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BWFE2014-100578-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 4 COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BWFE2014-1005 Property Address: 81602 HAFLINGER WY APN: 767800091 Application Description: ENTRY GATE AND ELEC PEDESTAL Property Zoning: Application Valuation: $50,000.00 Applicant: JUL 22 2014 CITY OF LA QUINTA COMMUNITY DEVELOPMENT DEPARTMENT 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 Profes ions Code, and my Licens is in full force and effect. License Class: Lic nssee Dio.::CONV:14�0�5512810 253 4 Dat" a:'� VL1 t Contractor_/ OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt fro the Contra or's State License Law for the following reason (Sec. 7031.5, Business a d Professio s Code: Any city or county that requires a permit to construct, alter, impr ve, d ish, 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).: ( ) 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, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. . B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. Q. Lender's Name: Lender's Address: VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/21/2014 Owner: IOTA GRIFFIN 4675 MACARTHUR CT NO 1550 NEWPORT BEACH, CA 0 Contractor: LENNAR HOMES OF CALIF INC 480 MONTECITO DR STE 302 CORONA, CA 0 LIc. No.::CONV:140528101253004660 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 e k for which this permit is issued. have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Ccde, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier:_ Policy Number: 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 subjec to the workers' com ensatio provisions of Section 3700 th Labo o e, s II forthwith comply with ose p ovisio �= Date�00 Applvant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION �ERAGE IS U WFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTI ANDL S 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 Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and stat laws relating to building construction, and hereby authorize representatives of this ci to enter he ab e- men�ti�o�n-e p�rtynspection purposes. Date" : c Signature (Applicant or Agent): DESCRIPTION FINANCIAL INFORMATION ACCOUNT QTY AMOUNT PAID - PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $2.00 $0.00 PAID 6Y METHOD RECEIPT# CHECK # CLTD BY Total Paid forBUILDING STANDARDS ADMINISTRATION BSA: $2.00 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE HOURLY PLAN CHECK - YES 101-0000-42600 1 $70.00 $0.00 -PAID BY METHOD. RECEIPT # CHECK # CLTD BY Total Paid forCITY STAFF - PER HOUR: $70.00 $0.00 DESCRIPTION. - ACCOUNT QTY AMOUNT PAID PAID DATE DEVICES, FIRST 20 101-0000-42403 0 $23.83 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION. ACCOUNT CITYAMOUNT AID PAID DATE DEVICES, FIRST 20 PC 101-0000-42600 0 $23.83 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for ELECTRICAL: $47.66 $0.00 DESCRIPTION ACCOUNT. QTY. AMOUNT PAID PAID DATE WALL/FENCE - EA ADDITIONAL SO LF 101-0000-42404 0 $90.09 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE WALL/FENCE - FIRST 100 LF 101-0000-42404 0 $47.19 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE WALL/FENCE - FIRST 100 LF PC 101-0000-42600 0 $60.06 $0.00 PAID. BY METHOD RECEIPT #: CHECK # CLTD BY Total Paid forFENCE OR FREESTANDING WALL $197.34 $0.00 TOTALS:00 $0.00 rd 0 �r'tn►A,lr Bin. #T I;-- i Cr 0 . L2 Q wam Buikffi?g ar Safety Division P.O. Box 1504,78-495 Calle Tampico L�.Quinta, CA 92253 -:(760) 777-7012 Building Permit Application* and Tracking Sheet Perinit#- Pitt.. Project,Addrk . ts�81-602 r Way owner's Name:. Lennar Homes, Inc A- P. Number HAFLIAGER- W. Address: 980 Montecito Dr, Suite 302 Legal Description: TTM 32879 City, ST, zip: Corona, CA 92879 Contractor Lennar Homes, Inc . . . . . . Telephone: 951-817-3526 Address' Same as above Project Description: City, ST, Zip: Installation of Entry and Exit gate Telephone: "M electrical pedestal, motors and control kinqk StateLic-#: On File City Lic. M.- On File Arch, Engir., Designer Address: ,qty., ST, Zip: Telephone: State Lic.#: ........ U1h 8 b Name of ContactPerson: riCauerrey Construction Type: Occupancy: Project type (circle one): New Add'n. Alter Repair Demo Sq. Ft.: ries: # Stories: 1 9 Telephone# of Contact Person: .760-6.10-941-0 Estimated value of Project $50,000 APPLICANT: DO NOT WRITE BELOW THIS LINE Submittal Reqld Reeld TRACKING PERMIT FEES - Plan Sets Plan Check submitted 71 --1 item Amount Structural Cates. Reviewed, ready for corrections Plan Check Deposit. Truss C21cs. Called Contact Person Plan Check Balance. Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitt.ed.. Mecharilcal Gimiling plan 2'! Review, ready for correcti!issue Electrical Subcontoctor List Called Contact Person l plumbing Grant Deed..,,, Plans picked up S.IVLL H.O.A. Approval Plans resubmitted Grading IN HOME- 7rd Review', ready for correctionsAssue Developer Impact Fee Planning Approval. Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit Issue School Fees Total Permit Fees '7110. 7V�o 4 f - -T 4f ?A t- 2064,OFb IC1141 zi Permit Number: BWFE2614-1005 Description: ENTRY GATE AND ELEC PEDESTAL Applied: 7/312014 Approved: 7/15/2014 Site Address: 81602 HAFLINGER WAY Issued: Finaled:' City,.; State Zip Code:, CA Status: APPROVED Applicant: <NONE> Parent Permit: Owner: IOTA GRIFFIN Parent Project: Contractor: LENNAR HOMES OF CALIF INC Details: ry ri i �. k 5 #� •Ar�°,�i�"9ifP<'h,p3w� f g� °• r 'h'? C{ 5,yfi, g fPp �t x ,Cw +.s:'aJ x+h4 '''�.1+U.iy;=�'�'nt' tk M yy i', '� .. y�i1�'4Y�.. INSTALLATION OF ENTRY AND EXIT GATES, ELEC PEDESTAL, MOTERS AND CONTROL KIOSK FREVIEWS RETUR'NED �• . � ENTDATE`— t+ °s s E ,DUE,fDATE : �­STYPE, h CONTACT REMARKS DATE � . a.:, Y { `�•. `i r , ry , s _ , .+ x ,�z ;; .`� � 4 Review Group: AUTO 7/3/2014 7/13/2014 STRUCTURAL JIM JOHNSON F,{; $.a �, � ,. 1, - 1, •q:C 4',t�..,Y i^ � �I^�" _,fir {{{ . ,f;� r. , �rt�., w'. ry ri i �. k 5 #� •Ar�°,�i�"9ifP<'h,p3w� f g� °• r 'h'? C{ 5,yfi, g fPp �t x ,Cw +.s:'aJ x+h4 '''�.1+U.iy;=�'�'nt' tk M yy i', '� .. y�i1�'4Y�.. 7/3/2014 7/8/2014 NON-STRUCTURAL JIM JOHNSON �� F ,,d4 i r— ,,,r '� t � zr�, °� ' . t��.��ag+`���z.r �� � �'�� } � 9�r�}.;rx ,�d�k's��.". �, n�. faz.�. � �t. �i «§ a ;f• ,,w�' ,s` /, ,, it`•. b 7 2 .S d1 ""`...�',�z�*So�,c';.,z Review Group: BLDG INITIAL (1WK) 7/7/2014. - - _ 1_=_7/14j20 ^"'7/15/2014 ' —N-__ 14 -" PLANNING - WALLY NESBIT r APPROVED- �ASSIGNED.TO WN -. - _ 7.7.14 ,��a, '. a �. -, m r �:, r �. r�S�'-, ,��' ,; � `�` �:P ,,..' � �. 1`�,, 7 . t V P I q (:i 'v4 'rCONSISTE[JT,WITH:FL'P2014aD81EXHIBITS �-i:r'7d,� .; t,,. rt, Q•'�4S'.yr Y E .. :. *s+..^'i' ..'a;1zti 9. =M <:; . <R al. .. � � ,... �. � t ,. ... _,. .,. 'ie.', n-,, ;`� �yK,. f; ..,».. ,.... ^ .Y .._ i�:t _ ...*Ni+'. �,. .�3..^F`,.� .S . YO UNG ENGINEERING SER VI CES 77-682 Country Club Dr. Ste. -B, Palm Desert, CA 92211 ph. -(760) 772,5107 fax (760) 345-7620 Letter of Transmittal To: City'of La Quinta Today's Date: 7-16-14 as L Time = 1 HR 78-495 Calle Tampico City Due Date: 7-10-14 This Material, La Quinta, CA 92253 "' Project Address: 81.602 Haflinger Way Attn: Angelica Plan Check #: 14-1005 Per Your Request c , UINTA CITY .C.)� L/� Q ❑ Your Review Your Re .❑ Submittal: , ® 1sl 171 4th ❑ At the request of: ❑ 2nd ❑ 5th ❑ 3rd,.' ❑ Other: We are forwarding:' ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: - # Of Descriptions:... Includes: # Of Descriptions: Copies: Copies: ® 1 'Structural Plans t ❑ Revised Structural Plans ® 2 Structural Calculations ❑ Revised Struct. Calcs ❑ Truss Calculations Floor. ❑ Revised Truss and Roof ' ❑ Soils Report . - ❑ Revised Soils Report ❑ Structural Comment List ElApproved Structural Plans ❑ Redlined Structural Plans ❑• Approved Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ® - 1 Other: Swing Gate Operator Comments: Structural content is approvable. If you have any questions, please call. `" ;� as L Time = 1 HR This Material, Sent for: ,' JUL 7 2014 ❑ Your Files ® Per Your Request c , UINTA CITY .C.)� L/� Q ❑ Your Review Your Re .