAR man= rrso•axron w"omwnwr QROFE ION all — Ir y � P M I�aR R#f.00"RW-IIm•6�l A/' � � � I �b Ia<w.wl�fMMTQB"tRa W Icn QQ' ce C31925 tv. I2-31-2008 F0077NG STEP DETAIL �Tq C 1 V % V ?:P >P OF CAL%' ORCO WALL SYSTEM FORCES PER 2007 CBC CHAPTER /6 WIND FORCES TO WALLS PER SECT/ON 1609 CNIRX W10 FORW CALCN ATIM FOR BASIC 83 MAI B 95 MW S Man GWr VM FXpOSURE C COMMON 09JNG ASCE 7-05 CHAPTER 6 WO L049M L51N0 SEL11pH && 7 D F/NO ME 3 Sgt VELOC17V PRESS M Ox GH - 0.00256 K2 OUP 4D VE4I 16-131 WNEFE K2 - .57 FGR EXP B ANO Rt ..BS FOR EXP 6 FROM TABLE 6.S Kzr - LD DEFAULT PFR SEGwom 0.8.72 RD -.65 FROM TABLE 6.4 1 a .67 FROM TABLE 64 1HEREma FOR 88 Miall 8 05 MPH S SEG MWD ear SPEED. ON ° (f1002861GBSXI.OX.B5X85pJ(.87J a !L6 � 8 ON - (0.00256X•8510.Q1(.851105 x'(.871.14.5 PSF NOW LOW SECT70N 6.S 14 FOR SOLID FREESTANDING WA L e• FM a ON 6 CF An (6-M RNME G-.65 FROM 8.5.0.1 CF -1.40 PM RLGJW 6n20 U NG AVERAGEASPECT RA710 (WALL LENGTH M 10GT10 OF 2. NOM CF RANGES FROM 1.68 FOR A 8' ME ASMIN WALL TO LS FOR A 60' PURE 7HEAW0RE FOR 65 MPH - W.0 PSF/68910.4As - JAB P6F. 8 FOR 96 MAN . jU S PSF7LBS$/.4j" -17.9 P. WIND FORCE FOR EXPOSURE C COMMONS VS IN MPH 85 90 95 loo 105 IID l2o VFM IN MPH 71 76 8I 85 90 95 M a..o mmarrmoori 40 PSF 42 FSF 44 FSP 48 FSF 55 PSF 5B PSF OJ PSF amacn eraorm. rs 11.6 PSP 15.0 PSF /4.S W 16.) PSF 17.8 PSF I9.S PSF 25.2 .lona M+r ase nrtaw- IimAmmft rc rd-DaSA MM"Ac L3.8 PSF IL P&P 17.3 PS 19.2 21.2 PSFI P.3.2 27.6 esu OMWAm aWA .Q PROJECT SITE WIND ZONE: Vs= 95 MPH EXPOSURE C THEREFORE WIND FORCE = I7.3PSF SEISMIC FORCES PER 2007 CBC (ASCE 7-05 SECT. 15.4.1e) FOR NONBUILD/NG STRUCTURES - PREF STANDING WALLS AND F/L sms - PROJECT 317E CLASS 0 - FYMMENTAL AMOD T GRFATER THAN 406 SEC CALCtRATED USING SECTION /Z B-7 AND TABLE 128 Z PER Eft 15.4-2 FOR NONB4"1)WG STRucna-.,- C8.11RB0J(5/J/oy (N9 WHERE I =1.0 A FA -1.l FROM TABLE /L 4-1 8 R - 3.0 FROM TABLE 1S 4.2 SEISMIC FORCE FOR I SEC. PERIOD CONDITIONS S/ FROJy FIG.2r-A 60 1 70 1 80 90 /00 no CIP-119LBDJAVIRiMr .P2W .24W .Z5W .27W .30W .32W PROJECT SITE SEISMIC INFORMATION: Si = /00 SO Cs = .30W CMU WALL WEIGHTS PER SO. FT. BLOCK TYPP 6' CML W/ JOW REINFORCEMENT8-CMU IdAld /LAsAS roT GROUTED 10/C 4810/C 40VIC imc Z4.O/C I6'O7C 310/C 2410/C l0v/C SOLID SOLID WT. AER S0. FT. 39 PSF 40 PSF 42 FSF 44 FSP 48 FSF 55 PSF 5B PSF OJ PSF 80 PSF 160 PSP THEREFORE SEISMIC FORCE= (.30)(40 PSF)= I2.OPSF FOR WALLS THEREFORE SEISMIC FORCE _ ( .50)(160PSF)= 48 PSF 16' PILASTER ORCO BLOCK CO. Title NEW 6' WALL 95 MPH WIND Page: TIMOTHY S. MALLIS-CML ENGINEER Job # :...New... Dsgnr. TSM Date: FEB 28,2008 4510 RUTILE ST. Description.. - RIVERSIDE, CA. 92509 6'-0" HIGH SITE WALL 95 MPH 3 SEC GUST WIND EXP C information. _ This Wall in File: C:lProgram FilesIRP20071newwalls 2007 cb Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167795 : 2007010 Criteria 1,312 psf OK Retained Height 0.33 R Wall height above soil = 5.67 It Slope Behind Wall = 0.00:1 Height of Soil over Toe = 3.00 in Water height over heel = 0.0 ft Wind on Stem 17.3 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads _ Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I.Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity _ 0.0 in *Design Summary Wall Stability Ratios Overturning = 1.50 OK Sliding = 3.00 OK Total Bearing Load = 636 lbs ...resultant ecc. = 8.12 in Soil Pressure @ Toe = 1,312 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,551 psf ACI Factored @ Meet = 0 psf Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 102.7 lbs less 100% Passive Force = - 117.2 lbs less 100% Friction Force = - 190.