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SFD (05-2882)54470 Avenida Martinez 05-2882 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 c&ht 4 4 Q" Application Number: 05-00002882 Property Address: 54470 AVENIDA MARTINEZ APN: 774 -254 -024 -ST -000000- Application description: DWELLING - SINGLE FAMILY DETA Property Zoning: COVE RESIDENTIAL Application valuation: 125345 Applicant: Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT DEC 0 6 2005 WY OF LA I,, Lic. No.: OOR SQUARE FOOT N' A -------------------------------------------------- LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. "Lic se Class: B Licens 80 Da ontract r: OWNER•BUILDER DEC ATION I hereby affirm under penalty of perjury that I am exempt from the ontractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she. is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031 .5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ I I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he'or she did not build or improve for the purpose of sale.). - ( I I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_ I I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). ' Lender's Name: Lender's Address: LQPERMIT Owner: RANDY BILLS 54425 AVENIDA MARTINEZ LA QUINTA,' CA 92253 Contractor: LEGACY HOMES P.O. BOX 696 LA QUINTA, CA 92253 (760)777-8317 Lic. No.: 778280 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 12/03/05 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 13302-2005 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 workers' compensation laws of California, and agree that, if I sho a me subject to tl ker ' pensation provisions of Section 3700 of the Labor C6 --all forthwith c p it a rovisions. Date plic C WARNING: FAILURE TO SECURE WORKERS' COMPENSATION CGIVEW IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La ouinta, 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 th the bove information is correct. I agree to comply with all city and county ordinances and state laws relatin o buildi g constructio d hereb authorize representatives of thiscountyto enter upon the above -mention r or ins pe po DE/. -( ature (Applicant or Agent): Application Number . . . . . 05-00002882 Permit . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 730.50 Plan Check Fee 474.83 Issue Date . . . . Valuation . . . . 125345 Expiration Date 6/01/06 Qty Unit Charge Per Extension BASE FEE 639.50 26.00 ---------------------------------------------------------------------------- 3.5000 THOU BLDG 100,001-500,000 91.00 Permit . . . MECHANICAL Additional desc . . Permit Fee . . . . 83.50 Plan Check Fee 19.25 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 6/01/06 Qty Unit Charge Per. Extension BASE FEE 15.00 2.00 9.0000 EA MECH FURNACE <=100K 18:00 2.00 9.0000 EA MECH B/C <=3HP/100K BTU 18.00 4.00 6.5000 EA MECH VENT FAN 26.00 1.00 -------=---------------------------=---------------------------------------- 6.5000 EA MECH EXHAUST HOOD 6.50 Permit . . . ELEC-NEW RESIDENTIAL Additional desc . Permit Fee . . . . 108.12 Plan Check Fee 27.03 Issue Date . . . . Valuation . . . . 0 Expiration Date . 6/01/06 Qty Unit Charge Per Extension BASE FEE 15.00 1957.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 68.50 481.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 9.62 1.00 ---------------------------------------------------------------------------- 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 Permit . . PLUMBING Additional desc . . Permit Fee . . . . 141.00 Issue Date Expiration Date 6/01/06 Qty Unit Charge Per BASE FEE 12.00 6.0000 EA PLB FIXTURE LQPERMIT Plan Check Fee . . . 35.25 Valuation . . . . 0 Extension 15.00 72.00 Application Number . . . . . 05-00002882 Permit . . . . . . PLUMBING Qty Unit Charge Per BASE FEE Extension 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 6.00 .7500 EA PLB GAS PIPE >=5 4.50 1.00 ---------------------------------------------------------------------------- 15.0000 EA PLB GAS METER 15.00 Permit GRADING PERMIT Additional desc . . Permit Fee . . . . 15.00 Issue Date . . . . Expiration Date . . 6/01/06 Plan Check Fee . . .00 Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 1957 S.F. SFD PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH --------------------------------------7------------------------------------- Other Fees . . . . . . . . . ART IN PUBLIC PLACES -RES 20.00 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 ENERGY REVIEW FEE 47.48 DIF FIRE PROTECTION -RES 97.00 DIF LIBRARIES - RES 225.00 DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 STRONG MOTION (SMI) - RES 12.53 DIF STREET MAINT FAC -RES 15.00 DIF TRANSPORTATION - RES 1098.00 Fee summary Charged Permit Fee Total 1078.12 Plan Check Total 556.36 Other.Fee Total 2485.01 Grand Total 4119.49 LQPER,%IIT Paid Credited Due .00 .00. • 1078.12 250.00 .00 306.36 .00 .00 2485.01 250.00 .00. 3869.49 0 541-4 7OAe; Building mailing Address G WMVII' I* a(,4 uulcicv -- Z T k 7 8-49 Z P. .BOX 15 APPLICATION ONLY CLFy 'ICO ALIF0 A 92253 •r MEME-CisW&mvI W ', FORWIRM. ! 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, 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 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 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 rive hundred dollars ($500). ❑ 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 Profes- sions 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 em ,lo ees, provided that such improvements are not intended or offered for sale. If, however, the building or im- provement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct 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.) O 1 am exempt under Sec. B. & P.C. for this reason WORKER'S 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 ❑ 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). 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 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 applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT BUILDING: TYPE CONST. OCC. GRP. A.P. Number 1'-1 "{-T- --7 ,Legal Description ,41 1 Project Description Sq. Ft: No. 1 No. Dw. Size q q Stories Units NeW Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. fir Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure 11 rvry OF LAQI FINANC 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: YELLOW = APPLICANT PINK = FINANCE CERTIFICATE OF COMPLIANCE , NVIF-I)S Desert Sands Unified School District 47950 Dune Palms Road < BERMUDA DUNES /'► U RANCHO MIRAGE al Date 12/6/05 La Quinta, AI ta, A 92253 INDIAN WELLS C'✓ RALMDESERT LAQUINTA No. 27921 (760) 771-8515 `?'U!,, INDIO yr Owner Randy Bills APN # 774-254-024 Address 54470 Avenida Martinez Jurisdiction La Quinta City La Quinta Zip 92253 Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street Unit 1 54470 Avenida Martinez Unit 2 Unit 3 Unit 4 Unit 5 S.F. Lot # No. Street S.F. 1957 Unit 6 Unit 7 Unit 8 Unit 9 Unit 1'0 Comments Cc#154450 in the amount of $4,187.98 + cash $195.68 = $4,383.68. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes: 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 1,957 S.F. or $4,383.68 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/Provident + Cash - Sharon Bills Check No. 154450 Name on the check . Telephone 880.3446 Funding Residential By Dr. Doris Wilson Superintendent - Fee collected /exemp by aron McGirvrey Payment Recd $4,383.68 F Qver/Uhde ; Signature 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 o r 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 District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original -Building Department/Applicant Copy -Applicant/Receipt Copy -Accounting Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. 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 $2.63 X 516 . S.F. or $1,357.08 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/1st Bank - Sharon Bills By Dr. Doris Wilson Check No. 79326 Name on the check Telephone 880-3446 Funding Residential Superintendent +' Fee collected /exempted by S ar n ilvrey Payment Recd LD. pp ` 1a $1,357.08 _ever/UrderA Signature F NOTICE: Pursuant to Government Code Section 66020(d)(1), thi w' I serve to notify you that the 90 -day approval period in which you may protest the fees o r 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 District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting CERTIFICATE OF COMPLIANCE rFt t s Desert Sands Unified School District 47950 Dune Palms Road Q BERMUDA DUNES r Date 3/30/06 La Quinta, CA 92253 RANCHO MIRAGE t7 INDIAN WELLS "y No. 28313 (760) 771-8515 d,.tt PALM LA QUINTAsERT. y INDIO J o y 0 Owner Sharon Bills APN # 774-254-024 Address 54-470 Avenida Martinez Jurisdiction La Quinta City La Quinta Zip 92253 Permit # Tract # Study Area Type Detached Guest House No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 54470 Avenida Maratinez 516 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 patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. 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 $2.63 X 516 . S.F. or $1,357.08 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/1st Bank - Sharon Bills By Dr. Doris Wilson Check No. 79326 Name on the check Telephone 880-3446 Funding Residential Superintendent +' Fee collected /exempted by S ar n ilvrey Payment Recd LD. pp ` 1a $1,357.08 _ever/UrderA Signature F NOTICE: Pursuant to Government Code Section 66020(d)(1), thi w' I serve to notify you that the 90 -day approval period in which you may protest the fees o r 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 District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting • Recording Requested By First American Title company RF,CORDING 4011 sale AtiD WHEN RECORDED MAILTO: Rff L_I C. BILLS SHARON S. BILLS 54-425 MARTINEZ AVE. LA QUINTA, CA 92253 A.P.N.: —774 -254 -5 -2i --TRA #020-015 .. 5y..y;7o xile.1%T1A_6-z DOC to ;IC:004--1020060 12/23/2111104 08:00A Fee:33.00 Page 1 cif 3 Doc T Tax Paid Recorded in Official Records County of Riverside diary L. Oruro Assessor, (:ounly Clerk b Recorder I 11111111111111111 1 11111 IIIIIII IIII IIIIII III Hill 11111 IN M S U PAGEEWEE.I.A NOMA SMF -MISC. Order p R L LONG REFUND NCNG EXAM GRANT DEED — - - THE UNDERSIGNED GRANTOR(s) DECLARE(s) THAT DOCUMENTARY TRANSFER TAX IS: COUNTY x!0.50 X ] computed on full value of property conveyed, or ] computed on full value less value of liens or encumbrances remaining at time of sale, ] unincorporated area; [ ] City of LA QUINTA ,and FOR A VALUABLE CONSIDERATION, Receipt of which is hereby acbmowledged, THOMAS J. BARKMAN, AN UNMARRIED MAN hereby GRANT(S) tom C. HILLS and SHARON S. BILLS, HUSBAND AND WIFE AS JOINT TENANTS the following describcd property in the City of LA QUINTA, County of RIVERSIDE State oli' California; CITY OF LA TY RIVERSIDE, 8 SI SANTA CAILVIE ITA Kr VALE LA QUNITA, RECORDED IN BOOK 19, PAGEI8 , OF MISCELLANEOUS US MI APSTIN THENOF LICE RflVEi SIDF, AS PER MAP R OF TII,E COUNTY RECORDER OF SAID COUNTY, THOMAS J. BARKMAN Document Date: October 22, 2004 STATE OF CALIFORNIA )SS COUNTY OF_j2cz? C On ny.tt_ . :2 _ personally appeared_r whose namef ) i; la+e subscribed to the Within instrument p pruved to me. ot: the basis of satisfactory evidence) to be the person{ 7 and that b hu?kerltheir signaturejej on the instrument and acknowledged to me that helske/they executed the same in Ids1ky1d elrauthorized capacity4ies) Y the pen-o*y or the entity upon behalf of which the person o acted, executed the instrument. WITNUSS my hand and o ficial se 1. Signatt, e This area for 1jr1cial notarial seal. ill PdiFd.1E PJAF3Clil C,®arterilly{ ta 1J83B 2 Nowy III ubb - cdftvm d Los I111t1Q®14t6 Co1Mft I@JbCowit.ExpWWAAS, 2DQ6 ul - ,- CeIrtificate0 of Occupancy OF Budding & Safety Department 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 construction and/or use. BUILDING ADDRESS: 54-470 AVENIDA MARTINEZ Use classification: SINGLE FAMILY DWELLLING Building Permit No.: 05-2882 Occupancy Group: R3 Type of Construction: V-N Land Use Zone: RC Owner of Building: RANDY BILLS Address: 54-425 AVENIDA MARTINEZ City, ST, ZIP: LA QUINTA, CA 92253 By: KIRK KIRKLAND Date: AUGUST 29, 2006 Building Official POST IN A CONSPICUOUS PLACE Ilr Bin-# City of. La Quinta Building U Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # 645V Project Address: Sl- ' 4 7o ,fVs . r wner's Name: A. P. Number: —7 _74- 2 5-4- Address: Legal Description: '% . % ` City, ST, Zip: Contractor: G Telephone: -7(101 gam' 34 Address: Project Description: City, ST, Zip: t c jQ4fZpec 'LauS- ( Telephone: State Lic. # : City Lic. #: Arch., Engr., Designer: Y_ Address: City, ST, Zip: Telephone: State Lic. #: Name of Contact Person:Ltu S Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: 6, Estimated Value of Project: ,up CIRP"A" APPLICANT: DO NOT WRITE BELOW THIS LINE Tv GO i, # Submittal Req'd Recd TRACMG PERMIT FEES 2 Plan Sets Plan Check submitted q Item Amount Structural Cates. Reviewed, ready for corrections Plan Check Deposit 2-1 Truss Cates. Called Contact Person Plan Check Balance Energy Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for correctio s/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval ' Plans resubmitted Grading IN HOUSE:- '`" Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person Z A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees 70 71 'rr:11 ro Cssu TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907. (800) 322-4045 FAX:(719) 598-8463. COC -1003160A 1/10/01. Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements for permanent .continuous lateral bracing (CLB) on merjoers for, which it is required to reduce buckling length. Sealed engineering J -awings from Truswal will show the required number and approximate locations cr braces for each member needing bracing. In general, this bracing 'is done by using Truswal Systems Brace-!tTM or a 1x or 2x member (attached to the top o€• bottom edge of the .member). running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1 x or 2x structurally graded "T" brace may be nailed flat to the edge of the member with 10d common or box nails a -i 8" o.c. if only one brace is required, or may be nailed to both.edges of the member if two braces are required. The "T" brace must extend a minimum of. 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the. member may: be nailed to one face of the member with 10d common, or box nails at 8" o.c. if only one brace is required,' or may be nailed to both faces of the member if two braces are required.. A minimus ; of 2x6. scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring :more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and approved by the building (fesigner. 1. EXAMPLES 2.` Please contact a 1 am 90% L 90% L I engineer.if-4-Mef:e_are any questions. 1 : tin .2 r • `. 3r ( PA 9 j per'' ti i I . i TITLE 24 REPORT I Title 24 Report for: VISTA CORDOBA CASITAS 54470 Avenida Martinez La Quinta, CA 92253 Project Designer: LENCH DESIGN STUDIO INC P O BOX 450 LA QUINTA, CA 92247-0450 760/564-1866 Report Prepared By: VERNA LENCH Lench Design Studio, Inc. P.O. Box 450 La Quinta, CA 92247-0450 (760) 564-1866 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Job Number: o6 ca 3.3e • VL -1381 O CCC Date: MAK 00?0 6 3/2/2006 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.0 by EnergySoft Job Number: VL -1381 User Number: 5454 I TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 7 Form WS -5R Residential Kitchen Lighting 9 HVAC System Heating and Cooling Loads Summary 10 Room Load Summary 11 Room Heating Peak Loads 12 Room Cooling Peak Loads 13 EnergyPro 4.0 by EnergySoft Job Number: VL -1381 User Number: 5454 1 Certificate Of Compliance: Residential (Part 1 of 3) CF -1 R VISTA (.(-)RnORA CASITAS Y IN IN ® ® ® ® ® ® ❑ ❑ F1 ❑ ❑ ❑ F1 ❑ / N ❑New ❑ ❑New ❑New- El ❑ ❑New ❑ ❑ ❑ F-1 ❑ ❑ ❑ n ❑ Status New ewR_13 New New New 3/2/2006 Project Title Date 54470 Avenida Jldartinez I a Quinta Project Address Building Permit # Lench nesian Stttdin. Inr._ (760) 564-1866 Documentation Author Telephone Plan Check/Date FnerayPrO Compliarice Method 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.31 1.62 0.69 Space Cooling 84.74 85.83 -1.09 Fans 12.86 13.26 -0.40 Domestic Hot Water 30.65 27.36 3.29 Pumps 0.00 1.05 -1.05 Totals 130.56 129.11 1.45 Percent better than Standard: 1.1 % Building Type: [j] Single Family ❑ Multi Family Building Front Orientation Fuel Type: Fenestration: ❑ Addition ❑ Existing + Add/Alt (East) 90 deg Natural Gas Area: 93 ft2 Avg. U: Ratio: 18.0% Avg. SHGC: BUILDING ZONE INFORMATION Zone Name OPAQUE SURFACES Type Frame Area U -Fac. Rnnf Wnnrl 512 n 098i y1/211 Wnnrl 31R 0.074 Wall Wnnd 50 0.074 Wall Wnnd 169 0 074 Wall Wood 3S0 0.074 Wall Wnnd 33 0.102 Wall Wnnd 40 0109 Wall Wnnd 69 0.074 0.41 0.33 Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: # of Floor Area Volume Units Zone Type 51 R5160 1 nn Conr itloned— Insulation Act. Gains Condition Gay. Gont. AZm. Tilt R-38 R_n n A0 o —R13 R- .5 90 pf) R-13 R-4.5 n_9f) R-13 R -4 r5 0 _9f1 R- 13R-4.5 270 _gll R-13 R-0.0 1 R0 —9f) R-13 R-0 n _970 —9f) R-13 RAS 1 Rn —9f) Y IN IN ® ® ® ® ® ® ❑ ❑ F1 ❑ ❑ ❑ F1 ❑ / N ❑New ❑ ❑New ❑New- El ❑ ❑New ❑ ❑ ❑ F-1 ❑ ❑ ❑ n ❑ Status New ewR_13 New New New Thermostat Type Setback 516 ft2 n/a ft2 0 ft2 516 ft2 10.0 ft 1.00 1 Vent Hgt. Area 2 n/a JA IV Reference Location / Comments 01 -AIR ZONF 1 09-A3 ZONE 1 09-A3 ZONE 1 09-A3 70NF 1 09-A3 ZONE 1 MAI ZONE 1 MAI ZONF 1 MAI ZONF 1 EnergyPro 4.0 by EnergySoft User Number: 5454 Job Number: VL -1381 Paae:3 of 13 1 Certificate Of Compliance: Residential (Part 2 of 3) CF -1 R VISTA CORDOBA CASITAS 3/2/2006 Project Title Date FENESTRATION SURFACES # Type Area U -Factor' SHGCZ True Cond. Azm. Tilt Stat. Glazing Type Location/ Comments J-- Skvlinht Front (East) 4"0 0.59(1 NFR( n M NFRC An Q_ New SkyLght - Dual Glaze 7 NF 1 2 Window Front (East) 9.0 0.700 NFRC 0_38 NFRC 90 90 New Glass Block ZONE 1 3 Window Front (East) 25.0 0.370 NFRC 0_32 NFRC 90 90 New IWC 5300 Vinyl/Low-E ZONE 1 4 Window Right (North) 30.0 0.370 NFRC 0_32 NFRC 0 90 New IWC 5300 Vinyl/Low-E ZONE 1 5 Window Right (North) 15.0 0.370 NFRC 0_32 NFRC 0 90 New IWC 5300 Vinyl/Low-E ZONE 1 6 Window Rear (West) 6.0 0.370 NFRC 0_32 NFRC 270 90 New IWC 5300 Vinyl/Low-E ZONE 1 L Window Rear (West) 4.0 0_370 NFRC 0_32 NFRC 270 90 New IWC 5300 Vinyl/Low-E ZONE 1 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 11613. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments PERIMETER LOSSES Type Length Slab Perimeter 7 Slab Perimeter 104 Insulation R -Val. Location JA IV Reference None No Insulation 26-A1 None No Insulation 26-A1 Condition Location/ Status Comments New ZONE 1 New ZONE 1 Run Initiation Time: 03/02106 10:13:06 Run Code: 1141323186 EnergyPro 4.0 by EnergySoft User Number: 5454 Job Number: VL -1381 Page:4 of 13 Certificate Of Compliance: Residential (Part 3 of 3) CF -1 R VISTA CORDOBA CASITAS 3/2/2006 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type HVAC Central Furnace 93% AFUE Split Air Conditioner 14.0 SEER New Setback HVAC DISTRIBUTION Duct Duct Condition Ducts Location Heating Cooling Location R -Value Status Tested? HVAC Ducted Ducted Outdoors 4.2 New Yes Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Ratedl Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) (al) Status or RE 1 (%) Ext. A O Smith Water Products FPSE-40Small Gas Recirc/Time+Temp 1 40,000 40 New 0.65 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Address: Telephone: Documentation Author Name: VERNA LENCH Title/Firm: Lench Design Studio, Inc. Address: P.O. Box 450 La Quinta, CA 92247-0450 Telephone: (760) 564-1866 (signature) (date) (signature/stamp) (date) Certificate Of Compliance: Residential (Addendum) CF -1 R VISTA CORDOBA CASITAS 3/2/2006 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the auayuacy we 1,11e AIJM.Kn Juluncacwn anu uocumentauon suom Qteo. HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- Plan I Field rr•w•wFewer we uo I.a aNr.uvau W01, [IV Qllu/VI vmmt:auun meuwus anu must oe reporteo on the t.r-vrc installation certificate. Plan Field The HVAC System "HVAC' incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "HVAC' incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. I EnergyPro 4.0 by EnergySoft User Number: 5454 Job Number: VL -1381 Page:6 of 13 1 Mandatory Measures Summary: Residential (Page 1 of 2) MF -1 R NOTE: Low-rise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercedes the items marked with and asterisk (•) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. NIA DESIGNER MENT Building Envelope Measures § 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling` ❑ ❑X ❑ § 150(b): Loose fill insulation manufacturers labeled R -Value: ❑ ❑X ❑ § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ ❑X ❑ ❑ appy to exterior mass walls). ❑X ❑ ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑X ❑ ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: ❑ ❑X ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ ❑X ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑X ❑ § 150(f): Air retarding wrap Installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑X ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑ ❑X ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑ ❑X ❑ permeance rate no greater than 2.0 perm/inch. § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include El ER El Form: ❑ ❑X ❑ § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ ❑X ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑' § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑ ❑X ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑ ❑X ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑X ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑ ❑X ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑X ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑X ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑ ❑X ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑ ❑X ❑ EnergyPro 4.0 by EnergySoft User Number. 5454 Job Number: VL -1381 Page:7 of 13 r Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (`) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ Q ❑ 605, and Standard 6-5; supply -air and retum-air ducts and plenums are insulated to a minumum installed level of R4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ duct tapes unless such tape is used in combination with mastic and draw bands. 4. Exhaust fan systems have back draft or automatic dampers. ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 7. Flexible ducts cannot have porous inner cores. ❑ § 114: Pool and Spa Heating Systems and Equipment . . 2 ❑ ® ❑ ® ❑ 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ ❑X ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ ® ❑ b. Cover for outdoor pools or outdoor spas. ❑ Q ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ Q ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ ® ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria ❑X ❑ ❑ Lighting Measures § 150(k)1: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ ❑X ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ ❑X ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ ❑X ❑ OR are controlled by an occupant sensor(s) ceritfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ o ❑ controlled by an occupant sensor that complies with Section 1 9(d) that does not tum on automatically or have an always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ ❑X ❑ certified to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑X ❑ same lot shall be high efficacy luminaires (not including lighting around swimming poolstwater features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. n ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑X ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.0 by EnergySoft User Number. 5454 Job Number: VL -1381 Page:B of 13 Residential Kitchen Lighting Worksheet WS -5R VISTA CORDOBA CASITAS 3/2/2006 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-0. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Wafts Other Wafts Yes No F x = or Yes No x = or Yes No x or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x or Yes No x = or Yes No x = or Yes No I x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Yes No x = or Total A: 0 B: 0 COMPLIES IF A;-)- B YES ® NO ❑ EnergyPro 4.0 by EnergySoft User Number. 5454 Job Number: VL -1381 Paoe:9 of 13 1 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE VISTA CORDOBA CASITAS 3/2/2006 SYSTEM NAME FLOOR AREA HVAC 516 :ATING S 26.0 OF ) :0 Outside Air 0 cfm 69.2 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM ISensiblel Latent CFM I Sensible 532 9,942 1,277 245 11,026 0 1,195 1,018 0 0 0 0 0 0 0 0 0 1,195 1,018 12,332 1,277 13 061 HVAC EQUIPMENT SELECTION Bryant 556AN036-E/350MAV036060 24,837 7,540 56,000 Total Adjusted System Output -- 24,837 7,540 56,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am SYCHROMETRICS (Airstream Tei 69.2 of 69.2 of t1 113.10F Supply Fan Heating Coil 1200 cfm h Return Air Ducts `S Supply Air Ducts 112.3 of ROOMS 70.0 of DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0177.6 of 78.9 / 65.4 of 78,9 165A of 59.5 / 58.4 of O Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 60.4 / 58.7 of 1200 cfm 50.4% R.H. ROOMS 78.9165.4 of 78.0 / 65.1 of - I I EnergyPro 4.0 by EnergySoft User Number: 5454 Job Number: VL -1381 Page:10 of 13 1 ROOM LOAD SUMMARY 71 PROJECT NAME VISTA CORDOBA CASITAS DATE 3/2/2006 SYSTEM NAME HVAC FLOOR AREA 516 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE ZONE 1 ZONE 1 1 532 9,942 1,277 532 9,942 1,277 245 11,026 PAGE TOTAL 1 532 9,942 1,277 245 11,026 TOTAL 1 532 9,942 1,277 245 11,026 EnergyPro By EnergySoft User Number: User Job Number: VL -1381 Page: 11 of 13 ROOM HEATING PEAK LOADS Conduction Area U -Value AT of Btu/hr Items shown with an asterisk ('r) denote conduction through an interior surface to another room. Page Total: 9 246 Infiltration: 1.00 X 1.064 x 516 x 10.00 x 0.442 / 60] x 0 = 1 77g chedule Air Sensible Area Ceiling Height ACH &T Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 9,246 EnergyPro 4.0 by EnergySoft User Number: 5454 Job Number: VL -1381 Page: 12 of 13 512.0 X X X X X X X X X X X x x X X X X x X x x X X x x x x x X x x x X x x x x x x 0.0250 X X X X X X X X X X x X X X x X x x X X x X X x x x x X X x x x x x x x x x x 44 = = = = = = = = = = = = = = = = = = = = 563 4.0 0.5900 44 104 perimeter = 7.3 0.7300 44 234 perimeter = 103.8 0.7300 44 3,334 318.0 0.0743 44 1,040 9.0 0.7000 44 277 25.0 0.3700 44 407 50.0 0.0743 44 164 162.0 0,0743 44 530 30.0 0.3700 488 15.0 0.3700 44=244 350.0 0.0743 44 1,145 6.0 0.3700 44 98 4.0 0,3700 44= 65 33.0 0.1020 44= 40.0 0.1020 44 180 Q 0743 44 996 Items shown with an asterisk ('r) denote conduction through an interior surface to another room. Page Total: 9 246 Infiltration: 1.00 X 1.064 x 516 x 10.00 x 0.442 / 60] x 0 = 1 77g chedule Air Sensible Area Ceiling Height ACH &T Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 9,246 EnergyPro 4.0 by EnergySoft User Number: 5454 Job Number: VL -1381 Page: 12 of 13 RESIDENTIAL ROOM COOLING LOAD SUMMARY Opaque Surfaces R-38 Roof Attic R-13 Wall w/1" EPS Interior R-13 Wall w/1" EPS Interior R-13 Wall w/1" EPS Interior R-13 Wall R-13 Wall R-13 Wall w/1" EPS Interior Orientation Area Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration 1016 Internal Gain Occu ants EA, E ui ment U -Factor x 0.0250 X x 0.0743 X x 0.0743 X x 0.0743 X x 0.1020 X x 0.1020 X X 0.0743 x X 25.0 X X 0.0 X X X 19.3 X X 0.0 X 15.0 X CLTD 1 Page Total Orientation Shaded Area X X X X x x x X X X X GLF + + + + + + + + + + + Unshaded Area X X X X X x X X X X X GLF (Skylight)0.0 26.4 4.0 77.8 East 0.0 28.1 9.0 50.7 East 0.0 19.3 25.0 38.3 North 0.0 19.3 30.0 19.3 North 0.0 19.3 15.0 19.3 West 0.0 19.3 6.0 38.3 West 0.0 19.3 4.0 38.3 Page Total Btu/hr 717 780 362 858 88 135 133 3,0731 Btu/hr Btu/hr X Occupants X 230 Btuh/oCC. = 920 X Dwelling Units X 1,6001 Watts/sgft = 1.6001 Infiltration:064 X 1.16 X; 32.69 X = 1375 Air Sensible CFM ELA T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 9,9421 Latent Gain Btu/hr Occu ants 0 X Occupants X 200 Btuh/oCC. = 800 Infiltration: 4 771 x 1.16 x 32.69 x F 477 Air Latent CFM ELA QW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,277 EnergyPro 4.0 by EnergySoft User Number. 5454 Job Number: VL -1381 Page: 1 Lf 13 41 \ 1 a TRUSSWOR S A Company You Can Truss! CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION BY o T t 75-110 ST. CHARLES PLACE SUITE 1 lA pFFicE ' DpI p la PALM DESERT, CA 92260 JOB No.: PHONE: 760-341-2232 FAX: 760-341-2293 NAME: MANUFACTURING YARD: PROJECT: 01SAa Y G 4 c " 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 NATIONAL INSP]ECTIUN ASSOCLATION. E w . NIA ....... Ei Quality Systems Management. Inc. e s National Testing, Inc. Accredited (Duality Assurance /Control Akeney LAS AA -583 Metal Plate Connected Wood Truss Aron Listed Fabricator's Audit 1/. Origination Date: 07--2003 Revision No. C AF #13 Report Number: A 13-85 Audit Date/Arrive/Depart: __2 q,3 Fabricator's Name: 1_5 Location: tm Does the Fabricator have a current Agreement with. the Agency for Audit? ............. I... Yes ,G No .......... Is the Quality System Manual, "GSM" up to date per AC -10 & AC -98? ....................................... Yes No Has the QSM been reviewed within a twelve month period? ............................ I.......................... Yea( No Are materials used in Production per National Standards & .Erginsers Specifications? .............. Yesi/ No Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes. No Are In -Nouse Quality Control Inspections being conducted per National Standards? ......:.......... Yes _ No Is Final Inspection of the Trusses completed prior to Labeling & Shipment? ............................:.. Yes v- No Is there a System in place to deal with Non -Conforming Materials? ............................................ Yes No Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Yes No Have any Corrective Action Requests, "CAR", been issued during this Audit? ............................ Yes No Product Check. CATEGORY CONFORMIN NON -CONFORM. REMARKS Lumber Grade f ,Q Joint Accuracy is within 1/8' Per AC -0-8 _ Plate Placement ANSI / TPI 2002 _ Plate Size (fIPA ICC ES _ Plate to 1Vood Toterance is within 1r32" n O _ _ Label Legibility..; Labels on Site - Slamps,5 Labels y___ CATEGORY YES NO REMARKS Changes fn Supertfisory Personnel; Productior. Process Per AC -0-8 Any Test Performad or witnessed ! Per AC -99 Is There Product Tractability .-- I Per AC -98 Any "CAR" Reports From Last Audit y___ _ _ Pei AC -9S Any Shut Downs or Disruptions In Production I _ Per AC -98 Any.Samples Taken Per AC -98 Any Test / Measuring Equipment That Requires Calibration Per AC -98 Does the Final Product meet UBC / IBC and National Standards? Ue _ Required Signatures Fabricator O.C. Supervisor Auoltor for Nstlona: Inspection. As3o iation P.D. Box 3426 E -!flail: N14gXette@vcn.coin (307) 685-6331 Ofj"tce Gillette, Wyoming 82717-3426 Cellular Phone: (307) 689-5977 (307) 685-6331 Fax Page One oj' No I' CASITAS AND 2006 Phone (760)341-2232 Fax # ( 760 )341-2293 4 D Q r T R U S S W O R K S V I S TACORDOVA\ CAS ITA L E N C H 6452 T2MOTHY LES REP : DUE DATE : DSGNR/CHKR : SB LG / LG WO# : pd01012 Date : 3/27/2006 16:26 TC Live 20.00 psf DurFac-Lbr : 1.25 q 146 TC Dead 20.00 psf DurFac-Plt 1.25 A Company You Can Truss! 29 PALMS BC Live 0.00 psf O 75-110 St. Charles pl . Ste -11A U-) co 1-_ M CN M194- U-) co I*-- M -v--- #Tr/#Cfg : 19 / 19 V lqr- Ir- Total 47.00 psf LL LL LL LL LL LL I LL LL LL LL LL LL LL LL LL U- A11%Ila UP IT THE P OFESSI AL ARC . ITECT'S ERTIFIC ON FIXED EREON INTEND] SOLEIV TO VER THIS TRUSS SYS 1 EM'S LA OUT 8 P AT INDIVII DUAL TRI I SSES A C ABLE Of SUPPORING THE PPM OADS. T IIS LAYI AND OII j IENSION!WERE P VIDED I Y THE Bi I ILDER Of I DESIGI THE MMUFACTILIRER IN THEMTO THE RUSS P KAGE WITH T DESI. UNTIL L DING T ESE FAC RS SH BE R AND VE IFIED B THE PRO JECT'.S D SIGN PR FESSIO L OF / ID c it NO. C1 19M EVOWE a R AND 2006 Phone (760)341-2232 Fax # ( 760 )341-2293 4 D Q r T R U S S W O R K S V I S TACORDOVA\ CAS ITA L E N C H 6452 T2MOTHY LES REP : DUE DATE : DSGNR/CHKR : SB LG / LG WO# : pd01012 Date : 3/27/2006 16:26 TC Live 20.00 psf DurFac-Lbr : 1.25 TC Dead 20.00 psf DurFac-Plt 1.25 A Company You Can Truss! 29 PALMS BC Live 0.00 psf O.C. Spacing 24.0 75-110 St. Charles pl . Ste -11A BC Dead 7.00 psf Code : CBC -01 Palm Desert, CA. 92211 #Tr/#Cfg : 19 / 19 Total 47.00 psf Job Name: VISTA CORDOVA\CASITAS Truss ID: F1 Qtv: 1 Drwa: .G X -LOC REACT SIZE REG ,D 1 0- 1-12 189 3.50" 2.08• 2 1- 8- 9 26 3.50• 99.00• 3 3- 5- 1 25 3.50" 1.50• 4 5- 1-10 399 3.50• 1.50- 5 6-10- 5 298 3.50• 1.50• G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL BND CSI 1-2 -36 0.00 0.31 0.32 2-3 105 0.01 0.31 0.33 3-4 -2 0.00 0.06 0.06 BC FORCE AXL HND CSI 5-6 0 0.00 0.01 0.01 6-7 52 0.00 0.03 0.03 7-8 -97 0.01 0.03 0.04 WEB FORCE CSI WEB FORCE CSI 5-1 -178 0.09 3-7 -169 0.03 1-9 0 0.00 3-8 132 0.05 1-6 38 0.01 8-4 -77 0.04 2-6 -373 0.07 4-10 0 0.00 2-7 -165 0.03 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F -1.5E BC 2x4 SPP 165OF-1.5E WEB 2x4 HF STUD GBL BLK 2x4 HF STUD Install interior support(s) before erection. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 a of uniform load at 20 psf live load and 20 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-15-1 1-81 812 2-32-33 5-1-10 6-10-5 9-1-8 025 T t-2-3 T 9-1-8 15 6 7 8 11I 14 5-1-10 1-8-12 2-3-3 5-1-10 6-10-5 g 1-8 STUB 5-0-1 SHIP UPLIFT REACTIONS) : Support 1 -62 lb Support 4 -115 lb Support. 5 -190 lb This truss is designed using the . CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height = 15.95 ft, mph = 80 CBC Special Occupancy, Dead Load = 10.2 psf MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= 0.00" D= 0.00" T= MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC L= 0.00" D= 0.00" T- ===== Joint Locations -- 1 0- 0- 0 6 5- 1-10 2 5- 1-10 7 6-10- 5 3 6-10- 5 8 9- 1- 8 4 9- 1- 8 9 0- 0- 0 5 0- 0- 0 10 9- 1- 8 OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 3/27/2006 Scale: 5116" = V 00" DO" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chit: LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R S S WO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25.' P=1.25 U R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing .2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC r Phone (760) 341-2232 'ANSI/TPI 1', WrCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20264 00" DO" /Job Name: VISTA CORDOVAICASITAS Truss ID: F2 Qtv: 1 Drwa: G x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E 1 0- 1-12 456 3.50" 1.50" BC 2x4 SPP 1650F -1.5E 2 9- 9-12 456 3.81" 1.50" WEB 2x4 HP STUD G REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding the truss material at each bearing utilized on this design meet or exceed the loading Imposed by the to"I building code and the particular application. The design assumes that the top chord TC Live 20.00 psf TC FORCE AXL BND CSI 1-2 -681 0.00 0.35 0.36 2-3 -5 0.00 0.35 0.35 BC FORCE A%L BND CSI 4-5 -1 0.00 0.07 0.07 5-6 720 0.11 0.05 0.16 WEB FORCE CSI WEB FORCE CSI 4-1 -425 0.23 2-6 -777 0.40 1-7 0 0.00 6-3 -131 0.07 1-5 720 0.25 3-8 0 0.00 2-5 -174 0.03 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTIONS) : Support 1 -112 lb Support 2 -112 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width 20.00 ft Mean roof height = 11.96 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 psf 3- B1 W:308 R:456 U:-112 5-15-110 5-1-10 2 026 4-10-1- 9-11-10 3 B2 W:313 R:456 U:-112 9-11-10 4 5 6 10-01- 5-1-10 4-10-1 5-1-10 9-11-10 STUB N0.010 a 1awwn _ All plates are 20 gauge Truswal Connectors unless preceded by 'W" for HS 20 gauge or "l -l" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ---=- Joint Locations =--- 1 0- 0- 0 5 5- 1-10 2 5- 1-10 6 9-11-10 3 9-11-10 7 0- 0- 0 4 0- 0- 0 8 9-11-10 MAR 2 7 3/27/2006 Scale: 5116" = 1' WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk• LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the to"I building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. Ste -11A environment that will "use the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSFTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20265 Job Name: VISTA CORDOVA\CASITAS Truss ID: F3 Qty: 1 Drw : RG x -LOC REACT SIZE REQ,D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 397 3.50 .1.50• BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -90 lb 2 8- 5-11 620 3.81• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -152 lb ' RG REQUIREMENTS shoo are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. only unless noted otherwise. Bldg Enclosed = Yes, importance Factor - 1.00 Tc FORCE AxL BND CSI Extensions above or below the truss profile- Truss Location = End Zone 1-2 -511 0.00 0.31 0.31 (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category - C 2-3 -96 0.01 0.30 0.31 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2 0.o0 0.06 0.06 the end of the extensions have not been Mean roof height - 11.97 ft, mph - 80 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = 10.2 psf BC FORCE ASL BND CSI otherwise unsupported wall may create a 5-6 -2 0.00 0.07 0.07 hinge effect that requires additional design 6-7 534 0.07 0.03 0.10 consideration (by others). 7-8 92 0.01 0.05 0.06 WEB FORCE CSI WEB FORCE CSI 5-1 -365 0.19 3-7 -260 0.05 1-9 0 0'.00 3-8 -126 0.04 1-6 540 0.18 8-4 -67 0.04 2-6 -122 0.02 4-10 0 0.00 2-7 -623 0.20 MAX DEFLECTION (span) _ L/999 MEM 6-7 (LIVE) LC L= -0.01" D= -0.01" T= - MAX DEFLECTION (cant) : 5-1-110 3-4-1 22-3-6 L/999 MEM 7-8 (LIVE) LC 5-1-10 8-5-11 10-9-0 L= 0.01" D= 0.00" T= === Joint Locations =--- 1 2 3 4 1 0- 0- 0 6 5- 1-10 2 5- 1-10 7 8- 5-11 3 8- 5-11 8 10- 9- 0 0.25 4 10- 9- 0 9 0- 0- 0 5 0- 0- 0 10 10- 9- 0 9 10 5-0-03-4 3 3 5-0-0 T 3 T SHIP \S. REO ARGy f ' 2-0-143-4 z -z-10 ;'Q ys •G, q 'f, 1 1 3 4 82 ; * V Clio" 2-4 3 1 1 - W:308 W:313 B1 2-1-7 JOWDIIINE Q R:397 R:620 U:-90 10-9-0 U:-152 9OFCA • F Q MaR 2 7 200 5 5-1-10 6 7 819-9-6 5-15-110 3-4-1-1 2-3.6 8-5-11 10-9-0 STUB 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG Wilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will rause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 PalmDesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSVTPI 1','WTCA V. Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20266 02- 01" Job Name: VISTA CORDOMCASITAS Truss ID: F4 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 440 3.50•1.50• BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -100 lb 2 9- 4-13 660 3.50• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -160 lb RG REQDIRMONTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the a the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. only unless noted otherwise. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile Truss Location = End Zone 1-2 -673 0.00 0.52 0.52 (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category - C 2-3 224 0.03 0.52 0.55 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width = 20.00 ft the end of the extensions have not been Mean roof height = 11.98 £t, mph80 =10.2 BC FORCE AXL END CSI considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = psf 4-5 -2 0.00 0.07 0.07 otherwise unsupported wall may create a 5-6 713 0.10 0.06 0.15 hinge effect that requires additional design 6-7 0 0.00 0.06 0.06 consideration (by others). WEB FORCE CSI WEB FORCE CSI 4-1 -407 0.21 2-6 -953 0.45 1-8 0 0.00 3-6 -298 0.07 1-5 712 0.23 7-3 -99 0.05 2-5 -182 0.03 3-9 0 0.00 1 5-15-110 5-1-10 2 025 6-067 11-8-0 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L= -0.01" D= -0.02" T= - MAX DEFLECTION (cant) : L/999 MEM 6-7 (LIVE) LC L= 0.01" D- 0.00" T= -=== Joint Locations =---- 3 1 0- 0- 0 6 9- 4-13 2 5- 1-10 7 11- 8- 0 3 11- 8- 0 8 0- 0- 0 4 0- 0- 0 9 11- 8- 0 5 5- 1-10 8 9 5-0-13 6 3-4 3 5-0-1 T T SHIP 2-0.1 1.1 _ 2-2-14 Q C,C SO. Q'4i9lF ' 13-43 1.5-3 N • V11 2-4 -4 io►9t/zoo? 81 62 2-1-7 - W:308 W:308 R:440 R:660 -160 ., 2 11-8-0 OFCA \ 4 5 6 718-10-6 5-1-10 4-3-42-3-3 5-15-110 9-4-13 1, -0 STUB 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, Desert, 'ANSVTPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20267 03" 01. Job Name: VISTA CORDOMCASITAS Truss ID: F5 Qty: 1 Drw : 5-0-1 Wo: pd01012 RG E -LOC REACT SIZE REQID TC 2x4 SPP 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 3-43-4 1 0- 1-12 480 3.50• 1.50^ BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -110 lb U:-168,00 2 10- 3- 1 698 3.5 .1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -168 lb Is laterally braced by the roof or floor sheathing and the bottom chard is laterally braced by a rigid sheathing material directly attached, unless otherwise RG REQDIREt4ENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the a the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 only unless noted otherwise. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile Truss Location = End Zone (SCSI and'BCSI by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 1-2 -737 0.00 0.35 0.35 (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category = C rY 2-3 -106 0.00 0.35 0.35 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -3 0.00 0.20 0.20 the end of the extensions have not been Mean roof height = 11.98 ft, mph - 80 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load - 10.2 psf BC FORCE AXL END CSI otherwise unsupported wall may create a 5-6 -2 0.00 0.06 0.06 hinge effect that requires additional design 6-7 784 0.11 0.06 0.17 consideration (by others). 7-8 102 0.00 0.08 0.08 WEB FORCE CSI WEB FORCE CSI 5-1 -448 0.24 3-7 -342 0.07 1-9 0 0.00 3-8 -141 0.03 1-6 780 0.26 8-4 67 0.02 2-6 -199 0.04 4-10 0 0.00 2-7 -803 0.49 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.02" D= -0.02" T= _j 5-15-110 5-1-10 2-3-1 MAX DEFLECTION L/999 MEM 7-8 (cant) : (LIVE) LC 5-1-10 10-3-3 12-6-4 L- 0.01" D= 0.00" T= ---_= Joint Locations = - 1 2 3 4 1 0- 0- 0 6 5- 1-10 2 5- 1-10 7 10- 3- 3 3 10- 3- 3 8 12- 6- 4 0.25 4 12- 6- 4 9 0- 0- 0 5 0- 0- 0 10 12- 6- 4 5-0-13 9 10 3-4 3-4 3 5-0-1 Wo: pd01012 T 2-0-1 fil 24 T SHIP s t 1 1 2-3-1 3-43-4 3-4 81 W:308 R:480 B2 2_1_7J W:308 R:698 i pts$ U:-110 U:-168,00 w 6 7 8 8-0-2 5-1-10 5-1-10 2-3-1 5-1-10 10-3-3 12-6-4 1 STUB 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. Wo: pd01012 ® This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chard is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA92211 Desert, and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI . Phone (760) 341-2232 1', WrCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUIL.DING COMPONENT SAFETY INFORMATION'. 