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12-1366 (SOTB)P.O. BOX 1504 4-4 VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 12/11/12 Application Number: 12-00001366 Property Address: 51230 EISENHOWER DR APN: 773-072-019-12 -000000- Application description: STRUCTURES OTHER THAN BUILDINGS Property Zoning: VILLAGE COMMERCIAL Application valuation: 1275 Applicant: Architect or Engineer: V 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. Li ense Class: B LicenseNo.: —699640 Date: Contractor:] OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) 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.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the ,work for.whiCh this permit is issued (Sec. 3097, Civ. C.). •_ _ Lender's Name: _ Lender's Address: LQPERMIT Owner: KATHRYN CARLSON PO BOX 1711 LA QUINTA, CA 92247 V, Contractor: JOHNSTON CONSTR INC., D.W 1445 N. SUNRISE WAY, #203 PALM SPRINGS, CA 92262 f (760)416-1144 Lic. No.: 699640 b)Cl PIA, 1A --------------- - - - WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 0000719-2011 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 X700 of the Labor Code, I shall forthwith comply with those provisions. WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL ' SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and County ordinances and state laws relating to building construction, and hereby authorize representatives of thi:��ature. on the above-mentioned property for inspection purposes. Date:(Applicant or A e Application Number . . . . . 12-00001366 Permit . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 31.00 Plan Check Fee 20.15 Issue Date . . Valuation 1275 Expiration Date 6/09/13 Qty Unit Charge Per Extension BASE FEE 15.00 8.00 2.0000 HND BLDG 501-2,000 : 16.00 ------------------------ Notes and Comments 2 QTY 6FT HGT. TRASH ENCLOSURES W/ METAL GATES, STUCCO FINISH PER ENGINEERED DESIGN. 2010 CODES. ENGINEER: BRONZ YOUNG SE4044 --------------------- ------------------------------------------------------ Other Fees . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 ENERGY REVIEW FEE 2.02 HOURLY PLAN CHECK 59'.50 STRONG MOTION (SMI) - COM .50 Fee summary Charged Paid Credited --------------------------------------------------------- Due Permit Fee Total 31.00 .00 .00 31.00 Plan Check Total 20.15 .00 .00 20.15 Other Fee Total 63.02 .00 .00 63.02 Grand Total 114.17 .00 .00 114.17 LQPERMIT Bin.# City Of l.ct Quihta Building 8z Safety Division P.O. Box 1504,76-495 Calle Tampico La.Quinta, CA 92233 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # `� Project Address: E750-0 O&C4— . • Owner's Name: / A. P. Number. Address: Legal Description: City, ST, Zip: // Contractor: V o�� Telephone ' + Address: Project Description: f C s(J City, ST, Zip: P6,/ C� Telephone: State Lie. # : City Lie. #: Arch., Engr., Designer: Address:iW City., ST, Zip: Telephone: vev 33�- `� �%3 "Y ;�`� <�`f ~<:w5%�.�..�.».su Construction Type: Occupancy: State Lie. #: Project type {circle one): New Add'n Alter Repair Demo • #Stories: #Unit;: Name of Contact Person: Telephone # of Contact Estimated Valine of Project: id APPLICANT: DO NOT WRITE BELOW THIS UNE # Submittal Req'd Reed TRACMG PERMITFEES" Plan Sets Plan Check submitted �� 4e6 Amount Structural Cafes. Reviewed, ready for corrections Plan Check Deposit. . Truss C21cs. Called Contact Person Plan Check Balance. Titre 24 Calci. Plans picked up Construction' Flood plain plau Plans resubmitted Mechariicsl Grading plan 2i° Review, ready for corrections ue t21 f Electrical Subeontactor