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5. 1 Stability = 0.0 lbs OK Load Factors _ Building Code CBC 2007 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1,000 Soil Data _ Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method • Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure - 150.0 psf/ft Sol Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingllSoll Friction = 0.300 Soil height to ignore Total Force @ Section for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom - 0.00 ft Stem Construction _ Design Height Above Ftg Heel Width = Wall Material Above "HV' _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data rc = 2,500 psi Fy = fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment..... Allowable = Shear.... Actual psi = Shear.....Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in= Masonry Data I'm psi = Fs psi = Solid Grouting = _ Use Full Stresses = Modular Ration' - Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data rc psi = Fy psi = p Stem Footing Dimensions & Strengths Toe Width - 0.63 it Heel Width = 1.38 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft rc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top = 3.00 in @ Btm.= 3.00 in _Adjacent Footing Load Adjacent Footing Load = 0.0 lbs . Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 R Footing Type Line Load Base AboveBelow Soil _ at Back of Wali 0.0 ft Poisson's Ratio = 0.000 Stem OK 0.00 Masonry 6.00 # 4' 40.00 Center 0.770 99.1 310.6 463.3 4.5 51.5 46.0 2.75 24.79 5.40 1,500 -24,000 No Yes 21.48 1.330 3.80 Normal Weight ASO NVAY S. 41 CE31925 In r ExP- 72/31/2008 �� L'IVII. �F CAL1F0�� ORCO BLOCK CO. Title NEW 6' WALL 95 MPH WIND Page: • TIMOTHY S. MALLIS-CIVIL ENGINEER Job # : -New... Dsgnr. TSM Date: FEB 28,2008 4510 RUTILE ST. Description.:.. RIVERSIDE, CA. 92509 6'-0" NIGH SITE WALL 95 MPHSEC GUST WIND EXP C information. This Wall In Fite: C:1Program Files\RP20071new walis 2007 cb Retain Pro 2007, 5 -Deo -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration #' RP 4't67735 2007010 Footing Desi n Results Toe Heel Factored Pressure = 1,551 0 psf Mu': Upward - 305 0 ft_# Mu': Downward = 60 126 ft-# Mu: Design = 244 126 ft-# Actual 1 -Way Shear = 5.06 2.08 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = None Speed 51.9 Heel Reinforcing = None Speed Sloped Soil Over Heel = Key Reinforcing = None Speed Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Summary of Overturning &. Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance M oment Force Distance Moment Item lbs ft - ft4 lbs ft ft_# Heel Active Pressure = 39.8 0.44 17.6 Soil Over Heel = 33.2 1.56 51.9 Toe Active Pressure = -35.2 0.42 -14.6 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 aQ Stem Above .Soil = 98.1 4.17 408.5 Soil Over Toe _ 18.0 0.31 5.6 Surcharge Over Toe = Stem Weight(s) = Y76.0 0.88 241.5 Earth Q Stem Transitions = Total = 102.7 O.T.M. = 411.5 Footing Weight = 300.0 1.00 300.0 ResistinglOverturning Ratio = 1.50 Key Weight = Vertical Loads used for Soil Pressure = 636.3 lbs Vert. Component = 9.2 2.00 18.3 Total = 635.3 lbs R.M.