❑ Approval COMMUI�I° y UEVELOPMEN ❑ Checking ❑ At the request of: PROUDLY SERVING THE UNINCORPORATED AREAS OF RIVERSIDE COUNTY AND THE CITIES OF: BANNING BEAUMONT CALIMESA CANYON LAKE COACHELLA DESERT HOT SPRINGS EASTVALE INDIAN WELLS INDIO , JURUPA VALLEY LAKE ELSINORE- LA QUINTA MENIFEE MORENO VALLEY NORCO PALM DESERT PERRIS RANCHO MIRAGE RUBIDoux CSD SAN JACINTO TEMECULA WILDOMAR BOARD OF SUPERVISORS: KEVIN JEFFRIES DISTRICT 1 JOHN TAVAGLIONE DISTRICT 2 JEFF STONE DISTRICT 3 JOHN BENOIT DISTRICT 4 MARION ASHLEY DISTRICT 5 RIVERSIDE COUNTY FIRE DEPARTMENT IN COOPERATION WITH THE CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION 77-933 Las Montanas Rd., Ste. #201, Palm Desert; CA 92211-4131 • Phone (760) 863-8886 • Fax (760) 863-7072 www.rvcfire.org July. 8, 2014 t Ulrich Sauerbrey u Re: LAQ-14-MISC-024 - Griffin Ranch Entry Gate - The above referenced plans have been reviewed and are acceptable by the Riverside County Fire Department with the following conditions: 1) Gate(s) shall be automatic or manual operated. Install Knox key operated switches with dust cover, location/position installed and mounted as recommended by the Knox Company. (Prior to building final inspection) 2) SUBJECT TO FIELD INSPECTION Nothing in our review shall be construed as 'encompassing structural integrity. - Review of this plan does not authorize or approve any omission or deviation from all applicable regulations. Final approval is, subject to field inspection. Applicant/installer shall be responsible to contact the Fire Department to schedule inspection(s) a minimum of 72 hours prior to the requested inspection date (760) 863-8886. All questions regarding the Ineariing of these conditions should be referred to the Fire Department' Planning & Engineering Staff at (760) 863.8886. Sincerely, �acgccePir�e .gancia Fire Safety Specialist E EILO JUL 2,4 2014 CITY OF LA QUINTA COMMUNITY DEVELOPMENT AL C Built-in LiftMaster® 312HM Radio Receiver standard for use with DIP Switch and Security+® remote controls! Only the LiftMastera Security+© remote controls offer you the benefits of rolling code technology and compatibility with the nations largest network of residential and commercial door operators. standard features: ® Built-in radio receiver ® Alarm reset button ® Highly efficient, extremely quiet 0 120VAC power ® Weatherproof high-density polyethylene cover O Gold zinc -plated chassis eliminates corrosion ® 24VDC board © High-speed precision limit switches ® Solid steel, machined pulley ® Surge/Lightning protection 0 Speed: 90° in 15 seconds 0 Timer to close -adjustable from 0-60 seconds 0 Power on/off switch 0 Inputs for loops, key switches, fire dept. switches, photo eyes, edge etc. 0 Precision limit switches Built for high -traffic and engineered for safety CSW2000LT" models of swing gate operators are the first choice for heavy traffic applications such as large gated communities, residential developments, commercial complexes and private estates. Unlike other systems, the CSW gate operators are designed with a "non -scissor action" swing arm to greatly reduce the risk of injury. And all models include the safety and reliability of our OmniControlT" board, the most advanced control board in the industry. Featuring the highest quality components and backed by years of proven dependability, each unit is carefully inspected and mechanically tested to prove unsurpassed reliability. Unique engineering innovations in each model also ensure that there's a CSW to meet practically every swing gate application. 7 -Year Residential Warranty 5 -Year commercial Warranty the industry standard in quality & performance The Elite TM commercial gate operators are manufactured by Chamberlaine to meet the " highest standards. These 6'6 ".-_31 operators feature the Elite OmniControlT" board of enhanced, reliable operation. This advanced electronic control board offers many integrated functions to simplify installation and to provide added flexibility. In addition, the built-in surge suppression circuit protects the entire system from lightning & strikes. CITY OF LA QUINTA BUILDING & SAFETY �DEPT. AP, / RR tn'T') \'�F '(�hYLiGHTN New surge suppression protection r 1ndUded standard on this gate operat DATE ` l gg 0 VOLT ACO Online Ordering at Your Convenience! • http://dealer.chamberlain.com operators MODEL CSW2000L3 CSW2000LDMDC3 CSW2000LST3 Q103 101 ,4s DESCRIPTION LIST PRIC Commercial Swing Gate Operator MAX GATE WEIGHT (LBS..) (1/2HP 120VAC) $2,921.00 CSW2000LT" model with DC2000 600 