The URL can be used to link to this page

13-1567 (RER)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00001567 Property Address: 53472 VIA BELLAGIO APN: 777-170-025- 1 - - Application description: REMODEL - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: .80000 Applicant: Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION •4 ��1NIN� BUILDING & SAFETY DEPARTMENT BUILDING PERMIT I hereby affirm under penalty of perjury that 1 am licensed under provisions of Chapter 9 (commencing with . Section 7000) of Division 3 of the Business and. Professionals Code, and my License is in full force and effect. License Class: B License No.: 762889 Date: 73 i Iq 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).: 1 _) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). I—) 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 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 1/14/14 Owner: EZRALOW MARSHALL a 23622 CALABASAS ROAD #200 CALABASAS, CA 91302 ZW4 J Contractor: QUINTA FEDDERLY & ASSOCIATES CIF ANCEpEPT. 38747 NOPALES ROAD PALM DESERT, CA 92211 (760)773-5205 Lic. No.: 762889 ----------------------------------------------- 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 EVEREST INS Policy Number 760000440081 I certify that, in the performance of the work for which this permit is issued, 1 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 37(000 of the Labor Code, I shall forthwith comply� with those provisions. Date: \ Applicant: CNS 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 thiscomy t evn�Iter upon the above-mentioned propertyfor inspection purposes. Date: 1 �J 1 Signature (Applicant or Agent): C Qo&� Application -Number . . . . . 13-00001567 Permit . . . ELECTRICAL 2013 Additional desc . Permit Fee . . . . 23.83 Plan Check Fee .00 Issue Date Valuation . . . . 0 Expiration Date 7/13/14 Qty Unit Charge Per Extension 1.00- 23.8300 ---------------------------------------------------------------=------------ LS ELEC FIXTURES, FIRST 20 23.83 Permit MECHANICAL 2013 Additional desc . Permit -Fee 11.92 Plan Check Fee .00 Issue Date . . . . Valuation 0 Expiration Date 7/13/14 Qty Unit Charge Per Extension 1.00 11.9200 ---------------=------------------------------------------------------------ EA MECH APPL REP/ALT 11.92 Permit . . . REMODEL 2013 Additional desc Permit Fee . . . . 70.07 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 7/13/14 Qty Unit Charge Per Extension 1.00 48.6200 LS MISC REMODEL, 1ST 100 SF 48.62 1.00 21.4500 EA MISC REMODEL, ADDL 500 SF 21.45 ---------------------------------------------------------------------------- Special Notes and Comments UPGRADE FRAMING TO CEILING IN SITTING ROOM January 14, 2014 9:51:03 ---------------------------------------------------------------------------- AM jjohnson. Other Fees . . . . . . . HOURLY