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SFD (05-4587)54840 Avenida Madero 05-4587 P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, .CALIFORNIA 92253 F_ •4 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: _ 05-00004587 Owner: Property Address: 54840 AVENIDA MADERO SACUY TIM APN: 774-265-027-20 -000000- 199 MESA DRIVE Application description: DWELLING - SINGLE FAMILY DETACHED COSTA MESA, CA Property Zoning: COVE RESIDENTIAL Application valuation: 161976 9262' Contractor: Applicant: Architect or Engineer: SACUY, TEMIR, P.O. BOX 611 CORONA .DR?, MAR, (949)874-6309 I, Lic. No.: 689484 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.Busines Pd Professionals Code, and my License is in full force and effect. License ass, B, . icense No.: 689484 /Date: 11/bp tracto[:•% / OWE BUILDER DECLARATION I hereby affirm under penalty of peijury that I am er m t from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Profes i s 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 forthe permit to file a signed statement that he or she is licensed pursuant to theprovisionsof 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, 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.). (_ 1 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 I am exempt under Sec. , B.&P.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 CA -' VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 3/03/06 ----------------------------------------------- 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. K 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 CLAREDON Policy Number 04KRDD27033 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 ome subject the workers' compensation laws of California, and agree that, if I should b e sublect to a workers' compensation provisions of Section 3700 of the tabor Code, al f r[hwith c ply with those provisions. ate: /D pplicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATI OVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND Cl NES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF CO P SATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE,.INTEREST, AND ATT NEY'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.s hall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being 'performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the abov f rmation ' correct. I agree to comply with all city and county ordinances and state laws relating to building ction, hereby authorize representatives of t his jco t to enter upon the above-mentioned property r sp ion roses. aD te: ! gnature (Applicant or Agent): Application Number •05-00004587 Permit' `. BUILDING PERMIT . Additional desc . Permit Fee 856.50 -Plan Check Fee'. 556.73 Issue Date . . . Valuation 161976 Expiration Date 8/30/06 Qty Unit Charge Per Extension BASE FEE 639.50 62:00 3.5000 ------------------------------------------------------------------------------- THOU BLDG 100,001-..500,'000 217.00 Permit MECHANICAL Additional desc Permit Fee 103.00 Plan Plan Check Fee 25.75 Issue Date Valuation 0 Exp: ration Date 8/30/06 -L 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 7.00 -6.5000 EA MECH VENT FAN 45.50 1.00 6.5000 EA MECH EXHAUST -HOOD ------------------ .6. 50 Permit. . . . ELEC-NEW RESIDENTIAL Additional desc j Permit Fee . . . 133.30 Plan Check Fee 33.33 Issue'Date . . Valuation 0 Expiration Date 8/30/06 'Qty Unit Charge Per Extension . BASE FEE 15.00 -2601.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 91.-04 613.00. .0200 ELEC GARAGE OR NON-RESIDENTIAL 12.26 1.00 15.0000 EA ELEC TEMPORARY POWER'POLE 15.00 Permit PLUMBING Additional desc' Permit Fee 178.50 Plan Check Fee .' 44.63 ' Issue Date Valuation 0 Expiration Date - Qty Unit Charge Per- Extension BASE FEE 15..00, 18.00 6.0000 EA PLB FIXTURE', 108.00 OPERMIT ' Application Number . . . . . 05-00004587 Permit . . . .. PLUMBING Qty Unit Charge Per 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 8.00 .7500 EA PLB GAS.PIPE >=5. 6.00 1.00 15.0000 EA PLB GAS METER 15.00 Permit . . . GRADING PERMIT Additional desc . Permit Fee . . . 15.00 Plan Check Fee _00 Issue Date . . . . Valuation . . . . 0 Expiration Date 8/30/06 Qty- Unit Charge Per Extension BASE FEE 15.00 Special Notes and Comments 2601 SF. SFD PERMIT DOES NOT INCLUDE " BLOCK WALL, POOL/SPA OR DRIVEWAY - APPROACH" - ----------------------------------------------------------------------- Other Fees . . . . . ART IN PUBLIC PLACES -RES 20.00 DIF COMMUNITY CENTERS -RES- 74.00 DIF CIVIC CENTER - RES 480.00 ENERGY REVIEW FEE 55.67 DIF FIRE PROTECTION -RES 140.00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 ,STRONG MOTION (SMI) - RES 16.19 ' DIF STREET MAINT FAC -RES. 67.00 'DIF TRANSPORTATION - RES 1666.00 Fee -summary Charged Paid Credited Due Permit Fee Total ----- ---------- ---------- ---------- 1286.30 .00 .00 1286.30 Plan Check Total , 660.44 250.00 .00 410.44 Other Fee Total 3787.86 .00 .00 3787.86 Grand Total 5734.60 .250.00 .00 •5484.60 LQPERMIT - J[ tb ! - i• +µ * SYR r ` Y 'A ` 7 7Y_ 4- }' Building Address 11// Owner 1 v Mailing Address 6 t ft ZiI Wp,nA j ` / Contractor ! ,n► 1 . Address City/t Z19U L Tel { 1 • b State Lic.,i G "l City Sq. Ft. & Classif. p 1 Lic. # Size Arch., Engr., Designer it d✓ New Add ❑ ;, , No. No. Dw. Stories Units Alter ❑ Repair ❑ Demolition ❑ Address + 1 el ` [ —3 t9 ,✓ r . Po. BOX 1504 78-495 CALLE TAMPICO APPLICATION ONLY T , Wit UINTA,CAL'IFORNIA92253llkw a LICENSED CONTRACTOR'S DECLARATION hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section ' 000) of Division 3 of the Business and Professions Code, and my license is in full force and e ct. - .9 - `/ ►y- e^may • • ' BUILDING: TYPE CONST 1 ` 4 OCC. GRP. ' SIG URE DATE OWNER -BUILDER DECLARATION ,j c I her y affirm that I am exempt from the Contractor's License Law for the following reason: (S 7031 .5, Business and Professions Code: Any city or county which requires a permit to con ruct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the a licant /or such permit to file a signed statement that he is licensedrpursuant to the provisions o he Contractor's License Law, Chapter 9 (commencing with SeEtion 7000) of Division 3 0/ the st.ness and Professions Code, or that he is exempt therefro , and the basis for the alleged axe tion. Any violation o/ Section 7031.5 by any applicant for permit subjects the applicant to a cl '1 penalty of not more than five hundred dollars ($500) Estimated Valuatio PERMIT AM T ep ' W& oft Plan Chk. Dep. Plan Chk. Bal. A.P. Number /_ / I n Const. u Legal Description S.M.I. Grading , Driveway Enc. Infrastructure AV I C, Date owner WORKER'S COMP SA ON DECLARATION QVJ I hereby affirm that I have a certificate of sent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy t reof. (Sec. 3800, Labor Code.) I LC \ "► f 1 . Policy No. Company Project Description" w ❑Copy is filed with the city. ❑ Certif' d cop is hereby furnished. • CERTIFICA OF EXE' TION FROM WORKERS' MPENSATIO INSURANCE TOTAL Address City/t Z19U L Tel { 1 • b State Lic.,i G "l City Sq. Ft. & Classif. p 1 Lic. # Size Arch., Engr., Designer it d✓ New Add ❑ ;, , No. No. Dw. Stories Units Alter ❑ Repair ❑ Demolition ❑ Address + 1 el ` [ —3 t9 y f ' I v City Zip State Lic. # 1 LICENSED CONTRACTOR'S DECLARATION hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section ' 000) of Division 3 of the Business and Professions Code, and my license is in full force and e ct. - .9 - r • ' - ' SIG URE DATE OWNER -BUILDER DECLARATION ,j c I her y affirm that I am exempt from the Contractor's License Law for the following reason: (S 7031 .5, Business and Professions Code: Any city or county which requires a permit to con ruct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the a licant /or such permit to file a signed statement that he is licensedrpursuant to the provisions o he Contractor's License Law, Chapter 9 (commencing with SeEtion 7000) of Division 3 0/ the st.ness and Professions Code, or that he is exempt therefro , and the basis for the alleged axe tion. Any violation o/ Section 7031.5 by any applicant for permit subjects the applicant to a cl '1 penalty of not more than five hundred dollars ($500) Estimated Valuatio PERMIT AM T ep ' W& oft Plan Chk. Dep. Plan Chk. Bal. `1k 0 mpensation, will do the work, and the struc re is not intended or offered for sale. (Susiness and Profes- ❑ I, as owner of the p per y, or my employees with wages as t10hiswn sions Code: The Contra or's License Law does not apply to aroperty who builds or improves thereon and o does such work himself or througployees, provided that such improvements a not intended or offered for sale. the building or im- provement is sold within o year o/ completion, the owner-bhave the burden of proving that he did not build improve for the purpose o/sale ❑ I, as owner of the property, a exclusively contracting with ' ensed contractors to construct the project. (Sec. 7044, Busines and Professions Code: T Contractor's License Law does . not apply to an owner o/ property ho builds or improves t neon, and who contracts for such projects with a contractor(s) licens pursuant to the Co to'?License Law.) ❑ 1 am exempt under Sec. B. & P.C. for reason .- Const. Mech. Electrical Plumbing - S.M.I. Grading , Driveway Enc. Infrastructure AV I C, Date owner WORKER'S COMP SA ON DECLARATION QVJ I hereby affirm that I have a certificate of sent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy t reof. (Sec. 3800, Labor Code.) e CSO Policy No. Company ' ❑Copy is filed with the city. ❑ Certif' d cop is hereby furnished. • CERTIFICA OF EXE' TION FROM WORKERS' MPENSATIO INSURANCE TOTAL ' REMARKS (This section need not be complet if the permit is loone hundred dollars ($100) valuation or less). I certify that in the perform ce of the work for wh h this permit is issued, I shall not - employ any person in any man r so as to become subjec o Workers' Compensation Laws of California. i , Date owner , NOTICE TO APPLICANT. I , after making this Certificate o/ mption you should become subject to the Workers' ompensation provisions of the Lab Code, you must forthwith comply with such provis' ns or this permit shall be deemed revo ZONE: BY: Minimum Setback Distances: CONSTRUCTION LENDING AGENCY Front Setback from Center Line hereby hat there is a construction lending agency for the pe rmance of the work ich this per it is issued. (Sec. 3097, Civil Code.) Rear Setback from Rear Prop.Line r's Name ,Side Street Setback from Center Liner's Add ssis is uilding permit when properly filled out, signed and validated, a is subject to ' work thereunder is suspended for 180 days. Side Setbackfrom Property Lineion te that I have read this application and state that the above informatio is correct. /eh o comply with all city and county ordinances and state laws relating building coon, and hereby authorize representatives of this city to enter the above- ntionedy for inspection purposes.ISSUed FINAL DATE by: INSPECTOR Date Permit ure of applicant Date Address Validated by: tate, Zip Validation: r t WHITE= BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE 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 2,601 S.F. or $5,826.24 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 OCMlells Fargo - Tim Saeuy Check No. 0737705063 Name on the check Telephone 949.874.6309 Funding Residential By Ar. Doris Wilson Superintendent Fee collected Signature NOTICE: Pursuant r other payment ide those amounts are Payment Recd -Oa er/Under $5,826.24 t notify you that the 90 -day approval period in'whish`:you rRay l5rotest the fees o iilding or installation permit for this project is issued;,Qr1from Ae date on which D collect them on the District('s) behalf, whichever is earlier. NOT VALID if Duplicated Copy -Applicant/Receipt Copy -Accounting Embossed Original - Building Department/Applicant CERTIFICATE OF COMPLIANCE ' EDsc Desert Sands Unified School District o r` 47950 Dune Palms Road ERMUDADUN S O Date 3/6/06 La Quinta, CA 92253 RANCHO MIRAGE p INDIAN WELLS No. 28201 (760) 771-8515 DESERT PALM LA QUINTA S cf QINDIO y Owner Tim Sacuy APN # 774-265-027 Address Jurisdiction La Quinta City Zip Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 54840 Avenida Madero 2601 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 $2.24 X 2,601 S.F. or $5,826.24 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 OCMlells Fargo - Tim Saeuy Check No. 0737705063 Name on the check Telephone 949.874.6309 Funding Residential By Ar. Doris Wilson Superintendent Fee collected Signature NOTICE: Pursuant r other payment ide those amounts are Payment Recd -Oa er/Under $5,826.24 t notify you that the 90 -day approval period in'whish`:you rRay l5rotest the fees o iilding or installation permit for this project is issued;,Qr1from Ae date on which D collect them on the District('s) behalf, whichever is earlier. NOT VALID if Duplicated Copy -Applicant/Receipt Copy -Accounting Embossed Original - Building Department/Applicant o MADr*o RECORDING REQUESTED BY GEORGE KOIDE, ESQ. AND WHEN RECORDED MAIL THIS DEED AND, UNLESS OTHERWISE SHOWN BELOW, MAIL TAX STATEMENTS TO: NAME: TIM SACUY, Trustee ADDRESS: 199 Mesa Drive CITY & STATE: Costa Mesa, CA 92627-4620 DOC - = 2005-0848903 10/ (4,/,;2005` 08 : 00A Fee :7.00 " Page 1 of I Recorded in Official Records: . County of Riverside. Larry W. Ward Assessor, County Clerk & Recorder ' I IIIIII IIIIIII III VIII IIIIII IIII IIIIIII III IIID IIII IIII , M S U PAGE SIZE DA r PCOFY NOCOR ' SMF MISC.' FA If R L COPY LONG REFUND NCHG EJ(AM Grant Deed THE UNDERSIGNED GRANTOR DECLARES: DOCUMENTARY, TRANSFER IS. $ -. 0. -. This conveyance transfers the grantor's [ ] unincorporated area [X] City of La Quinta interest into his revocable Parcel No. 774-265-027-0 living trust. R&T11911 [ ] computed on full value of property conveyed; or [ ] computed on full value less value of liens or encumbrances remaining at time of sale, and FOR NO CONSIDERATION, TEMIR I. SACUY, an unmarried man, hereby GRANTS to TIM SACUY, also known as TEMIR SACUY and as TEMIR I. SACUY, Trustee of the TIM SACUY Living Trust established U/D/T dated October 4, 2005, the following described real property in the city of La Quinta, county of Riverside, state of California: Lot 20 and the North ''/Z of Lot 19, Block 275 of Santa Carnelita at Vale La Quinta, Unit #E25, as per map recorded in Book 19, Pages 50 and 51 of Maps, in the office of the County Recorder of said County. Commonly known as: No site address Date: October 4, 2005 STATE OF CALIFORNIA 1 S.S. COUNTY OF LOS ANGELES f On October 4, 2005, before me, DONNA L. CRUZ. a Notary Public in and for said County and State, personally appeared TEMIR I. SACUY, p r proved to me on the basis of satisfactory evidence) to be the person whose name is subscribed to the within instrument and acknowledged to me that he executed the same in his authorised' capacity, and that by his signature on the instrument the person, or the entity upon behalf of which the person acted, executed the instrument. WITNESS my hanj_and official seal Signature TEMIR I. SACUY DONNA L. CRUZ Commission # 1413952 Notary Public - Calltomlo Los Angeles County 16My Cornet. Expires May 11, 2007 t FOR NOTARY SEAL OR STAMP. MAIL TAX STATEMENT TO PARTY HOWN FOLLOWING LINE; IF NO PARTY -SO SHOWN, MAIL AS DIRECTED ABOVE Name Street Address City &. State HFB 621271.1 S0204001 RC : DISTRICT ., PLANNING .REVIEW FORM ' This. form is 'to .be used by' CDD. staff for review . of. single family dwell ings.• in. the. RC (Cove Residential) District. per Section 9.50.090 -of the Zoning Code. Its purpose is to determine; 1) that the proposed housing design does not duplicate the same- architectural style of any house :within 200 feet of the. applicant, .and/pr`2) if there is a need for the applicant to file for Master Design Guidelines.If the applicant does need to file .a Master. Do Guideline; please transmit this information to the Building and Safety Department as."-part of your. correction list. Please attach .additional explanations as.' necessary. APPLICANT: \`G iV lit/ .SITE. ADDRESS; _8c . (r . i. OA.- a ISD APN %74 - a S - ' Oa 7 CASE NO::j .. I0 3 LEGAL: LOT BLOCK IL-15 UNIT .ZS S.C:@V.L.Q. CHECK AND APPROVED.BY: J DATE:. Inform the assigned Building plan. checker upon your.assignme.nt to this case. The CDD Executive Secretary maintains a log book to track applications• and- assign case numbers. REQUIRED ITEM. Y.. N •COMMENT/CO.RRECTION Verify legal and APN information Consistent with.MDG.on file (as applicable) . MDG filing required (5 filings since 9/3/98) . . .Architectural: variety within 200 feet of the. surrounding area:. - APPROV91) By UOMMUNO DEV€LOPMENT DE ART By '` DATE W o EXHIBIT CASE. NO. KC- Architectural design features . Other Requirements: TWT ed Ce ficate of.OccupancJY, LV 4 jj OF Building & 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: *54-840 AVENIDA MADERO.' Use clas S*ification: SFD Building Permit No.: 05-4587 Occupancy Group: R3 Type of Construction: VN. Land Use Zone: RL Owner of Building: TIM SACUY Address: 199 MESA DRIVE City, ST, ZIP: COSTA MESA, CA 92627 By: KIRK KIRKLAND Date: OCTOBER 02, 2008 Building Official POST IN A CONSPICUOUS PLACE ............ • i ' r CITY BUILDING' FE PAI CFM OF TNE 70 INSPECY ION QUEST 77 E 15 Owner TIM SACUY A Contractor TIM SACUY Permit Number 0574587. ; .POST ON JOB IN CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES JOB ADDRESS 54-840 AVE. MADERO 2601 SF. SFD PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH TYPE OF INSPECTION DATE INSP. TEMPORARY POWER SETBACKS U/G PLUMBING / WASTE d U/G ELECTRICAL/ GROUNDING C/ FOOTINGS / STEEL CONCRETE SLAB DO NOT POUR CONCRETE UNTIL ABOVE SIGNED ROOF NAIL / PRE -ROOF - U 2 OKAY TO WRAP FRAMING COMBINATION ROUGH ELECTRIC ROUGH PLUMBING ROUGH MECHANICAL' INSULATION Q COVER NO WORK UNTIL ABOVE SIGNED INTERIOR GYP. BD. DRYWALL EXTERIOR LATH GAS TEST; - SEPTIC ABANDONMENT SEWER CONNECTION - SEPTIC / GREASE INTERCEPTOR MASONRY INSPECTIONS FOOTINGS / STEEL BOND BEAM POOL / SPA / WATER FEATURE INSPECTIONS PRE-GUNITE / SETBACKS U/G PLUMBING U/G GAS U/G ELECTRICAL PRE -PLASTER (ALARMS/ BARRIERS t FINAL INSPECTIONS TEMP. USE OF PERMANENT POWER ELECTRICAL AA PLUMBING MECHANICAL PUBLIC WORKS DEPARTMENT COMMUNITY DEVELOPMENT DEPT. FINAL / JOB COMPLETED ABOVE APPROVALS DO NOT INCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING J, CITY BUILDING' FE PAI CFM OF TNE 70 INSPECY ION QUEST 77 E 15 Owner TIM SACUY A Contractor TIM SACUY Permit Number 0574587. ; .POST ON JOB IN CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES JOB ADDRESS 54-840 AVE. MADERO 2601 SF. SFD PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH TYPE OF INSPECTION DATE INSP. TEMPORARY POWER SETBACKS U/G PLUMBING / WASTE d U/G ELECTRICAL/ GROUNDING C/ FOOTINGS / STEEL CONCRETE SLAB DO NOT POUR CONCRETE UNTIL ABOVE SIGNED ROOF NAIL / PRE -ROOF - U 2 OKAY TO WRAP FRAMING COMBINATION ROUGH ELECTRIC ROUGH PLUMBING ROUGH MECHANICAL' INSULATION Q COVER NO WORK UNTIL ABOVE SIGNED INTERIOR GYP. BD. DRYWALL EXTERIOR LATH GAS TEST; - SEPTIC ABANDONMENT SEWER CONNECTION - SEPTIC / GREASE INTERCEPTOR MASONRY INSPECTIONS FOOTINGS / STEEL BOND BEAM POOL / SPA / WATER FEATURE INSPECTIONS PRE-GUNITE / SETBACKS U/G PLUMBING U/G GAS U/G ELECTRICAL PRE -PLASTER (ALARMS/ BARRIERS t FINAL INSPECTIONS TEMP. USE OF PERMANENT POWER ELECTRICAL AA PLUMBING MECHANICAL PUBLIC WORKS DEPARTMENT COMMUNITY DEVELOPMENT DEPT. FINAL / JOB COMPLETED ABOVE APPROVALS DO NOT INCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING iz)6 s,e cavi o cs°MCe `O County of Los Angeles DEPARTMENT OF PUBLIC WORKS BUILDING & SAFETY DIVISION Field Office Address: STRUCTURAL OBSERVATION REPORT FORM 11 STRUCTURAL OBSERVATION means the visual observation of the structural system, for general conformance to the approved plans and specifications, at significant construction stages and at completion of the structural system. Structural observation does not Include or waive the responsibility for the Inspections required by Sections 108, 1701 or other sections j of the Los Angeles County Building Code. (Sections 108.4.5, 1702)' ' Report No. This report includes all construction work through day of , 20_2-7 Page No. _j! of Project Address: q; Cf _ j _ rStructural Observer of Record (SOR): SOR Phone No.: 1g Permit No.: Structurals tton Observer igria2 cJRg. No.: Obs O 0g1-qERVEn.STt3Ptr TIIRAI CI c uculra w.►rn ruo m:nn.'