List Called Contact Person ( i Plumbing, Grant Deed Plaos picked up S.NLL H.O.A. Approval Plans resubmitted Grading IN ROUSE:- 1i° Review; ready for corrcctionsfissue Developer Impact Fee Planning Approval. Called Contact Person A.U.P. Pub. Wks. Appr ' Date of permit issue School Fees Total Permit Fees T4hf 444u� P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 To: Burt Hanada, Plans Examiner, Inspection Supervisor From: Les Johnson, Planning Director 0 BUILDING & SAFETY DEPARTMENT (760) 777-7012 FAX (760) 777-7011 Building Plans Approval To CDD: — 1q- I? Due Date: 11 " Z!v ` Z Status: 1-5� Com' The Community Development Department has reviewed the Building Plans for the following project: n Description: �� — I� Q� 1 Address or general location: 611-o3O %04 Applicant Contact: � � ? The Community Development Department finds that: ❑ ...these Building Plans do not require Community Development Department approval. .these Building Plans are approved by the Community Development Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Community Development. Department for review. r= 0 Z, Planning Director . Date received NOV 19 2012 city of La 9uinta Planning Department z VA j YA. . . . . M MEMORANDUM OF TO: Building and Safety Department FROM: Andrew Mogensen, Principal Planner, (760) 777-7068 DATE: 1-1/20/12 RE: Village Park Animal Hospital, Trash Enclosures 51-230 Eisenhower Dr. 1. Planning has received the first installment of in -lieu. parking fees in the amount of $7,693.00, paid by the applicant on 9/19/12, as per the recorded Development Agreement adopted under Ordinance 495. The second half of the in -lieu fees shall be due prior to issuance of a Certificate of Occupancy. 2. Planning has authorized Building and Safety to issue the building permit for the trash enclosure (green sheet approval). Other departments may have additional requirements. prior to Building Department issuance. Should you have any questions, please contact me at (760)' 777-7125. �� M Tod�1� n Nov '2 0 202 C: File .P:\Andy's\Plan Check\51-230 Eisenhower Drive VPAH Trash Enc.doc P`6 4r2 `Q' III --. a PAINT COLOR: - I 506AR. - ' 8" GMU " CONG SLAB DECORATIVE METAL FENCE AND (SATE COLOR: BM: BROI SU(SAR 02112-20 GAN BOLT � � I 1 � I I I I I 1 I I I I I I I I I I I I L—l___________________1_J CONG. GAP STLICCO BM: MARBLE WHITE X142 1 I I I I -Z, I I I I I I I I I I I I I I I I L_J___________________1—J } Q / Lu , P AREA OF TRASH ENCLOSURE No. N\ I \V SITE izEEE�ENGE 101-0 7RASH ENCLOSURE PLAN AND ELEVATIONS SCALE: 1/4" = I' -O" RMTOTT[NOV 19 2012 o >Z Q Q Of w Vj r r U F q C _ N U � ren rn � N LL I .a�gM U) 0--I w m zY w `u') i N 0) J q � N U) O M w `u') i N 0) Q Q CQ G >w'af >0 Z 0� Q Z =¢ Y U vQ Q M Z CL th° W U Q J J_ COVYM1S1rt At;MMM 0. NI:Tl1 MSHTER. THESE tlUW WC.9 Mf �GYPoG11E0 MIQfA THE 10W PRUTECTiOM ACf. INV VML11O-,J3D M:E.m�EMM�TbN�T,� DRAWING TMLE TRASH ENCLOSURE DRAWINGS I DATE: NOVEMBER 15. M12 AT -2.0 19 fAPYWLFT Al2 NNLf 0. N<R]I ABLMTFLi. TNESE OFNW VIC.9 ME covrwc Teo urm+i�e Imo �wr arecvRu.aaxvcavwc,n ppieLiWN ALi. ANV UNNIDpWgD Nw.�mI.SR� REVISIONS SEAL TRASH ENCLOSURE DETAILS DATE: NOVEMBER 15. M12 AT -2.1 N C, PRECAST GONG. CAP f CITY OF LA QUINTA c v, �• �q q C� \, ^ ►� Z� m = BUILDING &SAFETY DEPT. I F APPROVED 33 ; FOR CONSTRUCTION DATE BY c CMU WALL BEYOND � 6X6 T5. POST 3 COAT SnrW ON BUILDING, WRAP ` CONG. STEM WALL BEYOND 5. i i ASPHALT PAVING, 8" CMU -21 5" GO SLAB � p ° p BARS WEEP SCREED PER 5T31CG0 MANJF. I // " CHAMFER//� TION/�\\ II, ..