= 617.3 Vertical component of active pressure used for soil pressure DESIGNER NOTES: CE31.9"� gi r_X1 n P• 12/37/2008 J'l C/VI ,�P glF�F CALIF TIMOTHY S. MALLIS - CIVIL ENGINEER 'rile: -None- I Job # ORCO BLOCK CO. INC. Osgnr 4510 RUTILE ST. Project Desc.: RIVERSIDE, CA. 92509 Project Notes :. PH. NO. (951)818-6724 Fretted: 5 FdSP. 2006 Description : trench footing E-0° site wall 95 mph 3 sec gust wind exp c Cade Relerences: 2005 IBC 1806.7.2, 1997 UBC 1906.13.2.1 �Geoeiral''t�i"�Tii�aPfor�.-�,: _ ..��---- -•:r.- - - Pole Shape Rectangular Pole Width ................. 12.0 in POW IM" Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. 150.0 pcf 177771 Max Passive .................. 1,500.0 psf Controlling Values - Governing Load Combination. +D+W+H Lateral Load Moment 0.098091 k 0.31046 k -ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual 150.876 pst Allowable 162.368 psf Minimum,fte•ulfed;l)e�tli:�`iL:r�;•` s�a'��``..�i:SO'"3•tt;=��f - r�:-T�•,< :a. i T�-'d` �;�'�'�.��. .:c .�,�,rr\.=.['1 1•w';,C' �ciL: 3�Acc77,, Footing Base Area 1.0 fl"2 Maximum Soil Pressure 0.30 ksf Asxn:k•: Dole is SC4141E Lateral Concentrated Load 0.3 Lateral Distributed Load Applied Moment Vertical Load D : Dead Load k Wft k -ft 0.30 k Lr: Roof Live k Wfl k -ft k L : Live k WR k -fl k S : Snow k Wfl k -ft k W : Wind k 0.01730 Wfl k -ft k E: Earthquake k Wfl k -ft k H : Lateral Earth k Wfl k -ft k Load distance above Base ft TOP of Load above ground 6.0 n BOTTOM of Load above ground 0.330 fl -Load'Combinatiori Results`._;_ +D+W+H +D-1.OW+H +0.60D+W+H -0.60D-1.0W+H 0.1 0.3 2.50 0.1 0.3 0.13 0.1 0.3 2.50 0.1 0.3 0.13 160.9 162.4 0.0 0.5 160.9 162.4 0.0 Icc C792 21J X2008 ' ZU SAL` I ORCO BLOCK CO. 'TIMOTHY S. MALLIS-CML ENGINEER 4610 RUTILE ST. RIVERSIDE, CA. 92509 TiUe NEW 61.8" HIGH WALL 95 MPH WIND Page: Job I :...New.,: Dsgnr. TSM Date: FEB 25,2008 Description.... 6'8" HIGH SITE WALL 95 3 SEC. GUST WIND EXP C Information. This Wall in File: CAProgram Files1RP20071new walls 2007 cb Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainprc.comisuppertfor latest release' Cantilevered Retaining Wall Design Code: CBC 2007 R221S ration # • RP 1167735 2007010 Criteria 1,049 psf OK Retained Height = 0.33 It Wall height above soil = 6.33 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Wind on Stem 17.3 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding 8 Overturning Axial Load ApOlied to Stem Axial Dead Load = 0.0 Ibis Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in "Design Surnmary Wall Stability Ratios Overturning = 1.68 OK Sliding = 3.21 OK Total Bearing Load = 726 lbs ...resultant ecc. = 7.96 in Soil Pressure @Toe = 1,049 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable . ACI Factored @ Toe = 1,244 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.2 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 75.0 psi Sliding Ca1cs (Vertical Component Used) Lateral Sliding Force 109.3 lbs less 100% Passive Force = - 133.3 lbs less 100% Friction Force = - 217.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.300 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft Soil Density, Heel = 115.00 pcf Sod Density, Toe 115.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore Footing Thickness = for passive pressure - 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft .-Height to Bottom = 0.00 ft Footing Dimensions & Strengths . Toe Width = 0.88 ft Heel Width = 1.38 Total Footing Width = 2.25 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft rc = 2,500 psi Fy = 60,000 psl Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top = 3.00 in @ Btm = 3.00 in Ad'acent Footing Load Top Stem AdjacentfFooting Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type I1= Base Above/Below Soil = 0.0 ft at Back of Wall Wall Material Above "Hr' Poisson's Ratio = 0.000 C/VIL �FCAU0 Top Stem Stem Construction wmiiiiiiajStem OK Design Height Above Ftg I1= 0.00 Wall Material Above "Hr' = Masonry Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 32.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.766 Total Force @ Section lbs = 109.5 Moment.... Actual ft-#= 382.7 Moment.... Allowable = 499.7 Shear.... Actual psi = 4.9 Shear.... Allowable psi = 51.5 Wall Weight = 47.0 Rebar Depth 'd' in = 2.75 LAP SPLICE IF ABOVE in = 24.79 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Masonry Data • I'm psi = 1,500 Fs psi = 24,000 Solid Grouting = No Use Full Stresses = Yes _ Modular Ration' = 21.48 Short Term Factor = 1.330 Equiv. Solid Thick. in = 3.90 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data Fc = Fy psi psi - cc CE3 Exp.. 1 925 rn ..ri y rr. 12/3 /2008 -`' C/VIL �FCAU0 ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92609 information Title : NEW 6'-8" HIGH WALL 96 MPH WIND Page: Job # :...New... Dsgnr TSM Date: FEB 26,2008 . Description.... 6'-B" HIGH SITE WALL 96 3 SEC. GUST WIND EXP C This Wall in File: CAProgram Files1RP20071new walls 2007 cb Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : R"'IST735 2007010 Footing,Design Results 0.00 33.5 Toe Heel 14.7 313.0 Factored Pressure = 1,244 0 psf 337.5 1.13 Mu': Upward = 472 0 ft-# 2.25 '20.6 Mu': Downward = 113 126 ft-# 827.3 Mu: Design = 359 125 ft-# Actual 1 -Way Shear = 5.23 2.08 psi Allow 1 -Way Shear = 75.00 75.00 'psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < SFr Heel Reinforcing = None Spedd Heel: Not req'd, Mu < S • Fr Key Reinforcing = None SpecA Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs it ft-# Heel Active Pressure = 39.8 0.44 17.6 Soil Over Heel = 33.2 1.81 60.2 Toe Active Pressure = -40.0 0.44 -17.8 Sloped Soil Over Heel - Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 109.5 4.50 492.2 Total = 109.3 O.T.M. = 492.1 Resisting/Overturning Ratio = 1.58 Vertical Loads used for Soil Pressure = 726.4 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight _ Vert. Component = Total = � � HY 17 , 0��' cc CE31925 EXP. 12/31/2008 / U 0.00 33.5 0.44 14.7 313.0 1.13 352.1 337.5 1.13 379.7 9.2 2.25 '20.6 726.4 lbs R.M = 827.3 � � HY 17 , 0��' cc CE31925 EXP. 12/31/2008 / U TIMOTHY S. MALLIS _ CIVIL ENGINEER Title: -None- Job # ORCO BLOCK CO. INC. Dsgnr. 4510 RUTILE ST. Project Desc_: RIVERSIDE, CA. 92509 Project Notes: PH. NO. (951)818-6724 Printed: 5 W1AP, 2008 Description : trench footing 6'-8° site wall 95 mph 3 sec gust wind exp c Code References: 2006 IBC 1806.7.2,1997 UBC 1806.8.2.1 °"::Genera'='lnfomrat,ibu.._:�- '-- Pole Shape Rectangular a Pate Width ................. 12.0 in Pat. Mah -01 Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load 0 : Dead Load k Wft k -ft 0.30 k Lr : Roof Live k Wft k -fl k L: Live k ktft k -fl k S : Snow k Wh k -ft k W: Wind k 0.01730 k/ft k -fl k E : Earthquake k Wft k -ft k H: Lateral Earth k Wfl k -h k Load distance above Base It TOP of Load above ground 6.660 ft BOTTOM of Load above ground 0.330 It Load'Combination Results Fj,•}.I•.'fJ::K`4::)� `:�•TS'y :'��T•I�::.:C?yi:�nl`w -••. `•.,:�...�.. •F.arctns• i6ratlridSiirJlice ': iillrY._1:.:�T'.'