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08-0716 (BLCK)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: �- 08-00000716 Property Address: 81398 SEATTLE SLEW WY APN: 767 -320 -999 -AN -32879 Application description: WALL/FENCE Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 1875. Tuvl 4 *#*P QuAlm BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: GRIFFIN RANCH, LLC 47120 DUNE PALMS ROAD, LA QUINTA, CA 92253 Contractor: Applicant: Architect or Engineer: TRANS WEST HOUSING, INC. 10721 TREENA STREET, 4200 SAN DIEGO, CA 92131 �t \ (858)653-3003 Lic. No..:: 701039 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. Licens ss: P Z 701039 ate: .tractor: ` OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that 1 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 _ 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.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTIgN LENDING AGENCY I hereby affirm under penalty of perjury that there is a constr5ction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name:` Lender's Address: T LQPERA11T VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/28/08 Q 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 US FIRE INS CO Policy Number 4086941904 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 70 the Labor Code, shall forthwi comply with thos provisions. at6 e: OV_�I� i1 Ap t: ` WARNING: FAIE 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. I . 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 ordinanc s and state laws relating to building construction, and hereby authorize representatives of tM �enton the above-mentioned roperty for inspection rposlure (Applicant or Agent) --m :. �� Application Number . . . . 08-00000716 Permit . . . WALL/FENCE PERMIT Additional desc . Permit Fee . . . . 43.00 Plan Check Fee-. .00 Issue Date Valuation . . . . 1875 Expiration Date 1/24/09 Qty Unit Charge Per Extension BASE FEE 15.00 14.00 2.0000 HND BLDG 501-2,000 28.00 ---------------------------------------------------------------------------- Special Notes and Comments 75 L.F. 515" RETAINING WALL AT S/W CORNER OF GRIFFIN PROPERTY, ORCO SYSTEM Fee summary Charged Paid Credited Due --------- ---------- Permit Fee Total 43.00 ---------- .00 ---------- .00 43.00 Plan Check Total .00 .00 .00 .00 Grand Total 43.00 .00 .00 43.00 LQPERMIT e -s V I V tr I KI U 1®/ I'S. Bin # City., of La Quinta •S:'. Building 81 Safety Division P.O. Box 1504, 78-495 Calle Tampico A Z, La Quind, CA 92253 - (760) 777-7012' Building Permit Application and Tracking Sheet' Permit # Project Address: t Owner's Name: A. P. Number: Address: 111-119 Legal Description: Contractor: V City, ST, Zip: Telephone: o277 -035 l 2-2L Address: Project Description: City, ST, Zip: Telephone: City Lic. #: State Lic. # Arch., Engr., Designer: Address: tO 7 - City, ST, Zip: Telephone: Construction Type: cupancy: State Lic. #: Project type (circle one) New Add'n Alter Repair Demo Name of Contact Person: Sq. Ft.: # Stories: # Units: Telephone 4 of Contact Person: 5,2 7 -7-o-3 av- I Estimated Value' of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE N Submittal Req'd Reeld TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural CaIcs. Reviewed, ready4corrections cor C Plan Check Deposit Truss CaIcs. Called Contact Person Plan . Check Balance Energy CaIcs. Plans picked up construction Flood plain plan Plans resubmitted Mechanical Grading plan, 2n' Review, ready for correct. Ln.,/issue Electrical Subcontactor List 000� Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees Ir Letter of Transmittal To: City of La Quinta Today's Date: 78-495 Calle Tampico City Due Date La Quinta, Ca 92253 Project Address: 'Esti Attn: Plan Check #: OS lite_ We are forwarding: Includes: RIA # Of Copies: Submittal: 1st ,2nd ❑ 3rd KL. By Messenger ❑ Descriptions: Structural Plans Structural Calcs Truss Calcs Soils Report Correction List Redlined Structural Plans Redlined Structural Calcs Redlined Truss Calcs ❑ 4t' ❑ 5d' ❑ Other. s . By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Copies: ❑ Revised Structural Plans ❑ Revised Structural Calcs ❑ Revised Truss Calcs ❑ Revised Soils Report ❑ Approved Structural Plans ❑ Approved Structural Calcs ❑ Approved Truss Caics ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: ��TUu j�`a ac1L Llti9�do�biP Thank you! This Material Sent for: ❑ Your Files ❑ Your Review ❑ Checking Other: ❑ BY: . M. Palm Desert Office: ❑## 760) 360 -5770`; - Washington Office: ❑ # (760) 404-9556 Per Your Request ❑ Approval ,. ❑ At the request of: /f7pSTING C.V.W.D. IRR N `MAIN 0 ' BE' PROTECTED EMENT AND UNE HAVE' IN. :. r P N71L NO CROSSING EOJ --_.._.__...___._._.. .____w.._ -.._-•.. ..� OVER CTIC�N - � ,�• • �ti, THE IRRIGA�IOa" Ii�AIN IF :SHAM I' , HT .LINE/ ;- MITTE>7"ONTIL .THE CONT(7ACOR. OF :GRADING -..i' :.,! j:' 6�_ E f : j HAS SECUR D A CVWD ENCROACFiM�NT h ..;.:.E?! - A_QP.SO.474.j:9 482:0 ;-i:�;:•' . . —,„.._. ..... _ ", TF 'd .1 , `• 220482:0 3' mu.' 0 FG. 0 { o 3. EP 477.83 TIS 481.0 5 ''•:y..__ ' r ; :00 PRC t=P 475.91 � /,,j� t' '� " � : __ • x,� EP 7 1 0P '473:58 RCIP. R: ,' y . .48'0' — — - 47478 23 _ 1 _.:.._ ,.._ M . L�., w E. C2 S 4 � '` 4�7 C ! 7`RI�LyEA5EAAERIT�"' 21+00 478.1077 ' 3. PRC C — v EP'''•¢ 87 t:>r : Tq: 4 ti , ' / "C J %' i:.. 18.1' !:P' 477 PRC I gVC . :. PRC 475.14'-'� .... l TP 09106 p . ".`: i ,F,) -- .� 1 �9 23� MULTI–USE ...... --.::...,_;,, _.r--. i �.• •.,,�="�J:_ ^•�:,�n.,3:..., R, R.,y._ : .. - i vOE" EP 474:87: EP4:.,. _. `•- _. '` '"' . ` .74 y _ ....__. a PRC IQ 4 LOT y3 12.. _ FUTURIFPt-41 .9r • ?.. v FUTURE 4:81.8. ' `•" --..-_.J.-1L'..._ ....'~.__. ..-.._yes L' - ......-......._.. ` \''' ...'✓� V EX Rt 1 ,V','4 `F~. Y iESM. . a I r°3 TO HE': DONED' 1 DAY UGHT LINE f t'�, J L, k � t•7 ,477 ; t (: �� FLA ' ,l�:1 ; T � 481 s UNG $AF 'FL 740. 7fl; s 7 : 482122 R ' y f til: � I! • � � f - �i _..._ .._.'...,tee}..• ..._.:•'" FG 48' .3 t' j � dt '41 . 11 t ,' ( I — 127.3 NOTES: Pm =1500 PSI WITH NO SPECIAL INSPECITON. CONICREIE 8LO0( SHALL CONFORM TO ASTM C 90 8 LSE 08P WE S" MORTAR PER ASTM C220. LISEASTMA61SGRADE 40STFFCLCMW GRADE 60FOR# im �°ours,RE1NNGTHro�51lV�ANT1i�e�AsC97 IS RTOTTNGC0AtXETE. �Z{ y�j `f &OTE CEMENT CU w Tv AA II PROVIDE3'MIN. all, m(` cN AGAINST NATURAL S f4 i li�J FOR RETAINING wA4..MPTIED AS NECESSARY. FAILL a4 % � �L ws ► �� WAEA o a�o�i►i�s OP"OORF SAICT p� rr i4{`�(� PROVIDE PROPER SHOIRIN6.LICIRINB{t7YN UCTION. 