power backup system factory installed. $3,605.00 Unique dual motor system delivers 1HP. 1000 Perfect for large and heavy gates. CSW2000LDMT" (1HP 120VAC) $3,412.00 Unique patented dual motor feature. One motor opens the gate, and the other motor closes it. Ideal in high cycle gated communities, desert applications, or where extreme temperatures are an issue. (1HP 120VAC) $3,412.00 CSW2000ULDM model with DC2000 power backup system factory installed. $4,096.00 CSW2000LT" model with stainless steel, powder coated cover for increased durability (1/2HP 120VAC) $3,511.00 Uphill arm $193.00 CSW2000LT"' 15"W x 28"H x 20.5"D CSW2000LST 14"W x 28"H x 19"D CSW2000LDM CSW2000LlHP 15"W x 28"H x 24.5"D RECOMMENDED CAPACITIES Model CYCLES /HOUR MAX GATE WEIGHT (LBS..) GATE LENGTH (M) CSW2000LT" 75 600 20 CSW2000L1HPT" 60 1000 22 CSW2000LDMT" Cont. 600 20 options MODEL DESCRIPTION LIST PRICE AELD Elite TM Plug-in Loop Detector simply plugs -in to the OmniControlTm board. $178.00 G65 18CSW* 120V heater modification, protects system to -40OF Ii Use suffix H3 (Sample: CSW2000LDCH3) $315.00 rte. MPEL Post Mounting Plate for EliteT" commercial gate operators (CSW2000LT"' & SL3000ULT`" models) (posts not included) $105.00 _ 86LM Remote Antenna Mounting Kit For use with 312HM in remote locations. Kit contains antenna bracket and 15' of cable $14.30 NET PowerHinge Industrial Steel Gate Hinges (Pair) Weight capacity: 3,000 lbs. per pailFsPjUj7LD1N(G OF LA QUIrypft PowerHinge2 1/2 Steel, 1/2 Aluminum Gate Hing & SAFETY DEPT. Weight capacity: 1,000 lbs.. per pa11 f Tt�p�` �C�143.00 PowerHinge3 Industrial Aluminum Gate Hinges ( air) FOR `"CI—ONRSTRUUCCTIO I Weight capacity: 1,000 lbs. per pail 43.00 DATE BY * Available factory installed. Please use the following mod s when ordering: CSW2000LH3, CSW2000LDCH3, CSW2000L1HPH3, CSW20uULL)MH3, C5W2000L0MD Our Customer Care Representatives are Ready to Help You! • 800.323.2276 A15 9' HIGH ORCO 32." SQ. ENTRY PILASTER FOR 770/85 MPH EXPOSURE C WIND OPTIONAL CAP - 32" SO DETAIL CUL TUBI OR SEE ! (12) JR4 � @E 6" SO. GATE #4 HORZ AFS FOR( DATE?k DESIGN CRITERIA: PER THE 2013 CBC 1. ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF 2. ALLOWABLE LATERAL PASSIVE PRESSURE= 150 PCF 3. GROUT STRENGTH = 2000 PSI @ 28 DAYS, 4. REINFORCING STEEL : GRADE 60. 5. SEISMIC -100% ONESEC: ACCELERATION. 6. 1500 PSI MASONRY COMPRESSION STRENGTH. NOTES.• 1. CONCRETE BLOCK SHALL CONFORM TO ASTM C 90. ORCO STD. AWaSION, SPELTFACE SLUMPED, OR WEDGE1000BLC KMAYBE I 2. CONCRETE FOR FOOTLYG SHALL BE 1 PART CEMENT TO 2 -IR PARTS SAND TO 3-k2 PARTS GRAVEL KTTHA MAXIMUM OF 1-1/2 GALLONS OF WATER PER S4CC PORTIAND CEMENT SHALL CONFORM 7OAS7M C 150 TYPE V. Fc = Z500 PSI 3. REINFORCING 57M SHALL BE DEFORMED AND CONFORM 70 ASTM A 615 GRADE 60. PROVIDE 48 94R DIAMETER LAP 4. RERAR SHALL BE CENTERED IN THE CONCRETE BLOCK CELL IN WNICN rTLS LOCATED. 5. CONCRETE BLOCK SHALL BE LAYED INA RUNNING BOND PATTERN WITH VERTICAL CONTINUITY OF THE 2715 UNO. 6. ALL BLOCK CELL CONTAINING VER77CAL RE94R SHALL BE SOLID GROUTED. 7. USE ORP TYPES MORTAR PROPORTIONED USING ASTM C270. 1 PART CEMENT TO 1/2 PART LIME TO+W PARTS DAMP, LDOSE SAND. B. GROUT FOR CONCRETE BLODC PER ASTM C 476 TO BE 1 PART CE 74BV T TD 3 PAR 75 SAND (GR OUrMAYCWTAIN 2 PARTS 3/B° PEA GRAVEL IF WEATHER CONDITIONS ARE FAVORABLEAND BLOCK UNORSTRUCLED CELL SUE IS SUMCIENrTO ALLOW GOOD GROUT fLOW). WATER SHALL BEADDED TO PRODUCE GOOD GROUT FLAW W17HOUr SEGREG471ON OF THE CIONSIT UENTS. 9. BLOCK STEM MAYBE WET' -SEC I -W -INTO THE FW77NG WHILE THE CONCRETE l5PLASTIC BLOCK STEN MAYBEPLACED TO E TW R EDGE OF THE TRENCH TYPE FW77AU 10. ROOTING MUST BE POURED ON OR INTO UNDISTURBED NATURAL SOIL OR ON COMPACTED FILL WIIH A MINIMUM COMPACTION OF 90%. 11. RRSr INSPECTION TO BE AFTER F007ING TRENC70SARE READY FOR CONCRETE AND ALL REQUIRED STEEL LS TIED IN PLACE SECOND INSPECTION TO BE WHEN THE REQUIRED VER77C4L. 5 I PLACEAND THEBLOCK WALL 15 READY TO GROUT. 