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04-4618 (SFD)r T41y, 4.XA a" 504 , LE TAMPICO CALIFORNIA 92253 -BUILDING PERMIT Av-r-1`cati1`Zn Number Property Address . . . . APN: Application description Property.Zoning Application valuation BUILDING & SAFETY DEPARTMENT (760).777-7012 FAX (760) 777-7011 INSPECTION REQUESTS (760) 777-7153 04-00004618 Date ` 8/03/04 53420 DEL GATO DR 770-350-019- - - DWELLING - SINGLE FAMILY DETACHED LOW DENSITY RESIDENTIAL 469368 Owner Contractor ARTZT EDWIN L PIERCE CORPORATION, ANDREW 65 W AVALANCHE CANYON DR P.O. BOX 3420 JACKSON WY 83001 PALM DESERT CA 92261 (760) 346-3228 WCC: STATE FUND WC: 0460014314 06/01/05 CSLB: 671203 05/31/05 CCC: B ------ Structure Information 5414 SQ SFD. ----- 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 # BEDROOMS 5.00 FIRE SPRINKLERS NO GARAGE SQ FTG 1095.00 PATIO SQ FTG 786.00 NUMBER -OF UNITS 1.00 .FIRST FLOOR SQ FTG 5414.00 ---------------------------------------------------------------------------- .Permit MECHANICAL Additional desc Permit Fee . . . . 132.50 Plan Check Fee 33.13 Issue'Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 4.00 9.0000 EA MECH FURNACE <=100K 36.00 4.00 9.0000 EA MECH B/C <=3HP/100K BTU 36.00 6.00 6.5000 EA MECH VENT FAN 39.00 1.00 6.5000 EA MECH EXHAUST HOOD 6.50 ------------------------------------------------- Permit -------------------------- BUILDING PERMIT Additional desc . . ' Permit Fee . . . . 1934.50 Plan Check Fee 1257.43 P.O. Box 1504 agum VOICE (760) 777-7012 78-495 CALLE TAMPICo C&hf 4 FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTIONS (760) 777-7153 r/BUILDING & SAFETY DEPARTMENT �/ Application Number: � ' a Date: 8 - 5 -0 7 Applicant: chitect or Engineer: Applicant's Mailing Address: Architect or Engineer's Address: I4;A WCCI— * -A AWA, cA gZ7e1 ic. No. li —3 3309 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 70130) of Division 3 of the Business and Professionals Code, and my Licens ' in full force and effect. ��' Z0� cense Class ,cense No. 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 for a 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.). U 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.). U I am exempt under Sec. BA P.C. for this reason Date Owner 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 tissued. . �i l' compensation nce carrier and p li y number are: ((arrier olicy Number r ! 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 those provisions. WARNING: FAILURE TO SECURE WO RS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDREDOHOUSAND 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. I certify that I have read this application and state that the above!ilis co .agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this co enter upo a abov ntioned property for inspection purposes. ate Sig�pplicant or Agent): i Page 2 Application Number . . . . . 04-00004618 Date 8/03/04. Issue Date . . . . Valuation . . . . 469368 Qty Unit Charge Per Extension BASE FEE 639.50 370.00 3.5000 THOU BLDG 100,001-500,000 1295.00 ---------------------------------------------------------------------------- Permit . . . . . . ELEC-NEW RESIDENTIAL Additional desc . . Permit Fee . . . . 241.39 Plan Check Fee 60.35 Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 5414.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 189.49 1095.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 21.90 1.00 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 --------------------------------------------=-----------------'-------------- Permit . . . . . . PLUMBING Additional desc Permit Fee . . . . 269.25 Plan Check Fee 67.31 Issue Date . . . . Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 31.00 6.0000 EA PLB FIXTURE 186.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 2.00 7.5000 EA PLB WATER HEATER/VENT 15.00 1.00 3.00-00 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 15.00 .7500 EA PLB GAS PIPE >=5 11.25 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Permit GRADING PERMIT Additional desc Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation.. 0 Qty. Unit Charge Per Extension BASE FEE 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 5414 sq. ft. SFD w/DETACHED CASITA. i/ Page 3 Application Number . . . . .. 04-00004618 Date 8/03/04 ---------------------------------------------------------------------------- Special Notes and Comments THIS PERMIT DOES NOT INCLUDE POOL & SPA ,BLOCK WALLS , OR DRIVE WAY APPROACH. ---------------------------------------------------------------------------- Other Fees . . . ... . . ART IN PUBLIC PLACES -RES 673.42 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 125.74 DIF FIRE PROTECTION -RES 97.00 GRADING PLAN CHECK FEE .00 DIF.LIBRARIES - RES 225.00 DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION (SMI) - RES 46.93 DIF STREET MAINT FAC -RES 15.00 DIF TRANSPORTATION - RES 1098.00 Fee summary ----------------- Charged Paid Credited Due Permit Fee Total ---------- 2592.64 ------------------------------ .00 .00 2592.64 Plan Check Total 1418.22 750.00 .00 668.22 Other Fee Total 3251.09 .00 .00 3251.09 Grand Total , 7261.95 750.00 .00 6511.95 OCT -10-2005 All "' CERTII Iff 10 :58 PM P.01 TIC TESnNG7 valew Sunder Name le'� n Nurr ber no Sample Croup Number ifying Signature .p- Das Sample House Number Firm:.,..), C. -of- HERS Provider: /666 X 5 Street Address:.? if iYL Ie Clty/State/Zip: 4eiAzoi f c4 9 ?