PLAN CHECK 192.50 PLAN CHECK, ELECTRICAL 23.83 PLAN CHECK, REMODEL 150.15 PLAN CHECK, MECHANICAL 4.77 STRONG MOTION (SMI) - RES 8.00 Fee summary Charged --------------------------= Paid, Credited ------------------------------ Due Permit Fee Total 105.82 .00 .00 105.82 Plan Check Total .00 .00 .00 .00 Other Fee Total 379.25 .00 .00 379.25 Grand Total 485.07 .00 .00 485.07 LQPERMIT Bin # City of La Quinta Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: a I Owner's Name: A. P. Number: -7-7-7—/IQa Address: -M Legal Description: a9ee Contractor: 7f S 'City, ST, Zip: %%245�� Telephone: 9(9' - Address: ,38---7q-7 IU6iL&� ,P _ Project Description: City, ST, Zip: e,!ueA Telephone: .......... State Lic. # —/2/, a City Lic. X. Arch., Engr., Designer: J2 "y6e co V-st&d- Address: City, ST, Zip: Telephone: .......... ............ State Lic. 4: 1 Name of Contact Person: Construction Type: Occupancy: Alm Project type circle one): New n Alter Repair Demo Sq. Ft.: 4&g,::t # Stories: H Units: Telephone# of Contact Person.446?o T;ZVS- X110 Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE iv I 'Submittal Req1d Reeld TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount' Structural Cates. Reviewed, ready for corrections 14)1 Plan Ch . eck Deposit Truss Caics. Called Contact Person 11 h9/1 Plan Check Balance Title 24 Cales. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2"d Review, ready for correctio s issue for Electrical Subcontactor List Called Contact Person 11.,q le4l 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 Pub. Wks. Appr Date of permit issue School Fees LTotal Permit Fees Tr) msulEr- n-m"k39—"�b t (fk5 copOF—A'o-u-5 K6- A4>810 r -L- -Cdp-v 61-�, C&U-6 o ti IN 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: 1-6-14 ❑ 78-495 Calle Tampico City Due Date: N/A Checking ❑ At the request of: La Quinta, CA 92253 Project Address: 53472 Via Bellagio Attn: Angelica Plan Check #: 13-1567 Kathryn Samuels Palm Desert Office: ® Submittal: ❑ 1 Sl � 4th ® 2nd ❑ 55th ❑ 3'd ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: # Of Descriptions: Includes: # Of Descriptions: Copies: Copies: ❑ Structural Plans ❑ Revised Structural Plans ❑ Structural Calculations O Revised Struct. Calcs ❑ Truss Calculations Floor ❑ Revised Truss and Roof ❑ Soils Report ❑ Revised Soils Report ❑ Structural Comment List ❑ Approved Structural Plans ❑ Redlined Structural Plans ❑ Approved Structural Calcs ❑ Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural content is approvable. Due to a misunderstanding of the first plan check review, the second plan check review was sent to our office via email. Revised structural plans and calculations will be submitted by Engineer of Record tomorrow. If you have any questions, please call. Time = 1 HR �y This Material Sent for: ❑ Your Files ® Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ By: Kathryn Samuels Palm Desert Office: ® (760) 772-5107 Other: ❑ 1 cape RATRr QCT RLAI 77570 Springfield Lane, Suite "D" Telephone: (760) 360-9998 Palm Desert, CA 92211 Fax: (760) 360-9903 Structural Calculation For Ezralow Residence At The Hideaway — Lot 337 53 472 Via Bellagio La Quinta, CA Type Of Proiect: Residential Addition Revision #2 (11/26/13) J'Ty ®F LA CSU N A BUILDING & SAFE A P `R T Date: July 25, 2013 Design by: R.A. Job No. 130772 RECEIVE® DEC -0 4.2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT N CLIENT: ay vale�,des ec e� RA SiYLtCtLIYI�Z EnzineeYin� SHEET: SUBJECT:�ew,o� — JOB N0.130 �-}Z DESIGN BY: ►Z.,4 DATE: /a.-113 351 ��( .vaw► xZ-..o +o x_6,5�� C� ► X2� = 1L+2 P�f wPZ � wiz � g,s� �. ► � x �� b5 I �`� C2 > 2 r x 2-4 = 1620 !L 2 Z x 2p 12bo ��aS wD5 LA) x 10 = ws F�f 2 L -e -t k1i ) T�y Of— 'DING 8AFoy r PNOV8D BY 0 w3 Title: Ezralow Residence Job # 130772 'A Dsgnr: R.A r STRUCTURAL ENGINEERING Project Desc,; CIVIL AND STRUCTURAL ENGINEERING Project Notes Printed: 2 DEC 2013.10:51AM Wood Beam File: cAUsersboom3k0esktop%Zia'sProjectslEzralovAezralomec6 ENERCALC, INC. 1983-2011, Build:6.11.4.5, Ver:6.11.4.1 Description : BM#1 Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Fb - Tension 2,900.0 psi E: Modulus of Elasticity ., u x { 1 •�J ¢y !,fr� � ' 'I � .M • `3 fY' .r 'y r Fb -Compr 2,900.0 psi Ebend-xx 2,000.Oksi - Fc - Prll 2,900.0 psi " Eminbend - xx 1,016.54 ksi Wood Species ; iLevel Truss Joist Fc - Perp 750.0 psi m»+1' �. 1`�, .- Wood Grade : Parallam PSL 2.0E Fv 290.0 psi = Beam Bracing � Complete) Unbraced Ft 2,025.0 psi Density 32.210pcf y D(1 i � + D(0.351) Lr(0. 04 142 Lir 0.105,0.02 4.�jG r�p b }"e�xif �R�i�1 t'y „+�,. f.i ll �`�! �1r Y'.� •r 7-"' 4'� 0.5341 Maximum Shear Stress Ratio = 0.349 : 1 ., u x { 1 •�J ¢y !,fr� � ' 'I � .M • `3 fY' .r 'y r fl.�i "+-� y � - � , 1 }- `- 1! L` rW♦ J••� •�� j h. ' +ic�A.Tt K4 ♦.=Zti' C' ."'7 Z. ;�-�- ..ate ;�*. .... iL" �y�' „ S :�- 'A • { , r� 'i'� S aw''• -#�".rsrr� t _� •t m»+1' �. 1`�, .- 5.25x14.0 n=14.0ft _ Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load: D =1.620, Lr =1.20 k 0 6.250 ft, (GT#1) Uniform Load : D = 0.3510, Lr = 0.260 k/ft, Extent = 0.0 ->> 6.50 ft, Tributary Width =1.0 ft, (Roof) Varyinq Uniform Load: D(S,E) = 0.1420->0.0270, Lr(S,E) = 0.1050-4.0 k/ft, Extent = 6.50 -->> 14.0 ft, Trib Width =1.0 ft Uniform Load : D = 0.0520, Lr = 0.0450 , Tributary Width =1.0 ft, (Wall & Ceilinq) (Maximum Bending Stress Ratio = 0.5341 Maximum Shear Stress Ratio = 0.349 : 1 I Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 fb : Actual = 1,530.22 psi fv : Actual = psi 101.13FB: Allowable = 2,864.11 psi Fv : Allowable = .00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H i Location of maximum on span = 6.230 ft Location of maximum on span = 