12. PROVIDE ETP'ANAON/CONTROL JOINT ON FACE ADE OF PIASTER WH6REINT>RSFLTING BLOCK WALLS occuR. VOID AREA - DO NOT GROUT -7 L--43 71ES @ 24" 0/C #4 VERT @ EACH CORNER 1616 CMU - BLOCK CELLS LID GROUTED ONLY. A -" Ir I u Qll n i EIN U) * EEp f J1=4 ! Ilse menu item Settings > Printing & Title Block to set these five lines of information for your program. Title : 9'4" 32" pilaster 0.30w seismic Page: Job # :...New... Dsgnr' Date: 3 JUN 2014 Descr. in File: C:\Users\TMALLIS\Documents\Retain Pro 9\2013 new walls.r RetainPro 10 (c) 1987-2012, Build 10.13.8.31 2,738 lbs License : KW -06059401 0.0 psf Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To: ORCO BLOCK COMPANY, INC. 0.0 psf Used for Sliding & Overturning Allowable = Criteria Axial Dead Load = Soil Data Axial Live Load = 0.0 lbs Retained Height = 0.33 ft Allow Soil Bearing = 2,000.0 psf Footing Shear @ Heel = Wall height above soil = 9.00 ft Equivalent Fluid Pressure Method 1.84 OK Sliding = 1.52 OK Heel Active Pressure - 45.0 psf/ft 58.3 lbs Slope Behind Wall = 0.00 : 1 _ 0.0 lbs OK Height of Soil over Toe = 4.00 in Passive Pressure 150.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 115.00 pcf Edge s% R79c771iJb Soil Density Toe = 11500 pcf Surcharge Loads 2,738 lbs Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Allowable = 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 Footing Shear @ Heel = Wall Stability Ratios Allowable = Overturning = 1.84 OK Sliding = 1.52 OK Total Bearing Load = 2,738 lbs ...resultant ecc. _ 13.88 in Soil Pressure @ Toe = 1,884 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,261 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20.8 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 579.8 lbs less 100% Passive Force = - 58.3 lbs less 100% Friction Force = - 821.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability _ 0.0 lbs OK Load Factors Lateral Load Applied to Stem Building Code CBC 2010,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Footing flSoil Friction = 0.300 Soil height to ignore for passive, pressure = 12.00 in by a factor �of� . &wgo'UnExposed Stem = /60.0 psf ,� Adjacent Footing Load Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load 0.00 ft has been increased. 1.00 by a factor �of� . &wgo'UnExposed Stem = /60.0 psf ,� Adjacent Footing Load Top Stem 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 = 0.300 Masonry Data Top Stem I'm psi = 1,500 Stem Construction psi = 24,000 Solid Grouting Stem OK Use Half Stresses' = n/a Design Height Above Ftc ft = 0.00 / Wall Material Above "Ht" = Masonry IA 30 K ecio r 244,,Q"i.-%Z Thickness = 16.00 Rebar Size Rebar Spacing = = # 4 8.00 60�L Rebar Placed at = Edge s% R79c771iJb Design Data It oiv fb/FB + fa/Fa = 0.365 Total Force @ Section lbs = 542.5 Moment.... Actual ft-# = 2,608.5 Moment..... Allowable = 7,152.4 Shear..,.. Actual psi = 3.5 Shear ... :.Allowable psi = 38.7 Wall Weight = 213.2 Rebar Depth `d' in= 13.00 .LAP SPLICE IF ABOVE in= 24.00 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 = Yes Use Half Stresses' = n/a Modular Ration'-- - 21.48 Short Teem Fa'otor 1. 00 ' fl v0 .Equiv.SolidQhic� ®i�L-�'1156,uU INTjq �� ,JPS.,,;��\ Mason BlockJType)ING MdgkL�Wlei t , • `� -`` 0I SPT. /.;: ;..� �' y �,\ Masonry Design Method = DASD �, Concrete Data fc FOR C01 STRUCTION Fy psi = 40 "I n DATE BY 1 ¢ i� UsErfnenu item Settings > Printing & Title Block ,Title 9'4" 32" pilaster 0.30w seismic Page: to set these five lines of information " - Job# :...New... Dsgnr: Date: 3 JUN 2014 for your program. ' Descr: in File: C:\Users\TMALLIS\Documents\Retain Pro 9\2013 new walls.r RetainPro 10 (c) 1987-2012, Build 10.13:8.31 License: Kw -06059401 Cantilevered. Retaining Wall Design :ode: CBC 2010,AC1 318-08,AC1 530-08 License To: ORCO BLOCK COMPANY, INC. Footing Dimensions & Strengths Footing Design Results. Toe Width = 1.46 ft Toe Heel Heel Width = 2.79 Factored Pressure = '2,261 0 psf , Total Footing Width = 4.25 -Mu' :'Upward = 121 0 ft-# - Footing Thickness - 12.00 in Mu' : Downward' ` :_ 13 13 ft Mu: Design = 108 13 ft-# Key Width = 0.00 in ' � " Actual.1-Way Shear • = 20.77 2.84 psi - Key Depth = 0.00 in Allow 1 -Way Shear = 75.00. 75.00 psi Key Distance from Toe = 0.00 ft. Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = 'None Spec'd Footing Concrete Density 150.00 pcf Key Reinforcing None Spec'd t Min. As % _ .0,00181 Other Acceptable Sizes &Spacings Cover @ Top 2.00 @ Btm 3.00 in Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S " Fr Key: No key defined Summ= of Overturning & Resisting Forces & Moments. .....OVERTURNING...:: .....RESISTING.:... Force Distance Moment y. Force, Distance Moment Item lbs ft ft -# lbs ft ft -# Heel Active Pressure = 39.8. 0.44. . 17.6^ Soil"OverHeel = 55.4 3.52 194.9 Surcharge over Heel = Sloped Soil Over Heel = . Surcharge Over Toe = Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil = ,540.0 5.83- 3,14&.2 ' * Axial Live Load on Stem = Soil Over Toe = 55.9 0.73 40.8 ► •` Surcharge Over Toe = Total 579.8 O.T.M.: , 3,165.8 Stem Weight(s) __ 1,989.2 2.13 4,227.6 Earth @'Stem Transitions= - - Footing. Weight = 637.6 2.13 1;355:1 Resisting/Overturning Ratio _ 1.84. Key.Weight _ Vertical Loads used for Soil Pressure = 2,738.0 lbs Vert:. Component = Total= 2,738.0 lbs R.M.=" 5,818.4 * Axial live load NOT included in total displayed, or used for overturning ' resistance, but is included for soil pressure calculation. DESIGNER NOTES:" 'CITY OF LA QUINTA .� BUILDING & SAFETY DEPT. otr"%PROVED CONSTRUCTI0�1,, ..�r� 'siYg ' �., o-, DATE_ • Y�� %i,,1 6 r:� /2(114 x� • a • �� FrJl�ir'j/ File = c:lUsersITMALLISIDOCUME-11ENERCA-11NE9AB7.-1.EC6 Pole Footing Embedded in Soil ENERCALC, INC. 1983-2014, Build:6.14.1.26,Ver.6.14.1.26 Description : 32" GATE PILASTER POST HOLE FOOTING 150 passive Code References u ' ,• r Calculations per IBC 2006 1805.7.2, CBC 2007, ASCE.7-05 Load Combinations Used : ASCE 7-10 Generalln'formation, Pole Footing Shape Circular - Footing Diameter...... r........ 12.0 in - Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive .................. 150.0 pct Max Passive ................... 1,500.0 psf Controlling Values Governing Load Combination : +p+H -, �, U � � C"•� U''- � ., . Lateral Load gp k Moment 5.864 k -ft - Restraint @ Ground Surface x I'L.) l u `f i Soil Surface Surface Lateral Restraint Pressure at Depth : - �I ININ INS I�III Actual 823.87 psf Allowable 825.0 psf-' _lmllIlu� I Surface Retraint Force 3,0.65.64 IbsMinII IIIIN SIN NI + ; � Z k , ►�� f'CC` I NI INI II ' NpNI NS I fmum Requited Depth � •�5 50 1' 'r`' � '� • Footing Base Area 0.7854 ft^2u�- Maximum Soil Pressure 0,0 ksf Footing o&er= r -o• " ,Applied Loads .Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D : Dead Load 0.80 k �0.0 k/ft 0.0 k -ft 0.0 k Lr : Roof Live 0.0 k 0.0 k/ft - 0.0 k -ft 0.0 k L : Live 0.0 k 0.0 k/ft {: 0.0 k -ft . 0.0 k S: Snow 0.0 k 0.0 k/ft 0.0 k -ft 0.0 k W: Wind 0.0 k t 0.0 k/ft" 0.0 k -ft 0.0 k E : Earthquake 0.0 k 0.0 k/ft , _ 0.0 k -ft 0.0 k H : Lateral Earth 0. k 0.0 k/ft , . 0.0 k -ft 0.0 k Load distance above ' TOP of Load above ground surface ` ground surface 7.330 ft 10,0 It BOTTOM of Load above ground surface 2.0 ft Load Cornbinatiori'Result's__ - +��- ^� , Forces @'Ground Surface Q� �Ryequire4d�_- � ® (/ �)P�essure�at De� th Soil Increase ;y r - .,��..0 1 �'4'i 6..�! �J['L% Y u - ° -- . �.. . Load Combination �• nt Loads„(k) Moments (ft R) Depth ; (ft) Actual (ps - Ilo s F, actor • , +D+H 0.800 5.864 5.5 2�. 25.0 1.000 +D+L+H f 0.800 5.864 �R5t50®" q N 25.0 1.000 +D+Lr+H 0.800. 5.864 FOR qpNSTRU O 2-5 U , ii00 +D+S+H 0.800 5.864 5.50 823.9 y.•.000 h .� +D+0.750Lr+0.750L+H ` 0.800 5.864 • DATE _5.50- BY 25c0, 1.00�y/\ +D+,0.750L+0.750S+H _ 0.800 5.864 i ; '825.0 +D+0.60W+H . .864 5.00 996.9 '311y,1300�rj rz.1 +D+0.70E+H 0.800 5.864 5.00 969 97.5 r +D+0.750Lr+0.750L+0.450W+H . ' 0.800 5.864 5.00 996.9'997C5 1.330' C,�1_If=0`�` ^ c4. i �,t .► Y -;' .�Y r..� i r. 1' c. '. �*�� �"��Y ..+ �,, ' �� . t * ' � x,. , • .4 Pole Footing Embedded in Soil F ti . a' r e a ` File-c:\User$1TMALLIS\DOCUME-1\ENERCA=11NE9AB7=1..EC6 e-cl t » _. t• 5..• ,,, ,,.� r` •..+..'• -:..' , "?ENERCALC,,INC. •1983-2014, Build:6.14.1.26,Ver:6.14.1:26 Description : 32" GATE PILASTER POST HOLE FOOTING 150 passive - - - +D+0.750L+0.750S+0.450W+H -.'t . 0.800 5 864 Y: " ' 5.00. ' . 996.9 997.5 1.330 , ` +D+0.750L4750S+0.5250E+H . ' --� ' ' • 0.800' Z.964 5.00 - 996.9 997.5 1.330 +0.60D+0.60W+0:60H :' 0.480 -,3.518 4.25 827.9. + . = 847.9 1.330 f +0.60D+0:70E+0.60H = " - 0.480 3.518 '' 4.25'' 827.9 847.9 1.330 • t ';�'� i.. .Par{. } � . 'f. . - .. • , J. LA i � LM Y ' •.�.` n k ,_• P .