_is 3 Copies to: Builder, HERS Provider bERATER COMpLIANt~tE_STATELIENT The house wee: ❑ Tested ❑ Approved as part of sample testing, but was not tested As the HERS rater providingdiagnostic testing and field verificatlon, I certify that the houses identified on this form comply with the diagnostic asted compliance requirements as checked on this form. ® Distribution system is fully ducted (I.e., does not use buildings cavities as plenums or platform returns in lieu of ducts) - . . . ❑ Where cloth backed, rubber adheslve duct tape Is installed, mastic and drawbonds are used in combination with cloth backed, rubber adhesive duct tape to seal leaks at duct Connactloni!;, ❑ MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Mattlmurn 6% Duct Lankage) Duct Pressurization Test Results (CFM @ 25 Pa) Test Leakage Flow In CFM If fan flow Is calculated as 400cfm/ton x number of tons enter, calculated value here If fan flow is measured enter measured value here Leakage Percentage (I OD x Test Leakage/Fan Flow) Check Box for Pass or Fail (Pass -696 or less) ZI THERMOSTATIC EXPANSION VALVE I or Commission s .I'Asesured values lent ❑ ❑ Pass Fall O'Yes ®No Thermostatic,Expansion Valve (or Commission approved equivalent) is installed and Access is provided for inspection/"Zo.- Yes Is a pass Pass Fail ® MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT 1. © Yes ® No ACCA Manual D Design requirements have been met (rater has verified that actual Installation matches values in CF -1 R and design on plan,' �% 2• Q Yes ❑ No TXV Is installed or Fan flow has been verified. If no TX's✓, /L//l / verified fan flow matches design from CF -1 R. Measured Fen Flow = ' D ❑ Yes thr both 1 and 2 is a F"ass Pass Fell i+v-+-e�=++w�,... r--..-r...,,,...a.----"n"-•--...e rico.--.,..cow .w��-,...+-,.. .-. .w,. ,r_. > �.r--t• � r^R- .: v:g71�.. ,-ri ..e-,. :'l"..ri , o. +Y�rf�. .�r4: w.3M''i4xv..r �{i� e• X erg y P.O. BOX 1504 APPLICATION ONLY 78-495 CALLE TAMPICO Buildin Address LAQUINTA, CALIFORNIA 92253 ��, K �' r7 Owner �►� � P#Ic�l�11�S L�izT7�' Mailing •, � BUILDING: TYPE'CONST. `� OCC. GRP. 1 r ^ _ '> �l7 Address � < +� f �/f 1�►-<i "FtiiC i., �'-• A.P. Number mrtL/ 7 7/�> — e--)19 �City Zip Legal Description Contractor Project Description � �aD�'F >a �'t*rk�'�i• �G�'f'�tZl�T1�?� Address ' pG. �1-x 7 O CityZip Tel 0 I r�f��rt q?2c � Itt-�A(.31�� State Lic. City & Classif. GNB Lic. q Sq. Ft. ,4 1 A No. ' No. Dw. 1 I Arch., Engr., Size `i 1 `t Stories Units Designer �'l ��«`Itrt<�, New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Address Tel. ZL�11 I��I►% �y�. <ul� t2(, 'll�•g3-25� f cityr Z'p� Stac. te LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section U 1 ' �' I K' L, L, 7000) of Division 3 of th/e Bulsijttess�aynd�'Professions Code, and my license, is in ful force and j effect., /I !/1(Cd.r t• ��'G' SIGNATURE ' ' DATE CITU OF LA QUINTA OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following Estimated Valuation..:_...;.: t reason: (Sec. 7031.5.Business and Professions Code: Any city or county which requires a permit to construct, alter. improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to PERMIT AMOUNT I the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for in ealleged exemption. Any violation of Section 7031.5 by any applicant for a permit Plan Chk. Dep. .00 subjects the applicant to a civil penalty of not more than rive hundred dollars (5500). I-: I, as owner of the property, or my employees with wages as their sole compensation, will Plan Chk. Bal. do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Const. Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building Mech. or improvement is sold within one year of completion, the owner -builder will have the burden Electrical of proving that he did not build or improve for the purpose of sale.) I 1 I, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for S.M.1. such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) Grading 1! 1 am exempt under Sec. B. & P.C. for this reason I Driveway Enc. , I Date Owner infrastructure I I WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of . Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. -Company - [I o. Companyf7 Copy is filed with the city. O Certified copy is hereby furnished. TOTAL CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg 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. Date Owner NOTICE TO APPLICANT., If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY Ihereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and slate 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 this city to enter the above- mentioned property for inspection purposes. Signature of aQplicant Date Mailing Address City, State, Zip REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: J WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION r Date 7/30/04 No. 26242 Owner Ed Artzt Address 53420 Del Gato Dr City La Quinta Zip 92253 Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # Study Area No. of Units o z�o Q BERMUDA DUNES r rn RANCHOMIRAGE 0 INDIAN WELLS 'ter PALM DESERT ,y LA QUINTA ,.jam, %INDIO L� Q 770-350-019 La Quinta 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 53420 Del Gato Drive 5414 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on, garages/carports, covered patiostwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.24 X 5,414 S.F. or $12,127.36 have been paid for 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 CC -Palm Desert National Bank -Jody Jones Check No. 090403 Name on the check Telephone Funding Residential By Dr. Doris Wilson 1 Superintendent Fee collected /exempted by Beth Schieferstine Payment Recd I$0.00 $12,127.36 Over/Under Signature AZZL NOTICE: Pursuant to Government Code Section 