�. IOI -0 W/SEALANT ,\ (4) #5 BARS //\ SLAB ° i PeLVED n STEEL POST OP a %\ BOTTOM/x i p /q. \\\\\\\\\\�� TRASH ENOLOSURE OMIU ® Gfi�ADE I TRASH E�N,C,LO5UR�E(99�155ATE Q 2 C� L w _ II o_ fAPYWLFT Al2 NNLf 0. N<R]I ABLMTFLi. TNESE OFNW VIC.9 ME covrwc Teo urm+i�e Imo �wr arecvRu.aaxvcavwc,n ppieLiWN ALi. ANV UNNIDpWgD Nw.�mI.SR� REVISIONS SEAL TRASH ENCLOSURE DETAILS DATE: NOVEMBER 15. M12 AT -2.1 N C, Zpm2. ►� Z� �m~" fAPYWLFT Al2 NNLf 0. N<R]I ABLMTFLi. TNESE OFNW VIC.9 ME covrwc Teo urm+i�e Imo �wr arecvRu.aaxvcavwc,n ppieLiWN ALi. ANV UNNIDpWgD Nw.�mI.SR� REVISIONS SEAL TRASH ENCLOSURE DETAILS DATE: NOVEMBER 15. M12 AT -2.1 S CONSTRUCTION HOURS 0.0olier 1st - April 30 � Fiday - Friday: 7:00 a.m. to 5:30 p.m. m `= 8:00 a.m. to 5:00 p• Sal t6irdaj . Sunday: None t Overnment Code Holidays: None fvf,'Iv -1 St - September 30th Tvloildl v - Friday: 6:00 a.m. to 7:00 p.m. Saturday,, 8:00 a.m. to 5:00 p.m. a:,ielay: None Government Code Holidays: None Construction is NOT PERMITTED on the following Code Holidays: New Year's Day Dr. Martin Luther Kinglr. Day President's Day Memorial Day Independence Day Labor Day Veteran's Day Thanksgiving Day Christmas Day , A RE -INSPECTION FEE OF $30 WILL BE CHARGED IF THE APPROVED PLANS AND 10B CARD ARE NOT ON THE SITE FOR A SCHEDULED INSPECTION.. NO EXCEPTIONS! "AN ADEQUATELY SIZED DEBRIS CONTAIND IS REQUIRED ON THE JOB SITE DURING 41 PHASES OF CONSTRUCTION AND"MUSI EMPTIED AS NECESSARY FAILUREJO DO MAY CAUSE THE CITY TO HAVE THE CONTAINf-. DUMPED AT THE EXPENSE OF THE OWNER/ CONTRACTOR." "AN ADEQUATELY SIZED DEBRIS CONTAINER IS REQUIRED ON THE JOB SITE DURING ALL PHASES OF CONSTRUCTION AND MUST BE EMPTIED AS•NECESSARY FAILURE TO DO SO MAY CAUSE THE CITY TO HAVE THE CONTAINER DUMPED AT THE EXPENSE OF THE OWNER/ CONTRACTOR" CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY L_j! 811 GMU WALL 3 GOAT 91LIOW FINISH MTM. TRIM ;d I -j"XI -j" STL. ANS DIA&. BRACE 6X6Xj" TS. &ROUT SOLID O LT HOOK: STRAP HINGE SALV. MTL. I �"XI. 1" 4X4X " TS. FRAME ROOF DECKIN&. I -A" THICK GATE JAMB 1DETA I L J SEAL Q u w F C = o CL l O Zac!� O_ ]mow 0 W `r' z� i N a Q oa_ J SEAL Q DRAMG MLE TRASH ENCLOSURE U) C9 DETAILS CL DATE: NOVEMBER 15, 2712 O_ 0 W `r' i N Q oa_ w Z Wo _ Z o� Q =Q Z Y U vQ wZ < M I..L 04 cy w U,) a J J J COI.YPICM ]O12 NNLf 0. NAiEN APWTFR. Mf9C ORhN'PIG9 APE COGVPoGIrtm NODI ilE tGm NYJrttERUMI NpUtlW �rt PROTERION �Cf. NiYIMNTCII® U9E. W�'NGMNOgiKATpNKRf SEAL DRAMG MLE TRASH ENCLOSURE U) C9 DETAILS Z_ DATE: NOVEMBER 15, 2712 0 A -2.2, w STRUCTURAL CALCULATIONS TRASH ENCLSOURE CMU WALLS JOB NO. 11-1779-01 VILLAGE PARK ANIMAL HOSPITAL 51-230 EISENHOWER DRIVE LA QU 1 NTA, CA 92253 11 e!:: If f LC F --- PREPARED FOR KATHRYN CARLSON December 3, 2012 #4 y)e � - PREPARED UND R T DIRECT SUPERVISION OF: JEFFREY B. YOUNG, S.E. RF 0-1 VI DEC 0 4 2012 BY: CITY OF LA QUINT BUILDING & SAFETY DEP APPROVED FOR CONSTRUCTION DA f 2 12 61( . BIZ-(�4o�P s �Q�pf ESS/pN e. yoG I,,//� c� SE 4044 m MARCH. 31 2013 CTU�P\.P« \\lF OF CA��F��/ 0 REFERENCE GBG 2010 TRASH ENCLOSURE GMU WALL H=5' ABOVE CURB A50E 1-05 . . . . . . . . . . . . . . . . . . . . . WIND LOADS - A5GE 1-05 SECTION 6.5.14 6-21 F=ah 6 Cf 85 MPH WIND SPEED ah=0.00256 Kz Kzt Kd V21 EXP. G . . . . . . . . . . . . . . . . . . . . . . . . . . . Kz=.85 Kd=.85 6=.85 . . . ... . . . . Of =1.43 -(CASE A/B B/5-=1.55<2) . . . . . . . . . . . . F=13.36(.85)(1.43)(1.3) F=21.11 P55 (WIND LOAD) . . .. . . . . . . . . . SEISMIC - A5GE '7-05 SECTION 15.4.2 V=0.30 5ds W I 5ds = 1.0 (5EE SEIMIG GOEF) W = 66 P5F 0, GMU GROUT CELLS WITH REINF). Yseis=O.3O(I.0)(6(q P5F) Vseis=lqb P5F < 21.11 P5F THEREFORE WIND 6OV5. VILLAGE PARK ANIMAL HOSPITAL SHEET YOUNG ENGINEERING SERVICES 71-780 5AN JACINTO DRIVE, STE E1 51-150 E15ENHOKER DRIVE RANCHO MIRAGE, GA 92270 LA OUINTA, CA 42255 T,760.854.8860 F,760-884.8661 Other Structures - Method 2 All Heights Figure 6-20 Force Coefficients, Cf Solid Freestanding Walls & Solid Signs B ! F 60L10 SIGN OR e FREESTANDING WALL CASE A h WINDF F F WIND F GROUND SURFACE ELEVATION VIEW S/2 s a/y � F o.osh s -h � , �.