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9703-0030 (AR)54755 Avenida Alvarado 619-777-7153 rLICENSED CONTRACTOR DECLARATION E> here . 'Affirni u r der penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Sectibn 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. - License # .595321) Signature of Contractor Lic. Class Exp. Date B 6/3010g OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) 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 & Professionals Code). • ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). . () I am exempt under Section •, B&P.C. for this reason Date Signature of Owner 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 & policy no. are: Carver Policy No. f. IIIPT1ON ON 1I'S'C:Ey (This section need not be completed if the permit valuation is for $100.00 or less). ( I certify that in the performance of the work for which this permit is issued, I hall 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 thoseprovisio s. Date: ' . 1 °'t -i. i Applicant " \ Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000,1n addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorneys fees: - IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his 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 applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees: 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 State laws relating to the building coJtstruction, and hereby authorize, representatives of this City to enter upon the above-mentioned property for inspection purposes. /signature (Owner/Agent) ` Date Z-17,47 BUILDING PERMIT., PERMIT# • CONTROL# • 9703-030 4792 DATE • VALUATION LOT : TRACT 3/10/97 • 5302.09 . JOB SITE - • ADDRESS 54475 AVENIDA .ALVA RAl APN OWNER SW1T?'-1' LOC K:AI-J • 75235 'PANTE') SE•IU INDIAN WELLS CA 922W CONTRACTOR / DESIGNER / ENGINEER REX AI.'IAPLt3ATF, INC. 31659 SIIADOW" MM. LN. THOUSAND PALMS CA 92276 (619)343- I 211 . - CT3L } . USE OF PERMIT ENCLOSE USE XT:1trfia,cA.ti-pORT, ADbi'NO48 S,F,, INTO GARAGE VALUATION 302.90 LS . MA' (fT OF c ON;S I' WCTION . PERMIT FEE SUMMA Y BEST J) : a. 'rte PLAN CHECK FIFE 10,1 -000 - *?,4i8 ♦ C `f ;iN:? TR..t 1 f'•"11(1'nt 1'' F, I t11-000418-400 ° • .14.,11411:1C4 Ulf 101.:VO0-:42O-OOO • cf,Mk:)'I f roN.it:) NN i.f~i:--101-000-241-040101.000-141- • St tl TO1 _A:1, CO+NSTRt1CG I1ON `AND PIAN. CHECK. h • - CESS P1.E-P.AJD TOTAI..i'PIKMIT t'tilES 0VIII NOW - (111101111111111111111111 • l .4A1..X "7 - . S9.15 x $15.80 $1S:I16 S. 50 =,{: • PEEI . , - 392.09 :K+`Yi. a, .. c - 0 92 0 Q ,,. 0 1pN ' ' Sii 1,2 t ' . $0.0o $4:.21 a 26 IE M RECEIPT DATE BY j. ' — DATE FINALED INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts . Forms & Footings Ducts • Slab Grade Retum Air Steel . Combustion Air Root Deck Exhaust Fans O.K to Wrap . F.A.U. Framing 4-315 - ell A e Compressor Insulation• Vents Fireplace P.L. Grills • Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall , Exterior Lath 5-1-- x11 Ms Drywall - iat, Lath 1. Final Final . POOLS - SPAS BLOCKWALL APPROVALS steel Set Backs Electric Bond • • Footings Main Drain Bond Beam Approval to Cover Equipment Location ..- Underground Electric Underground Plbg. Test , Final Gas Piping • PLUMBING APPROVALS Gas Test• Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure- : Shower Pans , O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final • COMMENTS: ' . C LUM • AAA, 1007 .' . • • • Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. • ;'Smoke Detectors Temp: Use of Power 1 . Final i Utility Notice (Perm) - CITY OF LA QUINTA SUB -LIST CONTRACTOR - Aa2e6c-re OWNER LoA4A4e� ADDRESS 31(051 51 -1A -Do -to (A-03. WOO 7ALMs.