�:I ):_'i'i _ _ .:,: `fiegiuretl- - - iY :� ::�••: "a.,�Pfessure:@"113•Depth -.:T�c.: _ `•i`aaCirtiaTinri th•':�ft � ciu S 1 W.�-• ..1 .I,!. +D+W+H 0.1 0.4 2.63 171.9. 173.1 +D-1.OW+H 0.1 0.4 0.13 0.0 0.3 +O.60D+W+H 0.1 0.4 2.63 171.9 173.1 +0.60D-1.OW+H 0.1 0.4 0.13 0.0_ • .;: ,-.�0 3 .� -0RCO BLOCK CO. Title : NEW 7'-4" SITE WALL 95 MPH WIND Page: Jab # :..,New... Dsgnr. TSM Date: FEB 25,2008 TIMOTHY S. MALLIS-CIVILfNG1NEER 4510 RUTILE ST. Description.... 7'4" HIGH SITE WALL 95 MPH 3 SEC. GUST WIND EXP C RIVERSIDE, CA. 92509 Information. This Wall in File: CAProgram Files1RP20071new walls 2007 ch Retain Pio 2007, 5 -Dec -2007, (c) 1989-2007Code: CBC 2007 www.retainpro.com(supportfor latest release Cantilevered Retaining Wall Design Registration 4 : RP -1167735 2007010 Criteria 1,220 psT OK Retained Height = 0.33 It Wall height above soil = 7.00 it Slope Behind Wall = 0.00:1 Height of Soil over Toe = 3.00 in Water height over heel = 0.0 ft Wind on Stem = 17.3 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = . 0.0 lbs Axial Live Load = 0.0 Itis Axial Load Eccentricity = 0.0 in 'Design Summary Wall Stability Ratlos Overturning = 1.55 OK Sliding = 2.77 OK Total Bearing Load = 771 lbs ...resultant ecc. = 8.90 in Soil Data 1,220 psT OK Allow Soil Bearing = 2,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psflft Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf ' FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Soil Pressure @ Toe = 1,220 psT OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,447 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 2.2 psi OK Allowable - 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 125.7 lbs less 100% Passive Force = - 117.2 lbs less 100% Friction Force = - 231.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5.1 Stability = 0.0 Ibs OK Load Factors Total Footing Width = Building Code CBC 2007 Dead Load 1200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction. Is s Design Height Above Ftg ft = Wall Material Above "Hr' _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section lbs = Moment. _.Actual ftp = Moment.....Allowable = Shear..... Actual psi = Shear.....Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE 1F BELOW in = HOOK EMBED INTO FTG in = Masonry Data I'm psi Fs psi Solid Grouting Use Full Stresses. T Modular Ration' Short Term Factor Equiv. Solid Thick. in Masonry Block Type Masonry Design Method Concrete Data Pc psi = Fy psi = Footing Dimensions & Strengths Toe Width = 0.91 ft Heel Width = 1.41 Total Footing Width = 2.33 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth - 0.00 in Key Distance from Toe = 0.00 ft Tc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top = 3.00 in @ Btm = 3.00 in Adjacent Footing Load _ _ Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Well to Ftg CL Dist = 0.00 It Footing Type Base Above/Below Soil _ 0.0 ft at Back of Wall Poisson's Ratio = 0.000 p Stem Stem OK 0.00. Masonry 6.00 # 4 24.00 Center 0.705 122.1 464.0 658.0 5.3 51.5 48.0 2.75 24.79 8.40 = 1,500 = 24,000 No = Yes 21.48 1.330 4.10 Normal Weight _ .ASD Zf CE31925 U' 1 * gyp• 12/31/200& VC/\s h �TFOF AC/VILIFOF`�\� ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4610 RUTILE ST. Title NEW 71.4" SITE WALL 95 MPH WIND Page: Job # :...New... Dsgnr. TSM Date: FEB 26,2008 Description.... 7-4- HIGH SITE WALL 95 MPH 3 SEC. GUST WIND EXP C • RIVERSIDE, CA. 92509 This Wall in File: C:1Program Files1Rp20071newtyalls 2007 c information. Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 Code: CBC 2007 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Registration # : RP 1167735 2907910 Footing Design Results Other Acceptable Sizes & Spacings Toe: Not req'd, Mu 4 S ' Fr Heel: Not req'd, Mu 4 S • Fr Key. No key defined Summary of Overturning & Resisting Forces & Mom. me Item _ Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = .-OVERTURNING ..... Force Distance Moment lbs ft ft-# 39.8 0.44 17.6 -35.2 0.42 -14.6 121.1 4.83 584.9 Total = 125.7 O.T.M. 587.9 ResistinglOverturning Ratio = �• Vertical Loads used for Soil Pressure = 770.6 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Toe Heel Factored Pressure = 1,447 0 psf 0 ft-# Mu': Upward Mu: Downward = 565 = 115 135 ft-# Mu: Design = 450 135 ft-# Actual 1 -Way Shear = 6.25 2.16 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Adjacent Footing Load = Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu 4 S ' Fr Heel: Not req'd, Mu 4 S • Fr Key. No key defined Summary of Overturning & Resisting Forces & Mom. me Item _ Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = .-OVERTURNING ..... Force Distance Moment lbs ft ft-# 39.8 0.44 17.6 -35.2 0.42 -14.6 121.1 4.83 584.9 Total = 125.7 O.T.M. 587.9 ResistinglOverturning Ratio = �• Vertical Loads used for Soil Pressure = 770.6 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: IX, � 014 Y Sn� Gin � cc CE31925 c' Exp. 12/31/2008) I � CML y�P �FCALIFU'e RESISTING ..... ..... Force Distance Moment lbs It ft i Soil Over Heel = 34.6 1.87 64.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 0.00 Soil Over Toe = 26.2 0.46 12.0 Surcharge Over Toe = Stem Weight(s) = 351.8 1.16 409.0 Earth @ Stem Transitions = Footing Weight = 348.8 1.16 405.4 Key Weight _ Vert. Component = 9.2 2.33 21.3 Total 770.6 lbs R -M.= 912.4 IX, � 014 Y Sn� Gin � cc CE31925 c' Exp. 12/31/2008) I � CML y�P �FCALIFU'e Title: —None— Job TIMOTHY S. MALLIS - CIVIL ENGINEER Dsgnr: ARCO BLOCK CO. INC. Project Desc.: 4510 RUTILE ST. RIVERSIDE, CA. 92509 Project Notes: -PH. NO. (951)818-6724 Printed- 5 MAR 2008 Description: trench footing T-4' site waIP30 mpnisec quutwillurAp, Code Refererices: 2006 IBC 1205.7.2, -1997 USC 1206.8.2.1 Pole Shape Rectangular Pme VA= - 1'-W Pole VTtdM ............. 12.0 in Calculate Min. Depth for Allowable Pressures D : Dead Load Lr: Roof Live L : Live S: Snow W Wind E Earthquake H Lateral Earth Load distance above Base Load Combinaboh Results bid +D+W+H +D-1.OW+H +0.60D+W+H +0-60D-I.OW+H Lateral DIMbuted LOW k k1ft It k1ft k Wft It k/h k 0.01730 ktfl It k/h k ktft It TOP of Load above ground 7,330 ft BOTTOM of Lead above ground 0.330 ft Appal" IVIU113C61% k -fl k -ft k -fl k -ft k -ft k -ft K -fl .2 0.11. 0.5 2.88 0.1 0.5 0.13 0.1 U 2.88 0.1 0.5 0.13 s ps 183.0 183.5 0.0 0.5 183.0 183.5 L.0(:n E31925 Exp. 12/31/20.0f3 )` civil - OF CAUV ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4610 RUTILE ST. RIVERSIDE CA. 92509 Title NEW 8' HIGH 95 MPH EXPC WIND Page: Job # :...New... Dsgnr. TSM Date: FEB 25,2008 Description.... 