� slh < 1 GROUND SURFACE S/h - 1 CASE C F j WIND j 111••-0.29 Be�M•-�� o * e 4�� 8 �I RANGE CASE B F F WIND F F 0.2e--1 WIND '' RANGE ClearanceAs 4 1 5 1 6 1 7 1 8 ect Ratio B/s 2.60 2.90 3.10' 3.30' 3.40' Ratio, s/h 50.05 0.1 0.2 0.5 1 2 4 5 10 20 30 2 45 1 1.80 1.70 1.65 1.55 1.45 1.40 1.35 1.35 1.30 1.30 1.30 1.30 0.9 1.85 1.75 1.70 1.60 1.55 1.50 1.45 1.45 1.40 1.40 1.40 1.40 0.7 1.90 1.85 1.75 1.70 1.65 1.60 1.60 1.55 1.55 1.55 1.55 1.55 0.5 1.95 1.85 1.80 1.75 1.75 1.70 1.70 1.70 1.70 1.70 1.70 1.75 0.3 1.95 1.90 1.85 1.80 1.80 1.80 1.80 1.80 1.80 1.85 1.85 1.85 0.2 1.95 1 1.90 1 1.85 1 1.80 1 1.80 1 1.80 1.80 1 1.80 1.85 1 1.90 1 1.90 1.95 _< 0.16 1 1.95 1 1.90 1 1.85 1 1.85 1 1.80 1 1.80 1 1.85 1 1.85 1 1.85 1 1.90 1 1.90 1 1.95 Region (horizontal distance from 2s to 3s 3s to 10s Aspect Ratio, B/s 3 4 1 5 1 6 1 7 1 8 1 9 2.60 2.90 3.10' 3.30' 3.40' 3.55' 3.65' 1.70 1.90 2.00 2.15 2.25 2.30 2.35 1.15 1.30 1.45 1.55 1.65 1.70 1.75 NOV 1.10 1.05 1.05 1.05 1.05 1.00 'Values Shell be mulBplied by the following redU.1On /S PLAN VIEW OF WALLOR SIGN Irl WITH A RETURN CORNER 3.75' 0.3 0.90 4.00' factor when a return comer is 2.45 1.0 0.75 2 2 0.60 present: vnNo B 10 Region (horfzonhat distance from indwerd edge Aspect Ratio, B/s 13 >_ 45 3.75' 0 to s 4.00' 4.30' 2.45 s to 2s 2.60 2.55 1.85 2s to 3s 2.00 1.95 0.95 3s to 4s 1.50 1.85 4s to 5s 1.35 1.85 1. The term "signs" in notes below also applies to "freestanding walls". 2. Signs with openings comprising less than 30% of the gross area are classified as solid signs. Force coefficients for solid signs with openings shall be permitted to be multiplied by the reduction factor (1 - (1 - e)1'). 3. To allow for both normal and oblique wind directions, the following cases shall be considered: For s/h < 1: CASE A: resultant force acts normal to the face of the sign through the geometric center. CASE B: resultant force acts normal to the face of the sign at a distance from the geometric center toward the windward edge equal to 0.2 times the average width of the sign. For B/s 2 2, CASE C must also be considered: CASE C: resultant forces act normal to the face of the sign through the geometric centers of each region. For s/h - 1: The same cases as above except that the vertical locations of the resultant forces occur at a distance above the geometric center equal to 0.05 times the average height of the sign. 4. For CASE C where s/h > 0.8, force coefficients shall be multiplied by the reduction factor (1.8 - s/h). 5. Llnear Interpolation Is permitted for values of s/h, B/s and LWs other than shown. 