}* � a - '.dig , - r ,r.. - 40 • a • .. ,r _y - r,. ti v.• r^ i•- . r'I" • .. t'X'14 •r . fir! Y ,�'�., . J ? ' J • - J . f • r �• 4 - µ� .'..'Y as !, .S ,�• L _ } Y r V Y•. , ," F s ' - RryL,. r;t � rte.;� + a .r C ' � =J.., } .fir-�� jP OF LAQUINTA '" first BUILDING & SAFETY DEP !PPROVED. . FORCONSTRUCTION ` \ DATE 'BY , J I C. 'At �t .y - ' i'•.t �i)� «a `r, R ; .� V. - ., .. '" it L .lr �� 4 .� ~`.`�`j-1 i_�r`lt�� / • 10' HIGH 6' ®"`BA T TERED ENTRY MONUMENT WOOD TRELLIS PER DETAIL P ON SHEET L3.3 OF LS ARCH. PLANS ' SIMPSON C666 NOTES: CAULK AROUND POST #3 TZES.08` 0/C 1 CONCREM BLOCK S`lAUCONFORM mASTM C90ORCOSM. UPPER 2,COURSES PRECISION, SPLIT FACE, SLUMPED, OR WEDGROCK BLOCK MAY BE BRICK CAP USED I ' 2. CONCRETE FOR DOTING SHALL BE 1 PART CEMENT TO 2-1/2 PARTS SAND 70 3-112 PARIS GRAVEL WIN A MAXIMUM OF l-1/1 OALLONSOF WATER PER SACX PORTLAND CEMENTSHALL CONFORM' . GROUT UPPER 16" OF TOASTMCS50TYPE V.Fc-2500P57 VOID FOR TRELLIS 3. REINFORCING SM MALL BE DEFORMED AND CONFORM 70 AS7M A 615 GRADE 60. PROVIDE 48 BAR DIAMETER LAP. 3 77ES 024' 0/C . - 4. RHtAR SHALL BE CENTERED IN THE CONCRETE BLOC(CE L IN . WHICH IT LS LOCA7ED. .. - 5. CONCRETE BLOOC SHALL BE LAYER IN A RUNNING BOND (4) #4 VE TT DROP-IN BARS PATTERN WIN VERTICAL ClONUNUITYOFTHE CEIS UNO. 0 EA. CC RNER CELL 6. ALL BLOC(CELL CONTAINING VER77C 4L REiAR SHALL BESOLID • - GROUTED. 7. USEOBP TIDE S MORTAR PROPOR7701VED LISINGADM C270. 1 - y .PART CEMENT TO 1/2 PART LIME TO 4-1%1 PAR 75 DAMP, LOOSE SAND. • . ' . t • t 8. GROUT FOR CONCRETE 8LCXX PER ASTM C 476 TO BE I PART CEMENT TO 3 PARTS SAND (GROUT MAY CONTAIN 2 PARTS 3/8° > PEA GRAVE. IF WEA T HER CONDH7ONSARE FAVORABLE AND &00( O - UNOBSTRUCTED CELL SUE SUf?-7MJNT TV ALLOW GOOD GROUT . rv� - FLOW). WATER SHALL BE ADDED TO PRODUCE GOOD GROUF FLOW �? C� WITHOUTSEGREGATIONOF7HECONIMENTS. _ C?• . 9. BLOCX STEM MAY BE WET -SET S -w -INTO THE FOOTING WHILE CULTURED TONE VENEER - THE CONCRETE IS PLAS77C &CXX STEM MAY BE PLACED TO - ETTHER EDGE OF THE TRUKH TYPE F007TNG. O 10. F0077NG MUST BE POURED ON OR INTO UNDISTURBED NANRAL SOIL OR ON COMPACTED FILL WITH A MINIMUM (8) #4 DOWELS W/ 24• MIN, - COMPAC77ON OF 90%. EXTENSION INTO CMU. 11. FIRST INSPECTION TO BE AFTER FOOTING TRENOiES ARE 0 EA CELL ,39• READY FOR CONCRETEAND ALL RWDMD STEELIS TIED IN PUKE - L12•r•� SND JNSP &ON T O BE WHEN THE IS READY REQUIRED OUT. VERTICAL IS IN � 12, MAXIMUM CONTROL JOINT SAAQNG. 40' O/C OR 20'01C IF THE . - - WALL IS TO HE STUCCO 00A TED. 2 EQUAL EOUAL co C I- Y® F LA QI.AKTA o C • • . 51 -DI ivo DaDa AES`Fa�oEW. EMoR RQ61- -B' S0. ®TOP FV/�R f }5 HORZ x n- ioNc OR C NSTRUCTIO 0 12" 0/C. EACH WAY 6'-6� SQUARE Lil Li +, • DATE _ BY W MONUMENT PILASTF:� s p, PER SEC T P� c�� IVB ,� v IMF CC 311 7�,3�ao/�! ,Ic1F• LENNAR HOMES Exp: 1";; /I2 'i >'r ` '--- TR. NO. 32879 LA QUI ` `Y &@ EACH CORNER A �16T 0/C BETWEEN CORNERS r 7,. Ci�U , 8816 OR 8616 CMU - BLOCK CELLS CI OF LA QUINTA /F ; - � f TO BE SOLID GROUTED ONLY. COMMUNITY DEVELOPMENT Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 10'8" 72" pilaster 0.24w seismic Page: Job # :...New... Dsgnr: Date: 26 NOV 2013 Descr:10'-8" high 72" sq. pilaster for 0.24w seismic Wall in file: c:\users\tmallis\documents\retain Dro 9\2010 new walls.r RetainPro 10 (c) 1987-2012, Build 10.13.6.24 s License: Kw -06059401 1,298.4 lbs Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To: ORCO BLOCK COMPANY, INC. Surcharge Over Heel 0.0 psf Lateral Load = 24.0 #/ft Adjacent Footing Load = 0.0 lbs Criteria Used To Resist Sliding & Overturning Soil Data Footing Width = 0.00 ft Retained Height = 0.33 ft Allow Soil Bearing 2,000.0 psf . Wall height above soil = 10.33 ft Equivalent Fluid Pressure Method Wall to Ftg CL Dist 0.00 It 1.200 Heel Active Pressure - 45.0 psf/ft Footing Type Slope Behind Wall = 0.00: 1 = 6, Base Above/Below Soil 51E.I&m C. 2 �. Height of Soil over Toe = 4.00 in Passive Pressure _ = 150:0 psf/ft -1*d on Exposed Stem = 5 Off Water height over heel _ 0.0 It Soil Density, Heel _ 115.00 pcf 0.0 lbs - Poisson's Ratio Soil Density, Toe = 0.00 pcf Axial Load Eccentricity = 0.0 in , FootingIlSoil Friction = 0.300, Soil height to.ignore for passive pressure _ 12.00 in I 1 1 s less 100% Friction Force = - 1,298.4 lbs Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load = 24.