1-03) SUMMARY SHEETS' BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI and'BCSI by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20268 D4- 01" Job Nadne: VISTA CORDOMCASITAS Truss ID: F6 Qty: 1 Drw : G X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 5193.50• 1.50• BC 2x4 SPF 1650F -1.5E 2 11- 1- 1 737 3.81• 1.50• WEB 2x4 HF STUD G REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding the trues material at each bearing TC FORCE AXL BND CSI 1-2 -866 0.01 0.55 0.57 2-3 -96 0.01 0.52 0.53 3-4 -2 0.00 0.08 0.08 BC FORCE AXL SND CSI 5-6 -2 0.00 0.11 0.11 6-7 904 0.10 0.08 0.18 7-8 92 0.01 0.05 0.07 WEB FORCE CSI WEB FORCE CSI 5-1 -478 0.25 3-7 -278 0.05 1-9 0 0.00 3-8 -128 0.04 1-6 893 0.29 8-4 -65 0.03 2-6 -160 0.03 4-10 0 0.00 2-7 -984 0.46 B1 W:308 R:519 U:-119 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-86 8 3 4-44-4 2-3-6 6-8-3 11-1-1 13-4-6 2 3 4 0 W:313 R:737 U:-176 13-4-6 5 6 7 8 6-86-8 4.4-14 22-3_ 6 6-8-3 11-1-1 13-4-6 UPLIFT REACTION(S) : Support 1 -119 lb Support 2 -176 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 11.99 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 psf MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC L= -0.02" D= -0.03" T= - MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC L= 0.01" D= 0.01" T- = Joint Locations =- 1 0- 0- 0 6 6- 8 3 2 6- 8- 3 7 11- 1- 1 3 11- 1- 1 8 13- 4- 6 4 13- 4- 6 9 0- 0- 0 5 0- 0- 0 10 13- 4- 6 10 5-0-0 T SHIP 2-3-4 27 200 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Tn15Wal software, Phone (760) 341-2232 'ANSVTPI 1','WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20269 DS" 32" J,IDb Name: VISTA CORDOMCASITAS Truss ID: F7 Qtv: 1 Drwa: G K -LOC REACT SIZE REQ 'D 1 0- 1-12 559 3.50" 1.50" 2 11-11- 5 775 3.81" 1.50• G REQUIREMENTS shuns are based ONLY the truss material at each bearing ITC FORCE AXL BND CSI 1-2 -1000 0.02 0.65 0.67 2-3 -97 0.01 0.59 0.60 3-4 -2 0.00 0.10 0.10 BC FORCE AKL HND CSI 5-6 -2 0.00 0.13 0.13 6-7 1046 0.11 0.100.21 7-8 93 0.01 0.06 0.07 WRB FORCE CSI WEB FORCE CSI 5-1 -515 0.27 3-7 -290 0.06 1-9 0 0.00 3-8 -130 0.03 1-6 1028 0.34 8-4 68 0.03 2-6 -176 0.03 4-10 0 0.00 2-7 -1117 0.61 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). B1 W:308 11:559 U:-128 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -128 lb MULTIPLE LOAD CASES. Support 2 -184 lb PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the Drainage must be provided to avoid ponding. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.00 ft, mph = 80 CBC Special Occupancy, Dead Load = 10.2 psf 7-17-1 5 44-10-0 22-3-6 7-1-5 11-11-5 14-2-10 2 3 4 0 W:313 R:775 U:-184 14-2-10 5 6 7 8 7-1-5 44-10-0 2-3-6 7-1-5 11-11-5 14-2-10 MAX DEFLECTION (span) : L/999 NEM 6-7 (LIVE) LC L= -0.03" D= -0.04" T= - MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC L= 0.01" D= 0.01" T= ---== Joint Locations =--- 1 0- 0- 0 6 7- 1- 5 2 7- 1- 5 7 11-11- 5 3 11-11- 5 8 14- 2-10 4 14- 2-10 9 0- 0- 0 5 0- 0- 0 10 14- 2-10 10 5-0-0 T SHIP 2-3-8 , (] 2 T `; 1) G `8 r U No, MOM aria )9M All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted ® T R U S S W O R KS WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the tap chord Eng. Job: EJ. Chk' LG DS nr: LG g TC Live 20.00 psf A Company YCTrussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p youan noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf 76-110 $t. Cha rle Charles pl. Ste -11 A s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf 9pl. Desert, PalmDesert and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSYTPI 'BUILDING BC Dead 7.00 psf Phone (760) 341-2232 - 1% NNTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 47.00 psf 0/rat 2 i 3/27/2006 Scale: 5116" = 1' WO: pd01012 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 20270 07" 02" Job Name: VISTA CORDOVA\CASITAS Truss ID: F8 Qty: 1 Drw : WO: pd01012 ® RG' X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) Dsgnr: LG 1 0- 1-12 598 3.10 .1.50• BC 2x4 SPF 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -136 lb 2 12- 9- 7 814 3.81• 1.50• WEB 2x4 HF STUD MULTIPLH LOAD CASES. Support 2 -192 lb noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any RG REQDIREN[B shoves are based ONLY 2x4 SPF 165017-1.5E 1-6 PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the BC Live 0.00 psf a the truss material at each bearing Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding. CBC -01 Code. + Phone (760) 341-2232 I.,1NTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 End verticals are designed for axial loads Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI only unless noted otherwise. Truss Location = End Zone 1-2 -1144 0.03 0.75 0.78 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C 2-3 -98 0.01 0.67 0.68 (if any) have been designed for loads Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -2 0.00 0.12 0.12 indicated only. Horizontal loads applied at Mean roof height = 12.01 ft, mph80 =10.2 the end of the extensions have not been CBC Special Occupancy, Dead Load = psf BC FORCE AEL BND CSI considered unless shown. A drop -leg to an 5-6 -3 0.00 0.14 0.14 otherwise unsupported wall may create a 6-7 1197 0.13 0.11 0.25 hinge effect that requires additional design 7-8 94 0.01 0.06 0.07 consideration (by others). WEB FORCE CSI WEB FORCE CSI 5-1 -553 0.29 3-7 -302 0.06 1-9 0 0.00 3-8 -132 0.03 1-6 1172 0.17 8-4 71 0.03 , 2-6 -191 0.04 4-10 0 0.00 2-7 -1258 0.80 MAX DEFLECTION (span) 7$$ 5-3-1 2-3-6 L/999 MEM 6-7 (LIVE) LC I L- -0.04" D- -0.04" T= - 7-" 12-9-7 15-0-12 MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC . L- 0.01" D= 0.01" T= 5-0-0 T 2.0-1 B1 W:308 R:598 U:-136 2 3 4 0.21 5 vv:sTa R:814 U:-192 T SHIP -QED; tic4z" Ss D. U No. C110 O(P DAiE 15-0-12 '�'P_F C' 5 6 7 8 l�,-`` 7-0- 6-3-1 2-3-6 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" forr IS gauge, positioned per Joint DetP4 kte+ports avaiJ4M1"e %orn Truswal software, unless noted. == Joint Locations =---- 1 0- 0- 0 6 7- 6- 6 2 7- 6- 6 7 12- 9- 7 3 12- 9- 7 8 15- 0-12 4 15- 0-12 9 0- 0- 0 5 0- 0- 0 10 15- 0-12 3�& 6 20A6I Scale: 5/16" = 1' 08" 02" WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.15 rle 75-110 St. CharieS pl. Ste -11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI + Phone (760) 341-2232 I.,1NTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20271 08" 02" nob Name: VISTA CORDOVAICASITAS Truss ID: F9 Qtv: 1 Drwa: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 638 3.50• 1.50• 2 13- 7-11 853 3.81• 1.50• RG REQUIREMENTS shown are based ONLY a the truss material at each bearing TC FORCE AXL BIRD CSI 1-2 -1167 0.01 0.37 0.38 2-3 -869 0.00 0.37 0.38 3-4 89 0.01 0.19 0.20 4-5 -2 0.00 0.08 0.08 BC FORCE AXL BND CSI 6-7 -3 0.00 0.07 0.07 7-8 1254 0.18 0.05 0.24 8-9 822 0.11 0.03 0.15 9-10 85 0.01 0.05 0.06 WEB FORCE CSI WEB FORCE CSI 6-1 -605 0.32 3-9 -965 0.28 1-11 0 0.00 4-9 -269 0.05 1-7 1232 0.42 4-10 -119 0.04 2-7 -345 0.06 10-5 68 0.03 2-8 ' -464 0.30 5-12 0 0.00 3-8 229 0.08 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Drainage must be provided to avoid ponding. 5-35-3-11 5-3-11 2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 0.25 5-3-11 10-7-5 3-0-5 2-3.6 13-7-11 15-11-0 UPLIFT REACTIONS) : Support 1 -145 lb Support 2 -199 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.02 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 psf MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L= -0.03" D= -0.05" T= - MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= 0.01" D= 0.01" T= 7-== Joint Locations =- 3 4 5 1 0- 0- 0 7 5- 3-11 2 5- 3-11 8 10- 7- 5 3 10- 7- 5 9 13- 7-11 4 13- 7-11 10 15-11- 0 5 15-11- 0 11 0- 0- 0 6 0- 0- 0 12 15-11- 0 5_"3 T 2-0-1 i 1 3-4 3-4 3-4 3-6 12 "_0 SHIP p-c (Ji T W:308 W:313 10 3*J2007 2-3-15 1a sfl. R:638 R:853 U:_145 15-11-0 U:-199 )6 rq a(aonrl: 2 7 2006 afcA` o AR 08 02 2-4 3-4 No. C1161 1 B1 82 W:308 W:313 10 3*J2007 R:638 R:853 U:_145 15-11-0 U:-199 )6 rq a(aonrl: 2 7 2006 afcA` o AR 7 6 9 10 5-35-3-11 5-35-3-11 3-03-05 2-3-6 s A/L r A+/LA006 5-3-11 10-7-5 13-7-11 15-11-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular.appli"tion. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.15 rle s 75-110 St. Charles pI. Ste -11 A environment that will "use the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0.0 9pl. Palm Desert Desert, and brace this truss In accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal software, Phone (760) 341-2232 'ANSI1TPI 1','1VTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at $83 D'Onofrio Drive, Madison, BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, OC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20272 08 02 1J•ob Name: VISTA CORDOMCASITAS Truss ID: F10 Qtv: 1 Drwa: G x -LOC REACT SIZEREQ'D TC 2x4 SPF 165OF-1.SE 1 0- 1-12 678 3.50 . 1.50• BC 2x4 SPF 1650F -1.5E 2 14- 5-13 892 3.81" 1.50" WEB 2x4 HF STUD G REQUIREMENTS abomn are based ONLY 2x4 SPP 1650F -1.5E 1-6 the truss material at each bearing Lumber shear allowables are per NDS. Drainage must be provided to avoid ponding ITC FORCE ASL BND CSI 1-2 -1450 0.04 0.73 0.78 2-3 -146 0.00 0.72 0.72 3-4 -4 0.00 0.37 0.37 BC FORCE ABL BND CSI 5-6 -3 0.00 0.13 0.13 6-7 1535 0.22 0.12 0.34 7-8 152 0.01 0.14 0.15 WEB FORCE CSI WEB FORCE CSI 5-1 -633 0.33 3-7 -390 0.08 1-9 0 0.00 3-8 -214 0.05 1-6 1488 0.22 8-4 85 0.02 2-6-273 0.05 4-10 0 0.00 2-7 -1492 0.95 5-0-1 T 2-0-, 7-47 49 7-4-9 ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 2 0.25 7-1-4 2-3-6 14-5-13 16-9-2 UPLIFT REACTIONS) : Support 1 -153 lb Support 2 -206 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yee, Importance Factor = 1.00 Truss Location = End Zone - Hurricane/Ocean Line - No Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height= 12.03 ft, mph80 CBC Special Occupancy, Dead Load = =10.2 psf MAX DEFLECTION (span) : L/999 MEM 677 (LIVE) LC L= -0.05" D= -0.08" T= - MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC L= 0.01" D= 0.01" T- _= Joint Locations = 3 4 =1 0- 0- 0 6 7- 4- 9 2 7- 4- 9 7 14- 5-13 3 14- 5-13 8 16- 9- 2 4 16- 9- 2 9 0- 0- 0 5 0- 0- 0 10 16- 9- 2 TY~ SHIP 24.2 D AA B1 13" D2" Z-4 3_63 6 2_7.7 1 10. awl I ii W:308 W:313 10FJW2007 R:678 R:892 U:-153 U:-206 ,6.9.2 5 6 7 8 87 DATE OFCAi- F4 AR 272006 7.4-9 '-' 2-3 3/27/2006 7-4-9 14-5-13 16-9-2 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A s environment that will "use the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Phone (760) 341-2232 'ANSOTPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- 1.03) 'SCSI SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute is located BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (BCSI and and (TPI) at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20255 13" D2" IJpb Name: VISTA CORDOVA\CASITAS Truss ID: F11 Qtv: 1 Drwa: I IRG • X -LOC REACT SIZE REQ'D 1 0- 1-12 9303.50• 1.50• 2 15- 4- 1 1069 3.81• 1.50• IRG REQUIREMENTS ebows are based ONLY in the truss material at each bearing TC FORCE AXL BND CSI 1-2 -2075 0.06 0.54 0.60 2-3 -1393 0.01 0.50 0.51 3-4 -890.01 0.28 0.29 4-5 -2 0.00 0.12 0.12 BC FORCE AXL HND CSI 6-7 -3 0.00 0.11 0.11 7-8 2241 0.33 0.09 0.42 8-9 1306 0.19 0.05 0.23 9-10 86 0.01 0.06 0.07 WEB FORCE CSI WEB FORCE CSI 6-1 -890 0.47 3-9 -1470 0.53 1-11 0 0.00 4-9 -287 0.06 1-7 2170 0.74 4-10 -122 0.03 2-7 -601 0.11 10-5 73 0.03 2-8 -948 0.73 5-12 0 0.00 3-8 388 0.13 TC 2x4 SPP 165OF-1.5E BC 2x4 SPP 1650F -1.5E WEB 2x4 HF STUD Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-M T 2-0-1 1 B1 W:308 R:930 U:-212 5-10-7 5-10-7 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 02_ 5-10-7 3-721 2-3-6 11-8-15 15-4-1 17-7-6 vv.., w R:1069 U:-248 17-7-6 16 7 8 9 10 55-1 5-10-7 3-724 2-3-6 5-10-7 11-8-15 15-4-1 17-7-6 UPLIFT REACTION(S) : Support 1 -212 lb Support 2 -248 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.04 ft, mph - 80 CBC Special Occupancy, Dead Load 10.2 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/7 TC Vert 80.00 0- 0- 0 80.00 17- 7- 6 0.5 BC Vert 14.00 0- 0- 0 14.00 17- 7- 6 0.0 ..Type... lbs X.Loc LL/TL TC Vert 350.0 6- 6- 0 0.43 T 5-0-0 SHIP 2-4-5 1 1< MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L= -0.07" D= -0.10" T= - MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= 0.02" D= 0.02" T= Joint Locations =---- 1 0- 0- 0 7 5-10- 7 2 5-10- 7 8 11- 8-15 3 11- 8-15 9 15- 4- 1 4 15- 4- 1 10 17- 7- 6 5 17- 7- 6 11 0- 0- 0 6 0- 0- 0 12 17- 7- 6 tU ARLyy D. I WSW2007 O tTA7E OFCA F°Q NIAR 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 114" = 1' 16- 04" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds nr: LG g TRUSSWORKS A Company You Can Truss l utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Live 20.00 psf TC Dead 20.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 75-110 St. Charles pl. Ste -11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 environment that wlll cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 47.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 20266 16- 04" IJ.ob Name: VISTA CORDOVA\CASITAS Truss ID: F12 Qtv: 1 Drwa: I iRG X -LOC REACT SIZEREQ'D 1 0- 1-12 971 3.50"1.50" 2 16- 2- 3 1107 3.81" 1. So. ;RG REQUIREMENTS shown are based ONLY ,n the truss material at each bearing TC FORCE AXL SND CSI 1-2 -2262 0.08 0.61 0.69 2-3 -1543 0.02 0.55 0.57 3-4 -89 0.01 0.31 0.32 4-5 -2 0.00 0.14 0.14 BC FORCE AXL BND CSI 6-7 -3 0.00 0.12 0.12 7-8 2441 0.36 0.10 0.46 8-9 1451 0.21 0.05 0.26 9-10 86 0.01 0.06 0.07 WEB FORCE CSI WEB FORCE CSI 6-1 -929 0.49 3-9 -1604 0.64 1-11 0 0.00 4-9 -297 0.06 1-7 2357 0.81 4-10 -123 0.03 2-7 -625 0.12 10-5 74 0.03 2-8 -997 0.84 5-12 0 0.00 3-8 397 0.14 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-16-113 6-1-13 2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 025 6-1-13 3-10-88 2-3-6 12-3-11 16-2-3 185-8 3 4 5 UPLIFT REACTIONS) : Support 1 -219 lb Support 2 -254 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.05 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 80.00 0- 0- 0 80.00 18- 5- 8 0. BC Vert 14.00 0- 0- 0 14.00 18- 5- 8 0. ..Type... lbs X.Loc LL/TL TC Vert 350.0 6- 6- 0 0.43 MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L= -0.08" D= -0.11" T= MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= 0.02" D= 0.02" T= --= == Joint Locations - --- 1 0- 0- 0 7 6- 1-13 2 6- 1-13 8 12- 3-11 3 12- 3-11 9 16- 2- 3 4 16- 2- 3 10 18- 5- 8 5 18- 5- 8 11 0- 0- 0 6 0- 0- 0 12 18- 5- 8 1 12 350# 50-1 3 1 3.3 3-6 3-4 3 T "A TI SHIP 2l, 219MU HS A,9 4 - 3-10 3-4 3-4 .r Q 1 2-4 35 y Q W:308 W:313 B1 B22 1-7 U No. C11.► i s R:971 R:1107 10t0/2I U:-219 U:-254 i 18-5-8 IEWCATE 6 7 8 9 6-1-13 , 6-1-13 , 3-10-8 , 2-3-6 10 MAR MAR 2 2 6-1-13 12-3-11 16-2-3 185-8 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/4" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm DesertCA. 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIfTpI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20257 20" 04" Job Name: VISTA CORDOMCASITAS Truss ID: F13 Qty: 1 Drw : It, O RG X -LOC REACT SIZEREQD TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 /M► I UPLIFT REACTION(S) 11:1011 11:1145 1 0- 1-12 1011 3.50^1.50• BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -227 lb 2 17- 0- 7 1145 3.81• 1.50• WEB 2x4 HP STUD MULTIPLE LOAD CASES. 6-5-4 12-10-8 17-0-7 19-3-12 Support 2 -261 lb RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the 3/27/2006 n the truss material at each bearing End verticals are designed for axial loads Permanent bracing is required (by others) to CBC -01 Code. ® This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk- LG only unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile and ANSI/TPI 1. T R U S S WO R KS Truss Location = End Zone TC Live 20.00 psf 1-2 -2459 0.10 0.70 0.80 (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category = C noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 2-3 -1701 0.02 0.60 0.63 indicated only. Horizontal loads applied at environment that will cause the moisture content of the wood to exceed 19% and/or "use connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Palm Desert, CA. 92211 3-4 -900.01 0.34 0.35 the end of the extensions have not been Phone (760) 341-2232 - of - 1.03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute is located 583 D'Onofrio Drive, Madison, Mean roof height = 12.06 ft, mph - 80 4-5 -3 0.00 0.16 0.16 considered unless shown. A drop -leg to an Seqn T6.5.0 - 20258 CBC Special Occupancy, Dead Load = 10.2 psf otherwise unsupported wall may create a ----------LOAD CASE #1 DESIGN LOADS --------------- BC FORCE AXL END CSI hinge effect that requires additional design Dir L.Plf L.Loc R.Plf R.Loc LL/T 6-7 -3 0.00 0.13 0.13 consideration (by others). TC Vert 80.00 0- 0- 0 80.00 19- 3-12 0.5 7-8 2652 0.39 0.11 0.50 BCVert 14.00 0- 0- 0 14.00 19- 3-12 0.0 8-9 1603 0.23 0.06 0.29 ..Type... lbs X.Loc LL/TL 9-10 87 0.01 0.06 0.07 TC Vert 350.0 6- 6- 0 0.43 WEB FORCE CSI WEB FORCE CSI 6-1 -968 0.51 3-9 -1747 0.77 1-11 0 0.00 4-9 -306 0.06 1-7 2553 0.87 4-10 -124 0.03 MAX DEFLECTION (span) 2-7 -650 0.12 10-5 76 0.03 L/999 MEM 7-8 (LIVE) LC 21 2-8 -1048 0.9"6 5-12 0 0.00 " L= -0.10" D= -0.14" T= - 3-8 405 0.14 MAX DEPLECTION (cant) L/999 MEM 9-10 (LIVE) LC L= 0.02" D= 0.03" T= 6-5-4 6-5-4 6-5.4 4-1 2-3-6 12-10-8 17-0-7 19-3-12 2 3 0 4 5 == Joint Locations = 1 0- 0- 0 7 6- 5- 4 2 6- 5- 4 8 12-10- 8 3 12-10- 8 9 17- 0- 7 4 17- 0- 7 10 19- 3-12 5 19- 3-12 11 0- 0- 0 6 0- 0- 0 12 19- 3-12 23- 05- 2-4 3-7 It, O B1 B2 W:308 W:313 /M► I 11:1011 11:1145 U:-227 U:-261 19-3-12 6 7 8 9 10 66.5-4 6-5-4 i 4-1-15 2-3-6 .TM E7f?DA/E 6 % ` L h0 2 1 foo 6-5-4 12-10-8 17-0-7 19-3-12 O P tel' CAl1F yr V 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk- LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS nr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or "use connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 a nd brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1% WTCA 1' Wood Truss Council America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 - of - 1.03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute is located 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 (SCSI and'BCSI and (TPI) at Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20258 23- 05- lJ,ob Name VISTA CORDOMCASITAS Truss ID: F14 Qtv: 1 Drwa: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 1052 3.50 . 1.51• 2 17-10- 9 1183 3.81" 1.50• RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL HND CSI 1-2 -2719 0.14 0.84 0.97 2-3 -1984 0.03 0.61 0.64 3-4 -97 0.00 0.32 0.32 4-5 -3 0.00 0.26 0.26 BC FORCE AXL BND CSI 6-7 -3 0.00 0.15 0.16 7-8 2855 0.42 0.10 0.52 8-9 1898 0.27 0.09 0.36 9-10 94 0.00 0.10 0.10 WEB FORCE CSI WEB FORCE CSI 6-1 -1006 0.53 3-9 -1982 0.69 1-11 0 0.00 4-9 -348 0.07 1-7 2808 0.96 4-10 -134 0.03 2-7 -653 0.13 10-5 81 0.02 2-8 -964 '0.83 5-12 0 0.00 3-8 384 0.13 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 6-86 8 6-8-10 ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. 6-26-210 12-11.4 0 4-11-5 2-3-6 17-10-9 20-1-14 UPLIFT REACTIONS) : Support 1 -234 lb Support 2 -267 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.06 ft, mph80 CBC Special Occupancy, Dead Load = =10.2 psf ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 80.00 0- 0- 0 80.00 20- 1-14 0. BC Vert 14.00 0- 0- 0 14.00 20- 1-14 0. ..Type... lbs X.Loc LL/TL TC Vert 350.0 6- 6- 0 0.43 B1 W:308 R:1052 U:-234 R:1183 U:-267 20-1-1a is 7 s s 10 i 6-8-10 i 6-210 4-11-5 2-3-6 6-8-10 12-11-4 17-10-9 20-1-14 SHIP Vol ` X07 OW DATE All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L= -0.12" D= -0.16" T= - MAX DEFLECTION (cant) : L/995 MEM 9-10 (LIVE) LC L= 0.03" D= 0.03" T- -=== Joint Locations = 1 0- 0- 0 7 6- 8_10 2 6- 8-10 8 12-11- 4 3 12-11- 4 9 17-10- 9 4 17-10- 9 10 20- 1-14 5 20- 1-14 11 0- 0- 0 6 0- 0- 0 12 20- 1-14 /v Z Zp06 aR 3/27/2006 Scale: 7132" = 1' 28" 06" WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design is for an Individual building component not truss system. h has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Tmswal software, - 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrto Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20259 28" 06" Job Name: VISTA CORDOVA\CASITAS Truss ID: F15 Qtv: 1 Drwa: RG X -LOC REACT SIZE REQ' 1 0- 1-12 877 3.50 . 1.50" 2 18- 8-13 1088 3.81" 1.50" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL END CSI 1-2 -2183 0.090.71 0.80 2-3 -1694 0.02 0.65 0.67 3-4 -91 0.01 0.34 0.35 4-5 -3 0.00 0.18 0.18 BC FORCE AXL BND CSI 6-7 -3 0.00 0.13 0.13 7-8 2286 0.34 0.09 0.43 8-9 1627 0.23 0.06 0.30 9-10 88 0.01 0.06 0.07 WEB FORCE CSI WEB FORCE CSI 6-1 -832 0.44 3-9 -1720 0.93 1-11 0 0.00 4-9 -329 0.07 1-7 2247 0.77 4-10 -126 0.03 2-7 -470 0.09 10-5 77 0.03 2-8 '-667 0.71 5-12 0 0.00 3-8 274 0.10 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD Lumber shear allowables are per NDS. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design . consideration (by others). Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -191 lb MULTIPLE LOAD CASES. Support 2 -241 lb PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the Drainage must be provided to avoid ponding. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.07 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 psf 7-0-1 7-0-1 1 2 0 5-0-1 3-1 T 2-0-1 1 2 B1 W:308 R:877 U:-191 7-0-1 4-8-11 2-3-0 14-0-1 18-8-13 21-0-2 3 4 5 R:1088 U:-241 21-0-2 6 7 8 9 10 7-0-1 7-0-1 4-8-11 2-3-6 7-0-1 14-0-1 18-8-13 21-0-2 r ,w, SHIP_ 5-3 1 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ® WAKN I NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS Ds nr.LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Truss I Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf d brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, CA. 92211 an 'ANSIrrPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf MAX DEFLECTION (span) : L/999 MEM 7-8(LIVE) LC L= -0.10" D= -0.15" T= - MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= 0.02" D= 0.03" T= --- _= Joint Locations =---- 1 0- 0- 0 7 7- 0- 1 2 7- 0- 1 8 14- 0- 1 3 14- 0- 1 9 18- 8-13 4 18- 8-13 10 21- 0- 2 5 21- 0- 2 it 0- 0- 0 6 0- 0- 0 12 21- 0- 2 MAR 2 "i 3/27/2006 Scale: 7132" = 1' WO: pd01012 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 20260 25- 05" lJob Name: VISTA CORDOVAICASITAS Truss ID: F16 Qtv: 1 Drwa: .G x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E 1 0- 1-12 917 3.50 . 1.55• BC 2x4 SPF 165OF-1.SE 2 19- 6-15 1127 3.81• 1.50• WEB 2x4 tit+ STUD G REQUIREMENTS shova are based ONLY Drainage must be provided to avoid ponding the trues material at each bearing TC FORCE ARL END CSI 1-2 -1946 0.05 0.39 0.44 2-3 -2349 0.04 0.36 0.41 3-4 -1323 0.01 0.27 0.29 4-5 82 0.01 0.25 0.26 5-6 -2 0.00 0.08 0.08 BC FORCE ARL BND CSI 7-8 -3 0.00 0.08 0.08 8-9 2103 0.31 0.07 0.38 9-10 2346 0.34 0.06 0.40 0-11 1234 0.17 0.04 0.21 1-12 77 0.01 0.05 0.06 NEB FORCE CSI WEB FORCE CSI 7-1 -881 0.46 4-10 472 0.16 1-13 0 0.00 4-11 -1453 0.46 1'-8 2050 0.70 5-11 -263 0.05 2-8 -604 0.12 5-12 -111 0.03 2-9 256 0.08 12-6 70 0.03 3-9 59 0.02 6-14 0 0.00 3-10 -1132 0.77 B1 W:308 R:917 U:-199 5-5-9 5-5-9 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless Shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 5-5-9 10-11-2 025 5-5-9 3-2-4 16-4-11 19-0-15 R:1127 U:-248 21-10-4 7 8 9 10 11 12 5-5-9 5-5-9 5-5-9 3-2-4 5-5-9 10-11-2 16-4-11 19-0-15 4. UPLIFT REACTION(S) : Support 1 -199 lb Support 2 -248 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 12.08 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 psf MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC L= -0.10" D= -0.13" T= MAX DEFLECTION (cant) : L/999 MEM 11-12 (LIVE) LC L= 0.03" D= 0.03" T- ---= Joint Locations = 1 0- 0- 0 8 5- 5- 9 2 5- 5- 9 9 10-11- 2 3 10-11- 2 10 16- 4-11 4 16- 4-11 11 19- 6-15 5 19- 6-15 12 21-10- 4 6 21-10- 4 13 0- 0- 0 7 0- 0- 0 14 21-10- 4 I 5-0-1 SHIP All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' N 23" 05" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG T R U S S WO R utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 Desert, end brace this truss In accordance with the fallowing standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSOTPI 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, Dc 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20261 23" 05" Job Name: VISTA CORDOMCASITAS Truss ID: F17 Qty: 1 Drw : Eng. Job: EJ. RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 917 3.50^ 1.50• BC 2x4 SPP 165OP-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -199 lb 2 19- 6-15 1127 3.81• 1.50• WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -248 lb RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the a the truss material at each bearing TC Dead 20.00 psf End verticals are designed for axial loads CBC -01 Code. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 9pl. PalmDesert Desert, only unless noted otherwise. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL END CSI 7.00 psf Extensions above or below the truss profile Truss Location = End Zone 1-2 -1946 0.05 0.39 0.44 (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category - C 2-3 -2349 0.04 0.36 0.41 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 -1323 0.01 0.27 0.29 the end of the extensions have not been Mean roof height = 12.08 ft, mph - 80 4-5 82 0.01 0.25 0.26 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = 10.2 pef 5-6 -2 0.00 0.08 0.08 otherwise unsupported wall may create a hinge effect that requires additional design BC FORCE ARL END CSI consideration (by others). 7-8 -3 0.00 0.08 0.08 8-9 2103 0.31 0.07 0.38 9-10 2346 0.34 0.06 0.40 0-11 1234 0.17 0.04 0.21 1-12 77 0.01 0.05 0.06 WEB FORCE CSI WEB FORCE CSI 7-1 -881 0.46 4-10 472 0.16 MAX DEFLECTION (span) 1-13 0 0.00 4-11 -1453 0.46 L/999 MEM 8-9 (LIVE) LC 22 1-8 2050 0.70 5-11 -263 0.05 L= -0.10" D= -0.13" T= - 2-8 -604 0.12 5-12 -111 0.03 MAX DEFLECTION (cant) : 2-9 256 0.08 12-6 70 0.03 L/999MEM 11-12 (LIVE) LC 3-9 59 0.02 6-14 0 0.00 L= 0.03" D= 0.03" T= C.I 3-10 -1132 0.77 5-5-9 5-5-9 5-5-9 3-2-4 `mP 1 0-00- 0Loca8ion5- 5- 9 5-5-9 -15 } 10-11-2 16-4-11 19-0-15 2 5- 5- 9 9 10-11- 23 10-11- 2 10 16- 4-11 4 16- 4-11 11 19- 6-15 1 2 3 4 5 6 5 19- 6-15 12 21-10- 4 6 21-10- 4 13 0- 0- 0 7 0- 0- 0 14 21-10- 4 0 B1 W:308 R:917 U:-199 R:1127 U:-248 i 21-10-4 i 7 8 9 10 11 12 5-5-9 5-5-9 5-5-9 3-2-4 t Nle 5-5-9 10-11-2 16-4-11 19-0-15 I 5-0-1 I SHIP P1o,C11 91 it =7 LIAR 21 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrusSI is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf Rep Mbr Bnd 1.15 rle s 75-110 St. CharieS pI. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 9pl. PalmDesert Desert, and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead CBC Phone (760) 341-2232 'ANSFTPI 1', WrCA 1' . Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 7.00 psf Design Spec -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20262 3" 5" lJob Name: VISTA CORDOVA\CASITAS Truss ID: F18 Qty: 1 Drwci: I IRG X -LOC REACT SIZE REQ 1 0- 1-12 880 3.50 . 1.50• 2 18- 9- 8 1124 4.94• 1.50• IRG REQUIREMENTS shoevn are based ONLY in the truss material at each bearing TC FORCE AXL HND CSI 1-2 -2216 0.10 0.74 0.84 2-3 -1661 0.02 0.68 0.70 3-4 -110 0.01 0.35 0.36 4-5 -3 0.00 0.16 0.16 BC FORCE AXL HND CSI 6-7 -3 0.00 0.14 0.14 7-8 2318 0.34 0.09 0.43 8-9 1590 0.23 0.06 0.28 9-10 106 0.01 0.07 0.08 WEB FORCE CSI WEB FORCE CSI 6-1 -834 0.44 3-9 -1701 0.86 1-11 0 0.00 4-9 -349 0.07 1-7 2278 0.78 4-10 -143 0.04 2-7 -466 0.09 10-5 82 0.04 2-8 -747 0.47 5-12 0 0.00 3-8 294 0.10 TC 2x4 SPF 1650F -1.5E BC 2x4 SPP 1650F-1.SE WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 2-8 Lumber shear allowables are per NDS. 5-0-0 T 2-0-1 l B1 W:308 R:880 U:-190 7-1-9 7-1-9 2 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 025 7-1-9 1 4-6.6 2-7-3 14-3-1 18-9-8 21-0-10 3 - 4 5 R:1124 U:-248 21-4-10 (6 7 9 10 r 7-1-9 7-1-9 8 4-" 2-7-3 7-1-9 14-3-1 18-9-8 21-0-10 UPLIFT REACTION(S) : Support 1 -190 lb Support 2 -248 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location =-End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width 20.00 ft Mean roof height = 12.08 ft, mph80 CBC Special Occupancy, Dead Load = =10.2 psf MAX DEFLECTION (span) : L/999MEM 7-8 (LIVE) LC L= -0.11" D= -0.15" T- -125- MAX DEFLECTION (cant) L/999 MEM 9-10 (LIVE) LC L= 0.03" D= 0.03" T- 06" Joint Locations -- - 1= 0- 0- 0 7 7- 1 9 2 7- 1- 9 8 14- 3- 1 3 14- 3- 1 9 18- 9- 8 4 18- 9- 8 10 21- 4-10 5 21- 4-10 11 0- 0- 0 6 0- 0- 0 12 21- 4-10 T"_0 SHIP 1-5-4 * NO. C1191 1Q/g1M07 W DATE nR 21 `•!r 1""1n"I'J`27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads U utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf Rep Mbr Bnd 1.15 rte s 75-110 St. Charles pI. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. PalmDesert Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 'WTCA Phone (760) 341-2232 1',1' . Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 1-03) SUMMARY SHEETS' by WTCA TPI. The Truss Plate Institute is located BC Dead 7.00 psf Design Spec CBC -01 Fax # (760) 341-2293 (SCSI and'BCSI and (TPI) at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20263 IJAb Name: VISTA CORDOVA\CASITAS Truss ID: F19 Qty: 1 Drwci: I RG X-C REACT SIZE REQ'D 1 0- 1-12 822 3.50• 1.50- 2 17- 6-11 1061 3.50' 1.50• RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE ARL BND CSI 1-2 -1944 0.07 0.62 0.68 2-3 -1451 0.01 0.60 0.61 3-4 -106 0.01 0.31 0.32 4-5 -3 0.00 0.14 0.14 BC FORCE AXL BND CSI 6-7 -3 0.00 0.12 0.12 7-8 2037 0.30 0.08 0.38 8-9 1385 0.20 0.05 0.25 9-10 102 0.01 0.06 0.08 WEB FORCE CSI WEB FORCE CSI 6-1 -779 0.41 3-9 -1506 0.66 1-11 0 0.00 4-9 -331 0.07 1-7 2007 0.68 4-10 -138 0.04 2-7 -436 0.08 10-5 80 0.04 2-8 -675 0.66 5-12 0 0.00 3-8 279 0.10 TYPICAL PLATE: 1.5-3 TC 2x4 SPP 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HP STUD GBL BLX 2x4 HF STUD Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 20 psf dead load. Additional design considerations may be required if sheathing is attached. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. B1 W:308 R:822 U:-180 6-8-6 6-8.6 2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 0.2 - 6-8_ 6 4-14-1 2-6-7 13-4-12 17-0-11 20-1-2 3 4 5 R:1061 U:-237 7 8 9 10 6-8-6 6-8-6 4-1-15 2-6-7 6-8-0 13-4-12 17-6-11 20-1-2 UPLIFT REACTION(S) : Support 1 -180 lb Support 2 -237 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location =End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.06 ft, mph - 80 CSC Special Occupancy, Dead Load = 10.2 psf 5-0-1 SHIP 5 MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC L= -0.08" D= -0.12" T= MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= 0.02" D= 0.02" T= = _= Joint Locations = 1= 0- 0- 0 7 6- Ba 6 2 6- 8- 6 8 13- 4-12 3 13- 4-12 9 17- 6-11 4 17- 6-11 10 20- 1- 2 5 20- 1- 2 11 0- 0- 0 6 0- 0- 0 12 20- 1- 2 NaC11 i 1 W k ,-OFC Q1pR 21 3/27/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd01012 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss 1 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 20.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 a nd brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 47.00 psf Seqn T6.5.0 - 20264 05" A I. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERHEAD PURLIN•, OlZ 2. 2x4 # I HF OR #2 DF PURLINS 4- - 0 " O.0 3. 2x4 #I HF OR 02 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS #I SETBACK FROM END WALL AS NOTED ON TRUSS DESI.GNJ OK P LA[j:— MC—j%T �L S. , EXTENDED END JACK TOP CHORD (TYPICAL) 6. COMMON TRUSS. 6 7. HIP CORNER RAFTER. JL S. IxgCONTINUOUS LATERAL G 9. EXTENDED BOTTOM --=�.tt11 ' r� SECTION A �o �cNirF�r STABILITY OF ROOF Ls PER BUILDING DESIONER. 04% A 0 AL1 } IDo SETBACK AS NOTED ON TRUSS DESIGN. HIP TRUSSES 24" O.C. (TYPICAL) Q ��( 1 ADEQUATE CONNECTION P�� \ BY OTTERS (TYPICAL). DATE WARNING Rood all nolo$ on fhp $hoot and phv • Copy or it to Cho Erocting Cantractat ILA a- s b an r�.OYrO a.r00�rtL . Ni 0aM1 W W on �Owicmn Pm.oq q w �mpw�..ru an0 Oar r rrMro�r Wd AFM awyn Mrgaq. ►a n.po.M.t q. a4,,.r0 a .r acaracX o.oauon. aia HIP FRAMING DETAIL 1/21/98 �.na o■ r. a�pn Aar a row rr «wF,. �a b Merwrwn r» CMgvp p�W_ MW "carr wr w toao. .ca a Aar urrn„p arw w Ixraa °j w coo. r...wnw mr 14 rp CW WaaM DaW4 0 W we . r.rw a.c.o wwr. b Ara" ryipon tl oaMarno arrpaa ar v,a�wMp ai"'r o+Kp +a.r..a ..wr. a�.rw mw. Yaap ��.5�m .ru�wNrwow+naaiwratw.�ooe..cwe�w.bw�ir«m�i.crrw� n"F�rrwmaorc.Oranr«wowwow emrrwr INtA1NKMiEA6COfa�(iA1gN *OW TA�NOOfw�..agrrrrO� TMIOCO�rAM►U'W6u�w.'CtWM�irrco"MOISTANaAnor011reTA�r�anr CO.wrciLo WMMAft "er Oy M. T!r A �.�. WiTALLY16 A/O a., "UAL MT! CONNICrW WOW TR SM&. • ""Ij MO 1401 -W MWQ~ tAFM) Y brio r 1 (� A oft. r tW o'OrrYfo Orr$. WO.On. W*WWA Wyl& Tlr AarwoA Faar 4W Canigba Ara, NN; 61a 70D. WaMr�a� OC 700.1( Advertencia GENERAL Lo' bmil'rorided con las DOCUMENTOS DEL DISENO•DE CONSTRUCCION, los DIBUJOS DEL DISENO DE ALvADURASDOCUMENTOS DELIDISE)NO DE ONSTRUC06M es rrequerido polas PLANOS DE LA POSICION DE ARmADURAS m conectome nte IevontoNrelwse rro y conector las ombdums (cobn9los) d sistemo de edffido. Trsdo el midado.y cabled que son envvdto cont Iw diseias y b Lobriwda+ de los ommdums (cobrillos) de modem pueden ser orriesgodos a las amadvms (mbridos) no son con,eclomente monejados, ieventodos y rdorsodas. IAS CON SENENGAS DEL IMPROPIO MANE)O DE LAS ARMADURAS (CABRILLAS) PUEDE RESUITAR EN UN HUNDIMIENTO DE LA ESTRULTURA, ESTO PUEDE RESULTAR EN UNA PERDIDA SUBSTANQPO AL DE TLEM, MATE - RAS; Y pOR LAS nORES EN LINA PERDIDA DE VIDA. LA MAYORIA DE LOS ACGDENTES CON IAS ARMADURAS (CABRRLAS)OCURRE DURANTE LA ROALA06N DE LAS ARMADURAS (CABRILLAS) Y NO COMO UN RESULTA- DO DE LOS D6EN05 N) LA FABRICA CION NMOPA. Andes de b emcsi6n de las ormedums (wbrillm), el eomtrudor necesito reunirse con los miembms de b conomcci6n Fora rrsso muni6n sobre b segurtdod y b plonificoci6n. pom asegumr que Godo miembro enliendo sus popeies y resporvobiTrdodes dumnde d proceso de LA eommsod6n. EL REFUERZO TEMPORAL DE CONSTRUCCION Leo am= &= jcobr0kW no son w,=Wos on regwa rsonem porn Ww fifim b Erearersao ni to ghmcl6m de mhser- m tempoml de eorattaddm• Todos las relversos tempo Iles deben cumply con b m6snue, edict& de Commenrory and Recommendations for Hones% kwalling Q Bracing Metol Plote Conneded Wood Trusses MIB)• pvbiicodo por d True Rote InsliNe y/o mrrro espedficd en las DOCUMENTOS DEL DISENO DE CONSTRUCGON que son PrePom- dos Por el d seAodw dd eddido. REFUERZO PERMANENTE DE ARMADURAS (CABRILLAS) EI rehww pennonenh Por el led" o Ira omsoduros (mbrillas) del sueio es responsobilidod del diseRodor del ed,hoo y Bebe ser nastmdo en los DOCUMENTOS DEL DISENO DE CONSTRUCC16N. Los sih adones del refuerso pemo- nente pw lay ind ACIWIn rrdembrm de mmpresi6n de uno ormadvro (mbrillo) de modem son moshodos en los DIBU• JOS DEL DISENO DE ARMADURAS (CABRILLAS), y deben ser imtalodos por el conhoristo del ed'dicio o el eontrati:to de b mramu"d6m Este rehww es =eso o poro all procedimiento propic de las ormodums (mbrillos) inclMducles sioeno k W diel ed6rdo son los respomobil'dodm del d nodor de) ediBdola pxftm de los , T essen odic;6n•ol flop del refu oer: erimol monerrte, que es bmbi6n , i e "undo por el diseiadw del edilicio. LOS REQUISITOS DE DIS ENO ESPECIAL Lm mgviiitos de &sego twedol, sol caro el rehxsso de viento, el mfww de portol, d miuer:o sismico, diofmgmas, las poredei de seporocion u olsos elemenlos de cow de tronsiemncio y sus jsnturos o las ormodums (mbrillos) de modem necmwms ser aonsiderodw opoft por el disenodor de ed tido, quien debe defemninor el tomo6o, b situ0ci6n y 0, it de Wum, peso bdos las mluerms tomo necesono poo resbbr esios'hmms. DESCARGAR Y LEVANTAR EVITA EL DOBLAJE LATERAL NUNCro TRATE "LAS 10603 c ARMws ADURAS (C AB HI L a bEuNr FORMA r mor ElL DOBLA- AI LATERAL de Loso r Por lE LATERAL de Los omsoduras (cobnTla>J, que Puede musty dorso o b modem y:bs Ibminos de pmNm. USE CUIDADO SPECIAL EN CUMA VENT=. SI USA UNA GROA pF3ETRO DE 10 MES DE UN HOLO DE ELECTWIDAD, PONGASE EN CONTACTO CON LA COMPARGI DE ENERGIA LOCAL SI USA UNA rwR A DENTRO DE 5 M U. DE UN AEROPUERTO, PINGASE EN CONTACTO CON EL AEROP- UERTO 30 DIAS ANTES DE LA CONSTRl1CClON PARA AJMIENDER SOBRE ALGLINAS REGLAS DE SEGURIDAD QUE wcr rgTF. N SER OBEOEODAS. " EL ENCARGARSE• DEL SITIO DE TRABP Lo bora de esparde Fero los arrrwdums (cobrilc) mayoms en tomofa ® d ®j rtt TODAS lAS ARIAADURAS (CABRILLAS) DEBEN SER RECOGIDAS POR LAS CUERDAS DE WJM EN SOI POS, VERTICAL to corse" oPropiodo r d Sudo l s" permdr qsx no se donen los omsoclums (mk momento del descarge. EI descorge deli ser hecho cerco del edit do porn isducir el tratomienlo. NO RC' cornea hosio qlod u6,lo insto6n empiere. to erecddn o mora `de los ormaduros (mbr01"s) es pdmtfido, rn' d6n que el esceso dobloje lateral we preversido. " .r. NO A MA(3 NE IYATOS EN FORMA DEREOW SRN WVERZCIS NO ALMACE NE EN SU80 Ciuf;BRADO . S, I. —.dura (ca6Rle4 see dnc rodro venimin+ente, db. sa ,elarmdas eo ueo —. q- WO& .d " y mesa. En gerw,d, carr b tones n I,edw eroaamwee aces de b Yoobden . USE CUIDADO CUANDO QUITE LAS T)RAS PARA EVW AVER" LAS./ Dumme el olmocenoje a largo plate, las artnaduras (aobAbs) deben ter era que pem"e rentibd6n vAdende de las amaduros (mb IW4. Si las los fins necesiton ester abierbs Poro van ibd6n. EI Pl"s no as TODAS LAS ARMADURAS (CABRILLAS) GAR SON CON SEGURIDAD EN POSIOON POR LOS EOUI REFUERZOS NECESARIOS MTE3N WSTALAD0546 DOS AL EDIFICIO. La C.W& C012;J RSE . DEMRO w - igg mkr L. cobra" Use b barn" de esporcidor en TODAS ofros ouadwms. Debe ser notodo que las Gnew de las Eines de b k esparrJdw'CONFORMARSE DENTRO'; v; Wm Ibseos deben'CONFORMARSE AFUERK las omsodvras Ic dobkn en b riled. DE ESSMRLA CJDORR LA BARBA DE bd'he %•Nd bease 1 'he 4•W ssmese «b sande tmbisel «b w„r.6re Irae'ttd r.es w eo i ub «are La slats" L" Pro bvordor ormodums (os6fllos) m6s de 60 pies, as recomendodo que um berm de esposcidm see used ilus"cla. b borm de esporddor-debe ser wWade a b overdo de wnba y las mkrr brm de red o las 060v oproamodome to ) 0 pies. M6s, b berm de esparcidw debe ser o to abim medic o errdmo b ohwo medic ormodvms (cobrilbs) Form imped'v volmdon.;Lo berm de espmddor Pride ser de olgum ffx*no cors bxe fi ciente poro Ilevor con seguridod el pew de los rudsillos de oraodum y de b rigides svfiderde porn mssis cuodomeme d dobloje de las omoduras (mbrillos). . IN -i-RUSWAL `►s`r•►`►i Sy TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 'COLORADO SPRINGS, COLORADO 80907 (800)322.4045 7 ( 19) 598.5660 FAX (719) 598.8463 DETAILS FOR CONVENTIONALLY FRAMED VALLEY SETS PLAN VIEW A CENTER RIDGEDETAIL A RAFTER I VALLEY RAFTER / (TYP ) 2 -16d TOE NAILS I (TYP) 2 X < BLOCK WIT.y PLAN VIEW DETAIL C 2 X 4 I <- 2-X 4 -2X4 BLOCK WITH 2 -loo Notes: The mnxnmum Tolel.Top Chord Load v 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = 7 PSF The design for l2ter2I loads and their =cnnections is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Designer. The details THE "TIE-IN' TRUSSES Provided address gravity and wind up' -i` loads only per the UBC. The maximum wind speed is 85 MPH, 25 A Mean Roof B Height (max.), Exp, C. 16d. box nails are typical throughout. except as noted (in details). The Center Ridge ?after ( CRR ) is 2 x 5 stud. Attach this to C the 1 If 8 with 4-16d loe nails ( 2 from each face I. Anach the opposite end to IhR lruss.the same. ELEVATION VIEW The Valley Rafters• purlins, and blockint; material are 2 x 4 stud. The blocking must be spaced 24- O.C. a:.d be adequately braced in the lateral direction at 6-0-0 O.C. An2ch this blocking to the Valley Rafter with 3-16d. Attach this blocking to the purlin with 2-16d. The Trusses below the valley are spaced 24. O.0 The puriinc-are full length under the vallay set and must be installed at 24-.0I.C. They are to be attached to each overlapping ' truss lop chord wilh 2-164 nails. If ;hey are.nol one continuous length• add a 12' long nailer to the face of the truss lop chord with 4-164 End one purlin section. DETAIL 9 on the truss and begin the additional se-_I,on on the nailer. VALLEY RAFTER A 1 x 8 perimeler runner must be attaches through the sheathing and info each buss below with 3-6d box nails. Th,s 1 x 8 follows the outside prortie of the Valley. 1 5 The Valley Rafters are spaced 24- O.C. Anach them to the CRR with 2-16d loo nails. Anach the opposite and !q the 1 x 8 with 3-8d toe nails. 2-X 4 BLOCK 1 WITH 3 - 16d Ip; 41s`'9 0 r'Z u7 C'3 I DET AIL D IAAETER `t t 5 N_R VALLEY RA=IER 2-t6,- TO=- NAILS O.NAILS Ta C,y ASS T TRUSS TOP p O,o CHORD 7/16 SHEATHING, ELEVATION VIEW ELEVATION VIEW 1 PEAK PLATE: 3.4 (2x4) 5.5 (241 6-6 (2xR) MAXIMUM 1'-0" EAVE WITH BLOCKS @ 32"o.c. OR 2'-0" EAVE, 6'-0' MAXIMUM ' BRACE SPACING- MAXIMUM, WITH 4x2 p2 OR BTR, OUTLOOKERS CUT INTO GABLE @ 1 32'o.c. 2x4 92 MINIMUM CONTINUOUS lr STRONGBACK BRACED TO ROOF II STRUCTUIIE AT 6'-0' MAXIMUM. 1.5.3, TYPICAL rrr BC SPLICE; 3-4 (2x4( 5-5 (2x6) _ 6-6 12x81 A MAXIMUM 40 PSF LIVE LOAD, 00 MPH WIND EXPOSURE C, LESS THAN 20'•0" WALL HEIGHT BRACING DETAILS CONTINUOUS BEARING WALL STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10" CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 4'-1.5'CLEARSPAN, 80 MPH MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD. STUDS TO BE MAXIMUM 24"n.c. HEEL PLATE: 3-4 (2x4) 5.5 (2x6) I 6.6 12X8) GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) 2x4 SOLID BLOCK WITH 3.16d NAILS 8d AT 6" SHEATHING TO GABLE o.c. EA. END AND Bd NAILS FROM SHEATHING TRUSS, Bd AT 6' ox, TO BLOCK AT 6'o.c. / _ r _ - 1-16d 2-16d 1 Y. NOTCH (P 32" o.c. 1 t SOLID BLOCK WITH 2.16d TOE - 2x1 Gi::; ::'r 2-16d NA!I.F_D GA. FND 2x4 BRACE WALL BRACING PER DESIGNER. - 2x4 CONTINUOUS 13ACKING WITH 16d NAILS AT 24' o.c. TO THE WALL PLATE. e PLATE CODE Sr-ACII-1131 DATE WARNING Read aii notes on this sheet and give a copy of it to the Erecting Contractor. MODEL 20 UBC CONTINUOUS 2/11/99 This design Is lar an individual building component. It ties been based on specifications Provided by the component manufacturer and done in s / Accordnnca will, the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are /w4,uyy ■.r f to he verified by the component manufacturer and/or building designer prior to (abricalion. The building designer snap aseenain that lM loads I-Jnf oil e # s design meal it exceed the loading Imposed braced the localbuildingSheat code. t is assumed that the lop chard is laterally braced by the r;IM nr Una sheathing and lha Dtxlom chord is letaretry braced by a dqW snealning material directly attached. unless otherwise noted. Bracing <l,dvrn is lot lateral support OI components members only to reduce buckling length. This component shall not be placed in any envkonmenl that MAMAIMA SYSf MS twill rause lite moisture content of the wood exceed 19% and/or cause eooneclar plRle corrosion. Fabricate. handle. install and brace this truss in GABLE DETAILS INUSWAL FvSTEMS COPPODAIK)N Rico-diinca with the (ollowmq standards: 'TRUSCOM MANUAL' by Truswal, 'DUALITY CONTROL STANDARD FOR METAL PLATE CONNECTEC WOUt) IntiSSES' . (OST.88).'HANOUNG 1NSTALUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - N18.91) and'HIS-91 SI.IIAMAnY SHEET' by TPI The Truss Plate Institute (TPI) is located at 563 D'Onclrr0 Orme. Madison• Wisconsin 53719. The American Forest and CO Paper A«neralion (AFPA) is located at 1250 Connecticut Ave. NW, Ste 200• Washington. UC 20036. t RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN -ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE.SATISFI.ED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) ®_A (Z) 1 T ® • lit BLOCK . W-}_ BLOCK\. tXl T' l BLOCK O STUDS @ A L 16" O.C. (TYP. ) Rte' BLOCK X04 CtiO BOT TOP PLATES CHORD SECT..A-A TRUSS l(TYP.) PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAI.. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC:-3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (0-A EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DE`'`AILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS ' XIBRACING BRACING B.C. OF TRUSS. OR END VERTICAL RUN THROUGH*TO BEARING.'. WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS BOT CHORD _ B 2 _ R! TOP P T HAI Cy ll Y^ 1-16d COMMON NAIL OR SIMPSON STC -(OR EOUIV. 1 2X4 BLOCKING BOT CH .,0 2X 1107 SECT. C 4 TOP PLATE 1-16d COMMON NAIL OR Jj4" O.C. SIMPSON STC (OR EQUIV. ,' ,a Tv P . ) TRUSS CLIP FILE NO. CD -1''r' DATE: 9/10/92 REF.: DES. BY: L.M. BY: SYSrEM jAltcrnaie tined Connection v101 Sea las, 7YP. Stud NOTE: Vent Ulocka may be omitted Connection where no vent is required. \ DESIGN FOR TYPICAL CABLE: END TRUSS (, D-34, T-34 8 - 14gv Ig In Crow"lon {;; ID-2.5/1 - T-Jl or equal I O 1 t ` t 17 — vanes ;E o D-34, T-34 t ti F.Ue 140, Cable End Truss- Date: 1wvM1../..ww'r.r•TIt1MON^,ti„1t-.Al-1p•.,.1w.A,..fr^ .Itotil.oM ..wnn....lwl I •:.'' Re(: k1.By: J.M CY.Dy: \ Ahi0D!.<•.. •. t•': hctidvlI p0''01:mI.ti. .aI..ra..y1.ti, *I<1'h•l.. y,bw•evlrtt.l.nr,vtoww. .11.-r- 'n.u.1r1. .v.alnnr.w...nl.,..w.an... .w.►wtaa Isn.o.►e.tq.trC00 llll../luento 0. IC.► 0. AAI 1101 W AA 111 m' I 10— i D -J/, T-11 Varlea I FIND TRUSS /_CAULI. :I to. sull vent or. outlooker. 2-1 Cutout for 1x4 laid flat Cutout for 2x4 laid flit ISpacing building lans) (Spacing per building pinna ;•( per TRUSS 2-16d nail o, Truss <° O T\ 4•1• .' 1x4 Add-on with Od mils at 16 0. r•. 2-16d nails (by builder) "OFF STUD"CUTOUTS "ON STUD"CUTOUTS Platt LI ( J DETAILS FOR 2 x 4 OUTLOOKERS CABLE END BRACING Fi ",'e• ti F.Ue 140, Cable End Truss- Date: 1wvM1../..ww'r.r•TIt1MON^,ti„1t-.Al-1p•.,.1w.A,..fr^ .Itotil.oM ..wnn....lwl owt tl i •:.'' Re(: k1.By: J.M CY.Dy: \ Ahi0D!.<•.. •. t•': hctidvlI p0''01:mI.ti. .aI..ra..y1.ti, *I<1'h•l.. y,bw•evlrtt.l.nr,vtoww. .11.-r- 'n.u.1r1. .v.alnnr.w...nl.,..w.an... .w.►wtaa Isn.o.►e.tq.trC00 llll../luento 0. IC.► 0. AAI 1101 W AA 111 m' I ANANEI D ETROI ATLANT TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(119) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true: • . Ceiling loading is 10 PSF or less. Trusses are spaced 24" o.c. or less.. • False Frame verticals are spaced 6-0" o.c. or less. • No additional point loads or uniform loads are present on the false frame that would cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a support bearing directly underneath the joint. • There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. •. The joint fits tightly (within all TPI tolerances). • All lumber in the false frame is 2x4 or W. Repair as follows: 1. Cut a'/2" CDX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4" wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. if one face of truss has missing plate, then .gusset is.required on only that face. If both faces of the, joint are unplated, then the gusset is required on, each face. 3: Use (3) 8d nails into each member, from each face (see detail below). False frame refers only To non-structural members (aero design forces): cn\c Vw ` H Typical Joint I 1 r (2) 16d TOENAIL CONT. 2X4 4050. SUPPORT TRUSS 12" O.C. TYP. 1630 P3260 1630 (1,J -3) 12 5 1630 6, 5'-3) PIGGYBACK DETA 41 PIGGYBACK 3 J/2"X8"X1/2." PLYWOD GUSSET AT EACH END OF TRUSS (AND 6'-0" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5 LONG 8d NAILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.d EACH END. D cHIiTECT Lu sl - STATE GFS 3245 1630 1630 1630 SP 3260 1.5x3 Cry — — — 24" 3) 02 2X4 CONTINUOUS SUPPORT BRACING. Pry fJ6_sx:GN. ATTACH TO THE TOP SIDE OF TOP CHORD OF • REQUIRES 2X4 BRACE WHEN TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d VERTICAL EXCEEDS 5'-0" 2 NAILS BRACES AT 10'-0" ETC. SHOULDER DETAIL PB 1 t - LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH MAXIMUM WIND SPEED IS 85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION .. FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS.. / 2x4 CONTINUOUS LATERAL "— BRACING APPLIED AT 24"o.c.-t- ATTACH EACH BRACE TO THE BOTTOM TRUSS WITH 2-10d NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. PE2 vgsxo; Ji CODE SPACING DATE UBC. 24"o.c. 4-30-98 'A,►b T CAP CONNECTION DETAIL QKA, ZVrA SYSIEMS InUSWAL SYSTEMS CORPORATION CO SECTION CAP TRUSS .2-16d NAILS TOENAILED 1 112' 7 / ( 2-10d NAILS 2x4 BRACE \ BOTTOM TRUSS CHORDIWEB SIZE AR\ PER THE APPROPRIATE TRUSWAL DESIGN. WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. This design Is for an Individual building component. It has been based on specifications provided by the component manufacturer and done in acCOr(lance with rhe Current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. 0irnensions are, to be verified by the component menu Mcturer and/or building designer prix to labri atlon. rhe building designer shall AsCenain Inst the loads utilited on this design meet or exceed the loading imposed by the local budding code. 11 is assumed that the top chord is laterally braced Oy the roof or floor sheathing and the bottom Chord Is laterally braced by a rigid shealhinq material dveclly attached. unless Olneewise Mien Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment Inat will cause the moisture content of the wood exceed 19% and/or cause Connector plate corros.opn Fabricale. handle, install and brace this Truss in acCOrdaACe with the following standards: 'TnuSCOM MANUAL' by Truswal. *QUALITY CONTROL STANOARO FOR METAL PLATE CONNECTEO WOOD TRUSSES' . (OST88).'HANDLING INSTALLING ANO ORACING METAL PLATE CONNECTED W000 TRUSSES' . (H18.91( and 'H18.91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI( is located at 583 O'Onofrio Orme, Madison. Wisconsin 53; 19 rhe American Forest and Paper Association (AFPA( Is located at 12SO Connecticut Ave, NW SIe 200. Washington. OC 20038. C r, PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO I0'-0" AT HIP N0. I WITH CEILING LOAD OF 5 PSF yBOTTOM' CHORD OF 2'-0".O.C. TYPICAL HIP NO. I TRUSS NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO, I WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d NAILS AT EACH El'% :0 i" ,E ." k .;;; PLATE CODE SPACING DAtE TW20 UBC NA 5/15/97 I* • UKG. CA ,III - 1 TRUSS SIDE VIEW END JACK PRESSURE BLOCK 3-10d AC IS hq n[SnpuSIB-IIrr a 011 a I . Il IS 0[SIW, -rFE1 On r{L(0 1 . pl. li„f 'l lrE 0t ' „ UIu(ii IO l°rrCIIM-r[CnOISi[ COn05"4,pr $ ar 0.05 WACOpuBru 1, l0(.l BV Il01 rG (00[ OQ n I SIOIL Iir IS .S$WEO 'On 01 r(n$IOI--I ICOvPIrn 0 B IC.I IOr, rn -CCUn-C• rEnlrr -ll I.nnIC-, Iprl n-I.I vI IM r, •[ CQ ,CIOn olI rES 4rpvr, .a[ InU$r-1 16. IB. On 70 WG/. -S S^(C if 1(0 . Iltusv-I. Inrr.[ InU$s l`^E O IPp[ V.,1(I-[' u's... pf of -1[ 1r,j 111,1( I,nll .a0 'E V11,0,t( Kl P.„/ts rpll I PIG Clr,p PE OUIllr BBn5f01 S°Is'IClllfs ni Job Narne: STANDARD HIP RAN 'ER 8' SETBACK RfG . X91M REACT SIZE REO'D Z 11- ---11 61 1.5500" 1.59511 500" TOP CHORD 2x4 FL 91 & Eltr. SLIDER r. PLATING EIASED ON NGREEEN LU & 'BER VALUES. Truss ID: RAF -4 Plating spec ANSI/TPI = 1995 THIS DESSIF I5 11E tCMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICED RESEARCH REPORT #16M. Permanent bracing is required (by others) to prevent rotaticn/t ling. See HIO -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. -1 . Drwe: 11-1.12 1 2 .83 5P3-5 6-6 4- 44- UPLIFT This truss is designed using the U9&W Code. HurriEnc l = Yes, End Zone = No ' Hurrtcate Otxat Line = Ib , Catego r = C Bldg L h = 99.00ft, Bldg Width = 3G.00ft, Mean r•oD height = 18.32ft, MPH 70 Classification = .4, Dead Load = 12.0 psf LO4D CASE #1 DESIGN LOADS Otr L.PIf L.LDc R.PIf R.LDc LL/TL . TC Vert .0 0-0-0 142.3 9-10-13 .53 TC Vert 30.0 9-1G-13 30.0 11- 5-12 .53 i f p CHIGAR TEC 2-t-5 4 -1 SHIP `L `mc)c i 11' 1/2" GAP MAX 2-9-I5 2--0— 11-3-7 t 3 4®® . 11-1-12 lruSval Systems Plates are 20 ga. unless shown by 'AB"(Ib ya.) or. "11"(16 3/15/99 a.), positioned per Joint Report. Circled plates and false frame Scale: 5/16" =.1' pLates are Positioned as shown above. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 29.3 WO: This design L for an Individual building component. It has been based on specificatiptu provided by the component manufacturer and done in Chk • LLM10 TRUSWAL accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or budding designer . Customer Name: prior to fabrication. The building designer shall ascertain that the loads utilized on this design meet or exceed the loading imposed by Ste local budding code. It is assumed that the top chord is laterally braced by the floor Dsgnr : #LC = 5 SYSTEMS roof or heathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown 6 for lateral 'support TC Live 16.0 psf DurFaes L=1.25 P=1.25 1145 of compooenta merribnn only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace $6 truss in accordance with the following "fRUSCOM TC Dead 14.0 psf Rep Mbr End 1.00 Northpark Dr., Colo Springs, CO BD9D7 standards: MANUAL, by Trowel, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSFS' BC Live .0 psf 0. C .Spacing 2- 0- 0 Tp5.0 Version 09.3G. 9B - (QST-98),'IIANDLINOINSTALLINO AND BRACINOMETAL PIATECONNECTED WOOD TRUSSES'-(1110-91)and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) Is located at 5113 D'onorrin Drive, Madison, Wisconsin 57719. The American Forest and Paper BC Dead 10.0 psf o Design Spec UBC -97. Association (AFPA) u hated at 1250 Connecticut Ave, NW, Ste 2W, Washington, DC 201yl6. TOTAL 40.0 psf Def l Ratio: L/240 TC: L/18D Warning GENERAL Familiarity with the CONSTRUCTION DESIGN DOCUMENTS, the TRUSS DESIGN DRAWINGS, and TRUSS PLACEMENT PLANS (H required by the CONSTRUCTION DESIGN. DOCUMENTS) is required to property erect, brace, and connect the trusses to the building system. trusses can be ardized All trusses are not property handled, erecInvolved in I . he ted, and braced. THE COign and manufacture of NSEOU NC 5 OFF IMPROPER HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. THE MAJORITY OF TRUSS ACCIDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS . A RESULT OF IMPROPER DESIGN OR MANUFACTURE. Prior to truss erection, the buildederector shall meet with the erection crew for a safety and planning meeting, making sure each crew member understands his or her roles and responsibilities during the erection process. TEMPORARY ERECTION BRACING Trusses are not marked In any way to Identify the frequency, Or location of temporary erection bracing. All temporary bracing shall comply with the latest edition of Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Tnuses (HIB), pub - fished by the Thus Plate Institute, and/or as specified M the CONSTRUCTION DESIGN DOCUMENTS prepared by the building designer, PERMANENT TRUSS BRACING Permanent bracing for the roof or floor trusses is the responsibility of the building designer and should be shown on the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing locations for individ- ual compression members of a wood truss are shown on the TRUSS DESIGN DRAWINGS, and shall be installed by due building or erection contractor. This bracing Is needed for the proper performance of Individual trusses within the roof or floor system. The design and connection of the bracing to the truss and then to the overall building system is the responsibility of the building designer, and is in addi- tion to the permanent bracing plan, which is also specified by.the building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wed bracing, portal bracing. seismic bracing, diaphragms. shear walls• or other bad transfer elements and their connections to wood trusses must be considered separately by the building designer. who shell determine SIM 1=110n. and method of connections for 'all bracing as needed to resist these forces. UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRUSSES FLAT Beginning with the unloading process, and throughout all phases of construction, care must be taken to avoid LATERAL BENDING of trussesrwhich can cause damage to the lumber and rtetal Connector pates at the pulls. USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC LINE, CONTACT THE LOCAL POWER COMPANY. . IF USING A CRANE WITHIN SMILES OF AN AIRPORT, CONTACT THE AIRPORT 90 DAYS PRIOR TO ERECTION TO LEARN ABOUT ANY SAFETY REGULATIONS THAT MUST BE FOLLOWED. JOB SITE HANDLING - Spreader bar for Is,rger muses ALL TRUSSES SHOULD BE PICKED UP AT THE TOP CHORDS IN A VERTICAL POSITION O Proper banding and smooth ground allow for unloading of trusses without damage. This shouk done as dose to the building site as possible to minimize handling. DO NOT break banding until in lation begins. Hand erection of trusses is allowed, provided excessive lateral bending is preventer Do NOT STORE UNBRACED BUNDLES UPRIGHT Do NOT STORE ON UNEVEN GROUND NQffi It• , It trusses are stored verdreltY, they dial be braced H e O fr mm am to Fool hcrkw m to Mui rarer that wit Prey SPP or 1 io k asivi, m m -and euttrrg W Ore bardrg b dens Fol pbr b Insta/eeorr. ' CARE SHOULD BE EXERCISED WHEN REMOVING BANDING TO AVOID DAMAGING TRUSSI During long term storage, trusses shall be protected from the sm"ironmery,fn a-anner.that provi, for adequate ventilation of the trusses. If tarpaulins or other material is used, the entls shall be left q for ventilation. Plastic is not recommended. since H can trap mobture:°' . HOISTING: ALL TRUSSES THAT ARE ERECTED ONE AT' A TIMESNACL. BE HELD SAFELY" IN POST BY THE ERECTION EOUIPMENT UNTIL SUCH TIME, AS'ALL NECESSARY BRACING HAS BE .. ... . INSTALLED AND THE ENDS OF THE TRUSSES ARESECUREL1/ FASTENED.TO THE,BUIIJ)INt AVOID' LATERAL`9EN1 Truss sting is scoapbtble'where these criteria are met. SPREADER BAR SPREADER BAR TOE IN TOE TOE IN TOE IN INNNNVM L 1 APPFM 1210 J it tr im'V2Is I -I Inas Nrpat IL— up b 60 feet Lip to 60 feet Tagline Use spreader bar in ALL other cases. It should be noted that the fines from the ends of the spriest bar 'TOE IN'; H these lines should 'TOE OUT' the thus may fold in hall. APprm. 4/a l0 3l1 _I W. lan9lh over 60 feet ' STRONGBACK/ SPREADER BAR For liming trusses with spans In a) ; of 66Iee1, it is recommended that a strongback/spreader bar I used as illustrated. The strongbadJspreader bar should be attached to the top tilord end web dove 0 at intervals d approicimetey 10 feet. Further, the stnongbadr/spreader bar should be at or above mid -height of the butts to prevent overturning. The strongbaddspreader bar can be of any material wi sutrcient strength to saley carry the weigh, of the thus and sufficient rigidity to adequately resist ben Ing of the thus. SUPPORT REQUIRED F - 0 BEARING SUPPORT FOR TOP CHORDS OF END JACKS EVERY 4'-a' MAXIMUM. aB" MAX WHERE THEY CROSS SUPPORTING MEMBERS B END OF BEVEL CUT ON TOP 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED LATERA( CHORD OF TRUSS A R "SE RY" TO THE SUPPORTING MEMBER WITH (2)10d NAILS:' (BRACE MAY C(JNNFG'•'!r N OF 1; M;;7RL4P WITH T PC RD 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE a ..s Gf'.. TYPICAL END JACK WITH BASED ON BRACE NAIL CHORD TO USED TO PROVIDE ADEQUATE BEARING SUPPORT. VARYING CHORD USS MUST L101 �_� 3, SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE BY THE BUILDING WITH (2) 10d) DESIGNER. LENGTHS. \ REQUIRED REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 10d NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE - HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES NAIL CONNECTION. S. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING 7R (DESIGN' 7. INFER TO OTHER DETAILS FOR SPECIFii A•IIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. 0 WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD EXTENSIONS. FOR WEDGE, USE (2) d TOC -;•i:. 1. r'i t q 0 W O.C. INTO TOP CHORD OF HIP GIRDER. DETAIL OPTIONS NOTE: BEVELED -LEDGER MAYBE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 1011 NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. '. ► ` THIS DETAIL YS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN O , IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR MG® . DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING OF -SIGNER, IT IS CHE`RFSPOWSISIL1YY OF OTHERS TO'VERIPY THE•ADEQUACY tis ?4iS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ,_-___Ad s v BMS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO 4 DATE: HJ -1 • 0 a END OF BEVEL CUT ON TOP LATERA( CHORD OF TRUSS BRACE. R "SE RY" (BRACE MAY C(JNNFG'•'!r N OF 1; M;;7RL4P WITH T PC RD i ' RAL i;2i.�1•'iR a ..s Gf'.. BASED ON BRACE NAIL CHORD TO 7 .T IiFIGHT FORCES DETERMINED FACE OF BRACE USS MUST L101 �_� BY THE BUILDING WITH (2) 10d) DESIGNER. OR THIS. ,�-':��T�G�T NOTE: BEVELED -LEDGER MAYBE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED TO EITHER FACE OF TRUSS WITH 1011 NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS AND SHOULD BE DETERMINED BY BUILDING DESIGNER. '. ► ` THIS DETAIL YS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN O , IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR MG® . DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING OF -SIGNER, IT IS CHE`RFSPOWSISIL1YY OF OTHERS TO'VERIPY THE•ADEQUACY tis ?4iS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ,_-___Ad s v BMS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO 4 DATE: HJ -1 • BEGINNING THE ERECTION PROCESS II 6 mponam lar the bolder W erection contractor b pr"cle substantial orating for Uwe fist truss ereted. The two or fence Inrsnes making up the rest of Me find am are tied to and rely upon me fest tress for stability. Likewise, efler tis fiM set 01 tn159en Is ed.WM* cross-bretss4 the remaining busses irrsglbd MY Won tlYs Grs1 net tor s1aWt)c Thus. the peAonn' ,Mm of the tress bracing system depends to a grast «nam on how well the first group a trusses Is braced. GROUND BRACE - EXTERIOR GROUND BRACE - INTERIOR One satisfactory method ties do (1131 UNI 0(1 to Another satisfactory method where height of building a NI d In a series of orates Vol am attachedb a sake driven Into On conditions Prohibit bracing from the exterior 6 b the ground and storey archond. The ground brace fie the fust trhss rigidly in plate from the interior a1 are Itself snouts De supported as stawm below er 116 apt to floor level. provided the goo Is substamia0y completed buclde. Additional ground braces In the apposite drec- and capable of supporting the ground Wackg fortes• tion inside to building. are also remmone ded. Seasety taste, the fest loos to the middle of the build - Not « Locate greed bates Ing. Brow to bracing similar to exterior ground brad+g for fret' Mm 6u.city in foe shorn at lea. Set busses from are middle toward to end with d rows at top Clad con, of the budding. Property cross -brace the first set Of Mw- ttucu srel r te Cheras before mffw ng tour braces and settling remaining ,Pl Moses. J 2nd. 3rd a 4th busses — not buss 2 x 4 rldnirtwmTemporary supponl wrap or temporary srefbWirg (he when wilin Rust Into or be well long clear span 5 )). braced atlas trection\. Grand additional u itiotltL ofa. Brace the oraciug Bow" for noses Gmurd bracing ayfj,eA deI vane stakes Minimum m Two 16d •per^ ° tidy' Double Headed Hills ec" 2.4 mammon site + an e.w+wewi..r This level represents 1 12' bon B9 aont Chord INADEQUATE SIZE OF BRACING MATERIAL OR INADEQUATE FASTENING IS A MAJOR CAUSE OF ERECTION DOMINOING. T I ERECTION TOLERANCE. o _ _ y tin Plumb 9th 3Z am =2' 1Sb32 ..r tBob L; , 3Z a oar. 7 Complying with erection tolwances b crt)cel b scinhwi hp urn acceptable roof a floor be, AND TO ACCOMPLISHING EFFECTIVE BRACIt10..Setfln2 Masses within rereie-te first time will P -Nim ore need for the herardous Pradden t resp"'g or adlaag those Men mol o, or root W na am Msated. Trusses Imong a barns was cause nails to mss to fop dards a han dree>h, le applied: and create cum gab" Wesaes w the bracing. ~ ls . frequent cause p1 dordnang. WHEN SHEATHING, MAKE SURE NAILS ARE DRIVEN INTO THE TOP CHORD OF THE TRUSSES. BRACING DO NGT;INSTALLTRUSSES . DO NOT WALK ON DO NOT WALK ON TRUSSES ON_TEMP'DRARILY UNBRACEDTRUSSES OR GABLE ENDS LYING FIAT CONNEawtUPPORTS direction Aa antra.. hangers, Ile-Ooe?Hs, Me%, ban" ledges: 01 rails . ate, out are part of Rue "Wortnp wucare Shag De Mare accurately and Preperll''.p.Lsmd.end'pennoneeth' •. attached before tom Installation. begre.•N0 brumm er aha evo be Installed on anchors a les that lave tem ..—of ce pererY cereetbmlOUhe urWpeutie9.tnumws. ad• Ieace . ' NAILING SCABS'TO THE END OF THE BURRING TO / Ing -BRACE THE FIRST TRUSS IS NOT RECOMMENDED. AE "°b.V a bracing shoild be doe so tat nab a s WELL NAILED NAILS -IN WCTHDRAWAL - drtan parpadltaa.to-t a direction a law, as dawn (PERPENDICULAR TO FORCE) . (PARALLEL' TO ;FORCE). Alrghti::. . BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Tampon, a@ockn Oras- mot be WW b thea planes of to 1001 SYStem-b ensure sfawsr.. plan 1) Top Choid (shaathkg), plan. 2) Bottom Chord (e.Wrg puna), and Pane 3) Web Mention plane a "i'doet Pla" Perperdalar to tnns.s. . 1) Top CHORD PLANE Most kWortat to its budder or 2) BOTTOM CHORD PLANE n order to hold proper erection contractor IS bretrg n the plane a to top spacing on the bottom lard, temporary bratug ls nee' dho0. Tim 10P 1. 1 are auaceptiols b ultra buddlug anmeroad on the by of the bottom Chad. beer, a" we bread a sheathed Continuous Top Cho Web members lateral Dredng Contiruan lateral Web . bracing Gcndr ars atwW Boffin Ol.gertal nacluhg5., o° Mmkmxn 2u4x10' ok Bosom Chad Mkvreum 2AIx1D lateral bracing lapped! 5 P. war two Irhe.e. at lateral bracing Lipped ' b Icy ' each end. O„Br Me Innixn 0 each end.. 45' ,21 - Garrod end - Na b awls. id support or aing to dd ed owpoml bracing at appamatelY 2Ir . repesfe0 every a1 internals (repeat el Dots eros). 15' angN b Olimms '. . . 'Long Spam. Heavy bads a acarer spacing configurations EXACT SPACING BETWEEN TRUSSES SHOULD BE may require dose, Waonq wro bar lateral bracing a MAINTAINED AS BRACING IS INSTALLED b avid to dao einderwdls between diagonals. Consult the Dudig hazardous practice a remwohg Macing to rsdjust Spee• de i r. HI DSry S of f sC Spedti Ing. This sit a'edpefig sperohJ can rause Mases to Tensegn or WTCA's Truss TechnologY for Builders topple If wrnectbro are renhoved at tlhe wrag time. Temporary Brac" flyer. . IAGONAL OR CROSS -BRACING IS VERY IMPORTANTI 3) WEB MEMBER PLANE. -X' BRACING. AS SHOWN. IS CRITICAL IN PREVENTING TRUSSES FROM LEANING OR DOMINOING.. REPEAT AS SHOWN TO CREATE A SUCCESSION OF RIGID UNITS. Continuous XbrBdng lateral ,Dradng Webmembem M-15'+I 1S-e'I ma1L max. X -bracing should be Installed on venlcal web members wherever possible, at w near loitered Macing. Plywood streaming may be srbstit ted for X4xBdng. DO NOT USE SHORT BLOCKS TO BRAC6_. INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE s Web members y.A Bracts the BRACING REQUIREMENTS USING THE P° O eN SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' „c ,5 Boaam dards + Y' We: T ud ds a web e d . STACKING MATERIALS DO NOT PROCEED WITH BUILDING COMPLETION UNTIL ALL BRACING IS SECURELY AND PROPERLY IN PLACE NEVER STACK MATERIALS ON UNBRACED OR INADEQUATELY BRACED TRUSSES NEVER STACK -MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF A TRUSS NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE. NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Platform must be ri(jdy braced pniper doetbtlon a construction Models 6 • mol dafng reretructim. wag AMayS slack malerta a rnrar two or mae ureses. Na b exceed 4L' macknam tem banrkhg Roofing ad medanlral mnonoors are Cisfich.0 a .talk meWLWS Curly along outside-rppenkg members a directly wo kubs lir,; F - 1 9 m'mbaS. Trusses are not deslgr'd for dyrwmic bade M, mel whfdes} Extreme can should betaken when nadkg.nd awing wrntrutlm materials (aged mo&g. mechanical eQtP. wool, eb.) an to rot er too systalt RW , parr Pen, Sleeper to, medaNcel egripuheN Should be located at Peel points Oohs) a over main supporting members. and tray an Moses gal neve been dasg ad br such bads CAUTION NOTES Errors in DrAldlug gnhea•erharor dnh.rebre, a entre q ate, Stag bs conaeled by to eenbacta or naponsble arty• .Iructbn trade abwmrata a aWPgef BEFORE erxdon ol etmes b.gls• Cusirg a naouudural ovedangs 6 c.raddsred a pan t normal erecbn and sod be done by On buildw a erection Con Irate. Arty field mod firafion tad Imch ae t' mairS drilling. a relocation t 9M structural Uuss mamba a oomeaor Plate aha not be done withoN as appmal a the tion manufacturer, ce a Sce sed design WOWUIOr . The methods aro pe u o abed lie Intended b ensure art lir 'were' mmeYtp, MdilPaa -n 0" wa W floor W rod auseee SAFELY H pl.re in s awnOreled sUuMm Tum res n"dws iwaedr9 wood Mos o o igMas from M Casa" exp► rteno, a W.wg stilet p-avasi n as .No wa Ind-". W —10L res a a' -U* of crap 6 rso apO eOarw c* as . GUIDE br m by • qualified bdakhp designer. b ldw. a arecaon cNaster. esprsashY drdekrs arq resp -salary lir Oen'pf adakg Min M m, appeohiw,. - reflwae an a' resaninrndsaws aro inbrrno- ado m s -ad MrefrL SeMcfe t bed and 6grdes refinanced a reproduced bcm HIS end DSB by pam6sorh 01 Ce rhes Plate Institute. M ardton. W1. WOOD TRUSS COUNCIL OF AMERICA tr One WTCA Center W Mad Enterprise Large Madison, WI 53719 608/274-4849.608P274-3329 fax wlea@woodtrUSs.COm a www.woodDUSS.COn1 Ccp(dp. a 198g-2001 Wood Tum Cawt d A m was, De.rr,mm.nw,°,ret ------------- :MPEZAR EL PROCESO DE ERECCION inbporlore• qbA d oondrbwar o d mn4oTura de ereaddrb mare.igc Im rehbertm sbaobdd. Pan b Pdmu omndwo Imbraol b-mro- loo sigbrierem ormodwm (mbrr9ml del pmma bbbaa won modm d prune bubo. Em proaso r regbriHe P a'cT mm mbo6bBdad. nlrrw.+e: delprb6 M d orYnn bubo da anrbedwm (mbdPosl W6 oProPad.nWs rbdomd• ab rQa de oba. d redo de bs ombodbrms abrilbr) inssabdm deperders del PYbba bbAo wm dbrear erfob'Rdod. Aa, b oddod del dhonn de redbmms m Im om+cdwor (mhrRbd perbi nsudo an d rikra d• reloercm del pan 6rLo. EL RERIERZO DE 511110 - D(I1 tIOR El REfUERZO DE Sl1El0 - INFERIOR m6lodo sorisbdor6 ab d Pdmmo grsbpo de Iw amadwm Oao nMlodo randada'r qw b deco de ed&+o 0 6s drr.r rmadmra.,A s sMiBm1 de wn wia de bs rduertm qw roe alerodm a w pole de swb Prohrben Im n uersm d aduia m ma b pa• do.odo ee d arab t m arbdodo can sgwidod. B rdbberm m lmbsbl d9do^m+e en poLaen del 6fedo d real del pilo. con sbbeb ad rdmrbo Bebe ser aPorodc mer neMro dela o m Id d• qw d Pim ro ombado ardonedrrberea t mem de sodener opabm 0 mnb6ur. Md. rdwnm ds sbbeb m b deemhb opuedo, bs b.rms de los nlwnm d- redo. Rehnrm d relwrm rot tomo b rector del ed bdo, ran amnriodm rmrb+dre .6— d. Pbo (emmeb d itVui 'W- Sujem oon re9b.ldod p^^+a arrrbodwo (,Aft toe d & bodo el Bn del ed6do. (:mecmmeree n6mm d pr6ber Bn de orrrboduros kaMam) en 6—de out amm de ,rAw 1. rehrertm de Picot dolo=r ei redo A. 6s erondum kvbdRml. Nen; Ccba 6 rdrar i --b pv b ' .( p4nroee6n h d P•ai.lmrrrw /lIC r ..c...0. mn rednIm 61m i 6 euwdo i 1) EL RM10 DE IA CUEMA DE AM& El r k -m s. d 0— d. Z a RANO of IA a BmA MAS eAw fSm ear . laeuado d. o ,bo m b mdr irrbporsa" Pao el rnrbmuda o d mrb• redo a b cwrdo mel+ bap, d reberto reaped m 'rrorido A- -recd6n 6s ombodurm (oabrmos) de Im a r.dm d. ersibo de arida de b mberdo mM bop. son wrc-plbbs o con$or ar-m d- qw rem nlamdm o n.•didm. b e,ebdo i wMm lobrrd r b brd avrro b o/de brei •ibsm eller" .ala EL ESPAOO otACTQ.WM LAS ARMADURAS (6LBRRIAS) DERE SER MINTEea NIDO Dk0mill IA INSTALACON DE REFUERZO p e+blo b ra.bad.e peipm de q"'mr d nhwmPao modtimr d spado..rre om de 'moddimrdo d .Dodo' peed. malar. qw b, ombadwm ImbdEar! r dgwn d b. iwam rm gbAadm d R-mpo IEL REFUERZO DE CRUZ 0 DIAGONAL ES MUY IMPORTANTE! m eew6n. R k— surd f i 1.M rba•'r-a dde. -h .. o0 i .s.d loee111bd -` 0.10 Y.e•r r woo ' • Im arbrr9odwm 69m k. mr9m Pmodm o mm M.6an del .Dodo nemeerb d mPoda m6s ta=ro eren d r k 6" t 6s Ift mf oumns home do9obda- Id T. & v; _ dMoa Hae Co—eed W -d Saws) Pam dem0es 3) a HMIo Da,Mi DE LA RED. -R- REROM. COMO MOSTMDO. ES C .= PARA iAePE0R2 OUE lAS AANDUIUS (CABRM IAS) SE .6 . O 42; FR:NA OE OOMINO. pEPRE COMO MoARADO PNU Otw uNA 910ESI6N DE GROW WAM B r-bbam brat t wvb. Im, mk bme de 1. %+efuam Bebe sa indolodo en b nderrb6ros de b red rm6m1 don• dequimo que m Doable, m o eaaa del reluvm 6brd In madero opr,yedwppdp orbieno puede ser ms&* b pa s rdbrmm. p Im n w hrm de 6 red lm o mdm mels brim s N.W. Lm aredm de anibo t alpurbos ^"'e'b'a+ de b and ro abn momma, Pam lir I= m6r 69"t NO USE LOS BLOQUES CORTOS PARA 03RZAR LAS ARMADURAS (CABRILIAS) INDMWALES SIN Uh PLAN ESPEOMO DE RERIERZO QUE DETALLEN SU USO _ LOS RE WWOS DE RffUERZO QUE USEN LOS' PwN PAS (( DE CUERDA ARAI EELO LAS MATERIAS DE AMONTONAR NO CONTINOE RERIERZOS _ ESTEN COLOCADOS CON SEGURIQAD TOOOS l06 b 06lo6onc n-udro w aPes►Acdo mn riBidm b amRr,dan mn.da d. b, md.rm d. mraebrcddrb m rb-urari aware. mm.utder. S;..W. a erear 1. rr.fte— pa .,d— de dm o mels omndb.a No .seld.r ID' mdnro de c* e4 4w . 41r -- L. rho se. ske de Mdr t mecbim mn anabedadae qw anm rano Im mann. eolomnr Par 1. mbmbrm oftew- d- W -ft for o 6.eanrw oho- .bdnbo 6r rbi.ab6rm 6ndam d• aP.+da 1a arc .&. de aaoA.o ro son dsdbdm Por 6s tory- dirbbrn ®(Pa 0 .1 1 wMaAm m6:1a>♦. B oidodo •we=e ddb• ee mn po Mdee be_..eRet dod racerem, asr.) en d ndn d ahoer de Pico. . tm tela B Pudo pond Im Wm Po at e*AP0 mm&iw deb" w colocvdm o los puree d. pad W dee4 o Por.bdnn Im P dwb ^i•'"b"' aP..aodm Nl1PICA CORM NINGUN DAI"RO DE t .Aa r•- .n 6s reed im de omndwa a • I a66 w d sdsado ESTRUCRIRA DE 11NA ARMNDURA (CABRd1N Pa br oargm carom dela NOTAS DE ADVERTENCIA Us e_ei de Im Ram rho Im d6ner 3lww mi.bbbms d- Im cudb®m de a w&m mo , prom saw acme.+. o meso de I del .0,do, o bs e: eg par oam deben w mebrdurd o d P6m ow_w ro dobe _ rnMolem de Im nrpoea6%dedes --0 co .O. pa d ewamam o pa d arbcob• bedmel 6 s do b aemban dal d. Im mdm, w rn prom°d°s eo6rar+e canto b.s eotide correrdo de 0omtnrcd6 de oa8 cudam de onrbodwo a w aura®do Drab• GLRA Dora d use pa un dbeAodor oevodn e_ o pa d a.rirr kW. ANTES DE 6 mr. dad de d'eeAo. do de dB xd6., w conmuda o s.b careri7- eaue66n de Im c dbRbs de arn+odubo C cl 01bA—d Por -so• d Mind Lm Im =dam s t i - bel- derem " rm Cognd d Abb M is pw 1.ed.%o & iron eta• - derrodm ran Imides 6rarbdw.t Dao ase• as rmparrob5dodcs Dor EI cabr de b. solieam ro amudwdef m. pm que miles Im Maims de wmmed6. do dei mo. 6 apGmd6n o depend.— d nor• uwdm 6s PwAdn Con SEGURM en pev 6s .r9ererdm t b Wwffe ci6n qw m me mnddmodo who echo de b cmdrum6n o to cadd• le" oQuL and t 66W w Ibecln Da d mratnrdor o d d6n en wba esaudwo oomplen mnmriac de mmabbcco6m 6s de ommdbbro dell Pm r del mclex EPm ,aigererdm eon opuruo6r M ard:ibs d.. B rebeo sel.dode-dlUB1. fig— —edo—lee OSBP. Peooisa ds A19ua m.&ke.6r de cabw del mmeo anndr.o de macho wr9sn de b mPaiobm repodiddm qo• adore d m qy d lole6o o d mnh o cvleca.o del eiw Pared r" im en 6 Trvn Hon b d nAe. Modao VA i..... 6eed6n nb.w de dawns de bs 64umb d- cuchJ6 de amx dwo de Edo b Medan d- d. Irbpbl a EWfCA m .bmpm a PoraFio We md°r b les •o&uV-k000rbm ran •baao o aderarn.ds ado. YYIER', R i.b w.fiw d WTCA b rr a Peer ►oioion ba. bpfdb b SpwAsk WfCA and able to a • 1d a0 d b iradaiao m mod o n6ir ' 1 !• WOOD TRUSS. COUNCIL OF AMERICA One WECA Cerder 6300 Enkrprise Lam Madison, WI 53719 608/271-1819 - 608n71.33291m wt.@.codhvu.com - w. n..woodauss.com Copyright 0 2000 wood Tnsss Council of America . TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO.80907 (800) 322-4045 FAX:(719) 598-8463 COCA 003160A ' 1/10/01 Users of Truswal engineering: The TrusPlusTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on mer.,joers for which it is. required to reduce buckling length.. Sealed engineering y7awings. from Truswal will show the required number and approximate locations c..:" braces for each member needing bracing. In general, this bracing "is done by using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top o" bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T"brace may be nailed flat to t -he edge of the member with 10d common or box nails a`1 8" o.c: if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T". brace must extend a minimum cf 90% of the member's length. 2. A scab (add -on) -of the same size and structural grade as the. ;member may be nailed to one face of the. member with 1 Od common, or box nails. at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimu, , of 2x6, scabs are required for any member exceeding 14'70" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination .of scabs and "T" braces, or any other approved method, as specified and approved by the building designer.. 1. Please contact a T 11 EXAMPLES 90% L 90% L 2. er,,if- hefe_are any questions. G) a O 4 a (3) 16d TOENAIL;D--\. (ALTI ERNA BAILER A T Tr.0 -O KING POST ( 0) I cc v c- V.,T VLAN VIEW HIP TRUSS I 2 C 4- CAI\ I N_), Co d Fes. OF CNoVc> DETAIL "A"i ,cCA. r-N of: LEDGER ATTACHED j TO FACE OF TRUSS I HIP TR.JSS TEM"'MINRAL HIP"' w f- off 14G, A R7 ko 6 Z VISL D AU 69 TRUSSN'N 014 C;T A Company You Can rds'P, G -V 400W ot fi 75-110 ST. CHARLES PLACE SUITE 11A JOB No.: F2 00952-- PALM DESERT, CA 92260 PHONE: 760-341-2232 FAX: 760-341-2293 NAME: MANUFACTURING YARD: PROJECT 55755 TYLER STREET, THERMAL, CA. 92274 FAX: 760-399-9786 FEB 15 2006 By NATIONAL INSPECTION ASS®CLATIO ], - NIA --...-e ! Quality Systems Management. Inc. sNational Testing, Inc. O.Wnada„ nate: 07-M-3 Revision No. C . Accredited Quality Assurance / Control Agency U AA -583 AF nl3 S Metal Plate Connected Wood Truss' Aron Listed Fabricator's Audit Report Number:.4 3 8 Audit Date/Arrive./Depart: -. S-¢ //4 35-c • Fabricator's Narne:! tQl 2kS Location: :xma Does the Fabricator have a current Agreement with the Agency for Audit? ................................. Yes C No Is the Quality System Mianua1, "QSM" up to date per AC -10 & AC -98? ....................................... Yes, No Has the QSM been reviewed within a twelve month period?....................................................... Yes No Are materials used in .Production per National Standards & Engineers Specifications?.............. Yes t/ No Is an acceptable In -House Quality Control System according to National Standards in place?.. Yes ✓" No Are In -Mouse Quality Control Inspections being conducted per National Standards?.. ................ Yes _ No Is Final: Inspection.of the Trusses completed prior to Labeling & Shipment't ................................ Yes i-- No Is there a System in place to deal with Non -Conforming Materials? ............................................ Yes _— No Are written Q.C. Inspection Reports and Agency Audits kept for at least two years? .................. Yes 1.,— No Have any Corrective Action Requests, "CAR", been issued during this Audit? ........................... Yes No ✓ Product Check CATEGORY CONFORFAIrj NON -CONFORM. REMARKS Lumber tirade 1 Q -- — Joint Accuracy is within 1/8' Per A0-0-8 _ Plate Placement ANSI t TPI 2002 Plate Size ICC Eli Plate to \Noor: Toterance Is within 1/32" 0 _ f 90t4— Label Legibility - Labels on Site - stamps, Labels Label ✓' CATEGORY YES NO REMARKS Changes Ir. Supervisory Personnel, Productior. Precess V- Per A0-0-8 Any Test Performed or Witnessed i Per AC -98 Is There Product Tractability ,moi Per AC -98 --_ Any "CAR" Reports From Last Audit j ✓' I Per ACAS Any Shut Downs or Disruptions In Production I Any Samples Taken Per AC -98 . Any Test I W.easuring Equipment That Requires Calibration I / Per AC -98 Does the Final Product meet UBC / IBC and National Standards? Required Signatures Fabricator O.C. Supervisor P.O. Box 3426 Gillette, Wyoming 82717.3426 .1 Auditor for National Inspection Association E-Alail: NIA illette vcn.cvtn Cellular Phone: (307) 689-5977 Page One of nvo . (307) 685-6331 OIX-e (307) 685-6331 Far 3 (SID -9i 1 MINE,! GHA,q +r7 fl t If M&MIONAL ARCHrrECT'S CERTIFICATION '11ORMIN 10 INTENDMIOLIELY TO VERIFY THIS NAP LAYOUT& THAT IN'DiViDUAL TRUSSES ARE AUPPORTINIG THE APPLIED LOADS. THIS LAYOUT Vfzfili teROVIDED BYTHE BUILDER OR DESIGNER AND THE INPUT Tl al INTO THE TRU$S PACKAGE ALONG Rt)MMUNIVf LOADING THESE FACTORS SHALL BE REVIEWED f0 BY THE PROJEGT S DESM-N PR FFESSIONAL OF RECORD. v n 0 Frl n l< 0 0 x 0 # (D kr) Lo c: > N) n o o 0 0 0 x0 U) HF' m 0) N 4 M ttl t (I (D M M to rt H w w P F' 0O 0 0 0 a 0 0 0 00 ] N n VH W (1) N) kD 0 0 a 0 13 0 - r c cl X 0 Lp z (1) rr4) :m N) n q to 0 0 H n n F- rt h p 0 0 ,(n 0 10 \ N 0 0 N Ln 02 0 tj 0 N p1 Ln N, 3 (SID -9i 1 MINE,! GHA,q +r7 fl t If M&MIONAL ARCHrrECT'S CERTIFICATION '11ORMIN 10 INTENDMIOLIELY TO VERIFY THIS NAP LAYOUT& THAT IN'DiViDUAL TRUSSES ARE AUPPORTINIG THE APPLIED LOADS. THIS LAYOUT Vfzfili teROVIDED BYTHE BUILDER OR DESIGNER AND THE INPUT Tl al INTO THE TRU$S PACKAGE ALONG Rt)MMUNIVf LOADING THESE FACTORS SHALL BE REVIEWED f0 BY THE PROJEGT S DESM-N PR FFESSIONAL OF RECORD. v n 0 c: > o o 0 0 z tri x0 U) N 4 M ttl t (I (D M M X 'a 0O 0 0 0 a 0 0 0 00 ] 1.0 z a 'aro n VH III IL 0 0 a 0 13 0 - r c cl X 0 Fl (1 0 11 h rr4) :m I (D to 0 0 0 0 p a 11 a n F- rt h p 0 ,(n 0 10 \ N Ln p N Ln 02 0 tj N p1 Ln 3 (SID -9i 1 MINE,! GHA,q +r7 fl t If M&MIONAL ARCHrrECT'S CERTIFICATION '11ORMIN 10 INTENDMIOLIELY TO VERIFY THIS NAP LAYOUT& THAT IN'DiViDUAL TRUSSES ARE AUPPORTINIG THE APPLIED LOADS. THIS LAYOUT Vfzfili teROVIDED BYTHE BUILDER OR DESIGNER AND THE INPUT Tl al INTO THE TRU$S PACKAGE ALONG Rt)MMUNIVf LOADING THESE FACTORS SHALL BE REVIEWED f0 BY THE PROJEGT S DESM-N PR FFESSIONAL OF RECORD. v Job 14ame: VISTA CORDOVA / LEGACY HOMES Truss ID: 131- G X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650P -1.5B 1 0- 1-12 266 3.50" 1.50^ BC 2x4 SPF 1650P-1.58 2 1-11-11 29 3.50"1.50" WEB 2x4 HP STUD 3 3-11- 5 27 3.50" 1.50" GBL BLR 2x4 HP STUD 4 5-11- 0 755 3.50" 1.50" Lumber shear allowableS are per NDS. 5 7-10-11 28 3.50" 1.50" Drainage must be provided to avoid ponding. 6 9-10- 5 28 3.50" 1.50" Gable verticals are 2x 4 web material spaced 7 11-10- 0 649 3.50" 1.50" at 16.0 " O.C. unless noted otherwise. 8 13- 9-11 28 3.50" 1.50" Top chord supporta 24.0 ^ of uniform load 9 15- 9- 5 26 3.50^ 1.50" at 20 psf live load and 10 10 17- 9- 0 701 3.50" 1.50" Additional desi Pif dead load. tions 11 19- 7- S 27 3.50" 1.50" required if sheathingsiseattachedmay be 12 21- 6- 0 27 3.50" 1.50" (t) indicates the requirement for lateral 13 23- 2-12 275 3.50" 1.50" bracing (designed by others) perpendicular RG REQUIREMENTS shown are based ONLY to the plane of the member at 63 -intervals. n the truss material -at each bearing , Bracing is a result of.wind load -applied,-. _to member.(Combination_axial plus bending). TC FORCE AXL SND .CSI - „ This truss requires adequate sheathing;TBs t 1 2. ,t 116.•-0..00.0 780..78 designed by_othe -. -a: --_.rs„ pplied:.foahe trues._ 2.3 _,ai9 A7iCOz0 78 0'!78' L .:r9'ss vace providing lateralrsupport f6r;webs•inc• 3-4 17 Oi00-0.66r0!Z67 •ta_,,.,rtl the truss plane and creating: shear> wall. 4-5 -7 0.00 0.66 0.66 action to resist diaphragm loads. BC FORCE AXL END CSI 6-7 0 0.00 0.01 0.01 7-8 0 0.00 0.01 0.01 B-9 0 0.00 0.01 0.01 9-10 30 0.00 0.01 0.01 WEB FORCE CSI WEB FORCE CSI 6-1 -253 0.13 3-9 -76 0.06 1-11 0 0.00 4-9 -659 0.13 5-11-0 1-7 -8 0.01 4-10 -108 0.oe 2-7 -727 0.14 10-5 -223 0.12 1 2-8 -65 0.05 5-12 0 0.00 3-8 -606 0.12 Plating Spec : ANSI/TPI- 1995 THIS DESIGN IS THE COMPOSITE UPLIFT REACTIONS)) RESULT OP MULTIPLE LOAD CASES. Support 1 -73 lb PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 2 -8 lb Support 3 lb Mark all interior bearing locations. Install interior support(s) before -7 Support 4 -209 lb erection. Permanent bracing is required (by others) to Support 5 -7 lb prevent rotation/toppling. See BCSI 1-03 Support 6 -7 lb Support 7 lb and ANSI/TPI 1. End verticals are designed for axial loads -179 Support 8 -7 lb Support 9 only unless noted otherwise. Extensions above or below the truss profile -7 lb Support 10 -194 lb (if any) have been designed for loads Support 11 -7 lb indicated only. Horizontal loads applied at Support 12 -7 lb Support 13 the end of the extensions hays not been considered unless shown. A-drople to -76 lb This truss is designed using the otherwise unsu P a an pported,wall:may'tionae a Bldg E_ Code ; B1dg.Hnclosed - hinge effect-lby,requires„addi'tional design = .Yea,, .,importance Factor = 1.00 •TrysS.Locatlon =ri;nd Zone _consideration (by others.)..Li46. .ti ..;t.. •. ...:Eki4 fie- tit S., OJ c.-,k ti t ; `. i - Hurricane/Ocean. ine_=, No Exp 2 81d rLen k Cftegory =•-C . t. gC• gthf= 4¢:00::•ft;,•Bld ti , . h„ r 1 :• Wid h_._- 20.00,ft "Mean roof `height_= 13;..10 ft, mph' 80. _ , CBC Special Occupancy, Dead Load = 10.2 psf .'L• .. ---"-----LOAD CASE #1 DESIGN LOADS _______________ Dir L.Plf L.Loc R.Plf R.Loc LL/7 TC Vert 110.00 0- 0- 0 110.00 23- 4- 8 0.6 BC Vert 14.00 0- 0- 0 14.00 23- 4- 8 0.0 5-110 - 5-11-0 -1 5-7-8 11-10-0 17-9-0 23-4-8 Or 25 MAX DEFLECTION (span) Joint Locations 1 0- 0- 0 7 5-11- 0 2 5-11- 0 8 11-10- 0 3 11-10- 0 9 17- 9- 0 4 17- 9- 0 10 23- 4- 8 5 23- 4- 8 11 0- 0- 0 6 0- 0- 0 12 23- 4- 8 - -r :1-4 5-5 3-4 6 2348 7 8 --( 5-11-0 1 5-11-0 9 5-11-0 10 • 0- 5.7$ 3-8 5-11-0 11-10-0 17-9 0 --123 $ STUB i TYPICAL PLATE: 1.5-3 + t ', -4..., -s _. .. - w r.••.G:':5.. , i , rye t+.ty `-•l Vtr e.. e, e..a.-. ;" sessp .u +- All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, p sdo ed per Joint Detail Reports available fVER SUPPORT Ouswal softAS S unless noted. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is Eng. Job: EJ. TR U S S WO for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer Chk: LG R KS A Company You Can Truss I and/or building designer prior to fabrication. The building designer must as eertaln that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom Dsgnr: LG chord is laterally braced by a rigid sheathing material direly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling TC Live 20.00 psf 75-110 St. Charles pl. ste-11 A length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 1956 and/or cause connector TC Dead 10.00 psf Palm Desert, CA. 92211 Phone (760) 341-2232 plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI1TPI 11', 'W TCA I'- Wood Truss Council of America Standard Design Responsibilities, BC Live 0.00 psf Fax # (760) 341-2293 COMPONENT SAFETY INFORMATION' • (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin BC Dead 7.00 psf 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 600, Washington, DC 20036. TOTAL 37.00 psf 3/2006.. Scale: 3/16" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 - Job Name:'VIST]a► CORDOVA /LEGACY HOMES Tru§s ID: B2 - 23-8-0 RG X -LOC REACT SIZE- REQ -6 TC 2x4 SPP 1650F-1.584 Web bracing required 8t each location shown. UPLIFT REACTION(S) 1 0- 1-12 867 3.50 1.50 BC 2x4 SPP 1650F -1.5B ® See standard details (TX01087001-001 revl). Support 1 -237 lb 2 23- 6- 4 867 3.50" 1.50" WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 Support 2 -237 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. CBC -01 Code. T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG End verticals are designed for axial loads Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI only unless noted otherwise. Truss Location End Zone 1-2 -2059 0.06 0.34 0.40 Palm DesertCA. 