6. Notation: B: horizontal dimension of sign, in feet (meters); h: height of the sign, In feet (meters); s: vertical dimension of the sign, In feet (meters); e: ratio of solid area to gross area; L,: horizontal dimension of return corner, in feet (meters) -2- Minimum Design Loads for Buildings and Other Structures 73 YOUNG ENGINEERING SERVICES Title ; TRASH ENCLOSURE WALLS Page: CIVIL & STRUCTURAL ENGINEERS Job # : 11-1779-01 Dsgnr: JT Date: 29 NOV 2012 71-780 SAN JACINTO DR., STE. E2 Description.... RANCHO MIRAGE, CA T: 760.834.8860 This Wall in File: t:\1600 & 1700\1600-1700-misc\(vpah)11-177! RetalnPro 10 (c) 1987-2011, Build 10.12.7.26 License : KW -06054588 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To: YOUNG ENGINEERING SERVICES Criteria 988 psf OK Retained Height = 0.42 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 5.00 in Water height over heel = 0.0 ft Surcharge Loads 988 psf OK Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning 1,500 psf Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 1,185 psf 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 Sliding Calcs (Vertical Component Wall Stability Ratios Lateral Sliding Force = Overturning = 1.79 OK Sliding = 2.99 OK Total Bearing Load = 818 lbs ...resultant ecc. = 5.38 in Soil Pressure @ Toe = 988 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,185 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 2.4 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 158.7 lbs less 100% Passive Force= - 229.2 lbs less 100% Friction Force = - 245.3 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 2010,ACI 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 32.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIiSoil Friction = 0.300 Soil height to ignore has been increased for passive pressure = 5.00 in 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 Wall to Ftg CL Dist = has been increased 1.00 by a factor of Base Above/Below Soil = Wind on Exposed Stem = 21.1 psf Adjacent Footing Load 7 •fir 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 = 0.0 ft at Back of Wall Thickness Poisson's Ratio = 0.300 12.00 Rebar Size = # 4 # 4 Rebar Spacing = 24.00 12.00 Rebar Placed at = Center Center Design Data fb/FB + fa/Fa = 0.627 0.134 Total Force @ Section lbs = 105.5 207.1 Moment.... Actual ft-#= 263.5 692.9 Moment..... Allowable ft-# = 420.3 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 = 0.0 ft at Back of Wall Thickness Poisson's Ratio = 0.300 Stem Construction Top Stem 2nd Stem OK Stem OK Design Height Above FtE ft = 1.42 0.00 Wall Material Above "Ht" = Masonry Concrete Thickness = 8.00 12.00 Rebar Size = # 4 # 4 Rebar Spacing = 24.00 12.00 Rebar Placed at = Center Center Design Data fb/FB + fa/Fa = 0.627 0.134 Total Force @ Section lbs = 105.5 207.1 Moment.... Actual ft-#= 263.5 692.9 Moment..... Allowable ft-# = 420.3 5,187.6 Shear..... Actual psi = 2.3 2.9 Shear..... Allowable psi = 19.4 75.0 Wall Weight psf= 61.0 150.0 Rebar Depth 'd' in= 3.75 6.00 LAP SPLICE IF ABOVE in = 24.00 18.72 LAP SPLICE IF BELOW in= 18.72 HOOK EMBED INTO FTG In= 8.40 Masonry Data I'm Fs Solid Grouting Use Half Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy - 3 - psi= 1,500 psi = 20,000 No n/a 21.48 = 1.000 in = 5.20 = Normal Weight = ASD Half -Stress option used. psi = 2,500.0 psi = 60,000.0 YOUNG ENGINEERING SERVICES Title ; TRASH ENCLOSURE WALLS Page: CIVIL & STRUCTURAL ENGINEERS Job # 11-1779-01 Dsgnr: JT Date: 29 NOV 2012 71-780 SAN JACINTO DR., STE. E2 Description.... RANCHO MIRAGE, CA T: 760.834.8860 This Wall in File: t:\1600 & 1700\1600-1700-misc\(vpah)l1-177! RetalnPro 10 (c) 1987-2011, Build 10.12.7.26 License: KW -06054588 Cantilevered Retaining Wall Design ;ode: CBC 2010,AC1 318-08,AC1 530-08 License To: YOUNG ENGINEERING SERVICES Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.00 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,185 0 psf Mu': Upward = 473 0 ft-# Mu': Downward = 118 0 ft-# Mu: Design = 356 0 ft-# Actual 1 -Way Shear = 2.37 0.00 psi Allow 1 -Way Shear = 75.00 0.00 psi Toe