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 i Maximum Deflection { Max Downward L+Lr+S Deflection 0.122 in Ratio = 1374 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360 j Max Downward Total Deflection 0.290 in Ratio = 579 ! Max Upward Total Deflection 0.000 in Ratio= 0 <24. _Maximum Forces_ & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C FN C r C m C t Mactual fb-design Fb-allow Vactual Iv -design Fv-allow Length = 14.0 ft 1 0.309 0.202 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 r 1.000 12.64 884.67 2,864`11 58.49 290.00 +D+Lr+H 1.000 1.000 1.000 1.000 i ` Length =14.0 ft 1 0.534 +D+0.750Lr+0.750L+H 0.349 1.000 1,000 1.000 1.000 1.000 21.87 1,530.22 ,2,8-64,]f1f(,D�96 0 LIlrJ.1Q��[t)Jr Length r+0.7 ft 1 0.478 0.312 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 F7-� 1.000 19.56 1,368.83 k 2,864.1A)0�d'A AF ' '29 t1jJT +D+0.750Lr+0.750L+0.750W+H 1.000 1.000 1.000 1.000 r d�@�s li�o Length =14.0 ft 1 0.478 0.312 1.000 1.000 1.000 1.000 1.000 19.56 1,368.831' 2,864.11 4.43 90.47 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.000 1.000 1.000 11 Length = 14.0 ft 1 0.478 0.312 1.000 1.000 1.000 1.000 1.000 19.56 1,368.83"9,894:11 4.43 90.47 290.00 Title: Ezralow Residence Job # 130772 ' Dsgnr. R.A �k STRUCTURAL ENGINEERING Project Desc.: Project Notes CIVIL AND STRUCTURAL ENGINEERING Printed: 2 DEC 2013,10:51AM Wood Beam File: c:lUsersUoom3\0esktop\7ia's ProjectslEiraloMezralomec6 ENERCALC,.lNC.1983-201.1; Build 6.11.4.5, Ver:6.11.4.1 Description : GM91 Overall Maximum Deflections • Unfactored Loads _ Load Combination Span Max. "-" Def! Location in Span Load Combination Max. "+" Dell Location in Span D+Lr 1 0.2901 6.790 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.767 3.715 D Only 3.336 2.157 Lr Only 2,431 1.558 D+Lr 5.767 3.715 " f JU11DI ® & � QUIN�-�q APP��V DEPT CS) Reza PROJECT: Wood Post Design PAGE: CLIENT: Ezralow Residence DESIGN BY: R.A. As har Dur JOB NO.: 130772 DATE: 11/26/2013 REVIEW BY: R.A. Tables for Wood Post Design Based on NDS 2005 DURATION FACTOR (1.0, 1.15, 1.25, 1.6) CD= 1.00 , (NDS 2.3.2) COMMERCIAL GRADE (# 1 or # 2) # 2 Post Axial ranarity fnr nniinloc Circ -k ft 13 Height Section Size ft 4x4 4x6 4x8 4x10 4x12 6x6 6x8 6x10 6x12 8x8 8x10 6 10.89 16.85 21.84 27.34 33.25 19.59 26.72 33.85 40.97 37.92 48.03 7 8.68 13.51 17.62 22.21 27.01 18.89 25.76 32.63 39.49 37.33 47.28 8 6.96 10.87 14.22 18.00 21.89 17.99 24.54 31.08 37.63 36.59 46.34 9 5.66 8.85 11.60 14.72 17.90 16.91 23.06 29.21 35.35 35.69 45.21 10 4.67 7.31 9.59 12.19 14.82 15.66 21.35 1 27.05 32.74 34.61 43.84 11 3.90 6.12 8.04 10.23 12.44 14.32 19.52 1 24.73 29.93 33.34 1 42.23 12 3.31 5.19 6.83 8.69 10.57 12.96 17.67 1 22.39 27.10 31.87 1 40.37 13 2.84 4.46 5.86 7.46 9.08 11.67 15.91 1 20.15 24.39 30.23 1 38.30 14 2.46 3.86 5.08 6.47 7.87 10.47 14.28 1 18.09 