- JOB ADDRESS_ '4 --775 A�via 4ba This form shall be posted on the job with the Building Inspection Card`at all times in a conspicuous place. It is the responsibility of the General Contractor or the Owner/Builder to monitor the sub -contractors that are on this list are the same persons performing the work. Any changes to this list must be approved the City of La Quinta Department of Building & Safety prior to work being performed by a changed sub- contractor. Failure to comply will result in a stoppage of work and/or the voidance of building permit. ......................... ......................... ......................... ......................... ......................... ......................... ;PIPELINE$ ......................... AMINi .............. ............... .............. ............... .............. ...................... MASO.NI ...................... ...................... ...................... ...................... ...................... MBI STERI ............... ............... ............... ............... 14, Elda- err C0 i@ .....::...:.:............. FLOORING INSULATI:OI WAGE'DIS ........................... .......................... ........................... .......................... PAINTI ................. ................. . <DEC:ORATI ......................... ............................ ........................... CABINET. ..................... . ........................ ..................... ...................... INSTALL. NCINZ >LANDSC'APING .................................. ................................. OTHER. A/C -12 C-34 C-8 A B C-51 C-29 C-36 C-26 C-9 C-36 C-20 C-1.0 97c46.4 . 6/'34' 1 C-43 C-15 C-17 C-2 C-42 C-33 VrATe Fv00 046 -11 - aoo3'r'4B %lthe 3•Ci Lis 7 f 1 X 4 I 3 12`S�-`{"j-0U0 121 1 aq tz-r /5,2_ C-54 C-6 C-13 C-27 C-53 RICHARD I:. LIES NELSON • ARCHITECT • A •1I •A mmx•s:<z 78565 YAVAPA • INDIAN WELLS, CALIFORNIA 92210 • (619) 345-3500 . 1 Srwa Gi'7 S Mtn t 'C a ; -- G N. - VL L .- I.. . Q u ,.- lay t L- Ca , G7e(;:; 1Z - L. 2Ce C' 'r', 4. P P LA C. I 1 4,1,2 l.piie-ca 'r2b . 5 4lFr cN4c.¢. Grea, -4_, 4 77 4. A- Lvr> rg /se C) W fLc.U L C:, L 1.14E 'Tb '2e4k-ot °T' e yC' N.k 5 t< tG eF 14 t E°t 7 I a. . zit. r.. t ,e l N 1.>0. ie,C4 17P•`15, t P C '1 ►. . 714- t tt..► v u G- `i% rt T kt-,c=" 1-4 { .,a..rz °L.:0 t r- laJa.t , -r at- 13'4. Deter. P APPROV "i e Y P NNING & DEVELOPMENT DEPARTMENt 64 DATE 2:2-1:12---- .BY EXHIBIT — CASE NO. (%)953aa •-•City of. La Quinta IIIIIIIIIIIIIIIIIIIIIIIII IE Building 8i Safety Division'. -..- P.O. Box 1504 78-495 Calle Tampico La Quinta, CA 92253 Building Permit Application and Tracking Sheet Project Address: 4 77 �L.vA.Qkcir, Owner's Name: 32 Address: City,ST, Zip: L1_ Qu �ZZ53 Cl i E lz' 44 -AL vAwc (5 ,q((o x 51i,3 -�- Nance of Contact Person: jz(G)4p,-f'o'p 'i�-4 Telephone # of Contact Person: 3 4,4-- "'Qa Sq. Ft J p # Stories: ' Estimated Value of Project: A f e Rte, utcy: \ Iter. Repair. Demo i # Units: ` CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SO FT SO FT SO. FT SO FT Sp FT SO FT SO VALUATION i $ STORAGE TANK FORMS UNITS ROUGH WIRING DUCT WORK ROCK STORAGE c GAS (ROUGH 2ND FL. •$ REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER YARD SPKLR SYSTEM a POR. .