► ► nr n► c• w to r FOUNDATION WALL. FRAMES FLOOR PORTION OBSERVED, IF NOT WHOLE; O Footing, Stem walls, O Concrete O SIMM Moment Frame D Concrete O Mat Foundation E3 Masonry 0 Steel Braced -Frame 0 Steel Deck 13 Caisson, Piles, (rade Beams ErWobd O Concrete. Moment Frame o Wood D Retaining Vftdation Hiilsile Speciai'Anchors O Other. O Masonry Wall Frarre 0 Others: i • Others: O Others: NOTES: OBSERVED DEFICIENCIES: 1 DECLARE THAT THE FOLLOWING STATEMENTS ARE TRUE TO THE BEST OF MY KNOWLEDGE: 1. I AM THE ENGINEER OR ARCHITECT RETAINED BY THE OWNER TO BE IN RESPONSIBLE CHARGE FOR THE STRUCTURAL OBSERVATION.IN ACCORDANCE WITH THE: REQUIREMENTS OF THE CITYlCOUNTY OF 2. I, OR ANOTHER ENGINEER OR ARCHITECT WHO I HAVE'DES(GNATED ABOVE AND IS UNDER MY RESPONSIBLE CHARGE, HAS -PERFORMED THE REQUIRED SITE VISITS AT EACH SIGNIFICANT CONSTRUCTION STAGE TO VERIFY IF THE STRUCTURE'lS•IN GENERAL CONFORMANCE WITH APPROVED PLANS AND,SPECIFICATIONS; 3. ALL DEFICIENCIES WHICH, RtmAw TO BE CQRRECTED:HAVEBEENINDICATED.ABOVE; 4. 1 RECOMMEND THAT ACCEPTANCE OF THE STRUCTURAL SYSTEMS :BY TI(E•CITYICOUNTY OF BE WITHHELD UNTf L ALL OBSERVED` -DEFICIENCIES ARE CORRECTE[ 40• C682 p7 EXp. 91301 civ p>); OF STAMP OF.STRUCTURAL OBSERVER OF RECORD sorf.doc - LARUCP Structural Observation Report Form (V1.0 - 512000) Page i of 1 TITLE 24 REPORT Title 24 Report for: SINGLE HOUSE. 54-840 AVENIDA MADERO LA QUINTA, CA 92253 Project Designer: LUU,HUE Report Prepared By: RAYMOND M. ZHONG PERFECT DESIGN & ENGINEERING INC. 2416 W. Valley Blv . CITY OF LA QUINTA Alhambra; CA 91$0 BUILDING &SAFETY DEPT. (626) 289-88.08 APPROVED FOR CONSTRUCTION DA 3 3 O gy s -Job Number: pKss/ Q06051 R" A e CNo. 27635 =0. Date: Exo.06-33-07 ; 2/16/2006''FCHAN\GP. The EnergyPro computer program has been used to perform the calculations summarized in this compliance repo ram has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.0 by EnergySoft Job Number: Q06051 R User Number: 1919 4 Certificate Of Compliance : Residential (Part 1 of 3) CF -1 R SIN(,I F HOUSE Project Title 2/16/2006 Date 54-840 AVFNIDA MADERD I A QUINTA Project Address Building Permit # PFRFFc,.T D SI GN & ENGINEERING,INC (626) 289-8808 Documentation Author Telephone Plan Check/Date FneravPro ComplMice Method 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 2.31 2.14 0.16 Space Cooling 64.10 58.52 5.57 Fans 9.67 12.51 -2.84 Domestic Hot Water 9.87 6.38 3.49 Pumps 0.00 0.00 0.00 Totals 85.94 79.55 6.39 Percent better than Standard: 7.4% Building Type: Y Single Family ❑ Multi Family Building Front Orientation Fuel Type: Fenestration: ❑ Addition ❑ Existing + Add/Alt (West) 270 deg Natural Gas Area: 791 ft2 Avg. U: 0.34 Ratio: 30.4% Avg. SHGC: 0.32 Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: . BUILDING ZONE INFORMATION # of Thermostat Zone Name Floor Area Volume Units Zone Type Type WH I F HQUSE 2 60160 97 310 1 on Conditioned Sethack OPAQUE SURFACES Insulation Act. Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Rnnf Wnnrl 9 RM n 035 —$_30 R_n n 92 Wall_ Wood 434 0 074 R_19 R-0 0 27n gn Door None 0 1450 None R-0.0 270 gn Wall Wnnd 527 0074 R_19 R-0 0 90 q0 Door None 0 1.450 None R-0 0 9090 Will Wnnd 757 0.074 R_19 R-0 0 x_90 Door Nnne 46 1 450 None R-0 0 0 A Wall Wnnd 872 _QI)74R-19__R-00 I$Rq0 Door None 0 1.450 None R-0 0 180 —990 2,601 ft2 n/a ft2 0 ft2 2,601 ft2 10.5 ft 1.00 1 Vent Hgt. Area —2 n/a Gains Condition Y / N Status JA IV Reference Location / Comments EneravPro 4.0 by EneravSoft , User Number: 1919 Job Number: Q06051 R Page:3 of 13 1 1= 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA RExt. Dist. Len. . Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside r Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R SINGLE HOUSE Status 2/16/2006 Project Title Date , FENESTRATION SURFACES True Cond. Location/ # Type . Area U-Factorl SHGCZ Azm. Tilt Stat. Glazing Type Comments. _1_ Window Front (West) 248.0 0 340 NFRC-032 NFRC 270. 90 New Double Non Metal Clear (4) NEW FLOOR 2 Window Rear (East) 160.0 0.340 NFRC 0_32 NFRC 90 90 New Double Non Metal Clear (4) NEW FLOOR 3 Window Left (North) 226.0 0.340 NFRC 0_32 NFRC 0 90 New Double Non Metal Clear (4) NEW FLOOR 4 Window Right (South) 157.0 0.340 NFRC 0_32 NFRC 180 90 New Double Non Metal Clear (4) NEW FLOOR 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA RExt. Dist. Len. . Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Run Initiation Time: 02/16/06 09:58:18 Run Code: 1140112698 EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page:4 of 13 Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Insulation Location/ Condition PERIMETER LOSSES Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 326 None No Insulation 26-A1 New NEW FLOOR Run Initiation Time: 02/16/06 09:58:18 Run Code: 1140112698 EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page:4 of 13 Certificate Of Compliance : Residential (Part 3 of 3) CF -1 R SINGLE HOUSE 2/16/2006 Project Title Date HVAC SYSTEMS Heating Minimum Cooling Minimum Condition Thermostat Location Type Eff Type Eff Status Type WHOLE HOUSE Central Furnace 94% AFUE Split Air Conditioner 18.0 SEER New Setback :ITIT*J9113d:TI:11,k 1*U 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 0!4aer (per Businss & Professions Code) Documentation Author Name: 1 Yid j til (.i1 Name: RAYMOND M. ZHONG Title/Firm: LUU UE Title/Firm: PERFECT DESIGN & ENGINEERING, INC. Address: - V,0 r 1 Of 19 11 Address: 2416 W. Valley Blvd.. . Telephone: -6 1 If -060 1 ( Telephone: 626 289-8808rtJZi1, , `.. A A (signature) I (d te) (signature) Enforcement Agency w N0.27635 Name: Exp. 06-30-07 Title/Firm: {X Address: J'J FCHAN CP Telephone: EnerovPro 4-0 by EneravSoft User Number: 1919 Job Number: Q06051 R I Pag_e_:5 of 13 I r Duct Duct Condition Ducts Location, Heating Cooling Location R -Value Status Tested? WHOLE HOUSE Ducted Ducted Attic 6.0 New No Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick: WATER HEATING SYSTEMS Rated Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE 1 (%) Ext. RHEEM HE80-130 Large Gas All Pipes Ins 1 - 130,000 80 New 0.95 3.80% 12.0 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 0!4aer (per Businss & Professions Code) Documentation Author Name: 1 Yid j til (.i1 Name: RAYMOND M. ZHONG Title/Firm: LUU UE Title/Firm: PERFECT DESIGN & ENGINEERING, INC. Address: - V,0 r 1 Of 19 11 Address: 2416 W. Valley Blvd.. . Telephone: -6 1 If -060 1 ( Telephone: 626 289-8808rtJZi1, , `.. A A (signature) I (d te) (signature) Enforcement Agency w N0.27635 Name: Exp. 06-30-07 Title/Firm: {X Address: J'J FCHAN CP Telephone: EnerovPro 4-0 by EneravSoft User Number: 1919 Job Number: Q06051 R I Pag_e_:5 of 13 I r Certificate Of Compliance : Residential (Addendum) CF -1 R SINGLE HOUSE 2/16/2006 Project Title Date Special Features and Modeling Assumptions T 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 s adequacy of the special justification and documentation submitted. Plan FiKd:] 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- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -4R Plan Field installation certificate. The HVAC System "WHOLE HOUSE" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. This building has credit for Insulation Quality Installation. A certified HERS rater must visually verify the installation of all Insulation. The Cooling System "CARRIER 38TDB-037/58MVP-080-14" includes credit for a 13.1 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. Run Initiation Time: 02/16/06 09:58:8 Run Code: 1140112698 EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page:6 of 13 r • ;` Waindatory' 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 x 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. ' N/A 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 manufacturer's 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 ❑ apply to exterior mass walls). *§ 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent 6 -factor. t ❑: ❑X ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. , 1. Masonry and factory -built fireplaces have: ' _ r a. closable metal or glass door covering the entire opening of the firebox ❑ ❑. b. outside air intake with damper and control, flue damper and control • i • . `❑ ❑X ❑ 2. No continuous burning gas pilot lights allowed. - t ❑ 'N ❑ § 150(0: Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑ - N - ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. t `- N ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone withouffacings no greater than 0.3%, water vapor " ❑X ❑ ❑a permeance rate no greater than 2.0 perm/inch. § 1118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include *' _ ❑ _ ❑X ❑ CF -6R Form: f § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. i 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. El 'EK C1 Space Conditioning, Water Heating and Plumbing System Measures , § 110-13: HVAC equipment, water heaters, stiowerheads and faucets certified by the Energy Commission. * El - Q ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA.. ❑ 0 ❑ § 150(i): Setback thermostat on all applicable,heating and/or cooling system's. ❑ ❑ ❑ § 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 E:] Q ❑ 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. ❑ 0 ❑ 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 El length of recirculating sections of hot water pipes shall be insulated to Table 150B. ❑ ❑X ❑ 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and. 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. ❑ [K ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ .,N ❑ and wind.. 6. Insulation for chilled water piping and refrigerant suctioni piping includes a vapor retardant or is enclosed• ' k El, . EK'' El entirely in conditioned space. J ' 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation' ❑X ❑ ❑ EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page:7 of 13 • Mandatory Measures Summarv: 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. NIA 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, ❑ ❑x ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 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 ❑ x❑ ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and FAI ❑ ❑ Lighting Measures support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are 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. ❑ X❑ ❑ § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ® ❑ ❑ 4. Exhaust fan systems have back draft or automatic dampers. ❑ 0 ❑ controlled by an occupant sensor that complies with Section 1) 9(d) that does not tum on automatically or have an 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ® ❑ dampers. ❑ ❑ same lot shall be high efficacy luminaires (not including lighting around swimming poolstwater features or other Article 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ 2, ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more Eil ❑ ❑ retardant and provides shielding from solar radiation that can cause degradation of the material. 119(d). EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R ❑ © ❑ 7. Flexible ducts cannot have porous inner cores. § 114: Pool and Spa Heating Systems and Equipment 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. FAI ❑ ❑ Lighting Measures 2. System is installed with: ❑ ® ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are a. At least 36" of pipe between filter and heater for future solar heating. ® ❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑X ❑ ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ X❑ ❑ § 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 FAI ❑ ❑ Lighting Measures § 150(k)l: 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)l: 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 ❑ 2 ❑ 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 ❑ 0 ❑ 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 ❑ ❑ 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 I I9(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. X❑ ❑ ❑ 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 Eil ❑ ❑ 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: 1919 Job Number: Q06051 R Page:8 of 13 Residential Kitchen Lighting Worksheet WS-5R SINGLE HOUSE 2/16/2006`. 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-C. 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 Watts Other Watts (2) 13w Compact Fluorescent Quad 4 Pin Yes X No 34.0 x 4 = 136 or (4) 4 ft Fluorescent T8 Rapid Start ElecRO Yes X1 No 1 98.0 x 2 = 196 or (1) 14w Linear Fluorescent T5 Elec Yes X1 No 11 18.0 x 4 = 72 or Yes I 'Nox = 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 Yes No. x = or Yes No x = or Yes No x = or Yes No x _ or f Yes No x = or ' Total A: 404 B: 0 COMPLIES IF A z B YES ® NO ❑ 5 •• EnergyPro 4.0 by EnergySoft User Number: 1919- Job Number: 006051 R Page:9 of 13 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE SINGLE HOUSE 2/16/2006 SYSTEM NAME FLOOR AREA WHOLE HOUSE 2,601 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 2 Heating System Output per System 75,000 Total Output (Btuh) 150,000' Output (Btuh/sqft) 57.7 Cooling System Output per System 34,000 Total Output (Btuh) 68,000 Total Output (Tons) 5.7 Total Output (Btuh/sqft) 26.1 Total Output (sgft/Ton) 459.0 Air System CFM per System 1,200 Airflow (cfm) 2,400 Airflow (cfm/sgft) 0.92 Airflow (cfm/Ton) 423.5 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions EATING SYSTEM PSYCH' 26.0 OF 67.8 OF Outside Air 0 cfm 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 I Sensiblel Latent I I CFM I Sensible 2,178 46,348 -203 Ljj286 47,889 0 7,610 5,595 0 0 0 0 0 0 0 0 0 7,610 5,595 61,5681 -203 —5-90791 CARRIER 38TDB-037/58MVP-080-14 51,670 6,718 150,000 Total Adjusted System Output 51,670 6,718 150,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am earn Temoeratures at Time of Heatina Peak) 67.8°F 105.0°F O Supply Air Ducts Supply Fan Heating Coil 102.8 OF 2400 cfm ROOMS 70.0 OF 67.8 OF I Return Air Ducts COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 110.0 / 72.5 OF 78.0 162.2 OF 78.0 / 62.2 OF 55.0 / 53.7 OF O4 Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 58.0 / 54.9 of 2400 cfm ROOMS 78.0/62.2 °F rDeh— Air M—fc 45.5/0 R.H. 75.0 / 61.2 OF EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page: 10 of 13 JkOOM LOAD SUMMARY PROJECT NAME SINGLE HOUSE DATE 2/16/2006 SYSTEM NAME WHOLE HOUSE FLOOR AREA 2,601 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 NEW FLOOR NEW FLOOR PLAN 1 2,178 46,348 -203 2,178 46,348 -203 1,286 47,689 PAGE TOTAL 1 2,178 46,348 -203 1 1,286 47,889 TOTAL 1 .2,178 46,348 -2031 1,286 47,889 EnergyPro By EnergySoft User Number: User Job Number: Q06051 R Page: 11 of 13 I'ROOM- HEATING PEAK LOADS Project Title Date SINGLE HOUSE 2/16/2006 Room Information Desicin Conditions Room Name NEW FLOOR PLAN Time of Peak Jan 12 am Floor Area 2,601 Outdoor Dry Bulb Temperature 260E Indoor Dry Bulb Temperature 70 OF ' Conduction Area U -Value AT of Btu/hr Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 37 671 Infiltration: 1.00 x 1.064 x 2 sol x 10.50 x 0.479 / 60] x 44 10 218 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 48,328 EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page: 12 of 13 2,601.0 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 )( 0.0350 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 = = = = = = = = = = = = = = = = = _ = = 4,006 434.5 0.0740 44 1,415 248.0 0.3400 44 3,710 522.5 0.0740 44 1701 160.0 0.3400 44 2,394 756.9 0.0740 44 2,464 226.0 0.3400 44 3,38 46.1 1.4500 44 2,94 872.0 0,0740 44 2,839 157.0 0.3400 2349 perimeter = 326.0 0.7300 44- 1 i Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 37 671 Infiltration: 1.00 x 1.064 x 2 sol x 10.50 x 0.479 / 60] x 44 10 218 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 48,328 EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page: 12 of 13 RESdDENT1AL ROOM COOLING LOAD SUMMARY Project Title Date SINGLE HOUSE 12/16/2006 Room Information Desi n Conditions Room Name: NEW FLOOR PLAN Outdoor Dry Bulb Temperature: 75oF Floor Area: 2,601 sf Outdoor Web Bulb Temperature: 111OF Indoor Dry Bulb Temperature: 75'FOutdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr ISolid Wood Door I 1 North West East North North South x x x x x x X X X x X X 0.0350 X X X X X X X X X X X X 56.0 0.0740 33.0 0.0740 33.0 0.0740 23.0 1.4500 23.0 0.0740 26.0 248.0 37.8 9,367 East 0.0 18.8 160.0 37.8 6,043 North 0.0 18.8 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 1. Cooling Load Temperature Difference (CLTD) Fenestration IWINDOWS I 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 = = = = = = = = = = = Btu/hr West 0.0 18.8 248.0 37.8 9,367 East 0.0 18.8 160.0 37.8 6,043 North 0.0 18.8 226.0 18.8 4,242 South 0.0 18.8 157.0 18.8 2,959 Page Total 22 s10 Internal Gain Btu/hr Occu ants Em2 X Occupants X 230 Btuh/occ. = 460 ui ent X Dwelling Units X 1,600 Watts/sgft = 1,6001 Infiltration: 1.064 X. 1.19 x 183.53 x = 8 360 Air Sensible I CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 46,3481 Latent Gain Btu/hr Occu ants F----21 X ` Occupants . X 2001 Btuh/occ. = 400 Infiltration: 4 771 x 1.19 x 183.53 x 0.00058 = 603 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM -203 EnergyPro 4.0 by EnergySoft User Number: 1919 Job Number: Q06051 R Page: 13 of 13 . i RHEEM -RUUDL"BM&lnl;TM ADVANTAGRI" .4 ;R u -Desibned With You In MindSM SEALED -COMBUSTION GAS-FIRED WATER.HEATERS, 100,000 BTU/HR. THRU 199,000 BTU/HR. RHEEM-RUUD AdvanfagePIUSTM Gas Commercial Water Heaters are specifically designed to'provide customers with maximum savings on operation; space and installation. Designed with the most advanced tech- nology available, these products optimize efficiency and operating reliability. CONSTRUCTION FEATURES: • 316L stainless steel tank construction (requires no anode rods). • No chimney required;'direct vent using plastic pipe. • Thermal efficiency of 956/o dramatically reduces operating costs. • 85 equivalent feet of vent length. • Low NO, emissions. Meets SCAOMD Rule 1146.2. • High impact plastic jacket eliminates dents.. • 2" of non -CFC, polyurethane foam insulation. • Less than 1/2 degree per hour heat loss (R17). • Corrosion resistant, high efficiency 90/10 - cupronickel heat exchanger. r •, Self-diagnostic electronic control with digital readout for water temperature, set point and differential. • Removable front cover allows easy access to equipment (24" service clearance recommended). • Temperature range from 70°F to 160°F (maximum temperature setting of 180OF available on HE45-160 and HE45-199 booster models only). • Zero, clearance to all combustible surfaces. • Factory installed AGA/ASME rated UP relief valve. • Booster installation kit provided with HE45-160 and HE45-199 booster models. CERTIFICATIONS AND RATINGS: The water heaters are UL/ULC listed and exceed the minimum efficiency requirements of ASHRAE/IES 90.1b-2001. All water heaters are supplied with an - AGA/ASME rated temperature and pressure relief valve. The control panel is an integrated solid state temperature and ignition control device with integral diagnostics, LED fault display capability and a digital display, of -temperature settings. All models are North Carolina Code compliant. CERTIFIED FOR A 150 PSI `MAXIMUM WORKING PRESSURE., NO CHIMNEY REQUIRED - VENTS UP TO 40 FEET USING '3" - SCHEDULE 40 PVC, .CPVC OR ABS PIPE i 100,000 BTU ' AND 130,000 BTU MODELS f0. ARE CERTIFIED TO VENT WITH Z" SCHEDULE 40 PVC;. ' CPVC OR ABS PIPE NSF i – rr. •M Heat E,cnangW • '4 • Gcmo.:slwn Cnamder Contra 'neo and E C Ai, Inlet C­.C:or •. -' Gas Vane >; Gas Sumer .. Gas Inlet Hroote I? Hot Sunace Ig -0, Flame Prwe Emausl Outlet Correctol Control Roam vent O--:emo : •'- •c,• . Reset S. - r }, Emaus, :Ioc• and Cra,n . Translartner . • C—ensate r---. .I HCse • Condensate Cmn­ I V nnn n `._E •;!} i W 1 Y••i,'s {'s 1FA(r ,` Esi P -r+ 1"T ,' �. �, �,'COMBUSTION .. ��l F- �' '�. � 1 �'o '�' } �� '' ' GAS a: a i:� r= �� ; ` r.�a;•�p EATERS" "r is "� "' �' 6 i_ t -.t 1 I:f .�? o �.:. { ? r 1= f= ri r EF`t )4a �? RECOVERY CAPACITIES Recovery -In U.S. Gallons/Hr. (GPH) and Liters/H r. (LPH) at Various Temperature Rises MODEL NUMBER.. INPUT(BTU/HR). 'NAT. &LP ''THERMAL EFFICIENCY UNITS 40°F (4.4°C) 50'F60'F (10.0°C) -(15.5°C) 70T (21.1'C). 801 (26.6°C) 90'F: (32.2'C) 100'F (37.7°C), 110°F .(43.3°C) 120'F . .(48.8°C .130'F' 14WIF HE45-100 100,000 95°e GPH 288. 230 _'_ 192 165 144 128 - 115 '105 96 WA NIA LPN _ 1090 -872 726 623 545 484 436 396 363 WA WA HE45.130 HE80.130 -HE119-130 - 130,000 - 95% - GPH 374 299 249 214 187 166 150 136, 125 WA WA . LPH-- 1417 1133 ' '944 809 -708 630 _ 567 515 472 WA WA HE80-160 HE119.160 160.000. 98% GPH. 461 368 307 263 230 205 184 167 154 WA WA LPH ' 1744 1395 - 1162- 996 '872 775 697 .634 581 WA WA HE80,199 HE119.199 19 9,000 - -160,000 95% _ 95% ' = _ GPH- 573 458- 382 327 286 255 229 208 191 WA ' WA . LPH '.