2-1/2" i v 6' I d- TR. NO. 32879 ONTAINER CITY OF LA QUINTA )RING ALL MUST BE TO DO SO CONTAINER IE OWNER/ LEVEL BACKFILL CITY OF LA QUINTA BUILDING & SAFETY DEPT. PROVED I FOR CONST UCT # 4 HORZ. C NT. �— ON ® 24" 0/C .—/-, I'/- I INSPECTION REDD. 'F' BAR ® EDGE OF 8" CMU FULL HEIGHT (2) # 4 HORZ. CONT. @24"0/C DOWELS A RE -INSPECTION FEE OF $30 OF R 12616 CMU SOLID WILL BE CHARGED IF THE APPROVED •� GROUTED W/ NO SPCC INSPEC77ON REOD. PLANS AND 10B CARD ARE NOT 0 e a THS" TEDRFOWEfA psEgAWFED I N;Yn - SLOPE TO DRAIN. kf TLETS @ 100' INTERVALS. i NO EXCEPTIONS! N JUL 14.r 'D' 2008 'A'I'e'I'C'I'D' svyn4y I1 Mal, Ash =jmk-t� Mo ay -riday: &at relay: , Lo 3:u : 4 su—: Go E' D 0 WEL 'F' 4@32" 0/C33" 9" J )4 fML 0/C 145" a.m. 9 " J 4@16" 0/C 57" 0ne ", J 4@16" 0/C 33" o p.m.9„ j 61, 0/C 33" 'G' BAR Ck T Li: /}� 03 Ij'4 H� tFONT. @ IF�/C TOP -@TTOM AS-uAlOWN txoW C cl-�' wr ®V caCcc �C'u` � �+c cj ca N c tnJ hCG ' c p,cC:j C C 4- a co O Q ►� NC VERY 'g.� .N J5cc� , 0 N/A N/A NIA N/A 12" #4@76" 0/C N/A #4@32" 0/C 18" 6"r— #4@32" 0/C 24" 6"F— #49J2 O/C 3 #4@32" O/C 6 0- CE31925 u • 12/31/2008 ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92509 inforrnation Title : tr 32879 2' retain w level backfill Page: Job # :...New... Osgnr: tsm Date: MAY 15,2008 Description.... 2'-0" retaining w/ level backfill This Wall in File: c:tprogram Files\rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com►support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 469 psf OK Retained Height = 2.00 ft 1/1 Wall height above soil = 0.00 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 = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 4.08 OK Sliding = 2.19 OK Total Bearing Load = 621 lbs ...resultant ecc. = 1.13 in Soil Pressure @ Toe = 469 psf OK Soil Pressure @ Heel = 240 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 522 psf ACI Factored @ Heel = 267 psf Footing Shear @ Toe = 1.2 psi OK Footing Shear @ Heel = 1.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force - 157.5 lbs less 100% Passive Force = - 97.2 lbs less 100% Friction Force = - 248.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Toe Width 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 Toe Width Allow Soil Bearing = 1,500.0 psf," Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure Footing Dimensions i Strengths Toe Width = 0.50 ft Heel Width = 1.25 Total Footing Width = 1.75 Footing Thickness = 12.00 in 115.00 pcf Key Width = 0.00 in 115.00 pcf Key Depth 0.00 in 0.400 Key Distance from Toe - 0.00 ft = 12.00 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 ft = Wall Material Above "I -It" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 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 Poisson's Ratio = I'm psi = Fs psi = Solid Grouting = _ Use Full Stresses = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 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 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 p Stem Stem OK 0.00 Masonry 8.00x # 4i 32.00/- Edge 2.00/Edge 0.076 70.0 46.7 612.1 1.2 19.4 84.0 5.25 26.09 6.00 1,500 20,000 Yes,/ No 21.48 1.000 7.60 Normal Weight ASD ��-p-I-1Y o= CE31925 u'rn rn EXP. 12/31/2008 �T I ' of ALIF�Q`�\/ ORCO BLOCK CO. Title ; tr 32879 2' retain w level backfill Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 2'-0" retaining w/ level backfill information. This Wall in File: c:lprogram files\rp2007\transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration #: RP -1167735 2007010 Footing Design Results Toe Heel Factored Pressure = 522 267 psf Mu': Upward = 109 0 ft -0 Mu': Downward = 49 0 ft-# Mu: Design = 60 75 ft-# Actual 1 -Way Shear = 1.22 1.52 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 Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment ttem lbs ft ft -0 lbs ft ft-# Heel Active Pressure = 157.5 1.00 157.5 Soil Over Heel = 134.2 1.46 195.7 Toe Active Pressure = 0.44 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 @ Stem Above Soil = Soil Over Toe = 19.2 0.25 4.8 Surcharge Over Toe = Stem Weight(s) = 168.0 0.83 140.0 Earth @ Stem Transitions = Total = 157.5 O.T.M. = 157.5 Footing Weight = 253.8 0.88 222.0 Resisting/Overturning Ratio = 4.08 Key Weight = Vertical Loads used for Soil Pressure = 620.6 lbs Vert. Component = 45.5 1.75 79.6 Total = 620.6 lbs R.M.= 642.1- Vertical component of active pressure used for soil pressure DESIGNER NOTES: D??ROFE O�Hy CE31925 rzn EXP. 12/31/2008 `0 AI OFLIFOQ`N\/ ORCO BLOCK CO. Title : tr 32879 3' retain w level backfill Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # ...New... Dsgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 X -O" retaining w/ level backfill information This Wall in File: cAprogram files1rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 736 psf OK Retained Height ' = 3.00 ft Wall height above soil = 0.00 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 = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design Summa Wall Stability Ratios Overturning = 3.00 OK Sliding = 1.68 OK Total Bearing Load = 930 lbs ...resultant ecc. = 2.34 in Soil Pressure @ Toe = 736 psf OK Soil Pressure @ Heel = 193 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 807 psf ACI Factored @ Heel = 212 psf Footing Shear @ Toe = 2.4 psi OK Footing Shear @ Heel = 3.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 280.0 lbs less 100°% Passive Force = - 97.2 lbs less 100% Friction Force = - 371.