66020(d)(1), 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 issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the Districtfs) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting z CIT -Y --OF LA QUINTA BUILDIN "',!SAFETY DEPARTMENT J 11777-7012 26-ISPELJ1777-7153 !?TION REQUEST LINE Contractor Permit Number 04-4618" POST ON JOB IN CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES JOB ADDRESS 53-420 DEL GATO DRIVE - SFD - 5414 SF/DETACHED CASITA. PERMIT DOES NOT INCLUDE POOL, SPA, BLOCK WALLS, OR DRIVEWAY APPROACH TYPE OF INSPECTION DATE I P. TEMPORARY POWER - SETBACKS - U/G PLUMBING / WASTE - U/G ELECTRICAL / GROUNDING FOOTINGS / STEEL CONCRETE SLAB DO NOT POUR CONCRETE UNTIL ABOVE SIGNED ROOF NAIL / PRE -ROOF OKAY TO WRAP OVE7L / O FRAMING COMBINATION ROUGH ELECTRI ROUGH PLUMBI G ROUGH MECHA CAL INSULATION *7A -.?04f-- i91?V5-,lb COVER NO WORK UNTIL AB VE 5SIGNED INTERIOR GYP. BD. DRYWALL 9 EXTERIOR LATH /7 p GAS TEST 0 3 SEPTIC ABANDONMENT SEWER CONNECTION SEPTIC / GREASE INTERCEPTOR MASONRY INSPECTIONS FOOTINGS / STEEL BOND BEAM POOL / SPA / WATER FEATURE INSPECTIONS PRE-GUNITE / SETBACKS U/G PLUMBING U/G GAS U/G ELECTRICAL PRE -PLASTER ALARMS / BARRIERS • FINAL INSPECTIONS TEMP. USE OF PERMANENT POWER • o $ ELECTRICAL PLUMBING MECHANICAL PUBLIC WORKS DEPARTMENT COMMUNITY DEVELOPMENT DEPT. , FINAL / JOB COMPLETED ABOVE APPROVALS Dg -NOT INCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING f LoT tZ 1-T' �� • ?Sod 7 $ co21 D rjc t1 D Q5T LOT $1 _ I 1 SPECIAL INSPECTION DAILY REPORT TANDY'S INSPECTION INC. PO BOX 13766 PALM DESERT, CA 92255 OFFICE/FAX 909.769.9717 PAGER 760.776.3339 TYPE OF INSPECTION PERFORMED SAMPLE INFORMATION DESCRIPTION OF •' 1 TICKET NUMBER MIX NUMBER SAMPLED AIR TEMP SAMPLE SLUMP TIME IN MIXER DATE tVrj, LOCATION Z3 PHYSICAL ADDRESS S3- ��1'� �--� vc'�' PERMIT NU''MBrrER "1' (4(a O CERTIFYING AGENCY AND CERTIFICATION NUMBER JOB NAME L,zJ TYPE OF STRUCTURE S ARCHITECT ENGINEER ^_\� ! GENERAL CONTRACTOR e Qa SUB CONTRACTOR 9r Wk K,3 r rp c" -J I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABWTY I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS 8 APPLICABLE BUILDING LAWS. CC: INSPECTORS SIG TORE t0 l INSPECTORS CERTIFICATION AGENCY AND NUMBER SAMPLE INFORMATION DESCRIPTION OF •' 1 TICKET NUMBER MIX NUMBER SAMPLED AIR TEMP SAMPLE SLUMP TIME IN MIXER LOCATION WELDING INFORMATION PROCESS WELDERS NAME CERTIFYING AGENCY AND CERTIFICATION NUMBER ILI will 1 smalm', vINA n \ mir� I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABWTY I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS 8 APPLICABLE BUILDING LAWS. CC: INSPECTORS SIG TORE t0 l INSPECTORS CERTIFICATION AGENCY AND NUMBER SAMPLE INFORMATION SUPPLIER TICKET NUMBER MIX NUMBER SAMPLED AIR TEMP SAMPLE SLUMP TIME IN MIXER LOCATION WELDING INFORMATION PROCESS WELDERS NAME CERTIFYING AGENCY AND CERTIFICATION NUMBER I HEREBY CERTIFY THAT I HAVE INSPECTED ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED, AND TO THE BEST OF MY ABWTY I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS, SPECIFICATIONS 8 APPLICABLE BUILDING LAWS. CC: INSPECTORS SIG TORE t0 l INSPECTORS CERTIFICATION AGENCY AND NUMBER Components, Inc. Engineering Office 78-150 Calle Tampico Suite 205 B Phone: 760-564-1149 La Quinta, Ca 92253 Fax: 760-564-4313 DATE: 10/7/05 JOB: 2464-4Y 1 4-0 .4b 6 6-5-1a IG5•C 14-G-1 20-4.4 4.q 2 1 24 i 44.1 � 4 4Y NW20 - BUILDER _ett-Constr.u`ction Management 5 50 2 ;x4 Alp, l:,.0 .O-Box,337.1 Palm Desert Ca 92261 a4—.1 W,20,P� . s ' bxF `' '' ENGINEERING " :',Ford the guest house A / C unit'_: TOB SITE ADDRESS Gilbert'Residence 52-905 Claret Cove The Traditions Club La Quinta, Ca 92253 Use 30 " 2 x 4for A / C unit strap. BLOCK 30" BAY 16" O.C. - attach each end of 2 x 4 With - rag 2-16 d sinkers toe nailed. cfl 30'X30' I N ATTIC ACCESS k6a ! k7 -drag 16- -4 IV Lo �c �c I INT I.�� Y Y 1 '-6-311' PLT Y N k5 va k M -valY k F U Co k k1 A C k1 a PLA FOR L k1t t. k1 -, 1-6-0 CoY Y U (D �i ASITA k 11'-6-3/4" BOT. -0-0 k4 k 2-0 k5 k F -0-0 •�Q Y Y Y ( I Y Y Yl �� 11'-6-3/4" PLT 10" HEEL 7-6-0 7-6-0 0 0 d) o o - 27-0-0 :< Multi -Loaded Beam( 97 Uniform Buildinq Code (91 NDS)1 Ver: 5.07 By: Danny Armour, Structural Components Inc. on: 10-07-2005 : 07:44:50 AM Proiect: - Location: 1.5 IN x 3.5 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Usel Section -Adequate -By: 47�C-ontrolling-Factor. Area -/`Depth Required 1.44 In Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearinq Lenqth Required (Beam only, Support capacity not checked): Center Span Riqht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: ' Center Span Lenqth: Center Span Unbraced Lenqth-Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Durabon.Factor: Live Load Deflect. Criteria Total Load-Deflect7Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live.L-oad: Dead Load Location (From left end of span):. Properties For: #2- Douqlas Fir -Larch Bendinq Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=0.90 Cf=1.50 Fv': Adjustment Factors: Cd=0.90 Design Requirements: Controllinq Moment: 1.98 Ft from left support of span 2 (Center Span) Critical moment created by dead loads only on all span(s). Controllinq Shear: At right support of span 2 (Center Span) Critical shear created by dead loads only on all span(s). Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD-Center= 0.01. IN LLD -Center- 0.00 IN = L/36000000 TLD -Center= 0.01 IN = L/4750 LL-Rxn-A= 0 LB DL-Rxn-A= 27 LB TL-Rxn-A= 27 LB BL -A= 0.03 IN LL-Rxn-B= 0 LB DL-Rxn-B= 52 LB TL-Rxn-B= 52 LB BL -B= 0.06 IN L2= 3.0 FT Lu2-Top= 0.0 FT Lu2-Bottom= Cd=1_00 3.0 FT L/ 360 L/ . 240 wL-2= 0 PLF wD-2= 0 PLF BSW= 1 PLF wT-2= 1 PLF PL1-2= 0—F�T PD1-2= 75 X1-2= 2.0 Fb= 875 PSI Fv= 95 PSI E= 1600000 PSI Fc_perp= 625 PSI Fb'= 1181 PSI Fv'= 86 PSI M= 51 FT -LB V= 52 LB Sreq= 0.52 IN3 S= 3.06 IN3 Areq= 0.91 IN2 ' A= 5.25 IN2 Ireq= 0.27 IN4 1= 5.36 IN4 ID it MliTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: Gilbert Fax 9161676-1909 00 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth-Galbraith-Yuma, AZ. Pages or sheets covered by this seal: R18576024 thru R18576025 My license renewal date for the state of California is September 30, 2006.' October 7,2005 ' Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job russ Trussypely y 0 0 (loc) I/deft Ud PLATES GRIP TCLL 20.0 818576024 GILBERT K6 ROOFTRUSS 1 1 >999 360 M1120 197/144 TCDL 19.0 Lumber Increase 1.25 Job Reference (optional) Fox,wrth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Oct 07 08:08:03 2005 Page 1 4-9-0 8-2-10 I 11-8.4 1 16-5-4 I 17-8-4 1 4.9.0 3.5.10 3-5-10 4-9-0 130 Scale = 1:29.4 4x5 M1120= 7x8 M1120 II 5x8 M1120= 5x8 M1120 11 B-2-10 8-2-10 LOADING(psf) SPACING 2-6-0CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.08 1-9 >999 360 M1120 197/144 TCDL 19.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.20 1-9 >988 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.04 1-9 >999 240 Weight: 641b LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E 'Except' 4-8 2 X 4 SPF 1650F 1.5E ,BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 -G 2-6-5, Right 2 X 6 DF No.2 -G 2-6-5 REACTIONS (Ib/size) 1=2415/0-5-8.7=1545/0-5-8 Max Horz 1=59(load case 5) Max Upliftl=-100(load case 5), 7=-92(load case 6) BRACING TOP CHORD Sheathed or 3-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3882/168, 2-10=-3469/167, 3-10=-3448/167, 3-11=-2461/61, 4-11=-2167/68, 4-5=-2275!74, 5-12=2366/105, 6-12=-2443/99, 6-7=-2560/83,7-8=-4/0 BOT CHORD 1-9=-156/3228, 7-9=-31/2199 WEBS 3-9=-1368/181, 4-9=0/948, 5-9=-155/104 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. . (5)!l'anger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 Ib down and 2 Ib up at 3-0-0, and 35 Ib down and 2 Ib up at 13-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). / LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-11=-347(F=-250), 4-11=-98, 4-8=-97, 1-7=-25 Concentrated Loads (lb) Vert: 10=-35(F) 12=-35(F) October 7,2005 ® WARNING - Ver(/i1 design parameters and READ NOTES ON THIS AND INCLUDED WTER' REFERENCE PAGE MH -7473 BEFORE USE. - 7777 Greenback Lane Design valid for use only wilh Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610Ml is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job russ TrussType Qty Ply - 00 LOADING (psf) SPACING 2-6-0 CSI 818576025 GILBERT K6A ROOF TRUSS 1 1 PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.39 Job Reference (optional) 4-3.1 1 8-2-10 12-2-3 I 16-5.4 4-3-1 3-11-9 3.11.9 4-3-1 44 M1120= 5 4x8 M1120 II " . . 1v 4x8 M1120 11 3x4 M1120= 5x8 M1120= 4x5 M1120= 5x8 M1120= 5-5.9 I 10-11-11 I 16-5-4 5.59 5-6.1 5-5-9 Scale: 3/8"=1' ld Plate Offsets (X,Y): [1:0 -3-0,0-1-91,[9:0-5-12,0-1-91,[10:0-2-8,0-2-41,[12:0-2-8,0-2-41 LOADING (psf) SPACING 2-6-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.06 1-12 >999 360 M1120 197/144 TCDL 19.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.10 12 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 12 >999 240 Weight: 74 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-11-9 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std `Except* 10-12 2 X 6 SPF 1650F 1.5E SLIDER Left 2 X 6 DF No.2 -G 2-3-6, Right 2 X 6 DF No.2 -G 2-3-5 REACTIONS (Ib/size) 1=1043/0-5-8,9=1041/0-5-8 Max Horz 1=-58(load case 6) Max Upliftl =-21 (load case 5), 9=-21 (load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1811/37, 2-14=-1703/40, 3-14=-1632/50, 3-4=-1588/44, 4-5=-365/54, 5-6=-365/51, 6-7=-1587/49, 7-15=-1629/49, - 8-15=-1699/38, 8-9=-1806/36 BOT CHORD 1-12=-42/1528,11-12=0/1340, 10-11=0/1384.9-10=0/1526 WEBS 3-12=-232/119,4-12=-7/314, 6-10=-16/328,7-10=-244/124,4-13=-106.4/21, 6-13=-1064/21, 5-13=0/26 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 Ib down and 2 Ib up at 13-0-0, a 35 Ib down and 2 Ib up at 3-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 October 7,2005 ® WARNING - ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use any vvith PNTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610M1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■�■ fabrication, quality control, storage, delivery, erection and bracing, consult ANSIAPll Quality Criteria, DSB-89 and BCS11 Building Component Safety �ek� Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. Job russ Truss Type Oty Ply 00 R18576025 GILBERT K6A ROOF TRUSS i 1 Job Reference (optional) Foxwonh Galbraith, Yuma, AnZona t153bb LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-98, 5-9=-97, 1-9=25 Concentrated Loads (lb) Vert: 14=-35(F) 15=35(F) a.LUU s Jul 13 LUUb MI I eK moustnes, Inc. Yn uct ut uo:ub:u:1 LUub rage L ® WARNING - Ver(& design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 PP tl 9 P P P Po P g t tY 9 9 9 9 is for lateral support of individual web member any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quofity control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component , w ",���m Safety Information available from Truss Plate Institute. 583 D'Onofrto Drive. Madison. WI 53719. 'Y Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' 'Center plate on joint unless x, y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions Shown in ft -in -sixteenths Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss l . Additional stability bracing for truss system, e.g. and securely seat. diagonal or X -bracing, is always required. See BCSI1. ,16" 2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS c,-2 c2-3 4 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS C�, all other interested parties. U ' ��' p 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate e plates 0-1/,6" from outside � " CL 5. Place plates on each face of truss at each edge of truss. c» c6-7 cs s O joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPII. *This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII. 'Plate location details available in MTek 20/20 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT• use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel camber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 96046, 9511, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indicates joint number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: ® MiTek 16. Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. • BCSII : Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 © 2004 MiTek® M v GOuvis5IMMOMMUHM consulting group, inc. September 15, 2005 AI' Durrett Al Durrett Construction 81045 Las Colinas Avenue Indio, CA 92201 Re: Gilbert Residence Opening at shear wall GECG Job No. 60833-310 Dear Mr. Durrett, Pursuant to your request regarding the above captioned project, we submit the following: There is a new 2'- 9" wide by 3'-7"high window opening at the left of Master Bath. It is structurally acceptable to have this window as long as 23" and 24" panels are left at each side of this opening and continuous 4x blocking is provided aligned with header and window sill. In addition, please apply two continuous CS -16 straps side by side over all bays of blocking and header at entire length of the wall per attached Detail -A. UiPlease see attached loose calculation due to this opening. Note: Please verify the above with the building department prior to construction. If you have any questions please do not hesitate to contact this office. Sincerely, GOUVIS ENGINEERING CONSULTING GROUP, INC. orli Se ' olect Man er Attachments (3) 949.752.1612 fax 949.752.5321 4400 Campus Drive Newport Beach, CA 92660 Mansour Amid, P.E. Executive Vice President Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam I.1?.10516 OVER SHEAR P BLK'G IN/8d ®2 1116" ONTO HDR. OR ININDO SHEAR PANEL TYP. E OF OPENING. (ALT. INE MIN. BLK'G ABOVE 4 FULL LENGTH OF 51-!E 2. DOUBLE 2X TOP PLA 5. 2X STUD PER PLAN. 4. HATCHED AREA INDI SHEAR PANEL ALL A PROVIDE B.N. ® BLK'C SHEAR WALL. NOTE: - NAIL BOTH PLYINOOD5 ON SAME MEMBER. D0041 NEL OVER X 5. PROVIDE CONT. STUD/5 OR POST. �).C. EXTEN VAI/B.N. NEXT TO OPENING. II SILL 4 ACROSS 6. HEADER PER PLAN. %GH CORNER -7. WINDOW SILL. TALL OVER�}X 8. P05T H/SIMPSON HOLDOINN PER 3ELOIN OPENING PLAN INHERE OCCURS ,R PANEL). NOTES: -INSTALL HOLDOWN ON RETURN HALL ® CORNERS WHEN APPLICABLE. 4TE5 PLWD. =4)5E FULL WIDTH BLK'G. 4 WINDOW SILL OUND OPENING FOR STRAP ON BOTH SIDES OF DBL $ EDOE5 OF SIDED SHEAR PANELS. OFENINO,nno SHEAR WAIT .zoo �o% O O O OFENINO,nno SHEAR WAIT V .zoo �o% V SW -4 GOUVIS0119110111`1119 Wind: 2190 Seismic: 1691 consulting group,inc. wind 292.0 seismic 225.4 1L ROOFI 15.0 2A @ LEFT OF M.BDRM IST FLOOR 2 -FOUR EXTERIOR WALL Wind 2190 Seismic 1768= 1691+ 77 0 DRAG POINT 0.5 6.0 1 2.0 2.71 1.9 ❑ BLOCKED OPENING USE TYPE 14 ON BOT(/I'OP) OF OPENING SEE DETAIL ON PLANS Job No : 60833-200 Plan No: CUSTOM Client : GILBERT & BOURKE Engineer: man Date :0/09/2004(Ver7.45) CBC 2001(ZONE 4) Flexible Diaphragm 0.0 6.5 13.1 Drag Force Analysis A: SIMPSON ST22 (1150 LB) ALT (12) # 16d sinker per top plate splice SEE DETAIL INFORMATION ON NEXT PAGE *** User prefered SW -5 G O IJVI S ' Job No : 60833-200 Plan No :CUSTOMUSTOM Client : GILBERT & BOURKE consulting group,inc. Engineer: man Date :09/09/2004(Ver7.45) CBC 2001(ZONE 4) 2A Flexible Diaphragm TOTAL WALL LENGTH = 13.11(F.T) TOTAL PANEL LENGTH = 3.95(FT) SHEAR DIAPHRAGM = 2190/ 13.11 = 167. (PLF) REDUNDANCY FACTOR: p(L)=1.00 SHEAR = 2190/ 3.95= 554(PLF)(FLEXIBLE) MAXIMUM DRAG = 1086(LB) USE TYPE 14 3x4 5/S" x 12" A.B. @ 16" o/c MAX. w/PL. WASHER DEAD LOADS: Wall 172.5= 15 * 11.5' OVERTURN ANALYSIS UPLIFT(T). DOWN(C) PANEL AO LEFT_SIDE T= 3654 (LB) C= 3986(LB) RIGHT_SIDE: T= O(LB) C= O(LB) Use HTT22/4X6(1) (u, L. BLOCKED! FORCE @ EDGE OF OPENING..IS PANEL OB LEFT_SIDE : T= O(LB) C= O(LB) RIGHT_SIDE: T= 3654(LB) C= 3986(LB) Use HTT22/4x6(1) @ R. (I) Holdown inside of panel *** User prefered HTT22/4X6(I) w/DBL BLK'G *** NO SIGN. UPLIFT() 446 (LB) NO S.IGN. UPLIFT( ) HTT22/4x6(I) w/DBL BLK'G *** JUN/15/2005/WED 03:50.PM Structural Component FAX No.760 564 4313 P.001 MiTek Industriesr Inc. 7777 Greenback Lane suite 109 Citrus Heights, CA, 95010 Telephone 9161670.1900 Re: Gilbert fax 9161676.1909 00 The truss drawing(s) referenced below have been prepared by Mi'Tek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth-Galbiaitli-Yuma, AZ. Pages or sheets covered by this seal: 816902949 thru 816902949. My license renewal date for the state of California is September 30, 2006. June 15,2005 Yu, Ray 'rhe seat on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. JUN/15/2005/WED 03:50 PM Structural Component FAX No,760 564 4313 P. 002 Job ruse Truse Type Qly In (lot) I/dell Ud PLATES GRIP 11189028/9 GILOERr F7 ROOFTRVea t 1 6-9 X999 380 M1120 197/144 TCDL 19.0 IQ11�_-s1.1 48.7 I 1b2•a F 17-107 118•L•7=� 1 019.9 2.8.0 41.0 34"'4-a.4 11-3-0, 10.114-.- ' ¢sate =13BA 1 49 M11201- 2 9201- 2 8x8 M20= a SIr9l =pry �N MI120 i 4 Os.7 ?8.0 e -t•0 °$° 4 FIELD REPAIR: CLUSTERED REASON TO REPAIR; BOTTOM CHORD WAS MISSING 1.0.0 AS SHOWN. 1- ATTACH A 2X10 SPF No.2 OR BTR. SCAB TO BOTH FACE OF TRUSS. AS SHOWN WITH iOd COMMON WIRE NAILS (0.148"X3.0") 0 B" O.C., 3 ROWS. 3 II O d3W MU20� 439 KIM II l 1 7 -toy r I 8.2A t ib ,V 3� LOADING(ps0 SPACING 2-04 CalDEFL In (lot) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.)10 Verl(LL) -0.07 6-9 X999 380 M1120 197/144 TCDL 19.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.19 9.9 X999 390 9CLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.10 6 We n/a BCDL 10.0 Code UBC97/ANSIOS (Metrix) Wind(LL) 0.04 8-9 >999 240 Weigh(: 79 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5.2.15 oc pudIns, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.6E 'Except• BOT CHORD Rteld catling directly applied or 10.0.0 oc bracing. 10.13 2 X e SPF 1650F 1.5E WEBS 2 X 4 SPF ShrdlSLd SLIDER Right 2 X 6 OF No.2 •G 2-5•14 REACTIONS Qbletz4) 6-95910-5•6. 12.880JOS 15 Max Herz 12=68(Iood cess 6) Max UprrfS---60Qoad case 0), 1Z-1 8(load case 3) FORCES Ob) _ Maximum CompressionlMaximum Tension TOP CMORO 1-2-.l e68/t 10, 23¢ 1257/28, 9.411-1169/40, 4-3vs 1344145. 5-6g^-1424127, 6.7=-3JO, 1-11--809155 BOT CHORD t2 t3ti0/0, t1 -12F 88119, 10.11=-21/1T1, 9 10=01194, 2-9=0/184, B•9=•153/1968, 6.8=0/1212 WEBS 2.8=-901/168, 3-8=0/436, 4.8=•211/87, 1-9=•7511822, 9-11=49/51 NOTES 1) Unbalanced roof live loade have been considered for this design. 2) This truss hes been de5l0ned fot the wind IOads generated by 70 mph winds at 25 R above ground level, using 8.0 psf by chord dead k and 9,0 pal bottom chord dead load, in the extsdof(2) 20119 roof zone on an occupancy category g, condition 1 enclosed building, vrilh expoeure C ASCE 7-95 per UBC971ANS195 It end verticals or cantilevers exist, they are exposed to wind. If porches exMI. they are not exposed to Wind. The lumber OOL Increase Is 1.33, ano Ne plate grip Increase la 1.53 3) This truss has been designed for it We pal bottom.chord love load nonconcurrent vrith any other live. loads. 4) A plate rating reduction of 20% hoe been applied for the green lumber m... Fs. LOAD CASE(S) Standwa June 15,2005 WARNING • 7drV, deatp& Daramtws and AMD NOTBB ON front AND ar UMBD DOWNS NaMAUNCa Mos AW -WO DAMRS USX 7711 GreanbarA Lene � mrvaWfnasewirvA Wekaonnebtora.ihbderbnoboradvnhupon pbromelafllw+n.ondhlw*-IoOv uafbWOloocompwwrd. Bata 108 obTM d deign pomenwten god popes Ioc p Gon or cow4wronl b r¢apontibitly o1 buidnp doepnw • rat In3M dadpnar, 8v9d g shown Ol4rn 'B • �. 90ea0 h la brsar wppplot Irldhtdaat waD MDmban 0111/. Add0bnal fampwory 6rocbsg b rm�3v slobt%r during comivcibn is Ba serpor�ilr of the emclot. Adolft"fpetmdnent of Do wwollshvclwoh(he mspordbiWofthe bui"doepna.Toryenaolovidoncere9odno robdeaBon.4aoiheonYoLdomatLdelivery .ereaRonadbacinD.eomdl ANSVf%1QadilrCAfedo.BSB•89on;VIB."',CampanoM 8aft�iTek� htnfdrmdton bralobbM1o�nlryffpblelMLTYf6.5630VnastpOr}vp,Mod9on,N9S3r19. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 13"74"Center plate ort joint unless x y Damage or Personal Injury offsets are indicoted. ' 6-b B ' dimensions spawn in Winsbcteenths Dimensions ore (n ft-in-sixteentfis. Apply plates to both sides of truss y pia 'I I. Additional stability lxacing for truss system, e.g. and securely seat. diagonal or X-bracing, is always required. See SCSI 1. 2. never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS FT 4 CI-2 caa 3. Provide copies of this truss design to the building — ctiodesigner, eren supervisor, property owner and WEBS all otherinterested parties.CC Nq� 4iu� p \\ 4. Cut members to beartightly against each other. For 4 x 2 orientation, locate plates 0-4»" from outside rL a 5. Place plates on each face of truss of each edge of truss. C7-4 C6.1 joint and embed fu(y. Knots and wane of joint BOTIOMCHORDS locations are regulated by ANSVTPII. "'this symbol indicates the required direction of slots in g 7 6 5 Desi 6. n assumes trusses will be suitably Y protected tram connector plates. the environment in accord V./Ah ANSI/TPI t. "cation details available in NmTek 20/40 Plate to Plate b 7. Unless Otherwise noted, moisture content at lumber shalt not exceed 19% at time of fabrication. or upon request softwJOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO B, Unless expressly noted, this design is not applicable tot PLATE SIZE THE LER use with Ire retardant or preservative treated (umber, 'he first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JofNT NUMSERSAMERS. 9. Camber 4 a non-structural Consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss td General prc7C1'Ce K to dimension is the length parallel Camber for dead loud deflection, deflection. to slots. 10. Plo* type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, ?S-43,916-20-1. 96-67,84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the speciEed• output. Use T, I or Eliminator tracing if indicated. ICSO 4922, 5243, 5363, 3907 12 Top chords must be sheathed or purlins provided at spacing shown on design. RARINGSBCC1 9667, 973Q 96048, 9511, 9432A 13. Bottom chords require lateral bracing at TO ft- spacing, Indicates location where bearings or less, fi no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. reaction section indir_ates joint MEMO number where bearings occur. 