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 12.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf -,...Height to Bottom = 11,00 ft . Eccentricity = 0.00 in LoadFactors Used for Sliding & Overturning Short Term Factor The above lateral load Wall to Ftg CL Dist 0.00 It 1.200 Axial Load Applied to Stem has been increased 1.00 by a factor of• Footing Type Line Load Masonry Design Mel 6, Base Above/Below Soil 51E.I&m C. 2 �. = 0.0 ft Axial Dead Load = 0.0 lbs -1*d on Exposed Stem = 5 Off at Back of Wall 1.600 fc Axial Live Load = 0.0 lbs - Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in , Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftc ft = 0.00 Overturning = Sliding = ' 2.19 OK, 1.51 OK Wall Material Above "Ht" = Thickness Masonry °'` '�/ 2 / 3 L = 5 / L I e t = 16.00 yr , �T Rebar Size = .. # 4 _ Total Bearing Load = ecc: = 4,328 Ibs 17.49 in Rebar Spacing _- 16.00 ...resultant Rebar Placed at _ Edge Design Data 0 Soil Pressure @ Toe = 1,610 psf OK fb/FB + fa/Fa = 0.367 Soil Pressure @ Heel = 0 psf. OK Total Force @ Section lbs =. 904.5 • Allowable = Soil Pressure Less Than Allowable 2,000 psf Moment ..:.Actual ft-# _ ' 5,101.2 .L - Moment.....Allowable = 13,918.4 VII��.LI.� 7� j3 X lop St - ACI Factored @ Toe = 1,932 psf ACI Factored @ Heel = 0 psf a Shear..... Actual psi = Shear:.... Allowable = 1.6 38.7 ' r3 Footing Shear @ Toe = 16.9 psi OK psi Footing Shear @Heel = 2.3 psi OK Wall Weight _ i Rebar Depth 'd' in= 259 6ht . 48.00 1P 2,i e ��' S Allowable = 75.0 psi J-5 t' • Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= ` 24.00LAP Lateral Sliding Force = 77.4 lbs SPLICE IF BELOW in °/ P F - 1 477 Ib HOOK EMBED INTO FTG in = 8.40 ess 00 ° assive orce - - s less 100% Friction Force = - 1,298.4 lbs Added Force Req'd = 0.0 lbs OK Masonry Data ....for 1.5 : 1 Stability = 0.0 lbs OK fm , Fs Solid Grouting Use Half Stresses Modular Ratio 'n'- LoadFactors Short Term Factor Building Code CBC 2010,ACI ,Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Mel Earth, H 1.600. Concrete Data Wind, W 1.600 fc Seismic, E 1:000 Fy 1,500 CTYP. LAC U I NTA BUILDll\I`n�a& SAFETY DEPT /� X21.48 ROVED nR IeTRl1CTION ~�S�S/ = ASD D ppsiF= BY. r CE31925 t --)m � xp• 12/31/2014 \�F CALIFO�� Use menu item Settings > Printing & Title Block Title : 10'8" 72" pilaster 0.24w seismic Page: ., to set these five lines of information Job # :...New... Dsgnr: Date: 26 NOV 2013 for your program. Descr:10'-8" high 72" sq. pilaster for 0.24w seismic 4 Wall in File: c:\users\tmallis\documents\retain pro 9\2010 new walls.r RetainPro 10 (c) 1987-2012, Build 10.13.6.24 License : Kw -06059401 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To: ORCO BLOCK COMPANY, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = 2.58 ft Toe Heel Heel Width = 3.92 Factored Pressure = 1,932 0 psf Total Footing Width = 6.50 Mu' : Upward = 105 0 ft-# Footing Thickness = 18.00 in Mu': Downward = 18 18 ft-# Mu: Design _, 88 18 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 16.87 2.32 psi Key Depth = 0.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = ` None Spec'd fc'= 2,500 psi Fy = 60,000 psi ' Heel Reinforcing - = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < SFr - Key: No key defined ^ Summa of Overturnin & Resistin Forces Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = - 75.4 0.61 46.0 Soil Over Heel = 98.0 5.21 510.6 Surcharge over Heel Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load =, Added Lateral Load = 24.0 13.00' 312.0 Axial Dead Load on Stem = Load @ Stem Above Soil = 878.1 7.00' 6,142.0 - '.Axial Live Load on Stem = _ - Soil Over Toe = 1.29 Surcharge Over Toe = Total 977.4 O.T.M. 6,499.9 Stem Weight(s) = 2,767.3 3.25 8,993.8 Earth @ Stem Transitions= Footing Weighl = 1,462.5 3.25 4,753.1 Resisting/Overturning Ratio = 2.19 Key Weight = Vertical Loads used for Soil Pressure = 4,327.9 lbs Vert. Component = ` Total = 4,327.9 lbs R.M.=. 14,257.6 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: CITY OF LA QUINTA BUILDING & SAFETY DEPT. o P ROVED CONSTRUCTION �- PATE =-----_B� ,0 041 of CE31925 m Exp. 12/31/2014 LP . 9T C/VIL Q. SOF CALIFC'��