21.90 28.46 1 36.05 15 2.15 3.38 4.45 5.67 6.89 9.41 12.83 1 16.25 19.67 26.62 33.72 16 1.90 2.98 3.92 5.00 1 6.08 8.46 11.54 1 14.62 17.70 24.76 31.37 17 1.69 2.65 3.49 4.44 1 5.40 7.63 10.41 1 13.19 15.96 22.96 29.08 18 1.51 2.37 3.12 3.97 1 4.83 6.91 9.42 1 11.93 14.44 21.23 26.89 19 1.36 2.13 2.80 3.57 4.35 6.27 8.55 1 10.83 13.12 19.62 24.85 20 1.23 1.92 2.53 3.23 3.93 5.72 7.79 1 9.87 11.95 18.13 22.96 21 1.11 1.75 2.30 2.94 3.57 5.22 7.12 1 9.02 10.92 16.76 1 21.23 22 1.02 1.59 2.10 2.68 3.26 4.79 6.53 1 8.28 10.02 15.52 19.66 23 0.93 1.46 1.92 2.45 2.98 4.41 6.01 1 7.62 9.22 14.39 18.23 24 0.85 1.34 1.77 2.26 2.74 4.07 5.55 1 7.03 8.51 13.36 16.93 25 1 0.79 1.24 1.63 2.08 2.53 3.77 5.13 1 6.50 7.87 12.43 15.75 26 0.73 1.15 1.51 1.92 2.34 3.49 4.76 6.03 7.30 11.59 14.68 27 0.68 1.06 1.40 1.79 2.17 3.25 4.43 5.61 6.80 10.82 13.71 28 0.63 0.99 1.30 1.66 2.02 3.03 4.13 5.23 6.34 10.13 12.83 29 0.59 0.92 1.22 1.55 1.89 2.83 3.86 4.89 5.92 9.49 1 12.02 30 0.55 0.86 1.14 1 1.45 1.76 2.65 3.62 4.58 5.54 8.91 1 11.29 Post Axial ranar-itv fnr Ann+harn Dine f6 3 Height Section Size ft 4x4 4x6 4x8 4x10 4x12 6x6 6x8 6x10 6x12 8x8 8x10 6 11.10 17.27 22.54 28.44 34.17 14.96 20.41 25.85 31.29 28.68 36.32 7 8.79 13.73 17.98 22.77 27.49 14.57 19.87 25.16 30.46 28.33 35.89 8 7.02 10.98 14.41 18.30 22.15 14.07 19.18 24.30 29.42 27.91 35.36 9 5.69 8.91 11.71 14.89 18.05 13.45 18.35 23.24 28.13 27.41 34.72 10 4.69 7.35 9.66 12.30 14.91 12.72 17.35 21.98 26.61 26.80 33.95 11 3.92 6.15 1 8.09 10.30 12.50 1 11.90 16.22 1 20.55 24.87 26.09 33.05 12 3.32 5.21 1 6.86 8.74 10.61 11.00 15.00 1 19.00 23.00 25.26 32.00 13 2.85 4.47 1 5.88 7.50 9.10 10.09 13.76 17.42 21.09 24.32 30.81 14 2.47 3.87 1 5.10 6.50 7.89 9.20 12.54 15.88 19.23 23.27 29.47 15 2.16 3.39 1 4.46 5.69 6.91 8.36 11.40 14.44 17.48 22.12 28.02 16 1.90 2.99 3.93 5.01 6.09 7.59 10.35 13.11 15.87 20.91 26.48 17 1.69 2.65 3.49 4.45 5.41 1 6.89 9.40 11.91 14.42 19.66 24.91 18 1.51 2.37 3.12 3.98 4.84 1 6.27 8.56 10.84 13.12 18.42 23.33 19 1.36 2.13 2.81 3.58 4.35 5.72 7.80 1 9.88 11.96 17.1 2� . 20 21 22 1.23 1.11 1.02 1.93 1.75 1.60 2.54 2.30 1 2.10 3.24 2.94 2.68 3.93 3.57 3.26 5.23 4.80 4.41 7.13 1 6.54 1 6.01 9.04 8.28 7.62 10.94 10.03 9.22 16.05 J L21). '3 114.95& l n 1 %94N 13:93' % 1 " v 23 0.93 1.46 1 1.93 2.46 2.99 4.06 5.54 7.02 8.50 12,98-0 46 24 0.86 1.34 1 1.77 2.26 2.74 3.76 5.12 6.49 7.86 12.11 15.34 25 0.79 1.24 1 1.63 2.08 2.53 3.48 4.75 6.01 7.28 11.31 1 14.33 26 0.73 1.15 1.51 1.93 2.34 3.23 4.41 5.59 6.76 10.58 1 13.40 27 0.68 1.06 1.40 1.79 2.17 3.01 4.11 5.20 6.30 _ 9.90 12.54 28 0.63 0.99 1.30 1.66 2.02 2.81 3.83 4.85 5:88 44-76 29 0.59 0.92 1.22 1.55 1.89 2.63 3.58 4.54 1 5.50 8.72 11.04 30 0.55 0.86 1.14 1.45 1.76 2.46 3.36--F 4.25 1 5.15 8.20 10.39 Note: 1. The bold values require steel bearing plate based on, Fel, 625 psi. 