92211 Desert, Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category = C 2-3 -2632 0.06 0.32 0.38 Fax # (760) 341-2293 (if any) have been designed for loads Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 3-4 -1918 0.03 0.30 0.33 indicated only. Horizontal loads applied at Mean roof height = 13.10 ft, mph = 80 4-5 -4 0.00 0.30 0.30 the end of the extensions have not been CBC Special Occupancy, Dead Load = 10.2 psf -- considered unless shown. A drop -leg to an BC FORCE AXL BND CSI „_ - otherwise unsupported wall may create a 6-7 -3 0.00 0.09 0.09 hinge effect that requires additional design 7-8 2188 0.33 0.08 0.40 - consideration (by others). 8-9 2645 0.39 0.07 0.46 9-10 1852 0.28 0.08 0.35'• WEB- FORCE CSI :' WEB' FORCE CSI 7_ _ f :.•. i -u i - - .,._ 6-1 1-11 -829',0 44 3-9- . -776 0.61 _ - C - '+ - -p k . n• - t - 4 ,t,,,, _ 1-7 O'0.00.:! 4-9 -356 0.12- .12-1-7 2154 0.75 4-10 -1978 0.71 - 2-7 -574 0.11 10-5 -134 0.07 MAX DEFLECTION (s 2-8 464 0.16 5-12 0 0.00 LanIVE). L/999 MEM 8-9 LC 3-8 84 0.02 L= -0.18" D= -0.16" T= -Q. B1 W:308 R:867 U:-237 55-11-0 5-11_0 55-11-0 5-11-0 11-10-0 17-9-0 1 2 3 02_ Joint Locations 1 0- 0- 0 7 5-11- 0 2 5-11- 0 8 11-10- 0 55-1,_ 4 17-19- 0 10 23- 8- 0 23-8-0 5 23- 8- 0 11 0- 0- 0 6 0- 0- 0 12 23- 8- 0 4 5 2-4 - - - 3-8 2 T T 5-0-1 'SHIP 2-5-14 1 B2 W:308 R:867 U:-237 34" aNil% P t c 2006 Scale: 3/16" = 1' WO: pd00252 DurFacs L=1.25 "=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 1 23-8-0 6 7 8 9 10 5-11-0 5-11-0 5-11-0 6-11-0 5-11-0 .11-10-0 17-9-0 23-8-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 "H" for 16 gauge or gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG. and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf Palm DesertCA. 92211 Desert, and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, 'ANS9TPI Phone (760) 341-2232 V,'WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Fax # (760) 341-2293 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest Paper and Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 34" aNil% P t c 2006 Scale: 3/16" = 1' WO: pd00252 DurFacs L=1.25 "=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 1 ob Name: VISTXCORDOVA / LEGACY HOMES ' Truss ID: B2A Qfy: _• 1 5-11-0 5-110 5-11-0 5-1 5-11-0 11-10-0 17-9-0 23-8-0 025 Drava: UPLIFT REACTION(S)'- support 1 -235 lb Support 2 -68 lb Support 3 -167 lb Support 4 -248 lb HORIZONTAL REACTION(S) support 1 -467 lb support 2 1637 lb support 3 502 lb support 4 -1637 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance-Pactor = 1.00 Truss Location - End Zone* Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg'Width 20.00 ft 'Mean roof height'='13.10- ft, mph' ' 80 CBC Special Occupancy, Dead Load= 10.2 psf • MAX DEFLECTION (span) L/999 MEM 8-9 (LIVE) LC L= -0.18" D= -0.16" T= Joint Locations 1 0- 0- 0 7 5-11- 0 2 5-11- 0 8 11-10- 0 3 11-10- 0 9 17- 9- 0 4 17- 9- 0 10 23- 8- 0 5 23- 8- 0 11 0- 0- 0 6 0- 0- 0 12 23- 8- 0 G X -LOC REACT SIZE REQ'D TC - 2a4 SPF 1650F-1.58' Web bracing required at each"location shown. v 1 0- 1-12 844 3.50 1.50 BC 2x4 SPF 1650F-1.SE ® See standard details (TX01087001-001 revl). 2 20- B- 0 302 3.50" 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 ATEOF 3 22- 2- 0 70 3.50" 1.50" GBL BLR 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' 4 23- 8- 0 764 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer IRG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. Mark all interior bearing locations. and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions n the truss material at each bearing Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord at 16.0 " o.c. unless noted otherwise. End verticals are designed for axial loads A Company You Can Truss! TC FORCE AXL BND CSI Top chord supports 24.0 " of uniform load only unless noted otherwise. TC Dead 10.00 psf 1-2 -1989 0.06 0.34 0.39 at 20 psf live load and 10 psf dead load. Extensions above or below the truss profile Desert, Palm Desert CA. 92211 2-3 -2514 0.05 0.32 0.38 Additional design considerations may be (if any) have been designed for loads BC Dead 7.00 psf 3-4 -1684 0.02 0.33 0.35 required if sheathing is attached. indicated only. Horizontal loads applied at (760) 4=5-' -4 0.00 0.33 0.33 (+] indicates the requirement for lateral the end of the extensions have not been bracing (designed by others) perpendicular 'considered unless shown. A drop -leg to an Bc FORCE AXL BND CSI to the plane of the member at 63"intervals. otherwise unsupported wall may creates '6'-7`'' '_"467 0.05 0.05 0.10 'Bracing 'is 'a result of wind load applied'- --"hinge effect that requires additional - des ign- -7=8-- -7114 ' 0'.32 0.07 0.39 '' - "--' to member; ('Combination axialplus'bending)-- F'+. _ -consideration (by others)".'•` " '^ - - •' 8=91" 2515 0.38 0.16 0.53 -'- This -truss -requires adequate sheathing, as' ' 9'='10 ''^1637 0.24-0A6 0'.62' designed by others, applied to: the -truss 1- rrr. :face providing lateral supporp ,for, webs in t , WEB9 FARCE 'CSI -'WEB'"'FORCE ' CShd : 2he:truss• plane and'creatingrshear;wall-•... '6=1' -806 0'.43 3-9' '-886-0.70 action to resist diaphragm loads. - •-- 1-11 0 0.00 4-9 244 0.08 1-7 2080 0.72 4-10 -1743 0.61 2-7 -559 0.11 30-5 -136 0.07 2-8 416 0.14 5-12 0 0.00 3-8 80 0.02 5-11-0 5-110 5-11-0 5-1 5-11-0 11-10-0 17-9-0 23-8-0 025 Drava: UPLIFT REACTION(S)'- support 1 -235 lb Support 2 -68 lb Support 3 -167 lb Support 4 -248 lb HORIZONTAL REACTION(S) support 1 -467 lb support 2 1637 lb support 3 502 lb support 4 -1637 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance-Pactor = 1.00 Truss Location - End Zone* Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.00 ft, Bldg'Width 20.00 ft 'Mean roof height'='13.10- ft, mph' ' 80 CBC Special Occupancy, Dead Load= 10.2 psf • MAX DEFLECTION (span) L/999 MEM 8-9 (LIVE) LC L= -0.18" D= -0.16" T= Joint Locations 1 0- 0- 0 7 5-11- 0 2 5-11- 0 8 11-10- 0 3 11-10- 0 9 17- 9- 0 4 17- 9- 0 10 23- 8- 0 5 23- 8- 0 11 0- 0- 0 6 0- 0- 0 12 23- 8- 0 34" 2-4 3 8 3-4 5.5 B1 20.-=8-023-8-0 v G j 23- 16 7 8 9 10 55-11 5-11-0 5-11 5-11-0 5-11-0 11-10-0 17-9-0 23-8-0 ATEOF TYPICAL PLATE: 1.5-3 OVER SUPPORT ASSHOV14N -•' 2/13/2006... All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00252 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or Noor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install EIC Live 0.00 psf O.C.Spacing 2-0-0 Desert, Palm Desert CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI Phone (760) 341-2232 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. 1.03) BC Dead 7.00 psf Design Spec CBC -01 Fax # 341-2293 (BCSI and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, (760) Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 34" Job -Name -VISTA CORDOVA / LEGACY'HOMES Truss ID: B3--"" - Qty:-" '-4---- - Drwg: IRG X -IOC 'REACT SIZE REQ'D TC 2x4 SPP 1650F-1.56 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 767 3.50 1.50 BC 2x4 SPF 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -216 lb 2 20- 9-12 767 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -216 lb IRG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the In the truss material at each bearing Eng. Job: EJ. End verticals are designed for axial loads CBC -01 Code. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG only unless noted otherwise. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI TC Live Extensions above or below the truss profile Truss Location End Zone 1-2 -1760 0.04 0.33 0.37 TC Dead (if any) have been designed for loads Hurricane/Ocean Line - No , Exp Category = C 2-3 -2055 0.03 0.32 0.36 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 -1058 0.01 0.25 0.26 and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI the end of the extensions have not been Mean roof height - 13.07 ft, mph = 80 4-5 -3 0.00 0.21 0.21 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load 10.2 psf Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 otherwise unsupported wall may create a Be FORCE AXL 'BND CSI - " ' hinge effect that requires additional design ' 6-7 -3 0.00 0.08 0.09 consideration (by others). ' 7-8 1867 0.28 0.07 0.35 8-9 2045 '0.31 0.06 0.37 9-10 997 .0.15 0.05 0.20 WEB FORCE CSI" WEB FORCE CSI' .6-1• -730'-0.39,r, 3-9 -1051 0.83 .1-11. .0 0.00. - 4.9 `431 0.15 1-7 1840 0.64 4-10 -1223 0.37 2-7 -479 0.09 10-5 75 0.02 2-8 194 0.07 5-12 0 0.00 3-8 64 0.03 B1 W:308 R:767 U:-216 5-110 5-11=0 5-11-0 11-10-0 1 2 3 025 55-11-0 3-2_8 17-9-0 20-11-8 4 5 2-4 4-4 B2 W:308 R:767 U:-216 Y .. MAX D90LECTIOW (span) L/999 MEM 7-8 (LIVE) LC L= -0.12" D= -0.11" T= - Joint Locations 1 0- 0- 0 7 5-11- 0 2 5-11- 0 8 11-10- 0 3 11-10- 0 9 17- 9- 0 4 17- 9- 0 10 20-11- 8 5 20-11- 8 11 0- 0- 0 6 0- 0- 0 12 20-11- 8 23" 6 7 8 9 10 2-8-8 _y Pv STATE OF 55-11-0 5-11-0 5-11-0 3-2-8 >yr. ^1..a#..•a)F '1•" 5-iI (1 )•, .1} ;/,i .y1 i0R `,a.'! . -5-11-01!73 G•:3-11-10.0, ' I 17-9-0 20-11<8 .STUB , r i' 'a, G .. - sn-, i-S.i<.w. s1 .,• r . - ..w. :.al: . :.. *:I :.. ..-m.,e. e:$i .r vvtav .., .. -.2/11/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Trussl p you Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 PalmDesertCA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 i', NJTCA V- Wood Truss Council of America Standard Design Responsihllities,'BUILDING COMPONENT SAFETY INFORMATION'. (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 23" IJob Name: VISTA'CORDOVA / LEGACY HOMES Trlus!0D: B4 ` -"Qtv: 1 Drwc > I IRG X -LOC REACT SIZEREO'D Support 2 -8 lb TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 1 0- 1-12 267 3.50"1.50 WEB BC 2x4 SPP 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF 2 1-11-11 29 3.50"1.50" Support 9 -7 lb WEB 2x4 HF STUD MULTIPLE LOAD CASES. 3 3-11- 5 27 3.50"1.50" 0 GBL ELK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. 4 5-11- 0 752 3.50" 1.50" Lumber shear allowables are per NDS. Mark all interior bearing locations. 5 7-10-11 28 3.50" 1.50" Drainage must be provided to avoid ponding. Install interior support(s) before erection. 6 9-10- 5 28 3.50" 1.50" Gable verticals are 2x 4 web material spaced Permanent bracing is required (by others) to 7 11-10- 0 665 3.50" 1.50" at 16.0 " o.c. unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 8 13- 9-11 28 3.50" 1.50" Top chord supports 24.0 " of uniform load and ANSI/TPI 1. 9 15- 9- 5 27 3.50" 1.50" at 20 psf live load and 10 psf dead load. End verticals are designed for axial loads 10 17- 9- 0 619 3.50" 1.501• Additional design considerations may be only unless noted otherwise. 11 19- 3- 5 22 3.50" 1.50" required if sheathing is attached. Extensions above or below the truss profile 12 20- 9-11 22 3.50" 1.50" [+) indicates the requirement for lateral (if any) have been designed for loads 13 22- 2- 4 224 3.50" 1.501• bracing (designed by others) perpendicular indicated only. Horizontal loads applied at RG REQUIREMENTS shown are based ONLY to the plane of the member at 63"intervals. • the end of the extensions have not been n"•the-truss material at each bearing 'Bracingis'a result of wind load applied-"' '•'considered unless shown. A drop -leg to an - ^'` 'to•member:(Combination axial -plus- bending} r4-- otherwise unsupported wall'may'create• a•^'-'••' -TC`- FORCE' AXL END CSI" This truss requires adequate sheathing, as- hinge effect that requires -additional -design 1'-2° 14 0.00 0,77"0:78"-+ ^"" ^'designed - by others, applied 'to rthe truss `+^ .-- ^• conaideration (by others). ". • •-' . :vc• - 2-3-.v!&113L-d.o0so:77'•.0,.74= foz wLe-- 'lice :.providing lateral-, support. .for, weba=-in.,a,7- ..W.r _.7. ,1-. 43.:i; rt;.d„•• . :3-..4:•' F'=13 '0.00'0'.59`0•:5944Eor.. -11 'the -truss plane•and. creating shear, wall ^:. a '' g„ ' 4-5 -6 0.00 0.54 0.54•"'" action to resist diaphragm loads..., '- •'" ^• .4 •-_._.._,:... ...._,.: .., BC FORCE AXL END CSI 6-7 0 0.00 0.01 0.01 7-8 0 0.00 0.01 0.01 8-9 0 0.00 0.01 0.01 9-10 28 0.00 0.01 0.01 UPLIFT RBACTION(S) : Support 1 -74 lb Support 2 -8 lb Support 3 -7 lb MAX DEFLECTION (span) Support 4 -210 lb FORCE Support 5 -7 lb WEB Support 6 -7 lb CSI Support 7 -186 lb Support 8 -7 lb -255 Support 9 -7 lb 3-9 Support 10 -173 lb 0.05 Support 11 -6 lb Joint Locations Support 12 -6 lb 0 Support 13 -62 lb 4-9 This truss is designed using the 0.12 CBC -01 Code. 1 0- 0- 0 7 5-11- 0 Bldg Enclosed = Yes', Importance Factor 1.00 ' Truss Location-. End Zone - +• 4-10 Hurricane/Obean Line ='No,; -Exp Category C ` B73g`Y.engtht=. 40-;.00- ft,: Bldg Width;.=._ 20.00•'ft• 2 5-11- 0 8 11-10- 0 Mean,roof• h ight.,=: -13..0.9. ft, mph: 4 80 •• •' CBC Spedial-Occupancy,`Dead Load = 10.2 psf ` ----------LOAD CASE #1 DESIGN LOADS --------------- 0.09 Dir L.Plf L.Loc R.Plf R.Loc LL/1 TC Vert 110.00 0- 0- 0 110.00 22- 4- 0 OA BC Vert 14.00 0- 0- 0 14.00 22- 4- 0 O.0 I T 5-0-, ISHIP 2-5-6 1 2-4 3-4 3-4 5-5 3-4 vSO•Vnn Y W CCac 1 T c 22-4-0 v to 1,Q 1 6 55-1_1 7 55-11-0 55-1_-0 44-7 STUB , r✓ r Q 5-11-0 11-10-0 17-9-0 2244 T SOF i ATE TYPICAL PLATE: 1.5-3 41 , vt 2/13/2006 0 _. ,t. , .:I .,_ .,'+ ':i, OVER SUF'Fi'ir1T AS SHOWN _ OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 2U gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unlerss noted. Scale: 3/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dnr: LG T R U S S WO R KS are to be verifiSed by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company YCan Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p you noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSIIrPI 1', WTCA 1' ,Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 MAX DEFLECTION (span) WEB FORCE CSI WEB FORCE CSI 5-1 §_1_ 1-0 5-1 4-7-0 6-1 -255 0.14 3-9 -68 0.05 5-11-0 11-10-0 17-9-0 22-4-0 Joint Locations 1-11 0 0.00 4-9 -579 0.12 1 0- 0- 0 7 5-11- 0 1-7 -6 0.00 4-10 -105 0.05 2 5-11- 0 8 11-10- 0 2-7 -725 0.14 10-5 -168 0.09 1 2 3 4 5 3 11-10- 0 9 17- 9- 0 2-8 -60 0.05 5-12 0 0.00 4 17- 9- 0 10 22- 4- 0 3-8 -623 0.12F_0__ .125 22- 4- 0 11 0- 0- 0 025 6 0- 0- 0 12 22- 4- 0 I T 5-0-, ISHIP 2-5-6 1 2-4 3-4 3-4 5-5 3-4 vSO•Vnn Y W CCac 1 T c 22-4-0 v to 1,Q 1 6 55-1_1 7 55-11-0 55-1_-0 44-7 STUB , r✓ r Q 5-11-0 11-10-0 17-9-0 2244 T SOF i ATE TYPICAL PLATE: 1.5-3 41 , vt 2/13/2006 0 _. ,t. , .:I .,_ .,'+ ':i, OVER SUF'Fi'ir1T AS SHOWN _ OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 2U gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unlerss noted. Scale: 3/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dnr: LG T R U S S WO R KS are to be verifiSed by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company YCan Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p you noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 PalmDesertCA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSIIrPI 1', WTCA 1' ,Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Wob Name:•VISTia CORDOVA / LEGACY HOMES Truss ID: C1 Qty: 1 Drwg: 1 RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 20- 7-12 352 3.50" 1.50" BC 2x4 SPF 1650 F -1.5E 2 22- 0- 8 23 3.50'• 1.50 WEB 2x4 HF STUD 3 23- 7- 1 21 3.50" 1.50" GBL ELK 2x4 HF STUD 4 25- 1- 9 23 3.50" 1.50" Lumber shear allowables are per NDS. 5 26- 8- 2 839 3.50" 1.50" Drainage must be provided to avoid ponding. 6 28- 5- 7 23 3.50" 1.50" Gable verticals are 2x 4 web material spaced 7 30- 2-12 25 3.50" 1.50•' at 16.0 " o.c. unless noted otherwise. 6 32- 0- 2 25 3.50" 1.50" Top chord supports 24.0 " of uniform load 9 33- 9-7 25 3.50'• 1.50•• at 20 psf live load and 10 psf dead load. 10 35- 6-13 830 3.50" 1.50•• Additional design considerations may be 11 37- 6- 6 28 3.50" 1.50" required if sheathing is attached. 12 39- 5-15 29 3.5011 1.50"' [+] indicates the requirement for lateral 13 41- 3-12 323 3.501' 1.50" bracing (designed by others) perpendicular RG REQUIREMENTS shown are based ONLY to the plane of the member at'63"intervals. n the truss material at each bearing Bracing is a result df wind-load+applied to member. (Combination axiaN phis bending). TC FORCE AXL' BND'-'CSIi "-^ - This truss requites adequate -sheathing, as 1-2 '7 O'00-0_'65 -0 65' designed b `others;• aPF. - lied Yto 'the` truss gn Y k - a • s:F' v ' 'r lz au ont 'rswebs^ in =face pro idingr..l.ate a •. pp £o 3=d+ 'CY Ol{ O.O1C0 79 0 809 ee.t •;x- the truss`plane ,dud creating,shear:iwall'=" 4-5 " --5 " 0'.00 6.53 0.53 action td "resist -diaphragm ldads.-• BC FORCE AXL END CSI 6-7 102 0.01 0.00 0.01 7-8 0 0.00 0.01 0.01 8-9 86 0.01 0.00 0.01 WEB FORCE CSI WEB FORCE CSI 6-1 -177 0.09 3-8 -821 0.38 1-10 0 0.00 4-8 -529 0.17 2-6 -377 0.21 4-9 -360 0.13 2-7 -630 0.14 9-5 -89 0.05 3-7 -707 0.47 5-11 0 0.00 4-10-14 4-10-14 Plating spec : ANSI/TPI - 1995 UPLIFT REAC•1'ION(S) : THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -100 lb MULTIPLE LOAD CASES. Support 2 -6 lb PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 3 -6 lb Mark all interior bearing locations. Support 4 -6 lb Install interior support(s) before erection. Support 5 -238 lb Permanent bracing is required (by others) to Support 6 -6 lb prevent rotation/toppling. See BCSI 1-03 Support 7 -7 lb and ANSI/TPI 1. Support 8 -7 lb End verticals are designed for axial loads Support 9 -6 lb only unless noted otherwise- Support 10 -236 lb Extensions above or below the truss profile Support 11 -7 lb (if any) have been designedforloads Support -12 =8 lb indicated only. Horizontal loads applied at Support 13 -92 lb the end of the extensions have not been HORIZONTAL REACTIONS) considered unless showh. A H'rop-leg to an support 11 338 lb otherwise unsupported wall mWy create a aupporb )2 102 lb ' hinge effect that requires additional design support f5 264 lb'' h 8c •' ' - consideration-, b ot 8 s . Y -support-10- -319 lb . This truss, iehde' gaei13usin _.itie support 13283+cl b ' CBC -01• Code' -z L ` --- --_-- EbAD •C,ASE`#1 DESIGN -LOADS - >• - -- -^- 'Brdg'Encloaed Yes,-Impdrtance Factor ='1:00 '`9 'Dir" 'cl,.Plf L.Loc R. FIX •RILOC LL/T Truss Location End Zone TC Vert 110.00 20- 6- 0 110.00 41- 5- 8 0.6 Hurricane/Ocean Line = No , Exp Category = C BC Vert 14.00 20- 6- 0 14.00 41- 5- 8 0.0 Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 13.29 ft, mph = 80 CHC Special Occupancy, Dead Load 10.2 psf MAX DEFLECTION (span) 6 4 6 4 3-4-3 Joint Locations 11-3-1 17-7-5 20-11-8 1 0- 0- 0 7 6- 2- 2 0 2 4-10-14 8 15- 0-13 3 11- 3- 1 9 20-11- 8 4 17- 7- 5 10 0- 0- 0 5 20-11- 8 11 20-11- 8 6 0- 0- 0 r 10 11 3-4 5-5 3-4 3 5-0-0 T 3 K = 5-0-0 TSHIP OLt1(ifL+l 2-5-3 2-10-5 GAR 3-4 5-5 3-0 3-4 t . i G11 t 04t 20-11-8 20-s-0 s 7 8 9 3-M STATE OF GP S - 6-2-2 8-10-11 5-10-11 o ,. STUB,. •< ;.. Y •_ STUB l • I . tF.r,_1: 6_c-c < •! ° :. 1b--.6-2-2 20-11•E c 15-0-13 .20-11-8 TYPICAL PLATE: 1.5-3 2/13/2006 _ f .V,:•.' 'su•Y<T L.; I:v4f; OVER -'trA35iiJo 4 OVER SUPPORT ASSHOkN a All plates are 20gaugeTruswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" 1' ®ThisWARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: pd00252 design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS fir: LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company YCan Trussl Is laterally braced by the roof or Boor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise p you noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2-0-0 Palm DesertCA. 92211 and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Desert, 'ANSI/TPI 1', WTCA 1• - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION•- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name:'VISTA CORDOVA / LEGACY HOMES Truss'ID: C2 Qty: 1 Drwg: I RG -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E 1 0- 1-12 340 3.50" 1.50'• BC 2x4 SPF 1650F-1.513 2 1- 9- 5 26 3.50'• 1.50" WEB 2x4 HF STUD 3 3- 6-11 25 3.50" 1.50" GBL BLR 2x4 HF STUD 4 5- 4- 0 25 3.50" 1.50'• Lumber shear allowables are per NDS. 5 7- 1- 6 25 3.50•• 1.50•• Drainage must be provided to avoid ponding. 6 B-10-11 904 3.50" 1.50" Gable verticals are 2x 4 web material spaced 7 10- 8- 1 25 3.50•' " 1.50" at 16.0 " o.c. unless noted otherwise. 8 12- 5- 6 25 3.50 1.50•1 Top chord supports 24.0 " of uniform load 9 14- 2-12 25 3.50" 1.50•• at 20 psf live load and 10 psf dead load. 10 16- 0- 1 25 3.50" 1.50" Additional design considerations may be 11 17- 9- 6 299 3.50" 1.501• required if sheathing is attached. 12 19- 3- 7 21' 3.50" 1.50" [+] indicates the requirement for lateral 13 20- 7-12 268 3.50" 1.50" bracing (designed by others) perpendicular RG REQUIREMENTS shown` are based ONLY to the plane of the member at 63"intervals. n the truss material "at•eabh-bearing Bracing is a result df•wind-load applied ' r'•- ` to member. (Combination;axiWl plus bending). TC FORCE AXL "BND ''CSI` This truss requikes 'ade.quate•sheathing, as 1-2 ^6' 0 00 q"SS 0755' - designed by others','-appliedr'to the truss e !1c.'-3 `238 O.Od•0 93 0:990- '4t'+1' "` T face prcviding'aateral..support :fol.-i,ebs' in *•' I3-4 i'=<28i, :0.95.M.-96*1^• ' the trust/ Ane and creating ahea= wall - .00. action to 'resist 'diaphra' pn loads. BC FORCE AXL END CSI 5-6 113 0.01 0.00 0.02 6-7 0 0.00 0.01 0.01 7-8 0 0.00 0.01 0.01 WEB FORCE CSI NEB FORCE CSI 6.4-3 5-1 -208 0.11 3-7 -718 0.48 1-9 0 0.00 4-7 -27 0.01 6-4-3 2-5 -415 0.37 8-4 -259 0.14 2-6 -757 0.20 4-10 0 0.00 3-6 -990 0.43 1 5-0-1 2T, 1 Plating Spec ANSI/TPI - 1995 UPLIFT REACTION(S) : Eng. Job: EJ. Chit' LG Dsgnr: LG WO: pd00252 TC Live 20.00 psf THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -96 lb noted. Bracing shown Is for lateral support of components members only to reduce buckling length. component shall not placed MULTIPLE LOAD CASES. Support 2 -7 lb O.C.Spaeing 2-0-0 9pl. Desert, Palm Desert PLATE VALUES PER ICBG RESEARCH REPORT 01607. Support 3 -7 lb Mark all interior bearing locations. Support 4 -7 lb Install interior support(s) before erection. Support 5 -7 lb Permanent bracing is required (by others) to Support 6 -257 lb prevent rotation/toppling. See SCSI 1-03 Support 7 -7 lb and ANSI/TPI 1. Support 8 -7 lb End verticals are designed for axial loads Support 9 -7 lb only unless noted otherwise. Support 10 -7 lb Extensions above or below the truss profile Support 11 -85 lb (if any) have been designed for loads Support 12 -6 lb indicated only. Horizontal loads applied at Support 13 -76 lb the end of the extensions have not been HORIZONTAL REACTION(S) considered unless -show -h. A drop -leg to an _ support 'l 396 lb otherwise unsupported (wall may create a support '2 112 lb ' hinge effect that -requires additional design support 6 251 lb consideration:(•py'.oth6kB). '• support 11 -647 lb. Thisr,truss, is -des igned'itisfhgf, he.';r&3 C^: La.:Pl:'-•a^----- ---LOAD CASE #i,DESIGN LOADS - - --- - -- CBC -01 Code - -:.z t - j.xDir•,;. L. Plf ` Lt Loc R. Plf R -,Loc .. ;LL/T ''. Brd4"Enclosed`=•'YeB, Importance Factor ---I j- 0'0 "" TC Vert • 85.00 0- 0- 0 85.00 20- 9- 8 0.6 Truss Location a End Zone BC Vert 14.00 0- 0- 0 14.00 20- 9- 8 0.0 Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width a 20.00 ft Mean roof height a 13.07 ft, mph 80 MAX DEFLECTION (span) CBC Special Occupancy, Dead Load 10.2 psf 6-4-3 8-,- Joint Locations 1 0- 0- 0 6 8-10-11 12-8-7 20-9-8 2 6- 4- 3 7 17- 9- 6 3 12- 8- 7 8 20- 9- 8 4 20- 9- 8 9 0- 0- 0 3 4 5 0- 0- 0 10 20- 9- 8 025 3-4 3-4 5-5 Z-4 10 T -0. 5, SHIP N 37c 2.5-2 1L Q O GAR(qA.o < 20-9-8 5 810 , s 8-10-11---1 7 308. STUB s''AiEOF P C ' STUB i.•90 i S w .: y '.T-9 5 8-10-1121* 17-9$ 20-9$ TYPICAL PLATE: 1.5-3 J [ .+ 2/13/2006 - - ° ' i . "'t ` "' r':f 0 5rti::'2 O'•!E;? S+1i l C;'h3 5; :>tYh OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = V ® T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordancewith the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chit' LG Dsgnr: LG WO: pd00252 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss/ is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise This be In any TC Dead 10.00 psf P R@ Mbr Bnd 1.00 P noted. Bracing shown Is for lateral support of components members only to reduce buckling length. component shall not placed 75-110 St. Charles pl. ste-11 A rte s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint from Truswal software, BC Live 0.00 psf O.C.Spaeing 2-0-0 9pl. Desert, Palm Desert and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output 'ANSUTPI 1', WTCA 1' . Wood Truss Council of America Standard Design Responslbliities.'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf P Design Spec CBC -01 9 P Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Truss -ID: C3 Qty: 1 Drw : WO: pd00252 TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl RG X -LOC REACT SIZE REQ'D TC' 2x4 SPF 1650F -1.5E - web bracing required at each location shown. UPLIFT REACTION(S) psf pl. ste-11 A 75-110 St. Charles pl. s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint Truswal BC Live 0.00 psf 1 0- 1-12 397 3.50 1.50" BC 2x4 SPF 1650F -1.5E ® See standard details (TR01087001-001 revl). Support 1 -74 lb Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2 1- 9- 5 26 3.50" 1.50" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -5 lb 3 3- 6-11 25 3.50" 1.50" 2x4 SPF 1650F -1.5E 4-12 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -5 lb 4 5- 4- 0 25 3.50•• 1.50•• GBL ELK 2x4 HF STUD MULTIPLE LOAD CASES. Support 4 -5 lb 5 7- 1- 6 25 3.50" 1.50•• Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 5 -5 lb 6 8-10-11 982 3.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. Support 6 -182 lb 7 10- 8- 1 25 3.50•• " 1.50 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Support 7 -5 lb 8 12- 5- 6 25 3.50 1.50•' prevent rotation/toppling. See BCSI 1-03 Gable verticals are 2x 4 web material spaced Support 8 -5 lb 9 14- 2-12 25 3.50" 1.501' and ANSI/TPI 1. at 16.0 " o.c. unless noted otherwise. Support 9 -5 lb 30 16- 0- 1 24 3.50•• 1.501• End verticals are designed for axial loads Top chord supports 24.0 " of uniform load Support 10 -4 lb 11 17- 9- 6 1969 3.50" 1.50" only unless noted otherwise. at 20 psf live load and 10 psf dead load. Support 11 -415 lb 12 19- 3- 7 22 3.50•• 1.501' Extensions above or below the truss profile Additional design considerations may be Support 12 -79 lb 13 20- 9- 8 158 3.50" 1.50" (if any) have been designed for loads required if sheathing is attached. Support 13 -33 lb 14 44- 3-12 842 3.50" 1.50•' indicated only. Horizontal loads applied at [+) indicates the requirement for lateral Support 14 -188 lb RG REQUIREMENTS shown are based ONLY the'end'of-the extensions have not'been "` -` --- bracing (designed by other's) perpendicular HORIZONTAL REACTION (S) ': " - h the truss material at each bearing considered unless shown. A'drop-leg'to an ",r -- 'to the plane of the mamber'h't -63-intervals. support '1 417 lb'• - otherwi.se'unsupported wall may'create a ` :"i Bracing is a result of wind'load applied support 2 124 lb Tc FORCE AXL- END OSI"' "• -Aiagc.-effect that regLires'additioaa`1 desd•gri--^4i -to member.(Combinatiofi axial- plus. bending). support '6- -682 lb • r8': 0.00"0184 O.Ga'.ccnsiceration+(by others):s,e' ! ^.atm m. ! k: sft>r This truss 'reauYrestadoqua a slidathing,;:as-._ support 11+ -394• lb, r: 7a' '2:-3•^ „738 -0'11^0:8'4`0:"941 x', This, truss'.fi's designed --using the'+i icsi''4 6`:,- x;=.designed by others-applied=''toi?the-truss r.=' support 13 891-1b .: 3-4 . 1777 0.26 0.74 1:00 CBC-Ol`Code. ''"'-"" `- 'face providing lateral support"for webs in support 14 -403 lb 4-5 -1611 0.02 0.69 0.71 Bldg Enclosed = Yes, Importance Factor - 1.00 the truss plane and creating shear wall --- LOAD CASE #1 DESIGN LOADS --------------- 5-6 -1423 0.02 0.37 0.39 Trues Location - End Zone action to resist diaphragm loads. Dir L.Plf L.Loc R.Plf R.Loc LL/T, 6-7 -1862 0.03 0.43 0.46 Hurricane/Ocean Line = No , Exp Category - C TC Vert 110.00 0- 0- 0 110.00 20- 9- 8 0.6 7-8 -5 0.00 0.43 0.43 Bldg Length - 40.00 ft, Bldg Width - 20.00 ft TC Vert 60.00 20- 9- 8 60.00 44- 5- 8 0.6 Mean roof height = 13.32 ft, mph - 80 BC Vert 14.00 0- 0- 0 14.00 44- 5- 8 0.0 BC FORCE AXL END CSI CBC Special Occupancy, Dead Load 10.2 psf 9-10 125 0.01 0.00 0.02 0-11 0 0.00 0.01 0.01 MAX DEFLECTION (span) 1-12 0 0.01 0.23 0.23 L/999 MEM 12-13 (LIVE) LC 2-13 3-14 2039 0.30 0.21 0.52 1589 0.15 0.31 0.45 6-4-3 6-4-3 6-4-3 6-4-3 6-4-3 6-43 6-4-3 L= -0.171' D= -0.19" T= - .3' 6-4-3 12-8-7 19-0-10 25-4-14 31-9-1 38-1-5 44-5-8 WEB FORCE CSI WEB FORCE CSI 1 OJointOLocattiona 0- 0 9-1 -259 0.09 5-12 -404 0.09 2 6- 4- 3 10 8-10-11 1-15 0 0.00 6-12 -687 0.45 1 2 3 4 5 6 7 8 3 12- 8- 7 11 17- 9- 6 2-9 -437 0.39 6-13 -213 0.10 4 19- 0-10 12 26- 8- 2 2-10 -1206 0.33 7-13 374 0.130 5 25- 4-14 13 35- 6-13 3-10 -711 0.31 7-14 -1714 0.74 6 31- 9- 1 14 44- 5- 8 3-11 -1458 0.97 14-8 -150 0.08 7 38- 1- 5 15 0- 0- 0 4-11 4-12 -1710 0.37 8-16 0 0.00 2575 0.44 T 16 5-0 3 T 8 44- 5- 8 16 44- 5- 8 5-0-1 3 5 4 4 5-0 3 8 2 4 3 4 5-0-1 1 I2-0-, I2-11-12HIP B14 44.5 6 C a 1 9 8-10-11 10 8-10-11 11 8-10-11 12 8-10-11 13 8-10-114 v `- 8-10-11 17.9-0 26-8-2 35-6-13 445-8 TYPICAL PLATE: 1.5-3 U; _i' Al Ci t',fi'>Lr^C.:' n`, S +X syt: OVER SUPPORT AS SHOA' All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. / G 2/13/2006 Scale: 3/32" = 1 ® T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: LG Dsgnr: LG WO: pd00252 TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or Boor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf pl. ste-11 A 75-110 St. Charles pl. s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint Truswal BC Live 0.00 psf O.C.Spaeing 2-0-0 Palm Desertr CA. 9 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from software, 'ANSUTPI 1•, WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Truss1D: C4 'QtY: 4 Drw 5 ,6 T 5-0I-1 3 X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650P -1.5E' web bracing required at'each location shown. Required bearing widths and bearing areas 2-10-5)1 SHIP 1 0- 1-12 627 3.50" 1.50 BC 2x4 SPP 165OF-1.SE ® See standard details (T%01087001-001 revl). apply when truss not supported in a hanger. 2 20- 7-12 1865 3.50" 2.30" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : v L 3 41- 3-12 651 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -128 lb RG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. MULTIPLE LOAD CASES. Support 2 -410 lb 6-10-9 13-9-3 20.7-12 27-7-9 34-7-7 t 2 In the truss material at each bearing Drainage must be provided to avoid ponding. Install interior support(s) before erection. Support 3 -130 lb MG HANGER/CLIP NOTE This truss is designed using the End verticals are designed for axial loads - r- %i' 1 ::...- ;,=y ' 'f" ii r± c t ?i1:fx: ? =U r f-'•SiT:i OVER 3 SUPPORTS r All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V 3 Hanger THE- CBC -01 Code. only unless noted otherwise. Eng. Job: EJ. WO: pd00252 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer HANGERS) TO BE ENGINEERED Bldg Enclosed - Yes, Importance Factor - 1.00 Extensions above or below the truss profile and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG upport Connections)/Hanger(s) are Truss Location - End Zone (if any) have been designed for loads utflized on meet or exceed particular TC Live 20.00 psf not designed for horizontal loads. Hurricane/Ocean Line - No , Exp Category - C indicated only. Horizontal loads applied at Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Bldg Length = 40.00 ft, Bldg Width = 20.00 ft the end of the extensions have not been 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 TC' FORCE AXL BND CSI Mean roof height - 13.29 ft, mph - 80 considered unless shown. A drop -leg to an BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 WOnofrio Drive, Madison, 1-2 -1420 0.05 0.56 0.61 CBC Special Occupancy, Dead Load 10.2 psf - otherwise unsupported wall may create a Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 2-3 -881 0.00 0.52 0.53 hinge effect that requires additional design 3-4 -' 1608 0.24 0.51 0.75 '' consideration (by others). ' 4-5 -852 0.00 0.51 0.51 - ' - 5-6 *-1083 0.01 0.47 0.48 - 6-7 -4 0.00 0.36 0.36 BC: FORCE AXL END 'CSI - ,. .. ... .. ..-.. .. - .. ' 8-9 -2 0.00 0.13 0.13 -' , MAX DEFLECTION (span) 9-10 1560 0.23 0.08 0.31 L/999 MEM 9-10 (LIVE) LC 0-11 720 0.11 0.14 0.25 L= -0.11" D= -0.10" T= - 1-12 -811 0.00 0.17 0.17 2-13 1200 0.18 0.10 0.28 Joint Locations 3-14 908 0.13 0.10 0.23 1 0- 0- 0 9 6-10- 9 2 7- 4-15 10 13- 9- 3 WEB FORCE CSI WEB FORCE CSI 3 14- 9-13 11 20- 7-12 8-1 -585 0.31 4-12 1420 0.49 4 22- 2-12 12 27- 7- 9 1-15 0 0.00 5-12 -601 0.16 5 29- 7-11 13 34- 7- 7 1-9 1464 0.51 5-13 193 0.09 u 6 37- 0- 9 14 41- 5- 8 2-9 -305 0.06 6-13 238 0.08 7-4-15 7-4-15 7-4-15 7-0-15 7-4-15 - , 7 41- 5- 8 15 0- 0- 0 2-10 -832 0.77 6-14 -1052 0.55 3-10 376 0.13 14-7 -77 0.04 7-4-15 14-9-13 - 22-2-12 29-7-11 37-0-9 a 8 0- 0- 0 16 41- 5- 8 3-11 -2163 0.87 7-16 0 0.00 4-11 -1324 0.30 1 2 3 4 5 6 7 025 21" T 5 ,6 T 5-0I-1 3 3d 6 6 4-45-5 3-43 5-0-1 1 I2-0-1 2-10-5)1 SHIP 24 4-4 5-5 3 5-6 3-4 3-4 B1 B2 B3 20-7-12 Q. GAR(,q r R:627 R:1865 R:651 Q` U:-128 U:410 U:-130 v L 41-5-8 8 9 10 11 12 13 14 3-0.0 6-10-9 6-10-9 6-10-9 6-1 6-1 6-1 STUB V4 O 6-10-9 13-9-3 20.7-12 27-7-9 34-7-7 t 2 F•r" 1`l. GP, Q - . 2/1S/2006 - r- %i' 1 ::...- ;,=y ' 'f" ii r± c t ?i1:fx: ? =U r f-'•SiT:i OVER 3 SUPPORTS r All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads this design the loading Imposed by the local building code and the application. The design assumes that the top chord utflized on meet or exceed particular TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 + and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI V,'WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 WOnofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 21" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: C4A - Qty: - 1 Dfw : RG X-LOC REACT SIZE REQ'D TC- 2x4 SPF 1650F-1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 631 3.50" 1.50" BC 2x4 SPP 1650P-1.59 ® See standard details (TX01087001-001 revl). Support 1 -139 lb 2 20- 7-12 1838 3.50" 2.26" WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -405 lb 3 38- 5- 8 167 3.50" 1.50" 2x4 SPF 1650F-1.5E 5-13 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -41 lb 4 39-11- 8 39 3.50 1.50" GBL ELK 2x4 HF STUD MULTIPLE LOAD CASES. Support 4 -76 lb 5 41- 5- 8 589 3.50" 1.50•• Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 5 -145 lb REQUIREMENTS shor are based ONLY Drainage must be provided to avoid ponding. Install interior support(s) before erection. HORIZONTAL RBACTION(S) n the truss material at each bearing End verticals are designed for axial loads Gable verticals are 2x 4 web material spaced support 1 -164 lb only unless noted otherwise. at 16.0 " o.c. unless noted otherwise. support 3 848 lb TC FORCE AXL BND CSI Extensions above or below the truss profile Top chord supports 24.0 " of uniform load support 4 -226 lb 1-2 -1436 0.05 0.57 0.61 (if any) have been designed for loads at 20 psf live load and 10 psf dead load. support 5 -848 lb 2-3 -910 0.00 0.52 0.53 indicated only. Horizontal loads applied at Additional design considerations may be This truss is designed using the 3-4 1537 0.23 0.51 0.74 the end of the extensions have not been ' required if sheathing is attached. CBC-01 Code. 4-5 -1038 0.00 0.51 0.52 considered unless shown. A drop-leg to an [+) indicates the requirement for lateral Bldg Enclosed - Yes, Importance Factor = 1.00 5-6 -889 0.01 0.47 0.47 otherwise unsupported wall may create a bracing (designed by others) perpendicular Truss Location - End Zone 6-7- -4 0.00 0.38 0.38 "-hinge'effect that requires additional'des'i•'gri_`r _ to the plane of the member at 63--intervals. Hurricane/Ocean Line = No', Exp Category C consideration (by others).' 1 '"Bracing is a result'bf wifid'ioad.appl•ied Bldg'Length'- 40.00 ft,•Bldg Width 20.00 ft +BC' FORCE AXL END CSI • '' '' to Member. (Combination axial plus' bending). Mean roof height =-13.29-ft, mph 80 e-9 164 0.00 O. i3 0.1a"'"""''P ` . his truss Ctequirea •adequate sheathing,^,as CB'C Speciall Occupangy;.-Dead Load = =10.2 psf 9-10 1577' 0.'24 '0.08 0.32"1 r _,k;.c; ;avers designed by others,. z.ppl ed: to .the':-truss 0-11 - 751 0.11 0:1 0:27d' "' '" -' "' Ai " ..4J`--'`-s face providing lateral *support. for webs. in .. "7 • + .,..,.,• 1 . s 1-12 -770 0.00 0.18 0.19" `' - the trues plane and creating shear wall 'MAX DEFLECTION (span) 2-13 1193 0.18 0.12 0.29 action to resist diaphragm loads. L/999 MEM 9-10 (LIVE) LC 17 3-14 848 0.13 0.20 0.32 L= -0.21" D= 0.00" T= - C. WEB FORCE CSI WEB FORCE CSS Joint Locations 8-1 -589 0.31 4-12 1549 0.54 1 0- 0- 0 9 6-10- 9 1-15 0 0.00 5-12 -438 0.10 2 7- 4-15 10 13- 9- 3 1-9 1480 0.51 5-13 -326 0.22 3 14- 9-13 11 20- 7-12 2-9 -309 0.06 6-13 119 0.04 4 22- 2-12 12 28- 7- 0 2-10 -811 0.75 6-14 -982 0.49 5 29- 7-11 13 36- 6- 4 3-10 368 0.13 14-7 -76 0.04 ccpp 6 37- 0- 9 14 41- 5- 8 3-11 -2144 0.85 7-16 0 0.00 Tat-15 7-47-4-15 ,, 7-4-15 7-4-15 7.4-15 Ji 7 41- 5- 8 15 0- 0- 0 4-11 -1302 0.30 -- = 8 0- 0- 0 16 41- $- 8 7-4-15 14-9-13 22-2-12 29-7-11 37-0-9 v v 1 2 3 4 5 6 7 F0.26 1.5-3 T 5 1.5-3 16 T 3 50-1 3 6.6 3-6 5-5 5-0-1 T2-10-51 SHIP O fjf 1 I2-0_, 1 B1 z a 4-a s-$ 3 Bz s s 1. 3 r Q AR(,q a 20-7-12 38-5-84 t < 41-5-8 8 9 10 11 12 13 14 3-0.0 w 6-106-10 9 ,, 6-106-10-9 ,, 6-10-9 77-11-4 ,, 77-114 4-11-4 1 STUB 6-10-9 13-9-3 20-7-12 28-7-0 36-6-4 41-5-8 PC& TYPICAL PLATE: 3-42/' J/2006. Z- ._... s.• %:"a:: ,zt . ..' :. :e • .. ,..,.:.... '.'.•`iter^, a r,.,Drw'" r;.`' chit y l' . , . OVERSUPPORT AS SHOWN . All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS era to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 Charles pl. Ste-11 A environment that will rause the moisture content of the wood to exceed 19x and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 75-110 St. Chaand brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, r 9pl. s 'ANSLITPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC-01 Palm Desertrte Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Segn T6.5.0 - 0 !1" Job Name: VISTA CORDOVA / LEGACY HOMES `Truss_ID: C5 _Qty: 2 Drw : W:308 20-7-12 W:308 RGX-LOC -REACT SIZE REQ'D TC 2x4 SPP 1650H -1.5E Web bracing required at each location'shown. UPLIFT REACTION(S) 11:620 U:-118 U:421 U:-148 1 0- 1-12 620 3.50" 1.50 BC 2x4 SPP 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -118 lb 2 20- 7-12 1998 3.50" 2.49^ WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -421 lb 3 44- 3-12 753 3.50" 1.50" 2x4 SPP 16508-1.5E 5-13, 6-14 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -148 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each bearing Install interior support(s) before erection. Mark all interior bearing locations. CBC -01 Code. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG End verticals are designed for axial loads Drainage must be provided to avoid ponding. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL END CSI only unless noted otherwise. Truss Location End Zone utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord 1-2 -1396 0.05 0.56 0.61 Extensions above or below the truss profile Is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Hurricane/Ocean Line = No Exp Category - C Rep Mbr Bnd 1.15 2-3 -833 0.00 0.53 0.53 (if any) have been designed for loads psf Bldg Length - 40.00 ft, Bldg Width 20.00 ft environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 3-4 1821 0.27 0.53 0.80 indicated only. Horizontal loads applied at Palm Desert, CA. 92211 Mean roof height - 13.32 ft, mph = 80 4-5 -1208 0.01 0.53 0.54 the end of the extensions have not been (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, CHC Special Occupancy, Dead Load = 10.2 psf 5-6 -1560 o.b2 0.53 0.55 considered unless shown. A drop -leg to an TOTAL 37.00 psf Seqn T6.5.0 - 0 6-7 -5 0.00 0'.53 0.53 otherwise unsupported wall may create a hinge effect that requires additional design BC 'FORCE " AXL` -BND CSI consideration (by others). 8-9 -2 0.00 0.13 0.13 9-10 1532 0.23 0.08 0.31 0-11. 670. 0.10 0.16 0.26 1-12. -901 0:00 0.20.0:20 2-13' 1428:. 0.21 0..12.0'.34. t 3-14 1527 0.23 0.12 0.35 " MAX DEPLECTION'(epan) L/999 MEM 12-13 (LIVE) LC WEB FORCE CSI WEB FORCE CSI L= -0.12" D= -0.10" T= - B-1 -578 0.31 4-12 1906 0.66 1-15 0 0.00 5-12 -583 0.13 Joint Locations 1-9 1439 0.50 5-13 314 0.05 1 0- 0- 0 9 6-10- 9 2-9 -297 0.06 6-13 e9 0.04 2 7- 4-15 10 13- 9- 3 2-10 -901 0.84 6-14 -1620 0.47 3 14- 9-13 11 20- 7-12 3-10 396 0.14 14-7 -166 0.09 4 22- 2-12 12 28- 7- 0 3-11 -2211 0.92 7-16 0 0.00 5 29- 7-11 13 36- 6- 4 4-11 -1472 0.34 7-4-15 7-4-15 7-415 7.4-15 74-15 7-4-15 6 37- 0- 9 14 44- 7 44- 5- 6 15 0- 5- 8 0- 0 7-4-15 14-9-13 22-2-12 29-7-11 37-0-9 44-5-8 8 0- 0- 0 16 44- 5- 8 1 2 3 4 5 6 7 025 5 16 T 34 6-6 3-7 5-5 44 3 5-0-0 12-11.1 JISHIP tl" -4 44 5-5 3 5-7 34 4-4 B3 w GAA(,q yQ W:308 20-7-12 W:308 W:308 5O 11:1998 R:753 11:620 U:-118 U:421 U:-148 ¢ 44-5-8 8 9 10 11 12 13 14 6-10-9 6-10-9 6-10-9 7-11-4 7-11-4 7-11-4 6-10-9 13-9-3 20-7-12 28-7-0 36-64 44-5-8 i •: o , _ 4. f Q. s,' _ 2/13/20.06 OVER u'RPO8 5... OVER 3 SUPPORTS " 7' All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. Wo: pd00252 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 'ANSIrrPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION•- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 tl" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: C6 Qty:' 1 Drw : Eng. Job: EJ. ,7 3 RG X -LOC REACT SIZEREO'D TC 2x4 SPP 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION(S) 3-0 5-5 5-5 3-4 3-4 1 0- 1-12 658 3.50" 1.50 BC 2x4 SPP 1650F -1.5E ® See standard details (TX01087001-001 revl). Support 1 -133 lb Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 2-11-1 JWP 1 2 21-10-12 1689 3.50" 2.05" WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 Support 2 -356 lb r C fl ri BC Live 0.00 psf 3 36- 4- 4 886 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -155 lb GAR(,4, 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, 4 44- 3-12 256 3.50" 1.50" Mark all interior bearing locations. MULTIPLE LOAD CASES. Support 4 -41 lb RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. Install interior support(s) before erection. This truss is designed using the Q 50 n the truss material at each bearing 445-8 End verticals are designed for axial loads CBC -01 Code. W O: C1 1 11 12 13 7-4-15 7-4-15 6-10-15 7-10-15 6-7-15 only unless noted otherwise. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL END CSI 14-9-13 21 29-7-11 36-3-9 Extensions above or below the truss profile Truss Location End Zone 1-2 4 0.00 0.35 0.35 (if any) have been designed for loads Hurricane/Ocean Line - No Exp Category - C 0.02 0.35 0.36 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 2-3 3-4 -1545 -800 0.00 0.37 0.37 the end of the extensions have not been Mean roof height 13.32 ft, mph 80 4-5 1568 0.23 0.37 0.60 considered unless shown:'A drop -leg to an CBC Special Occupancy, Dead Load 10.2 psf 5-6 -298 0.00 0.35 0.35 otherwise unsupported wall may create a 6-7 345 0.05 0.41 0.46 hinge effect that requires additional design 7-8 -5 0.00 0.41' 0:47^ - . " '-` consideration (by others) . BC FORCE AXL END CSI • . , _ - 9-10 1520 0.23 0:11''.0:34 t 0..-7.1 1320- 0.20 0:09 .0.29 s '• ' ' ? ' f „ • - . 1-12 - -420- 0.00 0.19 '0:19• 2-13 -739 0.00 0.19 0.19 MAX DEFLECTION (spin)e 3-14 338 0.01 0.19 0.20 L/999 MEM 10-11 (LIVE) LC 4-15 142 0.00 0.19 0.19 L= -0.10" D= -0.09" T= -C.1 WEB FORCE CSI WEE FORCE CSI Joint Locations 9-1 -144 0.08 5-12 -1292 0.56 1 0- 0- 0 10 7- 4-15 1-16 0 0.00 5-13 553 0.19 2 6- 4- 3 11 14- 9-13 2-9 -1590 0.63 6-13 -228 0.06 3 12- 8- 7 12 21- 8-12 2-10 88 0.03 6-14 -711 0.42 4 19- 0-10 13 29- 7-11 3-10 276 0.10 7-14 -544 0.14 5 25- 4-14 14 36- 3- 9 3-11 -708 0.17 7-15 -153 0.14 0.43 15-8 -151 0.08 611-3 6-0-3 6-4-3 6-0-3 6-0-3 6-4-3 6-4-3 6 31- 9- 1 15 44- 7 38- 1- 5 16 0- 5- 8 0- 0 4-11 4-12 1243 -1455 0.43 8-17 0 0.00 6-4-3 12-8-7 19-0-10 25-4-14 31-9-1 38-1-5 44-5-8 8 44- 5- 8 17 44- 5- 8 9 0- 0- 0 1 2 3 4 5 6 7 8 025 T 6 Eng. Job: EJ. ,7 3 T Chk: LG 5-0 -1 3 3-6 3-0 5-5 5-5 3-4 3-4 5-0-1 TC Live 20.00 psf 1 Ira -0-1 1 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 2-11-1 JWP 1 Rep Mbr Bnd 1.15 B 3-0 5-5 4 Bra 5-5 3 B3 3-4 B4 r C fl ri BC Live 0.00 psf O.C.Spacing 2- 0- 0 W:308 21-10-1 W:308 36 4 4 R:1689 W:308 R-86 W:308R:658 11:256 GAR(,4, 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, U:-133 U:-356 U:-8155 U:41 • Q 50 9 10 445-8 14 W O: C1 1 11 12 13 7-4-15 7-4-15 6-10-15 7-10-15 6-7-15 8-1-1515 7-4-15 14-9-13 21 29-7-11 36-3-9 44-5 v V'.kQ YVV 2/13/2006 4`VEV4;S{,rF3rG,r`_. OVER 4SUPPORTS. . All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00252 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any rte s 75-11 O St. Charles pl. Ste -11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. Desert, PalmDesert 'ANSl1TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responslbllilles,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name: VISTA"CORDOVA / LEGACY HOMES Truss -ID: C7 fit : 1 Drw : G X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650P-1.59 Plating Spec ANSI/TPI - 1995 UPLIFT REACTIONS) 1 32- 9- 4 410 3.50"1.50" BC 2x4 SPF 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -146 lb 2 40-10- 8 78 3.50" 2.05" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 4 -167 lb 3 42- 8- 0 9 3.50" 1.50" 2x4 SPF 1650F -1.5E 2-6 PLATE VALUES PER ICBO RESEARCH REPORT #1607. HORIZONTAL REACTION(S) 4 44- 5- 8 377 3.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. support 1 -155 lb G REQUIREMENTS shown are based ONLY End verticals are designed for axial loads Drainage must be provided to avoid ponding. support 2 543 lb n the truss material at each bearing only unless noted otherwise. This truss is designed using the support 3 235 lb Extensions above or below the truss profile CBC -01 Code. support 4 -543 lb TC FORCE AXL END CSI (if any) have been designed for loads Bldg Enclosed Yes, Importance Factor - 1.00 1-2 -370 0.00 0.48 0.48 indicated only. Horizontal loads applied at Truss Location End Zone 2-3 -5 0.00 0.48 0.48 the end of the extensions have not been Hurricane/Ocean Line = No , Exp Category - C considered unless shown. A drop -leg to an Bldg Length - 40.00 ft, Bldg Width - 20.00 ft BC FORCE AXL Brie CSI otherwise unsupported wall may create a Mean roof height -= 13.32 ft, mph80 =10.2 4-5 155 0.02 0.03 0.05 hinge effect that requires additional design CBC Special Occupancy, Dead Load = psf ' 5-6 543 0.08 0.06 0.15 consideration (by others). WEB FORCE CSI- WEB FORCE CSI - - 4-1 -393 0.21 2-6 -574 0.41 _ - 1-7 0 0.00'- 6-3 -178 0.09 1-5 ' 487 0.17 3-8 > 0 0.00 _ ,. - [' _ r 2-5_ -316 0.08 -. - • '- ' B1 4-5-1 4-5 1 2 Or 25 7-4-15 11-10-0 3 MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC L= -0.01" D= -0.01" T= - .01 Joint Locations 1 0- 0- 0 5 2-11- 5 2 4- 5- 1 6 11-10- 0 3 11-10- 0 7 0- 0- 0 4 0- 0- 0 8 11-10- 0 O U/1r74 wAl U -C is, owl 2 E OF 32-7-8 4 5 ,.__-__7 - d^ - ,. rl 1 ` •72_1 9.4 A.1, . _ .. 4 8-10-11 STUB 2-11-52/13/2006 :i:i-., .+ - tr • f . ' -,r " 1,-10-0 f - id '". .. _.,.'_ ?.e,j?M .nr ....'i. ?ix'.+ e::: t fl4r' 3'LP"i?..A $ O til ).._ OVER SUPPORTAS'SHO% N All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Eng. Job: EJ. Chk: LG WO: pd00252 T R U S S WO R KS A Company You Can Trussl p y and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utillzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any DS nr: LG g TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm DesertCA. 92211 r Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI 1','WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spaeing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 Wob Name: VISTA CORDOVA / LEGACY HOMES Truss`ID: C8 Qty: 1 Drwg: I G X -LOC REACT SIZE REQ'D 1 0- 1-12 677 3.50" 1.50" 2 36- 4- 4 1461 3.50" 2.03" 3 21-10-12 1891 3.50" 2.74" 4 44- 3-12 182 3.50" 1.50" G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE 1-2 -1768 2-3 -1124 3-4 1404 4-5 -1073 5-6 457 6-7 -5 BC- 'FORCE S-9 -2 9-10 1826 0-11 1081 1-12 -1076 2-13 1058 3-14 -406 4-15 -383 AXL BI4D CSI 0.08 0.71 0.79 0.01 0.62 0.62 0.21 0.63 0.84 0.00 0.63 0.63 0.07 0.66 0.73 0.00 0.66 0.67 AXL BND CSI 0.00 0.08 0.08 0.17 0.09 0.27 0.08 0.18 0.27' 0.00 0.19 0.20 0.10 0.36 0.46 0.00 0.34 0.34 0.00 0.11 0.12 TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTIONS) : = 20.00 ft BC 2x6 HF 1650F-1.51 ® See standard details (TX01087001-001 revl). Support 1 -147 lb WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -290 lb 2x4 SPF 1650F -1.5E 1-9, 2-10 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -396 lb 3-11, 4-12 MULTIPLE LOAD CASES. Support 4 -81 lb 6-15 PLATS VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the Install interior support(s) before erection. Mark all interior bearing locations. CBC -01 Code. 44- 5- 8 0.6 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Bldg Enclosed = Yes, Importance Factor = 1.00 prevent rotation/toppling. See SCSI 1-03 End verticals are designed for axial loads Truss Location = End Zone and ANSI/TPI 1. only unless noted otherwise. Hurricane/Ocean Line - No , Exp Category = C Extensions above or below the trues profile Bldg Length - 40.00 ft, Bldg Width = 20.00 ft ® (if any) have been designed for loads Mean roof height - 13.32 ft, mph 80 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ' indicated only. Horizontal loads applied at " ' CBC Special Occupancy, Dead Load - '10.2 psf T R U S S WO R KS A Company You Can Truss! p y ' the'end of the extensions have not been ' . ----------LOAD CASE #1 DESIGN LOADS --------------- O.C.Spacing 2- 0- 0 Design Spec CBC -01 • considered unless shown. A drop -leg to an Dir L.Plf L.Loc R.Plf R.Loc LL/T otherwise unsupported wall may create a `^ ^" TC Vert 60.00 0- 0- 0 60.00 44- 5- 8 0.6 ' '•` •; - - "' ''"`'' '-liin§e' effect that requires additional des'i`gn'^ "" BC Vert 14.00 0- 0- 0 -14.00 44- 5- 8 0.0 donaideration'(by others). ` ' "T` ...Type... lbs X.Loc -LL/TL- ' "- "• "' •` -F 0.59 BC Vert '' 286.0 28'- 4- 8•-• 0.54 _ ] °• - ` .. • r bi' s' ..4 .' l r rr :: G4 I 3Z, 5-Q-- 0.- . BC Vert ( _ 4.36 .0 X32,, -j6_ -C,0- 0.54 r _ , MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE) LC 424-1 L= -0.13" D= -0.11" T= WEB FORCE CSI WEB FORCE CSI 8-1 -619 0.31 4-12 1938 0.29 1-16 0 0.00 5-12 272 0.07 1-9 1807 0.27 5-13 -1573 0.71 2-9 -305 0.06 6-13 -328 0.07 2-10 -825 0.55 6-14 -363 0.08 3-10 275 0.10 6-15 405 0.06 3-11 -2380 0.74 15-7 -177 0.09 4-11 -1116 0.22 7-17 0 0.00 7-0 7-4-15 7-4 7-4-15 7.4155 7-4-15 7-4-15 14-9-13 22-2-12 29-7-11 37-0-9 44-5-8 1 2 3 4 5 0 T 6 50-0 3 3-4 5-7 3-6 5-6 1 I2-0.1 i - - 3-0 3-7 8-8 3 7-8 BI W:308 21-10-1 6330 R:677 8 U:-147 28i;196 6 7 3-7 T 5-M 2-11-1 2HIP :111-4B2 3-4 84 4 4 W:308 W:308 R:1461 R:182 436# U:-290 U:-81 Joint Locationa 1 0- 0- 0 10 14- 9-13 2 7- 4-15 11 22- 2-12 3 14- 9-13 12 29- 7-11 4 22- 2-12 13 36- 4- 4 5 29- 7-11 14 37- 0- 9 6 37- 0- 9 15 44- 5- 8 7 44- 5- 8 16 0- 0- 0 8 0- 0- 0 17 44- 5- 8 9 7- 4-15 8 9 10 511 12 134 15 W li 0 7-415 7-4-16 7 -4 -IS 7-415 s e-9 7 a a 0 7-4-15 14-9-13 22-2-12 29-7-11 36-4-4 44-5-8 \` 0 4i/ % 0. 2/13/2006 OVER 4 SUPPORTS (, r All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG TC Live 20.00 psf TC Dead 10.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S WO R KS A Company You Can Truss! p y utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, 'ANSVTPI ,' WTCA 1'. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, BC Live 0.00 psf BC Dead 7.00 psf O.C.Spacing 2- 0- 0 Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: C9A Qty: 1 Drw : v _g W a ej _/ V RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI%TPI'- 1995 Required bearing widths and bearing areas 1 32- 9- 4 277 HGR 1.50 BC 2x4 SPP 1650P-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 36- 4- d 954 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICSO RESEARCH REPORT #1607. Support 1 -312 lb n the truss material at each bearing This trues is designed using the End verticals are designed for axial loads Support 2 -299 lb G HANGER/CLIP NOTE CBC -01 Code. only unless noted otherwise. T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads the loading Imposed by the local building code and the particular application. The design assumes that the top chord 1 Hanger TBE* Bldg Enclosed = Yes, Importance Factor = 1.00 Extensions above or below the truss profile utilized on this design meet or exceed Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigld sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 20.00 psf TC Dead 10.00 psf HANGER(S) TO BE ENGINEERED Truss Location - End Zone (if any) have been designed for loads BC Live 0.00 psf O.C.Spacing 2- 0- 0 upport Connections)/Hanger(s) are Hurricane/Ocean Line - No , Exp Category - C indicated only. Horizontal loads applied at Design Spec CBC -01 Phone (760) 341-2232 not designed for horizontal loads. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft the end of the extensions have not been Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Mean roof height = 13.30 ft, mph80 =10.2 considered unless shown. A drop -leg to an TC FORCE AXL END CSI CBC Special Occupancy, Dead Load psf otherwise unsupported wall may create a 1-2 500 0.07 0.30 0.37 '- hinge effect that requires additional design ' 2-3 -4 0.00 0.30 0.30 consideration (by others). BC FORCE AXL B14D CSI 4-5 -2 0.00 0.19 0.19 5-6 -342 0.03 0.23 0.26 NEB FORCE CSI- I&B, FORCE -CSI 4-1 323 0.11 2-6 •379 0.15 1-7 0 0.00 6-3 -129 0.07 " 1-5 -597 0.24 3-8 0 0.00 2-5 -556 0.12 B1 4-5-1 5-57 4-5-1 9-10-8 MAX DEFLECTION (span)'i L/999 MEM 4-5 (LIVE) LC L= -0.03" D= 0.00" T= - MAX DEFLECTION (cant) :VE) L/476 MEM 5-6 (LILC L= 0.15" D= -0.04" T= Joint Locations 1 2 3 1 0- 0- 0 5 3- 8-12 2 4- 5- 1 6 9-10- 8 3 9-10- 8 7 0- 0- 0 025 4 0- 0- 0 8 9-10- 8 I 4-10-10 SHIP t-10-9 l 03" 12" W:308 W:308 R:277 R:954 v _g W a ej _/ V U:-312 U:-299 + 9-_1_0-8 4+ b z 6 , 1-11$ ( - : r 32-7-8 t,ti,sl5 ----( r 3-6=,2_ __ - ) 6-1-12 :.:.._ _. STATE STUB 3-8-12 t 9-10-8ak 2/13/2006 . All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Eng. Job: EJ. Chk: LG WO: pd00252 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr• LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads the loading Imposed by the local building code and the particular application. The design assumes that the top chord DurFacs L=1.25 P=1.25 A Company You Can Trussl utilized on this design meet or exceed Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigld sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Live 20.00 psf TC Dead 10.00 psf Rep Mbr Bnd 1.15 rte Charles pl. Ste -11 A 75-110 St. Chapls environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desertr 9 'ANSUrPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf I Seqn T6.5.0 - 0 03" 12" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: C9B Qty: 2 Drw : 4 4 5-5 1.5-3 T 50-1 3 3 6 G X -IAC REACT SIZEREQ'D TC 2x4 SPF 1650P-1.58 web bracing required at each location shown. Required bearing widths and bearing areas SHIP 0- 1-12 655 3.50" 1.50 BC 2x4 SPP 1650F -1.5E ® See standard details (TX01087001-001 revl). apply when truss not supported in a hanger. 5-5 1 2 21-10-12 1688 3.50 2.42" WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 UPLIFT REACTION S) : W:308 W:308 R:655 R:1688 R:65 lrl ! 3 28- 2-12 65 3.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -169 lb RG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. MULTIPLE LOAD CASES. Support 2 -440 3 lb lb n the truss material at each bearing Drainage must be provided to avoid ponding. Install interior support(s) before erection. Support -386 RG HANGER/CLIP NOTE This truss is designed using the End verticals are designed for axial loads 3 Hanger TBE* CBC -01 Code. only unless noted otherwise. HANGER(S) TO BE ENGINEERED Bldg Enclosed - Yes, Importance Factor - 1.00 Extensions above or below the trues profile upport Connections)/Hanger(s) are Trues Location - End Zone (if any) have been designed for loads not designed for horizontal loads. Hurricane/Ocean Line = No Exp Category = C indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width - 20.00 ft the end of the extensions have not been - TC FORCE AXL BND -CSI Mean roof height = 13.15 ft,-mph80 =10.2 considered unless shown. A drop -leg to an 1-2 4 0.00 0.36 0.36 CBC Special Occupancy, Dead Load = psf otherwise unsupported wall may create a 2-3 -1538 0.02 0.36 0.3E hinge effect that requires additional design 3-4 -779 0.00 0.37 0:38 consideration (by'others). , 4-5 1501 0.22 0.37 0.60- 5-6 -3 0.00 0.27 0.27- : BC FORCE: AXL' BND CSI' - _ - -.. - - - - f i ' ...--' `i• 1 - ,• ..=tiJ J : a ::n 7-8'1. 1520' 0.23.0.11'0:34" - ,. _ - ,`i_ .J - MAX DEFLECTION (span) 8-9 1283 0.19 0.09 0.28 L/999 MEM 8-9 (LIVE) LC 9-10 -306 0.00 0.17 0.17 L= -0.09" D= -0.10" T= -C.: 0-11 -537 0.00 0.17 0.17 REB FORCE CSI WEB FORCE CSI 1 Joint Locations 0- 0- 0 7 0- 0- 0 7-1 -143 0.08 4-9 1213 0.42 2 6- 4- 3 8 7- 4-15 1-12 0 0.00 4-10 -1502 0.46 3 12- 8- 7 9 14- 9-13 2-7 -1590 0.65 5-10 -1283 0.54 .m. m 4 19- 0-10 l0 21- 9-12 2-e 90 0.03 5-11 685 0.24 6 -3 6.4-3 6-4-3 6.46.4_ 1 5 25- 4-14 11 28- 4- 8 3-8 272 0.09 6-11 79 0.02 19-0-10 25-4-14 'L ' 6 28- 4- 8 12 0- 0- 0 3-9 -687 0.17 6-0-3 12-8-7 1 2 3 4 5 6 02- T 2 4 4 5-5 1.5-3 T 50-1 3 3 6 5-5 T 5-0-1 T SHIP t2.1-1 2-01 1 5-5 3.6 B1 5 3-4 21-10-12 B2 B3 W:308 W:308 W:308 R:655 R:1688 R:65 lrl ! U:-169 U:-440 U:-386 28-4-8 7 8 9 10 11 16-1.0 7.4-15 7-4-15 6-11-15 6-6-12 A! - xx LQ STUB 7-4-15 14-9-13 21-9-12 28-4-8 x/13/2006 :.* i n•; ,+: .. ?` 'k f5 Z': F7, 3 Sa3RPORTS OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss l Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert CA. 9pl. s and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -01 Desert, 'ANSIrrPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION'- P 9 P Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf I Seqn T6.5.0 - 0 Job Name': VISTA CORDOVA / LEGACY HOMES- Truss ID- C9C Qty: 1 Drwg: v . IRG x -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT RHACTION(S): lb 1 30- 8- 4 302 3.50" 1.50" BC 2x4 SPP 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -138 2 36- 4- 4 893 3.50" 1.50" WEB 2x4 HP STUD be to avoid MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 2 -275 lb This trues is designed using the IRG REQUIREMENTS Shown are based ONLY Drainage must provided ponding. End verticals are designed for axial loads CBC -01 Code. TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf P TOTAL 37.00 psf 'n the trues material at each bearing only unless noted otherwise. Bldg Enclosed - Yes, Importance Factor = 1.00 Extensions above or below the trues profile Truss Location = End Zone TC FORCE AXL HND CSI (if any) have been designed for loads Hurricane/Ocean Line = No Exp Category = C 1-2 486 a.07 0.44 0.52 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 2-3 -4 0.00 0.44 0.44 the end of the extensions have not been Mean roof height - 13.30 ft, mph80 =10.2 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load psf BC FORCE AXL END CSI otherwise unsupported wall may create a 4-5 -2 0.00 0.16 0.16 '0.03 hinge effect that requires additional design 5-6 -331 0.26 0.29 ' - consideration (by others). WEB FORCE CSI WEB FORCE CSI _ - 4-1. -245 0.13 2-6 367 0.19 - - 1-7 00.00 6-3 -125 0.07 1-5 -523 0.42 3-8 0 0.00 2-5' -620 0.14 - - MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC L= -0.06" D= -0.01" T= MAX DEFLECTION (cant) : 6.6-1 5-5-7 L/428MEM 5-6 (LIVE) LC 6-0-1 11-11-8 L= 0.17" D= -0.03" T-- =Joint JointLocations 1 2 3 2 6- 6- 1 6 11-11-18 3 11-11- 8 7 0- 0- 0 -- 01 25 4 0- 0- 0 8 11-11- 8 T 5-0-1 SHIP R, jH 1 2-10-9 GAR Co(,Q 08" 14" 1 3-4 B1 24 B2 5-5 6-0-0 v . W:308 W:308 11:302 11:893 U:-138 U:-275 11-11-8 tsr A 4 1-111-8 STUBSTUB _, 2/13/2006 •- ( All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16"= 1' ® T R U S S WO R KS A Company You Can Trussl pl. s 75-110 St. Charles pl. ste-11 A Palm Desert, Charles r Phone (760) 341-2232 Fax # (760) 341-2293 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI ", WTCA 1' - Wood Truss Council of America Standard Design Responsibilities•'BUILDING COMPONENT SAFETY INFORMATION' - (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: EJ. Chk: LG Dsgnr• LG WO: pd00252 TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf P TOTAL 37.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design $ ec CBC -01 g P Seqn T6.5.0 - 0 08" 14" Job Name: VISTA'CORDOVA / LEGACY HOMES ' `truss ID: C10 Qty: 1 Drw :- .. -. RG X -LOC REACT SIZEREQ'D TC 2x4 SPP 1650F-1.SE Web bracing required at each location shown. UPLIFT REAC7'ION(S) : 1 0- 1-12 679 3.50"1.50 BC 2x6 HF 1650F-1.51 ® See standard details (TX01087001-001 revl). Support 1 -151 lb 2 21-10-12 2027 3.50"2.96" WEB 2x4 HF STUD Plating epee : ANSI/TPI - 1995 Support 2 -412 lb 3 36- 4- 4 1382 3.50" 1.90" 2x4 SPP 1650P -1.5E 8-2, 3-10 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -280 lb RG REQUIREMENTS shown are based ONLY 4-11 MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each bearing Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. CBC -01 Code. s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf Drainage must be provided to avoid ponding. Install interior support(s) before erection. Bldg Enclosed = Yea, Importance Factor - 1.00 TC FORCE AXL HND CSI End verticals are designed for axial loads Permanent bracing is required (by others) to Truss Location - End Zone 1-2 6 0.00 0.61 0.61 only unless noted otherwise. prevent rotation/toppling. See SCSI 1-03 Hurricane/Ocean Line - No Exp Category - C 2-3 -1593 0.02 0.61 0.63 Extensions above or below the truss profile and ANSI/TPI 1. Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 1355 0.20 0.63 0.83 (if any) have been designed for loads Mean roof height = 13.30 ft, mph 80 4-5 -1514 0.01 0.63 0.64 indicated Only. Horizontal loads applied at CBC Special Occupancy, Dead Load = 10.2 psf 5-6 445 0.05 0.53 0.58 '- the end of the extensions have not been •" "" ----------LOAD CASE #1'DESIGN LOADS --------------- 6-7 -4 0.00 0.49 0.49 considered unless shown. A drop -leg to an Dir L.Plf - L.Loc R.Plf R.Loc LL/T otherwise unsupported wall may create a TC Vert, 60.00 0- 0- 0 60.00 42- 6- 0 0.6 BC FORCE AXL HND' CSI ' hinge effect that requires additional -design '` ""` -^` " BC Vert 14.00 -0- 0- 0 14.00 42- 6- 0 0.0 B-9 1776 0.17 0.13'0.30 consideration (by others). •:•Type.•• ` -,lbs ' ••X.LOc LL/TL '" ` 9-10 1098 0.09 0.18 0.26 "' '9` `" - - s BC Vert 286:0 -28- 4- 8 0.54 0-11 -1197' 0.01'0:20 0.20: "4^ • • '-f '' '"- "d"` .: 3t:rn c BC Vert -,-x.436,0 • 32- 6- '0 0.54 - _ 1-12 1520 0..14 0.45 0.58 . - J .: .. a' 4 s4 ' _. !>. 2-13 349 "0.00 0.28 -0.28, .. ,. ., Y :i. - + -- .... - r• ...F i ... :. a • MAX DEFLECTION (span) WEB FORCE CSI NEB FORCE CSI L/999 MEM 9-10 (LIVE) LC 8-1 -181 0.09 4-11 2493 0.35 L= -0.12" D= -0.09" T= - 1-14 0 0.00 5-11 256 0.07 MAX DEFLECTION (cant) : 2-8 -1826 0.51 5-12 -1512 0.68 L/775 MEM 12-13 (LIVE) LC 2-9 -267 0.10 6-12 -554 0.12 L= 0.10" D= 0.02" T= 3-9 600 0.21 6-13 -384 0.27 3-10 -2345 0.68 13-7 -126 0.06 Joint Locations 4-10 -1256 0.24 7-15 0 0.00 1 0- 0- 0 9 10-11- 6 2 7- 4-15 10 21-10-12 3 14- 9-13 11 29- 1- 8 7-4-15 7-4-15 7-0-15 7-8-15 7.4 5-5-7 4 21-10-12 12 36- 4- 4 i 7-4-15 14-9-13 21-1042 29-7-11 37-0.9 42.6-0 5 29- 7-11 13 42- 6- 0 6 37- 0- 9 14 0- 0- 0 7 42- 6- 0 15 42- 6- 0 1 2 3 4 5 6 7 8 0- 0- 0 0 T 4 15 T 5-0 3 4 3 50-1 3 3-7 6-6 3-7 5-0-1 1 I2-0-1 12-10-9 I SHIP r B1 3-7 7-8 3- B2 7-8 63 3 3-4 1 1 GQVIi TcC% W:308 21-10-1 W:3 '308 16-0-0 1 0,GAR(,q A. R:-15 R:2 382 w GJ U:-151 U:-4 6# 4361F1 280 J 42-6-0 es 4 G14 p't 8 9 10 11 12 13 11-1 a• , 10-11-6 10-11-6 7-27-2122 7-2-1_2 6-1-12 IT 10-11 6 21-10-12 29-1-8 36-4-4 42 6a2 s o sTU6 1 QpP O 1 ISrAiE 2/13/2006. ... .,t> • '. D'V ER 3 SUPPORTS OVER 3 SUPPORTS : All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFees L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 CA9pl. Palm Desert, . and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSUTPI 1% WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 lWisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job'Name: VISTA CORDOVA / LEGACY HOMES Truss -1D: C11 Qt : " 7 Drw - RG X -IOC REACT SIZE REQ'D TC 2x4 SPP 1650P-1.58 Web bracing required at each location shown. UPLIFT REACTION(S) ' 1 0- 1-12 688 3.50" 1.50•• BC 2x4 SPP 1650F-1.SE ® See standard details (TX01087001-001 revl). Support 1 -144 lb 2 21-10-12 1709 3.50" 2.07'• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -343 lb 3 36- 4- 4 962 3.50" 1.50•' 2x4 SPF 165OP-1.58 1-9, 2-10 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -187 lb RG REQUIREMENTS shown are based ONLY 4-12 MULTIPLE LOAD CASES. This truss is designed using the n the truss material at each Dearing Mark all interior bearing locations. PLATE VALUES PER ICBG RESEARCH REPORT #1607. CBC -01 Code. Drainage must be provided to avoid ponding. Install interior support(s) before erection. Bldg Enclosed - Yes, Importance Factor - 1.00 TC FORCE AXL END CSI End verticals are designed for axial loads Truss Location = End Zone 1-2 -1715 0.07 0.59 0.66 only unless noted otherwise. Hurricane/Ocean Line - No , Exp Category = C 2-3 -1181 0.01 0.54 0.55 Extensions above or below the truss profile Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 3-4 1178 0.17 0.53 0.70 (if any) have been designed for loads Mean roof height - 13.30 ft, mph = 80 4-5 -697 0.00 0.53 0.53 indicated only. Horizontal loads applied at CBC Special Occupancy, Dead Load 10.2 psf 5-6 485 '0.07 0.49 0.56 the end of the extensions have not been 6-7 -4 0.00 0.41 0.41 considered unless shown. A drop -leg to an ° otherwise unsupported wall may create a BC FORCE AXL BND CSI '"'- ' "'hinge effectthat requires additional design 8-9'. - ''=3' 0.00 0*.15 0.15 consideration (by others). 9-10 1823' 0.27 0.10 0.37 - 0-11' ; 1138 0.17 0.16 0.33 1-12' -3064 0.00 0.18 0.19. 1s, 2-13;... 767 0.11 O.rS 0.26 3-14 -333 0.03 0.27 0.31 - r MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE) LC 25 WEB FORCE CSI WEB FORCE CSI L= -0.141' D= -0.1411 T= -C.; 8-1 -645 0.34 4-12 1539 0.22 MAX DEFLECTION (cant) : 1-15 0 0.00 5-12 -356 0.07 L/393 MEM 13-14 (LIVE) LC 1-9 1762 0.26 5-13 -850 0.91 L= 0.19" D= -0.02" T= CA 2-9 -334 0.07 6-13 -600 0.13 2-10 -732 0.50 6-14 369 0.19 Joint Locations 3-10 287 0.10 14-7 -127 0.07 1 0- 0- 0 9 7- 4-15 3-11 -2308 0.70 7-16 0 0.00 2 7- 4-15 10 14- 9-13 4-11 -963 0.19 3 14- 9-13 11 21-10-12 7-47 415 7-4-15 7-0-15 7$ 7-415 5-5-7 4 21-10-12 12 29- 1- 8 7-4-15 14-9-13 21-10-12 29-7-11 37-0-9 42-6-0 5 29- 7-11 13 36- 4- 4 6 37- 0- 9 14 42- 6- 0 7 42- 6- 0 15 0- 0- 0 1 2 3 4 5 6 7 8 0- 0- 0 16 42- 6- 0 025 T 5 16 T 50_1j2 3 3-4 6-6 4-4 5-5 3 4 3 5-0-1 I 1 I2-0-1 12-10-91SHIP B1 2-4 3-6 5-5 3 62 5-5 63 3 3-4 1TE r W:308W:308 W:308 6-0 R:688 21-10-1 R:1709 R: 62 -0 GA OO U:-144 U:-343 U:-187 CO 4 1 S \ 42-6-0 3 C. 8 9 10 11 12 1 - 1-118 CC 7-4-15 7 4-15 7-0-15 7-2-12 7-2-12 6-1-12 - V , OQfi• 7-4-15 14-9-13 21-10-12 29-1-8 36-4-4 42-6-0 STUB P f NATE { - s cc 4. 2/13/2006. i OVER3SUPPORTS' %),'i All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' avallabie as output from Truswal software, Palm Desert, CA. 92211 'ANSVTPI 1','WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofdo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Trus,61M C12 Qty: 1 Drw : " RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.56 Web bracing required at each location shown. UPLIFT REACTIONS) 1 0- 0- 0 133 3.50"1.50'° BC 2x4 SPP 1650F-1.58 ® See standard details (TR01087001-001 revl). Support 1 -67 lb 2 1-10- 4 29 3.50"2.07" WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 Support 5 -176 lb 3 3- 8- 7 25 3.50" 1.50'° 2x4 SPP 1650F-1.SE 1-9, 2-10 THIS DESIGN IS THE COMPOSITE RESULT OF Support 8 -39 lb 4 5- 6-11 26 3.50" 1.50" 3-11, 4-12 MULTIPLE LOAD CASES. Support 9 -277 lb 5 7- 4-15 428 3.50" 1.50 Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 10 -271 lb 6 9- 2- 3 23 3.50" 1.50" Drainage must be provided to avoid ponding. Install interior support(s) before erection. HORIZONTAL RSACTION(S) 7 10-11- 7 37 3.50" 1.50" This truss is designed using the End verticals are designed for axial loads support 5 -228 lb 8 12- 8-12 4 3.50" 1.50" CBC -01 Code. only unless noted otherwise. support 9 385 lb 9 14- 6- 0 1363 3.50" 1.50" Bldg Enclosed - Yes, Importance Factor - 1.00 Extensions above or below the truss profile support 10 -369 lb 10 36- 4- 4 1227 3.50" 1.50" Trues Location - find Zone (if any) have been designed for loads RG REQUIREMENTS shown are based ONLY Hurricane/Ocean Line - No , Exp Category = C indicated only. Horizontal loads applied at n the truss material at each bearing Bldg Length - 40.00 ft, Bldg Width - 20.00 ft the end of the extensions have not been ' Mean roof height - 13.30 ft, mph80 =10.2 'considered unless shown. A drop -leg to an 'TC FORCE AXL BND CSI CBC Special Occupancy, Dead Load = psf otherwise unsupported wall may create a ' 1-2- "288 0.04 0.58 0.62 "- "' " " 'Binge effect that requires additional design 2-3- '83B 0.12 0.58 0.70 " " " " ' consideration (by others). 3-4 -1326 0.01 0.46 0.47 4-5 -1606 0.01 0.45 0.46 .. 5-6. 487 0.07 0.43 0.50. ." .. - 6-7. -4 0.00 0.43 0.43 . .. .. .._ '1 • ". _ l . _.. MAX DEFLECTION (span) BC FORCE AXL HND CSI L/999 MEM 11-12 (LIVE) LC 8-9 0 0.00 0.01 0.01 L= -0.12" D= -0.11" T= - 9-10 0 0.00 0.15 0.15 MAX DEFLECTION (cant) : 0-11 -701 0.00 0.15 0.15 L/614 MEM 14-15 (LIVE) LC 1-12 1450 0.20 0.09 0.29 L= 0.12" D= 0.02" T= 2-13 1594 0.19 0.12 0.31 3-14 -330 0.02 0.19 0.21 Joint Locations 4-15 -331 0.03 0.19 0.21 1 0- 0- 0 10 14- 9-13 2 7- 4-15 11 22- 2-12 WEB FORCE CSI WEB FORCE CSI 3 14- 9-13 12 29- 7-11 8-1 -123 0.07 4-12 -175 0.12 7-4-15 7-4-15 7-4-15 7-4-15 7-4-15 5-5-7 4 22- 2-12 13 36- 4- 4 1-16 0 0.00 5-12 152 0.06 7-4-15 14-9-13 22-2-12 29-7-11 37-0-9 42-6-0 1-9 -290 0.19 5-13 -1628 0.86 6 37- 0-19 15 42- 6- 0 2-9 -350 0.07 6-13 -595 0.13 7 42- 6- 0 16 0- 0- 0 2-10 -647 0.44 6-14 -405 0.08 1 2 3 4 5 6 7 8 0- 0- 0 17 42- 6- 0 3-10 -1080 0.20 6-15 366 0.14 9 7- 4-15 3-11 2105 0.29 15-7 -126 0.07 4-11 -508 0.10 7-17 0 0.00 0.25 17 T 5-0-1 J2-10-9jSHlP 0-M 1 -0 I W 42-6-0 < OXI 8 9 10 11 12 - - 134 15 1-11-8 x °a• x,001 Q 7-47-4 7-4-15 7-47-415 7-4-156 8_I TUB J1 Nk% 7-4-15 14-9-13 22-2-12 29-7-11 36-4-4l t f srAh c>F 2/13/20.06 L?1ERShf`iDR .''3&SfJl+'t'!`' xOVERSUPPORTASSHOWN y, All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desertrte 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, + 'ANSI/TPI V,'WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 23" 14" Job Name: VISTA CORDOVA / LEGACY HOMES Truss -ID: C13 Qtyr: 6 Drw : RG X_LOC REACT SIZE REQ'D TC 2x4 SPP 165OF-1.59 web bracing required at each location shown. UPLIFT REACTIONS) 1 0- 1-12 429 3.50" 1.50 BC 2x4 SPP 1650F-1.59 ® See standard details =01087001-001 revl). Support 1 -76 lb unless noted. Scale: 3/32" =r1' 2 14- 4- 4 1654 3.50"2.37" WEB 2x4 HF STUD WO: pd00252 Plating spec : ANSI/TPI - 1995 Support 2 -336 lb 3 36- 4- 4 1239 3.50" 1.50" 2x4 SPP 1650P-1.SE 1-9, 3-11 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -263 lb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads RG REQUIREMENTS shown are based ONLY 5-13 MULTIPLE LOAD CASES. This truss is designed using the DurFacs L=1.25 P=1.25 In the truss material at each bearing Mark all interior bearing locations. is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othervdse PLATE VALUES PER ICBO RESEARCH REPORT #1607. CBC -01 Code. noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead Drainage must be provided to avoid ponding. Install interior support(s) before erection. Bldg Enclosed - Yes, Importance Factor - 1.00 BC Live TC FORCE AXL END CSI PalmDesert CA92211 Desert, . and Cutting Detail Reports' available as output from Truswal software, and brace t1NTCA 1' Wood This truss In accordance with the following standards: 'ANSIrrPI 1', Council America Design Responsibilities. 'BUILDING End verticals are designed for axial loads Truss Location - End Zone Phone (760) 341-2232 1-2 -752 0.00 0.54 0.54 psf only unless noted otherwise. Hurricane/ocean Line - No , Exp Category - C 37.00 psf 2-3 1077 0.15 0.50 0.65 Extensions above or below the truss profile Bldg Length - 40.00 ft, Bldg width - 20.00 ft 3-4 -1326 0.01 0.50 0.51 (if any) have been designed for loads Mean roof height - 13.30 ft, mph80 X10.2 4-5 -1677 0.01 0.48 0.49 indicated only. Horizontal loads applied at CBC Special Occupancy, Dead Load psf 5-6 484 0.07.0.45 0.52 - - the end of the extensions have not been ' 6-7 -4 0.00 0.45 0.45 considered unless shown. A drop -leg to an ' otherwise unsupported wall may create a BC FORCE AXL -BND CSI "' -'" hinge effect that requires additional design - -- -^ -• B=9 -3 0..00 Ot-r3 0.13 '- " " - consideration -(by others). - - - • - 9-10 778 0.12 0.14 0.26 - - - - 0-11 -914' 0.00 0'.18 0.18 , - { , :• - ( .. :: -. _ - ' 1-12• 1546:..0.22'0.12.0..34. t' , 7 - - :- .,. A- .. ' _ - 2-13 1649 '0.23 0.15 0.38 " • - - { -_. "p.• . ..1.-• - - .._ 7=• ..-_ .n ... G 1 ^. 3-14 -331 0.04 0.28 0.31 - MAX DEFLECTION'(91an)* L/999 MEM 12-13 (LIVE) LC WEB FORCE CSI REB FORCE CSI L= -0.13" D= -0.06" T= - 8-1 -385 0.20 4-12 219 0.16 MAX DEFLECTION (cant) : 1-15 0 0.00 5-12 155 0.05 L/390 MEM 13-14 (LIVE) LC 1-9 771 0.12 5-13 -1673 0.99 L= 0.19" D= 0.02" T= 2-9 127 0.04 6-13 -610 0.13 2-10-1557 0.88 6-14 366 0.20 Joint Locations 3-10 -1115 0.21 14-7 -126 0.07 1 0- 0- 0 9 7- 4-15 3-11 2208 0.31 7-16 0 0.00 2 7- 4-15 10 14- 4- 4 4-11 -569 0.11 3 14- 4- 4 11 21- 8- 4 7-4-15 66-1 77-1 7-4-15 7-415 5-5-7 4 22- 2-12 12 29- 0- 4 7-4-15 14-4-4 22-2-12 29-7-11 37-0-9 42.6-0 5 29- 7-11 13 36- 4- 4 6 37- 0- 9 14 42- 6- 0 7 42- 6- 0 15 0- 0- 0 1 2 3 4 5 6 7 8 0- 0- 0 16 42- 6- 0 B1 2-4 W:308 R:429 U:-76 025 3.6 5-7 3-4 5-5 3-0 3 16 T 5-0-1 2-10-9I SHIP 3-4 5 3-6 5-5 4 3-4 1 B2 B3 14 4-4 W:308 W:308 R:1654 R:1239 1 U:-336 U:-263 a 42-6-0 8 9 10 11 12 13 14 1-11-8 7-4-16 6-11-5 7-4-0 7-4 7-4 6-1-12 7.4-15 14-4-4 21-8-0 29-0-4 36-4-4 42-6-0 1STUB 20" 21" OVF-R 3 Sl ipp. o r s g OVER 3 SUPPORTS 2/.13/200,6 e' All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" =r1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R S S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 U WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless othervdse noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr 8nd 1.15 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0. 0 PalmDesert CA92211 Desert, . and Cutting Detail Reports' available as output from Truswal software, and brace t1NTCA 1' Wood This truss In accordance with the following standards: 'ANSIrrPI 1', Council America Design Responsibilities. 'BUILDING BC Dead 7.00 Design Spec CBC -01 Phone (760) 341-2232 - russ of Standard COMPONENT SAFETY INFORMATION'. 1.03) SUMMARY SHEETS' by WrCA TPI. The Truss Plate Institute Is located 583 D'Onofrlo Drive, Madison, psf Fax # (760) 341-2293 (SCSI and'BCSI and (TPI) at Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 20" 21" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: C14 Qty: 1 Drwg: I RG X -IAC REACT SIZE REQ'D 1 0- 1-12 481 3.50" 1.50'• 2 14- 4- 4 727 3.50" 1.50•' 3 36- 4- 4 956 3.50'• 1.50" BRG REINFORCEMENT: RG TYPE FACES NAILS LENGTH 2 BBR 0 0 0" RG REQUIREMENTS shown are based ONLY n the truss material at each bearing TC FORCE AXL END CSI 1-2 -989 0.01 0.66 0.67 2-3 -516 0.04 0.66 0.70 3-4 1014 0.09 0.71 0.80 4-5 -843 0.00 0.61 0.61 5-6 493 0.07 0.58 0.65 6-7 -4 0.00 0.46 0.46 BC FORCE AXL END CSI 8-9 -3 0.00 0.09 0.09 9-10 1012 0.09 0.09 0.18 0-11 414 0.03 0.08 0.11 1-12 -1157 0.00 0.10 0.10 .2-13 873 0.05 0.09 0.14 .3-14 -344 0.00 0.10 0.10 .4-15 -343 0.02 0.09 0.10 WEB FORCE CSI WEB FORCE CSI B-1 -423 0.21 4-12 1250 0.18 1-16 0 0.00 5-12 -281 0.05 1-9 1010 0.15 5-13 -826 0.87 2-9 -151 0.03 6-13 -524 0.11 2-10 -1340 0.65 6-14 -346 0.07 3-10 674 0.18 6-15 378 0.15 3-11 -1472 0.45 15-7 -128 0.06 4-11 494 0.13 7-17 0 0.00 TC 2x4 SPP 1650F -1.5E BC 2x6 HF 1650F -1.5E WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 1-9, 3-11 4-12 Lumber shear allowables are per NDS. install interior support(s) before erection. Permanent bracing is required (by others) to prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Brg*Block Reinforcing (cross -hatched area) attached to required face(s) of the truss at the noted support(s).Attach each block with 10d common nails as indicated evenly spaced and staggered throughout, per NDS. 7-4-15 66-11-77 7-4-15 14-4-5 ®Web bracing required at each location shown. See standard details (TX01087001-001 revl). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). 77-10_7 7-4-15 7-4-15 , 5-5-7 22-2-12 29-7-11 37-0-9 42-6-0 UPLIFT REACTIONS) : 11- 376# +1111# Support 1 -103 lb T3-4 Support 2 -756 lb Chk• LG Support 3 -394 lb 4-4 5-5 3 q 5-5 5-0-1 1 I2-0-1 CBC -01 Code. TC Live 20.00 psf Bldg Enclosed - Yes, importance Factor - 1.00 3-4 7 44 78 34 Ell B2 B3 W:308 14.4-4 W:308 W:308 R:481 R:727 11:956 U:-103 U:-756 U:-394 UPLIFT REACTIONS) : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Support 1 -103 lb ® Support 2 -756 lb Chk• LG Support 3 -394 lb and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions This trues is designed using the T R U S S WO RKS CBC -01 Code. TC Live 20.00 psf Bldg Enclosed - Yes, importance Factor - 1.00 utilized on this design meet or exceed Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise length. This component shall not be placed In any Truss Location - End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install truss in with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Mean roof height = 13.30 ft, mph 80 Desert, 92211 Palm Desert CBC Special Occupancy, Dead Load = 10.2 psf BC Dead 7.00 psf ----------LOAD CASE #1 DESIGN LOADS -------------- (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 42- 6- 0 0. BC Vert 14.00 0- 0- 0 14.00 42- 6- 0 0. ..Type... lbs X.LOc LL/TL TC Vert -376.0 19-10- 0 0.54 TC Vert -399.0 21- 6- 8 0.54 TC Vert -311.0 23- 6- 8 0.54 17 T 2-7112-10-95 0 -7 12-10-95-0 I SHIP 3-4 42-6-0 8 9 10 11 12 134 15 1-11-8 7-4-15 6-116-11=7 77-10-77 7-4-15 6-8-5 I T TUB 7-4-15 14-4-5 22-2-12 29-7-11 36-4-0 MAX DEFLECTION (span) : L/999 MEM 11-12 (LIVE) LC L= 0.08" D= 0.05" T-- MAX =MAX DEFLECTION (cant) : L/999 MEM 14-15 (LIVE) LC L= -0.031• D= -0.021• T= Joint Locations 1 0- 0- 0 10 14- 4- 5 2 7- 4-15 11 22- 2-12 3 14- 4- 5 12 29- 7-11 4 22- 2-12 13 36- 4- 4 5 29- 7-11 14 37- 0- 9 6 37- 0- 9 15 42- 6- 0 7 42- 6- 0 16 0- 0- 0 8 0- 0- 0 17 42- 6- 0 9 7- 4-15 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 2/1 /2006 Scale: 3/32" = V WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 13" 05" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' LG T R U S S WO RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Trussl utilized on this design meet or exceed Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise length. This component shall not be placed In any TC Dead 10.00 psf noted. Bracing shown is for lateral support of components members only to reduce buckling s Charles pl. ste-11 A 75-110 St. Charte environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install truss in with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf Desert, 92211 Palm Desert and brace this accordance 'ANSIITPI 1% WTCA 1'- Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, TOTAL 37.00 psf Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2/1 /2006 Scale: 3/32" = V WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 13" 05" Job Name: VISTA CORDOVA / LEGACY HOMES Jruss ID: C15 - Qty: 1 ' Drw RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F -1.5E " Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) ' 1 23- 9-12 475 3.50"1.50'• BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -147 lb 2 36- 4- 4 466 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -142 lb RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. BC Live 0.00 psf BC Dead 7.00 psf only unless noted otherwise. Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile Truss Location = End Zone 1-2 -451 0.00 0.47 0.47 (if any) have been designed for loads Hurricane/Ocean Line - No , Exp Category = C 2-3 -5 0.00 0.47 0.47 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width 20.00 ft the end of the extensions have not been Mean roof height = 13.23 ft, mph - 80 BC FORCE AXL END CBI considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = 10.2 psf 4-5 -2 0.00 0.28 0.28 otherwise unsupported wall may create a 5-6" 717 0.06 0.28 0.34` Whinge effect that requires additional design ' consideration (by others). WEB FORCE CSI NEB FORCE CSI 1-4 -493 0.10 2-6 -760 0.81 1-5' 566 0.20 6-3 -156 0.08 2-5 -338 0.12 3-7 0 0.00 5-0-1T J2-5 1 B1 W:308 R:475 U:-147 MAX DEFLECTION (span) L/999 MEM 5-6 (LIVE) LC L= -0.01" D= -0.20" T= - 5-115-11111 66-1 Joint Locations 5-11-11 12-10-0 1 0- 0- 0 5 3- 0- 2 2 5-11-11 6 12-10- 0 3 12-10- 0 7 12-10- 0 1 2 3 4 0- 0- 0 025 T5-0-1 SHIP 2-9-1 ITE 1 Q ► D GAR ,, tiB2 W:308 12-10-0 U:-142 4 23 -8 -0,i -e 4 .r .." 6 7S„$ 3:0 2 -14 . STUB g.g TUB 3-0-2 12-2/13/.2"V- VV0f065 ~ All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HIS 20 gauge or "H" for 16 gauge positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: LG TC Live 20.00 psf TC Dead 10.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S WO R KS A Company You CTruss I p y an utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1'. `WTCA 1' - Wood Truss Council of America Standard Design Responslbillties,'BUILDING COMPONENT SAFETY INFORMATION'- (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, BC Live 0.00 psf BC Dead 7.00 psf O.C.Spaeing 2- 0- 0 Design Spec CBC -01 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 a Job Name: VISTA CORDOVA / LEGACY HOMES Truss 0I: C16 . Qtv: 1 Drwq: G X -IOC REACT SIZE REQ'D TC 2x4 SPP 1650P -1.5E 1 23- 9-12 435 3.50" 1.50`• BC 2x4 SPF 1650F -1.5E 2 29-10- S 66 3.50" 1.501• WEB 2x4 HP STUD 3 31- 6- 6 19 3.50'• 2.05'• GBL ELK 2x4 HP STUD 4 33- 2- 4 26 3.50'• 1.501• Install interior support(s) before erection. 5 34-10- 2 26 3.50`• 1.50" Gable verticals are 2x 4 web material spaced 6 36- 6- 0 395 3.50`• 1.50" at 16.0 " o.c. unless noted otherwise. RG REQUIREMENTS shown are based ONLY Top chord Supporta 24.0 " of uniform load n the truss material at each bearing at 20 psf live load and 10 psf dead load. Additional design considerations may be TC FORCE AXL BND CSI required if sheathing is attached. 1-2 -346 0.00 0.49 0.49 1,] indicates the requirement for lateral 2-3-5 0.00 0.49 0.49 bracing (designed"by others) perpendicular to the plane of the member at 63"intervals. SC FORCE AXL END CSI Bracing is a result of wind load applied 4-5 ._ `1`6.3"•0'.02 0.03 0.04 to membe'r (Combination axial plus bending) . -658,10 * 10 0.05 0.15 This truce'requires adequate sheathing, as 'I.designed by others, applied to the truss WEB'-"lidRCE:tsT WEB. FORCE' CSI '" 'face providing -lateral support, for webe-in =4=• 0A8 Or064: r`2'=6'." -69E:0?74^=''.- the trues plane and creating shear wall - 1 -5t' s.4-33.Ca:YSi,- 6-3'^ li59:0:08 actiontoresist diaphragm loads'. ` 2-5 -396 0.14 3-7 0 0.00 5-0-1T J2-5 1 B1 1 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless Shown. A drop -leg to an ' otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). UPLIFT REACTIONS) : Support 1 -166 lb Support 6 -184 lb HORIZONTAL REACTIONS) support 1 -163 lb support 2 658 lb support 5 309 lb support 6 -658 lb This trues is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone •- Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height - 13.23 ft, mph 80 ? CBC Special Occupancy, Dead Load 10.2 psf MAX DEFLECTION (span) L/999 MEM 5-0 (LIVE) LC IF- -0.01" D= -0.01•' T= - 55-1 6-105 Joint Locations 5-11-11 12-10-0 1 0- 0- 0 5 3- 0- 2 2 5-11-11 6 12-10- 0 3 12-10- 0 7 12-10- 0 2 3 4 0- 0- 0 025 .- W. Fr o v 1 O 0. 2/13/`[2006 Scale: 5/16" = V ® T R U S S WO R KS WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk' LG DS nr: LG g 12-10-0 TC Live 20.00 psf DurFaes L=1.25 P=1.25 23-84:' ` 4 i 5 a 7.11=£ { 6 7-11-8 STq noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any 3-0-2 a.a.1 .______ _ .. 9-9-14 TYPICAL PLATE: 1.5-3 STUB , 3-0-2 - ..t f r:.> •.a , STUB 12-LgIO BC Dead 7.00 psf ir;:.. --`'ter.? h '5i:. f + QVEP. S.]t PJ.11 i+a i,: FPi - OVER SUPPORT°AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ® T R U S S WO R KS WAKNINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk' LG DS nr: LG g WO: pd00252 TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company YCan Trussl p you Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm DesertCA. 92211 Desert, and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSIlTPI 1% WTCA 1• - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 02" Job Name: VISTA'CORDOVA / LEGACY HOMES Truss•ID: C17 Qty: 1 Drwg: '.G X -LOC REACT SIZEREQ'D 1 23- 9-12 179 3.50" 1.50'• 2 25- 2- 1 21 3.50" 1.50" 3 26- 8- 2 71 3.50" 2.05" 4 28- 5- 1 26 3.50" 1.501• 5 30- 0- 4 175 3.50" 1.501• '.G REQUIREMENTS shown are based ONLY the truss material at each bearing TC FORCE AXL END CSI 1-2 37 0.00 0.48 0.48 SC FORCE NCL END CSI 3-4 0 0.00 0.01 0.01 4-5 0 0.00 0.01 0,01 WEB FORCECSI - WEB 'FORCE 'CSI 1-3 -169'0.03 5.2 164^0.09 1.-0 -d 7;U.'O1•_-'•2'6 '0'0.00 ` TC 2x4 SPF' 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD GBL BLR 2x4 HP STUD Install interior support(s) before erection. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. (+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. Bracing is a result of wind load applied to member.(Combinatiori'axiei plus bending). This truss requires adequate sheathing, as designed by others, applied -to the truss face providing,lateralsupport for webs in, the truss plane'and creating'shear wall. - 'action to alla'actionto resistdiaphragm•loads. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown." A drop -leg to an otherwise unsupported wall may create a hinge effect that requires additional design consideration (by others). .i ., .+ 6-6-0 6.6-0 025 T 5-0_, SHIP 2-7-8 1 UPLIFT REACTION(S)': Support 1 -86 lb Support 3 -12 lb Support 5 -82 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height - 13.17 ft, mph = 80 CBC Special Occupancy, Dead Load 10.2 psf . . MAX DEFLECTION (span)•:.. Joint Locations 1 0- 0- 0 4 3- 0- 2 2 6- 6- 0 5 6- 6- 0 3 0- 0- 0 6 6- 6- 0 6-6-0 ,,w •.t.;:», d 23-8-0=. 1a 3d 4 "5 14-3F8 _ r- - z __ _._ 3-03-0 3'5 4, s TYPICAL PLATE :1.5-3 L t STUB t 3-0-2 ,• 6-6.0 STUB , ) u P ? U -AN 0l ='i ,m SUPPORT 1 i -iV YN s OVER SUPPORT AS SHOWN d. } All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 2/13/2005 Scale: 5/16" = V ® T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: LG Dsgnr: LG WO: pd00252 TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf pl. s Charles pl. ste-11 A 75-110 St. Charle environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desertr 9 'ANSI/TPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: C18' Qty: 5- Drw : Eng. Job: EJ. RG X -LOC REACT SIZE REQ'D - TC 2x4 SPP 165OP-1.5E Web bracing required at each location shown. UPLIFT REACTIONS) and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 556 3.50•' 1.50" BC 2x4 SPF 165oF-1.56 ® See standard details (TX01087001-001 revl). Support 1 -129 lb 2 14- 4- 4 997 3.50•' 1.50•• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -284 lb RG REQUIREMENTS shown are based ONLY 2x4 SPP 1650F-1.56 1-6 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the truss material at each bearing PLATS VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Palm DesertCA. 92211 r CBC -01 Code. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 End verticals are designed for axial loads Drainage must be provided to avoid ponding. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI only unless noted otherwise. Truss Location = End Zone 1-2 -1240 0.01 0.55 0.55 Extensions above or below the trues profile Hurricane/Ocean Line - No , Exp Category = C 2-3 438 0.06 0.53 0.58 (if any) have been designed for loads Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 3-4 -4 0.00 0.35 0.35 indicated only. Horizontal loads applied at Mean roof height - 13.06 ft, mph = 80 the end of the extensions have not been CBC Special Occupancy, Dead Load 10.2 psf BC FORCE AXL END CSI considered unless shown. A drop -leg to an 5-6 -3 0.00 0.14 0.14 otherwise unsupported wall may create a ' 6-7 1301 0.18 0.13 0.31 hinge effect that requires additional design " 7-8 -390 0.04 0.23 0.26 consideration (by others). WEB FORCE 'CSI WEB FORCE CSI - 5 -1 -516 0.27 3-7 -534 0.11 1-9 0 0.00 3-8 420 0.22 i .. - 4• 0..: 1-6; .:1274 0.18 8=4 .-127 0.07 :. 2-6' -195 0.04 4-10 0 0.00 •• n 0! .. - .. .... ,, .. 2-7' -1328 0.72 -' "MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.101' D= -0.04" T= - MAX DEFLECTION (cant) : L/475 MEM 7-8 (LIVE) LC L= 0.1411 D= -0.01" T= 7-47 415 66-1� 5-5� Joint Locations 7-4-15 14-4-4 19-10-0 1 0- 0- 0 6 7- 4-15 2 7- 4-15 7 14- 4- 4 3 14- 4- 4 8 19-10- 0 1 2 3 4 4 19-10- 0 9 0- 0- 0 5 0- 0- 0 10 19-10- 0 0.25 t 1 10 5-0-1g 4-4 3-4 3 5-0-1 T T 0-4-1SHIPCt+ITE�r 2,T7!�� 2 a o 1 1 �O GAR�,q�o' , CO 2.4 3-44-4 3 4 CD u B1 B2 5-4 0 W:308 W:308 LU < R:556 R:997 U:-129 U:-284 19-10-0 5 7-0-15 6 6-11-5 7 5-5-12 824-7 1G ;-c- r 7.4-15 is•.v-� 14 4 4 �. f' 19-10-0 STUB 2/13/2006 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS nr: LG g are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss l p you Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm DesertCA. 92211 r and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANSIrrPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 iWisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 14 13 Job'Namb: VISTA'CORDOVA /LEGACY HOMES Truss•ID: C1 8A Qty: 1 Drw : Gx-IAC REACT SIZE REQ'D TC' 2x4 SPP 1650F -1.5E web bracing required at each location shown. Required bearing widths and bearing areas 1 0- 1-12 469 3.50 1.50" BC 2x4 SPP 1650F -1.5E ® See standard details (TX01087001-001 revl). apply when truss not supported in a hanger. 2 14- 4- 4 951 3.50" 1.50 WEB 2x4 HP STUD Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 3 19- 8- 4 113 3.50" 1.50" 2x4 SPP 1650F-1.513 1-6 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -133 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -269 lb n the truss material at each bearing Install interior support(s) before erection. Mark all interior bearing locations. Support 3 -95 lb HANGER/CLIP NOTE End verticals are designed for axial loads Drainage must be provided to avoid ponding. This truss is designed using the 3 Hanger TBE- only unless noted Otherwise. rC W:308 83 [ota R:113 CBC -01 Code. RANGER(S) TO BE ENGINEERED Extensions above or below the truss profile Bldg Enclosed Yes, Importance Factor - 1.00 upport Connections)/Hanger(s) are (if any) have been designed for loads Truss Location = End zone not designed for horizontal loads. indicated only. Horizontal loads applied at Hurricane/Ocean Line - No Exp Category - C {2/1.3/2006 e . 54Ur'PORT:i t -.OVER 3 SUPPORTS s the end of the extensions have not been ® Bldg Length - 40.00 ft, Bldg width 20.00 ft TC FORCE AXL END CSI considered unless shown. A drop -leg to an "'Mean roof height = 13.06 ft, mph = '80 1-2 -904 0:01 0.55 0.55 otherwise unsupported wall may create a T R U S S W O R KS CBC Special Occupancy, Dead Load 10:2 psf 2-3 0.55 0.59 - hinge effect that requires additional design utilized on meet or exceed particular Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 20.00 psf TC Dead 10.00 _=a3260.05 -' 3-4 =a "0.00 0.35 0.35 consideration (by others). noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Bc FORCE AXL END CSI 75-110 St. Charles pl. ste-11 A "' r 5-6 -3 0.00 0.14 0.14 Palm Desert, CA. 92211 ' BC Dead 7.00 psf 6-7 943 '0.14 0112.0:26. - (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, 7-8 '-283 :0.00 0.14'0.14. . .. • _ _ .` .. of d • - .,,. -. Seqn T6.5.0 - 0 -' MAR DEFLECTION (span) WEB FORCE CSI WEB FORCE CSI L/999 MEM 6-7 (LIVE) LC 5-1 -425 0.23 3-7 -498 0.10 L= -0.04" D= -0.05" T= - 1-9 0 0.00 3-8 305 0.11 1-6 927 0.16 8-4 -128 0.07 Joint Locations 2-6 139 0.04 4-10 0 0.00 1 0- 0- 0 6 7- 4-15 2-7 -1314 0.62 2 7- 4-15 7 14- 4- 4 7-4-15 6-11-5 5-512 3 14- 4- 4 8 19-10- 0 7-4-15 14-4-4 19-10-0 4 19-10- 0 9 0- 0- 0 5 0- 0- 0 10 19-10- 0 1 2 3 025 4 0S 10 50-1 3 4 4 3-4 34_ T 5-0-1 s- - SHIP t C TI 2-0-1 t 2-4-14 i I - - 3-4 2-4 + Uj IV 131 14-4-0 W:308 R:469 R:951 rC W:308 83 [ota R:113 U:-133 U:-269 19-10-0 U:-95 Q O 5 8 - - -6-11-57 24-7-8 7-4-15 6 5-5-12 474-15ecivio .14-4-4.t 19-10-0 STUB s. _ .. t :?^'i• ( {2/1.3/2006 e . 54Ur'PORT:i t -.OVER 3 SUPPORTS s .`. All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Eng. Job: EJ. Chk: LG WO: pd00252 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads this design the loading Imposed by the local building code and the application. The design assumes that the top chord A Company YCan Trussl p you utilized on meet or exceed particular Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 20.00 psf TC Dead 10.00 DurFaes L=1.25 P=1.25 R@p Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 'ANSIrrPI V, NWCA 1' - Wood Truss Council of America Standard Design Responslbllitles, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 0S Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: C19 - Qty: 1 Drw : RG x -LAC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5H Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 131 3.50" 1.50" BC 2x4 SPF 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -91 lb 2 0- 3- 8 22 3.50" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 6 -227 lb 3 2- 0-14 27 3.50" 1.50" 2x4 SPP 1650F -1.5E 1-6 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 8 -2 lb 4 3-10- 3 25 3.50" 1.50" GBL ELK 2x4 HF STUD Mark all interior bearing locations. Support 9 -11 lb 5 5- 7- 9 25 3.50" 1.50" Drainage must be provided to avoid ponding. Install interior support(s) before erection. Support 10 -332 lb 6 7- 4-15 469 3.50" 1.50" End verticals are designed for axial loads Gable verticals are 2x 4 web material spaced Support 11 -332 lb 7 9- 1- 5 23 3.50" 1.50" only unless noted otherwise. at 16.0 " o.c. unless noted otherwise. HORIZONTAL REACTIONS) 8 10- 9-11 30 3.50 1.50" Extensions above or below the truss profile Top chord supports 24.0 " of uniform load support 6 134 lb 9 12- 6- 2 105 3.50" 1.50" (if any) have been designed for loads at 20 psf live load and 10 psf dead load. support 30 -134 lb 10 14- 2- 8 711 3.50" 1.50" indicated only. Horizontal loads applied at Additional design considerations may be support it -134 lb 11 14- 4- 4 711 3.50" 1.50" the end of the extensions have not been required if sheathing is attached. This truss is designed using the tRGREQUIREMENTS shown are based ONLY considered unless shown. A drop -leg to an, [+) indicates the requirement for lateral CBC -01 Code. 1.00 n the truss material at each bearing otherwise unsupported wall may create a ` bracing (designed by others) perpendicular Bldg Enclosed - Yes, Importance Factor = 'hinge effect that requires additional design to the plane of the member at'63"intervals. Truss Location = End Zone `TC FORCE AXL END CSI " ' consideration (by others). -• "''-" "' '"-" Bracing is a result of wind -load applied Hurricane/Ocean Line - No Exp Category - C 176 0.03'0.57 0:59 +' -' - " to member. (Combination axial'Lplus bending). Bldg Length'- 40.00 ft, -Bldg Width - 20.00 ft I1-2 2-3 429 0.06 0.57 0.63' - -'; - '` `: '-"-- This truss requires adequate sheathing, as 'Mean roof height -.•13.96 ft, mph80 =10.2 3-4 -4 0.00 0.32 0.32: ZG`-:'_' ` `•=:• '- `- " designed by'bthers;tappliedzto, the=-trUBS' -CBC Special,Occupancy, Dead Load = psf" • • - ; - -. •• -t: uc e 1..ii vrr fox ameba •face providing lateral support for -webs in BC ,,o 'FORCE "''AXI: END 'cs2•-'•" e -.d e = e. a ?g h_nai-a-, the truss plana and• creating_ shear wall ' 5-6 0 0.00 0.01 0.,01 -' - " - ''--- action to resist diaphragm loads. "" MAX DEFLECTION (span) 6-7 0 0.00 0.15 0.15 L/999 MEM 6-7 (LIVE) LC 7-8 -369 0.04 0.15 0.19 L= 0.00" D= 0.00" T= MAX DEFLECTION (cant) : WEB FORCE CSI WEB FORCE CSI L/999 MEM 7-8 (LIVE) LC 5-1 -138 0.07 3-7 -534 0.11 L= 0.06" D= 0.00" T-- =1-9 1-9 1-6 0 0.00 -174 0.11 3-8 397 0.22 8-4 -115 0.06 7-4-15 6-115 5-5-12 Joint Locations 2-6 -410 0.09 4-10 0 0.00 7-4-15 14-4-4 19-10-0 1 0- 0- 0 6 7- 4-15 2-7 -331 0.35 2 7- 4-15 7 14- 4- 4 3 14- 4- 4 8 19-10- 0 1 2 3 4 4 19-10- 0 9 0- 0- 0 5 0- 0- 0 10 19-10- 0 026 10 5-0-1 3 3-4 3-4 3 5-0-1 T ( SHIP r 20-1 24-14 O It T 11 ti . ac, 3-4 '(0 3-4 3 aa: B1 o-3-8 89 -2 8 5-" 0 ( 19-10-0 5 7-4.16 6-11-5 7 8.24-7-8 5 5-1 4 STUB 7-4-15 14-4-4 19,10-0 STUB § STAGE OF G TYPICAL PLATE: 1.5-3 2/13/2006 ')P ° -FRTAS S* Pd OVER SUPPORT AS SHOWN All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S W O R KS are to be verined by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 psf R0 Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P P Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 75-110 St. Cha9pl. s and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert rle Desert, 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Assoclation (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 00" 06" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: D1 Qty: 1 Drw : G X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.SE Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 436 HGR 1.50 BC 2x6 HF 1650F-l.5E THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 3-10- 4 436 HGR 1.50" WEB 2X4 HF STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : G REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -145 lb n the truss material at each bearing End verticals are designed for axial loads Permanent bracing is required (by others) to Support 2 -145 lb RG HANGER/CLIP NOTE only unless noted otherwise. prevent rotation/toppling. See SCSI 1-03 This truss is designed using the 1 Hanger TBE- Extensions above or below the truss profile and ANSI/TPI 1. CBC -01 Code. 2 Hanger TSE- (if any) have been designed for loads Bldg Enclosed - Yes, Importance Factor - 1.00 HANGER(S) TO BE ENGINEERED indicated only. Horizontal loads applied at Truss Location - End Zone upport Connection(s)/Hanger(s) are the end of the extensions have not been Hurricane/Ocean Line - No Exp Category - C not designed for horizontal loads. considered unless shown. A drop -leg to an Bldg Length = 40.00 ft, Bldg Width 20.00 ft otherwise unsupported wall may create a Mean roof height = 13.00 ft, mph 8o TC FORCE AXL END CSI hinge effect that requires additional design' - CBC Special Occupancy, Dead Load = 10.2 psf 1-2 0 0.00 0.01 0.01 consideration (by others). " " ----------LOAD CASE #1 DESIGN LOADS --------------- 2-3 -233 0.00 0.03 0.03 Dir L.Plf L.Loc R.Plf R.Loc LL/T 3-4 o 0.00 0.01 0.01 _ - TC Vert 60.00 0- 0=.0 60.00 4- 0- 0 0.6 .r BC Vert " 158.00 0= 0= 0 158.00 4- 0- 0 0.4 =BC FORCE AXL BND CSI •- ) 5-6 150. 0.01 0.04.0.06' •- 7 - .. t 6-7 ., 150 0.01 .0.04 '0.06 ,. ... .. ,.... .. - . - .. _ _ ., v -c'. i -7 . _. .. _. ..... .r ' ) - I WEB FORCE' CSI WEB FORCE CSI MAX DEFLECTION (span) 1-5 -33 0.01 3-6 178 0.06 L/999 MEM 6-7 (LIVE) LC 2-5 -287 0.06 3-7 -287 0.06 Ir- 0.00" D= 0.00" T-- =2-6 2-6178 0.06 4-7 -33 0.01 1-11-112 1-8-8 1-1-12 1-1-12 2-10-4 4-0-0 1 2 3 4 Joint Locations 1 0- 0- 0 5 0- 0- 0 2 1- 1-12 6 2- 0- 0 3 2-10- 4 7 4- 0- 0 4 4- 0- 0 1.5-3 3-4 3-4 1.5-3 LU U 2-" 2-0-0 gCHITEcr go GARI,q/I,o 3-4 u tt V 3-4 3-4 B1 B2 W:308 4-0-0 W:308 tC• ,A ' ' L 1= R:-145 5 . !, r7;i ' 14:: 6..,.. 7i U:-45 t : ,.,K STATE v' I V - 2- ;i a p.fi fi 2-0-0 2-0-0 . 22-" 4-" .6 ..2/13/2006 -A-4 .ns 6r Y 4i i All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 25/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS nr: LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'W Palm Desert, CA. 92211 'ANSUTPI 1',TCA 1' - Wood Truss Council of America Standard Design Responslbilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 30" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: D2 Qty: 1 Drwg: 3RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.58 Plating spec : ANSI/TPI - 1995 OF Required bearing widths and bearing areas apply when truss not supported in a hanger. 1 0- 1-12 286 HGR 1.50" BC 2x6 RP 1650P-1.58 THIS DESIGN IS THE COMPOSITE RESULT IIPLIPT REACTIONS) 2 3-10- 4 286 HGR 1.50" WEB 2x4 HP STUD be to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -95 lb RG REQUIREMENTS shorm are based ONLY Drainage must provided are designed for axial loads Peranent bracing is reired utruss busing n the truss material at each bearing NOTE End verticals only unless noted otherwise. 1-) P rotation/toppling See BCSIr1-03o Thisuis designedbthe RG HANGER/CLIP 1 Hanger THE- Extensions above or below the trues profile and ANSI/TPI 1. CBC -01 Code. Bldg Enclosed = Yee, Importance Factor - 1.00 2 Hanger THE- (if any) have been designed for loads Trues Location = End Zone HANGER(S) TO BE ENGINEERED indicated only. Horizontal loads applied at Hurricane/Ocean Line = No Exp Category = C upport Connection(s)/Hanger(s) are the end of the extensions have not been Bldg Length 40.00 ft, Bldg Width 20.00 ft not designed for horizontal loads. considered unless shown. A drop' -leg to an Mean roof height 13.00 ft, mph 80 otherwise unsupported wall may create a _ CBC Speci-LOAD upancy, Dead Load 1-- psf TC FORCE AXL END CSI hinge effect that requires additional design ----------LOAD CASE DESIGN LOADS --------------- 1-2 0 0.00 0.01 0.01 consideration (b others). Y Dir L. Plf L.Loc R. Plf R. Loc LL/T L. 2-3 -147 0.00 0.03 0.03 - TC,Vert 60.00 0- 0- 0 60.00_ 4-. 0-,.0. 0:6 3-4 0 0.00-0.01 0.01: BC Vert " '13.00 0= 0- 0 83.00 4- 0- 0 0.4 BC FORCE AXL END CSIL.' 5-6', 104 0.01`0.02 0.03' 6-7 .104-.0:•01 0':02 0.03' i WEB FORCE' CSI WEB FORCE CSI 1-5 -32 0.01 3-6 92 0.03 2-5 -199 0.04 3-7 -199 0.04 2-6 92 0.03 4-7 -32 0.01 2-0-0 1 1 1.5-3 IL 3-4 1-1-12 1-8-8 1-1-12 2-10-4 2 3-4 3-4 3-4 1-1-12 4-0-0 3 4 1.5-3 3-4 MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC L= 0.00" D= 0.00" T-- Joint = Joint Locations 1 0- 0- 0 5 0- 0- 0 2 1- 1-12 6 2- 0- 0 3 2-10- 4 7 4- 0- 0 4 4- 0- 0 GAR = c 0 B1 B2 $C OQ M WW:308 R:286 286 4-0-0 7 R•286 V c U:-95 5 U , r ! y U:-95 ' K OS 41 2-0-0 4-0-0 ) 2/13/2006 i. :✓" .f ^.+ .t A: _ )-. A... ,,. .sem•' ,.-..v"'.. ems. ) ;.. rs F r L All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 25/32" = 1' f ' th E ® t C ntractor Eng. Job: EJ. WO: pd00252 T R U S SWO RKS WARNING Read all notes on this sheet and give a copy o It to a rec Ing o This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Chk: LG Dsgnr• LG TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Charles pl. Ste -11 A rte s 75-11 O St. Charlesand brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -01 Desert, 92211 Palm Desert 'ANSUTPI 1% WTCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, TOTAL 37.00 psf Segn T6.5.0 - 0 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. /Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: E1 Qty: 1 Drwg: r G X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650P -1.5E Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areae 1 6- 1-12 1294 3.50" 1.50" BC 2x4 SPF 1650F -1.5H THIS DBSIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 9- 1- 4 483 HGR 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) : REQUIREMENTS shor are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 1 -415 lb n the truss material at each bearing Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Support 2 -311 lb Scale: 5/16" = 1' RG HANGER/CLIP NOTE prevent rotation/toppling. See BCSI 1-03 End verticals are designed for axial loads This truss is designed using the ® 2 Hanger TBE- and ANSI/TPI 1. only unless noted otherwise. CBC -01 Code. and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions HANGER(s) TO BE ENGINEERED Extensions above or below the truss profile Bldg Enclosed = Yes, Importance Factor - 1.00 TC Live 20.00 psf upport Connections)/Hanger(s) are T R U S S WO R KS (if any) have been designed for loads Truss Location = End Zone Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise not designed for horizontal loads. Rep Mbr Bnd 1.00 indicated only. Horizontal loads applied at Hurricane/Ocean Line = No Exp Category = C psf 75-110 St. Charles pl. ste-11 A the end of the extensions have not been Bldg Length - 40.00 ft, Bldg Width - 20.00 ft O.C.Spacing 2- 0- 0 TC FORCE AXL BND CSI 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION'. considered unless shown. A drop -leg to an Mean roof height = 12.95 ft, mph - 80 Phone (760) 341-2232 1-2 3 0.00 0.20 0.20 otherwise unsupported wall may create a CBC Special Occupancy, Dead Load = 10.2 psf Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2-3 665 0.10 0.20 0.30 Seqn T6.5.0 - 0 hinge effect that requires additional design ----------LOAD CASE #1 DESIGN LOADS -------------- 3-4 -2 0.00 0.09 0.09 consideration (by others). Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 6Q. 00 9= 3- 0 0. BC FORCE k(L BND CSI - .-. .. '•=,-'-;: ...BC,Vert 14.00 0- 0- 0 1d.K 9- 3- 0 0. 5-6 -321 0.03 0.32 0.36 ...",f ` - _, . ^'• • ;,;- - .. _.• - - -.. _ .::-- ... Type... lbs R. Loc LL/TL. .. -4- 6-7 •.. -629 0;04 0.68 0. 71'=. . _ ._ -. ". i - ,. ,. .. _ . _. _ . ,- £.. .._ . •:- -.h. 44-, _HC, Vert, . .475-, 0. 7- 0 01.54, ... _ ... ., WEB- FORCE CSI':- WEB FORCE CSI. w - 5. _ _, _ ... _ C, :.... , - .... _ .. F. .. r..^; . 5-1 -106 0.06 3-6 -521 0.10 1-8 0 0.00 3-7 751 0.26 2-5 348 0.13 4-7 -84 0.02 2-6 -507 0.11 MAX DEFLECTION (span) : L/793 HEM 6-7 (LIVE) LC L= -0.04" D= -0.02" T= - MAR DEFLECTION (cant) : 4-7_8 `- 3-1=4 L/405 HEM 5-6 (LIVE) LC 4-7-8 - 9-3-0 L= 0.18" D= -0.03" T-- Joint =Joint Locations 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 4- 7- 8 6 6- 1-12 3 6- 1-12 7 9- 3- 0 025 4 9- 3- 0 8 0- 0- 0 8 5-0-0 3 6 3 4 3 a 1.5-3 5 SHIP ctlirE T T o T ,` Q -GllR(, 1 z-2- 2-0-1 s v5 O J1 < 3-4 3 3.4 6-0-0 B2 a7U:- as GQ` s u 1 'NATE OF 9-3-0 9-3-0 F.A . ,sA.sta•. .., .. -. 2/13/2006:,....... . All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 "=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name: VISTA _C_O_R_DOVA / LEGACY HOMES Truss ID: E2 Qty: �^ RG X -LDC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.513 Plating Spec : ANSI/TPI - 1995 1 6- 1-12 1010 3.50" 1.50 BC 2x4 SPP 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF 2 9- 1- 4 292 HGR 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. n the truss material at each bearing This trues is designed using the End verticals are designed for axial loads G HANGER/CLIP NOTE CBC -01 Code. only unless noted otherwise. 2 Hanger TBE- Bldg Enclosed - Yes, Importance Factor - 1.00 Extensions above or below the truss profile HANGER(S) TO BE ENGINEERED Truss Location - End Zone (if any) have been designed for loads upport Connections)/Hanger(s) are Hurricane/Ocean Line - No Exp Category - C indicated only. Horizontal loads applied at not designed for horizontal loads. Bldg Length a 40.00 ft, Bldg Width 20.00 ft the end of the extensions have not been Mean roof height - 12.95 ft, mph 80 considered unless shown. A drop -leg to an TC••• FORCE AXL BND CSI CBC,.Special Occupancy, Dead Loa= 10.2.psf...._ otherwise unsupported wall may create.a-. 1-2 3 0.00 0.17 0.17 dhinge effect that requires additional design 2-3 686 0.10 0.17 0.28 consideration (by others). 3-4 -2 0.00 0.08 0.08 •• - '' - . r A 1 Drwg: Required bearing widths and bearing areae apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support 1 -318 lb Support 2 -399 lb •BC. FORCE AXL BND CSI .. .... �. '.. ... .. - r..y _.. 5-6.•. -338 0.03 0.22 0.25. •r.:- .... I -. .... .... _ - - ... ._. .. ,. , 6-7 -650. 0.03.0.21 0.24; •. , . • _ _ ...t ... _ ( 2y ; ..•� _ ,.. . _ t WEB`; FORCE- CSI•- WEB. FORCE CSI _ ....s .. �,... '.!. ..�. .-,. .. ,... .:.'- t �.::.. _�. .. .-wbf•..m 5-1 -106 0.06 3-6 -552 0.11 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 1-8 0 0.00 3-7 776 0.27 2-5 366 0.13 4-7 -84 0.02 2-6 -515 0.11 4-7-8 33-1-4 4-7-8 -+ LD 9-3-0 1 2 3 4 .0.25_ 5-0-0 T 2-0-1 T T 2-2-5 T 6-0-0 B1 B2 W:308 W:308 11:1010 R:292 U:318 U:-399 9-3-0 6-112 33-1-4�. +" tds" l ``_,tt t t.. •r -iS?v G} L'_J� ( aP,,% X.ij;1.12,; 9-3-0 f•RoSi'4 4Jt�f?.2 e. t•t ) All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 5-0-0 SHIP t^ i MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.02" D= 0.00" T= MAX DEFLECTION (cant) : L/477 MEM 5-6 (LIVE) LC L= 0.15" D= -0.04" T= Joint Locations 1 0- 0- 0 5 0- 0- 0 2 4- 7- 8 6 6- 1-12 3 6- 1-12 7 9- 3- 0 4 9- 3- 0 8 0- 0- 0 Eng. Job: EJ. Chk: LG Dsgnr: LG TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf do°o 020e " :2/1,3/2006 - Scale: 5/16" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 02" 11" WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design Is for an Individual building component not truss system. N has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading Imposed by the focal building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any rle pl. s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corroslon. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert, 'ANSVTPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (BCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: EJ. Chk: LG Dsgnr: LG TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf do°o 020e " :2/1,3/2006 - Scale: 5/16" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 02" 11" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: E3 Qty: 1 Drw : IRG X -IAC REACT SIZEREQ'D TC 2x4 SPP 1650F-1.SE Plating spec ANSI/TPI - 1995 Required bearing widths and bearing areae in a hanger. 1 6- 1-12 1083 3.50" 1.50" BC 2x4 SPF 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported 2 9- 1- 4 341 HGR 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. UPLIFT REACTIONS) : IRG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ZCBO RESEARCH REPORT #1607. Support 1 -347 lb 2 lb .n the truss material at each bearing End verticals are designed for axial loads Permanent bracing is required (by others) to Support -376 This trues SB designed Using the IRG HANGER/CLIP NOTE only unless noted otherwise. prevent rotation/toppling. See BCSZ 1-03 CBC -01 Code. 2 Hanger TBE- Extensions above or below the truss profile and ANSI/TPI 1. Bldg Enclosed =Yes, Importance Factor = 1.00 HANGER(S) TO BE ENGINEERED (if any) have been designed for loads Trues Locatio n End Zone L support Connections)/Hanger(s) are indicated only. Horizontal loads applied at Hurricane/Ocean Line = No Exp Category = C not designed for horizontal loads. the end of the extensions have not been Bldg Length 40.00 ft, Bldg Width ft considered unless shown. A drop -leg to an 811 Meanroof height = 12.95 ft, mph 80. TC FORCE AXL .MN CSI otherwise unsupported wall. may create a. CSC Special Occupancy, Dead Load - 10.2 psf 1-2 3 0.00.0:20 0-.20 hinge effect that requires additional design ----------LOAD CASE #1 DESIGN LOADS --------------- 2-3 681 0.10 0.20 0.30 consideration (by others). ..-Dir.. L.Plf L.Loc R.P.lf R.Loc •_ LL/T 3-4 -2 0:00 0.09 0.09 . ., ..-....- . . - -TC Vert . .60.00 0- 0- 0 .60.00 9- 3- 0 0.6 _ •-- u- _ .. +:V BC vert , 14.00 0- 0- 0 .14.00 _..9- 3 BC FORCE AXL Ltm •csI _ . rte- .. - -+ •Type.• lbs X.Loc fLL[TL 5-6 --333 0.03 0.27 0.30- -:.. •- nom• -•- _ o..'f. =. .. •.• s •Y;• •' _ ._ pr igF--:., . :., ..... • -J..k C. Vertu._... l' .122.0.; 7- 4- 0 ;.0.54 - J 6-7 --645 0:03.0::30.0:33, . ,. a .:. ;'_ t o.+......, ;!... ) NEB. FORCE CSI • NEB FORCE CSI .. ,, .. 4. -• .F .. ... -+ -f . _ -y". ,. • ... ;. q ;.+'- •*.. .•: MAX DEFLECTION (span) . 5-1 -106 0.06 3-6 -544 0.11 L/999 MEM 6-7 (LIVE) LC 1-8 0 0.00 3-7 770 0.27 L= -0.03" D= 0.00" T= - .03" 2-5 360 0.12 4-7 -84 0.02 5 MAX DEFLECTION (cant) 2- -513 0.11 N L/458 MEM 5-6 (LIVE) LC 5-" T 2-0-1 1 4-7-8 1 3-1= = 0.16" D= -O.Od 4-7-8 r 'b 9--0.041,T= 12" Joint Locations 1 2 3 4 1 0- 0- 0 5 0- 0- 0 2 d- 7- 8 6 6- 1-12 - 3 6- 1-12 7 9- 3- 0 01 25 4 9- 3- 0 8 0- 0- 0 6-0-0 i B2 R:341 A L 1:37 -3 6 STATE OF v _ 9-3-0 - 6-1-12 3-1-4 s 9-3-0 r 2/13/20.0.6 r. 6 1;12 tt f i F . All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert rte 9pl. s and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -01 Desert, 'ANSUTPI 1'. WTCA V -Wood Truss Council of America Standard Design Responsibilitles,'BUILDING COMPONENT SAFETY INFORMATION' • P 9 P Phone (760) 341-2232 (BCSZ 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036. TOTAL 37.00 psf I Seqn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F1 RG X -IOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.58 1 0- 1-12 147 3.50" 1.50" BC 2x4 SPP 1650F-1.58 2 1- B- 9 26 3.50 1.50 WEB 2x4 HF STUD 3 3- 5- 1 25 3.50" 1.50'• GBL ELK 2x4 HF STUD 4 5- 1-10 324 3.50" 1.50" Install interior support(s) before erection. 5 6-10- 5 238 3.50" 1.50" Gable verticals are 2x 4 web material spaced IRG REQUIREMENTS shown are based ONLY at 16.0 " o.c. unless noted otherwise. n the truss material at each bearing Top chord supports 24.0 " of uniform load at 20 psf live load and 10 psf dead load. TC FORCE AXL BND CSI Additional design considerations may be 1-2 -36 0.00 0.24 0.24 required if sheathing is attached. 2-3 82 0.01 0.24 0.25 • -[+] indicates the requirement for lateral.. , .. • 3-4 -1 0.00 0.05 0.05 -bracing (designed by others) perpendicular to the plane of the member at 63 -intervals. BC FORCE AXL END CSI- ---Bracing is a result of wind load applied.... •_ S-6 0 0.00-0.01_0•x01+=+••=y member. (Combination..axial:.plus bending) . 6-7 50 0.00.0.03.0-:03 - .---r_.•-This truss requires adequate sheathing,, as -8 -77 ..0.:01,0.03.e0404r .,,o {'ii-. designed by others, .applied to the tress s> rprrr t.=rr- wc1i!, .face providing lateral support for webs in WEB; FoRcE_:tnmS t: mEEr roRckx%1CSr^a' ' the tr'1s3'plane-cnd creating S hear trail -ac S-1 : -137,0-.07--..:a=:7-::. 1137x0-.03 action to resist diaphragm loads. 1-9 0 0.00 3-8 104 0.04 1-6 38 0.01 8-4 -58 0.03 2-6 -295 0.05 4-10 0 0.00 2-7 -128 0.03 5-0-2 T 2I, Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATS VALUES PER ICBO RESEARCH REPORT 01607. Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may.create a hinge effect that requires additional design consideration.(by others). 5-1-10 1-8-12 2-3=3 5-1-10 6-10-5 9-1-8 02_ UPLIFT REACTION(S) : Support 1 -62 lb Support 4 -115 lb Support 5 -190 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - End zone Hurricane/Ocean Line = No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width - 20.00 ft Mean roof height - 15.95 ft, mph = 80 CBC Special Occupancy, Dead•Load 10.2 psf MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC ) L= 0.00" D= 0.00" T-- MAX =MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC ) L= 0.00" D= 0.00" T= Joint Locations 1 0- 0- 0 6 5- 1-10 2 5- 1-10 7 6-10- 5 3 6-10- 5 8 9- 1- 8 4 9- 1- 8 9 0- 0- 0 5 0- 0- 0 10 9- 1- 8 10 5 SHIP p CHIT, T,\ ` p.GARL ,. 2-2-3 . 5 0 Q 1 7 r5i 1, G 7 5 E: 11.4-114 6 71 8 11-411-4 14 ( 1 TYPICAL PLATE_,: 1.5-3 r f 5-1-10 1-8-12 2-3-3 STUB # 2/132006- r :. u - 0 1-K f i : 6-10-5 "9-1-8 41 f t& ask. ki - i r ; :,? GVFR cUi,.•r: 11 4.S ShoVil" • OVER SUPPORT AS SHOWN: + All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = V ® T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: LG Dsgnr: LG WO: pd00252 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss! Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf rte s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. Palm Desert Desert, 'ANSVTPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibllities•'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf P Design Spec CBC -01 9 p Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 I .00" ) .00" Job Name:: VISTA CORDOVA / LEGACY HOMES Truss ID: F10 Qty: RG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.513 web bracing required at each location shown 1 0- 1-12 538 3.50" 1.50" BC 2x4 SPP 1650F -1.5E ® Sea standard details (TX01087001-001 revl) 2 14- 5-13 702 3.81" 1.50" WEB 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 RG REQUIREMENTS shown are based ONLY 2x4 SPP 1650F-1.59 1-6 THIS DESIGN IS THE COMPOSITE RESULT OF n the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. End verticals are designed for axial loads Drainage must be provided to avoid ponding. TC FORCE AXL END CSI Only unless noted otherwise. 1-2 -1209 0.04 0.73 0.78 Extensions above or below the truss profile 2-3 -99 0.00 0.63 0.63 (if any) have been designed for loads 3-4 -2 0.00 0.13 0.13 indicated only. Horizontal loads applied at the end of the extensions have not been EC FORCE AXI. END CSI- ••- considered unless shown. A drop -leg to an •_ ' 5-6 -3 0.00 0.19 0.19 otherwise unsupported wall may create a 6-7 1223 0.11 0.18 0.28 hinge effect that requires additional design 7-8 95 0,01 0 07. 0.08 consideration (by others),. _. WEB FORCE CSI i1EB .FORCE , CSI 5-1. -485.0.26 .- 3-7. -24e o.os 1-9 •.0 0. 00 3-8 •-1.34 0.03 1-6 '1230:0:28 9-4 76'0.02 2-6 148 0.04 4-10 0 0.00 2-7 -1238 0.99 1 8-4-9 8.49 2 0.2� 5 6-1-4 2-3-0 14-5-13 16-9-2 1 Drwg: UPLIFT REACTION(S) Support 1 -153 lb Support 2 -206 lb This trues is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Trues Location = End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height - 12.03 ft, mph 80 CBC Special Occupancy, Dead Load = 10.2 psf -S MAR DEFLECTION (span) L/999 mEM 6-7 (LIVE) LC L= -0.06" D= -0.05" T= - VAX DEFLECTION (cant) : L/999 DEEM 7-8 (LIVE) LC L= 0.02" D= 0.01" T-- Joint = Joint Locations 3 4 1 0- 0- 0 6 8- 4- 9 2 8- 4- 9 7 14- 5-13 3 14- 5-13 8 16- 9- 2 4 16- 9- 2 9 0- 0- 0 5 0- 0- 0 10 16- 9- 2 . t 5-0-1 T I SHIP 21 1 11" 02" W:308 W:313 ' V R:538 R:702 U:-153 U:-206 Q� 16-9-2 _ 4-9 6•4 2-3 6 ,2/13/20.06 rr •Y7*� „�. ., - . ,` .,�- ,:t•. tq»�� -'f .. >'sr •�I� � i :.!y.9 l„ 7.6-0_9 `'`" 'x � o .14-5-13 ..' 1�-�`2%� isg�d ; - RAIZ plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' ® T R U S S W O R KS A Company You Can Trussl 75-110 St. Charles pl. ste-11 A Palm Desertr CA. 9pl. s WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI lt, WTCA 1' • Wood Truss Council of America Standard Design Responslbilitles,'BUILDING COMPONENT SAFETY INFORMATION'- Eng. Job: EJ. Chk' LG Dsgnr: LG WO: pd00252 TC Live 20.00 psf TC Dead 10.00 psf P BC Live 0.00 psf BC Dead 7.00 psf DurFacS L=1.25 P=1.25 Re Mbr Bnd 1.15 P O.C.Spacing 2- 0- 0 Design Spec CBC -01 Phone (760) 341-2232 Fax # (760) 341=2293 (BCSI 1-03) and BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at $83 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1117 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 11" 02" " Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F11 Qty: UPLIFT REACTIONS) RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.59 Plating Spec : ANSI/TPI - 1995 g , 1 0- 1-12 781 3.50 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Enclosed = Yes, Importance Factor = 1.00 2 15- 4- 1 971 3.81" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TOTAL 37.00 psf n the truss material at each bearing 11-2 End verticals are designed for axial loads Permanent bracing is required (by others) to Dir L.Plf L.Loc R.Plf R.Loc LL/T only unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 BC Vert 14.00 0- 0- 0 14.00 17- 7- 6 0.0 TC FORCE AXL BND CSI Extensions above or below the truss profile and ANSI/TPI 1. -1777 0.04 0.40 0.44 (if any) have been designed for loads 2-3 -1177 0.01 0.36 0.37 indicated only. Horizontal loads applied at 3-4 -89 0.01 0.21 0.22 the end of the extensions have not been 4-5 -2 0.00 0.09 0.09 considered unless shown. A drop -leg to an otherwise unsupported wall may create a _•---• - BC FORCE AHI, END CSI hinge effect that requires additional design - 6-7 -3 0.00 0.10 0.10 consideration (by others). 7-8 1915 0.28 0.08 0.36 .. 8-9 1100 0.15 0.05 .0.20 -- .: _...- ..,.. .. , ... , ... . • ..• , _..> ....,.. ..... 9-10 e6 0.01 0.06 0.07• •_ .. -. 4' - _ + •- • -" ' 3 WES- FORCE,CSI WEB FORCE - CSI .• - - - ...• a °'S ., -. - 6-1 -742 0.39. 3-9 -1215 0.43" .. .. •+ y' - •- 1-11 0 0.00 4-9 - -218 0.04' 1-7 1859 0.63 4-10 -121 0.03 2-7 -501 0.10 10-5 72 0.03 2-8 -831 0.64 5-12 0 0.00 3-8 350 0.12 5-0-1 2T, 1 1 5-10-7 l 5-10-7 3-7-2 2-3-6 5-10-7 11-8-15 15-4-1 17-7-6 2 025 3 4 5 1 Drw : 81 oc 1t- -r W:308 W:313 R:781 R:871 U:-225 U:-257 UPLIFT REACTIONS) Support 1 -225 lb Support 2 -257 lb g , This truss is designed using the CBC -01 Code. All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Bldg Enclosed = Yes, Importance Factor = 1.00 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Truss Location = End Zone TC Live 20.00 psf Hurricane/Ocean Line - No Exp Category = C Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- Bldg Length = 40.00 ft, Bldg Width 20.00 ft Phone (760) 341-2232 Fax # (760) 341-2293 Mean roof height = 12.04 ft, mph = 80 TOTAL 37.00 psf CBC Special occupancy, Dead Load 10.2 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 60.00 0- 0- 0 60.00 17- 7- 6 0.6 BC Vert 14.00 0- 0- 0 14.00 17- 7- 6 0.0 ..Type...,,,, , lbs X.Loc .LL/TL .. TC Vert ...._ :350.0 6- 6- 0 0.54 - k 6-0-1 T I SHIP i:-4-5 1 MAX DEFLECTION (span) L/999 MEM 7-8 (LIVE) LC 22 L= -0.07" D= -0.07" T= -C.14" MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= 0.02" D= 0.01" T= .03" Joint Locations 1 0- 0- 0 7 5-10- 7 2 5-10- 7 8 11- 8-15 3 11- 8-15 9 15- 4- 1 4 15- 4- 1 10 17- 7- 6 5 17- 7- 6 11 0- 0- 0 6 0- 0- 0 12 17- 7- 6 gly ,meq O Y/ C Op O 2/1.3/2006, Scale: 1/4" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 81 oc 1t- -r W:308 W:313 R:781 R:871 U:-225 U:-257 17-7-6 6 7 8 9 10 5-505-10 7 3-73-72., ,, 22-3-0__ ` 5 -YO -T ' - ' 11-8-15 15-4-1 17-7-6 g , All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ® T R U S S WO R KS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: LG Dsgnr• LG TC Live 20.00 psf A Company You Can Truss l 75-110 St. Charles pl. ste-11 A Palm Desertrte 9pl. s Desert, Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSI/TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- TC Dead 10.00 psf BC Live 0.00 psf BC Dead 7.00 psf Phone (760) 341-2232 Fax # (760) 341-2293 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf MAX DEFLECTION (span) L/999 MEM 7-8 (LIVE) LC 22 L= -0.07" D= -0.07" T= -C.14" MAX DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC L= 0.02" D= 0.01" T= .03" Joint Locations 1 0- 0- 0 7 5-10- 7 2 5-10- 7 8 11- 8-15 3 11- 8-15 9 15- 4- 1 4 15- 4- 1 10 17- 7- 6 5 17- 7- 6 11 0- 0- 0 6 0- 0- 0 12 17- 7- 6 gly ,meq O Y/ C Op O 2/1.3/2006, Scale: 1/4" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F12 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 lb 1 0- 1-12 813 3.50" 1.50" BC 2X4 SPF 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF Support -233 2 lb 2 16- 2- 3 901 3.81" 1.50" WEB 2x4 HF STUD be to avoid ponding. MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support -263 This truss is designed using the RG REQUIREMENTS shown are based ONLY Drainage must provided are designed for axial loads Permanent bracing is required (by others) to CBC -01 Code. n the truss material at each bearing End verticals only unless noted otherwise. prevent rotation/toppling. See SCSI 1-03 Bldg Enclosed - Yee, Importance Factor - 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile and ANSI/TPI 1. Truss Location - End Zone Hurricane/Ocean Line No Exp Category C 1-2 -1931 0.06 0.45 0.51 (if any) have been designed for loads Bldg Length 40.00 f ft, Hldg Width 20.00 ft 2-3 -1298 0.01 0.40 0.41 indicated only. Horizontal loads applied at Segn T6.5.0 - 0 9 Meaa roof height ft, mph EO 3-4 -89 0.01 0.23 0.24 the end of the extensions have not been CHC Special Occupancyy,, Dead Load 10.2 psf 4-5 -2 0.00 0.11 0.11 considered unless shown. A drop -leg to an ----LOAD CASE #1 DESIGN LOADS ------------- ---- -- otherwise unsupported wall may create a .. .• Dir L.Plf L.Loc R.Plf R.Loc LL/T BC FORCE~ AXL END CSI hinge effect that requires additional design _ _ TC Vert 60.00 0- 0- 0 60.00 18- 5- 8 0.6 6-7 -3 0.00 0.11 0.11 consideration (by others). BC Vert 14.00 0- 0- 0 14.00 18- 5- 8 0.0 7-8 2080 0.31 0.09 0.40 •_. ••••. .- ..Type... _ - lbs . X. Loc LL/TL 8-91 ,1217• 0.17 0.05 0.23.... .. . .• ••. ..-- •• - TC Vert 350.0 6- 6- 0 y .0.54 9-10 86 0.010.06 0.07 ' - i . I + WEB FORCE CSI FEB FORCE CSI•+• '' ' r jjc; - _ -• .. I _.4 L`. 6-1 -773 0.41 3-9 -1324' 0.521. .,. +.: •- - - + .. . 1-11 0 0.00 4-9 -225 0.04. - - MAX TION (span) 1-7 2012 0.69 4-10 -122 0.03 L/9999 I 7-8 (LIVE) LC M4 2-7 -519 0.10 10-5 74 0.02 L= -0.099"1, D= -0.08" T= - 2-8 -872 0.73 5-12 0 0.00 MAX DEFLECTION (cant) 3-8 357 0.12 L/999 MEM 9-10 (LIVE) LC 6-1-13 6-1-13 3-10-8 2-3-6 1r 0.02" D= 0.02" T= 6-1-13 12-3-11 16-2-3 18-5-6 Joint Locations 1 0- 0- 0 7 6- 1-13 2 6- 1-13 8 12- 3-11 1 2 3 4 5 3 12- 3-11 9 16- 2- 3 4 16- 2- 3 10 18- 5- 8 - 5 18- 5- 8 11 0- 0- 0 01 25 6 0- 0- 0 12 18- 5- 8 5-0-1 T l SHIP Z19 1 6 Q.,,.. "4111 c3 '1 1 BI W:308 " i W:313 R:901 Eng. Job: EJ. R:613 U:-233 ® U:-263 OO 18-5-8 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr' LG 6 +' w :t_ _ 7 8 -2 'a 6-1-13 ;C+ __ _f r;"' _ 0-1-13 ) -* 9 10 3 10=8 2-3-6: -• ; _ _' . _ _ 6-1-13 12-3-11 16-2-3 `8-5.6 .1 d 2/13/2006 F. t • All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 114" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr' LG loDimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the ads T R U S S WO RKS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise only to reduce buckling length. This component shall not be placed in any psf TC Dead 10.00 P Re Mbr Bnd 1.00 P noted. Bracing shown Is for lateral support of components members environment that will cause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 s 75-11 O St. Charles pl. Ste -11 A rte and brace this truss In accordance with the following standards: 'Joint and Cutting Detall Reports' available as output from Truswal software, BC Dead 7.00 psf P Design Spec CBC -01 9 P 9pl. Palm Desert Desert, 'ANSUTPI V,'WTCA 1' -Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION' - Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, TOTAL 37.00 psf Segn T6.5.0 - 0 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 17" 01411 Job Name': VISTA CORDOVA / LEGACY HOMES Truss ID: F13 Qty: 1 Drwg: RG x -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.58 Plating spec ANSI/TPI - 1995 O UPLIFT REACTIONS) 1 0- 1-12 845 3.50•' 1.50•• BC 2x4 SPP 1650F -1.5B THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -240 lb 2 17- 0- 7 931 3.81•• 1.501' WEB 2x4 HF STUD to MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 2 -269 lb This truss is designed using the G REQUIREMENTS shown are based ONLY bearing Drainage must be provided avoid ponding. End are designed for axial loads Permanent bracing is required (by others) to CBC -01 Code. n the truss material at each verticals only unless noted otherwise. prevent rotation/toppling. See BCSI 1-03 Bldg Enclosed = Yes, Importance Factor = 1.00 TC FORCE AXL END CSI Extensions above or below the trues profile and ANSI/TPI 1. DurFaes L=1.25 P=1.25 Truss Location = End Zone C 1-2 -2093 0.07 0.51 0.58 (if any) have been designed for loads is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise This not be In any TC Dead 10.00 psf Hurricane/Ocean Line = No Exp Category - Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 2-3 -1427 0.01 0.44 0.46 indicated only. Horizontal loads applied at Mean roof height - 12.06 ft, mph s0 3-4 -90 0.01 0.25 0.26 the end of the extensions have not been O.C.Spacing 2- 0- 0 9pl. Desert, Palm Desert Special Occupancy, Dead Load 1 psf CBC Sp = 4-5 -2 0.00 0.12 0.12 considered unless shown. A drop -leg to an Phone (760) 341-2232 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, DC 20036. -- --LOAD CASE #1 DESIGN LOADS --------------- ...._.„.. otherwise unsupported wall may create a Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, Dir L.Plf L.Loc R.Plf R.Loc , LL/1 BC FORCE AXL BND- CSI. hinge effect that requires additional design _ TC Vert 60.00 0- 0- 0 60.00 19- 3-12 0.( 6-7 -3 0.00 0.12 0.12 consideration (by others). BC, Vert, 1d.00 0- 0- 0 14.00 19-s3-12,,,,,0,9 7-8 2253 0.33 0.10 0.43 --.- - .. --.. ....., ...•..Typ@._. -•.. lbs R. Loc. - LL/TL .. 8-9 - 1340 . 0.19 0.06 •0. 25 .. ._ ... :`c •. -.. .. ... .