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel Soil Density, Toe FootingIlSoil Friction Soil height to ignore for passive pressure Footing Dimensions & Strengths ' Toe Width = 0.50 ft Heel Width = 1.50 Total Footing Width = 2.00 � Footing Thickness = 12.00 in --- = = 115.00 pcf/ Key Width = 0.00 in 115.00 pcf / Key Depth 0.00 in Eccentricity = Key Distance from Toe - 0.00 ft = 0.400 Footing Type Line Load Base Above/Below Soil fc = 2,500 psi Fy = 60,000 psi = 12.00 in Footing Concrete Density = 145.00 pcf fb/FB + fa/Fa = Min. As % = 0.0000 157.5 Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft (Adjacent Footing Load -j Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil Rebar Placed at = at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 Stem Construction Top Stem in= Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Thickness 8.000" Rebar Size = # 4'� Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data = Modular Ratio 'n' fb/FB + fa/Fa = 0.257 Total Force @ Section lbs = 157.5 Moment.... Actual ft-# = 157.5 Moment..... Allowable = 612.1 Shear..... Actual psi = 2.7 Shear..... Allowable psi = 19.4 . Load Factors in= Building Code CBC 2007 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic,'E 1.000 Wall Weight Rebar Depth 'd' in= LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = 84.0 5.25 26.09 6.00 1,500 20,000 Yes No 21.48 1.000 7.60 Normal Weight ASD �cr �_ G> o_ C-31925 m EXP' 12/31/2nnn -- \F CNIL �P j �FCgLIFORN ORCO BLOCK CO. Title ; tr 32879 3' retain w level backfill Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 X -O" retaining w/ level backfill information. This Wall in File: 0program files1rp2007\transwest tr 328791 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP=1167735 2007010 Footing Design Results Toe Heel Factored Pressure = 807 212 psf Mu': Upward = 165 155 ft-# Mu': Downward = 49 402 ft-# Mu: Design = 116 246 ft-# Actual 1 -Way Shear = 2.44 3.33 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 Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 280.0 1.33 373.3 Soil Over. Heel _ 287.5 1.58 455.2 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 280.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 0.44 O.T.M. = 373.3 = 3.00 929.6 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Sloped Soil Over Heel = 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 = 0.00 19.2 0.25 4.8 252.0 0.83 210.0 290.0 1.00 290.0 80.9 2.00 161.8 929.6 lbs R.M.= 1,121.8 ��oe�ui=ass, Exp C63192S v' �¢2/31rn 1200g z %tc N�ALIFORN ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92509 information. Title : tr 32879 4' retain w/ level backfil Page: Job # :...New... Dsgnr: tsm Date: MAY 15,2008 Description.... 4'-0" retaining w/ level backfill This Wall in File: cAprogram files1rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 941 psf OK Retained Height = 4.00 ft Wall height above soil = 0.00 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 = 0.0 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 8 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 = 2.99 OK Sliding = 1.55 OK Total Bearing Load = 1,457 lbs ...resultant ecc. = 3.07 in Soil Pressure @ Toe = 941 psf OK Soil Pressure @ Heel = 225 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,031 psf ACI Factored @ Heel = 247 psf Footing Shear @ Toe = 3.5 psi OK Footing Shear @ Heel = 5.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 437.5 lbs less 100% Passive Force = - 97.2 lbs less 100% Friction Force = - 583.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs 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 Toe Width Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ftp Toe Active Pressure = 0.0 psf/ft, Passive Pressure = 250.0 psf/ft Soil Density, Heel = 115.00 pcf" Soil Density, Toe 115.00 pcf./ FootingliSoil Friction = 0.400 Soil height to ignore Total Force @ Section for passive pressure = 12.00 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 Toe Width Design Height Above Ftg ft= Wall Material Above "Hr' _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fc = 2,500 psi 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 Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = p Stem Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 2.00 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 = 145.00 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 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge 0.441 280.0 373.3 845.7 4.9 19.4 84.0 5.25 26.09 6.00 1,500 20,000 Yes No 21.48 1.000 7.60 Normal Weight ASD ()- HY S, 'V9 cc CF31925 m gyp.1213112008 CtVIL 9TF0 CA IFORN\P/ ORCO BLOCK CO. Title ; tr 32879 4' retain w/ level backfil Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Osgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 4'-0" retaining w/ level backfill information. This Wall in File: c:lprogram fileslrp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Footing Design Results 0.00 Toe Heel 0.25 Factored Pressure = 1,031 247 psf Mu': Upward = 214 0 ft-# 0.83 Mu': Downward = 49 0 ft-# Mu: Design = 165 597 ft-# 1.25 Actual 1 -Way Shear = 3.52 5.51 psi Allow 1 -Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = None Speo'd 1,457.4 lbs Toe: Not req'd, Mu < S' Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S' Fr Key Reinforcing = None Spedd Key: No key defined Summary of Overturning & Resisting 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 = 613.3 1.83 1,124.4 Toe Active Pressure = 0.44 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 437.5 O.T.M. = 729.2 Resisting/Overturning Ratio = 2.99 Vertical Loads used for Soil Pressure = 1,457.4 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 19.2 0.25 4.8 Surcharge Over Toe = Stem Weight(s) - 336.0 0.83 280.0 Earth @ Stem Transitions = Footing Weight = 362.5 1.25 453.1 Key Weight _ Vert. Component = 126.4 2.50 316.0 Total = 1,457.4 lbs R.M.= 2,178.4 Hy 's � G, EVP C 2/3112008 r VIL 9TFOFCALIFO��P� ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92509 information. Title : tr 32879 5' retain level backfill Page: Job # :...New... Dsgnr: tsm Date: MAY 16,2008 Description.... 1 5'-0" retaining w/ level backfill This Wall in File: c:lprogram files1rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 1,059 psf OK Retained Height = 5.00 ft Wall helght above soil = 0.00 It Slope Behind Wall = 0.00:1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 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 lbs Axial Load Eccentricity = 0.0 in '`Design Summary i Wall Stability Ratios Overturning = 3.46 OK Sliding = 1.61 OK Total Bearing Load = 2,290 lbs ...resultant ecc. = 3.27 in Soil Pressure @ Toe = 1,059 psf OK Soil Pressure @ Heel = 350 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,170 psf ACI Factored @ Heel = 387 psf Footing Shear @ Toe = 4.3 psi OK Footing Shear @ Heel = 7.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 630.0 lbs less 100% Passive Force = - 97.2 lbs less 100% Friction Force = - 916.