- 2169 1735 - 1445 1239 - 1084 964 867.789 723 WA 'GPH '-461 368 307 2iKl 230 •' 205 184- 167 154 142 - WA 132 _HE45'160 LPH __ 1744. 1395- 1162 _.996 872 775 697 634. 581 536 498-- HE45.199 199:000 -- 95% GPH 573 458 - 382. - 327 286 '255 229 -208 191 '176 164 LPH. 2169 1735 1 1446 - 4239:.' -1064 '964 867 789 723 667 620 Recovery rating is based on thermal efficiencies obtained in an UL certified laboratory.:', MAXIMUM.DELIVERY•`,� In U.S. Gallons and-Liters'(Includes useable storage and recovery for indicated times) MODEL NUMBER_ GALLONS -LITERS -INPUT (BTU/HR)- NAT. & LP TEMP. RISE UNITS 5 MIN. 10 MIN. 15 MIN. 20 MIN. 30 MIN. 45 MIN. 1 -HR'. 2- HR. 3' HR. MIN.TO RECOVER ' CONTENTS HE45 100 45. - 170 100,000 •- ' � 100°F GAL. ^41 -51 '60 -70 89 118 147 262 377 23 - r - , - - • 37.7°C' LTR.' 156' -.192 228. _ 265 337 446. 555 991 .' , 1427... HE45 130- 45' 170 130,000 100°F GAIL.- 44 --56 - 69 81 106 144 181 331 -481 18r: 37.7°C LTR. 166 214 261 308 403 544 686 1253 1819 HE80130 80 _-' ,-.303 _ 130,000 '• - 100°F GAL. ' .68 = 81 93 '106 131 168 -206 355' 505 - 32 - ': - - 37.7°C LTR.- 259 306 354 - 401 '495 637 779 1345 1912, HE919.130 '1119 450 - 130,000 100'F. GAL- 96 108 121 133 158 196 233 _383 532 48 = 37.7°C LTR., 363 410 - ._457 504 599 . 750 882 1449 2015 HEaS•t60 = 45 170 160,000_ 100'F GAL. 47 62 78 93 .124 170 216, 400 584 115 ; 37.7°C LTR. 177 235. 294 352 468 - 642' 817 1514' '2211 HE80=-160 _ 80` - 303' 160 00 100°F GAL. -71 87 25 117 148 194 240 '424 609 25 37.7°C LTR. 270 328 444 561 735 '909 1607 2304- HEt19-160 119 450 160.000 100°F GAL. 99 114 P-336 145 175 221 268 452 636 - 37.7°C LTR. 373 '432 548 664 838 1013 1710 2408 HE45-.199 -' 45 170' 199,000. - 100'F GAL. -51 70 108 146 203 261 490 - 719 t2 - ' 37.7°C LTR. ' 192 - 264 408 553 770 987 1854 2721 _ HE80.199 80 -303 - 199,000 100°F- GAL. 75 - 94- 113 132 171 228 285 514 743. 21 37.TC LTR. 284 357 429 501 646 863 1079 1947 2814 HE119.199 119 _ 450 199,000 100°F -GAL. =102 121, 141 a 160 198 255 312 542 - -771' - 338 460_ 532 604 749 966 1183 2050: '2918 All models have a maximum setpoint of 160'F with the exception of the HE45.160 and HE45-199 booster models. The HE45.160 and HE45.199 hale a maximum setpoint of 180'F. • ' _ -INFORMATION .. .DIMENSIONAL ,w�•:•,•. .-:_y:-_ . All dimensions shown iri -English and Metric - B- E WATER CONNECTIONS APPROX WT.. NUMBER UNITS - - VENT INLET OUTLET SHIPPING HE45•10A- - inches 42 231/2- 32 35 - . 5 25 1/4 279/16 57/8 2 1 1 175 tbs. HE45-130. mm 1067 -597- 813, 869 127 641 700 149 51 25 25 - 79 kgs HE45.160 inches 42 231/2 32 35 5 25 1/4 279/16 57/8 3 1° r 1 175lbs. HE45-199 mm 1067- 597 813 ..889 127 641 -700 149 76 25 25 79 kgs. HE80-130. 60 inches 72 - 231/2 32 65 5 25 1/4 20 1/4 73141-1/2 3' 1-1/2 1.1/2 2351bs. HE80• t HE80-199 mm 1854' -597 813 1651 127 641 514 197 76 38 _ 38 106 kgs HE 119-130 inches -73 27 36 66 314 6314 287/8 22 9 1/2 3' 1.12_ 1-1/2 405 lbs. HE119.160 HE119-199 mm 1854 ' 696 914 1695 171 733 559 241 76 38 38 184 kgs , -10"-CLEARANCE-TO:". COMBUSTIBLES ON ALL ADVANTAGE PLUS UNITS, - HOWEVER, A 24" CONTROL_PANEL SERVICE CLEARANCE IS_. ` RECOMMENDED. MODELS WITH H _ INPUTS OF- • _ - 100,000 BTU AND • - .130;000 BTU ARE _: - CERTIFIED TO VENT WITH 2" SCHEDULE _ 40 PVC, CPVC OR . - ABS PIPE - - 130,000 BTU models are certified to be installed with 2' venting. All models require a 120V power source. - - See use and care manual for venting details. = 0 Carrier Carr! 0 " 1 Product 'InfinityM96 Data Model 58MVP 1.1 IVAA-Wn Mi poi Y OW Direct-Vent`Varia ' ble-Speed Datuxe Condensing Gas Furnace Series 170 In'put Ccipacities: 40,000 thru 120,000'Btuh 11 U L Copyright 2004 Carrier Corporation Comfort -Heat TM technology, chnology, the ultimate in heating comfort... The Carrier Infinity 06 with ComfortHeat technology achieves the optimum combination of comfort and efficency: The Infinity 96achieyes industry- leading ultra-high efficiency at up to 96.6 percent nt Annual Fuel , Utilization Effidiency: (41FUE). Efficient performance is -enhanced through the variable -speed - design. To maintain ideal comfort, ComfortHeat technology* automati= dally adjusts the heating level, maxi- mizing the use of low heating levels that produce near silent ftimace'opera- tion while meeting the. exact heating needs. Thisunit is designed to keep the indoor temperature within. I degree of thermostat ermostat setpQint. Because it op- erates in low heat most of . the time; the Infinity 96 uses up to 80% less power than single -capacity furnaces. In addition to providing ultimate com- fort, the Infinity 96 ha's a sealed com- bustion system: This system brings combustion air from outdoors to the furnace and vents hue gases safely outside thehom'e. Because it is sealed, operational noise is minimal. A sealed combustion -system also means fewer cold drafts widjess'air infiltration. Quality materials are the key behind the Infinity 96's outstanding performance. Carrier stands behind quality. We offer lifetime warranty protection* on the. heat exchangers, the heart of the - Infinity 96. The rest of the unit is backed by a limited -5-yearwarranty. The Infinity 96 is available in 6 heat/airflow combinations. The unit has a 4-waymultipo'isie design and can Form 58MVP-1 I PO Physical data OUTPUT CAPACITY BTUH• (ICS) Low Upflow 25,000 $7,000 49,000 49,000 61;000 73;000' .^ (Shaded capacities are Downflow 25,000 = .` 36,000 49.000-- 49,000 61.,000 .73,000 specified on rating plate) . • - - Horizontal 4 ,. , .- - • ,,,.- High Upflow 38,000 ;:57,000 =75,000 75,000 94;000 113,060 Downflow. 37,000 56,000 75;000 ' - 75,000 - 94;000 •113,000 -;-- Horizontal -. AFUE%• Upflow 96.6 94.1 94.1 _ '94.1 94.1. 941 Downflow 95.0 92.7 92.7 - _- -92.7 92.7 92.7 - -.'Horizontal 96.1 .. 93.7 -93.7. 93.7- 93.7 93.7_. INPUT BTUHt Low 26,000 39,000 52;000 52,000 65,000 78,000 ' High. 40,000 60,000. 80;000 80,000.= 100,000 120,000 '-SHIPPING WEIGHT (Lb) 205' 170 18.2 204 203 234 _ - -, CERTIFIED TEMP RISE RANGE ('F) Low 25-55 -50-8050 -80, `50 - 80 50-- 80 - 50 - 80 High '30-60 '35-.65 35-65- 35=65 __45-75 -45=75 CERTIFIED EXT STATIC PRESSURE (ESP) Heating 0.10 0.12 0.15 0.15. - - 0.20 0.20- " - -: (In. wc) =- - Cooling0.50 _ 0.50 0.50 0.50 0.50.. --"0.50 - - .- ._AIRFLOW CFM$ - Heating Low 585(690") 500.(590'•)' 720'(85-0**) 705 (830") 920 (1085'•) 1160-(1370")- _ _ Heating High 800 _. -1065 . 1500 ., t 1500 1525 _ ' -1880 _ - - - - Cooling (Max) . ' 1400 ,1400 1395. 1990 _ 2000- LIMITCONTROL = -' SPST _ -HEATING BLOWER CONTROL (Off Delay) - Selectable 90, 120, 150, or 180 Sec Intervals' - _ BURNERS (Monoport} 2 . ,.. 3 q- - GAS CONNECTION SIZE - -1/2-1n. NPT - - - - - GAS VALVE (Redundant) Manufacturer _. White Rodgers = - -- - _ ..Minimum Inlet Pressure (In. wc) 4.5 (Natural Gas) ' ' •t - • - - - x - - _Maxlmum lnlet_Pressure (In. wc) - - -13.6 (Natural Gas) - _ - • : IGNITION DEVICE, -Hot Surface -' - • Capacity in accordance with U.S. Government DOE test procedures. - - - t "Gas Input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 2-percent'for each 10008 above sea level. - In Canada; derate the unit 5 percent for elevations from 2000 to 4500 ft above sea level: -- _ $ Airflow shown is for bottom only return -air supply with factory -supplied _ 1 -In. washable filter(s). For air delivery above -1800 CFM, see Air Delivery - table for other options. 7 !• Low heat CFM when low -heat rise adjustment switch (SW1-3) ori fumace Control is used. 3 -P-erf®rma.nce data ift DIRECT -DRIVE MOTOR Hp (ECM) 1/2 1/2 1/2 1 1 1 - MOTOR FULL -LOAD AMPS 7.7 7.7 ,.-:__ .7.7 - 12.8.-.. '- 12.8 12.8 ' - RPM (Nominal) --SPEEDS Variable 250 =1300 BLOWER WHEEL DIAMETER x WIDTH (In.) 11 x 10 10:x 7 _ 11 x.10- 11 x 10- 11 x 10 ' __11x16 - _ FILTER.SIZE (In.) NOMINAL (Washable) (1) 24 x 25 x 1 (1) 16 x 25 x 1 (1) 20 x 25 x 1 0) 20. x 25 x i (-1) 20 x 25 x 1 (1) 24-x 25 x 1 ECM - Electronically Commutated Motor - • _ F 1'2 4 A • - � w . , •' `• ri' •�� - S�f, {�Eri X44}•1tr. i � Product InfinitY M 18:` 38TDB (60 Hz) Data -*..p = E. Two-S� eed, Air Coinditioner ;. with Puron® Refrigerant . Sizes 024, 036, 037, .048, and 060 The Model 38TDB InfinityTM Air - Conditioner incorporates innovative two -speed compressor technology with Puron® refrigerant,providing quiet; efficient cooling performance. Built into these units are features most desired by homeowners today, including SEER ,ratings up to 18.0 when matchedwith a VARIABLE SPEED indoor Carrier product. All models are listed with UL - (U.S. and Canada), ARI and CEC. The 38TDB exceeds.the Energy Star® " requirements for energy efficiency.,' FEATURES/B.ENEFITS Electrical Range=All.units are , offered in 208I230..v single phase. Sim- plified field -stripped lead wire connec- . tions facilitate ease"of installation. Range of Sizes 'Available in 5 nominal sizes: 024, 036, 037, 048, and t 060 to meet the needs of residential, ' applications. , Carrier's InfinityTM Controls —' These industry. -leading controls, when installed with Carrier's Ideal HumidityTM`• variable -speed furnaces or fan coils, , provide the homeowner with: =unparalleled coiatrol of temperature, humidity, indoor air quality, and zoning, –unprecedented ease of use wimple operation through on-screen, text -based service reminders --worry-free•equipment malfunction alert ' on the two,4eed outdoor section Optional remote access through telephone or Internet is also available when combined with a remote connectivity kit.- WeatherArmorTM III System is a three component system—The'casing steel is galvanized and coated with a,' layer of zinc phosphate. A modified polyester powder coating is then applied . 4 and baked on,providing eactitn it with a hard; smooth finish that will last for - , many years. , 4 All screws on the cabinet exterior are ' ' SermaGuaridTM coated fora long lasting, Cop ,Ot 201)4 Carrler Corpomwn«Form 38TDl3 7PD UNIT -.. INDOOR AIR CFM TOTAL CAPACITY BTUH High : Low High Low SIZE SECTION SEER EER CK5PT048 1050 700 34,200 ' 18,000 -15.50' 11.35 CK5PW036 1050 - _ 33,800 17,800 15.50 ' 11.20 CK5PW048 = -1050 ..700 700 34,200 18,000 15.50 11.35 t§s 1n CQIIS +,58fylYP{100 20 VARIABLE'SPEED„ ',U,RNA•C, ,. CC5A/CD5AA036 1050 700 33,800 17,800 -15.50 11.15' CC5A/CD5AA042 1050 700 33,800 17,800 15.50 11:25 CC5A/CD5AC048 1050 700. 33,400 17,600 15.50 11.15 CC5A/CD5AW036 _1050 700. 33,800 17,800 15.50 11.20 CC5A/CD5AW042 1050 -700 33,200 17,600 15.50 11.10 CC5A/CD5AW048 1050_ 700 33,800 17,800 15.50 11.30 CD5AA048 - 1050 700 _ 34,000 17,800 15.50 '11.30 -CE3AA036- 1050 - 700-- 33,400 17,600 15.00. 11.05 CE3AA042 1050 700 34,000 17,800 15.50 11.30 CE3AA048 1050- 700 34,200 17,800 15.50- 11.35 CK3BA036 1050' 700 33,800 17,800_ ' 15.50 11.20 CKIBAD42 1056- _. 700 34,000 17,800 15.50 11.25 CK3BA048 1050 700 34,200 - 18,000 15.50 11.40 CK5A/CK5BA036 1050 700 33,800 17,800 - ". . 15.50 11.20 - CK5A/CK5BA042 1050 -700 34,000 17,800 15.50 11.25 6K5A/CK5BA048 1050 - 700 _ 34;200 98,000 15.50 ' 11.40 CK5A/CKSBE042 -1050 _ 700' - _ 34,200 - 18,000 15.50. 11.30 - CK5A/CK5BT036 1050 _ 700 - -33,800 17,800 15.50 11.20 CK5A/CK5BT042 '. - 1050. _ 700 34,000 -17,800 -15.50. '11.25 CK5A/CK5BT048 .1050 - 700 - -34,200. _ 18;000 - 15.50 -11.40 CK5A/CK5BW036 -_1050. _ 900 34,000_ - 17,800' -_ -15.50 11.25 -CK5A/CK5BW048 " - - 1050 _ _700 -.34,200 - 18,000 15.50 11.40 CK5PA036 -1050 700 - 33,800 ._ 17,800.-- 15.50. 11.20 'CK5PA042 -1050 700 34,000 -_ -17,800--- 15.50 11.25 CK5PA048 1050 700" - 34,200. 18,000- 15.50 11.40 036-30_ _ CK5PE042 _ .1050'-- 700 -34,200 -' 18,000 15.50 11.30 CK5PT036 _ - 1050 700 " 33,800 17,800 15.50 CK5PT042. 11.20 _ - CK5PT048 1050 -1050 700 34,000 - 34,20Q . 17,800 18,000 '15.50 11.25 11.40 CK5PW036 1050 .700- 700 - 34,000, -17,800 - .15.50- 15.50 11.25 CK5PW048 _1050 700 34,200 .18,000- 15.50 11.40 'CO' $ ,5BMVP,t120 20 fA lABLE;SP, €D;FUR AG . .r CC5A/CD5AA042 -1050 700 33,800 17,600 15.50 11.25 CC5A/CD5AC048 1050 -700 33,400 17,600 15.00 11.20 CC5A/CD5AW036 -- 1050' 700 33,600 17,600 15.50 11.25 CC5A/CD5AW042 _ 1050 700. 33,200 1.7,600, 15.50 11.20 CC5A/CD5AW048 -'. 1050 -700 - 33,800 17,800 15.50 11.35 CD5AA048 1050 _ 700 33,800 17,800 15.50 .11.35 _ CE3AA036 _ 1050 700 33,200 17,600 15.00 11.05 CE3AA042. 1050 700 34,000 _ 17,800 15.50 11.30 CE3AA048 1050 700: 34,000 17,800 15.50 11.35 - CK3BA042" 1050 _ 700 33,800 17,800 15.50 11.30 _CK3BA048 - 1050 700 34,200 17,800 15.50 11.45 CK5A/CK5BA042- 1050 700 33,800 "' 17,800 15.50 11.30 CK5A/CK5BA048.. _ -'1050 700 34,200 17,800 15.50 '11.45 CK5A/CK5BT0d2 1050 700 33,800- 17,800 15.50 11:30 CKWCK5BT048 1050 700- - 34,200 17,800 15.50 11.45 CK5A/C-K5BW036 1050- _ 700 33,800 17,800 15.50. 11.30 CK5A/CK5BW048 - 1050 700 34,200 17,800 15.50 11.50 _ CK5PA042 1050 700 33,800 17,800 15.50 11.30 CK5PA048. 1050 700 34,200 17,800 15.50 11.45 _ CK5PT042 _ ' _. 1050 _° 700- 33,800 17,800 15.50 11.30 CK5PT048 .: 1050 - 700. 34,200 1.7,800 - 15.50 11.45 CK5PW036 - _ = 1050- 700 33,800 17,800 15.50 11.30 CK5PW048 1050 700 34,200 "" 17,800. 15.50 11.50 _ 'FV4BNB006 1100- 660 - 37,000. 18,000 18.00 13.15 CC5A/CD5AA036 - _ - 1310 - 720.' = 35,800 - '17,400 14.50 .,. 11.30 - CC5A/CD5AA042 1310 720 35,800 - 17,400 14.50 11.30 - CC5A/CD5AC048 -1.310 720 -.35,200 17,200. _ 14.00 11.15 _ CC5A/C.D5AW036 1310- 720 35,800 17;400 14.50 11:30 CC5A/CD5AW042 _ 1310 720 _ 35,400 17,200'' 14.00 - .11.20 _- 'CC5A/CDSAW048 . 1310 720 35,800 _ 17,400 14.50 ' 11.30 - CD5AA048 - 1310 720 35,800 17,400 14.50 11.30 - CE3AA036 -1310 72Q 35,200.- 17,200 14.00 11.15 . CE3AA042 - 1310 _. 36,000 17,400 14.50 11.35 _..720 1310 - - 720: 36,000 _ " 17,400 14.50 11.45 _CE3AA048- - CF5AA036 -- 1310 - - 720 35,600 17,200 14.00 11.25 - CF5AA048 - 1310 .720 -_ 36,000 17,400' 14.50 11.35 . 037-30 - - - CK3BA036-_ --CK3BA042 1310 1310. -720 _ -- 720 35,800 35,800 17,400 .17,400 14.50 14.50 '11.35 11.35 CK3BA048 T310 720 36,000: 17,600_" 14.50 11.40 - _ CK5A/CK5BA036-- - 1310 _ 720 - 35,800- _ 17,400 14.50 11.35 CK5A/CK5BA042 - 1310 ."720 35,800 17,400 14.50 11.35 CK5A/CK55A048 1310_ 720 36,000 17,600 14.50 11.40. CK5A/CK5BE042 1310 720 36,000 17,600 • 14.50 11.40 . CK5A/CK5BT036 1310 720 35,800 97;400 14.50 11.35 CK5ATCK5BT042 1310 - 720 35,800 17,400 14.50 11.35 CK5A/CK5BT048 ,1310 _ 720 36,000 17,600 14.50 11.40 CK5A/CK5BW036 1310 720 35,800 17,400 14.50 11.35 CK5A/CK5BW048' - 1310 720 36,000. 17,600 14.50 11.40 CK5PA036 1310 - 720 35,800 17,400 1.4.50 11.35 CK5PA042 _ 1310 720_ - 35,800 17,400 14.50 11.35 'CK5PA048 1310 720 36,000 17,600 14.50 11.40 see notes on pg. 18. 1 1 Combination ratings (cont.) CC5A/CD5AA036 1050 700 INDOOR AIR CFM TOTAL CAPACITY BTUH 16.50 12.00 UNIT SIZE INDOOR SECTION SEER EER High Low High Low 34,400 CK5PE042 1310 720 36,000 17,600 14.50 11.40 16.50 CK5PT036 1310 720 35,800 17,400 14.50 11.35 CC5A/CD5AW048 1050 CK5PT042 1310 720 35,800 17,400 14.50 11.35 35,000 CK5PT048 1310720 12.15 36,000 17,600 14.50 11.40 16.00 CK5PW036 1310 720 35,800 17,400 14.50 11.35 CE3AA048 1050 CK5PW048 1310 720 36,000 17,600 14.50 11.40 34,800 FE4ANB006 1100 660 37,000 18,000 18.00 13.15 16.50 FE4ANF002 1100 660 35,200 17,600 16.50 11.75 CK5A/CK5BA036 1050 FE4ANF003 1100 660 35,600 17,800 17.00 12.35 35,000 FE4ANF005 1100 660 37,000 18,000 17.50 12.85 16.50 FK4DNF001 1100 660 34,600 17,600 16.00 11.60 CK5A/CK5BT036 1050 FV4BNF002 1100 660 35,200 17,600 16.50 11.75 35,000 FV4BNF003 1100 660 35,600 17,800 17.00 12.35 16.50 FV4BNF005 1100 1100 660 660 37,000 37,000 18,000 18,000 17.50 18.00 12.85 13.15 CKSA/CK5BW048 1050 40FKB/FK4DNB006 40FKB/FK4DNF002 1100 660 35,200 17,600 16.50 11.75 34,800 40FKB/FK4DNF003 1100 660 35,600 17,800 17.00 12.35 16.50 40FKB/FK4DNF005 1100 660 37,000 18,000 17.50 12.85 CK5PE042 1050 COILS+,5,8_C1((�)070 I}VARIANE:SPED�UFNACE., 17,800 16.50 -' CK5PT036 1050 700 CE3AA036 1050 700 34,400 17,600 16.50 11.75 35,000 CK38AO36 1050 700 35,000 17,800 16.50 11.95 17,800 CK5A/CK5BA036 1050 700 35,000 17,800 16.50 11.90 16.50 CK5A/CK5BT036 1050 700 35,000 17,800 16.50 11.90 12.30 CK5PA036 1050 700 35,000 17,800 16.50 11.90 CK5PT036 1050 700 35,000 17,800 16.50 11.90 CM 1,0N CC5A/CD5AA036 1050 700 35,000 17,800 16.50 12.10 CC5A/CD5AA042 1050 700 35,000 17,800 17.00 12.20 CC5A/CD5AC048 1050 700 34,600 17,600 16.50 12.10 CC5A/CD5AW036 1050 700 35,000 17,800 17.00 12.20 CD5AA048 1050 700 35,200 17,800 17.00 12.30 CE3AA036 1050 700 34,600 17,600 16.50 11.95 CE3AA042 1050 700 35,200 17,800 17.00 12.25 CE3AA048 1050 700 35,400 1.7,800 17.00 12.30 CK3BA036 1050 700 35,200 17,800 17.00 12.15 CK3BA042 1050 700 35,200 17,800 17.00 12.20 CK3BA048 1050 700 35,400 18,000 17.00 12.40 CK5A/CK5BA036 1050 700 35,200 17,800 17.00 12.15 CK5A/CK5BA042 1050 700 35,200 17,800 17.00 12.20 CK5A/CK5BA048 1050 700 35,400 18,000 17.00 12.35 CK5A/CK5BE042 1050 700 35,400 18,000 17.00 12.30 CK5A/CK5BT036 1050 700 35,200 17,800 17.00 12.15 037-30 CK5A/CK5BT042 1050 700 35,200 17,800 17.00 12.20 CK5A/CK5BT048 1050 700 35,400 18,000 17.00 12.35 CK5A/CK5BW036 1050 700 35,200 17,800 17.00 12.20 CK5PA036 1050 700 .35,200 17,800 17.00 12.15 CK5PA042 1050 700 35,200 17,800 17.00 12.20 CK5PA048 1050 700 35,400 18,000 17.00 12.35 CK5PE042 1050 700 35,400 18,000 17.00 12.30 CK5PT036 1050 700 35,200 17,800 17.00 12.15 CK5PT042 1050 700 35,200 17,800 17.00 12.20 CK5PT048 1050 700 35,400 18,000 17.00 12.35 CK5PW036 1050 700 35,200 17,800 1 17.00 1 12.20 CC5A/CD5AA036 1050 700 34,800 17,600 16.50 12.00 CC5A/CD5AA042 1050 700 34,800 17,600 16.50 12.05 CC5A/CD5AC048 1050 700 34,400 17,600 16.50 12.00 CC5A/CD5AW036 1050 700 34,800 17,600 16.50 12.05 CC5A/CD5AW042 1050 700 34,200 17,400 16.50 11.95 CC5A/CD5AW048 1050 700 35,000 17,600 16.50 12.20 CD5AA048 1050 700 35,000 17,600 16.50 12.15 CE3AA036 1050 700 34,400 17,400 16.00 11.85 CE3AA042 1050 700 35,000 17,600 16.50 12.10 CE3AA048 1050 700 35,200 17,800 16.50 12.20 CK3BA036 1050 700 34,800 17,800 16.50 12.00 CK3BA042 1050 700 35,000 17,800 16.50 12.05 CK3BA048 1050 700 35,200 17,800 16.50 12.25 CK5A/CK5BA036 1050 700 34,800 17,800 16.50 12.00 CK5A/CK5BA042 1050 700 35,000 17,800 16.50 12.05 CK5A/CK5BA048 1050 700 35,200 17,800 16.50 12.20 CK5A/CK5BE042 1050 700 35,200 17,800 16.50 12.15 CK5A/CK5BT036 1050 700 34,800 17,800 16.50 12.00 CK5A/CK5BT042 1050 700 35,000 17,800 16.50 12.05 CK5A/CK5BT048 1050 700 35,200 17,800 16.50 12.20 CK5A/CK5BW036 1050 700 35,000 17,800 16.50 12.05 CKSA/CK5BW048 1050 700 35,200 17,800 17.00 12.30 CK5PA036 1050 700 34,800 17,800 16.50 12.00 CK5PA042 1050 700 35,000 17,800 16.50 12.05 CK5PA048 1050 700 35,200 17,800 16.50 12.20 CK5PE042 1050 700 35,200 17,800 16.50 -12.15 CK5PT036 1050 700 34,800 17,800 16.50 12.00 CK5PT042 1050 700 35,000 17,800 16.50 12.05 CK5PT048 1050 700 35,200 17,800 16.50 12.20 CK5PW036 1050 700 35,000 17,800 16.50 12.05 CK5PW048 1050 700 35.200 17,800 17.00 12.30 See notes on pg. 18. 12 r Combination ratings (cont.) UNITI INDOOR INDOOR AIR CFM I TOTAL CAPACITY BTUH SIZE SECTION Hlph I Low Hiah Law SEER EER CC5A/CD5AA042 1050 700 35,000 17,800 17.00 12.25 CC5A/CD5AC048 1050 700 34,600 17,600 16.50 12.20 CC5A/CD5AW036 1050 700 35,000 17,800 17.00 12.25 CC5A/CD5AW042 1050 700 35,200 17,800 17.00 12.40 CC5A/CD5AW048 1050 700 35,200 17,800 17.00 12.40 CD5AA048 1050 700 35,200 17,800 17.00 12.40 CE3AA036 1050 700 34,600 17,600 16.50 12.00 CE3AA042 1050 700 35,200 17,800 17.00 12.30 CE3AA048 1050 700 35,400 17,800 17.00 12.40 CK3BA036 1050 700 35,200 17,800 17.00 12.20 CK3BA042 1050 700 35,200 17,800 17.00 12.25 CK3BA048 1050 700 35,400 18,000 17.00 12.45 CK5A/CK5BA042 1050 700 35,200 17;800 17.00 12.25 CK5A/CK5BA048 1050 700 35,400 18,000 17.00 12.45 CK5A/CK5BT042 1050 .700 35,200 17,800 17.00 12.25 CK5A/CK5BT048 1050 700 35,400 18,000 17.00 12.45 CK5A/CK5BW036 1050 700 35,200 17,800 17.00 12.25 CK5A/CK5BW048 1050 700 35,600 18,000 17.00 12.50 CK5PA042 1050 700 35,200 17,800 17.00 12.25 CK5PA048 1050 700 35,400 18,000 17.00 12.45 CK5PT042 1050 700 35,200 .17,800 17.00 12:25 CK5PT048 1050 700 35,400 18,000 17.00 12.45 CK5PW036 1050 700 35,200 17,800 17.00 12.25 CK5PW048 1050 700 35,600 18,000 17.00 12.50 34,600 rro1.a y rangy ;w.wticr es . rwe wn . es_ n r -. , e . 18,000 17.00 See notes on pg. 18. CC5A/CD5AA042 CC5A/CD5AA042 1050 700 35,000 17,800 17.00 12.35 1050 CC5A/CD5AC048 1050 700 34,800 17,600 17.00 12.30 700 CC5A/CD5AW036 1050 700 35,000 17,800. 