& GRADING - cu. yd. .f MOBILEHOME SVC. FINAL INSP. f plus 4 BAP SINK FINAL INSP. GAR ,y REMARK& VENTILATION POWER OUTLET FIRE ZONE ROOFING FIREPLACE ROOF DRAINS SPARK ARRESTOR , CARP ,i LATHING MESH -,- INSULATION/SOUND DRAINAGE PIPING 1 WALL It CERT. OCC. FENCE FINAL DRINKING FOUNTAIN T. URINAL ESTIMA'ED CONSTRUCTION S WATER PIPING NOTE: Not to Pe ;sea as property :ax +auauon FLOOR DRAIN MECHANICAL FEES WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTO$OISHt APPLIANCE DRYER GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRY TRAY • AIR HANDLING UNIT CFM KITCHEN SINK ABSORPTION SYSTEM B.T.0 TEMP USE PERMIT SVC WATER CLOSET COMPRESSOR HP POLE. TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SO. FT. . FT. 4 c BATH TUB ' SO. FT. 0 c WATER HEATER MAX. HEATER OUTPUT. B.T.U. SO. FT. RESID @ 11/4 c SEWAGE DISPOSAL •• SO.FT.GAR @ 34c HOUSE SEWER : GAS PIPING PERMIT FEE PERMIT FEE Y PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE • STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING' UNDERGROUND A.C. UNIT COLL AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE FOUND. REINF. GAS (ROUGH METER LOOP HEATING (FINAL.). OTHER APPJEOUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING - cu. yd. .f LUMBER GR. FINAL INSP. f plus 4 FRAMING FINAL INSP. ROOFING - REMARK& VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL GARDEN WALL FINAL INSPECTOR'S S1GNATURESiIMI'TIALS Notice: Document Cannot Be Duplicated Date 12/30/97 No. 16449 Desert Sands Unified School District 82-879 Highway 111 Indio, CA 92201 619-775-3500 CERTIFICATE OF COMPLIANCE Owner NameT. Swift & Blanche G. Lockard APN # 774-292-030 Jurisdiction La Quinta Permit # No. 54-775 StreetAvenida Alvarado Log # Zip 92253 Study Area City La Quinta Tract # Lot # Type of Development Residential Addition Comments Square Footage 411 No. of Units Addition of entry hall and master closet At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: Residential Addition 500 Sq Feet or Less EXEMPT This certifies that school facility fees imposed pursuant to Government Code 53080 0.00 X 411 or $ 0.00 in the amount of the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued Fees Paid By N/A Name on the check By Dr. Doris Wilson Superintendent Fee collected /exempted by Ellen Patino Signature Exempt +•It" Telephone '343-'12;1 1 n .. Check No. N/A $0.00' NOTICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to collect them on the District('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting •• f §.w: . .• . B tIS S.1 NSE L:S 0 N L• -A CHI 78565 YAYAPA }Nm\N WELLS, CALIFORNIA 92210 • (619) 3 58500 .r 111111111jilIIIIIIIII STRUCTURAL CALCULATIONS FOR: Lockard JOB # 97011 CLIENT Richard Bliss Nelson Architect 78565 Yavapa Indian Wells, CA. 92210 THOM HUME CONSULTING ENGINEERING P.O. Box 15238 San Luis Obispo, CA. 93406 NOTE: This package of Structural calculations, notes, plans, details and other information, is not a complete Structural Analysis of the entire structure under review. The above signing engineer is only responsible for systems designed directly by him, as outlined within this package. Lockard Addtion Job No. 97011 Pape 1 of Beam over Entry floor beam $1 7.5 SPAN (ft.) 1.25 LDF or Cd def critera 240 360 POINT LOADS DIST DeadL LiveL X(ft) (K) (K) 3.75 0.28 0.63 Left Connection Right Connedton Dist ft. OMENTc, center DEAD (PLF) LIVE (PLF) Beam wt = pif `Total = DL (K) LL (K) 0.49 SHEAR 0.18 0.32 0.49 Total (K) Max /Uplift (K) 0.0 0.0 11.2 Of 11.2 Of 0.18 0.32 0.49 0.49 Deflection @ 3.75 feet -0.04 in. down 20 -Dec -98 12:58 = Dist ft. M=1.78 Kat Sx=49.91n"3 fb=427psi <Pb=1375psi 