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs 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 = 115.00 pcf Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore Footing Thickness = for passive pressure = 12.00 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 = 0.50 ft Heel Width = 2.75 Total Footing Width = 3.25 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 = 145.00 pcf Min. As % _ 0.0000 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load ft = 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 Line Load Base Above/Below Soil 8.00- .00iRebar at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 Stem Construction Top Stem 2nd Stem OK Stem OK Design Height Above Ftg ft = 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 8.00- .00iRebar RebarSize = # 4 # 4 Rebar Spacing = 16.00 16.00 Rebar Placed at = Center Edge Design Data fb/FB + fa/Fa = 0.322 0.862 Total Force @ Section lbs = 157.5 437.5 Moment.... Actual ft-# = 157.5 729.2 Moment..... Allowable ft4# = 488.6 845.7 Shear..... Actual psi = 3.9 7.6 Shear..... Allowable psi = 19.4 19.4 Wall Weight psf = 84.0 84.0 Rebar Depth 'd' in= 3.75 5.25 LAP SPLICE IF ABOVE in= 24.00 26.09 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 8.40 Masonry Data I'm psi= 1,500 1,500 Fs psi = 24,000 24,000 Solid Grouting = Yes Yes Use Full Stresses = No No _ Modular Ratio'n' = 21.48 21.48 Short Term Factor - 1.000 1.000 Equiv. Solid Thick. in= 7.60 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data Fc psi = `�Q' D(HY Fy psi = o_ CE31925 U' m Exp, 12/31/2008 `FUF ALIFO��\� ORCO BLOCK CO. Surcharge Over Heel = Title : tr 32879 5' retain level backfill Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Adjacent Footing Load = Job # :...New... Dsgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... Axial Dead Load on Stem _ RIVERSIDE, CA. 92509 0.00 6%0" retaining wl level backfill Load @ Stem Above Soil = information. 19.2 0.25 4.8 Surcharge Over Toe = This Wall in File: c:lprogram files1rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 Stem Weight(s) = www.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration>t:R134167735 2007010 Earth @ Stem Transitions _ Total = 630.0 O.T.M. = 1,260.0 Footing Weight = 471.3 1.63 765.8 Resisting/Overturning Ratio = 3.46 Key Weight = Footing Design Results Toe Heel Vertical Loads used for Soil Pressure = 2,290.3 lbs Vert. Component = Factored Pressure = 1,170 387 psf 591.5 Mu': Upward = 248 0 ft-# R.M = 4,357.5 Mu': Downward = 49 0 ft-# Mu: Design = 199 1,167 ft-# Actual 1 -Way Shear = 4.29 7.47 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 Overturning & Resisting Forces & Moments .....OVERTURNING.........RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-# Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,197.9 2.21 2,645.4 Toe Active Pressure = 0.44 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 @ Stem Above Soil = Soil Over Toe = 19.2 0.25 4.8 Surcharge Over Toe = Stem Weight(s) = 420.0 0.83 350.0 Earth @ Stem Transitions _ Total = 630.0 O.T.M. = 1,260.0 Footing Weight = 471.3 1.63 765.8 Resisting/Overturning Ratio = 3.46 Key Weight = Vertical Loads used for Soil Pressure = 2,290.3 lbs Vert. Component = 182.0 3,25 591.5 Total = 2,290.3 lbs R.M = 4,357.5 Vertical component of active pressure used for soil pressure DESIGNER NOTES C\pROFE� SSS E31925 (D '0 1213112008 rn sgTFoC MIL �N\P CALIFO / ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92509 information. Title ; tr 32879 6' retain w level backfil Page: Job # :...New... Dsgnr: tsm Date: MAY 15,2008 Description.... 6'-0" retaining w/ level backfill This Wall in File: cAprogram files1rp20071transwest tr 328791 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 1,288 psf OK Retained Height = 6.00 It Wall height above soil = 0.00 It Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 It Wind on Stem = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 3.39 OK Sliding = 1.57 OK Total Bearing Load = 3,118 lbs ...resultant ecc. = 4.11 in Soil Pressure @ Toe = 1,288 psf OK Soil Pressure @ Heel = 376 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,346 psf ACI Factored @ Heel = 393 psf Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel = 11.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 857.5 lbs less 100% Passive Force = - 97.2 lbs less 100% Friction Force = - 1,247.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Toe Width = 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 Toe Width = 0.50 It Allow Soil Bearing = 1,500.0 psf / Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft-" Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore Footing Concrete Density = for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 It Footing Dimensions & Strengths Toe Width = 0.50 It Heel Width = 3.25 Total Footing Width = 3.75-- .75iFooting FootingThickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcf Min. As % = 0.0000 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing toad Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 Stem construction Stem 2nd Stem OK Stem OK Design Height Above Ftg ft = 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00K 12.00' Rebar Size = # 4 # 4.11 Rebar Spacing = 16.00 16.002 Rebar Placed at = Center Edge..-, Design Data fb/FB + fa/Fa = 0.764 0.626 Total Force @ Section lbs = 280.0 630.0 Moment.... Actual ft-# = 373.3 1,260.0 Moment..... Allowable ft-# = 488.6 2,011.4 Shear..... Actual psi = 6.9 6.3 Shear..... Allowable psi = 19.4 19.4 Wall Weight psf = 84.0 133.0 Rebar Depth 'd' in= 3.75 9.00 LAP SPLICE IF ABOVE in = 24.00 23.61 LAP SPLICE IF BELOW in= 24.00 HOOK EMBED INTO FTG in = 8.40 Masonry Data I'm psi = 1,500 1,500 Fs psi = 20,000 24,000 Solid Grouting = Yes / Yes, _ Use Full Stresses = No No ' Modular Ratio'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Normal Weight '?RS Masonry Design Method = ASD SFO OPES/Q Concrete Data fc psi = Fy psi = cc CE Exp 12/32008 z `�9> C/VIL F0FCALIFOR�� ORCO BLOCK CO. Title tr 32879 6' retain w level backfil Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job #, ..:...New... Dsgnr: tsm Date_: MAY 15,2008 4510 RUTILE ST, Description.... ' RIVERSIDE, CA. 92509 6%0" retaining w/ level backfill H a information. This Wall in File: c:tprogram files1rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design 'Code: CBC 2007 Registration # : RP -1167735 2007010 Footing Design Results Toe Heel '' r• fc Factored Pressure = 1,346. 