2. The table values are from Wood Column software at www.Engineering-lnternationaLcom . QUANT, �1F`E'TY rD,,EPT V J EL i d CLIENT: E? -Ya aW RA Structural Engineering' SHEET: SUBJECT: Rev eJA JOB NO: DESIGN BY: DATE: &o �.kpe Qs 1 ace.voey � -Ha v -j :FrovH p- : HFx - 2-9 x 12 Mai Cey a Ca _ 3 � { [o C Hs ?e OF LAQUINTA .'ING & SAFETY DEPT. 0 Reza PROJECT: Footing at SW #3 PAGE: As ha r our CLIENT : Ezralow Residence DESIGN BY: R.A. g p JOB NO.: 130772 DATE : REVIEW BY: R.A. Fo:offn !D"isi-nhof¢'S:heaf WaIII6ase.d on;-ACay318=05� �r;y. P, - INPUT DATA WALL LENGTH Lw = 2 ft Q WALL HEIGHT h = 12 ft F WALL THICKNESS t = 4 in M FOOTING LENGTH L = 6.5 ft Pw L, = 2.25 h ft FOOTING WIDTH B = 5 ft FOOTING THICKNESS T = 44 in P FOOTING EMBEDMENT DEPTH D = 3.67 ft F ALLOWABLE SOIL PRESSURE qa = 1.5 ksf D DEAD LOAD AT TOP WALL P , r DL = 0.5 kips LIVE LOAD AT TOP WALLPr,LL = 0.5 kips L t L W TOP LOAD LOCATION a = 0.75 ft L 10, WALL SELF WEIGHT Pw = 0.1 kips LATERAL LOAD TYPE (0=wind,1=seismic) 1 seismic SEISMIC LOADS AT TOP (E/1.4, ASD) F = 2.72 kips THE FOOTING DESIGN IS ADEQUATE. M = 0 ft -kips No [Cs : 'j_,, ,� eY CONCRETE STRENGTH f� = 2.5 ksi /1MvYom) ��/// REBAR YIELD STRESS fy = 60 ksi tft-eA-" &✓ 7 TOP BARS, LONGITUDINAL 4 # 4 ' BOTTOM BARS, LONGITUDINAL 8 # 7 BOTTOM BARS, TRANSVERSE # 3 @ 8 in o.c. < _= Not Required ANALYSIS CHECK OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4) F = MR / Mo = 1.36 > 1.4 x 0.75 / 0.9 for seismic (Satisfactory) Where Pf = 17.27917 kips (footing self weight) Mo = F (h + D) + M = 43 ft -kips (overturning moment) MR = (Pr,DL) (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.5Lw) = 58 ft -kips (resisting moment without live load) SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 11.91667 kips (soil weight in footing size) P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) = , 6.46 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (1-1 + a) + Pf (0.5 L) + Pw (L, + 0.51-w) = 59 e = 0.5 L - (MR - MO) / P = 0.64 ft (eccentricity from middle of footing) PI 1+ L) L 111 for e5- 9 M„x = BL 6 2P L, = 0.32 ksf for e>- 3B(0.5L-e)' 6 Where e = 0.64 ft, < (L / 6) FOOTING CAPACITY (STRENGTH DESIGN) Mu,R = 1.2 [Pr,DL (1-1 + a) + Pf (0.5 L) + Pw (L, + 0.51-w)I + 0.5 Pr, LL(L1 + a) _ Mu,o = 1.4 [F(h + D) + M) = 60 ft -kips Pu = . 1.2 (Pr,DL + Pf + Pw) + 0.5 Pr, LL = 22 kips eu = 0.51-- (Mu,R - Mu,o) / Pu = 2.76 ft P„ 1+6e C L BLfor e„ 6 = 5.89 ksf gu,MA.Y - 2P for e„ > L ft -kips (resisting moment with live load) < 4/3qa ' ® 0�I'�" s L `Q X69 (Satisfactory) - ®� DING & SAFETY DEP t 70 ft -kips 0 Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L (cont'd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Xu (ft) 0 0.65 1.30 1.95 2.60 3.25 3.90 4.55 5.20 5.85 6.50 Pu,W (klf) 0.0 0.0 0.0 0.0 58.9 0.5 -57.9 0.0 0.0 0.0 0.0 Mu,,,, (ft -k) 0 0 0 0 -5 -30 -56 -61 -62 -62 -63 Vu,w (kips) 0 0 0 0 -26 -45 -27 -1 -1 -1 -1 Put(ksf) 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 Mu,t (ft -k) 0 -1 -3 -6 -11 -17 -24 -33 -43 -55 -67 Vu,r (kips) 0 -2 -4 -6 -8 -10 -12 -15 -17 -19 -21 qu (ksfl -5.9 -3.3 -0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft -k) 0 5 18 32 46 60 74 88 102 116 130 Vu,q (kips) 0 15 21 22 22 22 22 22 22 22 22 £ M, (fNt-k) 0 5 15 26 30 13 -6 •6 -3 -1 0 £ Vu (kips) 0 13 17 15 -13 -34 •17 6 4 2 0 40 30 20 10 0 OM -10 20 0 " -20 qV -40 � 1- 1- Me, M" ` 383 0. 2f' J Where P = - P min - 0.0018 f Y 0.85Q f C Bu PAux = = 0.0129 (Satisfactory] .f y Eu+Et Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8/10 L 9/10 L L Xu (ft) 0 0.65 1.30 1.95 2.60 3.25 3.90 4.55 5.20 5.85 6.50 Pu,W (klf) 0.0 0.0 0.0 0.0 58.9 0.5 -57.9 0.0 0.0 0.0 0.0 Mu,,,, (ft -k) 0 0 0 0 -5 -30 -56 -61 -62 -62 -63 Vu,w (kips) 0 0 0 0 -26 -45 -27 -1 -1 -1 -1 Put(ksf) 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 Mu,t (ft -k) 0 -1 -3 -6 -11 -17 -24 -33 -43 -55 -67 Vu,r (kips) 0 -2 -4 -6 -8 -10 -12 -15 -17 -19 -21 qu (ksfl -5.9 -3.3 -0.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft -k) 0 5 18 32 46 60 74 88 102 116 130 Vu,q (kips) 0 15 21 22 22 22 22 22 22 22 22 £ M, (fNt-k) 0 5 15 26 30 13 -6 •6 -3 -1 0 £ Vu (kips) 0 13 17 15 -13 -34 •17 6 4 2 0 Location 0.85f Mu,max d (in) (OregD PprovD Vu,max OVc = 2 � b d (f� )o.s Top Longitudinal -6 ft -k 40.75 0.0000 0.0003 34 kips 208 kips Bottom Longitudinal 30 ft -k 40.56 0.0018 0.0020 34 kips 207 kips Bottom Transverse 2 ft -k / ft 39.94 0.0000 0.0000 2 kips / ft 41 kips / ft D; SAFETY DEPT. "O 4/ E QUINTAD BY Reza PROJECT: Footing at SW #3 PAGE: As har Qur CLIENT: Ezralow Residence DESIGN BY: R.A. 9 p JOB NO.: 130772 DATE: REVIEW BY: R.A. Footind„D'esianrof3•Shear:WalflBase'd�nnfA(o•1;3:1�RYn'5•.:*_. ~ .d INPUT DATA WALLLENGTH WALL HEIGHT WALL THICKNESS FOOTING LENGTH FOOTING WIDTH FOOTING THICKNESS FOOTING EMBEDMENT DEPTH ALLOWABLE SOIL PRESSURE DEAD LOAD AT TOP WALL LIVE LOAD AT TOP WALL TOP LOAD LOCATION WALL SELF WEIGHT LATERAL LOAD TYPE (0=wind,1=seismic) SEISMIC LOADS AT TOP (E/1.4, ASD) CONCRETE STRENGTH REBAR YIELD STRESS TOP BARS, LONGITUDINAL BOTTOM BARS; LONGITUDINAL BOTTOM BARS, TRANSVERSE Lw = 2 ft h = 12 ft I = 4 in L = 6.5 ft L1= 2.25 ft h B = 5 ft T = 26 in D = 3.67 ft qa = 1.5 ksf D Pr,DL = 0.5 kips Pr,LL = 0.5 kips lo a = 0.75 ft ,� <_ Pw = ' 0.1 kips 1 seismic F = 2.72 kips THE FOOTING DESIGN IS INADEQUATE. M = 0 ft -kips fc = 2.5 ksi fy = 60 ksi 4 # 4 6 # 6 # 6 @ 10 in o.c. W. YSIS OVERTURNING FACTOR (IBC 06 1605.2.1, 1801.2.1, & ASCE 7-05 12.13.4) F =MR/ Mo = 0.82 < 1.4 x 0.75 / 0.9 for seismic Where Pf = 10.21042 kips (footing self weight) Mo = F (h + D) + M = 43 ft -kips (overturning moment) MR = (Pr,00 (1-1 + a) + Pf (0.5 L) + R,r, (L, + 0.5Lw) = 35 CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 7.041667 kips (soil weight in footing size) P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) = 4.27 kips (total vertical net load) MR = (Pr,DL + Pr, LL) (1-1 + a) + Pf (0.5 L) + Pw (1-1 + 0.5Lw) = 37 e = 0.5 L -(MR - M/o) / P = 4.68 ft (eccentricity from middle of footing) PI 1+6e1 L )) l , L - 9 AI,1x = BL for e 6 2P for e>L = -0.40 ksf - 3B(0.5L-e)' 6 Where e = 4.68 ft, > (L / 6) [Unsatisfactory] ft -kips (resisting moment without live load) ft -kips (resisting moment with live load) < 4/3qa [Satisfactory] FOOTING CAPACITY (STRENGTH DESIGN) j MU,R = 1.2 [Pr,DL (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.51-j + 0.5 Pr, LL(L1 + a) _ f � pp �• 43TM.., ft -kips f B �1�� Vfi33 Mu,a = 1.4 [F(h + D) + M] = 60 ft -kips QUI171 @ t t.. , = � PIIFETY DEPT Pu = 1.2 (Pr,DL + Pf + P,,,,) + 0.5 Pr, LL = 13 kips ® V ;:. eu=0.5L-(Mu.R-Muo)/Pu=l 4.53 ft B'� u;v +6L"J L u,P Mu 9u.A1AX = BL ' 'for e„ 6 = -1.38 ksf DATE - 2P„ L O , for e„ > 6 qu,Mnx Xu Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8110 L (confd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Xu (ft) 0 0.65 1.30 1.95 2.60 3.25 3.90 4.55 5.20 5.85 6.50 Pu.w (kl� 0.0 0.0 0.0 0.0 58.9 0.5 -57.9 0.0 0.0 0.0 0.0 Mu,W (ft -k) 0 0 0 0 -5 -30 -56 -61 -62 -62 -63 Vu,w (kips) 0 0 0 0 -26 -45 -27 -1 -1 -1 -1 Pu.f (ksf) 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Mu,t (ft -k) 0 0 -2 -4 -6 -10 -14 -20 -25 -32 -40 Vu,f(kips) 0 -1 -2 -4 -5 -6 -7 -9 -10 -11 -12 qu (ksf) 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft -k) 0 26 34 43 51 60 68 77 86 94 103 Vu,y (kips) 0 13 13 13 13 13 13 13 13 13 13 £ Mu (ft -k) 0 25 33 39 40 20 -2 � -2 0 0 E Vu (kips) 0 12 11 10 -18 -38 -21 4 2 1 0 50 40 30 20 10 ' 0 _ - - -- O M -10 20 -20 40 oV -60 M. 1 0.05 ]- f` I- 0.383bd'f J Where P = � - P min - 0.0018 f, Y 0.85Q� f s C M P AIAX - = 0.0129 [Satisfactory] .fy eu+Et Section 0 1/10 L 2/10 L 3/10 L 4/10 L 5/10 L 6/10 L 7/10 L 8110 L 9/10 L L Xu (ft) 0 0.65 1.30 1.95 2.60 3.25 3.90 4.55 5.20 5.85 6.50 Pu.w (kl� 0.0 0.0 0.0 0.0 58.9 0.5 -57.9 0.0 0.0 0.0 0.0 Mu,W (ft -k) 0 0 0 0 -5 -30 -56 -61 -62 -62 -63 Vu,w (kips) 0 0 0 0 -26 -45 -27 -1 -1 -1 -1 Pu.f (ksf) 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 Mu,t (ft -k) 0 0 -2 -4 -6 -10 -14 -20 -25 -32 -40 Vu,f(kips) 0 -1 -2 -4 -5 -6 -7 -9 -10 -11 -12 qu (ksf) 1.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mu,q (ft -k) 0 26 34 43 51 60 68 77 86 94 103 Vu,y (kips) 0 13 13 13 13 13 13 13 13 13 13 £ Mu (ft -k) 0 25 33 39 40 20 -2 � -2 0 0 E Vu (kips) 0 12 11 10 -18 -38 -21 4 2 1 0 Location Mu,max d (in) PregD F%provD Vµmax os �Vo f�)Top Longitudinal -4 ft -k 22.75 0.00000.000638 kips 1 s 72k Bottom Longitudinal 40 ft -k 22.63 0.00180.001938 kips 1 s Bottom Transverse 1 ft-k/ft 21.88 0.0018 0.0020 1 kipsk2s / ft QUINTA ��SA'AFETY DEPT. ROVED