17.00 12.35 34,000 CC5A/CD5AW042 1050 700 35,200 17,800 17.00 12.50 .17,600 CC5A/CD5AW048 1050 700 35,200 17,800 17.00 12.50 16.50 CO5AA048 1050 700 35,200 17,800 17.00 12.50 11.60 CE3AA036 1050 700 34,600 17,600 16.50 12.05 CE3AA048 CE3AA042 1050 700 35,400 17,800 17.00 12.40 1050 CE3AA048 1050 700 35,400 17,800 17.00 12.50 700 CK3BA036 1050 700 35,200 17,800 17.00 12.30 34,800 CK3BA042 1050 700 35,200 17,800 17.00 12.35 17,800 CK3BA048 1050 .700 35,600 18,000 17.00 12.60 16.50 CK5A/CK5BA042 1050 700 35,200 17,800 17.00 12.35 11.95 CK5A/CK5BA048 1050 700 35,600 18,000 17A0 12.55 037-30 CK5A/CK5BT042 1050 700 35,200 17,800 17.00 12.35 1050 CK5A/CK5BT048 1050 700 35,600 18,000 17.00 12.55 700 CK5A/CK5BW036 1050 700 35,200 17,800 17.00 12.35 34,800 CK5A/CK5BW048 1050 700 35,600 18,000 17.00 12.60 17,800 CK5PA042 1050 700 35,200 17,800 17.00 12.35 16.50 CK5PA048 1050 700 35,600 18,000 17.00 12.55 12.05 CK5PT042 1050 700 35,200 17,800 17.00 12.35 34,600 CK5PT048 1050 700 35,600 18,000 17.00 12.55 17,600 CK5PW036 1050 700 35,200 17,800 17.00 12.35 16.50 CK5PW048 .1050 700 35,600 18,000 17.00 12.60 See notes on pg. 18. CC5A/CD5AA042 1050 700 34,600 17,600 16.50 11.80 CC5A/CD5AC048 1050 700 34,200 17,600 16.50 11.75 CC5A/CD5AW036 1050 700 34,600 17,600 16.50 11.80 CC5A/CD5AW042 1050 700 34,000 17,400 16.50 11.70 CC5A/CD5AW048 1050 700 34,800 .17,600 16.50 11.90 CDSAA048 1050 700 34,800 17,600 16.50 11.90 CE3AA036 1050 700 34,000 1.7,400 16.00 11.60 CE3AA042 1050 700 34,800 17,600 16.70 11.85 CE3AA048 1050 700 35,000 17,800. ,. 16.50 11.90 CK3BA042 1050 700 34,800 17,800 16.50 11.80 CK3BA048 1050 700 .35,000 17,800 16.50 12.00 CK5A/CK5BA042 1050 700 34,800 17,800 16.50 11.80 CK5A/CK5BA048 1050 700 35,000 17,800 16.50 11.95 CK5A/CK5BT042 1050 700 34,800 17,800 16.50 11.80 CK5A/CK5BT048 1050 700 35,000 17,800 16.50 11.95 CK5A/CK5BW036 1050 700 34,800 17,800 16.50 11.80 CK5A/CK5BW048 1050 700 35,000 17,800. 16.50 12.05 CK5PA042 1050 700 34,800 17,800 16.50 11.80 CK5PA048 1050 700 35,000 17,800 16.50 11.95 CK5PT042 1050 700 34,800 17,800 16.50 11.80 CK5PT048 1050 700 35,000 17,800 16.50 11.95 CK5PW036 1050 700 34,800 17,800 16.50 11.80 CK5PW048 1050 700 35,000 17,800 16.50 12.05 0 %+88NWVP ,6Q• 4+VAf. AB LE S ED,; RX4C'r. CC5A/CD5AA036 1050 700 34,600 17,600 16.50 11.90 CC5A/CD5AA042 1050 700 34,600 17,600 16.50 12.00 CC5A/CD5AC048 1050 700 34,400 17,600 16.50 11.90 CC5A/CD5AW036 1050 700 34,600 17,600 16.50 11.95 CD5AA048 1050 700 34,800 17,600 16.50 12.10 CE3AA036 1050 700 34,200 17,400 16:50 11.75 CE3AA042 _ 1050 700 34,800 17,600 16.50 12.05 13 Combination ratings (cont.) UNIT INDOOR INDOOR AIR CFM TOTAL CAPACITY BTUH High Low High Low SIZE SECTION SEER EER CE3AA048 1050 700 35,000 17,600 16.50 12.10 CK3BA036 1050 700 34,800 17,600 16.50 11.95 CK3BA042 1050 700 34,800 17,800 16.50 12.00 CK36AO48 1050 700 35,000 17,800 17.00 12.15 CK5A/CK5BA036 1050 700 34,800 17,800 16.50 11.90 CK5A/CK5BA042 1050 700 34,800 17,800 16.50 12.00 CK5A/CK5BA048 1050 700 35,000 17,800 17.00 12.15 CK5A/CK5BE042 1050 700 35,000 17,800 16.50 12.05 CK5A/CK5BT036 1050 700 34,800 17,800 16.50 11.90 CK5A/CK5BT042 1050 700 34,800 17,800 16.50 12.00 CK5A/CK5BT048 1050 700 35,000 17,800 17.00 12.15 CK5A/CK5BW036 1050 700 34,800 17,800 16.50 12.00 CK5PA036 1050 700 34,800 17,800 16.50 11.90 CK5PA042 1050 700 34,800 17,800 16.50 12.00 CK5PA048 1050 700 35,200 17,800 17.00 12.15 CK5PE042 1050 700 35,000 17,800 16.50 12.05 CK5PT036 1050 700 34,800 17,600 16.50 11.90 CK5PT042 1050 700 34,800 17,800 16.50 12.00 CK5PT048 1050 700 35,200. 17,800 17.00 12.15 CK5PW036 1050 700 34,800 17,600 16.50 11.95 ;? CsaOI�StaMYPOBQ CC5A/CD5AA036 1050 700 34,400 17,600 16.50 11.70 CC5A/CD5AA042 1050 700 34,600 17,600 16.50 11.75 CC5A/CD5AC048 1050 700 34,200 17,600 16.50 11.70 CC5A/CD5AW036 1050 700 34,600 17,600 16.50 11.75 CC5A/CD5AW042 1050 700 34,000 17,400 16.50 11.65 CC5A/CD5AW048 1050 700 34,600 17,600 16.50 11.90 CD5AA048 1050 700 34,800 17,600 16.50 11.90 CE3AA036 1050 700 34,000 17,400 16.00 11.55 CE3AA042 1050 700 34,800 17,600 16.50 11.80 CE3AA048 1050 700 34,800 17,800 16.50 11.85 CK3BA036 1050 700 34,600 17,800 16.50 11.70 CK3BA042 1050 700 34,600 17,800 16.50 11.75 CK3BA048 1050 700 35,000 17,800 16.50 11.95 CK5A/CK5BA036 1050 700 34,600 17,800 16.50 11.70 CK5A/CK5BA042 1050 700 34,600 17,800 16.50 11.75 CK5A/CK5BA048 1050 700 35,000 17,800 16.50 11.95 CK5A/CK5BE042 1050 700 35,000 17,800 16.50 11.85 CK5A/CK5BT036 1050 700 34,600 17,800 16.50 11.70 CK5A/CK5BT042 1050 700 34,600 17,800 16.50 11.75 CK5A/CK5BT048 1050 700 35,000 17,800 16.50 11.95 037.30 CK5A/CK5BW036 1050 700 34,600 17,800. 16.50 11.75 CK5A/CK5BW048 1050 700 35,000 17,800 16.50 12.00 CK5PA036 1050 700 34,600 17,800 16.50 11.70 CK5PA042 1050 700 34,600 17,800 16.50 11.75 CK5PA048 1050 700 35,000 17,800 16.50 11.95 CKSPE042 1050 700 35,000 17,800 16.50 11.85 CK5PT036 1050 700 34,600 17,800 16.50 11.70 CK5PT042 1050 700 34,600 17,800 16.50 11.75 CK5PT048 1050 700 35,000 17,800 16.50 11.95 CK5PW036 1050 700 34,600 17,800 16.50 11.75 CK5PW048 1050 700 35,000 17,800 16.50 12.00 .z CC5A/CD5AA036 1050 700 34,600 17,600 16.50 11.85 CC5A/CD5AA042 1050 700 34,600 17,600 16.50 11.95 CC5A/CD5AC048 1050 700 34,200 17,600 16.50 11.85 CC5A/CD5AW036 1050 700 34,600 17,600 16.50 11.90 CC5A/CD5AW042 1050 700 34,200 17,600 16.50 11.80 CC5A/CD5AW048 1050 700 34,800 17,600 16.50 12.00 CD5AA048 1050 700 34,800 17,600 16.50 12.00 CE3AA036 1050 700 34,200 17,400 16.00 11.70 CE3AA042 1050 700 34,800 17,600 16.50 12.00 CE3AA048 1050 700 35,000 17,800 16.50 12.05 CK3BA036 1050 700 34,800 17,800 16.50 11.90 CK38AO42 1050 700 34,800 17,800 16.50 11.95 CK3BA048 1050 700 35,000 17,800 17.00 12.10 CK5A/CK5BA036 1050 700 34,800 17,800 16.50 11.90 CK5A/CK5BA042 1050 700 34,800 17,800 16.50 11.95 CK5A/CK5BA048 1050 700 35,000 17,800 16.50 12.10 CK5A/CK5BE042 1050 700 35,000 17,800 16.50 12.05 CK5A/CK5BT036 1050 700 34,800 17,800 16.50 11.90 CK5A/CK5BT042 1050 700 34,800 17,800 16.50 11.95 CK5A/CK5BT048 1050 700 35,000 17,800 16.50 12.10 CK5A/CK5BW036 1050 700 34,800 17,800 16.50 11.95 CK5A/CK5BW048 1050 700 35,200 17,800 17.00 12.10 CK5PA036 1050 700 34,800 17,800 16.50 11.90 CK5PA042 1050 700 34,800 17,800 16.50 11.95 CK5PA048 1050 700 35,200 17,800 16.50 12.10 CK5PE042 1050 700 35,000 17,800 16.50 12.05 CK5PT036 1050 700 34,800 17,800 16.50 11.90 CK5PT042 1050 700 34,800 17,800 16.50 11.95 CK5PT048 1050 700 35,200 17,800 16.50 12.10 CK5PW0361050 700 34,800 17,800 16.50 11.95 CK5PW048 1050 700 35,200 17,800. 17.00 12.10 See notes on pg. 18. 14 UNITINDOOR INDOOR AIR CFM TOTAL CAPACITY BTUH : High Low High Low SIZE SECTION SEER. EER I COILS+M58 IAVP1,OOr2QaYR[ABLEv PEEDFURNiC CC5A/CD5AA036 1050 700 34,600 17,600 16.50 11.90 CC5A/CD5AA042 1050 700 34,800 17,600- 16.50 12.00 CC5A/CD5AC048 1050 700- 34,400 " 17,600 16.50 11.90 CC5A/CD5AW036 1050 700 34,800 17,600 -16.50 11.95. CC5A/CD5AW042 1050 700. 34,200 17,600 - 16.50 11.85 CC5A/CD5AW048 1050 700 34,800 _- 17,800 16.50 12.10 CD5AA048 1050 -.700. -34,800 17,800 - 16.50' -12.10 - CE3AA036 1050 - ' - 700 34,200 1-7,400 16.50 .11.75 CE3AA042 1050 700 35,000 17,800 16.50 - 12.05 _ CE3AA048 _ 1050 700 35,200 17,800 16.50 12.10 CK3BA036 1050 700 - 34,800 17,800 16.50 11.95 CK3BA042 .1050 700 34,800 17,800 - 16.50 12.00 CK3BA048 1050 700 35,200 17,800 --.17 * 00 '12.15 - CK5A/CK5BA036 _. 1050 • 700 34,800 17,800 . = 16.50 CK5A/CK5BA042 -1050 700 34,800 17;800 16:50. :. -'12.00 CK5A/CK513A048 1050 700 - __ 35,200 -1-7,800 17.-00 - 12.15. - CK5A/CK5BE042 - _ 1050 - 700 - 35,200 17,800 _ 16.50 12:05 " - CK5A/CK5BT036 1050- _ 700 34,800 -.1-7,800 _ 16.50 11.95 '. CK5A/CK5BT042 1050 700 -34,800 _.- 16.50.--.- 12.00 - -CK5A/CK5BT048 _ 1050 _700 -35,200. •17,800 =17;800._ 17.00 _-12.15' CK5A/CK5BW036 _ -1050 ----700 34,800- _ 17,800 = - ,12.00 -' _ CK5A/CK5BW048 1050_ 700 35,200.. 17;800 - _16.50 - 17.00 -12.20 CK5PA036 1050 700 34,800 _ 17,800 . - 16.50 - - ` 11'.95- - CK5PA042 - 1050 700 _ 34,800 - 17,800 "16.50 -12.00' CK5PA048 1050 - 700 35,200 17,800--7 _ 17.00 12.15 - CK5PE042 _ 1050 700 - 35,000- 1.7,800 _ - 16.50 12:10 ' _ 037-30 CK5PT036 1050 . - `1050_ - 700' _ _34,800 - 17,800 16.50' -11.95 - CK5PT042 700- 34,800 ' 17,800 16.50 12.00 CK5PT048_ 1050 700 -35,200- 17,800- 17.00 - .12,15 CK5PW036 -1050 - -700 -- 34,800 ..' _ 17,800. 16.50 CK5PWO48 1050 700 _ - 35,200 17,800 2 17.00 -, 12.20 WPM 4, 8MVPt20f0VARIA L SPEED SUR IAiC CC5A/CD5AA042 1050 - - 700 . 34,600 17,600' - 116.50 -. -12.05 CC5A/CD5AC048 1050 - 700 _ 34,200 - _ 17,400 16.50 CC5A/CD5AW036 1050 700 34,600 , 17,600 16.50.-- 12.00 CC5A/CD5AW042. 1050 - . _ 700 34,200-- 17,400 16.50 . ' - 11.95 CC5A/CD5AW048 1050 = 700 34,800.. _ 17,600: ----16.50 _ 12.15 CD5AA048 1050 - 700 34,800 - _ 17,600 _ - 16.50 12.15 ' CE3AA036 1050 700 34,200 17,400 16.50 11.80 CE3AA042 1050 700 34,800 17,600 _ 16.50 12.05_ CE3AA048 1050 _ -700 - --35.000 - " 17,600 - _ 16.50 12.15 CK3BA042 1050 700 34,800- ---t7,600 16.50 12.00 _ CK3BA048 1050. 700 =- 35,000 - - 17,800 17.00 12.20 CK5A/CK5BA042 1050' 700 -34,800 .17,600 16.50 12.05 CK5A/CK5BA048 1050 700 35;000 17,800 17.00 12.20 CK5A/CK5BT042 1050 700 34,800 17,600 16.50 .. 12.05 CK5A/CK5BT048 1050 - _ 700 _ - 35,000- " 17,800 _ 17.00 12.20 CK5A/CK5BW036 1050 - 700 _-' 34,800 17,600" 16.50' 12.05. CK5A/CK5BW048 1050 700 35,200 17,800 • 17.00 12:25 CK5PA042 1050 _ 700 .-34,800= 17,600 _ - 16.50 _ 12.05 CK5PA048 - 1050 -700 35,200 -. 17,800 17.00 _ 12.20 - CK5PT042 - 1050 --700 34,800 17,600- 16.50. 12.05 CK5PT048 .1050 700- - 35,20.0 17,800 - 17.00 12.20 _ - CK5PW036 1050 _' 700 -34,800 17,600 . - 16.50 12.05 CK5PW048 1050 700 _35,200 17,800. _ -17.00 12.25 'FV4BNB006 . 1470, -880_ - 47,500 _ _ '26 ,000 15.00. _ A 1:55 _ CC5A/CD5AA060- - 17.00. 985 -45,500 26,000 13.00 10.30 CC5A/CD5AA060 - -` 1700- - - 985 45,500 . 26,000 --13.00 10.30 CC5A/CD5AC048 1665 985--- 44,500 -26,800 12.50 - 1.0.15- CC5A/CD5AW048 = _ 1700 _- 985 - 45,500 26,000- 13.00. _ - 10.30 CC5A/CD5AW060 1740 -985 46,500 - 26,000 - 13.00 10.50 CD5AA048 - 1700 _ _ 985 - - .45500 26,000 -13.00 - _10.30 - CE3AA048 -1760 ' -985 - 45,500 -26,000 - 13.00 10.30 CE3AA060 '1740 =-='985 46,500 4 --26,000_ - - 13.00 '__ '-10.50 CK38AO48 1700 _985 45,500 26,000 - 13.00' 10.30 CK3BA066 1740 985- --46;500 26,000 - 13.00 -10.50 CK5A/CK5BA048 1700- 985. - 45,500- 26,000 _ 13.00_ 10.30 - - CK5A/CK5BA060 1740------98.5 -46,500 -.26,000 13.00 _ 10.50 ' 048-30 CK5A/CK5BT048 --1700 -985 - 45,500 --26,000 -13.00 --10.30 CK5A/CK5BT060 1740 965 46,500-_ - 26,000 _ 13.00 10.50 CK5A/CK5BW048 1700 = 985 45,500- 26,000 _ 13.00 - ' 10.30 -- CK5A/CK5BX060 = 1750 985 47,500 -26,000 _ 13.45 10.60 CK5PA048 - '1700 985 45,500 .26,000 13.00 .10.30 CK5PA060 ' 1740 985 _ - '. 46,500 26,000 13.00. 10.50 CK5PT048 1700 -985- _ 45,500 26,000 13.00 10.30 CK5PT060 1740 985'' _ -46,500- 26,000 . 13.00 _ 10.50 CK5PW048 1700 985 - 45,500 26,000 . 13.00 16.30 CK5P_X060 1750 985- =47,500 26,000 - 13.45 10.60 FE4ANB006 1470 880 .47,500 -26,000 - 15.00 11.55 -FE4ANF005 1470 880 47,000 26,000 15.00 11.15 FV4BNF005 -.1470 880 47,000- 26,000 15.00 - 11.15 40FKB/FK4DNB006 1470 = 880 _ 47,500 26,000 15.06 11.55 40FKB/FK4DNF005 1470 880 47,000 1 26,000 15.00 11.15 See notes on pg.18. 15 E STRUCTURAL LOAD a !' ROOF: CONCRETE TILE 10 CEILING: JOIST 2.0 PLYWOOD 1.5, GYPBD 3.0 FRAIVHNG 2.0. MISC. 1.0 MISC. 1.5 ----------- -,------- -------------------------------- DL= 15.0 6.0 LL= 16.0 10.0 EX. WALL: EXTERIOR, 9.0 INTMALL: DRYWALL 3.0, DRY WALL 3.0 STUDS 2.0 STUDS. - 2.0 DRYWALL 3.0 MISC. 1.0 MISC. 2.0 • - DL= ��__------------15.0 • . 10.0 ° a q r gra- /S lisp Gk M 61 z_ 0 k, to P ws Xrz C C 2-90 . ; Title : Job # Dsgnr: Date: 12:10PM, 9 OCT 01 Description Scope: _ Rev: 560100 User: ION-0601739, ver 5.6.1 25-Oct-2002 W1993-2002 ENERCALC Engineering Software Timber Beam & Joist Page ' c:\ec55\la qulnta.ecw:Calalatlons _ Description ROOF- BEAMS LAYOUT , Timber Member information Calculations are designed to 1997 NDS and 1997 UBC Requirements 6101#1 6101#2 BM#3 BM#4 BM#5 Timber Section 4x12 6x12 4x10 4x6 4x12 Beam Width in 3.500 5.500 3.500 3.500 3.500 Beam Depth in 11.250 11.500 9.250 5.500 11.250 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 875.0 875.0 875.0 875.0 875.0 Fv - Basic Allow psi 95.0 95.0 95.0 95.0 95.0 Elastic Modulus ksi 1,600.0 1,600.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 1.250 1.250 1.250 1:250 1.250 Member Type Sawn Sawn Sawn Sawn Sawn Repetitive Status No No No No No Center Span Data _ _ Span It 17.00 15.00 9.00 6.00 18.00 Dead Load #/ft 87.00 126.00 255.00 255.00 63.00 Live Load #/ft 32.00 96.00 160.00 160.00 48.00 Point #1 DL lbs 367.50 LL lbs 280.00 @X ft 2.500 Point #2 DL lbs 367.50 LL lbs 280.00 @ X ft 15.500 Results Ratio = 0.5808 0.5651 0.7697 0.8932 0.8260 Mmax @ Center in-k 51.59 74.92 50.42 22.41 73.37 @ X = ft 8.50 - 7.50 4.50 3.00 9.00 fb : Actual psi 698.7 618.0 1,010.2 1,270.0 993.8 Fb : Allowable psi - 1,203.1 1,093.8 1,312.5 1,421.9 1,203.1 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 34.5 34.7 72.0 82.3 58.8 Fv : Allowable psi 118.8 118.8 118.8 118.8 118.8 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 739.50 945.00 1,147.50 765.00 934.50 LL lbs 272.00 720.00 - 720.00 480.00 712.00 Max. DL+LL lbs 1,011.50 1,665.00 1,867.50 1,245.00 1,646.50 @ Right End DL lbs 739.50 945.00 1,147.50 765.00 934.50 LL lbs 272.00 720.00 720.00 480.00 712.00 Max. DL+LL lbs 1,011.50 1,665.00 1,867.50 1,245.00 1,646.50 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Defl in -0.246 -0.129 -0.102 -0.096 -0.318 UDefl Ratio 829.1 1,398.8 1,059.7 751.8 678.8 Center LL Defl in -0.091 -0.098 -0.064 -0.060 -0.242 UDefl Ratio 2,254.1 1,835.9 1,688.9 1,198.2 890.9 Center Total Defl in -0.337 -0.227 -0.166 -0.156 -0.561 Location ft 8.500 7.500 4.500 3.000 9.000 UDefl Ratio 606.2 793.9 651.1 462.0 385.3 SHEAR WALL SCHEDULE (LA CITY/ LA COUNTY) TYPE SHEAR WALL MATERIAL PLATE/SILL NAILING ANCH❑R BOLT VALUE. 15/32" PLYWOOD, CDX 16d @ 5° 5/8" DIA. A.B• 200 plf D 8d @ 6", 12", BLOCKED @ 5'-4" ❑.C. 15/32" PLYWOOD, CDX 16d @ 4" 5/8" DIA. A.B. 285 plf ' D 8d @ 4", 12', BLOCKED @ 4'-0" : O.C. 15/32" PLYWOOD, CDX 1/4° DIA. X6° 5/8" DIA. A.B. 370 plf D 8d @ 3", 12', , BLOCKED LAG SCREW @ 4'-0" O.C. , 3X SILL @ 8„ 3X.STUD @ ADJACENT PANEL EDGE 15/32" PLYWOOD, CDX 1/4" DIA. X6" 5/8" DIA. A.& 480 ptf D 8d @ 2", 12" BLOCKED LAG SCREW @ 32" O.C• • 3X SILL @ 7" • 3X STUD @ ADJACENT PANEL EDGE 15/32° PLYWOOD, CDX. 1/4" 'DIA.' X6" 5/8" DIA. A.B. 580 plf D 10d @ 2", 12", BLOCKED LAG SCREW @ 32" O.C. , 3X SILL @ 6" 3X STUD @ ADJACENT PANEL'EDGE 19/32" PLYWOOD, CDX 1/4° DIA. X6" 5/8" DIA. A.B. 650 ptf D 10d @ 2", 12",' BLOCKED LAG SCREW , @ 24" ❑.C. w 3X SILL @ 5" w 3X STUD @ ADJACENT PANEL EDGE C- r _ 19 Line Unit Force Trib. ft^2 Added V L v # psf D w- Ib ft if 2 17.4 10 17 0 6.5 455.08 3 17.4 10 14.5 0 13.5 186.89 5 17.4- 10 14.5 0 7.5 336.40 6 17.5 10 17 0 10 297.50 7 17.5 10 8 3445 21 230.71 8 5.3 65 10 0 35.5 97.04 1 st Floor Shear Wall (Y -Y Direction) Line Unit Force Trib. ft^2 Added V L v # psf D W Ib ft pif A 5.3 68.5 10.5 0 38 100.32 B 5.3 68.5 -10.5 2088 29 203.45 C 5.3 68.5 10 2088 12.25 466.82 D 5.3 '68.5 10 0 50 '. 72.61 .I S bc- SE w5 ' Its & r OTM =vXLXH RM = ((DL roof or floor X Trib) + (DL wan X H)) X (L" 2/2) UPLIFT =((OTM - %RM) / L) .+ AddUpiift % = 0.9 for Seismic % = 0.67 for Wind 1 st Floor OTM and Hold Down (X -X' Direction) Wall v L H OTM DL . 'DL Trib Trib DL %RM % AddU lift UPLIFT # If ft ft Ib -ft roof ft floor ft roof ft floor ft all s Ib -ft Ib Ib 2.1 455 6.5 10.5 31054 21 0 2 0 10 2081 0.67 0 4457.4 3.1 187 13.5 10.5 26507 21 0 1 2 0 1 10 8975 '0.67 1 0 1298.7 5.1 33B'l 15 10.5 26460 21 0 2 0 10 2770 0.67 0 3158.7 6.1 2910.5 14 10.5 31185 21 0 2 0 10 4925 0.67 0 2626.1 7.1 2310.5 6.75 1.0.5 19404 21 0 10 0 10 6754 0.67 0 1581.3' 7.2 2310.5 5.5 10.5 31532 21 0 2 0 10 8322 0.67 0 1785.3 8.1 97 26 10.5 7638.8 21- 0 1 10 0 10 .7973 1 0.9 1 0 -44.625 1 st Floor OTM and Hold Down (Y -Y Directinn) Wall v L H OTM DL DL Trib DL %RM % AddU lift UPLIFT # If ft ft Ib -ft roof ft floor ft floor ft all s Ib -ft Ib Ib A.1 100 8 10.5 8400 21 0 Tio 0 15 5746 0.9 0 331.8 A.2 100 14 10.5 14700 21 0 0 ` 15 17596 •0.9 0 -206.85 B' 1 203 15 10.5 31973 21 0 0 15 37209 0.9 0 -349.13 B.2 1203 14 10.5 29841 21 0 2 0 10 9652 0.67 0 1442.1 C.1 467 6.75 1.0.5 33099 21 0 10 0 15 7535 0.9 0 3787.2 C.2 467 5.5 10.5 26969 21 0 2 0 10 1 1490 0.67 0 4632.7 D.1 73 26 10.5 19929 21 0 2 0 15_ 160688 0.9 0 -1567.7 w-st No loC"pad N0 Al wSt H A 2- ' i+1 o N Ot > ®-W .A/ No loC"pad N0 Al K-S f/,/5 -,g-,4 •I A A I__ A /Li / all IV CITATION cv 130 IV WIMVP M., MR CAY. YT Vol U -83C 04 WIIMA co LLJ py 3Z eJ $' YS _ k f+I' S 3'- ' ,.g. `f i Ai ;,, \ tvQ . a i ;t Q 6 _® t 7' ` ;!r T d®• ie ...deur s . << - , , ,1 n'Y e - d mrfy r F i ^ . r_' .. O .« - Y} o `'L..t7 lJ"` `y' . t j, _`)1 ) f .(F , J 1 ., , . >/. y'". 1F c f 2 2; y Q . .:; ; •. t ;;y T. ' `. T+_ " L 1997 UNIFORM BUILDING CODE TABLE 16 -R -SEISMIC COEFFICIENT Cv `+ ' :TABLE 16-R . TABLE,16-U !' Y ti ti t. • CLOSEST DISTANCE TO KNOWN SEISMIC SOURCE2.3,. .. SEISMIC SOURCE TYPE s 2 km 5 km a 1 CLOSEST DISTANCE TO KNOWN SEISMIC SOURCEzs SEISMIC ZONE FACTOR, Z A- 1.5 1.2 1.0 + Xr. SEISMIC SOURCE TYPE SOILPROFILETYPE Z=0.075 Z=0.15 Z=02 Z=0.3 Z=0.4 F 1 #; SA 0.06 0.12 0.16 0.24 0.32N„ 1.2 1.0 r SR>2•' .a C 1.0 1.0 1.0 1.0 SB 0.08 0.15 0.20.. 0.30 0.40N,; SC 0.13 0.25 0.32 0.45' 0.56N n Sp 0.18 0.32 0.40 0.54 0.64N„ ,...y " SE 0.26 0.50 0.64 0.84 0.96N Sp See Footnote 1 ecific geotechnical investigation and dynamic site response analysis shall be performed to determine seismic coefficients for Soil Profile Type SF: , i; TABLE 16 -S -NEAR -SOURCE FACTOR Nal ' , ; ...e; , • a Near -Source Factor may be based on the linear interpolation values • w 2The location and type of seismic sources to be used for design shall be established based on approved geotechnical data (e.g., most recent mapping of active faults by the United States Geological Survey or the California Division of Mines and Geology). a3The closest distance to seismic source shall be taken as the minimum distance between the site and the area described by the vertical projection of the source on the surface (i.e., surface projection of fault plane). The surface projection need not include portions of the source at depths of 10 km or greater. The largest value of the Near-Source Factor considering all sources shall be used for design. i TABLE 16 -T -NEAR -SOURCE FACTOR Nv1' ' 3'., ;y• • CLOSEST DISTANCE TO KNOWN SEISMIC SOURCE2.3,. .. SEISMIC SOURCE TYPE s 2 km 5 km a 1 CLOSEST DISTANCE TO KNOWN SEISMIC SOURCEzs A- 1.5 1.2 1.0 + Xr. SEISMIC SOURCE TYPE B 1.3 1.0 7.0 S km . 10 a > C 1.0 1.0 1.0 1A.. • - , ; ...e; , • a Near -Source Factor may be based on the linear interpolation values • w 2The location and type of seismic sources to be used for design shall be established based on approved geotechnical data (e.g., most recent mapping of active faults by the United States Geological Survey or the California Division of Mines and Geology). a3The closest distance to seismic source shall be taken as the minimum distance between the site and the area described by the vertical projection of the source on the surface (i.e., surface projection of fault plane). The surface projection need not include portions of the source at depths of 10 km or greater. The largest value of the Near-Source Factor considering all sources shall be used for design. i TABLE 16 -T -NEAR -SOURCE FACTOR Nv1' 'The Near -Source Factor may be based on the linear interpolation or values for instances omer man inose snown in me mole. 2The location and type of seismic sources to be used for design shall be established based on approved geotechnical data (e.g., most recent mapping of active faults by the United States Geological Survey or the California Division of Mines and Geology). - 3The closest distance to seismic source shall be taken as the minimum distance between the site and the area described by the vertical projection of the source on'the surface (i.e., surface projection of fault plane). The surface. projection need not include portions of the source at depths of 10 km or greater. The largest value of the Near -Source Factor considering all sources shall be. used for design.'.' v., r !' TABLE 16 -U --SEISMIC SOURCE TYPE1 SEISMIC SOURCE CLOSEST DISTANCE TO KNOWN SEISMIC SOURCEzs SEISMIC SOURCE DESCRIPTION r + Xr. SEISMIC SOURCE TYPE s 2 km S km . 10 i 15 km SR z 5 1A.. • - A 2.0 1.6 1.2 - 1.0' All faults other than Types A and C ly B 1:6 1.2 1.0 r SR>2•' .a C 1.0 1.0 1.0 1.0 Faults that are not capable of producing large magnitude earthquakes 'The Near -Source Factor may be based on the linear interpolation or values for instances omer man inose snown in me mole. 2The location and type of seismic sources to be used for design shall be established based on approved geotechnical data (e.g., most recent mapping of active faults by the United States Geological Survey or the California Division of Mines and Geology). - 3The closest distance to seismic source shall be taken as the minimum distance between the site and the area described by the vertical projection of the source on'the surface (i.e., surface projection of fault plane). The surface. projection need not include portions of the source at depths of 10 km or greater. The largest value of the Near -Source Factor considering all sources shall be. used for design.'