393 psf w Mu': Upward = 361 0 ft_# Mu': Downward = 62 0 ft -# Mu: Design = 299 2,016 ft-# Actual 1 -Way Shear = 5.14 11.02 psi Allow 1 -Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings •, " Toe Reinforcing = None Speed Toe: Not req'd, Mu < S ' Fr Heel Reinforcing = None Speed Heel: Not req'd, Mu < S' Fr,_.., Key Reinforcing = None Speed Key: No key defined - Summary of Overturning & Resisting Forces & Moments - ..... OVERTURNING..,., ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs It ft-# ' , lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8" Soil Over Heel = 1,552.5 r 2.63 4,075.3 Toe Active Pressure = 0.44 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 @ Stem Above Soil = Soil Over Toe = 19.2 0.25 4.8 •'Surcharge Over _Toe' Stem Weight(s) - 602.0 0.91 546.0 ` Earth @ Stem Transitions Total = 857.5 O.T.M. = 2,000.8 153.3 1.33 204.4 . Footing Weight ` 543.8 1.88: 1,019.5 Resisting/Overturning Ratio = 3.39 '> Key Weight Component, Vertical Loads used for Soil Pressure = 3,118.5 lbs Vert. - 247.7`' r. 3.75; 929.0 ` ,Total = 3,118.5 lbs R.M.= . 6,779.1 Vertical component of active pressure used for soil pressure - ✓ DESIGNER NOTES: i. e �pR0F!F s, Hy S `�� • Xp 23 x l925 U' X3 /2008 UF�ALIF(o) Pm = 1500 PSI W77H NO SPEQAL B01ECIION. CONOW7E HLOCK 94ALL CONFORM 70 ASTM C 910 & LSE OSP TYPES' MORTAR PS? ASTM C270. USEASTM A615 GRADE 40 STEEL MIN. GRADE 60 FOR #5 842S AND UP. GROUT SMBVGTH 70 BE 2[X10 PSI MDY. PFR ASTM C476. FOOTING CONCRETE.• 2000 PSI MIN. @ 28 DAYS (LSE TYPE 171V CEMa? PROVIDE 3' MIN. CONCRETERERV COYM FOR ANY FOOTING AGAINST N47URAL SOIL FOR RETADVING WALLS.• PROVIDE 90 % MIN. S40OW L COMPACTION OR LLSES4IID IGR4VL3 S4CRFILL W/SEi3a PROVMLI A ASTM C-33 3/4' GRAVEL SLBARAlNA5 SHOWN. W47ERPROFF&4097LLSIDEOFW4UW/0LTP'WATHZSTOP OR EQUAL PROVIDE PROPL31 &NORM DURING CONMWTION. TR. NO. 32879 CITY OF LA QUINTA 3 1 #4 HORZ. CONT. @ 24" O/C 8616 CMU SOUD GROUTED W/ NO SPCL INSPECTION REOD. 'F' BAR @ EDGE OF 8" CMU FULL HEIGHT (2) # 4 HORZ CONT. @24"0/C E' DOWELS @ EDGE �— OF 12" OR 8"CMU 12616 CMU SOLID �- GROUTED W/ NO SPCL INSPEC LION REOD. �o 0 N �c cr- v > 12" ,D , 'G' BAR 4" DIA. SDR 35 PERF PIPE W/ 1 CF. 3/4" GRAVEL - SLOPE TO DRAIN. PROVIDE OUTLETS ® 100' INTERVALS p4 HORZ. CONT. @ 12 0/C TOP AND BOTTOM AS SHOWN 'A ' 'B' 'C' 'D It 'E' D 0 WEL 'F' VER T 'G' BAR 'K' 2'-0' 2'-0" N/A l' -g" 33 #4032" 9/0'" NIA NIA N/A 3'-0' 3'-0 N/A 2'-J' #4@32" 9" 145" 9 J NIA #4@32" 0/C 21" 6., � 4„ 4'-0' 4'-0' N/A 3'-0" #4@16" 0/057" 9" N/A #4@32" 0/C 30" "F- 6"F- 6» 5'-0' 5'— 0' 3'-0 2'-0' 3'-9„ #4@16" 01 C133" J #4@16" O/C #4@32" O/C6 R ��•,•. 6'-0'1,3'- 4 2'-8' 4'-6" #4@16" 0/C 41 " 12 J #4@1s" o/c #4@16" O/C 77 „ 10 E3 rn �4 p' 1213112008 ! zo ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92509 information Title : tr 32879 2' retain w 3 to 1 slope Page: Job # :...New... Dsgnr. tsm Date: MAY 15,2008 Description.... 2'-0" retaining w/ 3 to 1 sloping backfill This Wall in File: c:lprogram fileskrp2007ktranswest tr 32879 1 Retain Pro 20D7, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 582 psf OK Retained Height = 2.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00:1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 3.00 OK Sliding = 1.64 OK Total Bearing Load = 655 lbs ...resultant ecc. = 1.94 in Soil Pressure @ Toe = 582 psf OK Soil Pressure @ Heel = 167 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 620 psf ACI Factored @ Heel = 178 psf Footing Shear @ Toe = 1.6 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 219.4 lbs less 100% Passive Force = - 97.2 lbs less 100% Friction Force = - 261.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors Toe Width = 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 Toe Width = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingliSoil Friction = 0.400 Soil height to ignore = for passive pressure = 12.00 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 Toe Width = Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fc = 2,500 psi Fy = 60,000 psi 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 Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = p Stem Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 1.25 Total Footing Width = 1.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth 0.00 in Key Distance from Toe = 1.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 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 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 It Poisson's Ratio = 0.000 Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.089 86.0 57.3 642.7 1.5 19.4 84.0 5.25 26.09 8.40 1,500 24,000 Yes No 21.48 1.000 7.60 Normal Weight ASD EXpc23'92p�8 9J� C/SIL �F�AL11 O?% N1 \6) T ORCO BLOCK CO. Title tr 32879 2' retain w 3 to 1 slope Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr. tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 2'-0" retaining w/ 3 to 1 sloping backfill information. This Wall in File: c:lprogram files\rp2007\transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Footing Design Results Toe Heel Factored Pressure = 620 178 psf Mu': Upward = 125 0 ft-# Mu': Downward = 49 0 ft-# Mu: Design = 76 92 ft-# Actual 1 -Way Shear = 1.58 2.36 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: Not Req'd = Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 219.4 1.06 233.6 Toe Active Pressure = 0.44 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 219.4 O.T.M. = 233.6 Resisting/Overturning Ratio = 3.00 Vertical Loads used for Soil Pressure = 654.7 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel 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 = 134.2 1.46 195.7 6.5 1.56 10.1 0.00 19.2 0.25 4.8 168.0 0.83 140.0 253.8 0.88 1.75 73.1 1.75 654.7 lbs R.M.= 127.9 700.6 O�HY�0' CE31925 N m rn Exp. 12/31/2008 gTFOF AILIFO�'`�\P ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92509 information. Title : tr 32879 3' retain w 3 to 1 slope Page: Job # :...New... Dsgnr: tsm Date: MAY 15,2008 Description.... 