8'1-0" HIGH SITE WALL 95 MPH 3 SEC GUST WIND EXP C information. This Wall in File: C:XProgram Files\RP20071new walls 2007 cb Retain Pro 2007, 5 -Dec -2067, (c) 1980-2007 Code: CBC 2007 www.retainpro.coWsupportrortatestrelease- Cantilevered Retaining Wall Design R istraUon # : RQJ1167735 2007010 Criteria + Retained Height = 0.33 It Wall height above soil - 7.67 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 3.00 in Water height over heel = 0.0 ft Wind on Stem = 17.3 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge- Over Toe = 0.0 psf NOT Used for Sliding 8 Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 1.54 OK Sliding = 268. OK Total Bearing Load = 835 lbs ...resultant ecc. = 9.63 in Soil Data + Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 150.0 psf/ft . Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingliSoil Friction = • 0.300 Soil height to ignore 137.3 lbs for passive pressure = 0.00 in Soil Pressure @ Toe = 1,244 psf OK Soil Pressure @ Heel = 0 pst OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,476 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.9 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component Used) Lateral Sliding Force = 137.3 lbs less 100% Passive Force = - 117.2 lbs less 100% Friction Force = - 250.5 lbs Added Force Reqd = 0.0 Ibs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W. Seismic, E CBC 2007 1.200 1.600 1.600 1.300 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.50 Total Footing Width = 2.50 . Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top = 3.00 in @ Btm = 3.00 in Adjacent Footing Load WJ Adjacent Footing Load = 0.0 lbs Footing Width - 0.00 It Eccentricity - 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Thickness Base Above/Below Soil = 0.0 ft at Back of Wall = Poisson's Ratio = 0.000 Stem Construction Top Stem 1,500 ,Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Hr' = Masonry Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Center Design Data Equiv. Solid Thick. Masonry Block Type in = = fb/FB + fa/Fa = 0.840 Total Force @ Section lbs = 133.7 Moment -Actual ft # = 552.8 Moment....Allowable = 658.0 Shear..... Actual psi = 5.8 Shear -...Allowable psi = 51.5 Wall Weight = 48.0 Rebar Depth 'd' In = 2.75 LAP SPLICE IF ABOVE in = 24.79 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 %141V111y vaso f m psi = 1,500 Fs psi = 24,000 Solid Grouting = No Use Full Stresses = Yes _ Modular Ratio'n' = 21.48 Short Term Factor = 1.330 Equiv. Solid Thick. Masonry Block Type in = = 4.10 Normal Weight Masonry Design Method = ASD Q G Concrete Data�`. = �� O 6i9��c; ,. Pc psi ;rv- 66c' Fy psi = CE31925 N -A EXP• 12/31/2008' 0Frrei 1F0`�%i ORCO BLOCK CO. Title ; NEW 8' HIGH 95 MPH EXPC WIND Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr: TSM Date: FEB 25,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 8'[-0" HIGH SITE WALL 96 MPH 3 SEC GUST WIND EXP C information. This Wall in File: CAProgram FilesIRP20071new walls 2007 cb Retaln Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.comrsupportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration 4, RP -5167735 2007010 Footing_Design Results Toe Heel Factored Pressure = 1,476 0 psf Mu' : Upward = 673 0 ft-# Mu': Downward = 136 157 ft-# Mu: Design = 537 157 ft-# Actual 1 -Way Shear = 5.87 2.35 psi Allow 1 -Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S - Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S • Fr Key Reinforcing = None Spec'd Key. No key defined summary of Overtuminq &-Resistin2 Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Item Distance M oment Force Distance Moment lbs ft ft_ lbs ft ft-# Heel Active Pressure = 39.8 0.44 17.6 Soil Over Heel = 38.0 2.00 75.9 Toe Active Pressure = -352 0.42 -14.6 Sloped Soil