.' v., r !' TABLE 16 -U --SEISMIC SOURCE TYPE1 'Subduction sources shall be evaluated on a srre-spccurc Uaa,a. T - . 2Both maximum moment magnitude and slip rate conditions must be satisfied concurrently when determining the seismic source type, {, t= ( 2-35 d SEISMIC SOURCE DEFINITION2 SEISMICMexlmum SOURCE TYPE SEISMIC SOURCE DESCRIPTION r Moment Magnitude, M , Slip Rate, SR (mm/year) A Faults that are capable of producing large magnitude events and that- M a 7.0 SR z 5 have a high rate of seismic activity B All faults other than Types A and C M a 7.0 SR < 5 r M<7.0 r SR>2•' Ma6.5 SR<2. C Faults that are not capable of producing large magnitude earthquakes M < 6.5 SR 5 2 ' ` and that have a relatively low rate of seismic activity t 'Subduction sources shall be evaluated on a srre-spccurc Uaa,a. T - . 2Both maximum moment magnitude and slip rate conditions must be satisfied concurrently when determining the seismic source type, {, t= ( 2-35 d ell Ic AC"':,H' QUSTON F/ ..LUMBER, QOMPANY "Lumbermen 'Since t1884" ^ 84-391• Cabazon;. Road }. a .Indio, CA 92201 760)'347-8320, Fax: (760),347-8515 CIT .Y OF LA QUINT- X 'BUILDING &SAFETY DEPT: r FOR CONSTRUCTION y F DATF-3 3 . • O o BY S7 0 Co 0 r T OD O rn T r 1 68-7-0 O 3n y Q 3A Z o § n c T nA m O O q9g m 6 Z D H 3 O N Z O to 2 L AC HOUSTON LUMBER COMPANY "Lumberman Since 1884" 84391 Cabazo6 Road, Indio, CA (760) 347-8320 Fax: (760) 347-8515 www.achoustoniumber.com CUSTOMER: Tim Sacuy JOB NAME: Sacuy Residence OPTIONS: PLANB: ELEV: JOB#: IT05-0358 DRAWNBY.- JD DATE: 12/7/05 (revised 1/6/06) SCALE: N.T.S. W 01 O O u . MBO/.R^3 UGfND:f.,,. , ,.,.. DO NOT CUT.DRILL OR ALTER TRUSSES NOTES: IN ANYWAY W/O APPROVED ENGINERING. 1 • U • • • • • • The A.C. Houston Lumber Company's Truss Warranty Project Name: Sacuy ®ate of Issue: 1-17-06 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above -referenced project: This warranty shall supercede all other warranties whether expressed or implied, written or verbal. Warranties• The A.C. Houston Lumber Company herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the project's documents as produced by the registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation. and damage to the trusses when the trusses are out of our immediate control. This . warranty also specifically excludes work performed by the Engineer -of -Record including, but not limited to, structural design of the structure, structural drawings and construction design documents. r Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively manufactured trusses. All- remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such "replacement or repair.. necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage and handling, or additional dead or live loads beyond that stated in the truss engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing warranties are exclusive, and are in lieu of all other warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose not specified herein. Revised 02-03 r The A.C. Houston Lumber Company's Truss Warranty Project Name: Sacuy ®ate of Issue: 1-17-06 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above -referenced project: This warranty shall supercede all other warranties whether expressed or implied, written or verbal. Warranties• The A.C. Houston Lumber Company herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the project's documents as produced by the registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation. and damage to the trusses when the trusses are out of our immediate control. This . warranty also specifically excludes work performed by the Engineer -of -Record including, but not limited to, structural design of the structure, structural drawings and construction design documents. r Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively manufactured trusses. All- remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such "replacement or repair.. necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage and handling, or additional dead or live loads beyond that stated in the truss engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing warranties are exclusive, and are in lieu of all other warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose not specified herein. Revised 02-03 • MiTek MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: IT05-0358 Fax 9161676-1909 • • 0 LM :M `m The truss drawing(s) referenced. below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by A.C. Houston Lumber -Las Vegas. Pages or sheets covered by this seal: R19741805 thru R19741831 My license renewal date for the state of California is March 31, 2007. oQ?,OF ESS/pN S. rn Cr C 046433 * EXR 3-31 January 17,2006 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. .• • Ll 0 JOD I fUSS_ - ruSS ype Q y - y Sacuy.Residence - 1-3 2 X 4 SPF No.2,.3-5 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. 5x6 BOT CHORD 2 X 4 SPF No.2 5-4-6 I 10.6.0 R19741805 IT05-0358 A01 GABLE 1 1 - 5.1-10 I S-1-10 I Job Reference (optional) I 5-4-6 I 10-6-0 5-4-6 5-1-10 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. v.vvv a can iv cvvv mn en uwmm 1 . mun oarto ra:ov:va tuuo rage r 15-7-10 - ,. 21-0-0 5-1-10 5-4-6 dx8 I I - Scale - 1:37.5 3 ♦ 1i oxp 'i LUMBER BRACING - 5x8 = TOP CHORD 2 X 4 SPF 240OF 2.0E "Except' TOP CHORD Sheathed or 6-0-0 oc purlins. 1-3 2 X 4 SPF No.2,.3-5 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. 5x6 BOT CHORD 2 X 4 SPF No.2 5-4-6 I 10.6.0 WEBS 2 X 4 SPF No.2 15-7-10 OTHERS 2 X 4 SPF No.2 . 21-0-0 5-4.6 5.1-10 I S-1-10 I I 5-4-6. Plate Offsets (X,Y): [1:Edge,0-2-1], [5:Edge,0-2-11, [11:0-4-0,0-3-01, [19:0-1-14,0-1-0], [21:0-1-14,0-1-0], [23:0-1-12,0-1-0], [28:0-1-14,0-1-0], [30:0-1-14,0-1-0] Max Horz 1=-88(load case 15) ,[31:0-1-12,0-1-01 Max Uplift1=-729(load case 15), 5=-735(load case 16), 14=-839(load case 13), 11=-128(load case 14), 8=-819(load case 16), 15=-3(load case 8), 16=-17(load case 13), 7=-3(load case 7), 6=-17(load ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.38 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 9 n/a n/a NOTES BCDL 8.0 Code UBC97/ANSI95 (Matrix) -a7 Weight: 128 Ib LUMBER BRACING - TOP CHORD 2 X 4 SPF 240OF 2.0E "Except' TOP CHORD Sheathed or 6-0-0 oc purlins. 1-3 2 X 4 SPF No.2,.3-5 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=176/21-0-0,5=176/21-0-0,14=389121-0-0, 11=388/21-0-0,8=389/21-0-0,'12=36/21-0-0, 13=11/21-0-0, 15=-2/21-0-0, 16=79/21-0-0, 10=36/21-0-0,9=11/21-0-0,7=-2121-0-0, 6=79/21-0-0 ,. Max Horz 1=-88(load case 15) Max Uplift1=-729(load case 15), 5=-735(load case 16), 14=-839(load case 13), 11=-128(load case 14), 8=-819(load case 16), 15=-3(load case 8), 16=-17(load case 13), 7=-3(load case 7), 6=-17(load ' case 16) Max Grav1=830(load case 8), 5=830(load case 7), 14=1005(load case 21), 11=388(load case 7), 8=1005(load case 20), 12=80(load case 2), 13=27(load case 2), 15=32(load case 2), 16=96(load ' case 2), 10=80(load case 2), 9=27(load case 2), 7=32(load case 2), 6=96(load case 2) 1 FORCES (lb) - Maximum Compression/Maximum Tension , TOP CHORD 1-2=-1582/1527, 2-3=-1139/1150, 3-4=-1139/1132, 4-5=-1582/1476 BOT CHORD 1-16=-1299/1348,15-16=-849/898, 14-15=-609/654,13-14=-334/383, 12-13='-129/175,11-12=-605/655 Q?,OFESS/() S. 10-11=-581/655, 9-10=-105/175, 8-9=-310/383, 7-8=-585/631, 6-7=-824/898, 5-6=-1275/1348 WEBS 2-14=-975/850, 2-11=-723/773, 3-11=-304/79, 4-11=-723/794, 4.8=-975/830 CO NOTES LLj C 433 SO 1) Unbalanced roof live loads have been considered for this design. -a7 Continued on page 2 OF A January 17,2006 ® WARNING - ver{ry design parameters and REM NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1/71.7473 BEFORE USE. 7777 Greenback lane ®®® Design valid for use on with MTek connectors. This design a based on u building component. 9 N g N ent parameters shown, and is for an it - not truss Applicability of design paramenters and proper incorporation of component B responsibility of building designer -not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI1 Building Component m • Safety Informaflon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. W153719. - -• ek A.C. Houston, Indio, CA - 92201, . " _ - 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:44 2006. Page 2 NOTES 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft aboveground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per 'UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber'DOL=1.33 plate grip _ DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. j 6) Gable studs spaced at 1-4-0 oc. " 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 729 Ib uplift at joint 1, 735 Ib uplift at joint 5, 839 Ib uplift at joint 14, 128 Ib uplift at joint 11, 819 Ib uplift at joint 8, 3 Ib uplift at joint 15, 17 Ib uplift at joint 16, 3 Ib uplift at joint 7 and 17 Ib uplift at joint 6. 9) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 180.0 plf. LOAD CASE(S) Standard J ' . 1 i ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AIIb7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation Citrus Heights, CA, 95610WAMN PP N 9 P P P poration of component is responsibility of building designer -not Truss designer. Bracing shown - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component • Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W153719.. ' M illek O fUSS1 fUSS ype my y. SacuyResidence - 879741805 ITOS-0358 A01 GABLE 7 1 - Job Reference (optional) 0 • 11 Ll JOD I runs • russ I ype Q y P y Residence Plates Increase 1.25 TC 0.29 TCDL 14.0 R19741806 IT05-0358 A02. ROOF TRUSS 10J TlJob WB 0.27 BCDL 8.0 Code UBC97/ANSI95 (Matrix) Reference o tional I • 5-4-6 I 10-6-0 1 15-7-10 - 21-0-0 54-6 51-10 - 51-10 54-6 Scale = 1:35.5 3 54-6 - 10-6-0 1 15-7-10 1 21-0-0 54-6 51.10 5-1-10 54-6 LOADING (psf) SPACING 2-0-0 CSI TCLL .20.0 Plates Increase 1.25 TC 0.29 TCDL 14.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 8.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 DEFL- in (loc) I/defl L/d Vert(LL) 0.06 1-8 >999 240 Vert(TL) -0.09 6-7 >999 180 Horz(TL) 0.04 5 n/a n/a PLATES GRIP MT20 197/144 Weight:.76 Ib BRACING TOP CHORD Sheathed or 4-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2-5 oc bracing. • Q R()FESS/p REACTIONS (Ib/size) 1=863/0-5-8,5=863/0-5-8 O1 R"S. Max Horz 1=-91(load case 6) P ` NCS 2C Max Uplift1=-269(load case 5), 5=-269(load case 6) Q m FORCES (Ib) -Maximum Compression/Maximum Tension C 046 % TOP CHORD 1-2=-1479/451, 2-3=-1024/374, 3-4=-1024/374, 4-5=-1479/451 * EXP BOT CHORD 1-8=-388/1224, 7-8=-388/1224, 6-7=-297/1224, 5-6=-297/1224 WEBS 2-8=0/202, 2-7=-460/275, 3-7=-146/503, 4-7=-460/276, 4-6=0/202 rS • NOTES q OF 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 Ib uplift at joint 1 and 269 Ib uplift at joint 5. LOAD CASE(S) Standard r , ® WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. Design valid for g a d o use only with ANTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown' - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. Ii January 17,2006 7777 Greenback Lane - ®®® Suite 109 Citrus Heights, CA, 95610 mi 9Teks o russ russ ype y Ii 7s.acuyResidence 8197418071705-0358 A03D GABLE 1 4,6= A.C. Houston. Indio. CA - 92201.. 7 5x8 =2;d Reference (optional) 2006 _•___ ..... ......... ,.,0,, vv„ Av wvv rage , 5.46 10-6-0 15-7-10 21-0-0 5-46 5-1-10 5-1-10 5-46 • 4x6 _ Scale = 1:35.5 3 • Ll n u Ll 0 0 TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-8-9 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 8-0-8 oc bracing: 7-8. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=610/0-5-8,5=120/7-2-0,6=1014/7-2-0 Max Horz 1=91(load case 14) Max Uplift 1 =-782(load case 13), 5=-446(load case 16), 6=-482(load case 16) Max Grav1=1191(load case 8), 5=540(load case 20), 6=1207(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2150/1454, 2-3=-1136/830, 3-4=-939/641, 4-5=-878/928 BOT CHORD 1-8=-1299/1760, 7-8=-810/1320, 6-7=-404/371, 5-6=-794/812 WEBS 2-8=0/207, 2-7=-531/329, 3-7=-108/155, 4-7=-345/758, 4-6=-1 085/512 NOTES' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1:33 ??,()FESS/ N Plate metal DOL=1.33 O 4 S. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7(/Cl F2 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 782 Ib uplift at joint 1, 446 IbZ co uplift at joint 5 and 482 Ib uplift at joint 6. m 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord fro LuC 046 rn 0-0-0 to 21-0-0 for 95.2 plf. LOAD CASE(S) Standard * EXP - ® WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED dRTEIC REFERENCE PAGE 11177-7473 BEFORE USE. Design valid for use only with M -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7Pl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. January 17,2006 7777 Greenback Lane ®m® Suite 109 - - Citrus Heights, g , CA, 95610 MiTek0 l Ii 8 4,6= 21411 7 5x8 =2;d It 4 ' = S46 10-6-0 15-7-10 21-0-0 5-46 5-1-10 5-1-10 5-4-6 Plate Offsets (X,Y): f1:0-0-2 0-0-131 [5:0-0-2,0-0-131, (7:0-4-0,0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.05 1-8 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.07 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 6 ', n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-8-9 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 8-0-8 oc bracing: 7-8. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=610/0-5-8,5=120/7-2-0,6=1014/7-2-0 Max Horz 1=91(load case 14) Max Uplift 1 =-782(load case 13), 5=-446(load case 16), 6=-482(load case 16) Max Grav1=1191(load case 8), 5=540(load case 20), 6=1207(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2150/1454, 2-3=-1136/830, 3-4=-939/641, 4-5=-878/928 BOT CHORD 1-8=-1299/1760, 7-8=-810/1320, 6-7=-404/371, 5-6=-794/812 WEBS 2-8=0/207, 2-7=-531/329, 3-7=-108/155, 4-7=-345/758, 4-6=-1 085/512 NOTES' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1:33 ??,()FESS/ N Plate metal DOL=1.33 O 4 S. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7(/Cl F2 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 782 Ib uplift at joint 1, 446 IbZ co uplift at joint 5 and 482 Ib uplift at joint 6. m 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord fro LuC 046 rn 0-0-0 to 21-0-0 for 95.2 plf. LOAD CASE(S) Standard * EXP - ® WARNING - Verify design parameters and READ NOTES ON TRIS AND INCLUDED dRTEIC REFERENCE PAGE 11177-7473 BEFORE USE. Design valid for use only with M -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7Pl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. January 17,2006 7777 Greenback Lane ®m® Suite 109 - - Citrus Heights, g , CA, 95610 MiTek0 0 • JOD rUSS I rUSS I type Qy y Sacuy Residence IT05-0358 1",04AFAU ATTIC - 2 1 819741808 TC 0.39 Vert(LL) -0.15 8-10 >999 Job Reference (optional)' s uan iu 20uo mi i eK mausines, Inc. Mon Jan 15 15:39:47 2006 Page 1 3.8-10 I 7-4-4 I 10-6-0 r 14-7-12 17-3-6 21-0-0 3.8-10 3-7-10 3-1-12 4-1-12 2-7-10 3-8-10 Smie - 1:35.5 8.10 = 5.6 = 8.10 = 5x6 = .3-8-10 7-4-4 14-1-8 1 -7-1 17-3-6 21-0-0 3-8-10 3-7-10 6-9-4 - 0.6.4 2-7-10 3-8-10 LOADING (psf) SPACING 2-6-0 CSI DEFL ' in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.15 8-10 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.27 1-10 >605 180 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.06 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF No.2 "Except' BOT CHORD 8-10 2 X 6 SPF 1650F 1.5E JOINTS REACTIONS (Ib/size) 1=1452/0-5-8,7=1380/0-5-8,8=234/0-3-8 Max Horz 1=87(load case 5) Max Upliftl=-77(load case 5), 7=-53(load case 5), 8=-101 (load case 6) Max Gravl=1452(load case 1), 7=1380(load case 1), 8=463(load case 9) Ll PLATES MT20 Weight: 87 Ib GRIP 197/144 2-0-0 oc purlins (4-3-5 max.) (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 4, 11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2552/136, 2-3=-2300/72, 3-4=-504/50, 4-5=-550/62, 5-6=-2261/115, 6-7=-2452/133 . BOT CHORD 1-10=-131/2166,10-12=0/1945,9-12=0/1974, 9-13=0/1968, 8-13=0/1939, 7-8=-56/2045 WEBS 3-10=0/617, 5-8=0/647,2-10=-219/184,6-8=-145/207, 3-11=-1578/113,5-1 1=-1578/113, 4-11=0/148 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft above ground level, using 8.4 psf tt,N chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) 200.01b AC unit load placed on the bottom chord, 10-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Ceiling dead load (5.0 psf) on member(s). 3-11, 5-11 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 8-10 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 Ib uplift at joint 1, 53 Ib uplift at joint 7 and 101 Ib uplift at joint 8. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. k Continued on page 2 January 17,2006 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEX REFERENCE PAGE Bffi-7473 BEFORE USE. 7777 Greenback Lane ®©® Design valid for use only with MiTek connectors. This design is based on Suite 109 am g ty upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown CitrusHeights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component T k1 Safety Information available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719. .,,.. — s A.C. Houston, Indio, CA • 92201, - - 6.300 s Jan 10 2005 M, Industries, Inc. Mon Jan 16 15:39:47 2006 Page 2 NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down at 8-0-0, and 100 Ib down at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • LOAD CASE(S) Standard r , * r ,l ® WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. ,- 7777 Greenback Lane ®®® Design valid for use on with MiTek connectors. This design is based on u suite 109 9 N g N pan parameters shown, and is for an individual building component. Citrus Hei hts, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown. 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the t erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabricolion, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. i Job fuss - FUSS ype Ql7ply SacuyResidence819741808 ITOS-0358 A04AFAU ATTIC2 i ' Job Reference o tional A.C. Houston, Indio, CA • 92201, - - 6.300 s Jan 10 2005 M, Industries, Inc. Mon Jan 16 15:39:47 2006 Page 2 NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down at 8-0-0, and 100 Ib down at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • LOAD CASE(S) Standard r , * r ,l ® WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. ,- 7777 Greenback Lane ®®® Design valid for use on with MiTek connectors. This design is based on u suite 109 9 N g N pan parameters shown, and is for an individual building component. Citrus Hei hts, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown. 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the t erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabricolion, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. i Job fuss - FUSS ype Ql7ply ILI • .r. , k - •a JOD I rUSS I rUSS I ype U1Y P Residence IT05-0358 A04FAU ATTIC q 7YSacuy - e< R19741809 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 8.0 Job Reference (optional) rvwo dan io io:on:go ewo rages I., 3.8.10 I - 7-4-4 I 10-6-0 - 17-3-6 21-0.0 3.8-10 3-7.10 3-1-12 6-9-6 3.8-10 4.4 c Scale - 1:355 • 4 3610 7-44 14-1-8 17-3.6 21-0.0 3-8-10 3-7-10 6-9-4 3-1-14 3-610 • LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0. Plates Increase 1.25 ,TC 0.27 TCDL 14.0 Lumber Increase 1.25 BC 0.65 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 8.0 Code UBC97/ANS195 (Matrix) LUMBER Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF No.2 *Except* 8-10 2 X 6 SPF 1650F` 1.5E 0 0 • k DEFL in floc) I/defl L/d PLATES GRIP Vert(LL) -0.12 8-10 >999 240 MT20 197/144 Vert(TL) -0.22 1-10 >743 180 Horz(TL) 0.05 7 n/a n%a Weight: 87 lb BRACING TOP CHORD Sheathed or 4-10-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 11 - REACTIONS (Ib/size) 1=1180/0-5-8,7=1122/0-5-8,8=191/0-3-8 op OFESS/pN9 Max Horz 1=-70(load Case 6) Max Upliftl=-43(load case 5), 7=-25(load case 5), 8=-77(load case 6) Max Grav 1 =1 180(load case 1), 7=1122(load case 1), 8=374(load case 9) CQQ F m FORCES (lb) - Maximum Compression/Maximum Tension LU • C 04 33 rr' TOP CHORD 1-2=-2078/72, 2-3=-1878/20, 3-4=-406/37, 4-5=-443/46, 5-6=-1846/55, 6-7=-1996/72 BOT CHORD 1-10=-74/1765, 10-12=0/1588, 9-12=0/1613, 9-13=0/1608, 8-13=0/1583, 7-8=-15/1665 t>t E 1-07. WEBS 3-10=0/512, 5-8=0/533, 2-10=-173/149, 6-8=-112/170, 3-11=-1294/60, 5-11=-1294/60, 4-11=0/120 s NOTES _ OF IF 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 70 mph winds at 25 ft aboveground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers ' exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) 200.01b AC unit load placed on the bottom chord, 10-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Ceiling dead load (5.0 psf) on member(s). 