3'-0" retaining w/ 3 th 1 sloping backfill_ This Wall in File: cAprogram files1rp20071transwest tr 328791 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.comisupportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 839 psf OK Retained Height = 3.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00: 1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.78 OK Sliding = 1.70 OK Total Bearing Load = 1,178 lbs ...resultant ecc. = 2.71 in Soil Pressure @ Toe = 839 psf OK Soil Pressure @ Heel = 208 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 890 psf ACI Factored @ Heel = 221 psf Footing Shear @ Toe = 2.8 psi OK Footing Shear @ Heel = 4.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 408.9 lbs less 100% Passive Force = - 222.2 lbs less 100% Friction Force = - 471.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs 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 Toe Width = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore 145.00 pcf for passive pressure = 12.00 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 ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing Rebar Placed at = Design Data 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 p Fs Solid Grouting Use Full Stresses Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc psi =' Fy psi = p Stem Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 1.75 Total Footing Width = 2.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 4.00 in Key Distance from Toe = 1.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density 145.00 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 Wail to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wail = 0.0 ft Poisson's Ratio = 0.000 Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.301 193.5 193.5 642.7 3.3 19.4 84.0 5.25 26.09 8.40 si= 1,500 psi = 24,000 = Yes = No = 21.48 = 1.000 in = 7.60 = Normal Weight = ASD. , EXP r2 3%20 0 S v' 8 9��c c�V1 L '� �FCALIFORN\P ORCO BLOCK CO. Title : tr 32879 3' retain w.3 to 1 slope Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr, tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 3%0" retaining wl 3 th 1 sloping backfill information. This Wall in File: 0program files1rp20071transwest tr 32879 1 Retain Pro 2007 , 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Footing Design Results Toe Heel Factored Pressure = 890 221 psf Mu': Upward = 183 0 ft_# Mu': Downward = 49 0 ft_# Mu: Design = 134 310 ft-# Actual 1 -Way Shear = 2.85 4.59 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: Not Req'd = Mu<S'Fr Summary of overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 408.9 1.45 594.4 Soil Over Heel = 373.8 1.71 638.5 Toe Active Pressure = 0.44 Sloped Soil Over Heel 22.5 1.89 42.5 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe . = 19.2 0.25 4.8 Surcharge Over Toe = Stem Weight(s) = 252.0 0.83 210.0 Earth @ Stem Transitions = Total = 408.9 O.T.M. = 594.4 Footing Weight = 326.3 1.13 367.0 Resisting/Overturning Ratio = 2.78 Key Weight = 48,3 1.75 84.6 Vertical Loads used for Soil Pressure = 1,178.3 lbs Vert. Component = 136.3 2.25 306.6 Total = 1,178.3 lbs R.M.= 1,654.0 Vertical component of active pressure used for soil pressure DESIGNER NOTES: cc CE3 <� EXp 12/31 2008 J" QVIL Of CALIFORN�� ORCO BLOCK CO. TIMOTHY S. MALLIS-CIVIL ENGINEER 4510 RUTILE ST. RIVERSIDE, CA. 92509 information Title ; tr 32879 4' retain w 3 to 1 slope Page: Job # :...New... Dsgnr: tsm Date: MAY 15,2008 Description.... 4'-0" retaining w/ 3 to 1 sloping backfill This Wall in File: c:lprogram files1rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/supportfor latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration #: RP -1167735 2007010 Criteria 1,035 psf OK Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00: 1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.93 OK Sliding = 1.62 OK Total Bearing Load = 1,996 lbs ...resultant ecc. = 3.33 in Soil Pressure @ Toe = 1,035 psf OK Soil Pressure @ Heel = 296 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,101 psf ACI Factored @ Heel = 315 psf Footing Shear @ Toe = 3.9 psi OK Footing Shear @ Heel = 7.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 676.9 lbs less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 798.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs 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 = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure 115.00 pcf 115.00 pcf 0.400 Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 2.50 Total Footing Width = 3.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi 12.00 in Footing Concrete Density = 145.00 pcf Min. As % = 0.0000 Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft 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 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 Stem Construction h Top Stem Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.542 Total Force @ Section lbs = 344.0 Moment.... Actual ft-# = 458.7 Moment..... Allowable = 845.7 Shear..... Actual psi = 6.0 Shear..... Allowable psi = 19.4 Wall Weight = 84.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 26.09 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Use Full Stresses = No _ Modular Ratio'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight _ Masonry Design Method = ASD PROFESS/� �ct0 Concrete Data fc = psi Fy psi = ((*(EXP-12/31/2008 CE31925 60 I �F�F CAL14\\�// ORCO BLOCK CO. Title ; tr 32879 4' retain w 3 to 1 slope Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 4'-0" retaining wl 3 to 1 sloping backfill information. This Wall in File: cAprogram files1rp20071transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Footing Design Results Toe Heel Factored Pressure = 1,101 315 psf Mu': Upward = 232 0 ft-# Mu': Downward = 49 0 ft-# Mu: Design = 183 734 ft-# Actual 1 -Way Shear = 3.92 7.36 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: Not Req'd = Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft • ft-# Heel Active Pressure = 676.9 1.87 1,266.1 Soil Over Heel = 843.3 2.08 1,756.9 Toe Active Pressure = 0.44 Sloped Soil Over Heel = 64.4 2.39 153.9 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 19.2 0.25 4.8 Surcharge Over Toe = Stem Weight(s) = 336.0 .0.83 280.0 Earth @ Stem Transitions = Total = 676.9 O.T.M. = 1,266.1 Footing Weight = 435.0 1.50 652.5 Resisting/Overturning Ratio = 2.93 Key Weight = 72,5 2.50 181.3 Vertical Loads used for Soil Pressure = 1,996.0 lbs Vert. Component = 225.6 3.00 676.7 Vertical component of active pressure used for soil pressure Total = 1,996.0 lbs R.M.