31.08% (stressed) Fb=(Fb)(Cd)(CF) Fb'=1000(1.25)(1.10)=1375 psi V=0.49 - 0.01 = 0.49 K A=32.4 in"2 Pv=95 x (Cd=1.25) = 119 psi fv=23 psi <119 psi 18.97% (stressed) I =230.8 in"4 E =1800000 psi TLdef=-0.04"<L/240.38" LLdef=-0.02"<LI360=0.25" TL = 9.34 % stressed DL= -0.01 in 4x10 #1 Left Post 2-2x4 stud @ 8 ft. ht. (max bad =4.00K > 0.49K) Right Post 2-2x4 stud @ 8 ft. ht. (max Toad =4.00K > 0.49K) Beam at balcony floor beam #2 8.0 SPAN (ft.) 1.00 LDF or Cd def critera 240 360 POINT LOADS DIST ,X (ft) DeadL (K) LiveL (K) 4.00 0.09 0.48 Left Connection Right Connedton MOMENT@ center M=2.36 K -ft Sx=49.9 in"3 fb=568psi <Fb=1100psi 51.62%(stressed) Pb=(Fb)(CF) Fb'=1000(1.10)=1100 psi Dist ft. = DEAD (PLF) LIVE (PLF) Beam wt = plf Total 0.18 0.72 0.90 DL (K) LL (K) 22.0 120.0 11.2 153.2 0.18 0.72 pff p8 Total (K) 0.90 0.90 Max /Uplift (K) 0.90 SHEAR Deflection @ 4.00 feet -0.06 in. down V41.90 - 0.12 = 0.78 K I =230.8 in"4 E =1800000 psi A=32.4In"2 TLdef=-0.06"<U240 0.40" F'v=95 psi LLdef=-0.05"<U360=0.27" fv=36 psi <95 psi TL = 14.80 % stressed 37.98% (stressed) DL= -0.01 in 4x10 #1 20 -Deo -98 12:58 = Dist ft. Left Post 2-2x4 stud @ 8 ft. ht. (max Toad =4.00K > 0.90K) Right Post 2-2x4 stud @ 8 ft. ht. (max load =4.00K > 0.90K) 15 -Jan -98 Thom Hume Consulting Engineers Beam at balcony floor beam t3 4.0 SPAN (ft.) 1.00 LDF or Cd def critera 240 360 POINT LOADS DIST IX (ft) -3.75 DeadL (K) LiveL (K) 0.22 0.90 Lockard Addtion Job No. 97011 Page 2 of Left Cantilever Dist ft. = 3.75 Unbraced member Vmax=1.16-0.01=1.15K fv=53<FV 95=95psi Mmax=4.28 Kft, ftr=1030psi Fb'=1000(CL=0.995)(CF=1.10)=1095psi Fb'=1095>fb=1030 psi 0.26 TLdef=-0.17 "<(/240=0.28 0.90 LLdefm-0.14 ">L/360=0.19 DLdef=-0.04 In MOMENT@ center Beam wt = plf Total = 0.25 0.84 1.16 1.09 2.26 SHEAR DL (K) LL (K) Total (K) -1.05 Max /Uplift (K) 1.05 -1.0 Deflection @ 2.00 feet 0.00 in. down 11.2 11.2 -0.20 -0.84 Pff Pff 20 -Dec -98 12:58 = Dist ft. Unbraced member M=4.28 K -ft Sx=49.9in"3 fb1030psi <F'b=1100psi 93.83% (stressed) F'b=(Fb)(CF) Unbraced Member Fb'=1000(1.10)=1100 psi V=1.09 - 0.01 = 1.08 K A=32.4 in"2 Fw=95 psi fv=50 psi <95 psi 52.90% (stressed) I =230.8 in"4 E =1800000 psi TLdef=0.03"<U240=0.20" LLdet-0.01"<U360=0.13" TL = 15.26 % stressed DL= 0.00 in 4x10 #1 Left Span; Iu = 3.75 x 1.87 = 7.01, Rb= 7.97, Fbe=12408, CI=0.995 Left Connection Left Post 2-2x4 stud @ 8 ft. ht. (max Toad =4.00K > 2.26K) Right Conneciton Right Post 2-2x4 stud @ 8 ft. ht. (max Toad 4.00K > 1.05K) 15 -Jan -98 Thom Hume Consulting Engineers Lockard Addtion Job No. 97011 Page 3 of Closet at height of 10.0 ft above ground SEISMIC LOAD WIND LOAD GRID seismic dead diaph number lateral ht wind LINE factor Toad depth # Toad grd factor ht Toad Closet 10.0 0 W J roof 0.183 x 9 x x 1 = 0 ridge 20.0 18.51 x 4.07 = 75 floor 0.183 x 13 x 11.0 x 1 = 26 gable 10.0 17.36 x 1.00 = 17 wall 0.183 x 18 x 3.5 x 2 = 23 slope 10.0 17.36 x 3.50 = 61 misc 0.183 x 12 x x 2 = 0 10.0 17.36 x 0.00 total 49 plf 153 plf ON El roof 0.183 x 9 x x 1 = 0 ridge 20.0 18.51 x 4.07 = 75 floor 0.183 x 13 x 22.0 x 1 = 52 gable 10.0 17.36 x 1.00 = 17 wall 0.183 x 18 x 3.5 x 2 = 23 slope 10.0 17.36 x 3.50 = 81 misc 0.183 x 12 x x 2 = 0 10.0 17.36 x 0.00 total 76 Of 153 Of 15 -Jan -98 Thom Hume Consulting Engineers Lockard Addtion Entry at height of 10.0 ft above ground SEISMIC LOAD WIND LOAD GRID seismic dead diaph number lateral ht wind LINE factor bad depth 0 load grd factor ht load Entry 10.0 0 Q roof 0.183 x 9 x 8.0 x 1 = 13 ridge 20.0 18.51 x 1.00 = 19 floor 0.183 x 13 x x 1 = 0 gable 10.0 17.36 x wall 0.183 x 18 x 4.0 x 2 = 26 slope 10.0 17.36 x 4.00 = 69 misc 0.183 x 12 x x 2 = 0 10.0 17.36 x 0.00 total 39 plf 88 pif EN []roof 0.183 x 9 x 25.0 x 1 = 40 ridge 20.0 18.51 x 1.00 = 19 floor 0.183 x 13 x x 1 = 0 gable 10.0 17.36 x wall 0.183 x 18 x 4.0 x 2 = 26 slope 10.0 17.36 x 4.00 = 69 misc 0.183 x 12 x x 2 = 0 10.0 17.36 x 0.00 total 67 plf 88 ptf Job No. 97011 Page 4 of 15 -Jan -98 Thom Hume Consulting Engineers Lockard Addtion Job No. 97011 Page 5 of Porch at height of 10.0 ft above ground SEISMIC LOAD WIND LOAD GRID seismic dead diaph number lateral ht wind LINE factor load depth # load grd factor ht load Porch 10.0 0 El roof 0.183 x 9 x 24.0 x 1 = 39 ridge 20.0 18.51 x 0.50 = 9 floor 0.183 x 13 x x 1 = 0 gable 10.0 17.36 x wall 0.183 x 18 x 8.5 x 2 = 56 slope 10.0 17.36 x 8.50 = 148 misc 0.183 x 12 x x 2 = 0 10.0 17.36 x 0.00 total 95 pH 157 pH Q []roof 0.183 x 9 • x 12.0 x 1 = 19 ridge 20.0 '.1J 18.51 x 0.50 = 9 floor 0.183 x 13 x x 1 = 0 gable 10.0 17.38 x wall 0.183 x 18 x 8.5 x 2 = 56 slope 10.0 17.36 x 8.50 = 148 misc 0.183 x 12 x x 2 = 0 10.0 17.38 x 0.00 total • 75 pH 15 -Jan -98 157 pH Thom Hume Consulting Engineers • GRIDLINE EAST Closet Lockard Addtion DIAPHRAGM Closet E -W Entry E -W Wall Force lbs 2744 LOAD TYPE wind wind 7 LOAD (pfl) 153 18 88 DL floor/roof/misc (off) WIDTH (ft) 22.00 22.00 24.00 total D.L. (PLF) 0.00 FORCE (K) (above) (K) 1.69 0.00 1.06 LENGTH (ft) 10.00 10.00 10.00 0.00 1.09 DIA. SHEAR (plf) 169 0 106 ' REQUIREMENT (1) (1) Uplift above (K) RIM SHEAR (pfl) WIND FORCE =2.74k 274 Of 16d USE 16d (814" o.c. A35F OR USE A35F @ 19" o.c. SHEARWALL TOTAL FORCE = 2.74 WIND GOVERNS TOTAL LENGTH = 9.00 WALL SHEAR = 305 pH WALL TYPE A OK 310 > 305 pH 98.3% stressed USE 1/2" C -D STRUCT 1 one side w/ 10d nails at 6 o.c. edge 12"o.c. field 2x sill plate w/ 5/8" die A.B. @ 35" oc max. spacing or 3 - 5/8" dia A.B. 2x sill plate w/ 16d @ 4" o.c. maximum spacing A35F 17" o.c. Note (1) typical roof or floor sheathing will be adequate for the loads GRID UNE WEST Closet DIAPHRAGM closet E -W Wall Force lbs 2744 LOAD TYPE wind wall Height (ft) 7 LOAD (plf) 153 18 DL floor/roof/misc (off) WIDTH (ft) 22.00 22.00 total D.L. (PLF) 0.00 FORCE (K) (above) (K) 1.69 0.00 9.36 LENGTH (ft) 10.00 10.00 0.00 1.09 DIA. SHEAR (ptf) 169 0 Res. Uplift (K) ' REQUIREMENT (1) Uplift above (K) RIM SHEAR (plf) WIND FORCE = 1.69 k 169 pH 16d USE 18d @ 6" o.c. A35F OR USE A35F 31" o.c. SHEARWALL TOTAL FORCE = 1.69 WIND GOVERNS TOTAL LENGTH = 9.00 WALL SHEAR =188 pH WALL TYPE A OK 310 > 188 ptf 60.5% stressed USE 1/2" C -D STRUCT I one side w/ 10d nails at 6"o.c. edge 12"o.c. field 2x sill plate w/ 518" dia A.B. @ 56" oc max. spacing or 2 - 5/8" dia A.B. 2x sill plate w/ 16d @ 7" o.c. maximum spacing A35F 65l 28" o.c. Note (1) typical roof or floor sheathing will be adequate for the loads GRID UNE NORTH C DIAPHRAGM Closet NS Wall Force lbs 2744 LOAD TYPE wind wall Height (ft) 7 LOAD (p8) 153 18 DL floor/roof/misc (off) WIDTH (ft) 11.00 total D.L. (PLF) 0.00 FORCE (K) (above) (K) 0.84 Mom. Res. (K -ft) 9.36 LENGTH (ft) 22.00 0.00 1.09 DIA. SHEAR (p8) 38 Res. Uplift (K) ' REQUIREMENT (1) Uplift above (K) RIM SHEAR (plf) WIND FORCE = 0.84 k 38 pH 16d USE 16d @ 26" o.c. A35F OR USE A35F @ 138" o.c. SHEARWALL TOTAL FORCE = 0.84 WIND GOVERNS TOTAL LENGTH = 4.50 WALL SHEAR = 188 Of WALL TYPE A OK 310 > 188 Of 60.5% stressed USE 1/2" C -D STRUCT 1 one side w! 10d nails at 6"o.c. edge 12-o.c. field 2x sill plate w/ 5/8" die A.B. @ 56" oc max. spacing or 1 - 5/8" dia A.B. 2x sill plate w/ 16d @ 7" o.c. maximum spacing A35F ek 28" o.c. Note (1) typical roof or floor sheathing will be adequate for the bads WALL ANALYSIS LOAD TYPE = WIND GOVERNS Job No. 97011 Page 6 of Lengths of Walls (ft) 9.00 Wall Force lbs 2744 wall Height (ft) 7 wall D.L. (psf) 18 DL floor/roof/misc (off) 105 total D.L. (PLF) 231 Mom. Res. (K -ft) 9.36 Mom.O.T. (K -ft) 19.2 Uplift (K) 1.09 Res. Uplift (K) ' Uplift above (K) Total Compression (K) 3.17 Bearing 625 dbl 2x4 min Total Uplift (K) 1.1 Holdown Req. PHD2 Post req 4x post Connection Req'd (min.' 1oSOS1/4X3 ws Maximum Load (K) 3.285 Stressed 33.32% WALL ANALYSIS LOAD TYPE = WIND GOVERNS Lengths of Walls (ft) 10.00 Wall Force lbs 1876 wail Height (ft) 8 wall D.L. (psf) 18 DL floor/roof/misc (plf) 26 total D.L. (PLF) 170 Mom. Res. (K -ft) 8.51 Mom. 0.T. (Kat) 15.0 Uplift (K) 0.65 Res. Uplift (K) 0.75 Uplift above (K) Total Compression (K) 2.35 Bearing 625 dbl 2x4 min Total Uplift (K) -0.1 k NO HD Holdown Req: PHD2 Post req 4x post Connection Req'd (mina ws Maximum Load (K ) 3.285 Stressed 32.83% WALL ANALYSIS LOAD TYPE = WIND GOVERNS (Lengths of Walls (ft) 4.50 Wall Force lbs 844 wall Height (ft) 8 wall D.L. (psf) 18 DL floodroof/misc (plf) 44 total D.L. (PLF) 188 Mom. Res. (K -ft) 1.90 Mom. O.T. (K -ft) 6.8 Uplift (K) 1.08 Res. Uplift (K) Uplift above (K) Total Compression (K) 1.92 Bearing 625 dbl 2x4 min Total Uplift (K) 1.1 Holdown Req. PHD2 Post req 4x post Connection Req'd (min.;10-SDSSv4X3 ws Maximum Load (K) 3.285 Stressed 32.83% 15 -Jan -98 Thom Hume Consulting Engineers GRID UNE SOUTH Closet Lockard Adddon DIAPHRAGM closet NS Wall Force Ibs 844 LOAD TYPE wind wall Height (ft) 8 LOAD (pti) 153 18 DL f oor/roof/misc (pif) WIDTH (rt) 11.00 total D.L. (PLF) 188 FORCE (K) (above) (K) 0.84 Mom. Res. (K -ft) 45.44 LENGTH (ft) 22.00 Uplift (K) -1.76 DIA. SHEAR (pff) 38 Res. Uplift (K) REQUIREMENT (1) Uplift above (K) RIM SHEAR (ptf WIND FORCE = 0.84 k 16d USE 16d @ 26" o.c. A35F OR USE A35F @ 138" o.c. SHEARWALL TOTAL FORCE = 0.84 WIND GOVERNS TOTAL LENGTH = 22.00 WALL SHEAR = 38 pif WALL TYPE DRYWALL OK 50 > 38 plf 76.7% stressed USE 1/2"or 5/8" Gyp.Bd. both sides w/5d (cooler) @ 4" o.c. @ 4" o.c. 2x sill plate w/ 5/8" dia A.B. @ 275" oc max. spacing or 1 - 5/8" dia A.B. 2x sill plate w/ 16d @ 34" o.c. maximum spacing A35F 138" o.c. Note (1) typical roof or floor sheathing wit be adequate for the loads YSIS LOAD TYPE = WIND GOVERNS Job No. 97011 Page 7 of Lengths of Walls (ft) 22.00 Wall Force Ibs 844 wall Height (ft) 8 wall D.L. (psf) 18 DL f oor/roof/misc (pif) 44 total D.L. (PLF) 188 Mom. Res. (K -ft) 45.44 Mom. O.T. (K -ft) 6.8 Uplift (K) -1.76 Res. Uplift (K) Uplift above (K) Total Compression (K) 2.37 Bearing 625 dbl 2x4 min Total Uplift (K) -1.8 k NO HD Holdown Req. Post req Connection Req'd (mina Maximum Load (K ) Stressed 15 -Jan -98 Thom Hume Consulting Engineers Lockard Addtion GRID. UNE NORTH & SOU E DIAPHRAGM Entry NS Wall Force lbs 352 LOAD TYPE wind wall Height (ft) 8 LOAD (ptf) 88 18 DL floor/roof/misc (pif) WIDTH (ft) 8.00 total D.L. (PLF) 188 FORCE pc) (above) (K) 0.35 Mom. Res. (K -ft) 4.60 LENGTH (It) 7.00 Uplift (K) -0.26 DIA. SHEAR (ptf) 50 Res. Uplift (K) REQUIREMENT (1) Uplift above (K) ERR WIND FORCE = 0.35 k 16d A35F ERR ERR SHEARWALL TOTAL FORCE = 0.35 WIND GOVERNS TOTAL LENGTH a 7.00 WALL SHEAR = 50 pH WALL TYPE DRYWALL OK 63 > 50 Of 80.4% stressed USE 1/Tor 5/8' Gyp.Bd. both sides w/5d (cooler) @ 4' o.c. 4' o.c. 2x sill plate w/ 5/8" dia A.B. @ 210" oc max. spacing or 0 - 5/8" dia A.B. 2x sill plate w/ 16d @ 26" o.c. maximum spacing A35F 105" o.c. Note (1) typical roof or floor sheathing will be adequate for the loads WALL ANALYSIS LOAD TYPE = WIND GOVERNS Job No. 97011 Page 8 of Lengths of Walls (ft) 7.00 Wall Force lbs 352 wall Height (ft) 8 wall D.L. (psf) 18 DL floor/roof/misc (pif) 44 total D.L. (PLF) 188 Mom. Res. (K -ft) 4.60 Mom. O.T. (K -ft) 2.8 Uplift (K) -0.26 Res. Uplift (K) Uplift above (K) Total Compression (K) 1.06 Bearing 625 dbl 2x4 min Total Uplift (K) -0.9 k NO HD Holdown Req. Post req Connection Req'd (mina Maximum Load (K ) Stressed 15 -Jan -98 Thom Hume Consulting Engineers GRID EINE EAST Porch Lockard Addtion DIAPHRAGM Porch E -W 4.00 Wall Force lbs 941 LOAD TYPE wind wall Height (ft) 16 16 LOAD (pif) 157 18 18 DL floor/roof/misc (plf) WIDTH (ft) 24.00 total D.L. (PLF) 0.00 393 FORCE (K) (abs) PQ 1.88 Morn. Res. (K -ft) 3.14 3.14 LENGTH (ft) 11.00 15.1 0.00 2.98 DIA. SHEAR (Of) 171 Res. Uplift (K) REQUIREMENT (1) Uplift above (K) RIM SHEAR (plf) WIND FORCE = 1.88 k 171 plf 16d USE 18d 6" o.c. A35F OR USE A35F @ 31" o.c. SHEARWALL TOTAL FORCE = 1.88 WIND GOVERNS TOTAL LENGTH = 8.00 WALL SHEAR = 235 plf WALL TYPE A OK 310 > 235 plf 75.9% stressed USE 1/2" C -D STRUCT I one side w/ 10d nails at 6"o.c. edge 12"o.c. field 2x sill plate w/ 5/8" dia A.B. @ 45" oc max. spacing or 2 - 5/8" dia A.B. 2x sill plate w/ 16d @ 6" o.c. maximum spacing A35F 22" o.c. Note (1) typical roof or floor sheathing will be adequate for the bads GRID UNE NORTH Porch DIAPHRAGM Porch NS 4.00 Wall Force lbs 941 LOAD TYPE wind wall Height (ft) 16 16 LOAD (p4) 157 18 18 DL floor/roof/misc (plf) WIDTH (ft) 12.00 total D.L. (PLF) 0.00 393 FORCE (K) (above) (fQ 0.94 Morn. Res. (K -ft) 3.14 3.14 LENGTH (ft) 24.00 15.1 0.00 2.98 DIA. SHEAR (pt) 39 Res. Uplift (K) REQUIREMENT (1) Uplift above (K) RIM SHEAR (pt) WIND FORCE = 0.94 k 86 plf 16d USE 16d @I 12" o.c. A35F OR USE A35F @ 62" o.c. SHEARWALL TOTAL FORCE = 0.94 WIND GOVERNS TOTAL LENGTH = 8.00 WALL SHEAR = 118 p1f WALL TYPE DRYWALL OK 125 > 118 Of 94.1% stressed USE 1/2"or 5/8" Gyp.Bd. both sides w/5d (cooler) 4" o.c. 4" o.c. 2x silt plate w/ 5/8" dia A.B. @ 90" oc max. spacing or 1 - 5/8" dia A.B. 2x sill plate w/ 16d @ 11" o.c. maximum spacing A35F 45" o.c. Note (1) typical roof or floor sheathing will be adequate for the loads WALL ANALYSIS LOAD TYPE = WIND GOVERNS Job No. 97011 Page 9 of Lengths of Walls (ft) 4.00 4.00 Wall Force lbs 941 941 wall Height (ft) 16 16 wail D.L. (psf) 18 18 DL floor/roof/misc (plf) 105 105 total D.L. (PLF) 393 393 Morn. Res. (K -ft) 3.14 3.14 Mom.O.T. (K -ft) 15.1 15.1 Uplift (K) 2.98 2.98 Res. Uplift (K) Uplift above (K) Total Compression (K) 4.55 4.55 Bearing 625 dbl 2x4 min dbl 2x4 min Total Uplift (K) 3.0 3.0 Holdown Req. '1•hles- 1'L9i'(a'D Post req -4x1:00* Connection Req'd (mina 1" s„su.xamoo Maximum Load (K) 'rlI+ Stressed 66.48% WALL ANALYSIS LOAD TYPE = WIND GOVERNS Lengths of Walls (ft) 4.00 4.00 Wall Force lbs 471 471 wall Height (ft) 16 16 wall D.L. (psf) 18 18 DL floor/roof/misc (plf) 26 26 total D.L. (PLF) 314 314 Mom. Res. (K -ft) 2.51 2.51 Mom. O.T. (K -ft) 7.5 7.5 Uplift (K) 1.25 1.25 Res. Uplift (K) Uplift above (K) Total Compression (K) 2.51 2.51 Bearing 625 dbl 2x4 min dbl 2x4 min Total Uplift (K) 1.3 1.3 Holdown Req. 14489`• rigrig Post req 4xpost-- Connection Req'd (mina 10SDS1/4X3ws Maximum Load (K) 3.285 Stressed 38.16% 15 -Jan -98 