3-11, 5-11 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 8-10 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 1, 25 Ib uplift at joint 7 and 77 Ib uplift at joint 8. Continued on page 2 ®1vaRNINc -Verify ify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MN -7473 BEFORE USE. Design valid for use only with MuTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability' during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Mod'aon. SNI 53719. r January 17,2006 7777 Greenback Lane ®®® Suite 109 CiWs Heights, CA, 95610 FAI M9TO'Nek® A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 15 15:39:48 2006 Page 2 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down at 8-0-b, and 100 Ib down at 13-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others: LOAD CASE(S) Standard r r ' r ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11717.7473 BEFORE USE.. 7777 Greenback Lane ®®® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and - - Citrus Heights, CA, 95610 - PP N 9 P proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown , is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component ^ 1prtp icy—® • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive.Madison, wl 53719. ETH FIFW , - O FUSS rUSS ype - Qty -.' y Sacuy Residence R79741808 1705.0358 , A04FAU ATTIC 4 1 ; Job Reference (optional) A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 15 15:39:48 2006 Page 2 NOTES 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down at 8-0-b, and 100 Ib down at 13-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others: LOAD CASE(S) Standard r r ' r ® WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11717.7473 BEFORE USE.. 7777 Greenback Lane ®®® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenters and - - Citrus Heights, CA, 95610 - PP N 9 P proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown , is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component ^ 1prtp icy—® • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive.Madison, wl 53719. ETH FIFW , - O FUSS rUSS ype - Qty -.' y Sacuy Residence R79741808 1705.0358 , A04FAU ATTIC 4 1 ; Job Reference (optional) JOD Iruns I russ I ype y . y Sacuy Residence'- ' _ !'R19741810 ITOS-0358 A05D ROOF TRUSS 1 1 ` ' _Job Reference o tional i 4-4-10 _ I 10-6-0 I 16-7-6 I + 21-0-0- 4-4-10 1 0.0-4-4-10 ` 6-1-6 6-1-6 4-4-10 4x6 - _ Scale = 1:35.5 • • l 3 • • 0 0 • 0 2.4 11 5x8 = 3x6 = ' 4x4 = fi 4.4-10 10-6-0 14-1-8 - 16-7-6 21-0-0 4.4-10- 1311.6 3-7-8 2-5-14 4-4-10 Plate Offsets (X,Y): [1:0-0-2,0-0-131,[6:0-0-2 0-1-11 (8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI — DEFL in (loc) . I/defl Ud PLATES GRIP TCL'L 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.04 6-7 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 7. n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) _ Weight: 80 lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-11-8 oc purlins. BOT CHORD 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing; Except: WEBS 2 X 4 SPF No.2 9-0-11 oc bracing: 8-9. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=504/0-5-8,6=187/0-5-8,7=1035/0-3-8 Max Horz 1=-91(load case 15) Max Uplift 1 =-740(load case 13), 6=-537(load Case 16), 7=-411(load case 16) Max Grav 1 =1 078(load case 8), 6=686(load case 20), 7p1141(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1964/1377, 2-3=-1018/831, 3-4=-477/398, 4-5=-604/701, 5-6=-1071/980 BOT CHORD 1-9=-1243/1618, 8-9=-847/1262, 7-8=-332/340, 6-7=-810/858 4 WEBS 2-9=0/215, 2-8=-596/373, 3-8=-252/143, 4-8=-301/672, 5-7=-355/272, 4-7=-907/402 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 QROFESS/0 Plate metal DOL=1.33 O S. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lv 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 740 Ib uplift at joint 1, 537 Ib CO uplift at joint 6 and 411 Ib uplift at joint 7. rn 5) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord fro LIJC 046 rn 0-0-0 to 21-0-0 for 95.2 plf. ,k EXP. LOAD CASE(S) Standard January 17,2006 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use on v ith MiTek conneciors. This design is based on u Suite 109 - 9 N g ty ent parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design parameniers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 8 W 4x5 = L • • L .JOD I rusS IFuss I ype - Q y Fly Sacuy Residence 1 13-10.0 13-11-12 21-0-0 7-0-4 3-512 3-4-0 0-1-12 • R19741811 ITOS0358 A06 ROOF TRUSS 7 1 240 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) Job Reference (optional) eq maysmes, mc. mon aan romsy:9v tuuo rage i 7-0-4 _ 10-6-0 13.11-12 21-0-0 7-0-4 3-512 3-512 70-4 1 4x4 - S.eI. = 1:36.7 3 •�� SPACING 2-0-0 4.6 7-0-4 10-6-0 1 13-10.0 13-11-12 21-0-0 7-0-4 3-512 3-4-0 0-1-12 7.0.4 Plate Offsets (X,Y): [1:0-0-11,0-1-111 [1:0-3-3,0-9-61, [5:0-3-3,0-9-6 [5:0-0-11,0-1-11]_[7:0-'4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Od TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL)1 0.11 1-8 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.16 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 0 • 40 L • LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No:2 PLATES GRIP MT20 197/144 Weight: 70 Ib BRACING TOP CHORD Sheathed or 5-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 6=1121/0-3-8,1=492/0-5-8,5=113/0-5-8 Max Horz 1=-92(load case 6) Max Uplift6=-286(load case 5), 1=-174(load case 5), 5=-102(load case 6) Max Grav6=1121(load case 1), 1=492(load case 1), 5=169(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1069/373, 2-3=-302/130, 3-4=-306/138, 4-5=-159/553 BOT CHORD 1-8=-311/892, 7-8=-299/869, 6-7=-407/202, 5-6=-396/199 WEBS 2-8=0/251, 2-7=-690/404, 3-7=-78/132, 4-7=-103/602, 4-6=-955/315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 Ib uplift at joint 6, 174 Ib uplift at joint 1 and 102 Ib uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. LOAD CASE(S) Standard ® WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M77-7473 BEFORE USE. Design valid for n g o use only with fvLTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure, stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1711 Quality Criteria, DSB-89-and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. �OQ9,pFESS/ S. pNq� C -9 C 04433 *\ EXfft3A1-07, /* , January 17,2006 7777 Greenback Lane ®o® Suite 109 Ink CiWs Heights, CA, 9561 MaT. • • O russ russ ype - y Sacuy ResidenceR19741812ITOS-0358 A070 ROOF TRUSS 171'11 DEFL in o r u,.,, ,,.,. 1„w:., rn aoon I/defl Ud TCLL 20.0 2 Job Reference (optional) I 5-6-6 10-6-0 15-5.10 21-0-0 I 5-6.6 4-11-10 4-11-10 5-6-6 - 44 11 Scale =1:35.5 1 v 3 y - — 3x8 II 8x10 = 3x8 II 4x10 1 5-6.6 - 10-6-0 15-5-10 21.0-0 5-6-6 4-11-10 4-11-10 5-6-6 mate VTrseis (7,,y): I1:U-1-U U-1-1Zl,lb:U-1-U U-1-121 17:U-5-0,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.15 7-8 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.22 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.07 5 n/a n/a BCDL .8.0 Code UBC97/ANSI95 (Matrix) 0 40 n u PLATES GRIP MT20 197/144 Weight: 177 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-8-5 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 1=4623/0-5-8, 5=4623/1-7-8 Max Horz 1=90(load case 14) pFES Max Upliftl=-2203(load case 13), 5=-2202(load case 16) Q N,1 Max Grav 1 =5145(load case 8), 5=5145(load case 7) R S. %NC FORCES (lb) - Maximum Compression/Maximum Tension —00 Q < TOP CHORD 1-2=-8597/3785, 2-3=-5718/2429, 3-4=-5712/2425, 4-5=-8511/3743 BOT CHORD 1-8=-3306/7507, 7-8=-2852/7053, 6-7=-2720/6953, 5-6=-3166/7398 C 046 33 WEBS 2-8=-730/2113, 2-7=-2404/1023, 3-7=-1545/4224, 4-7=-2305/990, 4-6=-721/2086 * EXP - NOTES S 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: F Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2203 Ib uplift at joint 1 and Continued olilp 9e)9int 5. January 17,2006 k ® WARNING - Verify design parameters and READ NOTES ON TIUS AND INCLUDED MITER REFERENCE PAGE M717473 BEFORE USE. 7777 Greenback Lane ®m® Design valid for use on with Mitek connectors. This design a based on u Suite 109 9 ty g ty upon parameters shown, and is for an,ir - notual building component Citrus Heights, CA, 95610 t - Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not iruss•designer. Bracing shown 1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding,. • fabrication, quality control• storage, defivery, erection and bracing. consult ANSI/TPll Quality Criteria, DSB-89 and BCS11 Building Component pp q® Safety Information available from Truss Plate Institute, 583 D'Ohofrio Drive, Madison, WI 53719. W ® iTek A.C. Houston, Indio, CA- 92201, - 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:50 2006 Page 2 NOTES 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2 1 -0-0 for 95.2 plf. • LOAD CASE(S) Standard r ~ 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 1-5=-384(F=-368) 4 - J ® IVARNING - Vert(y design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE IVII.7473 BEFORE USE. 7777 Greenback Lane ®©® Design valid for use on with MTek connectors. This design is based on u - Suite 109 9 N g N upon parameters shown, and is for an individual building component. Citrus Hei hts, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility ofthebuilding designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing.. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 0 fuss FUSS ype• Q Y P Y Sacuy Residence - i 819741812 ITOS-0358 A07D ROOF TRUSS 1 2 Job Reference (optional) A.C. Houston, Indio, CA- 92201, - 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:50 2006 Page 2 NOTES 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2 1 -0-0 for 95.2 plf. • LOAD CASE(S) Standard r ~ 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 1-5=-384(F=-368) 4 - J ® IVARNING - Vert(y design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE IVII.7473 BEFORE USE. 7777 Greenback Lane ®©® Design valid for use on with MTek connectors. This design is based on u - Suite 109 9 N g N upon parameters shown, and is for an individual building component. Citrus Hei hts, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility ofthebuilding designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing.. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. 0 fuss FUSS ype• Q Y P Y Sacuy Residence - i 819741812 ITOS-0358 A07D ROOF TRUSS 1 2 Job Reference (optional) 0 • 0 JOD ruSs russ I ypeQly - jP y Sacuy Residence - I/def] L/d TCLL 20.0 Plates Increase 1.25 879741813 IT05.0358 801 GABLE 1 1 Lumber Increase 1.25 BC 0.32 Vert(TL) n/a n/a Job Reference (optional) °« 5.300 s Jan 10 2005 MiTek Industries, Inc. Mon Jan 16 15:39:52 2006 Page 1 5-0-11 10-1-0 15-1-5 - 20-2-0 5-0-11 5-0-5 5-0-5 5-0-11 Axe II Scale - 1:35.7 NO TOP CHORD NOTCHING IS ALLOWED 5-0-11 10-1-015-1.5 CONTINUOUS BEARING-z•o 5-0-11 5-0-5 5-0-5 5-0-11 :0-6-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] L/d TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) n/a n/a 999 TCDL 14.0 Lumber Increase 1.25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 9 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 40 0 0 • LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 PLATES GRIP MT20 197/144 Weight: 103 Ib, BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. REACTIONS (Ib/size) 1=160/20-2-0, 5=160/20-2-0, 14=439/20-2-0, 11=352/20-2-0, 8=439/20-2-0, 12=35/20-2-0, 13=13/20-2-0, 15=-58/20-2-0, 16=82/20-2-0, 10=35/20-2-0,9=13/20-2-0,7=-58/20-2-0, 6=82/20-2-0 Max Horz 1=87(load case 13) Max Uplift 1 =-384(load case 15), 5=-383(load case 16), 14=-670(load case 13), 11=-50(load case 14), 8=-655(load case 16), 15=-60(load case 7), 7=-60(load case 8) Max Grav1=459(load case 8), 5=459(load case 7), 14=835(load case 21), 11=352(load case 7), 8=835(load case 20), 12=79(load case 2), 13=30(load case 2), 15=26(load case 14), 16=128(load case 2), 10=79(load case 2), 9=30(load case 2), 7=26(load case 15), 6=128(load case 2). FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1258/1285,2-3=-1121/1119,3-4=-1121/1101,4-5=-1209/1227 BOT CHORD 1-16=-1104/1154, 15-16=-459/504, 14-15=-212/271, 13-14=-161/221, 12-13=-271/338, 11-12=-758/827 , 10-11=-750/809, 9-10=-264/320, 8-9=-157/194, 7-8=-197/251, 6-7=-459/499, 5-6=-1089/1135 WEBS 2-14=-781/667, 2-11=-749/825, 3-11=-296/80, 4-11=-749/843, 4-8=-781/652 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf t chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Confinued� n page Tnd Detail" ® WARNING - Ver j(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofho Drive, Madison, Wl53719. January 17,2006 7777 Greenback Lane ®®® Suite 109 -- Citrus Heights, CA, 95610 Y ieIK"' A.C. Houston, Indio, CA - 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:52 2006 Page 2 NOTES 4) All plates are 2x4 MT20 unless otherwise indicated. A 5) Gable.requires continuous bottom chord bearing.. 6) Gable studs spaced at 1-4-0 oc. 7).This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 Ib uplift at joint 1, 383 Ib uplift at joint 5,' 670 Ib uplift at joint 14, 50 Ib uplift at joint 11, 655 Ib uplift at joint 8, 60 Ib uplift at joint 15 and 60 Ib uplift at joint 7. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 14, 11, 8, 12, 13, 15, 16,10, 9, 7, 6. 10) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-0 for 180.0 plf. LOAD CASE(S) Standard _ r ' , ' •- T r r y ® WARNING - Verify design parameters and REM NOTES ON TRIS AND INCLUDED YHTEK REFERENCE PAGE MI1.7473 BEFORE USE. 7777 Greenback Lane _ ®®® Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 - A licabili of design romenters and Citrus Heights, CA, 95610 pp fy g po proper incorporation of component is responsibility of building designer -not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabricalion, quality control, storage, delivery, erection and bracing, consult ANSMI'll Quality Criteria, DSO-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 9Tek O rUSS - fUSS ype Ply Sacuy Residence R79741813 ITOS0358 BO1 GABLE.•. 1 1 - - Job Reference (optional) • • • JOD russ FUSS I ype UF y y Sacuy Residence (loc) I/deft Ud TCLL 20.0 Plates Increase 879741814 IT05-0358 802 ROOFTRUSS 7 1 240 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) Job Reference (optional) __....._ ___,,....._.............. .... ...„,,,.o , ,., ,...., .., „ aye , &411 10-1-0 15-1-5 20-2-0 5-0-11 5-0.5 5-0-5 5-0-11 dx6 = Scale - 1:35.3 1 3 4.61 5-0.11 10-1-0 - 15-1-5 20-2-0 5-0-11 545 5-; 0-5 5411 - Plate Offsets (X,Y): [1:0-0-11,0-1-111,[1:0-3-3 0-9-61 [5:0-3-3,0-9-6 , [5:0-0-11,0-1 -11 L[7:0-4-0,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.15 7-8 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.26 6-7 >927 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.19 ' 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 9 0 Irl 0 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=828/0-5-8,5=828/0-5-8 Max Horz 1=-88(load case 6) Max Uplift1=-258(load case 5), 5=-258(load case 6) PLATES GRIP - MT20 197/144 Weight: 70 Ib BRACING TOP CHORD 'Sheathed or 3-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2372/735, 2-3=-1759/476, 3-4=-1759/494, 4-5=-2372/660 BOT CHORD 1-8=-659/2062, 7-8=-657/2063, 6-7=-499/2063, 5-6=-502/2062 WEBS 2-8=0/180, 2-7=-554/371, 3-7=-250/1149, 4-7=-554/384, 4-6=0/180 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft aboveground level, using 8.4 psf t N chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 Ib uplift at joint 1 and 258 Ib uplift at joint 5. LOAD CASE(S) Standard A& WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE AHI -7473 BEFORE USE. Design vofid for use only Wth Mi -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generalguidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. January 17,2006 7777 Greenback Lane ®®® Suite 109 Citrus Heights, CA, 95610 IRA= MOW 0 • • • JOD I runs rus I ype Uty. y Sacuy Residence - I/deft L/d TCLL 20.0 Plates Increase 1.25 819741815 1705-0358 8030 ROOF TRUSS 1 1 Lumber Increase 1.25 BC 0.31 Vert(TL) n/a n/a Job Reference (optional) 5-1-14 10-1-0 15-0-2 20.2-0 5-1-14 4-11.2 4-11-2 5-1-14 4G= 3 Scale a 1:34.2 axa — 54 = 3x4 = 4.4 = 6.9-9 I 13-4-7 .I 20-2-C 6.9-9 6-6.14 6-9.9 1-11,15:U-U-Z,U-1-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a n/a 999 TCDL .14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.50 Horz(TL) 0.01 6 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 40 0 11 0 LUMBER ' TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS . 2 X 4 SPF No.2 PLATES GRIP MT20 197/144 Weight: 69 Ib BRACING TOP CHORD Sheathed or 5-7-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=237/20-2-0, 5=237/20-2-0, 7=610/20-2-0, 6=610/20-2-0 Max Horz 1=-88(load case 16) Max Upliftl=-454(load case 13), 5=471 (load case 16), 7=-662(load case 13), 6=-645(load case 16) Max Grav1=631(load case 21), 5=631 (load case 20), 7=1033(load case 8), 6=1033(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1008/872, 2-3=-254/463, 3-4=-254/463, 4-5=-1008/858 BOT CHORD 1-7=-755/809, 6-7=-295/469, 5-6=-699/769 WEBS 2-7=-359/282, 3-7=-744/582,3-6=-744/572, 4-6=-359/281 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to'wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 454 Ib uplift at joint 1, 471 1 uplift at joint 5, 662 Ib uplift at joint 7 and 645 Ib uplift at joint 6. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord fro 0-0-0 to 20-2-0 for 99.2 plf. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only With MI -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during' construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Informatlon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I� January 17,2006 7777 Greenback Lane am®® Suite 109 Citrus Heights, CA g ,95610 Mi I1WM 0 • E JOD russ I russ I ype Q17P y Sacuy Residence - 1705.0358 604AFAU ROOF TRUSS Plate Offsets (X,Y): [1:0-3-3,0-9-61 [1:0-0-11,0-1-15) [7:0-0-2,0-1 -11 - 819741816 .1 u., LOADING (psf) SPACING 2-6-0 CSI DEFL in (loc) I/deft Ud Job Reference o tional muo age l 5-10-0 • 1 7-11-8 1 10-1.0 1 12-2-0' I 16-0-10 - 1 20-2-0 l 5-10-0 - 2-1-8 2-1.8 2-1-0 3.10-10 4-1-6 4x4 = , - • . • Scale = 1:34.3 • 4x6 3x4 II We= _ ZC4 II 4x6 _ 5-10-0 8-0-0 1 12-2-0 16-0-10 20-2-0 ' 5-10-0 2-2-0 4-2-0 3.11)-i0 - 4-1-6 Plate Offsets (X,Y): [1:0-3-3,0-9-61 [1:0-0-11,0-1-15) [7:0-0-2,0-1 -11 LOADING (psf) SPACING 2-6-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.12 8-9 >999 240 MT20 .197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.21 8-9 >813 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.05 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 901b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD 2-0-0 ocpurlins (4-6-10 max.) BOT CHORD 2 X 4 SPF No.2 'Except' (Switched from sheeted: Spacing > 2-0-0). 7-11 2 X 4 SPF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. WEBS • 2 X 4 SPF No.2 *Except* JOINTS 1 Brace at Jt(s): 4, 13 9-10 2 X 6 SPF 1650F 1.5E WEDGE - Left: 2 X 4 SPF No.2 OQ9,OFESS/0 9 S. r7j C F'1'C REACTIONS (Ib/size) 7=910/0-5-8, 11=770/0-3-8, 1=589/0-5-8 Max Horz 1=113(load case 5) m Max Uplift7=-229(load case 6), 11=-194(load case 5), 1=-167(load case 6) • Max Grav7=910(load case 1), 11=782(load case 7), 1=589(load case 1) w C 046 m X FORCES (lb) - Maximum Compression/Maximum Tension EXP - TOP CHORD 1-2=-1350/343, 2-3=-1013/373, 3-4=-361/160, 4-5=-309/152, 5-6=-1068/277, 6-7=-1592/376 BOT CHORD 1-12=-100/1135, 11-12=71230/206, 2-12=-184/278, 10-11=-102/0, 9-10=-2/877, 8-9=-228/1312, y 7-8=-228/1312 OF WEBS 10-12=0/1284, 3-12=-64/188, 3-10=-52/60, 5-9=0/278, 6-9=-526/273, 6-8=-9/291, 4-13=-15/48, 3-13=-649/216, - 5-13=-649/216 NOTES` f♦ 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category 11, , condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 ` Plate metal DOL=1.33 3) 200.01b AC unit load placed on the bottom chord, 10-1-0 from left end, supported at two points, 5-0-0 apart. .• + 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 • x e January 17,2006 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE. PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use on with M41ek connectors. This design is based on u - 9 IY g ty pan parameters shown, and is for an individual building component. m Applicability of design paraeniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Suite 109 Nei Citrus g hts, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the - erector. Additional permanent bracing of the overall structure is the responsibifty, of the building designer. For general guidance regarding • fabrication; quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 8 9ek O •• fUSS fUSS ype Q y YTS SacuyResidence �.'04AFAU ' 819741816 ITOS-0358 ROOF TRUSS 2 1 .. - Job Reference (optional) A.C. Houston, Indio, CA - 92201, - 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:55 2006 Page 2 NOTES 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 Ib uplift at joint 7, 194 Ib uplift at joint 11 and 167 Ib uplift at • joint 1. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down at 7-7-0, and 100 Ib down at 12-7-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard f h ® 1VARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED 11DTEK REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use on with MTek connectors. This design is based on u Suite 109 9 N g N eon parameters shown, and is for on individual building component. Citrus Heights, CA, 95610 ' Applicability of design paramenters and proper incorporation of component is responsibility or building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSII Building Component 0 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. W 153719. ���� 0 • • • JOD IFUSS I fUSS type city ly Sacuy Residence (loc) I/deft Ud Y Plates Increase 819741817 IT05-0358 B04FAU ROOF TRUSS 7 1 " TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) Job Reference (optional) 510-0 7-11-8 1 10-1-0 12-2-0 16-0-10 20-2.0 510-0 2-1-8 2-1-8 2-1-0 310-10 4-1-6 44 Scale - 1:34.3 = 4 5-10.0 B-0.0 , 12-2-0 , 16-0-10 , 20.2-C 5-10.0 2-2.0 4-2-0 310-10 4-1-6 :U -U -11,U-1-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.11 8-9 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.20 8-9 >854 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.05 7 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) ® WARNING - Verjfy design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AIII.7473 BEFORE USE. 7777 Greenback Lane am®® Design valid for use on with MiTek connectors. This design is based only u 9 N g y pon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD BOT CHORD 2 X 4 SPF No.2 BOT CHORD WEBS 2 X 4 SPF No.2 *Except* JOINTS 9-10 2 X 6 SPF 165OF 1.5E WEDGE Left: 2 X 4 SPF No.2 REACTIONS (Ib/size) 7=757/0-5-8, 11=585/0-3-8, 1=513/0-5-8 Max Horz 1=91(load case 5) Max Uplift7=-171(load case 6), 11=-138(load case 5), 1=-131(load case 6) Plate metal DOL=1.33 Max Grav7=757(load case 1), 11=614(load case 7), 1=513(load case 1) PLATES GRIP MT20 197/144 Weight: 90 Ib Sheathed or 5-0-2 oc purlins. Rigid ceiling directly applied or 5-11-2 oc bracing. 1 Brace at Jt(s): 13 40 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1226/268, 2-3=-932/291, 3-4=-294/126, 4-5=-244/121, 5-6=-924/201, 6-7=-1328/274 BOT CHORD 1-12=-74/1038, 11-12=-925/139, 2-12=-121/227, 10-11=-80/0, 9-10=0/761, 8-9=-160/1097, 7-8=-160/1097 WEBS 10-12=0/1109, 3-12=-76/269, 3-10=-123/58, 5-9=0/261, 6-9=-406/214, 6-8=0/218, 4-13=-11/43, 3-13=-578/156, 5-13=-578/156 OQ? OFESS/ pHA S. CO CD Q "L m IX C X6433 T NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) 200.01b AC unit load placed on the bottom chord, 10-1-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Contenif apaccii%of2bearing surface. 9 January 17,2006 ® WARNING - Verjfy design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AIII.7473 BEFORE USE. 7777 Greenback Lane am®® Design valid for use on with MiTek connectors. This design is based only u 9 N g y pon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown Suite 109 Citrus Heights, CA, 95610 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Componenf ® • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. JOD i russ I russ I ype - y Sacuy Residence - • IT05-0358 - 804FAU� _ v ROOF TRUSS �QtP 7 1 r R19741817 Job Reference (optional) NOTES -6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 Ib uplift at joint 7, 138 Ib uplift at joint 11 and 131 Ib uplift at joint 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down at 7-7-0, and 100 Ib down at 12-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard y • t ® 1VARNING - Very(y design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane ©®® Design valid for use on with lv4Tek connectors. This design 6 based only u Suite 109 - 9 ty g y pon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing showCitrus Heights, CA, 95610 -n is for.loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quarity control, storage, delivery, erection and bracing, consult ANSIAPll Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - - ,VPek L • • 0 JOD I fussfuss type - y P y Sacuy Residence IT05-0358 :0513 ROOF TRUSS 1 1 819741818 e r u....., n eoo Plates Increase 1.25 TC 0.39 Vert(LL) 0.07 Job Reference (optional) I 5-10.0 1 7.11-8 1 10-1-0 1 12-2-0 1 16-0-10 - 1 20-2-0 , 510.0 2.1-8 2-1-8 2-1-0 3-10.10 4-1-6 / 44 - Scale = 1:34.3 - S 214 II W6= 4x10 = - - a14 11 4"6 510.0 B-0.0 12.2-0 - 16-0-10 20.2-0 r 510.0 2.2.0 4.2-0 3-10.10 41-6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. I'late Offsets (X,Y): [1:0-2-0,0-2-0} LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL ' 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.07 9-10 >999 240 MT20 197/144 TCDL '14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.12 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) .0.04 8 n/a n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) Weight: -97 lb - LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-8-4 oc purlins. BOT CHORD 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. 8-12 2 X 6 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s): 14 WEBS 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-2-15 REACTIONS (Ib/size) 1=456/0-5-8, 8=733/0-5-8, 12=666/0-3-8 Max Horz 1=94(load case 5) Max Upliftl=-409(load case 15), 8=-754(load case 16), 12=-139(load case 13) Max Gravl=730(load case 8), 8=1315(load case 7), 12=723(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension 1 TOP CHORD 1-2=-1758/1099, 2-3=-1293/662, 3-4=-963/497,41-5=-566/383, 5-6=-547/421, 6-7=-1667/988, 7-8=-2456/1400 BOT CHORD 1-13=-900/1549, 12-13=-1338/352, 3-13=-243/285, 11-12=-173/137, 10-11=-390/1109, 9-10=-787/1670 8-9=-1172/2049 WEBS 11-13=-308/1290, 4-13=-291/90, 4-11=-3/197, 6-10=0/198, 7-10=-596/348, 7-9=-88/312, 5-14=-20/46, 4-14=-616/277, 6-14=-616/277 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 January 17,2006 ® WARNING - Ver(fj design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters andpr p o er incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610 l is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison. WI 53719. - s A.C. Houston, Indio, CA • 92201, 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:57 2006. Page 2 NOTES , .2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft aboveground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind.' If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) 200.01b AC unit load placed on the bottom chord, 10-1-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 409 Ib uplift at joint 1, 754 Ib uplift at joint 8 and 139 Ib uplift at joint 12. 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-0 for 99.2 plf. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ib down at 7-7-0, and 100 Ib down at 12-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard , r r,. t r t - 1• ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 11,111-7473 BEFORE USE. 7777 Greenback Lane ®®® Suite 109 Design valid for use only with AN?ek connectors. This design is based only upon parameters shown, and is for on individual building component. Citrus Heights, CA, 95610 Applicability of design paromenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control• storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and BCSII Building Component da • Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. - ek O fuss fuss ype • ', Qty y Sacuy Residence - _ 819741818 ITOS-0358 BOSD ROOF TRUSS 1 1 _ Job Reference (optional) 0 • • O FUSS t FUSS ype y Residence'R19741819 ITOS-0358 06 ROOFTRUSS 7 7YSabauy Reference (optional) 5-11-12 10-1-0 14-2-4 .20-2-0 5-11-12 4-1-4 4-1-4 5-11-12 44 = 3 4 uo rage I Scale = 1:35.3 •44 5-10-0 5-11 12 10-1-01 14-2-4 20 -2-0 5-10-0 0-1-12 4-1-4 4-1-4 5-11-12 Plate Offsets (X,Y): [1:0-3-3,0-9-61, [1:0-0-11 0-1-111 [4:0-0-0 0-0-01_(5:0-0-11 0-1-11]_[5:0-3-3,0-9-61,[6:0-0-0,0-0-01,(7:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL • 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.07 5-6 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) - Weight: 68 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-11-10 oc purlins. BOT. CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE 1 Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 8=1069/0-3-8, 1=70/0-5-8, 5=516/0-5-8 Q?�OFESS/�N Max•Horz 1=-88(load case 6) k(� S• Max Uplift8=-307(load case 5), 1=-50(load case 6), 5=-196(load case 6) Max Grav8=1069(load case 1), 1=125(load case 7), 5=516(load case 1)LU FORCES (lb) - Maximum Compression/Maximum Tension C 433 Sn, TOP CHORD 1-2=-115/546, 2-3=-491/163, 3-4=-488/149, 4-5=-1234/412 BOT CHORD 1-8=-397/211, 7-8=-409/215, 6-7=-259/1031, 5-6=-266/1045 WEBS 2-8=-934/328, 2-7=-66/766, 3-7=-25/200, 4-7=-649/393, 4-6=0/210 NOTES C O� 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition 11 partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1,.33 . Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 Ib uplift at joint 8, 50 Ib uplift at joint 1 and 196 Ib uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. LOAD CASE(S) Standard January 17,2006 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use on with Mitek connectors. This design is based on u Suite 109 9 N g N pan parameters shown, and is For an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component . 9T�k® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. lu JOD USS rusS I ype - Q y ly - Sacuy Residence - 819741820 IT05-0358 807D ROOF TRUSS 1 1 (loc) I/defl L/d TCLL 20.0 Job Reference (optional) moo„ , -1. —,,,woa, — rvmn —.. io r--. aouo rage , 10-1-0 15-1-5 I 20-2-0 10-1-0 , 5-0-5 5-0-11 4.6-- Scale =1:35.8 3 0-0-11,0-1-11 3x8 II aw II ' 2r4 II aro II 6X18 = 10-1-0 5-0-5 5-0-11 -1ZJ, 111:U -4-U 0 0 0 PLATES GRIP MT20 197/144 Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-8-7 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 JOINTS 1 Brace at Jt(s): 11, 8 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=186/0-5-8, 5=194/14-4-0, 14=629/14-4-0, 6=480/14-4-0, 9=239/14-4-0; 12=47/14-4-0 Max Horz 1=1051(load case 13) Max Uplift I =-300(load case 16), 5=-843(load case 16), 14=-992(load case 13), 6=-311(load case 15), 9=-81 (load case 15), 12=-59(load case 15) Max Grav 1 =426(load case 19), 5=980(load case 20), 14=1344(load case 8), 6=667(load case 8), 9=336(load case 8), 12=125(load case 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-663/789, 2-3=-774/621, 3-4=-767/586, 4-5=-1513/1362 BOT CHORD 1-15=-975/1060, 13-15=-445/488, 11-13=-428/476, 10-11=-1163/1286,8-10=-1030/1176, 7-8='606/697 , 5-7=-601/737, 12-14=-172/172, 9-12=-568/568, 6-9=-965/965, 5-6=-1355/1360 WEBS 2-15=-1253/1027, 2-11=-1012/1247, 3-11=-170/106, 4-11=-287/411, 4-8=-508/350, 14-15=-1340/995, 6-7=-464/218, 9-10=-273/122, 12-13=-70/100 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf t chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.3: Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Cont nif%Foprapciay ef2bearing surface. January 17,2006 AL WARNING - Ver(fy design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use on with MiTek connectors. This design is based on u Suite 109 - 9 y 9 y upon parameters shown, and is for an individual building component. Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Hei 9 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.04 1-15 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.06 1-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.05 14 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 0 0 0 PLATES GRIP MT20 197/144 Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-8-7 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF No.2 JOINTS 1 Brace at Jt(s): 11, 8 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 1=186/0-5-8, 5=194/14-4-0, 14=629/14-4-0, 6=480/14-4-0, 9=239/14-4-0; 12=47/14-4-0 Max Horz 1=1051(load case 13) Max Uplift I =-300(load case 16), 5=-843(load case 16), 14=-992(load case 13), 6=-311(load case 15), 9=-81 (load case 15), 12=-59(load case 15) Max Grav 1 =426(load case 19), 5=980(load case 20), 14=1344(load case 8), 6=667(load case 8), 9=336(load case 8), 12=125(load case 22) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-663/789, 2-3=-774/621, 3-4=-767/586, 4-5=-1513/1362 BOT CHORD 1-15=-975/1060, 13-15=-445/488, 11-13=-428/476, 10-11=-1163/1286,8-10=-1030/1176, 7-8='606/697 , 5-7=-601/737, 12-14=-172/172, 9-12=-568/568, 6-9=-965/965, 5-6=-1355/1360 WEBS 2-15=-1253/1027, 2-11=-1012/1247, 3-11=-170/106, 4-11=-287/411, 4-8=-508/350, 14-15=-1340/995, 6-7=-464/218, 9-10=-273/122, 12-13=-70/100 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf t chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.3: Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should Cont nif%Foprapciay ef2bearing surface. January 17,2006 AL WARNING - Ver(fy design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use on with MiTek connectors. This design is based on u Suite 109 - 9 y 9 y upon parameters shown, and is for an individual building component. Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Hei 9 is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. A.C. Houston, Indio, CA -92201, - 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:59 2006 Page 2 NOTES 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ib uplift at joint 1, 843 Ib uplift at joint 5, 992 Ib uplift at joint 14, 311 Ib uplift at joint 6, 81 Ib uplift at joint 9 and 59 Ib uplift at joint 12. • 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-0 for 99.2 plf. LOAD CASE(S) Standard ® WARNING - Ver(fy design parameters and READ NOTES ON TNIS AND INCLUDED BITTER REFERENCE PAGE KH -7473 BEFORE USE. 7777 Greenback Lane ®©® Design valid for use on with tv47ek connectors. This design is based only u Suite 109 9 ty g y eon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown g ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall stwciure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component - • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - T k O fuss fUSS ype y -" y Sacuy Residence « ITO$-0358 807D ROOF TRUSS 1 1 - 819741820 Job Reference (optional) A.C. Houston, Indio, CA -92201, - 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:39:59 2006 Page 2 NOTES 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ib uplift at joint 1, 843 Ib uplift at joint 5, 992 Ib uplift at joint 14, 311 Ib uplift at joint 6, 81 Ib uplift at joint 9 and 59 Ib uplift at joint 12. • 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-0 for 99.2 plf. LOAD CASE(S) Standard ® WARNING - Ver(fy design parameters and READ NOTES ON TNIS AND INCLUDED BITTER REFERENCE PAGE KH -7473 BEFORE USE. 7777 Greenback Lane ®©® Design valid for use on with tv47ek connectors. This design is based only u Suite 109 9 ty g y eon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown g ' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall stwciure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component - • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. - T k O fuss fUSS ype y -" y Sacuy Residence « ITO$-0358 807D ROOF TRUSS 1 1 - 819741820 Job Reference (optional) • • • 0 0 0 0 0 0 J00 I russ I rusS I ype Qly y Sacuy Residence x ,t CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 - - R19741821 IT05-0358 808D ROOF TRUSS �- - - 1 2 Job Reference (optional) rage i 5314 1D-1-0 I 14- 0-2 I 20.2-0 i 5-3-14 4-9-2 4-9.2 5-3-14 4x4 - Scale - 1:34.3 11 ' 3 5-3-14 10-1-0 1 14-10-2 1 20-2-0 5-3-14 4-9-2 4.9.2 5-3-14 Plate Offsets (X,Y): [1:0-1-0,0-1-121,[5:0-1-0,0-1-121,[7:0-5-0,0-4 - 8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.14 6-7. >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.60 -Vert(TL) -0.20 • 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.06 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 170 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-10-7 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2.X 4 SPF No.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE - REACTIONS (Ib/Size) 1=4434/1-7-8,5=4434/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1=86(load case 13) Max Upliftl=-2135(load case 13), 5=-2136(load case 16) �OFESS/� N9 Max Grav 1 =4958(load case 8), 5=4958(load case 7) �Q FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-8167/3618, 2-3=-5490/2343, 3-4=-5496/2348, 4-5=-8252/3662 ' Cco rn C O 643o3y BOT CHORD 1-8=-3141/7092, 7-8=-2696/6647, 6-7=-2653/6746, 5-6=-3108/7201- WEBS 2-8=-688/1990, 2-7=-2183/940, 3-7=-1479/4042, 4-7=-2282/975, 4-6=-698/2017 � NOTES 1) 2 -ply truss to be connected together with 10d (0.131'•x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. TFt7FC Bottom chords connected as follows: 2 X 6 - 2.rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have.been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8. 4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy categoryII, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2135 Ib uplift at joint 1 and - 2136 I u lift at j int 5. Continue �orQpage January 17,2006 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTER REFERENCE PAGE ATH -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use only Wth MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incor Citrus Heights, CA, 95610 W pp ry g pa p p poration of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,, quality control, storage, delivery, erection and bracing, consult ANSIPPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. - ���� JOD IruSs rusS I ype .. - - Qly Pt72joic3t'* y Residence I ITOS-0358 BO8D ROOF TRUSS ` i 1 R19741821 Reference (optional) NOTES 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag. loads along bottom chord from 0-0-0 to 20-2-0 for 99.2 plf.' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1t25 • , Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 1-5=-384(F=-368) t t F •t r. - , • WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M71-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design romenters and Citrus Heights, CA, 95610 PP tY 9 Pa proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -- •" fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component - • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. - M JOD Icuss IFUSS I ype - ." CSI TCLL 20.0 Residence ITOS-0358 C01 GABLE • . 