= 3,706.1 DESIGNER NOTES �pROFE ��Q4 O�NY ✓�l CE31925 <N m rn Exp. 12/31/2008 7J 9T CIVIL FOF CA 1F ORCO BLOCK CO. Title ; tr 32879 5' retain w 3 to 1 slope Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 5'-0" retaining w/ 3 to 1 sloping backfill information. This Wall in File: c:\program filesXrp2007\transwest tr 32879 1 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Criteria 1,223 psf OK Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00: 1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge l-oads 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 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 3.09 OK Sliding = 1.52 OK Total Bearing Load = 2,986 lbs ...resultant ecc. = 4.03 in Soil Pressure @ Toe = 1,223 psf OK Soil Pressure @ Heel = 369 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,251 psf ACI Factored @ Heel = 377 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 11.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 979.6 lbs less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 1,194.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs 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 = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = ,115.00 pcf Soil Density, Toe 115.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore Rebar Size for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Stem Construction Design Height Above Ftg ft = Wall Material Above "l -It" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 2.75 ft fc = 2,500 psi Fy = fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = 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 Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 3.25 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcf Min. As % = 0.0000 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load 0.00 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 It Footing Type Line Load Base Above/Below Soil 0.445 at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 p Stem 2nd Stem OK Stem OK 2.00 0.00 Masonry Masonry 8.00 12.00 # 4 # 4 16.00 16.00 Center Edge 0.198 0.445 193.5 537.5 193.5 895.8 977.2 2,011.4 4.8 5.3 38.7 19.4 84.0 133.0 3.75 9.00 24.00 23.61 24.00 8.40 1;500 1,500 24,000 24,000 Yes Yes Yes No 21.48 21.48 1.000 -1.000 7.60 11.60 Normal Weight ASD i LLJ G? �i- EXP C 2339 2p0 8 � Sr.1 F BVI L O CALIFO ORCO BLOCK CO. Title ; tr 32879 6' retain w.3 to 1 slope Page: TIMOTHY S. MALLIS-CIVIL ENGINEER Job # :...New... Dsgnr: tsm Date: MAY 15,2008 4510 RUTILE ST. Description.... RIVERSIDE, CA. 92509 5%0" retaining w/ 3 to 1 sloping backfill information. This Wall in File: cAprogram files1rp20071transwest tr 328791 Retain Pro 2007, 5 -Dec -2007, (c) 1989-2007 www.retainpro.com►support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007010 Footing Design Results 0.00 Soil Over Toe = Toe Heel 4.8 Surcharge Over Toe = Factored Pressure = 1,251 377 psf Stem Weight(s) = 518.0 Mu': Upward = 335 0 ft-# 115.0 1.33 Mu': Downward = 62 0 ft-# 1,88 1,019.5 Mu: Design = 274 1,433 ft-# 235.6 Vert. Component = Actual 1 -Way Shear = 4.69 11.22 psi Total = 2,985.6 lbs 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: Not Req'd = Mu<S'Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 979.6 2.25 2,204.1 Soil Over Heel = 1,293.8 2.63 3,396.1 Toe Active Pressure = 0.44 Sloped.Soil Over Heel = 97.0 3.00 291.1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 979.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 2,204.1 3.09 2,985.6 lbs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = 0.00 Soil Over Toe = 19.2 0.25 4.8 Surcharge Over Toe = Stem Weight(s) = 518.0 0.92 476.0 Earth @ Stem Transitions = 115.0 1.33 153.3 Footing Weight = 543.8 1,88 1,019.5 Key Weight = 72,5 3.25 235.6 Vert. Component = 326.4 3.75 1,224.2 Total = 2,985.6 lbs R.M.= 6,800.6 OFES�V cp LU CE31925 rn M Exp. 12/31/2008 " �q� OFCALIFO��\P To specify your own special title block here, use the "Settings" screen and enter your title block information. Title ; tr 32879 6' retain w 3 to 1 slope Page: Job # :...New... Dsgnr: tsm Date: MAY 16,2008 Description.... 5'-0" retaining w/ 3 to 1 sloping backfill This Wall in File: C:tProgram FilestRP20071transwest tr 3287$ Retain Pro 2007, 16 -Apr -2008, (c) 1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007013 Criteria 1,223 psf OK Retained Height = 5.00 It Wall height above soil = 0.00 ft Slope Behind Wall = 3.00: 1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design summary Wall Stability Ratios Overturning = 3.09 OK Sliding = 1.52 OK Total Bearing Load = 2,986 lbs ...resultant ecc. = 4.03 in Soil Pressure @ Toe = 1,223 psf OK Soil Pressure @ Heel = 369 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,251 psf ACI Factored @ Heel = 377 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 11.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 979.6 lbs less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 1,194.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Load Factors psi = 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 Toe Width = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43.0 psf/ft Toe Active Pressure = • 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore fb/FB + fa/Fa for passive pressure = 12.00 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 Toe Width = 0.50 ft mm Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 60,000 psi Footing Concrete Density = fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft-# _ Moment..... Allowable ft -0 = Shear..... Actual psi = Shear::::: Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = _ Use Full Stresses = Modular Ratio'n' _ Short Term Factor - Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method - Concrete Data fc psi = Fy psi = Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 3.25 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcf Min. As % a 0.0000 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load 0.00 