-... < .., . .r Pwa-.,- ,.. .. ...._ .. TC, Vert.,..,- 350.0 6- 6- 0 .. 0.54 .. - -, .- •„ , 9-10 87 0.01..0:06 .0.07 r - - - -- ,• *. NEB FORCE CSI .- ' NEB FORCE .. CSI.. {{ i, 6-1 -803 0.42 3-9 -1439 0.63' . I . { } (, - . 2 r .'s:. .7. .. 1-11 0 0.00 4-9- -232 0.05 .. r i ,- - k ••t:i - , il ` 1-7 2173 0.74 4-10 -124 0.03 2-7 -538 0.10 10-5 75 0.02 2-8 -915 0.84 5-12 0 0.00 3-8 365 0.13 "A t 2 T1 1 B1 W:308 R:845 U:-240 6-5-4 6-5-4 4-1-15 2-3_6 6-5-4 12-10-8 17-0-7 19-3-12 2 3 4 5 02_ MAX DEFLECTION (span) - L/999 MEM 7-8 (LIVE) LC L= -0.10" D= -0.10" T- MAX =MA% DEFLECTION (Cant) : L/999 MEM 9-10 (LIVE) LC L= 0.03" D= 0.02" T-- Joint =Joint Locations 1 0- 0- 0 7 6- 5- 4 2 6- 5- 4 8 12-10- 8 3 12-10- 8 9 17- 0- 7 4 17- 0- 7 10 19- 3-12 5 19- 3-12 11 0- 0- 0 6 0- 0- 0 12 19- 3-12 oq ,NITECT SHIP /C,y 4-12 '7 er 2( 04 19-3-12 g 7 8 9 10 O 66-5_4 66-5_4--1 4-1-15 .2-3-6 O u •ew ..r t i 2 1 "1- i r S . 6-'S 4),7 1913-11? 12-10-8 '- 1, 17-0-7 19-3-12..' Q<e .!: 'fes , N.;y' - iJ :anti,- 1 r; ' .k !• J:. _. • 2/13/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S SWO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss/ is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise This not be In any TC Dead 10.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. component shall placed rte s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate• handle, install 'Joint from Truswal software, SC Live 0.00 psf O.C.Spacing 2- 0- 0 9pl. Desert, Palm Desert and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive. Madison, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, 2( 04 Name: VISTA RDOVA / LEGACY HOMES_ Truss ID: F14 _ Qty: _Job iRG _CO_ X -LOC REACT SIZE REQ'D TC 2x4 SPP 165017-1.59 Plating Spec : ANSI/TPI - 1995 1 0- 1-12 887 3.50" 1.50" BC 2x4 SPP 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF 2 17-10- 9 951 3.81" 1.50 WEB 2x4 HP STUD MULTIPLE LOAD CASES. iR.G REQUIREMENTSshown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. In the truss material at each bearing Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. prevent rotation/toppling. See SCSI 1-03 End verticals are designed for axial loads TC FORCE AXL END CSI and ANSI/TPI 1. only unless noted otherwise. 1-2 -2302 0.12 0.71 0.83 Dsgnr: LG Extensions above or below the truss profile 2-3 -1527 0.02 0.64 0.66 TC Live 20.00 psf (if any) have been designed for loads 3-4 -92 0.00 0.23 0.23 A Company You Can Trussl indicated only. Horizontal loads applied at 4-5 -2 0.00 0.16 0.16 the end of the extensions have not been psf .. ..,_ ., considered unless shown. A drop --leg to an BC FORCE AXL BND CSI Palm Desert, CA. 9pl. otherwise unsupported wall may.create a 6-7 -3 0.00 0.14 0.14 _ hinge effect that requires additional design 7-e 2419 0.36 0.10 0.46 --- - • .- ..... ." consideration (by others)_..., , ., 8-9 1441 0•.21 0.06. 0.27 .. - . ;... ... .. . _ .. ,.,.... . ., -r ...._. 9-10 89 0.01 0.06 0.08 •+• .. ._ `-_ •` "'_ ''; r''' ' WEB FORCE CSI WEB FORCE 'CSI 6-1 1-842 0.44 ' 3-9 -1522 0,74.- 1-11 0 0.00 4=9 -246 0.05..' -• ' 1-7 2378 0.81 4-10 -128 0.03 2-7 -536 0.10 10-5 79 0.02 2-8 -981 0.97 5-12 0 0.00 3-8 375 0.13 1 6-8-10 6-810 4-5-5 2-3-6 6-8-10 13-5-4 17-10-9 20-1-14 2 Or 25 3 4 5 1 Drwg: UPLIFT REACTION(SI Support 1 -250 lb Support 2 -273 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = End Zone Hurricane/Ocean Line - No Bxp Category = C Bldg Length = 40.00 ft, Bldg Width - 20.00 ft Mean roof height = 12.06 ft, mph - 80 CBC Special Occupancy, Dead Load = 10.2 pef ----------LOAD CASE #1 DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/' TC Vert 60.00, 0- 0- 0 60.00 20- 1-14 0. BC Vert 14.00.. r 0- 0- 0 14.00 20- 1-14 0.1 ..Type_.., lbs_ %.Loc LL/TL TC Vert .350.0 6- 6- 0 0.54 „ MAX DEFLECTION (span) L/999 MEM 7-8 (LIVE) LC L-- -0.12" D= -0.11" T= MAX DEFLECTION (cant) : L/958 MEM 9-10 (LIVE) LC L= 0.03" D= 0.02" T-- 6-8-10 = B1 W:308 R:887 U:-250 R:951 U:-273 Joint Locations 1 0- 0- 0 7 6- 8-10 2 6- 8-10 8 13- 5- 4 3 13- 5- 4 9 17-10- 9 4 17-10- 9 10 20- 1-14 5 20- 1-14 11 0- 0- 0 6 0- 0_r_ 12 20- 1-14 7O • %-jnrT44- O 23" 05" 20-1-14 { 6 7 8 9 10 6-8-10 6-6 4-5-6 2-3 ..._ 6 8-10 ' .mss ?.01.1.1;: 13-5-4 17-10-9 20-1-14 - L/1 a3'/20.06., All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design is for an individual building component not truss system. R has been based on specifications provided by the component manufacturer Chit: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S SWO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.00 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spae)ng 2- 0- 0 Palm Desert, CA. 9pl. 'ANSVTPI 1','WTCA 1'. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf P Design Spec CBC -01 9 P Phone (760) 341-2232 (BCS11.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 23" 05" Job Name: VISTA_C_ORDOVA / LEGACY HOMES Truss ID: F15 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.59 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : 1 0- 1-12 694 3.50" 1.50 BC 2x4 SPP 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -191 lb 2 18- 8-13 857 3.81" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. based Drainage be to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Support 2 -241 lb This truss is designed using the G REQUIREMENTS shown are ONLY must provided End verticals are designed for axial loads CBC -01 Code. n the truss material at each bearing only unless noted otherwise. Bldg Enclosed Yes, Importance Factor - 1.00 Extensions above or below the truss profile Trues Location End Zone TC FORCE AXL END CSI (if any) have been designed for loads Hurricane/Ocean Line - NO Exp Category C 1-2 -1730 0.06 0.50 0.56 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg width 20.00 ft 2-3 -1355 0.01 0.48 0.50 the end of the extensions have not been Mean roof height a 12.07 ft, mph 80 X10.2 3-4 -91 0.00 0.26 0.26 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load - psf 4-5 -2 0.00 0.14 0.14 otherwise unsupported wall may create a hinge effect that requires additional design BC FORCE AXL END CSI .. 6-7 -3 0.00 0.12 0.12 consideration (by others). 7-8 1807 0.27 0.08 0.35 r 8-9 1299 0.19 0.06 0.24' f ••- ' `j 9-10 Be 0.01 0.06 0.07 t _ WEB FORCE CSI .'•.WEB FORCE CSI - '7F :T. ?'.+ :' i'.J .. %1.B ^--. i":•. 6-1 -650-0.34 3-9 -,1352 0.73 - . . - > - r '.-'- ' ""F .• 1-11 -0 0.00 " 4-9 .-249 0.05 1-7 1782 0.61 4-10 -126 0.03 2-7 -349 0.07 30-5 77 0.02 2-8 -519 0.56 5-12 0 0.00 3-8 233 0.08 5-0-1 tT 2, 1 7-0-17-0 4-8-11 123-0 7-0-1 14-0-1 18-8-13 21-0-2 2 025 3 4 5 r 5-0-1 SHIP 53 1 MAX DEFLECTION (Span) L/999 MEM 7-8 (LIVE) LC L= -0.10" D= -0.10" T= MAR DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC 22 L= 0.02" D= 0.02" T= C.0 Joint Locations 1 0- 0- 0 7 7- 0- 1 2 7- 0- 1 8 14- 0- 1 3 14- 0- 1 9 18- 8-13 4 18- 8-13 10 21- 0- 2 5 21- 0- 2 11 0- 0- 0 6 0- 0- 0 12 21- 0- 2 2-4 ( u B, 62 2-,aW:308 W:313 R:694 R:857 * U:-191 U: -241N.21-0-2 VIA g 7 8 9 10 c/ 7-0_1 7-0-1 4-8-11 t2-3.6 -1. -, ,.iw • T..r.a__.,.4', ._ , ,. .. _ 'i4{i-, 7-0_7- i .t;;tE 71.0-R 14-0-1 < 18-8=13 21-0-2 .. .. K K. : ^.. F, v : a_ . a' = rw r. r 2/13/20.06 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs; L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 Charles pl. Ste -11 A environment that will rause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Chaand brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desert rte Desert, 92211 s 'ANSVTPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 600, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name:VISTA CCCORDOVA / LEGACY HOMES Truss ID: F16 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. G X -IOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.59 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 725 3.50 1.50" BC 2x4 SPP 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -199 lb 2 19- 6-15 888 3.81" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -248 lb G REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing BC Dead 7.00 psf End verticals are designed for axial loads only unless noted otherwise. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 TOTAL 37.00 psf Seqn T6.5.0 - 0 Fax # (760) 341-2293 Extensions above or below the truss profile Truss Location End Zone TC FORCE AXL BND CSI (if any) have been designed for loads Hurricane/Ocean Line = No Exp Category - C 1-2 -1541 0.03 0.29 0.32 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width 20.00 ft 2-3 -1865 0.03 0.27 0.30 the end of the extensions have not been Mean roof height 12.08 ft, mph = 80 3-4 -1064 0.01 0.20 0.21 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load 10.2 psf 4-5 -80 0.01 0.19 0.20 otherwise unsupported wall may create a 5-6 -2 0.00 0.06 0.06 _ ....... . .., hinge effect that requires additional design BC FORCE AXL END CSI consideration (by others). 7-8 -3 0.00 0.07 0.07 , 8-9 1661 0.24 0.06 0.31 .. - , -•r .. .r. .. - . < .. ,... :_. ..•i 9-10 1861 0.27 0.05.0.33:•- 0-11 992 0.14 ..0.03..0..17, 1 - ..g-.. .. At 7 .- o':r/S¢.,. • .. •. '.' 3 '' `)..... 1-12 77 0.01 '0:05 "0 06-.: p .. •.0 iJ,., 1 WEB FORCE' CSI' NEB FORCE CSI,' .. ;- - .- P t.•:: . .` - }:: ._ ...-,•.. .3.. ,•: - MAX DEFLECTION (span) 7-1 -690 0.36 4-30 385 0.13 L/999 MEM 8-9 (LIVE) LC 1-13 0 0.00 4-11 -1142 0.36 L= -0.10" D= -0.09" T= - 1-8 1624 0.55 5-11 -200 0.04 MAX DEFLECTION (cant) 2-8 -460 0.09 5-12 -111 0.03 L/999 MEM 11-12 (LIVE) LC 2-9 213 0.07 12-6 70 0.03 L= 0.03" D= 0.02" T= 3-9 59 0.02 6-14 0 0.00 3-10 -889 0.61 Joint Locations 5-5-9 5-6-9 5-5-9 3-2-4 IT 1 0- 0- 0 8 5- 5- 9 2 5-5-9 2 5- 5- 9 9 1 10-11-2 16-4-11 19.6-15 3 10-11- 2 10 166-11- - 4-11 4 16- 4-11 11 19- 6-15 4 5 6 5 19- 6-15 12 21-10- 4 1 2 3 6 21- - 13 0- 0- 0 off_ 7 0,0- iTFc z1 -lo- 4 B1 W:308 R:725 U:-199 11:888 U:-248 21-10-4 7 8 9 10 11 12 5-5-9 5-5-9 5-5-9 3-2-4 g 5-5-9 10-11-2 16-4-11 19.6-15 Nl T : 3'. .. ^ t... ..:i° +. t'3.; ;,° . (• • ' .,F..f:,.'+? ,C zl'3 .w 3 ci f';w., ta,.9:'.: . f 2/13/200.6.: s All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on he particular application. The design assumes that the top chord this design meet or exceed the loading Imposed by the local building code and t A Company You Can Truss[ is laterally braced by the roof or Door sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles p I. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and 'ANSI/TPI 1'. WTCA V. Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, De 1( OI BC FORCE AXL END CSI 7-8 -3 0.00 0.07 0.07 8-9 1661 0.25. 0.0610.31 9-10 1861 0.27 0.05.0.33- 0-11 992 0.14.0.03 0.17 1-12 77- 0.01'0:05'0.06' i } WEB FORCE CSI' WEBs FORCE CSI. 7-1 -690 0.36 4-10 385 0.13 1-13 0 0.00 4-11 -1142 0.36 1-8 1624 0.55 5-11 -200 0.04 2-8 -460 0.09 5-12 -111 0.03 2-9 213 0.07 12-6 70 0.03 3-9 59 0.02 6-14 0 0.00 3-10 -889 0.61 B1 W:308 R:725 U:-199 5-5-9 5-5-9 5-5-9 10-11 .2 1 2 3 F0.26 26 ... Z MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC L= -0.10" D= -0.09 T-- MAX =MAR DEFLECTION (cant) L/999 MEM 11-12 (LIVE) LC L= 0.03" D= 0.02" T= .04" Joint Locations 1 0- 0- 0 8 5- 5- 9 5-S-9 3-2-4 2 5- 5- 9 9 10-11- 2 16-4-11 19.6-15 3 10-11- 2 10 16- 4-11 e d 16- 4-11 it 19- 6-15 4 5 6 5 19- 6-15 12 21-10- 4' 6 21-10- 4 13 0- 0- 0 ,+ 7 0- 0- 0 14 21-10- 4 R:888 U:-248 Job Name: VISTACOR_ DOVA / LEGACY HOMES Truss ID: F17 Qty: 1 Drwg: ,. G X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650F-1.58 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(SI lb - 1 0- 1-12 725 3.50 1.50 BC 2x4 SPF 1650F-1.58 TRIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -199 „ a..,. .. .. _ .. ... . 2 19- 6-15 888 3.81" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -248 lb be to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the ` All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. REQUIREMENTS shown are based ONLY Drainage must provided End verticals are designed for axial loads CBC -01 Code. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. n the truss material at each bearing only unless noted otherwise. Bldg Enclosed - Yes, Importance Factor - 1.00 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG Extensions above or below the truss profile Truss Location - End Zone and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' LG TC FORCE AXL BND CSI (if any) have been designed for loads Hurricane/Ocean Line - No Exp Category e C areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1-2 -1501 0.03 0.29 0.32 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width 20.00 ft utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf 2-3 -1e65 0.03 0.27 0.32 the end of the extensions have not been Mean roof height - 12.08 ft, mph 80 Is Laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise length. This component shall not be In any TC Dead 10.00 psf 3-5 -1065 0.01 0.20 0.21 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load - 10.2 psf noted. Bracing shown Is for lateral support of components members only to reduce buckling placed 5-5 -80 0.01 0.19 0.20 otherwise unsupported wall may create..a environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, - 5-6 -2 0.00 0.06 0.06 •--- -.--•-••••-• . hinge effect that requires additional design - rnnai Aaratren (bv others). and 'ANSUTPI 1', N1/TCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC FORCE AXL END CSI 7-8 -3 0.00 0.07 0.07 8-9 1661 0.25. 0.0610.31 9-10 1861 0.27 0.05.0.33- 0-11 992 0.14.0.03 0.17 1-12 77- 0.01'0:05'0.06' i } WEB FORCE CSI' WEBs FORCE CSI. 7-1 -690 0.36 4-10 385 0.13 1-13 0 0.00 4-11 -1142 0.36 1-8 1624 0.55 5-11 -200 0.04 2-8 -460 0.09 5-12 -111 0.03 2-9 213 0.07 12-6 70 0.03 3-9 59 0.02 6-14 0 0.00 3-10 -889 0.61 B1 W:308 R:725 U:-199 5-5-9 5-5-9 5-5-9 10-11 .2 1 2 3 F0.26 26 ... Z MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC L= -0.10" D= -0.09 T-- MAX =MAR DEFLECTION (cant) L/999 MEM 11-12 (LIVE) LC L= 0.03" D= 0.02" T= .04" Joint Locations 1 0- 0- 0 8 5- 5- 9 5-S-9 3-2-4 2 5- 5- 9 9 10-11- 2 16-4-11 19.6-15 3 10-11- 2 10 16- 4-11 e d 16- 4-11 it 19- 6-15 4 5 6 5 19- 6-15 12 21-10- 4' 6 21-10- 4 13 0- 0- 0 ,+ 7 0- 0- 0 14 21-10- 4 R:888 U:-248 G t 2/1,3/2.006 ' Scale: 3116" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 21-10-4 7 8 9 10 11 12 5-5-9 5-5-9 5-5-9 3-2-4 g 5-5-9 10-11-2 16-4-11 19.6-15 ry - „ a..,. .. .. _ .. ... . : :- - 5: !..„ .. r i.'r,2 r • i 5 c# $r:.;.(.F'i,: t f. t ...'tf. ,5 .03= ` All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr' LG areto be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Trussl Is Laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise length. This component shall not be In any TC Dead 10.00 psf noted. Bracing shown Is for lateral support of components members only to reduce buckling placed pl. ste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf Palm Desert, CA. 92211 and 'ANSUTPI 1', N1/TCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf Phone (760) 341-2232 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, TOTAL 37.00 psf Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. G t 2/1,3/2.006 ' Scale: 3116" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F18 Qty: 1 Drw : X -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.58 Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) lb 1 0- 1-12 697 3.50•• 1.50" BC 2x4 SPP 1650P-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -190 2 18- 9- 8 885 4.94" 1.50•• WEB 2x4 HP STUD MULTIPLE LOAD CASES. ICBO RESEARCH REPORT #1607. Support 2 -248 This truss is designed lb using the REQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.58 2-8 designed for axial loads PLATE VALUES PER Drainage must be provided to avoid ponding. Code. n the truss material at each bearing End verticals are BldgCBC-Enclosed =Yes, Importance Factor = 1.00 only unless noted otherwise. Trus Lotio Truss Location Zone TC FORCE AXL BND CSI Extensions above or below the truss profile Line Line = No Exp Category C 1-2 -1759 0.06 0.53 0.59 (if any) have been designed for loads BldHurricane/Ocean Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1335 0.01 0.51 0.52 indicated only. Horizontal loads applied at Mean roof height = Mean ft, mph = 80 3-4 -110 0.01 0.26 0.27 the end of the extensions have not been CHC Special Occupancyy,, Dead Load = 10.2 psf 4-5 -2 0.00 0.12 0.12 considered unless shown. A drop -leg to an .... ..__ otherwise unsupported wall may create a --' BC FORCE AXL END CSI hinge effect that requires additional design ' 6-7 -3 0.00 0.13 0.13 consideration (by others). 7-8 1836 0.27 0.0E 0.35 .. 8-9 1276 0.18 0.05 0.23 .• 9-10 106 0.01 0.07 0.08 - ... WE B i FORCE CSI, .WEB FORCE CSI - ... _ :,. r• - --. T7 i 3; .T1 w'•'r ,,., - {` 0 -6=1 -652 0.34' •3-9 -1337 0.67 , .. -.-i a . - ., _.. `.y _ • 1-11 0 0'00 4-9 -265 0.05- t.., .. ,$ • s - ...:i ., y i pi .a. .. MAX DEFLECTION (span) _ 1-7 1809 0.61 4-10 -143 0.03 L/999 MEM 7-8 (LIVE) LC 2-7 -347 0.07 10-5 82 0.03 L= - D= -0.10" T= - 2-8 -583 0:37 5-12 0 0.00 MAX BPLSCTZON (cant) DEFLECTION 3-8 248 0.09 L/999 MEM 9-10 (LIVE) LC L= 0.03" D= 0.021• T= 7-1-9 7-1-9 4-6-6 2-7-3 Joint Locations 7-1-9 14.3-1 18-9-8 21-4-10 1 0- 0- 0 7 7- 1- 9 2 7- 1- 9 8 14- 3- 1 3 14- 3- 1 9 18- 9- 8 1 2 3 4 5 4 18- 9- 8 10 21- 4-10 5 21- 4-10 11 0- 0- 0 6 0- Ap 1- 4-10 0O_ .26 "-2 T 11 Q G1 BI B2 2-4-11 W:308 W:415 O R:697 R:885 U:-190 U:-248 21.4-10 1 1 6 7 8 9 10 G 7-1-9 7-1-9 .Z •-. 4-6-62-7-3 7-1.9 14-3:1 18-9-8 21-4-10 %; ',. ,.. c € ). 41 :@-4j4L"ii ilfv : 2/1.3/2006 - All plates are 20 gauge Truswal Connectors unless preceded by '•Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S SWO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 10.00 psf Rep Mbr end 1.15 75-11 O St. Charles pl. Ste -11 A environment that will rause the moisture content of the wood to exceed 19% and/or rause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desertrte 9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detall Reports' available as output from Truswal software, BC Dead 7.00 psf Design Spec CBC -01 Desert, 'ANSUTPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responslbillties,'BUILDING COMPONENT SAFETY INFORMATION' - p g p Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 !0" 15" lJob Name: VISTA CORDOVA % LEGACY HOMES Truss ID: F19 Qty: 1 Drwg: RG X -IOC REACT SIZE REQ'D TC 2x4 SPP 1650P -1.5E 1 0- 1-12 651 3.50" 1.so" BC 2x4 SPP 1650F-1.59 2 17- 6-11 836 3.50" 1.50" WEB 2x4 HF STUD RG REQUIREMENTS shown are based ONLY GBL ELK 2X4 HP STUD n the truss material at each bearing Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. TC FORCE AXL END CSI Top chord supports 24.0 " of uniform load 1-2 -1545 0.04 0.44 0.48 at 20 psf live load and 10 psf dead load. 2-3 -1168 0.01 0.44 0.45 Additional design considerations may be 3-4 -106 0.01 0.23 0.24 required if sheathing is attached. 4-5 -2 0.00 0.10 0.10 f+) indicates the requirement for lateral bracing (designed by others) perpendicular Sc FORCE AXI, END CSI to the.plane of the member at 63 -intervals.. . 6-7 -3 0.00 0.11 0.11 Bracing is a result of wind load applied -7-8•-• 16140.23 0.07 0.31 ..to..member....(Combination axial plus bending) 8-9= •1114^ 0.16 0.05 •0;20---i'-- This truss, requires adequate sheathing, as. ,9d0 102. 0.01 0.06 0:08 -_ :.designed by others, applied to the truss �,,,.r•...,:.,,,,n .face providing lateral support for webs. in v.EB -FORCE-: CSI ✓r:EB 1TCRCE-«cslxs- j the truss plane and creating. shear -wall. , '6-1.-- =61a,0,32c...io,3 9"1-11BC.EO.•52• action to resist diaphragm loads..- i w 1-11 0 0.00 4-9 -251 0:05' 1-7 1595 0.54 4-10 -138 0.03 2-7 -324 0.06 10-5 80 0.03 2-8 -526 0.52 5-12 0 0.00 3-8 235 0.08 5-0-, 2T, 1 6-8-6 6-6-6 1 2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. End verticals are designed for axial loads only unless noted otherwise. Extensions above or below the truss profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been ..considered unless shown. A drop -leg to.an... otherwise unsupported wall may create a. hinge effect that requires additional design UPLIFT REACTIONS) : Support 1 -180 lb Support 2 -237 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor - 1.00 Truss Location - End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 12.06 ft, mph 80 CBC Special Occupancy, Dead Load = 10.2 psf consideration (by others).._ .'. MAX DEFLECTION (span) L/999 HEM 7-8 (LIVE) LC 22 L= -0.08" D= -0.08" T= -C.1( MAX DEFLECTION (cant) : L/999 HM 9-10 (LIVE) LC L= 0.02" D= 0.02" T= C.04 6-8-0 4-1-15 2-0-7 __4-� � Joint Locations 13-4-12 17.6-11 20-1-2 1 0- 0- 0 7 6- 8- 6 2 6- 8- 6 8 13- 4-12 3 13- 4-12 9 17- 6-11 3 4 5 4 17- 6-11 10 20- 1- 2 5 20- 1- 2 11 0- 0- 0 025 6 0- 0- 0 12 20- 1- 2 W: 12-4-11 W:308 R:306 W: R:651 R:836 Zma, U:-180 U:-237 20-1-2 6 7 8 9 10 . 6-6-6 6-8� 4-1-15 � 2.6� 43✓. -12 6-8:6-:5-10. _' -14 13-4-12 17-6-.11. 20-1-2 xTYPICAL PLATE 1.5-3 .. f j ? ,... n = ; 5 4d"'»x ic'-"+"''- �./ i na.?1 f.:.,'u`�e �f r ` 2/13/2006 • .� ... . .` #• All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S SWO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular appliration. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 P=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf pl. ste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 9pl. 'ANSVTPI 1','WTCA V. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Oncfrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 , ,. lJob Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F2 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Eng. Job: EJ. Chk: LIS RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 360 3.50•• 1.50•• BC 2x4 SPP 1650F -1.5B THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -112 lb Dsgnr: LG 2 9- 9-12 360 3.81•• 1.501• NEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -112 lb T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads the loading Imposed by the local building code and the particular application. The design assumes that the top chord WG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss 18 designed using the Live 20.00 DurFaes L=1.25 P=1.25 n the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. utilized on this design meet or exceed Is laterally braced by the roof or Boor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC psf TC Dead 10.00 only unless noted otherwise. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile Trues Location End Zone psf 1-2 -538 0.00 0.26 0.27 (if any) have been designed for loads Hurricane/Ocean Line = No Exp Category - C pl. ste-11 A 75-110 St. Charles pl. s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install 'Joint from Truswal 2-3 -4 0.00 0.26 0.26 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width - 20.00 ft O.C.Spacing 2- 0- 0 the end of the extensions have not been Mean roof height - 11.96 ft, mph80 =10.2 and brace this truss In accordance with the following standards: and Cutting Detail Reports' avallable as output software, 'ANSUTPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf BC FORCE AXL BND CSI considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load psf Phone (760) 341-2232 4-5 .-.-1 0.00 0.08 0.08 otherwise unsupported wall may create a. _ 5-6- 564 0.08 0.05 0.14 . ..hinge effect that requires additional design - Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. consideration (by others). Seqn T6.5.0 - 0 VEB -FORCE CSI WEB FORCE CSI 4-1 -330 0.17 2-6 -609-0.32, 1-7 0 0.00 6-3 -98 0.05 1-5 569 0.20 3-8 0 0.00 2-5 -119 0.03 MAX DEFLECTION (span) L/999 MEM 4-5 (LIVE) LC L= -0.0111 D= -0.021' T= -C.0311 5-1-10 4-104-10 1 Joint Locations 5-1-10 9-11-10 1 0- 0- 0 5 5- 1-10 2 5- 1-10 6 9-11-10 3 9-11-10 7 0- 0- 0 2 3 4 0- 0- 0 8 9-11-10 1 02_ 5-0-1 T SHIP 2-2-7 T B1 B2 C112iv W:308 W:313 11:360 11:36 U:-112 U:-112 c. ^..t. 4 10-6-12 S If -r.? 'v 2/13/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' ,. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Eng. Job: EJ. Chk: LIS WO: pd00252 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads the loading Imposed by the local building code and the particular application. The design assumes that the top chord Live 20.00 DurFaes L=1.25 P=1.25 A Company You Can Trussi utilized on this design meet or exceed Is laterally braced by the roof or Boor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC psf TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf pl. ste-11 A 75-110 St. Charles pl. s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install 'Joint from Truswal BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert r CA. 9 and brace this truss In accordance with the following standards: and Cutting Detail Reports' avallable as output software, 'ANSUTPI 1'. WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 Job Name: VISTA_CORDOVA / LEGACY HOMES Truss ID: F3 Qty: 1 Drw : Eng. Job: EJ. WO: pd00252 ® IRG X -LOC REACT SIZE REQ'D TC 2x4 SPP 1650P -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG 1 0- 1-12 319 3.50" 1.50 BC 2x4 SPF 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -90 lb utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl 2 8- 5-11 489 3.81" 1.50WEB 2x4 HP STUD " MULTIPLE LOAD CASES. Support 2 -152 lb G REQUIREMENTS shove are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the O.C.Spacing 2.0- 0 9pl. Desert, Palm Desert n the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. 1.00 (BCSI M3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 only unless noted otherwise. Bldg Enclosed = Yes, Importance Factor = Extensions above or below the truss profile Truss Location = End Zone TC FORCE AXL END CSI (if any) have been designed for loads Hurricane/Ocean Line = No Exp Category C 1-2 -420 0.00 0.23 0.23 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 2-3 -96 0.01 0.22 0.23 the end of the extensions have not been Mean roof height - 11.97 ft, mph = 80 3-4 -2 0.00 0.05 0.05 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = 10.2 psf BC FORCE AXL END CSI _ .._. .... otherwise unsupported wall may create a 5-6 -2 0.00 0.06 0.06 hinge effect that requires additional design. - 6-7 436 0.06 0.03 0.09 consideration (by others). 7-8 92 0.01 0.05 0.06 NEB FORCE CSI WEB', FORCE CSI - .• .. "• •••. ., - :: •• 5-1 -288 0.15 3-7i. -199 0.04 •.. :.-_ c 1-9 0 0.00. 3-8..--126 0.03 _ ... Y: - .: d { ;. a.• �.� > `:- .. -' 1-6... 2-6 444 "0.14•, t 8-4 .: t54 0.03 -86 0.02, 4-10 0 0.00- i - ... f _ ; i .. •, .- 2-7 -488 0.16 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC 22 L= -0.01" D= -0.01" T= -C.01 MAX DEFLECTION (cant) : 5-1-10 3-4-1 2-3-6 L/999 MEM 7-8 (LIVE) LC L= 0.01" D= 0.00" T= C.01 5-1-10 8-5-11 10-9-0 Joint Locations 4 1 0- 0- 0 6 5- 1-10 1 2 3 2 5- 1-10 7 8- 5-11 3 -F 10- 0.25 4 10- 9-10 9 0- 0 5 0- 0-'0 10 10- 9- 0 B1 B2 W:308 W:313 R:319 11:489 V'-90 V'-152 10-9-0 a S 8 _ 5 7 - R g.y 6 : 7 4 .8 9-9-6 5-1-10 3-4-1 STU .2/13/2006, 6-5.,; ,- 9i f Nm:� 5...@3. aLw m� V'Y ` 1 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf Durr -acs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise This be In any TC Dead 10.00 psf P Re Mbr Bnd 1.15 P noted. Bracing shown Is for lateral support of components members only to reduce buckling length. component shall not placed rte s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. Install 'Joint from Truswal software, BC Live 0.00 psf O.C.Spacing 2.0- 0 9pl. Desert, Palm Desert and brace this truss in accordance with the following standards: and Cutting Detail Reports' avaliable as output 'ANSIlTPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf P Design Spec CBC -01 9 P Phone (760) 341-2232 (BCSI M3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 0 5-0-1 T 2-0-, Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F4 Qty: 1 Drw : W:308 W:308 RG X -LOC REACT SIZEREQ'D TC 2x4 SPF 1650F-1.58 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 11-8-0 1, 1 0- 1-12 352 3.50" 1.50" BC 2x4 SPF 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -100 lb 5-1-16- - 43.4 2.3-3 - 2 9- 4-13 520 3.50" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -160 lb All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. MG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. This truss is designed using the ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer n the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS uUlized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord only unless noted otherwise. Bldg Enclosed Yes, Importance Factor - 1.00 TC Dead 10.00 psf TC FORCE AXL END CSI Extensions above Or below the truss profile Truss Location End Zone Desert, 92211 Palm Desert 'ANSIrrPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibillties,'BUILDING COMPONENT SAFETY INFORMATION' • 1-2 -542 0.00 0.39 0.39 (if any) have been designed for loads Hurricane/Ocean Line - No Exp Category - C Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 2-3 170 0.02 0.39 0.41 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width 20.00 ft the end of the extensions have not been Mean roof height - 11.98 ft, mph80 X10.2 BC FORCE AXL END CSI considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load psf 4-5- -. -2 0.00 0.06 0.06 -- --•• - otherwise unsupported wall may create a . ..-. 5-6 570 0.08 0.05 0.13 - - hinge effect that requires additional design 6-7 0 0.00 0.06 0.06 - consideration (by others). WEB FORCE - CSI WEB FORCE CSI . _. - ...- 'r::.. - • .. ... ..... •. -n• ...::7 n..... - . 4-1 -321 0.17 2-6 -739 0.35 '• - - •• - 1-8 -0 0.00 3-6 -227 0.05. . 1r5 573 0.19x. 7-3 -99 0.05 - 2-5 -.130 0.03. 33-.9o 0'.00' .. - ., _ _ ..,.. - E ...v. ...- ..or d ... ..7... .. _. Cr .. _.. MAX DEFLECTION (span) ' L/999 MEM 5-6 (LIVE) LC L= -0.01" D= -0.01" T. - .0 MAX DEFLECTION (cant) : ,."h, 5-1-110 6$-7 l L/999 MEM 6-7 (LIVE) LC 2j 51-10 11-8-0 L= 0.01" D= 0.00" T= .0 Joint Locations 3 1 0- 0- 0 6 9- 4-13 1 2 2 5- 1-10 7 11- 8- 0 1 0.25 4 0- 0- 0 9 11- 8- 0 5 s- 1-l0 5-0-1 T 2-0-, 2/13/2006 Scale: 5/16" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 B1 52 W:308 W:308 R:352 R:520 U:-100 U:-160 11-8-0 1, _ : . l4r ti r iCrS 6 :7 8-10-8 x 5-1-16- - 43.4 2.3-3 - STUB 1- S 9-4-13- 1180- .a 4 •.i. . . ! f _ All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ® This design is for an individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' LG and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S WO R KS uUlized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 psf noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any s Charles pl. ste-11 A 75-110 St. Charte environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' avallable as output from Truswal software, BC Live 0.00 psf Desert, 92211 Palm Desert 'ANSIrrPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibillties,'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf Phone (760) 341-2232 (SCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 2/13/2006 Scale: 5/16" = 1' WO: pd00252 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 0. Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F5 Qty: 1 MG x -LOC REACT SIZEREQ'D TC 2x4 SPP 165OF-1.59 Plating spec : ANSI/TPI - 1995 1 0- 1-12 383 3.50" 1.50" BC 2x4 SPF 1650P-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF 2 10- 3- 1 550 3.50" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. - PLATE VALUES PER ICBO RESEARCH REPORT #1607. n the trues material at each bearing End verticals are designed for axial loads TC FORCE AXL END CSI 1-2 -596 0.00 0.26 0.26 2-3 -106 0.00 0.26 0.26 3-4 -2 0.00 0.15 0.15 BC FORCE AXL END CSI 5-6 -2 0.00 0.07 0.07 6-7 630 0.09 0.06 0.15 7-8 102 0.01 0.06 0.07 WEB FORCE CSI• NEB FORCE CSI 5-1 -353 0.19 3-7• -258 0.05` 1-9 + 0 0.00..' 3-8 .-141 0.03 1-6• 631 0.20': ' 8-4. G7 0.02 2-6: -144 0.03 . 4-10 - 0 0.00 2-7 -629 0.38 1 only unless noted otherwise. Extensions above or below the trues profile (if any) have been designed for loads indicated only. Horizontal loads applied at the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may.create a hinge effect that requires additional design consideration (by others). 5-1-10 5-1-10 2 02_ V L 5-1-10 2-3 10-3-3 12-6-4 Drw9: UPLIFT REACTIONS) Support 1 -110 lb Support 2 -168 lb This trues is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truce Location a End Zone Hurricane/Ocean Line - No , EXp Category - C Bldg Length - 40.00 ft, Bldg width - 20.00 ft Mean roof height - 11.98 ft, mph = 80 CBC Special occupancy, Dead Load 10.2 psf - MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.02" D= -0.02" T= - MAX DEFLECTION (cant) : L/999 MEM 7-8 (LIVE) LC L= 0.01" D= 0.00" T- Joint = Joint Locations 3 4 1 0- 0- 0 6 5- 1-10 2 5- 1-10 7 10- 3- 3 3 10- 3- 3 8 12- 6- 4 4 12- 6- 4 9 0- 0- 0 5 0- 0- 0 10 12- 6- 4 Oq CH1iGAR E T 5-0-1 T SHIP Q 2, W: W: W:308 W:308 R:383 U:-110 2 - U 1 ,... _ . _. -. 5-1=10 . 66 . t . \j _ 12-64 5-,- 0 3 STUB c ,.. `FsF?. ?.'• f:) 1r '- 5 40-'3.3 5?l'10a_ i. "r.: ..:i 1'0-3-3' 12r6AI.t 6±e L( = 2/13/2006 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFaes L=1.25 "=1.25 A Company You Can Trussl Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 P P psf Re Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Chaand brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. r 9pl. s 'ANSI/TP1 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf Design Spec CBC -01 Palm Desert rte Phone (760) 341-2232 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. TOTAL 37.00 psf Segn T6.5.0 - 0 03" O1" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F6 Qty: 1 Drw : W:308 - W:313 G X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650P-1.58 Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 414 3.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -119 lb I r. 2 11- 1- 1 580 3.81" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -176 lb .2/13/2006 REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing Scale: 5116" = 1' End verticals are designed for axial loads CBC -01 Code. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer only unless noted otherwise. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AXL BND CSI Extensions above or below the truss profile Truss Location End Zone TC Live 20.00 psf 1-2 -700 0.01 0.41 0.42 T R U S S WO R KS (if any) have been designed for loads Hurricane/Ocean Line - No Exp Category - C TC Dead 10.00 2-3 -96 0.01 0.39 0.40 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg width = 20.00 ft 3-4 -2 0.00 0.06 0.06 BC Live 0.00 psf the end of the extensions have not been Mean roof height = 11.99 ft, mph80 =10.2 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANS[rrPI 'BUILDING COMPONENT SAFETY INFORMATION' BC Dead 7.00 psf considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load = psf 1','WTCA t' - Wood Truss Council of America Standard Design Responsibilities, - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, SC FORCE AXL END CSI- otherwise unsupported.wall may create a Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 5-6 -2 0.00 0.11 0.11 - hinge effect that requires additional design .. 6-7 726 0.06 0.10 0.16 _ consideration (by others). 7-8 92 0.01 0,05 0,07;-• r •• -• - t WEB FORCE- CSI - WEB- FORCE.. CSI .. - -: - -. •., .: •-c;'c: ..-. ::.:. :•.ii*:.. ( .; .�• .. '= %a::: 6: 5-1- -373..0..20 3-7 .-212 0.04 1-9 0 0..00 - 3-8 -128 0.03 7 .. - `: • _ - , 1 3 r _ - 1-6 722 0:23 .8-4 • .,: 64 0.03 - ` 61 2-6 114 :0.03 4-10 t0 0.00 � _. 2-7 -771 0.36 MAX DEFLECTION (span) L/999 MEM 6-7 (LIVE) LC L= -0.02" D= -0.02" T= -C. DEFLECTION (Cant) : 6-8-3 4-414 2-3-6 L/999 MEM 7-8 (LIVE) LC 6-8-3 11-1-1 13-4-6 L= 0.01" D= 0.00" T= Joint Locations 1 2 3 4 1 0- 0- 0 6 6- 8- 3 2 6- 8- 3 7 11- 1- 1 3 11- 1- 1 8 13- 4- 6 0 2 4 13- 0- 0- 0 5 � [Q 4- 6 5-0-1 T 2-0-1 T 5-0-1 T SHIP 2-3-4 T )1" B1 82 12-1-7 W:308 - W:313 R:414 R:580 U:-119 U:-176 13-0-6 `Yl _ ` r..,5 7 8 6 I 7 i 8.. I r. 6-86-8 4-414 2-341 4P•., R:�..A.:, . ti: ,.: , s1=.3..�:. :. ;a;sx sir. b.�P .2/13/2006 , All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFaes L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss/ Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install 'Joint BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss In accordance with the following standards: and Cutting Detail Reports' available as output from Truswal software, 'ANS[rrPI 'BUILDING COMPONENT SAFETY INFORMATION' BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 1','WTCA t' - Wood Truss Council of America Standard Design Responsibilities, - (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 )1" Job Name: VISTA CORDOVA / LEGACY HOMES Truss 0: 07 Qty:' 1 Drw : W:308 W:313 X -LOC REACT SIZE REQ'D TC 2X4 SPF 1650F-1.58 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 '445 3.50^ 1.50 BC 2x4 SPF 1650F-1.59 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -128 lb 2 11-11- 5 611 3.81" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -184 lb 3110 REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. only unless rioted otherwise. Bldg Enclosed = Yes, Importance Factor - 1.00 TC FORCE AXL END CSI Extensions above or below the truss profile Trues Location End Zone 1-2 -806 0.01 0.47 0.49 (if any) have been designed for loads Hurricane/Ocean Line = No , Exp Category - C 2-3 -97 0.01 0.44 0.45 indicated only. Horizontal loads applied at Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 3-4 -2 0.00 0.07 0.07 the end of the extensions have not been Mean roof height - 12.00 ft, mph80 =10.2 considered unless shown. A drop -leg to an CHC Special Occupancy, Dead Load = psf BC FORCE AXL BND CSI . -._ otherwise unsupported wall may create a Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 5-6 - -2 0.00 0.12 0.12 - hinge effect that requires additional design . 6-7 837 0.07 0.11 0.18 consideration (by others). , 7-8 93 0.01 0.06 0.07 .. _ .., ., . , : ....... :... _...,. _ ., WEB . FORCE. CSI NEB FORCE .CSI 'ANSVTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 5-1, -402.0.21 3-7 -220 0.04 Phone (760) 341-2232 (BCSI 1-03) and BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ Is located at 583 D'Onofrlo Drive, Madison, i-9. 0 0:00 3-8 -130 0.03 s_ f _I. _.;Z, . 1 ! _ 7 •. v 1-6 a28 0.27 8-4 68 0.03 Seqn T6.5.0 - 0 0 0.00 2-6 124 0.03 4-10 . ' -• s _ .. .. _ u - ... .t . •ir . ; ' .. ., 2-7 -874 0.48 MAX DEFLECTION (Span) L/999 MEM 6-7 (LIVE) LC L= -0.03" D= -0.02" T-- =MAR MAXDEFLECTION (cant) : 7-17-1 5 4-10 22-3-6 L/999 MEM 7-8 (LIVE) LC 7-1-5 11-11-5 14-2-10 L= 0.01" D= 0.01" T= Joint Locations 1 2 3 4 1 0- 0- 0 6 7- 1- 5 2 7- 1- 5 7 11-11- 5 rO 3 11-11- 5 8 14- 2-10 25 4 14- 2-10 9 0- 0- 0 5 0- 0- 0 10 14- 2-10 0 T 2-3-8 T 5-0-1 SHIP 2-4 3-0 B1 62 W:308 W:313 ^ R:445 R:611 U:-128 U:-184 , 14-2-10 ('6 i 7 {) 6 I ) 7 8i. „ 71"5 410-0 2-3.6 . t,r +"., r,-; t -. • - M; .r: ,l a. re-t:i- ' Tit `j 't.#,y. .. - 111 m1H'- r'. - SSS'"'CO 2/13/2006. .. t '`f' t All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: pd00252 ® This design Is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer Chk' LG and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions DS fir: LG g are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any psf rte s 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss In accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf O.C.Spacing 2-0-0 9pl. Palm Desert Desert, 'ANSVTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibllities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (BCSI 1-03) and BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPQ Is located at 583 D'Onofrlo Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 35" 02" Job Name: VISTA CORDOVA / LEGACY HOMES Truss -ID: F8 at -k: 1 Drw 2.,_7 RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.58 Plating Spec : ANSI/TPI - 1995 C, UPLIFT REACTION(S) R:641 1 0- 1-12 476 3.50 1.50 BC 2x4 SPF 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -136 lb 2 12- 9- 7 641 3.81" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Y t ' Support 2 -192 lb G REQUIREMENTS Shown are based ONLY 2x4 SPP 1650P -1.5E 1-6 PLATS VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing End verticals are designed for axial loads Drainage must be provided to avoid ponding. CBC -01 Code. only unless noted otherwise. Bldg Enclosed - Yes, importance Factor - 1.00 TC FORCE AXL END CSI Extensions above or below the truss profile Truss Location - End Zone 1-2 -919 0.02 0.55 0.56 (if any) have been designed for loads Hurricane/Ocean Line - No Exp Category - C 2-3 -98 0.01 0.50 0.51 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 3-4 -2 0.00 0.09 0.09 the end of the extensions have not been Mean roof height - 12.01 ft, mph - 80 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load - 10.2 psf BC FORCE. AXL END CSI otherwise unsupported wall may create a , 5-6 -3 0.00 0.14 0.14 hinge effect that requires additional design 6-7 955 0.08 0.13 0.21 consideration (by others). , 7-8 94 0.01 0.06 0.07 } WEB FORCE CSI WEB FORCE CSI - - i - 5-1 -431 0.23 3-7 -229 0.05 1-.9 0 0,.00 - 3-8 -1.32 Q.03,. ' { 1-6942 0.17 8-4 71. 0.031 •• ! - 3, - - '-` i~' - '•. 2-6 133 0.04 4-10 - :0 0.00.` -. 1 . ...r, - .. .. . f .: .. '. 2-7 _ -985 0.62 MAX DEFLECTION (span) 7 6 5-3-16 2-3-6A 6- L/999 tit -7 (LIVE) LC L= -0.04" -0.03" T= - 7 6 6 12-9-7 15-0.12 MAX DEFLECTION (cant) : L/999 HM 7-8 (LIVE) LC L= 0.01" D= 0.01" T= 5-0-1 T 2-0-1 1 2 0.251 3 4 Joint Locations 1 0- 0- 0 6 7- 6- 6 2 7- 6- 6 7 12- 9- 7 3 12- 9- 7 8 15- 0-12 4 15- 0-12 9 0- 0- 0 5 0- 0- 0 10 15- 0-12 5-0_, TSHIP ,3T B1 ct B2 2.,_7 0 W:308 W:313 Wo: pd00252 C, R:476 R:641 1\ V U:-136 ..I1L 75-110 St. Charles pl. ste-11 A Palm Desert r CA. 9pl. s Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1', WTCA 1• -Wood Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION* (BCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf t , Y t ' 15-0112•` 1 '- dd..:.) ,N 8 . 2/13/2006 T I C I d d b ' MX" for HS 20 au a or' H" fo auge positioned per Joint De oortsva aable-from Truswal software unless noted. Scale: 5/16" - 1' All plates are 20 gauge ruswa onne ors un ess piece e y g g ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Eng. Job: EJ. Chk: LG Wo: pd00252 T R U S SWO R KS A Company You Can Trussl and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utillzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any Dsgnr: LG TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm Desert r CA. 9pl. s Phone (760) 341-2232 Fax # (760) 341-2293 environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSVTPI 1', WTCA 1• -Wood Wood Truss Council of America Standard Design Responsibilities, COMPONENT SAFETY INFORMATION* (BCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, OC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spaeing 2- 0- 0 Design Spec CBC -01 Seqn T6.5.0 - 0 06" 02" Job Name: VISTA CORDOVA / LEGACY HOMES Truss ID: F9 Qty: 1 Drw : G x -IAC REACT SIZE REQ'D TC 2x4 SPF 1650P -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 507 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -145 lb 2 13- 7-11 672 3.81" 1.50" WEB 2x4 HP STUD MULTIPLE LOAD CASES. Support 2 -199 lb G REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the n the truss material at each bearing End verticals are designed for axial loads CBC -01 Code. only unless noted otherwise. Bldg Enclosed Yes, Importance Factor - 1.00 TC FORCE AHI. BNO CSI Extensions above or below the truss profile Truss Location End Zone 0.28 (if any) have been designed for loads Hurricane/Ocean Line - No Exp Category - C 1-2 -931 0.01 0.28 indicated only. Horizontal loads applied at Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 2-3 -706 0.00 0.28 0.28 the end of the extensions have not been Mean roof height - 12.02 ft, mph 80 3-4 -88 0.01 0.14 0.15 considered unless shown. A drop -leg to an CBC Special Occupancy, Dead Load - 10.2 psf 4-5 -2 0.00 0.06 0.06 otherwise unsupported wall may create a BC FORCE AHI, BND CSI hinge effect that requires additional design - 6-7 -3 0.00 0.07 0.07 consideration .