Thom Hume Consulting Engineers r• Imbed Addtion Job No. 97011 Pepe 10of Horizontal support beam In Porch foundation beam 11 18.0 SPAN (R.) 1.33 LDF or Cd def critera 240 360 POINT LOADS 01ST X (ft) DeadL (K) llvel (K) Dist R. _ 17psfx9plf 147.8 0.0 Beam wt = pit 0.0 plf Total 147.8 plf 1.18 DL (K) 1.18 0.00 LL (K) 0.00 1.18 Total (IQ 1.18 1.18 Max /Uplift (K) 1.18 MOMENTG center SHEAR Deflection ® 8.00 feet -1.03 in. down M=4.72 Kot V=1.18 - 0.09 = 1.09 K I =111.1 inM E =1900000 psi Sx-30.7 in"3 A-25.4 in"2 ` . ' TLdef=-1.03"3.1/240=0.80" tb=18480 <F'b=2194psi Fb=95 x (Cd=1.33) = 128 psi ' LLdef=0.00'<LP380=0.53' 84.24% (stressed) fv=85 psi <128 psi 11. = 128.81 % stressed 20.Oec6e 12:58 = Dist ft. Fb=(Fb)(Cd)(CLXCF) 51.07% (stressed) DL= -1.03 In Unbraced Member Fb'=1450(1.33)(0.948)(1.20)=2194 psi Center Span; lu = 16.00 x 1.63+3d = 27.89, Rb= 14.07, Fbe=4201, CI=0.9 Left Connection Right Conneciton f (2) Z. ,c/4 3:•� ;o L 36 .01.33=2.13.72�=s� e-• Post supporting metal Angels foundation beam 12 16.0 SPAN.0.)• 1.33 LDF.orCd def afters•. • 240 '.360 POINT LOADS . DIST LIreL (K) X(R) DeadL (K) 9.00 1.18 ENT center Dist R. Beam wt = plf 0.0 plf Total = 0.0 plf 0.52 DL (K) 0.66 0.00 LL (IQ 0.00 0.52 Total (K) 0.66 0.52 Max /Upfdt (K) 0.68 SHEAR Deflection a 8.00 feet -1.39 in. down 20 -Dec -Oe 1258. Left Connection Right Conneciton M=4.65 Kat Sxa27.7 In"3 fba2012psi >Fb=1995psi 100.84% (stressed) V=0.68 -0.00=0.86K 'A=30.3 MI F'85 x•(Cd=1.33) = 113 psi fv=33 psi <113 psi I =78.3 InM E =1600000 psi TLdef=-1.39">L/240=0.80" NG LLdef=-0.00'<L/360=0.53" TL = 174.38 % stressed Fb=(FbXCd) 29.13% (stressed) DL= -1.38 in Fle=1500(1.33)=1995 psi 1 8X6 Select Structural . 1 Deck joist over Closet floor beam #4 10.5 SPAN (ft.) 1.25 LDF or Cd def critera 240 360 POINT LOADS DIST X (ft) DeadL (K) LiveL (K) Lockard Addtlon Job No. 97011 Page 1(of MOMENT _ center M=1.03 K -ft Sx=13.1 in"3 fb=937psi <F'b=1509psi Repetative Member Cr :62.07% (stressed) F'b=(Fb)(Cd)(CF)(Cr) Fb'=875(1.25)(1.20)(1.15)=1509 psi Dist ft. = Left Connection Right Conneciton 20 -Dec -98 12.58 = Dist ft. DEAD (PLF) 17.3 LIVE (PLF) 53.3 Beam wt = plf 3.8 pif Total = 74.4 ptf 0.11 DL (K) 0.11 0.28 LL (K) 0.28 0.39 Total (K) 0.39 0.39 Max /Uplift (K) 0.39 SHEAR Deflection r_, 5.25 feet -0.27 in. down V=0.39 - 0.04 = 0.35 K I =47.6 inA4 E =1600000 psi A=10.9 in"2 TLdef=-0.27"<L/240=0.53" Pv=95 x (Cd=1.25) = 119 psi LLdef=-0.19"<IJ360=0.35" fv=48 psi <119 psi TL = 50.88 % stressed 40.17% (stressed) DL= -0.08 in 2x8#2 16 o �. Left Post 2-2x4 stud @ 8 ft. ht. (max load =4.00K > 0.39K) • Right Post 2-2x4 stud @ 8 ft. ht. (max load =4.00K > 0.391K) • 15 -Jan -98 Thom Hume Consulting Engineers STRUCTURAL CALCULATIONS FOR: Lockard Addtion 54775 Avenido Alvacado La Quinta, Calif. JOB # 97011 CLIENT Richard Bliss Nelson Architect 78565 Yavapa Indian Wells, Calif. . 92210 THOM HUME CONSULTING ENGINEERING P.O. Box 15238 San Luis Obispo, Cal. 93406 NOTE: This package of Structural calculations, notes, plans, details and other information, is not a complete Structural Analysisof the entire structure under review. The above signing engineer is only responsible for systems designed directly by him, as outlined within this package. I --"f) = 2_p / 74vQ5 seri: 4041 '! (1 /1 (%o' G.l) 77 E z the h (co.)? 6)5171 ► (1)(52''1 ) (gsr G) i(1)(-;zili -i- it z'z))t(56Zl"4- (��) sz'7) :J rrL (1)(5-2,, (s 7:z,)(1..0)2 d- (s'*$L)(2(sq �.� 6,07/ / = qvn JSG Z hE V S Z'r 6-7C> x v J VI )(0)21)(c7) -2Q). g 9-2 1-17,sQ a Nor'