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.446 at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 p Stem 2nd Stem OK Stem OK 2.00 0.00 Masonry Masonry 8.00 12.00 # 4 # 4 16.00 16.00 Center Edge 0.396 0.446 193.5 537.5 193.5 895.8 488.6 2,011.4 4.3 4.8 19.4 19.4 84.0 133.0 3.75 9.00 24.00 23.61 24.00 8.40 1,500 1,500 24,000 24,000 Yes Yes No No 21.48 21.48 1.000 1.000 7.60 11.60 Normal Weight ASD ' o taY S. Exp. 12/3'1/2008 a, >w ' (P�9T'CF CALIF3��\P To specify your own Title : tr 32879 6' retain w 3 to 1 slope Page: special title block here, Job # :...New... Dsgnr: tsm Date: MAY 16,2008 use the "Settings" screen Description.... and enter your title block 6%0" retaining w/ 3 to.11 sloping backfill information. This Wall in File: C:1Program Files1RP20071transwest tr 3287: Retain Pro 2007, 16 -Apr -2008, (c) 1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP -1167735 2007013 Footing Design Results Toe Heel Factored Pressure = 1,251 377 psf Mu': Upward = 335 0 ft-# Mu': Downward = 62 0 ft -0# Mu: Design = 274 1,433 ft-# Actual 1 -Way Shear = 4.69 11.22 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: Not req'd, Mu < S' Fr Summary of Overturning & Resisting Forces & Moments ....OVERTURNING.... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft_# Heel Active Pressure = 979.6 2.25 2,204.1 Soil Over Heel 1,293.8 2.63 3,396.1 Toe Active Pressure = 0.44 Sloped Soil Over Heel = 97.0 3.00 291.1 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 19.2 0.25 4.8 Surcharge Over Toe _ Stem Weight(s) = 518.0 0.92 476.0 Earth @ Stem Transitions _ 115.0 1.33 153.3 Total = 979.6 O.T.M. = 2;204:1 Footing Weight = 543.8 1.88 1,019.5 ResistinglOverturning Ratio = 3.09 Key Weight = 72.5 3.25 235.6 Component Vertical Loads used for Soil Pressure = 2,985.6 lbs Vert. = 326.4 3.75 1,224.2 Total = 2,985.6 lbs RM.= 6,800.6 Vertical component of active pressure used for soil pressure - , DESIGNER NOTES: KSS/ 0 S.CD CO LU CE31925 m Exp: 12/31/2008 cSJ CIVIL 9TF OF C PAYE To specify your own special title block here, use the "Settings" screen and enter your title block information. Title tr 32879 6' retain w.3 to 1 slope Page: Job # :...New... Dsgnr: tsm Date: MAY 16,2008 Description.... 6'-0" retaining w/ 3 to 1 sloping backfill This Wall in File: C:1Program Files1RP20071transwest tr 3287! Retain Pro 2007, 16 -Apr -2008, (c) 1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP-116T7S5 2007013 Criteria 1,436 psf OK Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 3.00: 1 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 It Wind on Stem = 0.0 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 lbs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 3.16 OK Sliding = 1.57 OK Total Bearing Load = 4,256 lbs ...resultant ecc. = 4.66 in Soil Pressure @ Toe = 1,436 psf OK Soil Pressure @ Heel = 456 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,486 psf ACI Factored @ Heel = 472 psf Footing Shear @ Toe = 5.9 psi OK Footing Shear @ Heel = 14.9 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,376.0 lbs less 100% Passive Force = - 461.8 lbs less 100% Friction Force = - 1,702.4 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E OBC 2007 1.200 1.600 1.600 1.300 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 43.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel Soil Density, Toe FootingiiSoil Friction Soil height to ignore for passive pressure 115.00 pcf 115.00 pcf 0.400 Footing Dimensions &Strengths Toe Width = 0.50 ft Heel Width = 4.00 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 10.00 in Key Distance from Toe = 3.50 It fc = 2,500 psi Fy = 60,000 psi = 1200 in Footing Concrete Density = 145.00 pcf Min. As % 0.0000 Cover @ Top = 3.00 in Btm.= 3.00 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 I I Design Height Above Ftg ft = Wall Material Above "I -It" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data at Back of Wall = 0.0 ft fb/FB + fa/Fa = Total Force @ Section lbs = Moment.... Actual ft -0 = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in= LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = Masonry Data fm 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 fc psi = Fy psi = Adjacent Footing Load 0.00 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.770 at Back of Wall = 0.0 ft Poisson's Ratio = 0.000 p Stem 2nd Stem OK Stem OK 2.67 0.00 Masonry Masonry 8.00 12.00 # 4 # 4 16.00 16.00 Center Edge 0.642 0.770 238.4 774.0 264.6 1,548.0 488.6 2,011.4 5.3 6.9 19.4 19.4 84.0 133.0 3.75 9.00 24.00 23.61 24.00 8.40 1,500 1,500 24,000 24,000 Yes Yes No No • 21.48 21.48 1.000 1.000 7.60 11.60 Normal Weight ASD rr, s w CE31925 U Exp. 12/31/2008 ;4 � Le civl-,�P OF CAUW� To specify your own Title tr 32879 6' retain w 3 to 1 slope Page: special title block here, Job # :...New... Dsgnr: tsm Date: MAY 15,2008 use the "Settings" screen Description.... and enter your title block 6'-0" retaining w/ 3 to.1 sloping backfill information. This Wall in File: CAProgram Files\RP20071transwest tr 3287: Retain Pro 2007,16 -Apr -2008, (c) 1989-2008 www.retainpro.comisupport for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration #: RP -1167735 2007013 Footing Design Results Toe Heel Factored Pressure = 1,486 472 psf Mu': Upward = 402 0 ft_ Mu': Downward = 62 0 ft-# Mu: Design = 340 2,477 ft-# Actual 1 -Way Shear = 5.85 14.88 psi Allow 1 -Way Shear = 75.00 75.100 psi Other Acceptable Sizes 8, 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: Not req'd, Mu < S' Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,376.0 2.67 3,669.3 Soil Over Heel = 2,070.0 3.00 6,210.0 Toe Active Pressure = 0.44 Sloped Soil Over Heel 172.5 3.50 603.8 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = 19.2 0.25 4.8 Surcharge Over Toe = Stem Weight(s) = 634.8 0.93 588.2 Earth @ Stem Transitions = 127.7 1.33 170.2 Total = 1,376.0 O.T.M. = 3,669.3 Footing Weight = 652.5 2.25 1,468.1 ResistinglOverturning Ratio = 3.16 Key Weight = 120.8 4.00 483.3 Vertical Loads used for Soil Pressure = 4,256.0 lbs Vert. Component = 458.5 4.50 2,063.5 Total = 4,256.0 lbs R.M.= 11,591.9 Vertical component of active pressure used for soil pressure DESIGNER NOTES: i�� I�cSi pNA fl /'k) W CE31925 N r Exp. 12/31/2008 >k � \l CIVIL �P TFOF CALIF�Q�j