Reinforcing = # 4 @ 18.00 in Surcharge Over Heel = Heel Reinforcing = # 4 @ 18.00 in Adjacent Footing Load = Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 32.1 0.47 15.1 Soil Over Heel = 2.00 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 = 126.7 4.42 559.3 ' Axial Live Load on Stem = = Soil Over Toe = 0.50 Surcharge Over Toe = Total 158.7 O.T.M. 574.5 Stem Weight(s) = 517.8 1.40 725.8 Earth @ Stem Transitions= = Footing Weigh = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.79 Key Weight = Vertical Loads used for Soil Pressure = 817.8 lbs Vert. Component = Total = 817.8 lbs R.M.= 1,025.8 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: -4- YOUNG ENGINEERING SERVICES Project Title: VPAH CIVIL & STRUCTURAL ENGINEERS Engineer: BY Project ID: 11-1779-01 71-780 SAN JACINTO DRIVE, STE. E2 Project Descr: RANCHO MIRAGE, CA 92270 e" G9 T: 760.834.8860 File: T 11600 & 170011600;1700-Misc1(VPAH)11,1770-011Ca1cs1(vpah)11-1779.Ot.ec6 ENERCALC,INC.1983.2012; Build:6.12.11.1,Ver:6.112.11.1 : tell] Description : TRASH ENCLOSURE SWING GATE COLUMN Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Maximum Axial +Bending Load Combinations Used: 20061BC&ASCE7-05 Maximum Shear Ratios :General Info`rmatio'n 0.06252 :1 Steel Section Name: ' TS6x6x3/16 Overall Column Height 6.0 ft Analysis Method: Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Steel Stress Grade A-500GradeBFy=46ksiCarbonSteel Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X -X (width) axis : E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 6 ft, K = 2.1 Load Combination: 20061BC&ASCE7-05 Y -Y (depth) axis: Top along Y -Y Unbraced Length for X -X Axis buckling = 6 ft, K = 2.1 • n r r ar ; E A> 1 z; Applied Loads Service loads entered. Load Factors will be applied for calculations. pp Column self weight included : 92.869 lbsDead Load Factor 0.20 k AXIAL LOADS . , . 87.053 k SWING GATE: Axial Load at 6.0 ft, D = 0.250 k PASS BENDING LOADS ... -1.20 k -ft Lat. Point Load at 6.0 ft creating Mx -x, D = 0.20 k 0.00 ft DESIGN SUMMARY =` ' 19.820 k -ft Bending & Shear Check Results Maximum Axial +Bending Stress Ratios Maximum Shear Ratios PASS Max. Axial+Bending Stress Ratio = 0.06252 :1 Maximum SERVICE Load Reactions.. Location Load Combination D Only Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are ... 0.00 ft Top along Y -Y 0.0 k Pa: Axial 0.3429 k Bottom along Y -Y 0.20 k Pn / Omega: Allowable 87.053 k 0.063 PASS Ma -x: Applied -1.20 k -ft Maximum SERVICE Load Deflections ... 0.00 ft Mn -x / Omega: Allowable 19.820 k -ft Along Y -Y 0.03587 in at 6.Oft above base 0.006 PASS for load combination: D Only +D+0,750Lr+0.750L+H Ma -y: Applied 0.0 k -ft 0.00 ft 0.006 Mn -y / Omega : Allowable 19.820 k -ft Along X -X 0.0 in at 0 -Oft above base PASS 0.00 ft for load combination: PASS PASS Maximum Shear Stress Ratio = 0.006332 :1 0.063 PASS Load Combination D Only PASS 0.00 ft Location of max.above base 0.0 ft PASS 0.00 ft At maximum location values are ... PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H Va : Applied 0.20 k 0.00 ft 0.006 Vn / Omega: Allowable 31.588 k +0+0.750L+0.750S+0.750W+H 0.063 Loat Combination Res616�,:,1; - 5 - Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+L+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+Lr+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+S+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+0,750Lr+0.750L+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+0.750L+0.750S+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+W+H 0.063 PASS 0.00 ft 