Over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 132.7 5.17 685.3 Total = 137.3 O.T.M. = 668.3 ResistingfOverturning Ratio = 1.54 Vertical Loads used for Soil Pressure = 834.9 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Lead = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe _ Stem Weight(s) _ Earth @ Stem Transitions Footing Weight Key Weight = Vert. Component = Total = 0.00 28.8 0.50 14.4 384.0 1.25 480.0 375.0 1.25 468.8 9.2 2.50 22.9 834.9 lbs R.M = 1,061.9 /,PROFESS x Ex CE31925 cn1� T p 12/31/20Ud C/VI L �� CAL IFO�%� TIMOTHY S. MALLIS - CIVIL ENGINEER Title: -None- Job # 'ORCO BLOCK CO. INC. Dsgnr. 4510 RUTILE ST. Project Desc.. 'RIVERSIDE, CA. 92509. Project Notes . PH. NO. (951)818-6724 Ffltlled: 5 MAR 2001; Description : trench footing B-0' site wan bl.) mpn a sec gus, wu,u r,w L 4 �- r - - Code Fteterenc�s. 2008 IBC 1806.7.2. 1997 UBC 1Et)u".a.2.'I Pole Shape Rectangular ft.(`�':'. Pole Width ................. 12.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive ................. 150.0 pcf Max Passive ................... 1,500.0 psi Controlling Values_ Governing Load Combination : +D+W+H Lateral Load 0.13269 k Moment 0.55266 loft NO Ground Surface Restraint Pressures at 1l3 Depth Actual 192.890 psi Allowable 194.039 psi ��Mlntmum'i3e df�ed"Depth ��-:'�•'�n'i�:; 4 �: 3'0�'!.f��:`�:,=:" _•K.i-:�'.y;,Ci.� .:•� �Y..' .:i' {:ice .F?�. ��w�"'.S1': �•: Footing Base Area 1.0 h^2 Maximum Soil Pressure 0.30 ksf AsSonespolei_ :Qu iiw Lateral Concentrated Load Lateral Distributed Load Applle.d Moment Vertical Loa D : Dead Load k' k/ft k -fl 0.30 k Lr : Roof Live IS klft k -fl k L: Live k k/ft k -f � k S: Snow k k/fl k -ft k W : Wind k 0.01730 k/ft k -fl k E : Earthquake k klfl k -fl k H : Lateral Earth k k/fl k -ft k Load distance above Base ft TOP of Load above ground 80 fl BOTTOM of Load above ground 0.330 fl Load .Combination Resutts - _ - _ _ _ _ �.;.�Fet�-@'t3rouhdSurid' ,�:=::,:.: F��gniteii;•"•"' _ ,Pry •@:. .- .. ;.. - cival- s Allow; s oine is = f�k -'(fl • .... _..._......:., ..,::.:.� ._ ..: ' - Loads ... •. _ �..M ): .� `;� a'.:`• '_ : �:; .._ �............... . ...... .. .... - • LoadCambmation _.: •: •;: -:::••,.: -.:_ . ; ...:.:..:, • (ki;.: .._ ...,_ _. .. ..... .... . +D+W+H 0.1 0.6 3.00 92 9 194.0 +D-1.OW+H 0.1 0.6 0.13 0.0 0.0 +0.e0D+W«H 0.1 0.6 3.00 192.9 194.0 +0.607D-1.0W+H 0.1 0.6 0.13 0.0 0.0 �O Df1�� cc CE31925 N� m1 k Exp. 12/31/2008 Jj CIA/IL OF Cf•,LW 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 Permit # \ ( (\ Project Address:'-qoX/ All, - seuno Owner's Name: AK" A. P. Number: Address: Legal Description: Contractor:/ CJ ,9c50/v/ y Z06 City, ST Zip: Q cy m Telephone: Address: (J gQ}( /'% Project Description: City, ST, Zip: Z,4 Telephone: 600) 771 Z 6' 7 3 State Lic. # : G% o2/ City Lic. #: Arch., Engr., Designer: L 90 0(RN( ' AFI o f✓1'C— <v O 5 eA Address: City, ST, Zip: Telephone:: Y` ' x State Lic. #: Name of Contact Person: 1 IJ Construction Type Occupancy: Project type (circle one): New dd' Alter Repair Demo Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: (p Z 4 - 59 -(- - 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 Calcs. Called Contact Person Plan Check Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading, plan 2nd 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:- ' d Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. I.Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees