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9806-050 (SFD)LICENSED CONTRACTOR 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. License # Lic. Class Exp. Date C V HC 12/31/98 Date - Signature of Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: (fir) 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). ( )J I am exempt under' ection B&P.C. o this reason y,Date �.G ! Signature of Owner � -`.� F� Pi�JA/40 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: Cartier Policy No. (This section Rneed not-belRCompfe etl if the permit valuation Is fo1�Og�0(o 'Fess) ( ) 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 �sha II �forthwith comply with t, ose provisions. v6ate: 161.P41`70Applicant_ a+ Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $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. 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 construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for) inspection purposes. /Signature (Owner/Agent) �.r Date/ * , Y! BUILDING PERMIT FERNY# DATE1 VALUATION LOT 984* -050i TRACT ^ ' ' /, 1A r`�i $76898.40 t ; 13157,.03 JOB SITE' APN ADDRESS 51-:255 AVENIDA RAIWIREZ 773-OSM'13 ' OWNER CONTRACTOR/DESIGNER/ENGINEER GA.BR.IEL'TZONIPANT7,1 OWNER / BUILDER WrrH CVHC PO BOX 302 45701 MONROE ST S'TE CI CAnIEDRAL Cn Y CA 921234 INDIO C.A. 92201 , 1:760347-3157 CBLf1 k. USE OF PERMIT a_ SFD (CI2150L) - PF: WT WE,-, NOT INCLUDE BLLlCK WAILS c -fit FOUL. PLAN CHECK PORTION OF FEES REDUCED 755 FOR MULTIPLE t. Tn r r ,R AW, P1 Aw rvpr, '1R:%C r CONSTRUCTION 1[,215.00 SF PORCWPATIO 23.00 SF GARAGEtCARPORT 455.00 SF 5 FT. WOOD FENCE 600,00 LF - ESTIi6WED COST OF WNI STg01JC'fl'm 76,898.40 PERMIT FEE SUMMARY CONSTRUCTION FEE 101-000-418-000 SW.00 PLAN QIECK�F'EE 101-000-439-3111 $115.8.0 MROWNIGAL• EE 101-000--121-000 $53.50 V. ELEC fRIC AL FEE 101.-0400-420-000 $121.13 PLUMB.M FEE 101-000-419-000 $145.M STRONG MOTION .FEE - RES.ID 101-000-241-000 $7.69 r GRADING FEE 101-000-4234000 � $20.00 INFRAS'T'RUC'I'UW FM 15-90-443-312 01,685x..000PRECISE 'LAN _8 -000-+9J- 5 - kSi $2;'0,'. 72 _ ti-TOTAL CONS; INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade 4 Return Air Steel I I Combustion Air Roof Deck _,;X9 — _ Exhaust Fans O.K. to Wrap —'tp F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath 3 —.3-t `q D ll - Int. Lath Final Final BLOCKWALL AP ROVALS POOLS - SPAS 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 z Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test 97 (( — Appliances Final Final Utility Notice (Gas) ELECTRICAL A PROVALS Temp. Power Polef /3 Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G. F.1. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) -2( COMMENTS: Building T,_. �S_S' Address P.O. BOX 1504 78-495 CALLE TAMPICO C R% /L•A'QUINTA, CALIFORNIA 92253 d- 7;?-0MPAA1T2.J mailing Addressp, 30.2 City ZipTel. C.y 6 822-5 q 77o— L9a Contractor ni ,id ePt Zip I Tel.. State Lic.I city & Classif. Lic. # Arcn., tngr., Designer Address Tel. City Zip State Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license Is in full force and effect SIGNATURE - DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5,Susiness 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 the provisions of the Contractor's License Law, Chapter 9 (commencing with.Secdon 7000) of Division 3 of the Business and Professions Code. or that. he 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). EJ 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, Buisness and 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, providedthat such 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 lie did not build or improve for the purpose of sale.) I 1 1, as owner of,the property, am exclusively contracting with licensed contractors to con- 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 such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) - f7 I am exempt under Sec. B.'& P.C. for this reason Date 'Z' r✓ Owner 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 n Copy is filed with the city. O Certified copy is hereby furnished. 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.) 1 certify that in the performance of thg workfor 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 I hereby 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 state that the above information Is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives :of this city to enter, the above- mentioned property for inspection purposes. Signature of adplicant Date Mailing Address .< ,'��"`- :.._�,�,r";' �•�i City, State, Zip APPLICATION ONLY .DING: TYPE'CONST. OCC. GRP. -7-73-00-2--0/3 E' Number -73 ` 00-2-' ©/3 Legal Description t / ' Project Description .4, 5 oa Sq. Ft. tl ee No. No. Dw. Size P� l� Stories Units Add ❑ Alter ❑ Repair ❑ Demolition ❑ I . PERMIT I j AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL 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: y WHITE = FINANCE YELLOW = APPLICANT 1a... PINK = BUILDING DIVISION Coachella Valley Housing Coalition Plaza I, 45-701 Monroe Street, Suite G., Indio, CA 92201 TEL: (760) 347-3157 FAX: (760) 342-6466 ATTORNEY-IN-FACT AGREEMENT I/We hereby appoint COACHELLA VALLEY HOUSING COALITION, and/or any of its authorized agents as my/our attorney -in fact for the purpose of executing any notices of completion, waiver, of liens and/or executing contracts with subcontractors, and/or release of liens and/or handling building permits relating to that certain real property described below. All that certain land located and being in the County of Riverside, State of California, described as follows: LOT 1 OF BLOCK 67 OF UNIT 6 OF SANTA CARMELITA AT VALE LA QUINTA, AS SHOWN BY MAP RECORDED IN BOOK 18, PAGE 63 OF MAPS, RIVERSIDE COUNTY RECORDS. J ' Ca y/C/ Date GABRIEL TZOMPANTZI Notice: Document Cannot Be Duplicated Date 6/1'.6/98 Desert Sands Unified School District 47-950 Dune Palms Road ILA Quinta; CA 92253 760-771-8515 CERTIFICATE DF COMPLIANCE No. 17181 Jurisdiction Owner NameCoachella Valley Housing Coalition No. 51-255 Street Avenida Ramirez City La Quinta zip 922'53 APN # 773-082-013 La Quinta Permit # Log # Study Area Tract # Lot # Square Footage 1,215 Type of Development Single Family Residence No. of Units 1 Comments At the present time, the Desert Sands Unified School District does not collect fees ori 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: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of 1.93 X 1,215 or $.2;344.95 the:property listed above and Kat' building permits and/or Certificates of Occupancy for this square footage in this proposed p'rojectinay;iow be issded Fees Paid By Cashier Check/B of A/David Brudvik K lepiinne` '?;7-315. 7 Name on the check By Dr. Doris Wilson Superintendent Fee collected /exempted by Juanita Green Payment Received $2,344.95 Check No. 2009914990 Signature NOTICE: Pursuant of Assely Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you,thatthe 90 -clay approval period in which you may protest the fees or other payment identified above will begin to run from tl to 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 Dislrict('s)is') 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 7 9 ii'?' ,f • yd t y r t V o RESIDENC ADDRESS: �. YyY✓r` ,�, ; `��= gSolo • o5c7 O , `, �� /I °� INSTALLED BY%,i/ Intl THIS ATTIC HAS BEEN INSULATED T0: This attic has been insulated to the R -value indicated above, with Cocoon', the high -efficiency insulation. Made from a minimum of 80% recycled materials, Cocoon is scientifically formulated to deliver greater efficiency per inch than other insulation materials. R -value is a measure of resistance to heat flow — the higher the R -value, the greater the insulating power. If you would like to add more insulation to your home, contact your Cocoon authorized dealer. BUILDER: 11116 CERTIFICATION: This is to certify that attic insulation has been installed in conformance with the coverage chart recommenda- tions on the oosite side of this card using !e bags Fr�fit3. to cover 1 -4 -67,s -ft. to obtain an R -value of J� j WSTALLER'9 AUTHORIZED SIGNATURE DAT Cocoon Stabilized Insulation 30 lb. bag ATOMIZED PNEUMATIC APPLICATION COVERAGE CHART TM V Net Coverage No Adjustment for Trusses 56.7 - f Minimum Manufactured By: " 75°F Mean Temperature GREENSTONE:•:'" 2' x 6' Trusses on 16' Centers Maximum Net • LOUISIRNRPRCIFIC COMPRNT t - ... j NOTE: This coverage chart compensates for settling - Per Square Foot and is for estimating purposes only. Stated R -value is Installed provided by installing the required number of bags a per 1000 sq. ft. at a minimum installed thickness. Insulation Installation of the required number of bags may yield r, more than the specified minimum thickness and minimum Square Feet weight per sq. ft. Actual coverage will be influenced �- - by job conditions and application techniques, and n may vary as much as 10% without significantly Insulation affecting the stated R -value. Failure of the installer to Square Feet provide at least the required number of bags per Less Than: 1000 sq. ft. and at least the minimum thickness may v Should Not Be x result in a lower installed R -value. Compaction may ;,�: -� 0". occur during installations above R-30, requiring more than the stated number of bags to obtain the ,tF i minimum installed thickness. . R-50 t „ ♦ GreenStone and Cocoon are trademarks of -W 21.3 GreenStone, a Louisiana-Pacific company. © 1997 R-42 rt t GreenStone Industries, Inc. All rights reserved. 41.0 1.230 Printed in USA. RV 30M 8/97. r A� R-40 10.8 25.6 39.0 8-97-TT/G-A 26.9 37.2 R-38 Cocoon Stabilized Insulation 30 lb. bag ATOMIZED PNEUMATIC APPLICATION COVERAGE CHART 51.4 19.4 Net Coverage No Adjustment for Trusses 56.7 R -Value at Minimum 5.5 Gross Coverage Based on 75°F Mean Temperature Thickness 2' x 6' Trusses on 16' Centers Maximum Net Minimum Weight Coverage Per Square Foot Installed The Weight Per To Obtain an Insulation "� Square Feet Minimum Bags Square Foot of Installed Square Feet Bags Required Per 1,000 Insulation Should Not Be Per Bag Required Per Insulation Per Bag Square Feet Resistance (R) of: Less Than: 1,000 Square Feet Should Not Be (inches) Less Than: (lbs.) R-50 13.5 20.5 48.8 1.464 21.3 46.9 R-42 11.4 24.4 41.0 1.230 25.6 39.1 R-40 10.8 25.6 39.0 1.171 26.9 37.2 R-38 10.3 27.0 37.1 1.113 28.4 35.2 R-32 8.6 32.0 31.2 .937 34.0 29.4 R-30 8.1 34.2 29.3 .878 36.5 27.4 R-24 6.5 42.7 23.4 T .703 . 46.4 21.6 R-22 5.9 46.6 21.5 .644 51.0 19.6 R-19 5.1 53.9 18.5 .556 59.5 16.8 R-13 3.5 78.8 12.7 .381 87.0 11.5 R-11 3.0 93.1 10.7 .322 - 102.8 9.7 Sidewalls (oressure filled -density 2.0 PPCF) R -13(2x4) 3.5 51.4 19.4 .583 56.7 17.6 R-20 (2 x 6) 5.5 32.7 1 30.6 1 .917 36.1 27.7 c t ,-# t• • i �# s rt �J . d. 4 �• , _ _ i .w) . i �� , f J sS R� l R E a Client Name Coachella Valley Housing Coalition Los Angeles Requirements? . No Enter Yes or No Address 'Lumbe � u d Job Address Douglas Fir Visually Graded y a'a a E a o m Description m: dC� Eo. aUa o �W U Gravity Load -Material Weights U)3. Roof Dead Load ---------------------------------------- 4X or Less -------------------- ----------- ------ -------------- ------ — Concrete Roof Tile 10.00 Psf ----------- ♦_1450 1000 112" Plywood Shrg : 1.50 psf T and Deeper -- _ 1000 Trusses,or Rafter wf ceiling.: 2.50 - psf- ------------------------------ _____ #2 ----------- 2_and Deeper Rooflnsulation-R-38.Batt. : 1.50. psf. 1600000 ------------------- Stud Grade 518" Gypsum Ceiling : 3.20 psf _ ----------- 1400000 Miscellaneous Loads : 1.30 Psf FE S - ERDL= 20.00 psf ---------- .' 1500 ------ - 1000 — — 85 625:1600000 -.'i- Posts Wall Dead Loadco 825 1600000 ~� -------------------- Posts ----------- 700 ----- --- ---------- • ' '475 --------------- --------- -- — 85 625 DENNIS S, —------------ — Select Structural 718" Lath and Stucco : 9.00 Psf N.O. C-04 1600000 ----------- 1f2" Plywood Shear: 1.50 psf I •x? 85 . 625 2x6 @ 16" o -c: Studs: - 1.63 Psf , 425 — ---- R-19 Batt Insulation : 1.00 psf CM518" ----------- Gypsum Wail'Boarcl : 2.70 psf ---------------- Unbalanced dry use _ U!jbAlAqS,pd_dLrj Hst.. -------------------- ------------------- 24F _V3 DF/DF.' - — - - Miscellaneous Loads : 4.17- psf 1800000 Balanced for cont,:' — 24F -V8 DF/DF — .2400 — ---- 1100 --- ._ --- �' 1800000 — — EWDL= 20.00 psf °(p ni Allow Live Loads Roof Slope Flat or rise less than 3:12 pitch : 20 Dsf Rise > 4:12 but < 12:12: _ 16 Psi, Rise > 12:12: 12 psf Specifications: Wood: vveoa rrdming Per vrc1_e kordumg My- rrvumuei w Code: 1994 Uniform Building Code Steel: Anchoi Bolts - A307, Threaded Rods - SAE 1018, Rebar - fs=40ksi for #3 or less, fs=60 ksi for all other Structural Wide Flange; Fy=36ksi, Structural Tubes - Fy=46 ksi Concrete fc=2,000 psi for all slabs, continuous foundations and spread footings - no inspection required. fc=3,000 psi for all structural grade beams - inspection required. CVHC Plan 1215 3a3B.xls ►lam LL orT >16a. 'Lumbe � u d n Douglas Fir Visually Graded y a'a a E a o m m: dC� Eo. aUa o �W U U)3. ---------------------------------------- 4X or Less -------------------- ----------- ------ -------------- ------ — ---------------- — ----- --- Select Structural ------------------ 7_andDeeeei-= ----------- ♦_1450 1000 ____________ 95 _—__625 190q 000 ------------------------ ---------------- #1 T and Deeper -- _ 1000 __. 675 _ _ 95 625 --------- 1700000 --------- ------------------------------ _____ #2 ----------- 2_and Deeper 875 _ 575 _ 95 625 ---------- ---------- 1600000 ------------------- Stud Grade --- - 7' and Deeper — -500 -325 :_ _ 95 _ <'-625 ----------- 1400000 6X Members, - - Sled------ Select Structural Powi-=------------ Posts • ---------- .' 1500 ------ - 1000 — — 85 625:1600000 -.'i- Posts 1200 825 85 625 1600000 ----------------------------------------- #2 -------------------- Posts ----------- 700 ----- --- ---------- • ' '475 --------------- --------- -- — 85 625 ---------- ':1300000 --------- —------------ — Select Structural -------- , Beams ^ 1600 ----- , 950 ---------- --- 8-- 625 --------------- ----------- 1600000 ----------- ----------------------------------------- #1 -------------------- Beams ----------- 1350 675 85 . 625 1600000 #2 Beams = 875 425 — ---- 85 . , 625 ----- --- :1300000 ------•--- -------------- GIu=Lam Beams . ----------- ----=---- --------------- --------- ----------- ------------ ---------------- Unbalanced dry use _ U!jbAlAqS,pd_dLrj Hst.. -------------------- ------------------- 24F _V3 DF/DF.' - — - - __ 2400 _1100 _ 165 _ _650 - 1800000 Balanced for cont,:' — 24F -V8 DF/DF — .2400 — ---- 1100 --- ._ --- 165 650 ----------- -- — 1800000 — — — or cantilevered . . vveoa rrdming Per vrc1_e kordumg My- rrvumuei w Code: 1994 Uniform Building Code Steel: Anchoi Bolts - A307, Threaded Rods - SAE 1018, Rebar - fs=40ksi for #3 or less, fs=60 ksi for all other Structural Wide Flange; Fy=36ksi, Structural Tubes - Fy=46 ksi Concrete fc=2,000 psi for all slabs, continuous foundations and spread footings - no inspection required. fc=3,000 psi for all structural grade beams - inspection required. CVHC Plan 1215 3a3B.xls ►lam to South A-B'RESIDENIGE BIrC -OARAGE,.BLOCK -North xda Ica A _,w xv ME 43 1.7 21.40:, MOM M -mm MUM 1�1 WORM De n- ns I'5-1;-._:-._�:,,. Mif Plate '8.0 8.0 5.8 5.8 .31.7 21.3 Tpji'platej670.e6k!bf,'roof„ (ft)JR399M Diaphragffi'M#tt%f Left'Side,R66UEOW.0 1.5" 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 igg Righ;'SidO.'.ROokE4*. Exterior .MIFIDrdid, Lpi-aii'd (p­siq RPM _iU 0 RXIM 27 Ow a Doi: Left Cahblevoit.ti air" Right CaWevqr.. DiapOrAgF7TpFTFw 70 F to South A-B'RESIDENIGE BIrC -OARAGE,.BLOCK -North xda Ica A _,w xv ME 43 1.7 21.40:, MOM M -mm MUM 1�1 WORM Plate '8.0 8.0 5.8 5.8 .31.7 21.3 Tpji'platej670.e6k!bf,'roof„ (ft)JR399M Diaphragffi'M#tt%f Left'Side,R66UEOW.0 1.5" 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 igg Righ;'SidO.'.ROokE4*. Exterior .MIFIDrdid, Lpi-aii'd (p­siq RFOOI` Dead,Wzid.(VN-M Left Cahblevoit.ti air" Right CaWevqr.. DiapOrAgF7TpFTFw 70 Ce from Ojo'.115je#tTibl"15� . 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 ry 1.13 1.13 1.13 .1.13 1.13 1.13 1.13 1.13 1.13 Elasic 0 167F.- MM�I 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 Cq - 1.3 1.3 11.3- 1.3 1.3 1.3 1.3 1.3 1.3 Z -2one Nddr-,Tilbl", 642-- 0.40 0.40 0.40 0.40 0.40 0.40- 0.40 0.40 0.40 ,., '161 __ I 7..QC�dUpaijCtii46ek�,Tibli� ��fa C;"., Numerical coeffiaent speafied inN ! f 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 2.75 6 6 6, 6- 6 6 6 6 6 Rw Structural ',S9WrW;Tabld.l 6-,N.W,. &Q.jt83MWO., AjB3 .19:�.Wrnd iiisrfiie,060iW66j;N .Wind G&erhi6d.F. Gaverni.mg MIN .4Wiifd=VLVVmdV 6d� dM=Wtidwwg&l rid � Wt ids iid" Chord Tdi6s`i6KM0/.80,,,OW 1255 457 MORE_ 70 Additional 15dBox -Nailj:,)�,Ce ,gap. .... ....... . .... A. %i'Diaphrag!r;St!jkq.rj(p 4.0 4.0 21. Length *'ZI #Y Length of Wall,#2 4.0 4.0 2.7 L&njgtW*6f,Wall #3,,.. Length of:lNalli#5' 4.0 6.0 n :,of., SIV Length of,,lfVall�#7 n Length of;Wall #1y0 I Z,. S I i6 if W I I Len tWC (ft Iv' --.Unit Shea -- ----- flimM ME RIM HIMIMEN CVHC Plan 1215 383B.xls Dehn.15, 5. ash P................ FIll DIM ............................................. cec�t7SW,r��`t `Date.'���4/13P98 .... ra. c ....1 : :,' I N. h i': :'x I{I I Job+Trued .. u f2f5383.8<,,.<. Checked..�„OSUV:.,,.,<.�,x..�,;iime�„..,�. 1742 East to West :Residence between 1&4 - Garage between 2&3 4 = 2 3 - f�� ... 'M _ ANQ "AND, ., c xt�`�4gNs - r Sh ' --* gSganng,(ff . 28.67 21.33 + rvaxr {RT 1'�.' w ra4 r* MaM ORM „ �;> K.Bwldin"'Geome _"�?Mx€s°;�'. ��i�''�•,;'�"n',��,i��;E�,,`'',;'�"'x'.,�'.•��x-�r'.:�" .rte'"' Plate to:Plate Hei"hti(ft' 8:0 8.0 To plate;topeako_f:rooror# -re 1.pet Diaphragm Depth: ftjc i F1� 43.2 21.3 1.5 1.5 Left Side:Roof.,Eave ft),M',-MMMM F �jghtl Side Roof•Eav@ ft 1.5 1.5 20 20 20 20 20 20 20' 20 20 20 20 20 20 20 20 20' 20 20 Exterior.Wall;Qi ad;L'oa8'(psf)'h*' Roof De"ad Load(psf)s�Cs-� Fight ,ant! ever yap_ ragm, .66 .. ^. SCEs sa�s`�`n?�fF •.�3� ;# ssgw q? Y . Qx'. r:::>v:�Rarc?cFt :GSF .,Vw4T- 'a:, Ru:accsaT'cw::'kvc'ap��±asr vci-a�E ecu�csc:y�c �t.<=�^.nGs a •t w :, su;,S:raswL.�4'.ukv"ssica:.Y':!.us :n as'A,Rsa!?xgkv`!tc's:•Lll : Ce:from'0'tq-15`feet; 7able 1:06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.13 1.13 1.13 1413' 1.13 .1.13 1.13 1.13 1.13 { .5 Ce'from;'15ao 20:feet:` Tablel6 G, Basic Wmd.pressure ys YTatile;. . 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 12.6 1" 1 1 1 1 1 1� 1 1 Y Occupancy::Cat ""o ;;KTafile';tCrK';� `PressiireCoeff ientTa CQ 00, _a.j 1':3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 :i..?:;,...:h:SeismicDeta�`�"i'a:`^•'w'SYi�� ��#1'��'t�'a'3r���;�i�i:1�1�'���es��e�,���5�'�':��»��i?� Z•= -Zone Factoi ,.Table 161+ 0.4 0.4 0.4 '0.4 0.4 "0.4 0.4 0.4 0.4 �1 1• 1 1' 1 1 1 1 1 I�Occii� an%y Catego �Tatiler't6=K, � C NumencaE coefficient spechied m Sectio 2.75 2.75 2.75 2.75. '2.75 2.75 2.75' 2.75 2.75 --6 6 .6 6 6 1S. 6 ;. 6 6 Rw tStriiiaural S'ysteins TatileWW :M� R, �f - 83 N�O9W01W .. ..._.... ............ 1Nind.7Seismic,Com ancon„ ..:'wfn:wntivuxccxs�ss.:Evc:iu:Ktiwws...sssvnus,.'..v,u'�s�ec:s.;:irzicw vw:_ cx�:::naw:kx":xkv.u::,uy:Wr . Wind:Pressure;(p 1 �t88 t a 188�� n7as fi � ' 'a �,� ... (P �+. �`�''1<x"�"'� °,c?sf88�+'+,:1.:"��'':€,:�!�'tp8x�`:���<�`"s�'1.���'.r'"`�ex""�i'�v.'�•�' Govermn .Force, - 188 `�"" ` Governing Force txF {tyr60� hd�Wind., Wind MWgZtl nd= Wind Wind_ Wind Chord Terisron Code Allow. 160.w16;:oc: ttis ,� X2351° Ad ibona :1 d Box?Nails eg NMI ..•: ..<.,s.�r.: : ;'"..C. "`sow." _?s:?'.:rd.'-'�.. :. c..*1'.si�+`.6'?+"".,"..'?i'`,�.?. 'ocdtiOni- . 1. 3, , 4 2 V Shear"at;Gnd Line #. . u`rids ' p2696 0 t -209�x 6h:sF aw,�v2�6.6...92. saaM:�, vx X34.u�svw! a+ �nrv�s-e!5!sezn�•sn •MmxiM�vV� n:.vuxw �� :r.•nu<:�.wu+wv+�sxar-ww vanwa+i mxu+t+ww+: ar. s •� -�• Referto`aitactiedstieanvaitartaf'� tRefere`ricawai1�D CoilrmnlQid'amfWaltNumber �e4Yaftt2� r�.ptwall; 4. 4 4 ,4 length ofe.Wali;#A.,.. l e thof;Walf,ii2 4, 4 4 4 F ase �eng,�tt►�of�Wa31E #3,,... a 4 4 Length;;of.lNalt,#4 Length of �Waft�#6 ";' 6ength'of Walt #7 Length of;Wattli:8�•=x .. _ L"ength of:WalF#9,p. -• Lengthof4Va11:#t, 0� - ESheaiwall,Leri"tfisft'� y_Unit Shear,(p�f) ._."MP 225 �225?250k"rY50� �..._.. CVHC Plan 1215 3B3B.xls .1111p,11.1,0111 IN��.t.,rTi._u.' �.r--•'!• „may ". '•. '. .��- \ --T'f y�,V?T .4 ,v Shear Wall Num6. • ..41 �. R_ Gtid Line (Direction / Cotumn:< Line) 1:0 1.0 1.0 2.0 2.0 3.0 3.0 4.0 4.0 4.0 Wall Section atGrid Lineg, a' 1 2 3 1. 2 1 2 1 2 3 Framing (Metal;or;Wood)N Metal Metal Metal Metal Metal Metal Metal Metal Metal Metal . Height to aateral. load o Drag 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 Lateral,Unbraced Helgfit 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 P,Iateto;P,late,Heightri:'��, 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 z Note.. Ongm tri, lowerleft corner Shearwall Plot Information Start X;coordinatel°1 _u 2.33 2.33 23.67 23.67•. 28.67 28.67 28.67 End X Coordinate 2.33 2.33 23.67 23.67 28.67 28.67 28.67 Start=Y coordnatg , 21.33 33.83 49.50 2.00 17.33 17.33 29.33 50.33 60.50 End Y :Coo?dfaate. '_" 25.33 37.83 53.50 6.00 21.33 4.00 21.33 33.33 54.33 64.50 Shearwall Width, ; �� 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 Governing For e: yEnte��0�85�for"�r.'. Seismic and. A. fog {Nmd ,_• 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Roof Dead Load:.(RDL)plf ; 20 20 20 20 20 20 20 20 20 20 Wal Exterior l ad Load (WDI=)! 20 20 20 20 20 20 20 20 20 20 Applied Lateral Load (vi;t toPo 225.00 225.00 225.00 250.00 250.00 250.00 250.00 225.00 225.00 225.00 Replacement oFaddrtronal Drag w ; load (Ibs) Roof or FlTributaryTArea to' ! f� resist,ulift m feet 14.33 14.33 14.33 12.50.,. 12.50 12.50 12.50 14.33 14.33 14.33 Applied load for header at left$of shearwall•in rids;` Applied load forhead&.1e right ofshearwall inPoUnds•; Shearwall Ratio � � 2 Z "OQ Z'QO 'T.141pA., MINORI2 QU 0' IV.Z OE? A7179-002 OQ, tssi{v`x '� Total:Lateral + Drag (1f)�IN RM 225 250 25Q 250 250 225 X125 225 1Neight of Shearivall m;poundsfi40 640 �f>40 640 fi40 ' 640 �6s40� 640 4.4 640.E WOJg h.' of Roof/Floor�above wa1 rn h f 28787 287 250 , ' 250 250 a, 250 287 28,7. 28' Overturning; Moments ft=ki.Ps 12 i2r ��w2 13s 4313 _s13�:213 ,2 n _ 11 ..':..:..::' '. Res�stmg Moment atRrght�Sid` ' '; 5'NO �3 >. 3N of�Wall m;ki sx� 4{ 4. 3 Resisting Moment ACLift�Side ot1 � Ccc•C eftfa »< ra .2 , 2 Wa!KnL. ki N� 4 „4, 4 3 3 3 3 4 - - - - - - .- .. ..... ... --------------- tsHDat Corner?U1YONQ 1 0 0 0 0 1 0 1 0 0 EnterrStmpsot>s {ND;PAoriiTT HTT PA PA PA PA HTT: PA HTT PA PA Uplift af:Ri hyt side of walts�n tbs,7w, ` • W.E. ; `2324 �2761� � 47fi1 n2761 'M '-' E% 162324 F2324� 1=lotildowii�R��'� ,�f: p •� •:�� � ,� P�xr�p. egrlired H1T14 FIPAHD22 F(I?AH�D22 tiAf1D22 kE�AND2'2 HTf14 � HP�A..ft 10Pmw I �D22 Is HDat;Corne 1NYesKO0No N ' 0 0• '0 • 0 0 0 0" 0 0 1 En_terStmpson HD,�PAorH7T PA PA PA PA PA PA PA PA PA HTT Upliftat Left sideof wall;tltis_ X2;324 23242324 X2761.276 2.7,61 �276,1;C Je23232 Holddown Re u�reci s y HPAH HPAHD2210, H Z HPAHD22 HRAAR 2; HPAIiD2t HPAHD22 q.., .�. �...0 . IVTAH �.. _ HPIIH ti�PQH_D2'tf FfTT1s . Soleplate Thickness(actual,in 1.5 1.5 1.5 .1 5• ' 1.5 1.5 1.5' 1.5 1.5 1.5 Diameter ofaAncFo� Bolt(m) v MAS MAS MAS MAS_, MAS MAS MAS MAS MAS MAS Capacitji`per'bolt.in pounds 975975 �9759T5 �gTS �9T5 a9T5975 �975�95 Total Base She' irof all (Ibsj 4 1 t1�19 1 019p ,�1;0,19� � s 1 f�19 1;119 , 1;119. ROM 1,QW115", 1 019 Spacing of Bolts �n,lncties_' �,. �42� ,�42.�Aft. WR32"OfiW32� •`x,32_• �32� ;,42,,y� �42;� 42 Min Number required. ' .F • a prT - Shea[Wall Numbe10. r`.: 9- f , '.w., ,� 1.1` 12 . 1,3' 1'd�_ X15 16`.,' _,.1,7_$ 920 Grid Line (Direction Column , ` "- Line s� A A A B B B C C Wall Section ,GrrdiDl fi 1 2 3 1 2 3 1 2 Frammg,(Metal;o�lNoo`tl) •. Metal Metal ' Metal: Metal Metal Metal Metal Metal Metal Metal Neighf to',Iater�l Load o� Drag ' -8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8.00 8;00 8.00 0.00 8.00 8.00• 8.00 8.00 8:00 8.00 0.00 8.00 8.00 8.00 8.00 8.00 8.00 0.00 Shearwall•Plot Information 0.00 0.00 0.00 n� �e �I Lateral Unbraced HergF p�lat" ento,�Pghi� �. _ late�Nei Note„Origin m;Rlgwerleftcorner. StartSX coordinate k 13.50 24.67 3.00 •11.00 17.50 2.33 21.00 End`X CooiiirtateR fi' ' 4.00. 17.50 64.50 - 64.50 64.50 64.50' 28.67 ' 7.00 15.00 ' 21.50 5.00 23.67 64.50 21.33 21.33 21.33 64.50 21.33 21.33 21.33 StartMY�;coordmate,��"'� End Goo"rd�nate,£� �YF. ._, 4.00 4.00 4.00 °,'4.00 4.00 4.00 2.67 2.67 #N/A #N/A Shearwall Widths ..y Governing Force �Entec'O.9,6for. - Seismic::and..1°:for�tlNnd;,_ 1.00 1.00 20 20 1.00 1.00 1.00 1.00 1.00 1.00 0.85 20 20 20 20 20 20 20 0.85 20 Roof,Dead Load„(RDL) plf Exterior Wa11'.06 `:664WAW 20 20 20 20 20 20 20 20 20 20 Applied Lateral Lo 307.00 307.00 307.00 393.00 393.00 393.00 341•.00 341.00 1.00 1.00 Replacement br-aQdrtron`a1;Drag ` � load lbs); ;: , Roof or FI 'Tnbutar Areantq ' resist,u lift rn feety "Yn 2.00 2.00 . 2.00 2.00. 2.00 2.00 2.00 2.00 1.00 1.00 Applied Ipad for header at.left ofd shearwaltan ...ands '-' Applied load fo[ header atrigti`f ofshearwall rn::ounds��,,,r,�. :_ _ Stearwall,Ratro ' �T�� x�� Z'�00� `Z�OQ'� _ �Z00�� �ZOf 00 � Z�00� 3 UO 3,OQ ��#NIA #I�UA Total`LaEeral.+ Ora t.. 307 IST x30393 �393�393 X34<4344#N/A; NfA Weight of Shearwall,mpounds' 640 640 640, 640 640' 640 427 42TA Weigh of Roof/Floor above waU=tri w : i , 40 40 4,0 40 40 ��4A 40Fk 40 2a 20 ....... .. ...... .... ..... ....... .. .. ........ .. ........ . . . .. ... . .................... ..... .... ......... . .. ..... .. ...................... ........ .... ..... ... .... .. .. .... .. ...... ... .. .... ... .. . ...... . ..... ...... ., ;. ,, .: i -r• s �^,• ?' r{,» -^t + K xf � � � l .a +a'S i ..... h c �7'i Overturrnng .Moment�'��ft-lcips�; �a�15,�ti�� ti�1,5�x �1;5;� �,20��, ,�; - '-+!-sit:..+ ... . .. ...... .Y.. - } ------------. _ __ � - _ __ _ _ _ - Re'srsiing Moment at Rtght Side �� - ' ' `#NfA of;Wall,rn:;tci s°���. ��? � �, `- ?`.. .. ��. ����23 �'-2?� ,,� •1 #�{tA ._,.. .� .. Resisting'Momentat�teft 8rde+:of� �' `� `� ,- MOM2_ F#=N�/A WA '152,r�;} Walltrn:;ki s� Z 2 2 ._. t ;,tj A •;s. LAU :.... Is HD of C n r2 1 Yest`O=No 1 0 0 - 0 0" 1 1 1 1 1 Ester SrmpsonND;PA or H x ` HTT' . .:HTT- . HTT HTT HTT HTT HTT HTT HD HD l;plift�at R ght side 131, r%Ibs� r ..s 4054 4054 K4054 x5262 �52fi2 52fi25123 51;23 #NSA #1N HolddownlRequired.��� .: HTT�_4 Y,fTTk14 FtT'I14 k14• HTT14 tiTT�14 FiTT,�14- �T['1 �If,,,,;,A IsyHD at Corrie �1Ye O,�No._ 0.' 0' 1r 1 1 1 1 E to e�SimpsonHDPAHTXT HTT HTT. HTT HTT HTT HTT HTT HTT HD HD UPI�ft at L'eftsicle ofsHrallinlb �4034� 4054; 4054 �2G2.,, 52G2 52f2 51>23 51f2.3�If._r # f R Holddown Rewired Ci F714 ATT14 , HT�T14 4-W HTT14 HTT14. HT%14 ,HTT;14 ._ #tYiA e 4rv}=..� ... ... .. ........ �• . SofePlate<Thickness{actual �ci j 1.5 1.5 1.5' ` 1.5 1.5 1.5 1.5 1.5 1.5 1.5 Dia'meter;`of Anchaor Bolf�(m) �; MAS. MAS . MAS ' ` . MAS .:. MASS., MAS MAS MAS MAS MAS Capacity per bok Ati;potinyds `a�9T5� 975; 975?. 97,5 . ,1975, ��9T5, s _ 975 M- O's 19'75<� .: ,:. :s. S .x Tota('; Base Shear of 1Na11 (lbs) a �.�,._ �. �. gs.e a � .,,. Q �+- ORO ��4,3,47 ;t t,34TN ''A1,34.w , 't,69 1 1,691; x1,691 . ws X990 W'#NIA nowOWN ^-,'-". ` . O,N/A Spacing of Botts in titet>ee..•� .. _. - S Z4 Z4w, iwj, 24' ci t�lA _. .,.. n •< Y..Y +o{'V- �KIY: ', YID? J f CMN L� < Min Number required;. 2 . R _. ?` 12a . ���'2:' 2 2 .,?��� �:- .2iM QOM 4"p► '4l'Jt' 70 60 50 40 30 20 10 0 -10 Shearwall Layout 12 • r r 13 10 19 2 18 1 ( 14 15 16 4 •0 17 -10 -5 0 5 6 18 10 15 20 25 30 35 Shear Wall Schedule Shearwall Schedule For The: 121A ARIR m p 22 C L W C ...,p ami �U L Z c (q v (J0-6 c U °'(� — m m Im O. Q L LL m a L N Iq d U v _° ul N m C O N 0. c C p 0 c 3 N 'O `o i� h W a J '° �... N `0 oa y v 4 ._ N y v; v d C W �3 O d a O: m = Q w N io oa3 �_ y" d •_ N y ; v z C N O L a ai Z = _ a - y N N aJ C �Y O U m t �— _ o w m L U `o L �- U aJ C N y t° S y 'V a7 ^ ac y L. x_ O m d p L cr al �� Z 'h O m C H,a a E Of H. > ina '� C O O c, L O Y N Q m m ^ m ` N •y 3 V a Y O U Iq H ° w N v� N C Nedgefield) 1 1 1 4.00 226 3 Metal 2324 HTT14 2324 HPAHD22 1 1/2 MAS 42 2 2 7116 OSB 1 8d 6:12 2 1 1 1 2 4.00 226 3 Metal 2324 HPAHD22 2324 HPAH022 1 1/2 MAS 42 2 2 7/16 OSB 1 8d 6:12 3 1 3 4.00 226 3 Metal 2324 HPAHD22 2324 HPAHD22 1 1/2 MAS 42 2 2 7/16 OSB 1 8d 6:12 4 2 1 4.00 250 3 Metal 2761 HPAHD22 2761 HPAHD22 1 112 MAS 32 2 2 7/16 OSB 1 8d 6:12 5 2 2 4.00 250 3 Metal 2761 HPAHD22 .2761 HPAHD22 1 112 MAS 32 2 2 7116 OSB 1 8d 6:12 6 3 1 4.00. 250 3 Metal 2761 HTT14 2761 HPAHD22 1 1/2 MAS 32 2 2 7/16.OSB 1 8d @ 16:12 7 3 2 4.00 250 3 Metal 2761 HPAHD22 2761 HPAHD22 1 1/2 MAS 32 2 2 7/16 OSB 1 8d (6:12) 8 4 1 4.00 226 3 Metal 2324 HTT14 2324 HPAHD22 1 1/2 MAS 42 2 2 7/16 OSB 1 8d 6:12 9 4 2 4.00 225 3 Metal 2324 HPAHD22 2324 HPAHD22 1 1/2 MAS 42 2 2 7116 OSB 1 Bd 6:12 10 4 3 4.00 225 3 Metal 2324 HPAHD22 2324 HTT14 1 1/2 MAS 42 2 2 7/16 OSB 1 8d 6:12 11 A 1 4.00 307 3 Metal 4064 HTT14 4054 HTT14 1 112 MAS 32 .2 2 7116 OSB 1 8d 4:12 12 A 2 4.06 307 3 Metal 4064 HTT14 4054 HTT14 1 1/2 MAS 32 2 2 7/16 038 1 ad 4:12 13 A 14 B 3 1 4.00 4.00 307 393 3 3 Metal Metal 4054 5262 HTT14 HTT14 4064 5262 HTT14 HTT 4 1 1 1/2 112 MAS MAS 32 24 2 2 2 3 7/16 OSB 16132 1Bd 1 4:12 Sd 4:12 15 B 2 4.00 393 3 Metal 6262 HTT14 6262 HTT14 1 1/2 MAS 24 2 3 15132 1 8d 4:12 16 B 3 4.00 393 3 Metal 5262 HTT14 6262 HTT14 1 1/2 MAS 24 2 3 15132 1 8d 4:12 17 C 1 2.67 341 3 Metal 5123 HTT14 6123 HTT14 1 1/2 MAS 24 2 2 7/16 OSB 1 8d 4:12 18 C 2 2.67 341 3 Metal 1 6123 HTT14 6123 HTT14 1 112 MAS 24 2 2 7116 OSB 1 8d 4:12 Dennis S. Wish PE 8, Associate Confidential DvAni�,� W�lh Pf 54-625 Avenida Bermudas La Quinta, California 92253 760.564.0884 Phone 760.771.3606 Fax Structural Engineering Consultant Email. wishtgcwiaxom CLIENT Coachella Valley Housing Coalition Job No PROJECT La Quinta SHEET 1 OF 2 CALCULATION DESCRIPTION: Light Gauge Steel Framing - Bearing Header & Beam design Design headers using double [ channels WCJ with gauge as shown below. Secure channels flange to flange with 20 gauge top and bottom tracks. Constructed in accordance with Nominal section strength per AISI Section C3.1.1 WDL := 20•psf wd1:= WDL•Trib wtl := wdl+ 0.75 •wll WLL :=16•psf wll := WLL •Trib wd = 688 •plf Trib :_ 20 + 1:5 1 ft Maximum Truss span bearing to bearing includingeave. For Headers 3 =0" to 3 =6" using Boxed WCJ 6X20 Gauge section = Worst Case L :=3.75•ft From Steelers, Inc..IC6O ES Report #4389P dated March 1994 for WCJ section: Applied moment on header Ma :_ wtl•L2 , Ma = 1.451.104 -lb-m Use 20 gauge x 6" deep boxed section 8 beam with 20 gauge track on top and 20 gauge track on bottom for headers and beams less than 4'-0" wide. For WCJ section: M wcj :=7690.2•in•lb and M wcj = 1.538.104 -lb-in For Headers 40 jo 5-6" using Boxed WCJ 8X18 Gauge section - Worst Case L :=5.5•ft wtl•L2From Steelers; Inc. ICBO ES Report Applied moment on header Ma := , Ma = 3.122.104 •lb•in #4389P dated March 1994 for WCJ section: 8 Use 18 gauge x 8" deep boxed section beam with 20 gauge track on top and 20 gauge track on bottomfor headers 4'-0" to For WCJ section: M wcj :=16190.2 -in-lb and M wcj = 3.238.104 -lb.'in 5'-6". For Headers 64" to 9 =6" using Boxed WCJ 12X16 Gauge section - Worst Case L :=9.5 -ft 2 Applied moment on header Ma := wtl•L , Ma = 9.314.104 -lb-in 8 For WCJ section: Mwcj :=47980.2•in•lb and Mwcj = 9.596.104 -lb-in 4/27/98 1 From Steelers, Inc. ICBO ES Report #4389P dated March 1994 for WCJ section: Use 16 gauge x 12" deep boxed section beam with 20 gauge track on top and 20 gauge track on bottom for headers 6'-0" to 9'=6". Structural Engineering Consultant CLIENT Coachella Valley. Housing Coalition Job No PROJECT La Quinta SHEET 1 OF 2 CALCULATION DESCRIPTION: Light Gauge Steel Framing - Bearing Header & Beam design For Garage Header 16'-0" using Boxed WCJ 92X16 Gauge section - 5t0" tributary roof load at Worst Case WDL :=20•psf WLL :=16•psf Trib :=7•ft Maximum including eave. wdl := WDL•Trib wl1:= WLL •Trib wtl :=wd1 f 0.75•wll wd = 224 •plf From Steelers, Inc. ICBO ES Report #4389P dated March 1994 for WCJ section: L:= 16 -ft Use 16 gauge x 12" deep boxed section beam with 20 gauge track on top and 20 wtl.•L2 4 gauge track on bottom for Garage Headers. Applied moment on header Ma :_ , Ma = 8.602.10 -lb-in 8 For WCJ section: MwcJ :=47980.2•in•lb and Mwcj = 9.596.104 -lb-in .r. 4/27/98 2 54-625 Avenida Bermudas La Quinta, California 92253 `'� __.� ea;{;�:15•• y.�;.�5�>�,�� 760.564.0884 Phone 760.771.3606 Fax Email: wish@cwia.com Structural Engineering Consultant CLIENT Coachella Valley. Housing Coalition Job No PROJECT La Quinta SHEET 1 OF 2 CALCULATION DESCRIPTION: Light Gauge Steel Framing - Bearing Header & Beam design For Garage Header 16'-0" using Boxed WCJ 92X16 Gauge section - 5t0" tributary roof load at Worst Case WDL :=20•psf WLL :=16•psf Trib :=7•ft Maximum including eave. wdl := WDL•Trib wl1:= WLL •Trib wtl :=wd1 f 0.75•wll wd = 224 •plf From Steelers, Inc. ICBO ES Report #4389P dated March 1994 for WCJ section: L:= 16 -ft Use 16 gauge x 12" deep boxed section beam with 20 gauge track on top and 20 wtl.•L2 4 gauge track on bottom for Garage Headers. Applied moment on header Ma :_ , Ma = 8.602.10 -lb-in 8 For WCJ section: MwcJ :=47980.2•in•lb and Mwcj = 9.596.104 -lb-in .r. 4/27/98 2