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05-0220 (RER)P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING PERMIT BUILDING & SAFETY DEPARTMENT (760) -XT -7012 �%F A(76077�-7011 I INSPECTON-REQUESTS (760) 77-7153 Qty Unit Charge Per Extension BASE FEE 15.00 Application Number . . . . �0:5=000002 0 3/01/05 Property Address . . . . . . 5-04-15—VIA PUENTE APN: 772-370-032- - - Application description . . . REMODEL - RESIDENTIAL Property Zoning . LOW DENSITY RESIDENTIAL Application valuation . . . . 15000 Owner Contractor ------------------------- HARRIS SANDRA ------------------------ SAWYER, RONALD PHILIP .5.0415 VIA PUENTE 78525 AVENUE 41 LA QUINTA CA 92253 INDIO CA 92201 (760) 200-0893 WCC: HRH INS WC: 044001988704 10/01/05 CSLB: 541336 09/30/06 CCC: B ------ Structure Information 552 SQ. FT. PATIO AND FIREPLACE ----- Construction Type . . . . . TYPE V - NON RATED. Occupancy Type . . . . . . DWELLG/LODGING/LONG <=10 Flood Zone . . . . . . . . NON -AO FLOOD ZONE Other struct info . . . . . CODE EDITION 2001 CBC ---------------------------------------------------- Permit . . . . . . ------------------------ BUILDING PERMIT Additional desc Permit Fee 162.00 Plan Check Fee 105.30 Issue Date Valuation 15000 Qty Unit Charge Per Extension BASE FEE 45.00 13.00 9.0000 THOU BLDG 2,001-25,000 117.00 ------------- -------------------------------------------------------------- Permit . . . . . . ELECT - ADD/ALT/REM Additional desc Permit Fee . . . . 16.50 Plan Check -Fee 4'.13 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 2.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 1.50 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL Additional desc Permit Fee . . . . 24.00 Plan Check Fee 6.00 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 P.O. Box 1504 Tif ��G�n/ 78-495 CALLE TAMPICOf 4 4V a LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT Application Number: Applicant: Applicant's Mailing Address: Architect or Engineer: VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS 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. L-icense'Class ) License,No. Date— rC� r,= OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' 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 Contractors' 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 fora permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U 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 or 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, 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.). U I am exempt under Sec. B.& .C. for this reason �te Owne WORKERS' 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 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 subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with t rovisions. 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. 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 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, indemnity 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. 1 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 epresentatives of this county to enter upon the above-mentioned property r inspection purposes. Date es a��Signature (Applicant or A7ent): Fee summary Charged Permit Fee Total 232.50 Plan Check Total 122.93 Other Fee Total 12.03 Grand Total 367.46 Paid Credited Due ---------- ---------- ---------- .00 .00 232.50 .00 .00 122.93 .00 .00 12.03 .00 .00 367.46 Page 2 Application Number . . . . . 05-00000220 Date 3/01/05 Qty Unit Charge Per Extension 1.00 9.0000 EA MECH APPL REP/ALT/ADD A 9.00 ---------------------------------------------------------------------------- Permit . . . . . . PLUMBING Additional desc Permit Fee . . . . 30.00 Plan Check Fee 7.50 Issue Date Valuation 0 Qty Unit Charge Per Extension BASE FEE 15.00 .2.00 6.0000 EA PLB ROOF DRAIN 12.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 ----------------------------------=----------------------------------------- Special Notes and -Comments patio addition and fireplace.3/1/05 10:0 6:46 AM jjohnson 7 ----------------------------------------------------------------------- Other Fees . . . . . . . . . ENERGY REVIEW FEE 10.53 . STRONG MOTION (SMI) - RES 1.50 Fee summary Charged Permit Fee Total 232.50 Plan Check Total 122.93 Other Fee Total 12.03 Grand Total 367.46 Paid Credited Due ---------- ---------- ---------- .00 .00 232.50 .00 .00 122.93 .00 .00 12.03 .00 .00 367.46 STRUCTURAL CALCULATIONS LU z 2-: o c : a :D �L_,� 0 LU cz gQO� �z Oz 0 z 0 Um JOB # 05-1718-01 HARRIS RESIDENCE PATIO ADDITION 50-415 VIA PUENTE LA QUINTA, CALIFORNIA PREPARED FOR MR. AND MRS. KAY HARRIS PREPARED UNDER THE DIRECT SUPERVISION OF: JEFFREY B. YOUNG, S.E. January 14, 2005 4 =s YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 771804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 760-360-5770 VERTICAL LOADS: ROOF: TYPICAL (FLAT) DEAD LOAD: 1/2"PLYWOOD BUILT-UP ROOF 2X12 OR 2X TRUSSES @ 24" o/c 1/2" DRYWALL INSULATION MISC. TOTAL ADD 10 P.S.F. FOR STUCCOED SOFFITS 1.5 5.5 3.2 2.5 1 1.3 15.00 P.S.F. JOB SHEET NO. OF CALCULATED BY CHECKED BY SCALE LIVE LOAD: >4:12 <4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 20.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. 16.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. 12.00 P.S.F. WALL: TYPICAL INTERIOR 2X4 TYPICAL EXTERIOR 2X6 DEAD LOAD: DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 STUCCO INSULATION 1.00 1 LAYERS 5/8" DRYWALL 2X4 STUDS @ 16" o/c 1.00 INSULATION MISC. 1.75 2X12 STUDS @ 16" o/c MISC. TOTAL 10.00 P.S.F. TOTAL TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X6 STUDS @ 16" o/c 1.60 MISC. 1.15 TOTAL 10.00 P.S.F. 10.00 3.13 1.00. 1.60 1.27 1 /.uu r.s.r. • YOUING ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING JOB 77=804 WILDCAT DRIVE, STE. C SHEET NO. PALM DESERT, CA CALCULATED BY 92211 CHECKED BY 760-360-5770 SCALE LATERAL LOADS: WIND: 70 M.P.H. EXPOSURE C p=CeCgqsl=(1.06)(1.3)(12.6)(1.0)=17.36 P.S.F. 0-15' METHOD 2 p=CeCgqsl=(1.13)(1.3)(12.6)(1.0)=18.51 P.S.F. 15'-20' p=CeCgqsl=(1.19)(1.3)(12.6)(1.0)=19.49 P.S.F. 20'-25' SEISMIC: Na= 1.00 R= Nv= 1.20 hn= Ca= 0.44 Ct= ✓ Cv= 0.77 T=Ct(hn)^.75= BASE SHEAR: (30-4) V= (Cvl/RT)W= (30-5) V= (2.5Cal/R)W= (30-6) V= (.11Cal)W= (30-7) V= (.8ZNvl/R)W= 2001 C.B.C. 5.50 1= 1.00 12.75 Z= 0.40 0.02 0.13 1.037 W SHALL BE THIS EXCEPT 0.200 W NEED NOT EXCEED 0.048 W BUT NOT LESS THAN 0.045 W BUT NOT LESS THAN IN ZONE 4 -2- OF YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 774804 WILDCAT DRIVE, STE. C PALM DESERT, CA 92211 760-360-5770 LOAD CASES: STRENGTH DESIGN: (12-1) 1 AD (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1 L OR .8W) (12-4) 1.2D+1.3W+f1 L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1 L+f2S) (12-6) .9D +/- (1.OE OR 1.3W) f1=1.00 FOR LL -100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) * (12-9) D+(W OR E/1.4) " (12-10) .9D +/- E/1.4 * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] * = MAY NOT USE 1/3 RD STRESS INCREASE ALTERNATE ALLOWABLE CASES: JOB SHEET NO. CALCULATED BY CHECKED BY SCALE E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh "* (12-13) D+L+(W OR E/1.4) "« (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)^.5 «« (12-15) D+L+W+S/2+W/2 1<p<1.5 «" (12-16) D+L+S+E/1.4 '* = MAY USE 1/3 RD STRESS INCREASE -3 OF YOUNG ENGINEERING SERVICES JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO, OF 74-804 WILDCAT DRIVE, STE. C CALCULATED BY PALM DESERT, CA CHECKED BY 92211 SCALE 760-360-5770 VERTICAL LOAD DESIGN DESIGN DATA: LUMBER: DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE Fb psi Fbr psi Fv psi Fc psi E psi 2X4 1500 1725 95 1495 1700000 2X6 1300 1495 95 1430 1700000 2X8 1200 1380 95 1365 1700000 2X10 1100 1265 95 1300 1700000 2X12 1000 1150 95 1300 1700000 4 2X14 & WIDER 900 1035 95 1300 1700000 4X4 1500 — 95 1495 1700000 4X6 1300 — 95 1430 1700000 4X8 1200 — 95 1365 1700000 4X10 1100 — 95 1300 1700000 4X12 1000 — 95 1300 1700000 . 