(by others). 7-8 996 0.14 0.05 0.19 .-. .. - .. .. _. ._.. -. 8-9 667 0.09 0.03 0.13- .. - .... _ .. ., .. _ ... .. .. _. .... .. _ 9-10 85 0.01 0.05 0.06 F WEB FORCE CSI WEB FORCE CSI .• - "- - - .. - _ -.. _ - c-- 6-1 _ -474 0.25. 3-9 -758 0.22 1-11 1-7 0 0.00. 4-9 -205 0.04 983 0.33 4-10 -119 0.03 MAX DEFLECTION (span) 2-7 -258 0.05 10-5 68 0.03 L/999 MEM 7-8 (LIVE) LC 2-8 -361 0.23 5-12 0 0.00 L= -0.03" D= -0.03" T= - 3-8 192 0.07MAR 5-3-11 5-3-11 ( 3-0-5 2-3-6 DEFLECTION (cant) : L/999 MEM 9-10 (LIVE) LC 5-3-11 10-7-5 13-7-11 15-11-0 L= 0.01" D= 0.01" T= Joint Locations 1 0- 0- 0 7 5- 3-11 2 3 4 5 2 5- 3-11 8 10- 7- 5 3 10- 7- 5 9 13- 7-11 10-10- 0.2' 5 5 15-11-10 11 0 6 0- 0- 0 12 15-11- 0 T T , SHIP 1 3oa 1 W: W:2, W:308 W:313 R:507 R:672 U:-145 U:-199 15-11-0 A 10 6 81 79 G 5-3-11 'Ss 5-3-11 3-0-5 2-3-6`2/13/2006. . 7 F: a a i x-iR', >1•l:' y v 55-31 r. t,= i3 16 7-5 t 13-7-11 • . 1Sf 11 0 (- y All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Wo: pd00252 This design Is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: LG and done In accordance with the currentversions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions Dsgnr: LG T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads ut0lzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material direly attached, unless otherwise TC Dead 10.00 psf Re Mbr Bnd 1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed In any P P Charles cal. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 75-110 St. Cha9pl. s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, Palm Desertrte Desert, 'ANStITPI 1'. WTCA 1-- Wood Truss Council of America Standard Design Responslbllities•'BUILDING COMPONENT SAFETY INFORMATION', BC Dead 7.00 psf Design Spec CBC -01 Phone (760) 341-2232 (8CSI 1-03) and SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 593 D'Onofrio Drive, Madison, Fax # (760) 341-2293 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.5.0 - 0 06" 012" t ' A 1. 2x4 POST ATTACHED TO EACIi TRUSS PANEL POINT AND OVERIIE'AD PURLIN . 1. 2x4 HI IIF OR #2 DF PURLINS 4' • 0" O.0 4 J. 2x4 01 I4F OR 112 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS pl SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. 5. EXTENDED END JACK TOP CHORD (TYPICAL) 6. COMMON TRUSS. 7, HIP CORNER RAFTER. 8. 1 x CONTINUOUS LATERAL BRACING. ti Q. EXTENDED BOTTOM CHORD. _— LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIGNER. SETBACK AS NOTED ON TRUSS DESIGN. SECTION A Or I HIP TRUSSES 24" 0 C. (TYPICAL) cz • STATE OF J e -,jvLJr, M-7- d-F-H+H+11 - _ SECTION B PLAN DATE WARNING Read all notes on this sheet and give a copy of 11 to the Erecting Contractor, Tho ddtryn a to an ndndual building corrtpGAVII. if has Clean based on SPeaacatstns provided by the component manufu]uer and 0m n accordance wdh Ohs cwnnl vatatans of TPI and AFPA design Standstill. No rasprmttbaay a aatumed for dmentarul AW"y Dmbuallu Ye tape Yenh/0 by the Component manuliclmw YW/or busdng durynet prior to abncatan Thn, buddmg d-bWwf snaa taLertain Thal the blas HIP FRAMING DETAIL 1/2 1 /98 Z' 'uof at of Ihtt uihdellun man h auto live ch loading OtVnV W CO pb locdal Sh y code a asW hal prat P e lop claw n ttlaadr led by the roof or pier thMlMnp and Ina bottom mord a UNrany maces W a nyd Shammy mLwYl du.clly iltacJlw. tMrNu an.rwua naw Star^ shown a for Literal suppon of components members only a twua•bucahng tenpin -The *Component snail da be places in any Ytw"O ucll ,-__-_ SYST J Q »m cause the moatu,o conlent of the wood weed IB% and/or cause Cotmteadt pate cortofan. Fabs"*. handle, natal Ud baa pea Vuse n 117USWAl SV51[MS COT7 ORASION accutdancowdh the tattooing standard$. 'TRUSCOM MANUAL' by TlYewat,'OUAUTY CONTROL STAIWARD FOR METAL RATE CONNECTED w000 TRUSSES' • IOST•951.'KANDLINO INSTALLING AIA BRACING METAL PLATE CONNECTED w000'TRUSSES'• 1"u-01) and -we.91 SUMMARY SHEET' by TPI. The Trues Plus Inelnuts (TPI) a butes n 507 O'Onoaro Orme. Marlton. Wisconsin 50119. Ties Amet'"n Forest and Papel Assoolthon (AFPA) to butes at 1250 Connealcul Are. NW. SN 100. Wuh n9lon. OC 20039. Advertencia GENERAL L. bmiliaidod mn bs p0( UMENf05 DEl DISEIJO DE CONSTRUCdbN los DIBUJOS OEL DISENO DQE gRAAADURAS (�� )1 bs P1M105 DE lA POSlObl1 DE AR DU (CABPJ a�mr cmedor bs omiodurm (oobrdl� OdISE de adBido.UCObPI) a rePrerido P— Todo d oddoda 7 cdidad que can wnudt mn bs disenos 7. b loErimdon bs. kwntodm mbrmdm IAS Pueden ser =9Z d- s bs omrodum labn11os1 m son mrreComente aeNdos• _ g UITAR EN UN CONSECUENCMS DEL 1WOPIO MOM DE IAS MAAADURAS (CABRILLAS) PUEDE NUNpiMIENTO OE u FS1 Rti�W1 DE VIDA u AMY NRIA DE LOS ACCT ENIES CON IdPOAR/AADlJRAS ICA RLL POOR U �µ�6N E EAS ARMADURAS (CABUIq Y NO COMO UN RFSULTM 0o OE La DaEi lOs Nl u UMCAOON PAPROPIk Antes de b amcd6n de im ommdam , d meafiuctm r e eM reun rsE can los m o wos d b Comtru les T pea uno rarrrrf6n salve b segaldod 7 b Pb^�g0d6i� Pam osegumr Ove cod° miembw erdierrdo sus papela 7 daada d prooeso da IA mra6uai8n. EL REFUERZO TEMPORAL DE CONSTRUCCION lm ormodam m son maoodm r rirpaw irrarao pom iderr68wr b 4earardo rd b *uocibn da f#" tenrpad� Tados re4Krrm deben wraplY con b m6s nuero edrd6n de Coram' ReeonmKndofiora br NondWrg 'B d Bioc1nB AAe1ol Pbte Co neaed Wood Tnasa RuB)• Pada Po d Tnm Pbk Irafeue 7�a a01m °A 1.DOCUWWOS DEL DISENO DE CONSTRUCCION q- son Pr°P°1O dos po el dadada dd trddraio• REFUERZO PERMANENTE DE ARMADURAS (CABRILLAS) pa d tedw o bs amodwm (oobrRlml dd suet n rwpwsulg ad dd d•°°It°do del edh3o Ei refuarm pemrorreae lm sihwdo'es del refirerso permo- 7 dobe ser moseodo en bs DOCUM ,a DEL OtSE 40 E CONSIc I��mode ra sari mmtrodm en bs DIBU- nente pa los hrd'r+tduoks mbmbras de mmpatbn de uno omroduro (mbrt J de JOS DEL OLSENO DE ARMIDURA3 (CABRIllAS), 7 deben ser Matdodm Pad eorarotiao del e2.1 o d carrhal #o de b mrwmcci6- Est rehser:o a nemario pan d pracea:rri�o poP'o de bs arrrrodums Imbdllm) hdividuob deram del ialerro dd sedro o d suet. El dadlo 7 b him de los reivasos a bs om+oduros (mbnlbs( 7 en>�eS of _ toml 'idodm dd d'uefiodor dd edd'rdo, 7 es en odidbnal pbn dd relumo Der rmrwde. Pre a sorrrbiin sPecHimdo pa d daeirodor del eddkb. EL ENCARGARSE DEL SITIO DE TRA Ea baja d< d9;It or !'ara los onnaduros (cabnlbsl mopores en formica . RAs, oEBEN SER RfCOG1D1►i OOR IAS a,ERas DE ARRRIA EN Shu TODIS IAS.APMADU (t AB A AS) d web D M 0 I S se defier bs amwdums (mlx POSIOON VERTIUtL La Como aPrc* 7 d Irotmiado. NO RC:) moment del descarge. EI desaoMe dobe ser hedw caco dd;edifido poo a Pte°- o correo last'6 b instbd6n emPieie. Lo ereod6n o maw ide las orrnodtxos (tom d6n Sue d v=so doblale blval sm Prevaddo. NO AMACEJIE BLU05 04 FORMA Dff&CW SH MrJU1Z05 NO NAMLFE 01 SVaO GIJt;IRADO LOS REQUISITOS DE DISENO ESPECIAL requis tm deefio espeeicd W Corrro el -aiuerso & viento, d rout= de poral, d mluer:o slsmico, dwlmgmm. bs poreda de ,eporodon u ohm ekrne+dos de cargo de 6ansiererrcio 7 detemninw dDamn o, to sihpo modern n Xmitan ser wmwem" awk par d doeirodor de eddido, r atm,Arerms. 7 el n t.& de Fftsm PC- wdm Im no— Conor neasaio Pao DESCARGAR Y LEVANTAR EVITA EL DOBLAJE LATERAL NUNCA TRATE LAS ARMADURAS (CABRILLS)ENNrFORMA PLS � AI prtrrcipb dd D de deeorgo 7 pa todo bs loses de cpraevcc6n, JE IATERAI de.bs onoodvms (=bsl. � puede muso dofic o b modern 7'bs 16minm de Wum. USE CLUDADO EVECML EN CLO M VENTOSO• EN CONTACfO CON u 51 USA 11l . GROA D&IM DE 10 RES DE UN KILO DE EacroCJDAD, PONGASE =XDE ENERGN LOCAL SI USA UNA GROA DE M0 DE S MIUAS DE UN AEROPUERTO, PGNGAM EN COMACTO CON EL AEROP- rJsc ssftES DE u C:ON5IRU000N PARA APRENDU 508RE ALGUNAS REGW E SEGURIDAD W son dnpcwrodm wraabwtis. ds4rr sv Si Ia ormodrsos Ind s0A djjpp1O�"& SI b+anpdurm IceA'ab+l ave bpdo � av cvrra 7 arwra. En pwwrd. Etoawr dam^ w ueoder m sl eerero dsi i ."w 1. �+ uno maws redrdr J drklaic body b"� pap mreo a Leap maarrree aen ruawb., 0aa USE CUIDADO CUANDO QM LAS WAS PMA rAW AVERMR LAS MAMDURAS Duror" el almoceneie o brgo Pbw, los omwduros 1cArillos) d°lbe" sa em que permae venKlodM suRderde debt omwdurm (mbr8b11. Si las bs Rnas rwcaiton'afa obiertm pan .erdilod6n. EI pl6stioo no a EL LEVAN _ b c*blb Use b b..de esporadpr en 70DA5 otrm rtYuodorw. Debe ser notodo que bs Rrrem de bs Fora de I espaddor'CONFORMARSE DENiRO'; s eslm Rneos deben 'CONFORAMRSE AFUERK bs orae doblen en b meod. E ps'/.e Y•err r..s• J Na!h Y.Mr.ro� �rawp� r.e.. so:. to c4Nae m6s de 60 pia. es --do& 4ue urro tam de esporeido sen c Pyo k+oMor omrode I bsl a b e w& de ambo 7 Im mkrrrbrm de and o los it ilustmdo. b bond romm10 aparddor-debe ser wlalodo date ser o b Wkm media o endma b abum n 10 pia. Mds, b born de esporddor , *ew con b aums bU paw impaRr volcodon. to born de nparddor Rrede sn de okJuno ciente Porn Ik.or Con segrrrided d Pao de bs ordo1bs de omadu 7 de b d9da sultderoe Duro Cuadamerre el dobloie de kis omodurm lcaba*4. ❑9 THU ►mss` AV,i SYSTEMS TRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE. SUITE 200 COLORADO SPRINGS, COLORADO 80907 (800) 322.4045 (719) 598.5660 FAX (719) 598.8463. DETAILS FOR DONVENTI.ONALLY FRAMED VALLEY SETS PLAN VIEW • A DETAIL A CENTER RIDGE RAFTER VALLEY RAFTER (TYP ) lod• -E NAILS I 2 X 4 BLOCK wl'H 'YP ) 4 .16d PLAN VIEW DETAIL C 2 X 4 PURLIN Notes: O The maximum To:al.Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = 7 PSF The design for lateral loads and their=-nnections is GIRDER DESIGNED TOSUPPORT the responsibility of the Building Designer. The details THE "TIE-IN' TRUSSES Provided address gravity and wind up!i^ loads only per the UBC. The maximum wind speed is 85 MPH. 75 fl Mean Roof B Height (max.), Exp. C. 16d box nails are typical throughout, except as noted (in details). The Center Ridge Rafter ( CRR ) is 2 x 6 slud. Attach this to the 1 x 8 with 4-16d toe nails ( 2 from each lace I. Anach the C opposite and to Iht truss the same. ELEVATION VIEW The Valley Rafters, purlins, and blockint; malarial are 2 x h stud. The blocking must be spaced 24- O.C. and be adequately braced in the lateral direction at 64-0 O.C. Attzcn this blocking to the Valley Refter with 3-16d. Attach this blocking to the purlin with 2-16d. The trusses below the valley are spaced 24. O.0 , The purtinc-are full length under the vall=ry set and must be ins:alled at 24- O.C. They are to be Ztlached to each overtopping truss lop chord with 2-16d nails. If :hey are not one continuous length. add a 12- long , nailer to the face of the truss lop chord with 4-16d End one purlin se—clior.. DETAIL S' on the truss and begin the additional se_I.on on the nailer. VALLEY RAFTER A 1 x.8 perimeler runner must be anachea through the sheathing and inlo each l uss below with 3-6d box no Th -s 1 x 8 follows the oulsioe prorlie of the valley. t The Valley Rafters are spaced 24' O.C. Anach them to the CRR with 1 5 2-16d loo nails. Anach the opposite and IA the 1 x 8 with 3$d toe mails. rr ,, 2 X 4 BLOCK puk/0WITH 3 - 16d O y DETAIL ME T ER `t 1 5 V R VALLEY RA:= t ER 2-160 TOE NAILS . / T C•'p ('S TRUSS TOP yDop rO,o CHORD 7i16- SH,EA i RING ELEVATION VIEW ELEVATION VIEEW* 1 O 9 G •t 5 2 X 4 BLOCK WITH 2 - 16o O y DETAIL ME T ER `t 1 5 V R VALLEY RA:= t ER 2-160 TOE NAILS . / T C•'p ('S TRUSS TOP yDop rO,o CHORD 7i16- SH,EA i RING ELEVATION VIEW ELEVATION VIEEW* 1 PEAK PLATE: 3.4 120) G•5 (2x('11. 12x01 MAXIMUM 1'-0" EAVE WITH 6. 5 BLOCKS @ 32"o.c. OR 2'•0" EAVE, 6'-0" MAXIMUM MAXIMUM, WITH 4x2 #2 OR BTR. BRACE SPACING OUTLOOKERS CUT INTO GABLE @ 32'o.c. V I 20 12 MINIMUM CONTINUOUS STRONGHACK BRACED TO ROOF If ii _ S•TRUCTUIIE AT 6'-0" MAXIMUM. 2x4 STRONGBACK BRACED STRONGBACK AT; AT EVERY 6'•0' MAXIMUM 4'-10" CLEASPAN, 70 MPH 4'-l.5-CLEARSPAN, 80 MPH 1.5.3, PICALSTUDS TO BE CONNECTION MINIMUM GRADE CHORDS AND STUD/STANDARD. MAXIMUM 24"T1.c. HEEL PLATE 6.6 12X8) BC SPLICE; 3-4 (2x4) I 5-512x6) 6.6 (2x8) A MAXIMUM 40 PSF LIVE LOAD. 00 MPH WIND EXPOSURE C. LESS THAN 20'-0' WALL HEIGHT. BRACING DETAILS CONTINUOUS BEARING WALL GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) 2x4 SOLID BLOCK WITH 3.16d NAILS 8d AT 6" o.C. SHEATHING TO GABLE EA. END AND Bid NAILS FROM SHEATHING TRUSS, Bd AT 6' o.c. TO BLOCK AT 6'o.c. I HA - 1.16d / — 2-16d I Ya' NOTCH (a 32" o.c. 1 SOLID BLOCK (I l WITH 2.16d TOE - 2 -16d NAMED FA. END I WITH 4-16d NAILS PLATE CODE SPAC..Ih7G MODEL 20 UBC CONTINUOUS r oRi. F nFTAILS DATE 2111/99 2x4 BRACE WALL BRACING PER DESIGNER.. ' 2.4 CONTINUOUS BACKING WITH 16d NAILS AT 24' D.C. TO THE WALL PLATE. WARNING Read all notes on this sheet and give a COPY of it to the Erecting Contractor. This design js for an individual building component. It ties been based on sDoa6ref ons Provided ed Ina component accuramanufcy. aunt end done to accordance will, Ins current versions of TPI and AFPA Design standards. No iesoonsiblhry is assumed for dimensional accuracy. Dimensions are -A 1% he, to rib ve"lreo by the component manufacturer andla, budding designer prior to fabrication. The building designer snap ascertain that the 10203 tnpit"d on this design meet or exceed the loading imposed by the local building code. 11 is assumed That the lop case is laterally braced by the I9nl m PDOt snoelNnq and the bottom chord Is laterally braced by +rigid sl,°elMnq material directly attached. unless omeratse noted. Bracing s, -own If for lateral suppnn of components members Only to reduce buckling length. This cOmpdnsnl shall not be placed n any environment that will rau3e IIIc moisture content of the wood exceed 19'L and/or cause CbrmeClor plate corrosion. Fabricate. nan0lA instep and brace INS trusECT in rl cmdanea wen the (ullowing standards: 'TRUSCOM MANUAL' by Thiswal,'DUALITY CONTnOL STANDARD FOR METAL PLATE CONNECTEC . INIISWAI 5' STEMti CORPORATION vrODU tnI1SSES' . (OST661.'HANDLING.INSTALUNG AND BRA METAL PLATE CONNECTED w00si TRUSSES' • (Amen) and est and SkjIAIAAny SNEET• by TPI The Truss Pplle lnslilule ITPI) is located al 563 O'Onolrro Orrre. MaO son, Wisconsin 537 19. The American Forest a 0 uv..h,nnrnn. OC 20036. . RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS: BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) A • r-4- ON BLOCK ! . .s04 BOT TOP PLATES CHORD STUDS @ 1 I TRUSS A L 16" O.C. SECT. A -A • (TYP.) (TYP.) PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL, 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUC:i•3.. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F ,(Gait EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS _ `X`_BRACING Z B.C. OF TRUSS OR / END VERTICAL RUN THROUGH TO BEARING.. 'u WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF. THE BUILDING (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2x3 MATERIAL WITH 2-Bd NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUS BOT CHORD B 2 TOP P T I 1-16d COMMON NAIL OR . SIMPSON STC -(OR EQUIV. IFILE NO. CD -1 DATE: 9 / 10/92 REF.: DES. BY: L.M. WALL PARALLEL TO TRUSS 2X4 BLOCKING V-4,O, Z' OT CH 2X SECT. C "' TOP PLATE ,a n 1-16d COMMON NAIL OR O.C. SIMPSON STC (OR EQUIV. TYP . ) TRUSS CLIP TiRuSWAL Y: ►LIA',WAWASYSTEMS 1 NOTE: Vent Ulocke may be omitted where no vent is required. 1 . •.1 V Y f O 1 o L L. t.l � o • C '• V I Cutout for 2x1 laid flat (Spacing per bullding plans t Ix/ Add-on jt with Ildna'ils.at !' (by buifdcr) "OFF.STUD'ICUTOUTS "ON STUD"CUTOUTS DETAIL ... Rj 1 j` F.Ue t1o. Cable End Truss Dalc: I2/{/79 Rcf: — — DesDy, JN C1c. DY: t Alternale Stud Connection With Slaplvs_. \fCo . Conneectel ion -it 1" Crown 1 1//"long i T-31 or equal 12 ' -� Ylrlts DESIGN FOR TYPICAL CAULE: END TRUSS CAIILE END TRUSS D-3/, T -l/ 2-16d nail TRUSS �(GV n•......`C,,`,`� ��0• GAR"'�L 2-16d nailA'c• Truss N�fLLJ Q y Cs ° O 1 t �(t;�j. •� 2-16d nails i .ti+ -------111_ t ��\\ ,,•PDP O�. plate LI5 ' FOR 2 x / OUTLOOKERS CABLE END BRACING n.�lr�aoc.wn•�. �ewr"""��-'° TRUSWAL ANAIIEI Il\/eVIY COIaIInOw1 11 � l`7 r .11r.w. p, r.•1 p ,N 1. 1.. t 1/^w'^I ��••• •wl N r. ♦w...,:.ti... awo...; p/InW�A: v+y A�� .. r.vr>o1.d..rMr...•Tblr.a►.w.ti..lt-�.11-1�..1.M".Mv�.rw .•-w�w.l<Il{-..�M.r...1.e•... mow. r..•.••+m.se .•w i^M • RONEL. �Efl101• tan_.1.•ww..r/.��wa.r+n.«..n"..K'r.�iwwlwr.w..11-.I.r.nH... n1. r.Vr..w.�.,ro•..•. aon•roc/rawao.run Mo..•.l..vc AT•l.AN1 A low 1.V•t.w.Yr•4-11-t:Iaw1aM.{I+.,.ITly-1.••at.war.hw.•1•n r.. a.l••.11'•.11"wa ho•.11. :•4.+ tS.n. V'.•o•r.r111 p. •eo I a O. 8 0. Laa a+pl na+.wAA, 1.01 tinn.n• • ...i•iH.�tl] 1000Ow�o•n.Ia .+.ry lK. n.•. d1••la rd ti�..r••..1 1 I D-]/, T-34 Varle■ I .to gull vent or, oullooker .l.F' Cutout for 2x1 laid flat I: (Spacing per bullding lansl 1 I: Cutout for 2x1 laid flat (Spacing per bullding plans t Ix/ Add-on jt with Ildna'ils.at !' (by buifdcr) "OFF.STUD'ICUTOUTS "ON STUD"CUTOUTS DETAIL ... Rj 1 j` F.Ue t1o. Cable End Truss Dalc: I2/{/79 Rcf: — — DesDy, JN C1c. DY: t Alternale Stud Connection With Slaplvs_. \fCo . Conneectel ion -it 1" Crown 1 1//"long i T-31 or equal 12 ' -� Ylrlts DESIGN FOR TYPICAL CAULE: END TRUSS CAIILE END TRUSS D-3/, T -l/ 2-16d nail TRUSS �(GV n•......`C,,`,`� ��0• GAR"'�L 2-16d nailA'c• Truss N�fLLJ Q y Cs ° O 1 t �(t;�j. •� 2-16d nails i .ti+ -------111_ t ��\\ ,,•PDP O�. plate LI5 ' FOR 2 x / OUTLOOKERS CABLE END BRACING n.�lr�aoc.wn•�. �ewr"""��-'° TRUSWAL ANAIIEI Il\/eVIY COIaIInOw1 11 � l`7 r .11r.w. p, r.•1 p ,N 1. 1.. t 1/^w'^I ��••• •wl N r. ♦w...,:.ti... awo...; p/InW�A: v+y A�� .. r.vr>o1.d..rMr...•Tblr.a►.w.ti..lt-�.11-1�..1.M".Mv�.rw .•-w�w.l<Il{-..�M.r...1.e•... mow. r..•.••+m.se .•w i^M • RONEL. �Efl101• tan_.1.•ww..r/.��wa.r+n.«..n"..K'r.�iwwlwr.w..11-.I.r.nH... n1. r.Vr..w.�.,ro•..•. aon•roc/rawao.run Mo..•.l..vc AT•l.AN1 A low 1.V•t.w.Yr•4-11-t:Iaw1aM.{I+.,.ITly-1.••at.war.hw.•1•n r.. a.l••.11'•.11"wa ho•.11. :•4.+ tS.n. V'.•o•r.r111 p. •eo I a O. 8 0. Laa a+pl na+.wAA, 1.01 tinn.n• • ...i•iH.�tl] 1000Ow�o•n.Ia .+.ry lK. n.•. d1••la rd ti�..r••..1 1 I TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX: (719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, provided that the following statements are true: • . Ceiling loading is 10 PSF or less. • Trusses are spaced 24" o.c. or less. • False Frame verticals are spaced 6'-0 o.c. or less. • No additional point loads or uniform loads are present on the false frame that would cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a support bearing directly underneath the joint. • There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. The joint fits tightly (within all TPI tolerances). All lumber in the false'frame is 2x4 or 2x3. Repair as follows: 1. Cut a '/i' CDX APA Group 1 plywood (or equivalent O.S.B.) gusset, 4' wide by 8" long, or larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one face of truss has missing plate, then gusset is required on only that face. 'if both faces of, the joint are unplated, then the gusset is required on each face. 3.. Use (3) 8d nailsinto each member, from each face (see detail below). * False frame refers only To non-structural members (zero design forces). -- 4„ !I y Typical Joint 01 PIGGYBACK DETAIL - (2) 16d TOENAIL PIGGYBACK CONT. 2X4. SUPPORT TRUSS — 3 ,1/2"X9"X1/2" PLYWOD GUSSET 4050 Ca -Si AT EACH END .OF TRUSS (AND 6'70" O.C. FOR SPANS 36' AND LARGER) ATTACH WITH (4) 1.5" LONG 8d N USE 2X4 AS AN ' 72" O.C. TYP. ALLTERNATEAWITH (4).16.d EACH END. 1630 (1,S-3) P3260 (5-5)yV GAR tiO 1630 W Q5 °` v ` Qlow COQ 1630 t,S-3) 3245 16301630 1630 SP 3260 1.5x3 (,ryp, j — — — I S'3) .24" 2X4 CONTINUOUS SUPPORT BRACING. p (OF 2GN, ATTACH TO THE TOP SIDE OF TOP CHORD OF • REQUIRES 2X4 BRACE WHEN TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d VERTICAL EXCEEDS .5'-0" 2 NAILS BRACES AT 10'-0" ETC. 1 ' SHOULDER DETAIL PB 1 LATERAL LOADS IN LINE WITH THE . CHORDS HAVE NOT BEEN CONSIDERED. THESE LOADS AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. 12 ANY PITCH- MAXM M WIND SPEED IS 85 MPH. REFER TO THE APPROPRIATE. TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND THE SUPPORTING BOTTOM TRUSS. SECTION 2-16d NAILS TOENAILED f 1 1 /2" 2x4 BRACE \ BOTTOM TRUSS CAP TRUSS 2-10d NAILS 0/X'CaAR(,9 w p a at 4 O v ESTATE 0 GF. 2x4 CONTINUOUS LATERAL BRACING APPLIED AT 24"o.c.'i- CHORD/WEB SIZE ARE PER THE APPROPRIATE ATTACH EACH BRACE TO THE BOTTOM TRUSS WITH 2-10d TRUSWAL DESIGN. NAILS AT EACH INTERSECTION. TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL • FROM EACH SIDE AT EACH INTERSECTION. y. i az pE2 OFsxGNi CODE SPACING DATE WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. This design Is lot an Individual building component. II has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standard$. NO responsibility is assumed tot dimenslonal accuracy. Dimensions are t0 be verllied by the component manufacturer and/or building Resigner prior to labriratlon. rhe building designer smW ascenam Incl the was UBC 24"D. c. 4-30-98 utilised on this design meet or exceed the loading imposed by me local budding code. IIs assumed that the too chord is laterally braced by ane (obl or 11001 sheathing and the bottom ehord Is laterally braced by a rigid sheathing male6at rhreclM attached, unless ainerw se noreo Bracing shown is IOr lateral support of components members only to redece buckling length. This comannent shall not oil place0 in any enwronmenl trial CAP CONNECTION DETAIL 99%, &MrA e711 Jot WM will cause the moisture content of the wood exceed 19°c and/or cause connector plate corrosion. Fabricate. handle. install and brace this truss m IRUSWAL'SYSIEMS CORPORATION accordance with the following standards: 'rRUSCOM MANUAL' by rnrswal•'OUALIrY CONTROL STANOARO FOR METAL PLATE CONNECTED W0o0 TRUSSES' . (OSTSB).'MANDLING INSTALLING ANO BMCITIO METAL PLATE CONNECTEO WOOD TRUSSES' . (HIB -91( and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPR is located at SBS O'Onolrio Orrva. Madison. Wisconsin 57T 19 rhe Amenran Forest and CO Paper Association (APPA( 13 located at 1250 Connecticut Ave. NW. Sle 200. Washington, OC 20076. FOL P-r-&Gry- (3A - G /AAY, V. i20ig7 -t- A--- E,,,jD5 or- GA -0 AJOT aWO-C. Sir-4psolj ST,2-0/j&, -T 7 -A Z1 Z4 -'t C). C-, Z,ATEJ(, BPA -C -C-- 5=MPS Tp- OA I T. i:f:: A3 -A O F- TCJ.)-C,,s I - -2 A t% C— e, AJ A 1 .. PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD. UP TO 10'-0" AT HIP NO. 1 WITH CEILING LOAD OF 5 PSF 1 iII N'D 1 TRU�3S 3-10d p C BOTTOM CHORD OF 2'-0" O.C. TYPICAL HIP NO. I TRUSS. NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK TO BOTTOM CHORD OF HIP NO. 1 WITH 4-16d NAILS. BOTTOM CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d NAILS AT EACH EN.0�C:. • 9E '- : `. - �' .'1tr.S-;t, I. SIDE VIEW r END JACK PRESSURE BLOCK 3-10d PLATE CODE SPACING DATE TW20 UBC II Is 111E nESPaISIBILIfT OF OIr4P$ In •SC(PIurN 111-1 INE LOOS UIILItIO 0- I -IS OESIG'I -IEI 00 1ICE(0 IK KIWI UE IO NA 5/15/97 10.1-5 I -POSED 0, 1-4 StfILIC ILpr. uq h'( llv! LOOS I -POSCO BT I'S IOC •L eulLGn.G coo( oP UIS 1nnIC•L Ir.11C „ Cl n(COI105. rro PE Sra151fl It IS .SSU -EO rOn 01'IE nSION•l •CCLsn C• r(PIrI Ill UII EII;I0 ^n�nn to 1Aogll ` 11aI cf1'n I[Clon PLIES SUpWII ARE mus -.L IG. 10, 00 r0 G•Gf. .S SPECIE I(0 I.MIC.I l0rl 11.1,E CG-nLT MI IN 11¢ 4flUllllT 111E IPV$$ PL.1[ 111 11Q fIr( • - CUM nO1 M.1�J.t' Of IrIS V1( Irrll I"LISWAI, Irlu Co. W,IIU•l ALLP.IQ,LS 1101 Sr'ECIrICILI• OESIGIt.IEn .nI 10 Ot (OV.111 OI•/IOEn A.OUIOIES snlcl,t (u";1¢ WILT L/ItPII fln.(l11G IIEOjI r or nrorvlowl (Puss -r-flrns is Ilon.o WI "Its 0n.-nIG UIIS Uf SIGH •;;UWr$ U1r Ion (nam In It[ CWrI IIIu0uSL• fl^.Cr0 flI S'v.rlllnG Vlnl s; not P-1 Sr S'.r[p ..t n, "n III';Iu [111 IUG IS u'"1 !r1- nIIV.(1;• Ip 1-q p0110v (uOlw. II ^'I!7•BE En,CIU II lull n•,y$ •1V' Iq[1011: UI' rin;ar, .. c ►�•►'►.�.`►d=Ems O' inl:Cl hry nW/$RS .uf VUI IO•IrU 10 Sf (. nnOr ($SITU; IO•IC[ Pl GIn011ry 1[-rgwnl rn[UIOv IPUI;Iro; v1�11.1' IS .L W.T$ n[0'll^ Ip Sr1G -ff1n •fl^.0 iP U wq,vf ul ,pn0 U 00-11,011-6* 10 IvG E; nl ulr ulp P b 00-1'0 •7M USSES IEO- i11p111aP IIPil .,t n, CO•n V;Lal WA, III$I calci PIII-IG PnpntP 111ip rattllal. OtfGr CA iRUSWAL SY51EM5 C0RP0RAfI0N CI [.Ig r M.O. ul 1. .1 11rIl,nlpn gr .nlnG lOC.110"S (..rT 11 E'rr PS. .rr0 11[ CIronOS a I'Q IPUSS to P^E •t ••I I-PPOPEn $ LL Lal nIVSSES - $"4t 1101 61. nLIC[U 111 .r1I Elry lnpu-(,11 Uv1 WILL CWS( I"[-OISIunI [0.111.1' Or ly -110V IU l•Cl1U 191 uPllU^ CWSE Canq(101I Pl.'E -BEP. - _ COP^0510'1 V -111 i1 PECESSIPT. IS 6ESI 0(IIP-11IE0 81 U11111CIOU; .1.111 ICA, 10,1 Or flnf PIENCE .NU U'EPLrOn1 IS OVI SIOf 111E SCOPE Or nESPOII$I61LIIr Of IPV$W.t Job Name: STANDARD HIP RAID TER 83 SETBACK '9R(1x . XLLOCC REACT 4IZEE': REWD .TOP OOD 2K4 FL p1 & Mr. 95 2 11-2-11 761 1.50" 1:5y' SLIDER 2x4 FL #1 & Btr. PLATING EASED ON GREEN LL1PW VALUES. c - - I 3-S4 I0-3-12 (Cl -j., Truss ID: RAF -4 PLating spec ANSI/TPI - 1995 THIS DESIL;rI IS THE COMPOSITE RESILT OF MULTIPLE LOAD CASES. PLATE VALUES PSR ICBO RESCAROi REPORT #16W. Permanent bracing is regnred (b7 others) to ppreve nnt rotation/t Ling. See HID -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. I1-1.1.2 .t 11-1-1Z 2 F2.83 6-6 4-6 4-6 1 UPUsR4)prrtt 1i0N(S12w This Ynus is designed using the UBC -97 Cade. Bldg Enc L = Yes, Enid Zane = No Hurricane Ocean Line = No , E i Categorryy C Bldg L h = 99. Mf Bldg ndth = 90.00ft, Mean height = 18.32ft, MPH = 70 Classification = 4, Dead Lead = 12.0 psf D CASE #1 DESIGN LOADS Dir L.PLf L. Inc R.PLf R.LDc LL/TL TC Vert .0 0-0-0 142.3. 9-10-13 .53 TC Vert 30.0 9-10-13 30,0 11- 5-12 .53 5P3_5 i } /ytia -NITE T 'o -GAR. r 2 I1-5 4-1-1 SHIP. -0 AtLo t 1/2" GAP MAX 2-9-15 2-0-0 11-3-7 ' 3 4 1111 ud 3/15/99 lrusual Systems PLstes are 20 ga. unless'shown by "'ib"('lo ya.) Dr Scale: 5/16" = 1' "H"(16 a,), positioned per Joint Report. Circled plates and false frame Tates are positioned as shown above. w TYING Read all notes on this sheet and give a copy of it to the Erecting Contractor, TBF : 29.3 WO: LLM10 This design is for an Individual building component. It has been bared on speciricatpns.provided by the component manufacturer and done in Chk: Customer Name: TRUSWAL accordance vAth the current versions of TPI and AFPA design staadaids. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the loads uti'txed on Dsgnr : NLC = 5 TC Live 16.0 psf Durfaes L=1.25 P=1.25 t6L design meet or exceed die loading imposed by is local building code. It h assumed that the lop chord is laterally braced by the roof or floor SYSTEMS sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless of trwise noted. Bracing shown i+ for lateral TC Dead 14.0 Rep Mbr End i-00 support of componeaU members only to reduce buckling length. This component shall not be pieced in any environment tut will rause the moisture . psf . coolant of the wood exceed 19% and/or cause connector plate corrosion. Pabricam, handle, Install and brace this truss in accordance with the following BC Live .0 psf 0, C . Spa e i ng 2— 0— 0 4ee3 Nori4uk Dr., colo springs, CD W07 stsot arils: TRUSCOM MANUAL', by Trus al, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - 'l1ANDLING 'HIB BC Dead 10.0 psf Design Spec UBC -97 (QST -88), INSTALLING AND BRACING METAL PIATE CONNECTED WOOD TRUSSES' - (1113-91) and -91 SUMMARY Slim- by TPI. The Truss Plate Instituto (TPI) is lasted at 583 wonofria Drive, Madison, Wisconelri 53719. The American Forest and Paper Defl, Ratio: L/240 TC: L/180 Tp5.0 Version'09.30.98 /usocaton (APPA) Is located at 1250 Connecticut Ave, NW, Ste 2W, Washington, DC. 2(X)36 TOTAL 40.0 psf , Warning GENERAL' Famgiarity with the CONPLA S (II r DESIGN DOCUMENTS: CTIONS DESIGNNDOCUM1NGS. and ENTS) is TRUSS PLACEMFM PIANS (. reQuoed M required fo propend' anal, trace, and corehect the busses to the building system. , A9 of to care and Quality involved in the design and manufacture of wood busses can be jeapanrrmed It the busses ere not properly handled, erected. and braced. THE CONSEOUENCES OF IMPROPFA HANDLING, ERECTING, AND BRACING MAY BE A COLLAPSE OF THE STRUCTURE, WHICH AT BEST IS A SUBSTANTIAL LOSS OFTIME AND MATERIALS, AND AT WORST IS A LOSS OF LIFE. TME IS SU Y OF TRUSS ACdDENTS OCCUR DURING TRUSS INSTALLATION AND NOT AS A RESULT OF IMPROPER DESIGN OR MANUFACTURE Prior to buss erection, the buklederector shag meet with the erection Crew for a safety and planning meeting, maldrg sure each Crew member understands his or her roles and (Osporm bigtles during the erection process TEMPORARY ERECTION BRACING Truss" we rot marked M any May to Identify fhe frequency, or Iocedon of temporary ereofion bracing. All temporary bracing shell comply with the latest edition of Commentary and �rrrmendat ors 1hX d Bracing p� Trusses (HIB). Pub' Cshad by the Truss Plate Institute. andfor as specified DESIGN DOCUMENTS Prepared by Ore buYdeg designer. PERMANENT TRUSS BRACING Perrerent tracing for the rod of floor busses. is Ore resWisiblilty of rte building designer and should be shown an the CONSTRUCTION DESIGN DOCUMENTS. Permanent bracing bcatbns for Individ- ual livid'ual slO^ inernbare at a wood truss ere slow. on the TRUSS DESIGN DRAWINGS, and shag be Installed by fhe budding or erection contractor. This 'bracing is needed for the proper performance busseswitthin the rod or floor systemThe design and con ection d the lhnacirg to tle of then re the overall bugdu system responsibility the O y re budding designer. end is in addr tion to the pemrarorl bracing Wan, which is aim spedfied by ire building designer. SPECIAL DESIGN REQUIREMENTS Special design requirements, such as wind bracing. p°� bracing, seLvTk bracing. diaphragms, shear walls, or other bad transfer elements end their connections to wood trusses must be Considered separately by the bolding designer. who shag determine sae, location, end method d connections for all bracing as needed to resist t ese forces - UNLOADING & LIFTING AVOID LATERAL BENDING NEVER HANDLE TRaUSSESFIAAT�tion. care mtlsf taken Beginning with to unloading p—. and throughout Phases of to avoid LATERAL BENDING at trusses, which Can cause damage to the hirrhber and metal connector plates at the )Dints• USE SPECIAL CARE IN WINDY WEATHER. IF USING A CRANE WITHIN 10 FEET OF AN ELECTRIC UNE CONTACT THE LOCAL POWER COMPANY. . IF USING A CRANE WITHIN 5 MILES AN AIRPORT PRIOR ESOUT ANSAFETY REGULATWNTHAT MUST BE FOLLOWED. TO ERECTION JOB SITE HANDLING Spreader bar for • larger trusses ra ALL T.RUSSES SHOULD BE PICKED UP AT THE TOP CHORDS W A VERTICAL POSITION OP Proper bandin8 and amooth ground allow for unloading d trusses without damage. This should ' done as dose b the buildiing site as possible to ff&*nke handling. DO NOT break banding sing ins' lation begins. Hand erection d busses is allowed, Provided w oessilla iateral bending; is prevented. 49F rt busses we hgaed wxtlt,=Y. �1' that b OrM.a01n . rr®mer ash bub IN ON *F 9 or Caramel" ouebg d aro bwv*Q b done W prior b bstallowL "van" am Wored rhortrnnr+y. ermag.nard be lea on eigN to len bol wmM or as ngr.4 to wdnYn hwO benron9 and lrglebae 91iln . CARE SHOULD BE EXERCISED WHEN REMOWNG BANDING TO AVOID DANIACINGTk)SSE hat During. king tern stoiage, mosses shelf be protected from the etMk -00111 h a lferller be p ft CIP for adequate ventilation d the trusses. U tarpaulins or other materfsl mused. tfhe erdssfmfr be lett ci for ventilation. Plastic is not recommended. airoe If can bap molabune." . ALL TRUSSES THAT ARE ERECTED ONE AT, A TIMESHAfll: BE NEI D SAFELY' M POSTTN BY THE ERECTION EQUIPMENT UNTIL SUCH TIME: AS -ALL NECESSARY BRACING HAS BE; INSTALLED AND THE ENDS OF THE TRUSSES ARE;;SECURELY FASTENED.TO THE,BUILDINC HLIRWP_13z AVOID LATERAL'8EN[ . r- w Tess sling is aeceptable'wlhere these Criteria are met. SPREADER BAR SPREADER BAR TOE IN T 1 TOE IN TOE IN Appm. 11210 22 �..I bias wry I� AppoL 1112 to 213 J up to 60 feet r wn up to 60 teat �1 Teg1Y1e d fines lmm the end d the spr Use spreader barin ALL other cases. ��tle t bar -TOE it 'IOE � loin haft.Rol STRONGBAIrrV SPREADER BAR Appon2J3 to kretX11AM= 2J3103" bug ygar over 601eet e For fitting trusses with spars In excess d 60 00K It reoonhrrhendad tet a hRrpgbadJspreader t used as 9lustreted.The slrprgbads/spreaderbar should be atacthedto the top Chord and adei bar sMEN hould De at a eboh fn intervals d approximatelyS11DPra feet Further. The reader bar Can be d arty mated: rillic ent d the t truss to Prevent weight o• sufficient strength fo sat* Cary the weight d the toss and sufficient rigdfty to adequately resist Ing of the toss. SUPPORT REQUIRED EVERY -4'-0" MAXIMUM. 48" MAX B A TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. --,- HIP GIRDER (ONE OR MORE PLY). HIP TRUSSES - 0 WEDGE OR BEVEL CUT ON TOP EON BEVELED TOP PLATE UNDER JACK TOP BRACE. CHORD EXTENSIONS. FOR WEDGE, USE (7) (BRACE MAY TO -4.14'_ .... :.-*0k "ICF PLA'1 E. l.AiL iii 1!Su , T P RD 6" O.C. INTO TOP CHORD OF HIP GIRDER: BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)10d NAILS. 2. FOR REACTIONS GREATER THAN 300!), THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. J. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 10d NAILS. 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING 1)ESIrN R, 7. FtlFER f0 OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS CONNFC 710N OF :'.T "44AL a;RACE'IR BASED ON BRACE FORCES DETERMINED BY THE BUILDING DESIGNER. rE: BEVELED LEDGER MAYBE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHES EITHER FACE OF TRUSS WITH iOd NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS ) SHOULD BE DETERMINED BY BUILDING DESIGNER. SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAI DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING OERIONER. IT IS 'iHE•RESP ONSIBILIYY OF OTHERS TO VERIFY THE'ADEQUACY \4, `. Hi`3 UETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTEN APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO END OF BEVEL CUT ON TOP EON LATERAL TRUSS BRACE. R "SEC RY" (BRACE MAY T P RD Ob' Rf..nF WITH d , _. _17''. NO . 1 KligS CHU:?0 - T T HFIGHT F NAIL CHORD TO USS MUST LLOV FACE OF BRACE= ; OR THIS. WITH(2)10d) GINNING THE ERECTION PROCESS portant lor Ore builder a as ten contractor bovd ph• elbmnW braa5 for the fiw1 trues crected lln Mo a rrrore s meairg hp Ors rem 01010 arty sere atied b aro rely Won One fust buss b maWaty. Ukwi6e• after INS hm set 01a Is ed qLW* cross•Oraw4 Ora remaking pusses iotalbd req upon this lam so br slabW Thus, OR Perbmr i ate truss bradrg System depends b a gest "me an how Mea the Ora Paw of pusses is - I NTERIOR GROUND BRACE • EXTERIOR atistatsM method Use the are unit d pusses pit b as 01 breas Wei we Suadeed to a Stake to no round and soaady anc h naL Mw ground p°°s should be Supported es stho•e blow or h b apt to s. Adddiahal 9svhnd ' In the oppesx• Ewe- retde aha butldrhg. M able reCOnai Sn"I e L ' Note: Lease learns torr hot in= In abbe with is rays d top chord coo- anuous temporary or pan wwM. 2 x 4 INnirtxtt Rom pub b be was bracwd balers Median Ground d.d-, uis• . a the thradng . Ban" tr Dun" Ls seems n Minimum 1Double I -le GROUND BRACE • I or Armheight 01 oandtlora pro," br dog Dom the 6310d r is to tie the ars, toes r'9dhy it place trom IDe interior N the Door level. provided the floc b substantially oarPMted ,lmd capable d S pportisg on grow d Oraeisg brow, So=* g.Bne Osten tte ar/l pun to the middle of In 1101111111- b wasAw grand b -ft Ing. Bowe the brall us titian _ of11" am thea blit . p busses the firm ae d puts' es bake removing Door axes and SetWh9 remaining trusses %DEOUATE SIZE OF BRACING MATERIAL OR INADEOUATE FASTENING IS A MAJOR CAUSE ERECTION DOMINOMM ERECTION TOLERANCE - .. L.en9th Lash9ts d Length Ler9ts 18' b 82' .• t• Wso a ? IM'9tlh 16 b ffi : 1• l.errgeh w a over . 2' Pant Bao lw!gth 32' 8 over ` 2' with eree0ah bleahors Is aifid b ad l.&V an aclepaaa mol a bar lace. No 10 ACCOMPLI -- ECi1VE BRACMiO•.Saaing ausaws MWintolerarhca-am tiro ame wed paved bre need for the lhcardOuS Pvacdca d Sparing dr erArahaV tlnrsssaae when 1001 shad -9 a noel pontine are ties 'a'-Tnussae "" or Dor+ttg can rause neat miss the IoP chords sheen alhSes_DMg b SpPhod' and create nawWtve stases on the Doering. - idh Is • hegrn01 cause dorrerloa4 yYIEN b'11FATIANG. WIC SURE NAILS ARE pRNEN INTO THE TOP CHORD OF T11E TRUSSES. BRACING DO N'TO;BtSTAl1TRUSSES . DO NOT -WALK ON DO NOT WALK ON TRUSSES ONTEMPORARILY UNBRACEDTRUSSES OR GABLE ENDS LYING FLAT CONNECTED:SUPPORTS direction ol 1,90111 AS andwr.. "ors. tle•Opgro. eeau.. bsai g bd9ers neat Mc., tat are Part ca Che supportig aanucoSe erns be • bocce acouranely and GmP hb plaeeC .and' pewaerrerntiy • , atached Delve tw Yrat . bogira.'No busses _ Mae •ver be lamb,% on eiidiols a tet Oil have tan .. ppwry connections, to the Supporting Structure- '.' dnc4on CeNA9JNLi SCJLBS'TO THE D OF THE SUILDINGTO % EN .BRACE'THE FIRST TRUSS IS NOT RECOMMENDED, . -- At r1tAri9 d bracingetwied be date w to news are WELL NAILED NAILS'IN. WITNDRAWAL: drMn P.•rvniasa Iain direction of to a. as sh mm (PEAPENDIClMR7O FORCE) (PARALL'.EL'TOrFORC • ;a dpi:'; ' ' ' BRACING REQUIREMENTS FOR 3 PLANES OF ROOF Tempo," erector bracing wase be applied to Ohs• plans d tine me, aralm,b ensure slabW. Ptane 1) TOP Chad d (aa•ig). Pons 2) Bosom Clwyd leaaihhg plan). and Pane 3) Web Member Para a vert®' Plan perpor cheer to U%Ms • order to hold Proper 1) TOP CHORD PLAHL Md important lo On buider a .,.Cb, mmbada is Ihraclr . in do wane of the top dmx Tnun loP dhp0e M aacaPhd• b Island teeing edea they we braced OF sheathed bracing Hol to scale. Diagonal _ °rev a 4 J5. repahg IV buaees EXACT SPACING BETWEEN TRUSSES SHOULD BE MAINTAINED AS BRACING IS INSTALLED to avoid the hazardous PrSctlu of (oress g bracing to adNa Spec ahg. This so ol'SdNsbn9 SpecW can cause busses b valmla O conneetens an. remand at to wrong Orae. 2) BOTTOM CHORD PLANE in spacing on the bottom chard. temporary bracing is tea awneded an to top of one balan dwrd. Continuous ' Web members latera oracag Mni Reborn Chad Ideal bracing ba over loo busses &I each and. s P. Connect ewnd 01 bracing so rigild support or add diagonal . bacag a1 sap Ttessh 2(r irxervao Irapest a. ands}' Long Spares. heavy bads or other NNW" rortguatioro may require doter Spacing between lateral bracing and closer 'mango between diagonals- Const Ute bolding as"grnr HIB. OSB (Recommended Design br 7Mepj0r 7 Br+ag.of MNaFPLefe. Corr' ded MMbodiw Tenrpewry Roaring lyes. T10ss Technology ORTANTI 3) WEB MEMBER PLANE 'X' BRACING- AS SHOWN' IS CRITICAL IN PREVENTING TRUSSES FROM ' LEANING OR DOMINOING. REPEAT AS SHOWN 70 CREATE A SUCCESSION OF RIGID LPM ComYaraa X•bradrg lateral Oracis9 Web menten i 15+11-1 mor. m X4racing slreJd be Yulaaad an hw tical web rrherrhbew Mrere.er Pms®la, SI Of near Wand bra' 9• Plywood stheseting may be su beftited ser X-0ia ng- ' -a Web mentos Brae the P e lansch s Bdrtom shads Nae: Tip dlords ad sane web. mantas are nal ti •+•Mr lo tools to NE mare readeblo• DO NOT USE SHORT BLOCKS TO BRACEr INDIVIDUAL TRUSSES WITHOUT A SPECIFIC BRACING PLAN DETAILING THEIR USE BRACING REOUIREMENTS USING THE SAME PRINCIPLES APPLY TO PARALLEL CHORD TRUSSES' STACKING MATERIALS ON UNTIL LLBRACING SECURELY AND PROPERBUILDING LY IN PLACE ' Prtorm mum NEVER STACK MATERIALS ON UNBRACFD OR INADEOUATELY BRACEDTRUSSES NEVER STACK MATERIALS NEAR A PEAK NEVER STACK MATERIALS ON THE CANTILEVER OF ATRUSS NEVER OVERLOAD SMALL GROUPS OR SINGLE TRUSSES. POSITION LOAD OVER AS MANY TRUSSES AS POSSIBLE NEVER CUT ANY STRUCTURAL MEMBER OF ATRUSS. Ahraya Slack materials OW t -n or more mases. _ Na b asrsed ev' mexiol rn from beerirg 4v . a9• Recarg and medhericet coraracom are cautioned to russet Me not designed for dyramlo 60910 (La. rhw•Yh9 eahldasl• E,elem, core taken when losefing and Subckk* constructionmawftb (Mood h animal -ABP- melt etc:.) on to root or Door system. V Pawl poke •• S.W.. la mednaial •gsg^has Should be located at paha points Owes) Or over main "P it motors. and only an ewsas Oat have been designed lor ads bads. CAUTION NOTES Ertas in buadhg Wela•Mnd a daNro pno, a errors by Mas alas to aawcted by to mM—. or responsible con - m ,ca. Soda Subcontractor aSupplieSupplier,BEFORE erection d rnwses beprhs Cubing a naavudad a.O.Vs is eonesared a Pas ol tormel wwd- and Nora be dors W to bider a election corh- trotter. Achy Gold modification tat awOWS the *A**- aaig, a rMbestibrh d truss' sunrcthsal toss mnrnber a corehedor pure ansa not be date wibwu the Sppwel d to truss manAm+er or a licensed design poloaorW . The r Inds and procedures Warred an standee b ewe"ale w"Sa rarwehrdiorr 1erlelteoee erpbyed a• W Seer ars tea Wsas SAFELY h Phase H • oarripiasM erlydlrw Thte race—ndStio a W bradg Mood "u""i j orai Som ew cosec' a>aa• a boding aurid peeanel b ale wood ►hoe Indnty bkA IR6L da naw rheas rerw Wood It s Council dabe Pnr nence eriy as a GUIDE Io toe b1 • quW-d bildag owup err• bA W. a eadtbn Oorireaorraerm Thus, an e lemr rddiaw old Yk. mema- egrefiy dadaako and atpurolbaM, e-onge rbi g Sem sn use. ebp=•eoi dor cor+Ncled Ivrea. Selected Sun and bWjM ,S*w oed or nsprdduatd Imm'HIS and DSO by pemisaorh of 0a Thos Plate iodo ls. Madison, WL n WOOD TRUSS C,OU NCIL OF AMERICA Om Cen 6300 Enterprise Lane Madison, WI 53719 6OW274 4A49. 60a274.21=9 fax Wtc8®W00dtrUSsjCOnn - W WwwoodDUSS•taD CW.10S O ISSS. V 1 Weed Thea Coma a Amwrb DIAGONAL OR CROSS -BRACING 15 VERY IMP r. .......a APEZAR EL RROCESO DE ERECCION ba wfirerem .w.ondd•s Pao b Pr•••r ermadwo 1mbrWo) Mab now• aw d marWor o d oart,dao b ueafOn "w•••"90 Wb. Eoe poa+o .^ wpdE.. Poco °aQ1K mm abh:dod. armedwm (cobra) d0I Pi1p1w Woo wee ewdm d pima .n 6 arv. d woo . b. onmd•w M J pync bdo 6 amodwm eo8 epoPiode'"w'le b".dadm d•pwideur dd P*a bub p.e obw•* .oabidod Ad, 6 osidod dd teoom de idw®. W. medaos kob4bd --d e• d •'w•o d...bmta. dJ Pdwn bdo, EL O Sly . RSR a RFJUZO DE smo - Eau" 6 dao d. adds• 0 M ardda "do 000idodab ao d Pd"'•ro P"Po b be omredwm p iebeem d eaufa a aia b pbw ommdo• d d. wo wry d• b. dwams w e M L01 o ee Pa# A1 s. ..r dd b+abr d Nrd dd Peok cm • db.edo M d a1•ID i O adodo oe" ••P ldod Q caiman m jw6o • W b od aifmo ddw .w oPorodo moo asueAo eboio o a d 6 Vo• d prm ..o dom6odeiedotdu.rw dd d cam d 6 w10 e" b d■.eddn oP •bo. M Awrms d. bs r•bwrrw aoeidod b a o oa"6or. IA6s rdo•rtm rnb.rm d. 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