0.006 • PASS 0.00 ft +0+0,70E+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +0+0.750L+0.750S+0.750W+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+0.750Lr+0,750L+0.5250E+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +D+0.750L+0.750S+0.5250E+H 0.063 PASS 0.00 ft 0.006 PASS 0.00 ft +0.60D+W+H 0.038 PASS 0.00 ft 0.004 PASS 0.00 ft +0.60D+0.70E+H 0.038 PASS 0.00 ft 0.004 PASS 0.00 ft - 5 - eNeYOUNG ENGINEERING SERVICES Project Title: VPAH CIVIL & STRUCTURAL ENGINEERS Engineer: BY ProjectID: 11-1779-01 71-780 SAN JACINTO DRIVE, STE. E2 Project Descr: RANCHO MIRAGE, CA 92270 — T: 760.834.8860 3teeL ; ",,.,,.��.-fi��,..,;::�!'File:.,T;\1600&.1700\i6OO-l7OO-Mis6k(VPAH)i.l-.1770-01\Calc�qvoah h. EkIRCALC, INC. 1993:2012 Bui &6.112.11 )11:1779-01dcl� Description TRASH ENCLOSURE SWING GATE COLUMN .:m Maximum Reactionsn actore Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k -0.200 k 0.343 k ec n .,!..MWrnurne ioht.for.Load'Cornbinationv_--' actored'Lciads.,,.,,..,:,:,qI Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only 0.0000 in 0.000 ft 0.036 in 5.960 It oTS6X6X3 6 K n, 0P7 Depth = 6.000 In I xx = 23.80 in A 4 J = 37.500 in "4 Web Thick = 0.000 in S xx = 7.93 in A 3 Width = 6.000 in R xx = 2.360 in Wall Thick = 0.188 in zX = 9.240 in A 3 Area = 4.270 inA2 I yy = 23.800 inA4 Weight = 15.478 pit S yy = 7.930 in13 R yy = 2.360 in Ycg = 0.534 in 41 9c;)D b /1� ,-Mix Loads 0m . I — Loads are total entered value. Arrows do not reflect absolute direction. b �a YOUNG ENGINEERING SERVICES Project Title: VPAH Iq CIVIL & STRUCTURAL ENGINEERS Engineer: BY Protect ID: 11-1779-01 ShIMA 71-780 SAN JACINTO DRIVE, STE. E2 Pro)ect Descr: RANCHO MIRAGE, CA 92270 eN T: 760.834.8860 "` • -.;.' :;:: .,...>:.•,.<.,•..;::.t;;::•.. ,.File:T:11600&1700116001700-Misc1(VPAH)11-1779011Catcsl(vpafi)11-1779-01:ec6;: POI@ FOOtlllg Enlbeddt?d.,III,SOII. r :. '. ENERCALC,INC,'19832012, Build:6.12.11.1,Vir:6.12.11.1 1 �1 • Description : SWING GATE COLUMN FOUNDATION Code Ref&r&nces':p ....' ., Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2009 Pole Footing Shape Circular Footing Diameter .............. 18.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive .................. 250.0 pd Max Passive ................... 1,500.0 psf Controlling Values 0.20 k Governing Load Combination: +D+L+H 0.0 k I Lateral Load 0.20 k j Moment 1.20 k -ft NO Ground Surface Restraint 0.0 k Pressures at 113 Depth 0.0 k Actual 277,237 psf Allowable 277.781 psf 13�4�.f. ,"'t•"T'X.illlatt ,' ,Ynn.fiti:�'.Er ?r Mmimuro Reguir}ed.Depth 3:3{75` E : Earthquake 0.0 k Footing Base Area 1.767 ft"2 i Maximum Soil Pressure 0.0 ksf O Footing Diameter - 1'-a• Applied Loads. Lateral Concentrated Load Lateral Distributed Load Vertical Load D : Dead Load 0.20 k 0.0 klft 0.0 k Lr: Roof Live 0.0 k 0.0 k/ft 0.0 k L: Live 0.0 k 0.0 klft 0.0 k S: Snow 0.0 k 0.0 klft 0.0 k W: Wind 0.0 k 0.0 k/ft 0.0 k E : Earthquake 0.0 k 0.0 klft 0.0 k H : Lateral Earth 0.0 k 0.0 klft 0.0 k Load distance above 0.200 TOP of Load above ground surface 3.38 ground surface 6.0 ft 0.0 It +D+0.750L+0.750S+H 0.200 1.200 BOTTOM of Load above ground surface 277.2 277.8 1.000 0.0 It 0.200 D Only 0.200 1.200 0.13 0.0 0.0 0.000 +D+L+H 0.200 1.200 3.38 277.2 277.8 1.000 +D+Lr+H 0.200 1.200 3.38 277.2 277.8 1.000 +D+S+H 0.200 1.200 3.38 277.2 277.8 1.000 +D-4750Lr+0.750L+H 0.200 1.200 3.38 277.2 277.8 1.000 +D+0.750L+0.750S+H 0.200 1.200 3.38 277.2 277.8 1.000 - D+W4-H 0.200 1.200 3.38 277.2 277.8 1.000 +D+0.70E+H 0.200 1.200 3.38 277.2 277.8 1.000 +0+0.750Lr+0.750L•+0.750W+H 0.200 1.200 3.38 277.2 277.8 1.000 -7- YOUNG ENGINEERING SERVICES CIVIL & STRUCTURAL ENGINEERS 71-780 SAN JACINTO DRIVE, STE. E2 RANCHO MIRAGE, CA 92270 eN "� T: 760.834.8860 Description : SWING GATE COLUMN FOUNDATION +D+0.750L+0.750S+0.750W+H 0.200 +D+0.750Lr+0.750L+0.5250E+H 0.200 +D+0.750L+0.750S+0.5250E+H 0.200 +0.60D+W+H 0.120 +0.60D+0.70E+H 0.120 Project Title: VPAH Engineer: BY Protect Descr: Project ID: 11-1779-01 1.200 3.38 277.2 277.8 1.000 1.200 3.38 277.2 277.8 1.000 1.200 3.38 277.2 277.8 1.000 0.720 2.88 228.7 229.9 1.000 0.720 2.88 228.7 229.9 1.000 5. 8. 7. 8. 9. 10. 11. E V�\ C) c� z m S 04 * M RC 31, 013 Ru u \lS OF CM- 10",�`� ALL MASONRY WORK SHALL CONFORM TO THE LATEST EDITION OF THE CALIFORNIA BUILDING CODE. CONCRETE BLOCK SHALL BE 6H X W X Ib L HOLLOW UNITS. CONFORM TO A.5.T.M. 6-40, GRADE "N-1" NORMAL WEIGHT UNITS WITH MAXIMUM LINEAR 5HRINKA6E OF OA6%. MORTAR MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT AND (3 1/2) PARTS SAND AND NOT LESS THAN PART NOR MORE THAN I/2 PART LIME PUTTY FOR TYPE "5' MORTAR 690UT MIX SHALL BE COMPOSED OF ONE PART PORTLAND CEMENT TO NOT MORE THAN THREE PARTS SAND AND NOT MORE THAN TWO PARTS PEA GRAVEL WITH 'GROUT -AID' ADDED FOR HIGH LIFT GROUTING ONLY. SPECIAL INSPECTIONS SHALL BE REQUIRED FOR HIGH LIFT 6ROUTING. PROVIDE CLEANOUT OPENINGS AT BOTTOM OF ALL VERTICALLY GROUTED CELLS IF GROUT POUR EXCEEDS 5'-0' MAXIMUM LIFT SHALL NOT EXCEED 6'-0". ALL REINFORCING SHALL HAVE A MINIMUM COVERAGE OF 316" 6ROUT. BOLTS SHALL BE GROUTED WITH I' OF &ROUT BETWEEN BOLT AND MASONRY. NO PIPES OR DUCT5 SHALL BE PLACED IN MASONRY WALL5 UNLESS SPECIFICALLY NOTED OR DETAILED. DOWELS IN CONCRETE FOR MASONRY WALLS SHALL BE THE SAME SIZE AND SPACIN6 AS MASONRY WALL REINFORCING. ALL MASONRY SHALL BE REINFORCED 6ROUTED MASONRY. GROUT ONLY CELLS CONTAINING REINFORCING, UNLE55 NOTED OTHER -WISE ON FOUNDATION PLAN. REINFORCIN6 SHALL BE SECURELY HELD AND BRACED IN PLACE TO PREVENT MOVEMENT WHILE PLACING MASONRY. 1/2" EXPANSION JOINT FILLER 5" GONG. OJ 1 CONT. SLAB = m 2'-0" PRECAST GONG. GAP 5EE ARCHITECTURAL5 2-#4 HORIZONTAL TOP COUR5E �- 8"X8"xI6" CMU GROUT ALL GELL5 501LID WITH REINF. #4 VERTICAL AT 24" O/C CENTER OF CELL 2-#5 CONT 0 #4 VERT BARS IN FOOTING AT 12" O/C F.G. 3000 P51 CONCRETE TRA5H ENCL05URE INALL5 VILLAGE PARK ANIMAL H05F I TAL 51-230 EISENHOWER DRIVE, LA GUINTA, CA 92253 71-780 5AN JACINTO DR., 5TE. E2, RANCHO MIRAGE, CA 922'10 TEL: 760-834-8860 FA" q`10-834-8861 SCALE I'■P-o' CAM '."n2 5K I E T5bxbx3/16 STEEL GATE COLUMN INTEGRATE POLE FOOTING WITH CMU WALL I FOOTING AS REQUIRED TO ALLOW STEEL COLUMN 5" CONCRETE SLAB TO BE SET IN CENTER OF FOOTING I . I I I I m 1/2" WELDED 5TUD5 2 AT TOP AND 2 AT BOTTOM 3000 PSI CONCRETE TRA5H ENCLOSURE SWING GATE COL/FOUNDATION VILLAGE PAR< ANIMAL HOSPITAL WALE 51-230 EISENHOWER DRIVE, LA OUINTA, GA 42253 aAM 1"A2 5'/ll��2 YOUNG ENG 1 NEER I NG SERV I GES '71-750 SAN JAC INTO DR., STE. E2, RANCHO MIRAGE, GA422?0 TEL: '160-834-8860 FAX: '760-834-8861 - 1 0 - (' Wm S 04'd Z fri M RC 1 31. 013 \TS OF CA�1F0��`/ E T5bxbx3/16 STEEL GATE COLUMN INTEGRATE POLE FOOTING WITH CMU WALL I FOOTING AS REQUIRED TO ALLOW STEEL COLUMN 5" CONCRETE SLAB TO BE SET IN CENTER OF FOOTING I . I I I I m 1/2" WELDED 5TUD5 2 AT TOP AND 2 AT BOTTOM 3000 PSI CONCRETE TRA5H ENCLOSURE SWING GATE COL/FOUNDATION VILLAGE PAR< ANIMAL HOSPITAL WALE 51-230 EISENHOWER DRIVE, LA OUINTA, GA 42253 aAM 1"A2 5'/ll��2 YOUNG ENG 1 NEER I NG SERV I GES '71-750 SAN JAC INTO DR., STE. E2, RANCHO MIRAGE, GA422?0 TEL: '160-834-8860 FAX: '760-834-8861 - 1 0 -