4X14 & WIDER 900 — 95 1170 1700000 6X6 1300 — 85 925 1600000 6X8 1300 — 85 925 1600000 6X10 1300 — 85 925 1600000 6X12 1300 — 85 925 1600000 6X14 1300 — 85 925 1600000 GLU-LAM BEAMS MICROLAMS PARALLAMS 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST TRUS JOIST Fb=2400 psi Fb=2400 psi Fb=2800 psi Fb=2900 psi Fv=165psi Fv=165psi Fv=285psi Fv=290psi E=1800000psi E=1800000psi E=2000000psi E=2000000psi SIMPLE CANTILEVER POSTS: #1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi 6X 1200 85 1000 1600000 FOUNDATION WALLS: ASTM GRADE C-90 NORMAL WEIGHT MASONRY BLOCK Fm= 1500 psi REINFORCING STEEL: CONCRETE BLOCK GRADE 40 GRADE 60 4 Fy=40 ksi Fy=60 ksi LA N 2 rn F rr a a _ -0 �o I o Z onA� o 6z 6-1o� J 0 j 2 n� Q ru o < N .a u f YOUNG ENGINEERING SERVICES CIVIL & STRUCTURAL ENGINEERS 77-804 WILDCAT DRIVE, SUITE C e�+ ces PALM DESERT, CA 92211 TEL: 760-360-5770 Rev 715. Ver Description R1 Title: HARRIS RESIDENCE Dsgnr: JWT Date: Description: PATIO ADDITION Scope General Timber Beam Job # 05-1717-01 General Information Span= 29.50ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Total Load Center Span 29.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 4.7 k Bm Wt. Added to Loads Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 119.00 #/ft LL 95.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Deflections center span... Span= 29.50ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.399 : 1 0.000 in 0.000 in ...Location 14.750 ft 14.750 ft ...Length/Deft Maximum Moment 0.0 25.6 k -ft Maximum Shear ` 1.5 4.7 k Allowable D.L. Defl ) ... 64.2 k -ft 0.000 in Allowable @ Center 27.7 k ...Length/Defl Max. Positive Moment 25.65 k -ft at 14.750 ft Shear: @ Left 3.48 k @. Right Max. Negative Moment 0.00 k -ft at 29.500 ft Stress Calcs @ Right 3.48 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Le 0.000 ft Max @ Right Support 0.00 k -ft Cv 0.928 Rb 0.000 @ Center 0.803 in Max. M allow 64.22 Sxx Req'd Allowable fb Reactions... @ Center @ Right 0.000 in 2,784.53 psi fb 1,112.13 psi tv 51.12 psi Left DL 2.08 k Max 3.48k 0.00 k -ft Fb 2,784.53 psi Fv 300.00 psi Right DL 2.08 k Max 3.48 k Deflections center span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.535 in -0.896 in Deflection 0.000 in 0.000 in ...Location 14.750 ft 14.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 661.6 395.04 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.803 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @. Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cv 0.928 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 25.65 k -ft 110.53 in3 2,784.53 psi @ Left Support 0.00 k -ft 0.00 in3 2,784.53 psi @ Right Support 0.00 k -ft 0.00 in3 2,784.53 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.72 k 4.72 k Area Required 15.720. in2 15.720 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 3.48 k Bearing Length Req'd 1.044 in Max. Right Reaction 3.48 k Bearing Length Req'd 1.044 in M YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION PALM DESERT, CA 92211 Scope TEL: 760-360-5770 Rev: 580004 i User: KW -0601715, Ver 5.8.0. 1 -Dec -2003 General Timber Beam I__ lc)1983.2003 ENERCALC EngineeringSoftFE ware harristecw:Calculatlons Description R1 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.48 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in _7 YOUNG ENGINEERING SERVICES CIVIL & STRUCTURAL ENGINEERS 77-804 WILDCAT DRIVE, SUITE C a+ ces PALM DESERT, CA 92211 TEL: 760-360-5770 Rev: 580004 User: KW0601715. Ver! Description R2 Title: HARRIS RESIDENCE Dsgnr: JWT Date: Description: PATIO ADDITION Scope : General Timber Beam Job # 05-1717-01 General Information Dead Load Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Max Stress Ratio Center Span 24.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir, 24F - V4 Bm Wt. Added to Loads Camber ( using 1.5 • D.L. Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 119.00 #/ft LL 95.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 24.00ft, Beam Width = 5.125in x Depth = 18.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Max Stress Ratio 0.259 : 1 -0.234 in -0.393 in Deflection 0.000 in 0.000 in Maximum Moment 12.000 ft 17.0 k -ft Maximum Shear * 1.5 3.7 k Allowable 65.6 k -ft Camber ( using 1.5 • D.L. Allowable Deflection 27.7 k Max. Positive Moment 16.98 k -ft at 12.000 ft Shear: @ Left 2.83 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right @ Right 2.83 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.352 in Max. M allow 65.56 Reactions... 0.000 @ Right 0.000in fb 736.10 psi fv 40.49 psi Left DL 1.69 k Max 2.83 k Fb 2,842.58 psi Fv 300.00 psi Right DL 1.69 k Max 2.83 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.234 in -0.393 in Deflection 0.000 in 0.000 in ...Location 12.000 ft 12.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,228.7 733.62 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.352 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cf 0.948 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 16.98 k -ft 71.67 in3 2,842.58 psi @ Left Support 0.00 k -ft 0.00 in3 2,842.58 psi @ Right Support 0.00 k -ft 0.00 in3 2,842.58 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.73 k 3.73 k Area Required 12.449 in2 12.449 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 2.83 k Bearing Length Req'd 0.849 in Max. Right Reaction 2.83 k Bearing Length Req'd 0.849 in YOUNG ENGINEERING SERVICES CIVIL & STRUCTURAL ENGINEERS 77-804 WILDCAT DRIVE, SUITE C en PALM DESERT, CA 92211 TEL: 760-360-5770 RCV Ver 101983-2003 ENERCALC Enginee Description R2 Title: HARRIS RESIDENCE Dsgnr: JWT Date: Description: PATIO ADDITION Scope : General Timber Beam Job # 05-1717-01 Query Values 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.83 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 It 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title :'HARRIS RESIDENCE Job # 05-1717-01 CIVIL S STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION 6 ce9 PALM DESERT, CA 92211 Scope _ _ TEL: 760-360-5770 Rev: 580004 i User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 General Timber Beam I (01983-2003 ENERCAIC Engineering Software harris.ecw:Calculations Description R3 I.General Information Span= 23.00ft, Beam Width = 5.125in x. Depth = 18.in, Ends are Pin -Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x18 Total Load Center Span 23.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 3.5 k Bm Wt. Added to Loads Allowable Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 34.000pcf E 1,800.0ksi I.Full Length Uniform Loads Center DL 119.00 #/ft LL 95.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Deflections Center Span... Span= 23.00ft, Beam Width = 5.125in x. Depth = 18.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.237 : 1 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Deft Maximum Moment 0.0 15.6 k -ft Maximum Shear " 1.5 3.5 k Allowable D.L. Defl ) ... 65.8 k -ft 0.000 in Allowable @ Center 27.7 k ...Length/Deft Max. Positive Moment 15.59 k -ft at 11.500 ft Shear: @ Left 2.71 k @ Right Max. Negative Moment 0.00 k -ft at 23.000 ft LStress Calcs @ Right 2.71 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Le 0.000 ft Max @ Right Support 0.00 k -ft Cf 0.952 Rb 0.000 @ Center 0.297 in Max. M allow 65.84 Sxx Req'd Reactions... @ Right 0.000in 65.54 in3 fb 676.03 psi fv 38.45 psi Left DL 1.62 k Max 2.71 k @ Right Support Fb 2,854.71 psi Fv 300.00 psi Right DL 1.62 k Max 2.71 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.198 in -0.331 in Deflection 0.000 in 0.000 in ...Location 11.500 ft 11.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,396.0 833.53 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.297 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in LStress Calcs Bending Analysis Ck 19.865 Le 0.000 ft Sxx 276.750 in3 Area 92.250 in2 Cf 0.952 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 15.59 k -ft 65.54 in3 2,854.71 psi @ Left Support 0.00 k -ft 0.00 in3 2,854.71 psi @ Right Support 0.00 k -ft 0.00 in3 2,854.71 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.55 k 3.55 k Area Required 11.822 in2 11.822 in2 Fv: Allowable 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction 2.71 k Bearing Length Req'd 0.814 in Max. Right Reaction 2.71 k Bearing Length Req'd 0.814 in ia111"I EKN& '5_Rv � rtav: oouuvu User: KW0601715. Ver 5.8.0, 1•r (c)1983.2003 ENERCALC Enginee Description R3 values YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION PALM DESERT, CA 92211 Scope TEL: 760-360-5770 re General Timber Beam M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 It 0.00 k -ft 2.71 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Active Fault Near -Source Zones ` Q-34 „ This map is Intended to be used In conjunction with %., the 1997 Uniform Building Code, Tables 16-S and 16-T Q-34 California Department of Conservation Division of Mines and Geology -35 LEGEND See expanded legend and Index map Shaded zones are within 2 km of known seismic sources. ® A fault PEN'SiLl W1 ISO k �__1 \jLm i iii W-0 W, ■ -•1 = j'. \ '` ' I c rt ■� - IIII..,-PIN B fault Contours of closest horizonlal distance to (mown seismic sources. 'ir' �� r�II�IEIQI��•,�� ---------------- 5 km _ _ 10 km -------------- 15 km 0 5 10 E �11�I j11 �HOME •�=� '� � '� I'll IS 1► OKI -35 LEGEND See expanded legend and Index map Shaded zones are within 2 km of known seismic sources. ® A fault B fault Contours of closest horizonlal distance to (mown seismic sources. ---------------- 5 km ........................... 10 km -------------- 15 km 0 5 10 Kilometers 1/4' is approximately equal to 1 km August, 1997 REFERENCE m� . . . . . . . . . . . . Zi.� .! . . . . . . . .. . . . .... ........... . . . . . . . . . . . . . . . . . . . . .. .� 141 4(u.r- S(. . . . . . . . . . Em LDATME JOB NAME.: >��g�S 5HEET YOUNG ENGINEERING 5ERVICES '7-1-804 WILDCAT OR. SUITE G flS PALM DESERT, CA. 92211 JOB NO.: PH760-360-5-no FAX 7b0-360-5119 -13- 75 3 Ww=42 PLF 4 Ww=42 PLF Ws=51 PLF Ws=51 PLF O O 2 7' 2 8.5' �. 689# 689# 1454# 2143# J J a d 00 n 3 in 3 Ww=42 PLF 4 Ww=42 PLF Ws=51 PLF Ws=51 PLF O O 2 7' 2 8.5' �. 689# 689# 1454# 2143# DIAPHRAGM LINE FORCE WALL NO. HEIGHT LENGTH UNIFORM LOAD REMARKS N J 1 ( I Iol I I t 5. (oLo 2� 9 5 z I t �k O N c m_ 3 0 I 2 l�\S 2 II t'S �•s%Z 1kEl I(Akcb-415 Z. d w A d O n -Di 7U d { rn n n rn N S z o 0 tla Lc Ul • d d � fl fl co co YOUNG ENGINEERING SERVICES JOB CIVIL -AND STRUCTURAL ENGINEERING SHEET NO. OF 77-804 WILDCAT DRIVE, STE. C CALCULATED BY. PALM DESERT, CA CHECKED BY 92211 PH.760-360-5770 SCALE SHEAR WALL DESIGN SEISMIC FACTOR = 0.214 A.B. SIZE (in.)= 0.625 A.B. CAPACITY = 1173 WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.) (FT.) WT. DL PLF A.B. (LBS.) TYPE 1 1615 11.0 5.7 17 119 325 2 2781 B2 HD5A/4X6/SSTB20 0.0 0.0 0.0 --------------------- TOTAL 5.7 '2 1615 11.0 1.5 17 119 578 PER MANUF. 5989 HF11X18 7/8 PER MANUF. 3 11.0 1.5 17 119 578 PER MANUF. 5989 HF11X18 7/8 PER MANUF. 0.0 0.0 TOTAL 3.0 4 689 11.0 10.0 17 0 109 2 355 A NOT REQ'D. 0.0 0.0 0.0 TOTAL 10.0 ------------------------ 5 2143 11.0 1.5 17 0 1469 PER MANUF. 15842 HF11X8 1-1/8 PER MANUF. 0.0 0.0 0.0 TOTAL 1.5 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 1 6 YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION u+ PALM DESERT, CA 92211 Scope _ TEL: 760-360-5770 R ve _S60003 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing 1U1983-2003 ENERCALC Engineering Software harris:ecw:Calculations Description SHEARWALL #1 General Information --ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined # Plywood Layers 1 Wall Length 5.660 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 11.000 ft Seismic Factor 0.214 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 1.943 Stud Spacing 16.00 in Loads Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 it Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft ` Uniform Load # 1 119.00 #/ft 0.00 ft to 5.66 ft Uniform Load # 2 0.00 #/ft 0.00 it to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 325.00 #/ft 5.660 ft = 1,839.50 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.660 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 3.500 ft Concrete Weight 145.00 pcf Wall Length 5.660 ft Rebar Cover 3.00 in Past Right Edge of Wall 7.000 ft fc 3,000.00 psi Footing Length 16.160 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 365.0#/ft, Capacity = 430.000#/ft -> OK Wall Overturning = 21,480.3ft-#, Resisting Moment = 4,901.4ft-#, End Uplift = 2,929.12lbs Max. Soil Pressures: @ Left = 1,241.4psf, @ Right = 880.4psf Sill Bolting: 1/2" Bolts @ 27.76in, 5/8" Bolts @ 43.29in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 17.24psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.25in2, @ Right = 0.26in2 Minimum Overturning Stability Ratio = 1.601 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD2, Capacity = 3610lbs PH D2, Capacity = 36101bs HD5A, Capacity = 4010Ibs HD5A, Capacity = 40101bs HD5, Capacity = 4075lbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs Al = . 2s Ir-1L%-� , I F -r = , Zs, -1z i 7= 31 It�2 r 2S I t�2 r YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION eH ce9 -:PALM DESERT, CA 92211 Scope TEL: 760-360-5770 Rev: 580003 User: KW0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing i 101983.2003 ENERCALC Engineering Software 7 harris.ecw:Calculations Description SHEARWALL #1 Footing Analysis 1 10.937 psi Lateral Forces Actinq in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 5.262 ft 4.107 ft Soil Pressure @ LEFT Side of Footing 1,241.40 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 880.40 psf Moments... Actual Mu @ Left Wall Edge 5,577.68 ft-# 12,869.85 ft-# Actual Mu @ Right Wall Edge 2,797.59 ft-# 1,398.80 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 10.937 psi - vu/.85 @ 'd' from Right Wall Edge 7.836 psi Allowable Vn 109.545 psi Overturning... Overturning Moment 24,579.26 ft-# Resisting Moment 39,362.89 ft-# Overturning Stability Ratio 1.601 :1 2.612 psi 17.238. psi 109.545 psi 24, 579.26 ft-# 45,424.75 ft-# 1.848 :1 YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION ek1 ces PALM DESERT, CA 92211 Scope TEL: 760-360-5770 Rev: 580003 User: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing (01983-2003_ENERCALC Engineering Software Description SHEAR WALL #2 - HARDY PANEL - FOOTING DESIGN ONLY General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined # Plywood Layers 1 Wall Length 1.500 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 11.000 ft Seismic Factor 0.214 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 3/8" Ht / Length 7.333 Stud Spacing 16.00 in 0.00 lbs Loads 0.00 ft-# J Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft 1.500 ft Rebar Cover Point Load # 2 0.00 lbs at 0.00 ft fc 2,500.00 psi Point Load # 3 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width Uniform Load # 1 119.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 578.00 #/ft 1.500ft = 867.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.750 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.500 ft fc 2,500.00 psi Footing Length 8.750 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 618.0#/ft, Capacity = 730.000#/ft -> OK Wall Overturning = 9,867.1ft-#, Resisting Moment = 344.3ft-#, End Uplift = 6,348.60lbs Max. Soil Pressures: @ Left = 996.9psf, @ Right = 695.2psf Sill Bolting: 1/2 Bolts @ 16.40in, 5/8" Bolts @ 25.70in, 3/4" Bolts @ 36.93in Footing Summary... Max. Footing Shear = 7.03psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 1.540 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs HD7, Capacity = 7550lbs HD1OA, Capacity = 95401 b HD10A, Capacity = 9540lbs YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION CHaIee PALM DESERT, CA 92211 Scope TEL: 760-360-5.770 Rev: 580003 User KW0601715, Ver 5.8.0, 1•Dec•2003 Plywood Shear Wall & Footing I 1U1983-2003 ENERCALC Engineering Software harris:ecw:caicuiations Description SHEAR WALL #2 - HARDY PANEL - FOOTING DESIGN ONLY [Footing Analysis A Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.949 ft 2.330 ft Soil Pressure @ LEFT Side of Footing 996.87 psi 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 695.23 psf Moments... Actual Mu @ Left Wall Edge 428.40 ft-# 10,392.42 ft-# Actual Mu @ Right Wall Edge 429.48 ft-# 128.46 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi - vu/.85 @'d' from Right Wall Edge 7.028 psi 6.862 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 11,257.69 ft-# 11,257.69 ft-# Resisting Moment 17,340.84 ft-# 19,980.09 ft-# Overturning Stability Ratio 1.540:1 1.775 :1 20- YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION PALM DESERT, CA 92211 Scope TEL: 760-360-5770 Rev: 580003 user: KW -0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing (01983-2003 ENERCALC Engineering software Description SHEAR WALL #3 - HARDY PANEL - FOOTING DESIGN ONLY General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined # Plywood Layers 1 Wall Length 1.500 ft End Post Dimension 3.50 in Plywood Grade Structural I Wall Height 11.000 ft Seismic Factor 0.214 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 3/8" Ht/Length 7.333 Stud Spacing 16.00 in 0.00 lbs Loads 0.00 ft - Footing Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft 1.500 ft Rebar Cover Point Load # 2 0.00 lbs at 0.00 ft pc 2,500.00 psi Point Load # 3 0.00 lbs at 0.00 ft 60,000.00 psi Footing Width Uniform Load # 1 119.00 #/ft 0.00 ft to 1.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 578.00 #/ft 1.500ft = 867.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft - Footing Past Left Edge of Wall 3.500 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.500 ft pc 2,500.00 psi Footing Length 8.500 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 3/8" Thick Structural I on 1 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 618.0#/ft, Capacity = 730.000#/ft -> OK Wall Overturning = 9,867.1ft-#, Resisting Moment = 344.3ft-#, End Uplift = 6,348.60lbs Max. Soil Pressures: @ Left = 898.8psf, @ Right = 898.8psf Sill Bolting: 1/2" Bolts @ 16.40in, 5/8" Bolts @ 25.70in, 3/4" Bolts @ 36.93in Footing Summary... Max. Footing Shear = 6.18psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.50in2, @ Right = 0.50in2 Minimum Overturning Stability Ratio = 1.569 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing PHD8, Capacity = 6730lbs PHD8, Capacity = 6730lbs HD8A, Capacity = 7460lbs HD8A, Capacity = 7460lbs HD7, Capacity = 7550lbs HD7, Capacity = 7550lbs HD1OA, Capacity = 95401 tis HD10A, Capacity = 9540lbs t 2/fr-T 2 FT 2 z , l -Z4 t�Z y 1, a la YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION .r PALM DESERT, CA 92211 Scope TEL: 760-360-5770 Rev: 580003 user: KW0601715. Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing Ic11983.2003 ENERCALC Engineering Software harris.ecw:Calculations Description SHEAR WALL #3 - HARDY PANEL - FOOTING DESIGN ONLY Footing Analysis vu/.85 @'d' from Left Wall Edge 6.180 psi Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.708 ft 2.708 ft Soil Pressure @ LEFT Side of Footing 898.77 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 898.77 psf Moments... Actual Mu @ Left Wall Edge 5,886.27 ft-# 5,886.27 ft-# Actual Mu @ Right Wall Edge 2,797.59 ft-# 2,797.59 ft-# Shears... vu/.85 @'d' from Left Wall Edge 6.180 psi vu/.85 @ 'd' from Right Wall Edge 2.612 psi Allowable Vn 100.000 psi Overturning... Overturning Moment 11,257.69 ft-# Resisting Moment 17,665.13 ft-# Overturning Stability Ratio 1.569 :1 22- 2.612 psi 6.180 psi 100.000 psi 11,257.69 ft-# 17,665.13 ft-# 1.569 :1 YOUNG ENGINEERING SERVICES Title: HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION ces PALM DESERT, CA 92211 scope: TEL: 760-360-5770 Rev: 580003 plywood Shear Wall & Footing User: KW -0601715, Ver 5.6.0, 1 -Dec -2003 (U1983.2003 ENERCALC Engineering Software harris.em:Calculations Description SHEAR WALL #5 - HARDY PANEL - FOOTING DESIGN ONLY General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined # Plywood Layers 2 Wall Length 1.500 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 11.000 ft Seismic Factor 0.214 Nail Size 10d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 15/32" Ht/Length 7.333 Stud Spacing 16.00 in Loads Vertical Loads... Overburden Load over Footing 0.00 psf Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at 0.00 ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 1,469.00 #/ft 1.500ft = 2,203.50 lbs Uniform Shear @ Top of Wall 0.00 #/ft 1.500ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0:00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length 1.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 6:500 ft pc 2,500.00 psi Footing Length 9.000 ft Fy 60,000.00 psi Footing Width 3.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in ---"--' ■ Design OK Wall Summary... Using 15/32" Thick Structural I on 2 side/s, Nailing is 10d at 2 in @ Edges, 10d at 12 in @ Field Applied Shear= 1,509.0#/ft, Capacity= 1,740.000#/ft -> OK Wall Overturning = 24,568.6ft-#, Resisting Moment = 210.04, End Uplift = 16,238.85lbs Max. Soil Pressures: @ Left = 2,204.7psf, @ Right = 1,788.6psf Sill Bolting: 1/2" Bolts @ 6.72in, 5/8" Bolts @ 10.52in, 3/4" Bolts @ 15.12in Footing Summary... Max. Footing Shear = 7.21 psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 1.06in2, @ Right = 1.06in2 Minimum Overturning Stability Ratio = 1.228: 1 Less Than 1.5 - Warning Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing All Hold Downs for Post Size & Force Inadequa All Hold Downs for Post Size & Force Inadequa Z! F T 77 -� �j , �b l rat �Tb i�2 r�---- 2- - 23 - -23- YOUNG ENGINEERING SERVICES Title. HARRIS RESIDENCE Job # 05-1717-01 CIVIL & STRUCTURAL ENGINEERS Dsgnr: JWT Date: 77-804 WILDCAT DRIVE, SUITE C Description: PATIO ADDITION rJ+ ces PALM DESERT, CA 92211 Scope TEL: 760-360-5770 User: M-0601715, Ver 5.8.0, 1 -Dec -2003 Plywood Shear Wall & Footing (01983-2003 ENERCALC Engineering Software harrKecwxalculations Description SHEAR WALL #5 - HARDY PANEL - FOOTING DESIGN ONLY Footing Analysis N Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.683 ft 3.492 ft Soil Pressure @ LEFT Side of Footing 2,204.74 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,788.57 psf Moments... Actual Mu @ Left Wall Edge 552.41 ft-# 27,474.91 ft-# Actual Mu @ Right Wall Edge 2,968.88 ft-# 456.75 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge • vu/.85 @'d' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio - 24 - 0.000 psi 6.042 psi 100.000 psi 29,095.70 ft-# 35,725.88 ft-# 1.228 :1 0.000 psi 7.211 psi 100.000 psi 29,095.70 ft-# 37,268.63 ft-# 1.281 :1