15. Do not cut or after buss member or plate w 'hour prior MIMI approval of a professional engineer. fndudry standards 0 M iTek 16. In"I and load verficolYy unless indicated otherwise. ANSIJTPI 1: National Design Specification for Meta) Plate Connected Wood Truss Construction. ® - DSSDesign Standard for Bracing. � SCSI1:It: Binding Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineerieg Reference Sheet Mit-7473 w ®ar MTek® GOUVISTWORPHOW consulting group, inc. October 5, 2005 Al Durrett Al Durrett Construction 81045 Las Colinas Avenue Indio, CA 92201 Re: Gilbert Residence PVC hole in beam GECG Job No. 60833-311 Dear Mr. Durrett, Pursuant to your request regarding the above captioned project, we submit the following: There is two I" diameter holes as per attached sketch which was drilled into the existing 6x10 ceiling Beam #10 per plan. This beam is.attached at one side to a truss that has stiffened with plywood shear panel. This beam is checked and the as built condition is structurally acceptable. Note: Please verify the above with the building department prior to construction. r If you have any questions please do not hesitate to contact this office. k Sincerely, GOUVIS ENGINEERING CONSULTING GROUP, INC. Gorp Senior ct Manager Attachments (2) 949.752.1612 fax 949.752.5321 4400 Campus Drive Newport Beach, CA 92660 Mansour Amid, P.E. Executive Vice President Palm Springs, CA Pleasanton, CA Sacramento, CA Salt Lake City, UT Ho Chi Minh City, Vietnam �IL �CL �O QO tu N >L v® A XQ .t- GREAT �ry�m !7 HIGH I SIM. LOW D CD DBL G.T. CONT. 6X10 10 CEILING -22'-O°t O V 1.'bflgA HIGH 6X8 CL'G A A.2 -i LJ <ITGHEn. CLNBEAM' ROOF. E CONT. DBL. TOP PLATE - W/SH R s- O TRu55 CONT. 6X10 10 CEILING -22'-O°t O V 1.'bflgA HIGH 6X8 CL'G A A.2 -i LJ <ITGHEn. ES1/FME41ncs3'420 STRUCTURAL ENGINEERS & CONSULTANTS FIELD REPORT SITE VISIT NO.: O N E DATE Dec. 16, 2004 PROJECT NO 404-4350 PROJECT: "Artzt Residence@The Tradition/ Lot 97" CLIENT NO: BBG , BUILDER ANDREW PIERCE CORP. FILE NO : 4350FR1 LOCATION: La Quinta, California SHEET NO : 1 OF 7 ARCHITECT: BBG ARCHITECTS ATTENTION: Bob Burgess with Andrew Pierce Corp. PROJECT SUMMARY SITE Single Family house is situated in a developed area. Field Observation on Dec. 10, 2004 with Bill Burgess FIELD OBSERVATION The following structural items were observed and need to be addressed: For location and clarification of items, refer to photo reduction of framing plan on following sheet. ITEM j General 1 Provide 5/8" dia threaded rod with Simpson Set Epoxy Tie embedded 4 1/4" into foundation for missing anchor bolts or 5/8" dia. Kwik bolts with min. 2 3/4" edge distance from edge of slab. Garage and Service Room: 2 Shear wall in Front of Garage: Add (2) 2x6 flat block (4 ft. long) nailed to both top plates with 16d nails at 4" o.c. for shear transfer from outside wall to inside wall. 3 Shear wall in Front of Garage: Add plywood over inside header per plan and nail shear wall per plan. 4 Left & Right side of Garage: Provide 2x flat block between roof trusses on top of both exterior and interior wall top plates. Nail block with (4) 16d nails into each wall, since Simpson HI's on nailed to interior wall. 5 Wall at left side of Service: Add CS 16 strap per Detail Y /SD1. 6 Shear wall at rear of Garage: Provide Simpson A35's @ 8" o.c. per Detail Q/SD1. 7 Shear wall at left side of Garage: Provide CS16 above and below window across entire shear wall per Detail E1/SD2. 8 Rear of Powder Room & Front of Entry Porch: Provide strap per Detail B1/SD2. (714) 835-2800 Fax (714) 835-2819 1800 E. 16th Street, Santa Ana, CA 92701 • K .., ESI/FME.,Inc... STRUCTURAL ENGINEERS & CONSULTANTS FIELD OBSERVATION: "Artz Residence@ Tradition -Lot 97 " Date: Dec. 16, 2004 ANDREW PIERCE CORP. ESI/FME J.N. 404-4350 Sheet No.: 2 Entry Porch, Entry, Kit, Family Rm; Living Rm. Dining Rm,.& Loggia 9 Shear wall btwn Kit and Dining Rm: shear nail shear wall. 10 Drag Truss to beam: Add Simpson A35's @ 16" o.c. from top of bottom chord of drag to side of PSL with horizontal diaphragm for shear transfer. 11. Hardy Panels between Nook & Family Rm: See Memo, dated 12/11/04 for change in size of Hardy Panel due to height of beam. 12 Beam at rear of Nook: Provide shear transfer connection per Detail A/SD1. 13 Rear of Family Rm: Add shear panel over beam per plans. 14' Header at left side of Family Rm: Provide a 6x6 header per plan. 15 Hardy Panel at rear of Loggia: See Memo, dated 12/11/04 for new Hardy Panel size, 16 Rear of Living Rm and Dining Rm: Add longer 6x10 headers over existing 6x10 or 6x12 header to bear on foundation, since existing headers do not rest on foundation. Be sure to replace shear panel over headers. 17 Rafters over Loggia to rear of Living Rm and Dining Rm: Add straps over the top of rafters to wall with ST22 @ 48" o.c. per Detail D1/SD2. Add Simson A35F each side of block to stud where Loggia rafters are connected to block. Provide (3) 5/8" dia lag bolts or (2) 3/4" dia lag bolts from. blocking into Loggia rafters with a minimum penetration into raftes of 5" and 6", o respectively. 18 Hardy Panels at rear of Living Rm & Dining Rm: Add (3) Simpson LTP4'S each side of each Hardy Panel from Beam to Solid Shim above Hardy Panel. 19 Hardy Panels in Front of Living Rm and Dining Rm: See Memo, dated 12/11/04 for new Hardy Panel size due to height of beam over Hardy Panel. 20 Beam in Front of Entry Porch: Add plywood shear blocks between rafters with A35's in lieu of Detail B/SD1. 21 Shear wall at left side of Living Rm: Add shear transfer connection over shear wall per Detail A/SD1. 1800 E. 16th Street, Santa Ana, CA 92701 • (714) 835-2800 9 Fax (714) 835-2819 ESI/FME,Inc. STRUCTURAL ENGINEERS & CONSULTANTS FIELD OBSERVATION: "Artzt Residence@ Tradition -Lot 97 " Date: Dec. 16, 2004 ANDREW PIERCE CORP. ESI/FME J.N. 404-4350 Sheet No.: 3 Office, Guest Rm, MBR, and MBA 22 Right side of Office: Provide 2x flat block between roof trusses on top of both exterior and interior wall top plates: Nail block with (4) 16d nails into j each wall, since Simpson H1's on nailed to interior wall. 23 Shear wall in Front of Office Bath: Add Simpson A35's @8" o.c. per Detail R-4/SD1. 24 Left side of Office Bath: Provide 2x flat block between roof trusses on top of both exterior and interior wall top plates. Nail block with (4) 16d nails into each wall, since Simpson H1's on nailed to interior wall. 25 Shear wall at left side of Guest Rm: CS16 above and below window across entire shear panel per Detail E1/SD2. 26 Shear wall at rear of Guest Rm: Add Simpson A35's @8"o.c. per Detail R-4/SD1. 27 Shear wall at left side of BA#2: Add Simpson A35's @8"o.c. per Detail R-4/SD1. Shear wall to be nailed at 4"o.c. 28 Shear wall in Front of MBR: Add Simpson A35's @8"o.c. per Detail R-4/SD1. Add strap per Detail 11/SD2. 29 Wall at left side of MBA: Add shear blocks for shear transfer in lieu of Detail A/SD1. 30 Shear wall at right side of MBR: Add H1's per Detail A/SD1. 31 Rear.of MBR: Add Simpson A35's per Detail F/SD1 and add ST6224 from post to beam. Missing Hardy Panel at rear of MBR. Casita and detached Garage: 32 Left side of detached Garage: Add Simpson A35's @ 24" o.c. per Detail R-2/SD1. 33 Shear wall at rear of detached Garage: Add vertical straps from garage header to post per Detail L/SD1. Anchor bolt missing nut. 34 Front of Entry Structure: Add 6x6 header and H1's per Detail A/SD1. 35 Rear of Entry Structure: Add 6x6 headers at two locations,. 36 Shear walls at right side of BR#2 & Casita: See Memo, dated 12/9/04 for structural changes to shear wall due to window changes. 1800 E. 16th Street, Santa Ana, CA 92701 9 (714) 835-2800 • Fax (714) 835-2819 ESI/.FME,Inc... STRUCTURAL ENGINEERS & CONSULTANTS FIELD OBSERVATION: "Artz Residence@ Tradition -Lot 97 " Date: Dec. 16, 2004 ANDREW PIERCE CORP. ESI/FME J.N. 404-4350 Sheet No.: 4 Casita and detached Garage: 37 Shear wall in Front of BA#2 Casita: Add Simpson A35's;@8"o.c. per Detail R-4/SD1 & Add CS16 above and below opening per Detail E1/.SD2. 38 Left side of BA#2-Casita: Nail H1's to trusses 39 Shear wall at left side of BR#2 Closet: Electrical Panel through shear wall, therefore add shear wall #11 at left side of BR#1 tub with Simpson HTT22 at.each end of each shear wall nailed to double studs at 5 locations. 40 Girder Truss over BA#1: Add Simpson A35's from blocking to bottom chord of girder truss for shear transfer. 41 Left side of BR#1 -Casita: Add Simpson A35's @ 8"o.c. per Detail R-4/SD1 and add Simpson H1`s per Detail A/SD1. 42 Shear wall at Rear of BR#1-Casita: Add Simpson A35's at 8" o.c. per Detail R-4/SD1 and provide blocked roof sheathing. 43 . Rear of Porch: Add Simpson A35's at 24" o.c. per Detail F-2/SD1. DISCLAIMER: THIS WAS A WALK-THRU REVIEW. WE DID NOT INSPECT THIS BUILDING. OUR OBSERVATION WAS FOR GENERAL COMFORMANCE AND/OR DESIGN INTENT. ISSUED BY: ESI / FME, iNC,.�,`8 i f6 - yy COPIES TO: l STRUCTURA.% Gh�VE'��h�:S , (3) ANDREW PIERCE CORP. BY: _ =� ��' (fax) Attn: Bill Burgess C'J r' ,. 1 i . (760) 346-6263 Danny Matsyr tqW,C 1800 E. 16th Street, Santa Ana, CA 92701 • (714) 835-2800 . Fax (714) 835-2819 ARTZT RESIDE LA QUINTA, CA ES-I/FME,.In.c.' STRUCTURAL ENGINEERS LATS:Vl sew NOTM 1 aml mesa• 1 • . �l �a�mm±��ama� PrYP _sl ' 'y�/ sv�mPllepfwtiw 'm wlY �s l R IaCtL�VY�.P IBI O.L�IG9 wI YI �vl C 6e�amPld lr)Ua®i PV Ifm• _YI . a�mYl�p/V�YY @q�O9U DM. m7mo �uf sPm l w POiT�i �BwIYMI Yq •YPt�vl o �wllYIDs ®ew w(®YIY s®v.v1lbb�O mnp m Olm r.IVRip m YO mLL. mvaln. rlm www • II � .vLL b m[ s ve r Inn cua • 1PI®ma.mw. a w.•o su . n+sm a s mmt c �r��miln..eamNmmm nm<wlus..udBls® w �n d.�we irc Pa`msoic� �Ilsaw. ww]mpniPo�N®ie�wy� I�B•Ilna.w FRAMM LEGM �i mm mss Q'"-- (D—'Q �wPs /.mlr PrY I.m aaY .MY • NHY •H•r• d.K./m I a.HY �•.a Y)K./m •NY HY, dlKo/s Pem ''m•I'+W �r✓u •MK ynrRl u/m •W • m).rY _ •Rs dMu/v ) 1mPYm > ns1W d✓o/q N)LOi.I�mK .wu K611 ny m • •.®wPO Glu Pll n0 w)V G/ IB.Bm. P.'�i.en sus p.B Pw.wo Rl 0.ITC WWIC X11mIRL nu••Hu i 1 .v Plio.wP�.m Sheet Date JN. 404-43 C45I i A i�F � Cf -FAD GAP -AGE ES'I/FME, Inc. STRUCTURAL ENGINEERS FIELD FIX FOR MISSING EXTERIOR HOLDOWN (NON—MONOLITHIC POUR) SEE PLAN FOR HO CALL OUT ....... .. ..... ................ .........................:..:.::::.:..::.....:. 8 �ml . Lu 0 oD Sheet - 7p Date DEC i. , L'Jv4 JN. 4350 4x POST MIN. COLD.JOINT i CONC. SLAB THREADED ROD . EMBED W/ SIMPSON "SET' EPDXY—TIE* W/ SPECIAL INSPECTION" —3/4" MIN. * INSTALL IN ACCORDANCE Wn SIMPSON STRONG -TIE RECOMMENDATIONS: SPEC IAL I NSPECTION REQUIRED; LA RR # 25279. ICBO # ER -5279. SIMPSON HOLDOWN DIAMETER OF THREADED ROD W/ "SET" EPDXY TIE EMBEDMENT DEPTH INTO FIRST POUR HOLDOWN FASTENERS INTO POST HTT16 5/8 INCHES 10 INCHES (18) — 16d's MTT28B 5/8 INCHES 10 INCHES (24) — 16d's HTT22 5/8 INCHES 1.0 INCHES (32) — 16d's HD2A 5/8 INCHES 10 INCHES .(2)— 5/8"dia bolts HD5A 5/8 INCHES 10 INCHES (2)— 3/4" dia bolts HD6A 7/8 INCHES l�-M INCHES (2)— 7/8" dia bolts HD8A 7/8 INCHES INCHES 3 — 7/8" dia bolts SI Certificate of Occupancy U = U&M COPY. G� OFT9�S g Y p Building & Safety Department ¢y This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code . and . the various ordinances of the City regulating building s X construction and/or use. t BUILDING ADDRESS: 53-420 Del Gato Drive Use classification: Single Family Dwelling Building Permit No.: 04-4618 Occupancy Group: R3/U1 Type of Construction: VN Land Use Zone: RL Owner of Building: Artzt Edwin Address: ^ate By: Daniel P. Crawford Jr. Date: 10/14/05 Building Official POST IN A CONSPICUOUS PLACE fit