717s..Uy 1.25 BCLL 0.0 Rep Stress Incr YES WB 0.36 BCDL 8.0 b Reference o tional _.. ,v wu ,., oR.,,uuaurcs, mu. iron uan io ia:av:ve muo rage 1 5-1-6 10-0-0 14-10.10 20-0-0 5-1-6 4-10-10 - 4-10-10 5-1-6 4.e 11 ' ' S.W=1:35.9 • NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3 0 • k 5-1-6 10-0-0 14-10.10 20-0-0 5.1-6 4-10-10 4-10-10 - 5-1-6 Plate Offsets (X,Y): [1:Edge, 0-2-1], [5:Edge,0-2-1], [20:0-1-12,0-1-0], [21:0-1-14,0-1-0], [26:0-1-12,0-1-0], [28:0-1-12,0-1-0], [30:0-1-14,0-1-0], [34:0-1-12 ,0-1-0] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 14.0 Lumber Increase 1.25 BC 0.38 BCLL 0.0 Rep Stress Incr YES WB 0.36 BCDL 8.0 Code UBC97/ANS195 (Matrix) LUMBER j TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 0 • 0 40 PLATES GRIP MT20 197/144 Weight: 123 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-3-8 oc bracing: 1-18 10-0-0 oc bracing: 13-14,10-11 5-4-7 oc bracing: 5-6. REACTIONS (Ib/size) 1=154/20-0-0, 5=154/20-0-0, 15=341/20-0-0, 12=374/20-0-0, 9=341/20-0-0, 13=35/20-0-0, 14=13/20-0-0, 16=28/20-0-0, 17=-4/20-0-0, 18=85/20-0-0, 11=35/20-0-0, 10=13/20-0-0, 8=28/20-0-0, 7=-4/20-0-0, 6=85/20-0-0 i Max Horz 1=84(load case 13) Max Uplift 1 =-678(load case 15), 5=-682(load case 16), 15=-817(load case 13), 12=-127(load case 5), 9=-798(load case 16), 17=-5(load case 8), 18=-30(load case 13), 7=-5(load case 7), 6=-30(load case 16) Max Grav 1 =767(load case 8), 5=767(load case 7), 15=950(load case 21), 12=374(load case 8), 9=950(load case 20), 13=80(load case 2), 14=29(load case 2), 16=43(load case 2), 17=34(load case 2), 18=89(load case 2), 11=80(load case 2), 10=29(load case 2), 8=43(load case 2), 7=34(load case 2), 6=89(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1483/1426, 2-3=-1082/1087, 3-4=-1082/1069, 4-5=-1483/1379 BOT CHORD 1-18=-1215/1265, 17-18=-855/905, 16-17=-615/665, 15-16=-375/425, 14-15=-295/345, 13-14=-135/185 , 12-13=-595/645, 11-12=-572/642, 10-11==112/181, 9-10=-272/341, 8-9=-352/421•, 7-8=-592/640, 6-7=-830/901, 5-6=-1192/1261 WEBS 2-15=-948/826, 3-12=-293/79, 4-9=-948/807, 2-12=-711/762, 4-12=-711/783 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 ® IVARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED BUTEK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component - Safety Informallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t Q` R C 0464331 T OF January 17,2006 7777 Greenback Lane ®®® Suite Citrus Heights, CA, 95610 MOW DEFIL . in (loc) I/deft Ud Vert(LL) ri/a n/a 999 Vert(TL) _ n/a n/a 999 Horz(TL) 0.01 10 n/a n/a PLATES GRIP MT20 197/144 Weight: 123 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-3-8 oc bracing: 1-18 10-0-0 oc bracing: 13-14,10-11 5-4-7 oc bracing: 5-6. REACTIONS (Ib/size) 1=154/20-0-0, 5=154/20-0-0, 15=341/20-0-0, 12=374/20-0-0, 9=341/20-0-0, 13=35/20-0-0, 14=13/20-0-0, 16=28/20-0-0, 17=-4/20-0-0, 18=85/20-0-0, 11=35/20-0-0, 10=13/20-0-0, 8=28/20-0-0, 7=-4/20-0-0, 6=85/20-0-0 i Max Horz 1=84(load case 13) Max Uplift 1 =-678(load case 15), 5=-682(load case 16), 15=-817(load case 13), 12=-127(load case 5), 9=-798(load case 16), 17=-5(load case 8), 18=-30(load case 13), 7=-5(load case 7), 6=-30(load case 16) Max Grav 1 =767(load case 8), 5=767(load case 7), 15=950(load case 21), 12=374(load case 8), 9=950(load case 20), 13=80(load case 2), 14=29(load case 2), 16=43(load case 2), 17=34(load case 2), 18=89(load case 2), 11=80(load case 2), 10=29(load case 2), 8=43(load case 2), 7=34(load case 2), 6=89(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1483/1426, 2-3=-1082/1087, 3-4=-1082/1069, 4-5=-1483/1379 BOT CHORD 1-18=-1215/1265, 17-18=-855/905, 16-17=-615/665, 15-16=-375/425, 14-15=-295/345, 13-14=-135/185 , 12-13=-595/645, 11-12=-572/642, 10-11==112/181, 9-10=-272/341, 8-9=-352/421•, 7-8=-592/640, 6-7=-830/901, 5-6=-1192/1261 WEBS 2-15=-948/826, 3-12=-293/79, 4-9=-948/807, 2-12=-711/762, 4-12=-711/783 NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 ® IVARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED BUTEK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component - Safety Informallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t Q` R C 0464331 T OF January 17,2006 7777 Greenback Lane ®®® Suite Citrus Heights, CA, 95610 MOW . r' _. A.C. Houston, Indio, CA - 92201, - 6.300 s Jan 10 2006 MiTek Industries, Inc. Mon Jan 16 15:40:02 2006 Page 2 NOTES 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per • UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1:33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 Ib uplift at joint 1, 682 Ib uplift at joint 5, 817 Ib uplift at joint . 15, 127 Ib uplift at joint 12, 798 Ib uplift at joint 9, 5 Ib uplift at joint 17, 30 Ib uplift at joint 18, 5 Ib uplift at joint 7 and 30 Ib uplift at joint 6. • 9) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 180.0 plf. LOAD CASE(S) Standard • 3 ® IVARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane m®® Design valid for use only with MiTek connectors. This design is basedonlyupon parameters shown, and is for on individual building component. Suite 109 Applicability of design ramenters and Citrus Heights, CA, 95610 pp ty g pa proper incorporation of component is responsibility of building designer - not truss designer. Bracing shownW1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ` • fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component ,• M e Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. r - Hd tl IT O rUSS - - - rUSS ype Qty - Ply SacuyResidenee •- ; "•R19741822 ITOS-0358 C01' GABLE - Job Reference (optional) JOD russ rus5 I ype y P7Jb y Residence PLATES GRIP TCLL 20.0 Plates Increase 1.25 • ' 819741823 1705.0358 CO2 HOWE 3 TCDL 14.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 7-8 >999 '180 Reference (optional) 5-1-6 10.0-0 14-10-10 20-0-0 - 5-1-6 4-10-10 4-10-10 5-1-6 . 4x6= , Scale • 1:33.9 3 40 5-1-6 10-0-0 - 14-10-10 20-0-0 5-1-6 4-10-10 4-10-10 5-1-6 Plate Offsets (X,Y): [1:0-0-6,0-1-11, [5:0-0-6,0-1 -11 1i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27. Vert(LL) 0.05 1-8 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.08 7-8 >999 '180 BCLL 0.0 Rep Stress lncr YES WB 0.24 Horz(TL) 0.04 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 72 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-8-15 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-4-12 oc bracing. WEBS 2 X 4 SPF No.2 OQ? pFESS/pN9 REACTIONS (Ib/size) 1=824/Mechanical, 5=824/0-5-8 Max Horz 1=87(load case 5) Max Upliftl=-257(load case 5), 5=-256(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension C 046 X TOP CHORD 1-2=-1419/433, 2-3=-979/358, 3-4=-979/358, 4-5=-1408/429 * EXP%° BOT CHORD 1-8=-373/1177 7-8- 373/1177 6 7= 281/1163 5 6- 281/1163 WEBS 2-8=0/194, 3-7=-140/481, 4-6=0/192, 2-7=-447/265 4-7=-432/261 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE.7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 Ib uplift at joint 1 and 256 Ib uplift at joint 5. LOAD CASE(S) Standard • 1 F ® WARNING - Vert jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use on Nv't h NTek connctors. This design is based only upon parameters shown, and is for an individubl building component.. Applicability of design paramenters and proper incorporation of component isresponsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component • Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. . January 17,2006 7777 Greenback Lane ®® Suite 109 m Citrus Heights, CA, 95610 Mi Ma NOR 0 • • JOD rUSS fUSS ype CSI Fly Sacuy Residence in (loc) Qly L/d 819741824 1705-0358 CO3 SCISSORS 4 1 7-8 >999 240 TCDL 14.0 Job Reference (optional) NI .... — I— -,. ,,,..,,o,„ ". ­­ .. iv ice.. 1— I.W . 5.0-3 1 10-0-0 1 14-11-13 20-0-0 5-0-3 4-11-13 4-11-13 5-0-3 4x8 = Scale = 1:35.2 5.0-3 10-D-0. 14-11-13 20-0-0 5.0.3 4-11-13 4-11-13 5-0-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.15 7-8 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.26 7-8 >921 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.19 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 *Except* 1-9 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 40 • 4.6 2 PLATES GRIP MT20 197/144 Weight: 76 Ib BRACING TOP CHORD Sheathed or 3-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-3-7 oc bracing. REACTIONS (Ib/size) 1=824/Mechanical, 5=824/0-5-8 Max Horz 1=89(load case 5) Max Uplift 1 =-257(load case 5),-5=-256(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2383/739, 2-3=-1756/476, 3-4=-1756/494, 4-5=-2360/656 BOT CHORD 1-8=-665/2076, 7-8=-663/2077, 6-7=-496/2052, 5-6=-498/2050 WEBS 3-7=-252/1150, 2-8=0/180, 4-6=0/179, 2-7=-567/375, 4-7=-546/380 NOTES 1) Unbalanced roof live loads have been considered for this design. 21 This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection. (by others) of truss to bearing plate capable of withstanding 257 Ib uplift at joint 1 and 256 Ib uplift at joint 5. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED h17TEE REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5153 D'Onofrio Drive, Madison, WI 53719. January 17,2006 7777 Greenback Lane ®®® Suite 109 MAN Citrus Heights, CA, 95610 WeR n L-A • Job russ Fuss I ype Q y Ply Sacuy Residence 0.0 BCDL 8.0 Rep Stress Incr YES R79741825 IT05.0358 C04 SCISSORS 12 1 , Job Reference (optional) 50-3 - 10-0-0 14-11-13 20-0-0 5-0-3 ' 4-11-13 4-11-13 - 5-0-3 . &ale = 1:35.1 3 • - - 4161 1 S0-3 10-0-0 14-11-13 20-0-0 5.0-3 4-11-13 4-11-13 50-3 Plate Offsets (X,Y): [1:0-0-11,0-1-11],[1:0-3-3,0-9-6] [5:0-3-3,0-9-61, [5:0-0-11,0-1-11], [7:0-4-0,0-3-81 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 8.0 L 40 0 SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.49 Lumber Increase 1.25 BC 0.63 Rep Stress Incr YES WB 0.26 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 REACTIONS, (Ib/size) 1=824/Mechanical, 5=824/0-5-8 DEFL in (loc) I/deft L/d Vert(LL) 0.15 7-8 >999 240 Vert(TL) -0.26 7-8 . >921 180 Horz(TL) 0.19 5 n/a n/a PLATES GRIP MT20 197/144 Weight: 69 Ib BRACING TOP CHORD Sheathed or 3-7-5 oc purlins.' BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. Max Horz 1=89(load case 5) Max Upliftl=-257(load case 5), 5=-256(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2383/739, 2-3=-1756/476, 3-4=-1756/494, 4-5=-2360/656 BOT CHORD 1-8=-665/2076, 7-8=-663/2077, 6-7=-496/2052, 5-6=-498/2050 WEBS 3-7=-252/1150, 2-8=0/180, 4-6=0/179, 2-7=-567/375, 4-7=-546/380 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf ter chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 Ib uplift at joint 1 and 256 Ib uplift at joint 5. ^ LOAD CASE(S) Standard ® 1VARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ATH -7473 BEFORE USE Design valid for use only vrith MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction -is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. January 17,2006 7777 Greenback Lane ®®® Suite 109 Citrus Hei his CA 95 1 9 6 0M oTaBIMF JOD runs rusS I ype y Ply SacuyResidence- IT05-0358 COS SCISSORS 11 1 - - R19741826 .1 u,.,-.... i.,w;.. re _ 000n. SPACING 2-0-0 _ DEFL in (loc) . 'I/deft Ud Job Reference (optional) • 0 0 0 IS 0 --n— io u:vu:uo zuuo rage 1 I 3-10-3 I 8-10-0 _ 13-9-13 18-10-0 - 3-10.3 4-11-13 4-11-13 5-0.3 4 _ Scale a 1:34.6 3 4x6 a 3-10-3 8-10.0 13-9-13 18-10-0 3-10-3 4-11.13 4-11-13 5-0-3 Plate Offsets (X Y): [5:0-3-3,0-9-61 [5:0-0-11,0-1 -111 f7:0-4-0,0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) . 'I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.10 6-7 >999 240 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.19 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.14 5 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-9-7 oc purlins, except end.verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. WEBS 2 X 4 SPF No.2 WEDGE Right: 2 X 4 SPF No.2 REACTIONS (Ib/size) 9=775/0-5-8,5=775/0-5-8 Max Horz 9=-100(load case 6) Max Uplift9=-237(load case 5), 5=-246(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1744/542, 2-3=-1567/412, 3-4=-1570/433, 4-5=-2189/618,1-9=-787/278 BOT CHORD 8-9=-140/261, 7-8=-479/1566,6-7=-463/1899,5-6=-465/1898 WEBS 3-7=-189/974, 2-8=-179/110, 4-6=0/178, 2-7=-274/250, 4-7=-558/382, 1-8=-324/1259 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf t , chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are riot exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 9, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 Ib uplift at joint 9 and 246 Ib uplift at joint 5. LOAD CASE(S) Standard January 17,2006 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN 7473 BEFORE USE. 7777 Greenback Lane m©® Design valid for use only vrith MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109. GM Applicability of design ramenters and Citrus Heights, CA, 95610WK PP ty 9 Pa proper incorporation of component is responsibility of building designer -not truss designer. Bracing shownis for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building,Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. M R'e1( • • JOD FUSS IfUSS I ype Qty Ij7YSacuy ResidenceR19741821705-0358 C05D SCISSORS 1 Plate Offsets (X,Y): [5:1-4-12,0-1-121 [11:0-4-0,0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud Reference (optional) Vr1 3-10-3 B-10-0 13.9-13 18.10-0 3.10-3 4-11-13 4-11.13 5.0-3 46= I] Scale a 1:35.3 • ' US II 114 II aro II ale It &15 = ' 3.10-3 B-10-0 13-9-13 18-10.0 3-10.3 4-11-13 4-11.13 5.0.3 Plate Offsets (X,Y): [5:1-4-12,0-1-121 [11:0-4-0,0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.02 11 >999 240 MT20 197/144 TCDL , 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.03 11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.05 14 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 4-6-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. Except: 11-16 2 X 4 SPF 240OF 2.OE, 5-14 2 X 4 SPF 165OF 1.5E 1 Row at midpt 8-11 WEBS 2 X 4 SPF No.2 JOINTS 1 Brace at Jt(s): 8, 11 WEDGE Right: 2 X 4 SPF No.2 Q ,QFESS/pN REACTIONS (Ib/size) 16=199/0-5-8, 5=196/14-6-0, 14=406/14-6-0, 6=500/14-6-0, 9=256/14-6-0, 12=111/14-6-0$. NCF Max Horz 16=1080(load case 13) tiC Max Uplift 16=-332(load case 16), 5=-911(load case 16), 14=-789(load case 13), 6=-372(load case 15), , 'yrt1 (DQ 9=-121(load case 15), 12=-91(load case 15) w Max Grav16=447(load case 7), 5=1049(load case 7), 14=1035(load case 8), 6=741 (load case 8), fz C (P433 m 9=388(load case 8), 12=203(load case 8) -07 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-586/651, 2-3=-956/772, 3-4=-806/618, 4-5=-1625/1473, 1-16=-200/136 .BOT CHORD 15-16=-1140/1147, 13-15=-672/690, 11-13=-642/660,.10-11=-1230/1348, 8-10=-1104/1252, 0 7-8=-644/722, 5-7=-644/781, 12-14=-201/201, 9-12=-626/626, 6-9=-1051/1051, 5-6=-1469/1474 WEBS 3-11=-197/154, 4-8=-581/408, 2-11=-999/1149, 4-11=-348/482, 14-15=-1029/793, 6-7=-527/268, 9-10=-326/162, 12-13=-148/123, 2-15=-1039/858 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 January 17,2006 ® WARNING - Ver{fy design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE. 7777 Greenback LaneGMEM m® - Design valid for use any with Welk connectors. This design is based only upon parameters shown, and is for on individual building component. A Applicability of design romenters and pp ty g pa proper incorporation of component is responsibility of building designer - noi'iruss designer. Bracing shown suite, 109 Cilrv.Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the =3 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Componenti a • Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. W O fuss rUSS ype y ResidenceR19741811ITOS-0358 C0us SCISSORS 1 7YSoabcuy Reference (optional)' -----• -- . ---- ...., ,.a„ , n,,, cn nwumnca, uw. r—n aan io io:ru:uo [uvo rage t NOTES 4) Bearing at joint(s) 16 considers parallel to grain value using ANSUT'PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding; 332 Ib uplift at joint 16, 911 Ib uplift at joint 5, 789 Ib uplift at joint 14, 372 Ib uplift at joint 6, 121 Ib uplift at joint 9 and 91 Ib uplift at joint 12. 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-10-0 for 106.2 plf. LOAD CASE(S) Standard t t t Y J e• ® ' WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE PAGE DIII-7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use only with IvL7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and proper incorporation Citrus Heights, CA, 95610 pp d g pa p p design is of component a responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSO.89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719.1W 1W L • 11 • 0 10 0 JOD I rusS I rus5 I ype - y y Sacuy Residence _ _ i. IT05-0358 .. C06 GABLE 7 1- _- ' t 879741828 TCDL 14.0 Lumber Increase 1:25 BC 0.32 Vert(TL) n/a n/a 999 Job Reference (optional) 5-0-3I 10-0-0 , 14-11-13 { - 20-0-0 50-3 4.11-13 4-11.13 5.0-3 4.8 11 Seale - 1:35.4 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 48" OF THE HEEL JOINTS. 3 • su-o 4-11-13 4-11-13 CONTINUOUS BEARING5-0-3 , Plate Offsets (X,Y): [1:0-6-14, Edge], [5:0-6-14 Edge] [11:0-4-0,0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 14.0 Lumber Increase 1:25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 9 n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) Weight: 102 Ib LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-6 oc bracing. REACTIONS (Ib/size) 1=158/20-0-0, 5=158/20-0-0, 14=428/20-0-0, 8=428/20-0-0, 11=350/20-0-0, 12=35/20-0-0, 13=12/20-0-0, 15=-49/20-0-0, 16=81/20-0-0, 10=35/20-0-0,9=12/20-0-0,7=-49/20-0-0, 6=81/20-0-0 Max Horz 1=86(load case 13) Max Uplift 1 =-382(load case 15), 5=-380(load case 16), 14=-664(load case 13), 8=-649(load case 16), 11=-49(load case 13), 15=-51 (load case 7), 7=-51 (load case 8) Max Grav 1 =455(load case 8), 5=455(load case 7), 14=821 (load case 21), 8=821 (load case 20), 11=350(load case 8), 12=79(load case 2), 13=29(load case 2), 15=25(load case 14), 16=124(load case 2), 10=79(load case 2), 9=29(load case 2), 7=25(load case 15), 6=124(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1248/1274, 2-3==1111/1110, 3-4=-1111/1092, 4-5=-1199/1217 BOT CHORD 1-16=-1095/1144, 15-16=-465/510, 14-15=-218/277, 13-14=-159/219, 12-13=-264/331, 11-12=-751/820 , 10-11=-744/802, 9-10=-257/313, 8-9=-155/193, 7-8=-205/257, 6-7=-465/508, 5-6=-1080/1125 WEBS 3-11=-294/79, 2-14=-775/662, 4-8=-775/647, 2-11=-743/819; 4-11=-743/836 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf ti chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek Confinuec on pagee2End Detail" ` January 17,2006 ® WARNING - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 11Bh7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use on with MITek connectors. This design is based only u Suite 109 9 N g y eon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding But • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component a Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Mek A.C. Houston, Indio, CA -92201, - .6.300 s Jan 10 2006 MTek Industries, Inc. Mon Jan 16 15:40:08 2006 Page 2 NOTES ` 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. • 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others)' of truss to bearing plate capable of withstanding 382 Ib uplift at joint 1, 380 Ib uplift at joint 5, 664 Ib uplift at joint 14, 649 Ib uplift at joint 8, 49 Ib uplift at joint 11, 51 Ib uplift at joint 15 and 51 Ib uplift at joint 7. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14, 8, 11, 12, 13, 15, 16, 10, 9, 7, 6. 10) This truss has been designed for a total drag load of 180 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 180.0 plf. LOAD CASE(S) Standard ® WARNING - Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane ®®® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design ramenters and Citrus Heights, CA, 95610 pp tY g pa proper incorporation of component is responsibility of building designer- truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSII Building Component e Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. IY O rUSS FUSS ype Ut y 7Y abb yResidence819741828 ITOS•0358 CO6 GABLE Reference (optional) 0 • Irl • JOD I russ I russ e YP Y + P sidene TC 0.43 ' TCDL 14.0 Lumber Increase 1.25 BC 0.24 7Job Rerenc R19741829 1705-0358 C07D SCISSORS , 1'fce -0.05 6-8 >999 180 Horz(TL) 0.01 5 o tional 3-10.3 B-10.0 ' 13-9-13 18.10.0 310.3 4-11-13 - 4-11-13 5-0-3 - ' 4x6= - Seale = 1:33.6 3 r 3x6 II 6x16 = 3.10-3 8-10-0 - 13-9-13 18-10.0 3.10-3 w 4-11-13 .. - 4-11-13 5-0.3 mate urrsets (A,y): ll:U-1-11 U -U-61 lb:1-4-12U-1-121 lb:U-4-0 0-3-0]_ LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.43 ' TCDL 14.0 Lumber Increase 1.25 BC 0.24 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 8.0 Code UBC97/ANSI95 (Matrix) 0 0 0 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 *Except* 8-12 2 X 4 SPF 240OF 2.OE, 5-7 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF No.2 WEDGE Right: 2 X 4 SPF No.2 PLATES GRIP MT20 '197/144 Weight: 76 Ib . BRACING TOP CHORD , Sheathed or 4-9-11 oc purlins, except end verticals. BOT CHORD ' Rigid ceiling directly applied or 6-0-0 oc bracing. Q?,OFESS/pN REACTIONS (Ib/size) 12=-24/4-4-0,5=104/4-4-0,7=643/4-4-0,10=603/4-4-0,11=191/4-4-0 ER S. Max Hoa 12=83(load case 13) Max Uplift l2=-709(load case 15), 5=-366(load case 16), 7=-440(load case 16), 10=-450(load case 13), C 11=-502(load case 14) ( R1 Max Grav 12=633(load case 14), 5=434(load Case 7), 7=851 (load case 7), 10=875(load case 8), LU C 04 33 11=613(load case 7) E L 07 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-491/480, 2-3=-989/570, 3-4=-1373/933, 4-5=-755/682, 1-12=-330/294 BOT CHORD 11-12=-330/304, 9-11=-160/131, 8-9=-662/645, 6-8=-376/444, 5-6=-216/269, 5-7=-380/388, F0 A 10-11=-391/391 WEBS 3-8=-66/179, 2-8=-437/883, 4-8=-509/884, 6-7=-826/451,9-10=-852/462, 2-9=-806/483, 4-6=-790/507 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top' chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 1. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. 4) Bearing atjoint(s) 12, 5, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer Conti,l ldd on I agep city of bearing surface. ® WARNING - Ver j fg design parameters and READ NOTES ON TIES AND INCLUDED MITES REFERENCE PAGE hII1-7473 BEFORE USE. Design valid for use n Nwith fvLTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. January 17,2006 7777 Greenback Lane ®®® Suite 109 Citrus Heights, CA g ,95610 I M ir"lek® DEFL in (loc) I/defl Ud Vert(LL) -0.03 6-8 >999 240, Vert(TL) -0.05 6-8 >999 180 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 '197/144 Weight: 76 Ib . BRACING TOP CHORD , Sheathed or 4-9-11 oc purlins, except end verticals. BOT CHORD ' Rigid ceiling directly applied or 6-0-0 oc bracing. Q?,OFESS/pN REACTIONS (Ib/size) 12=-24/4-4-0,5=104/4-4-0,7=643/4-4-0,10=603/4-4-0,11=191/4-4-0 ER S. Max Hoa 12=83(load case 13) Max Uplift l2=-709(load case 15), 5=-366(load case 16), 7=-440(load case 16), 10=-450(load case 13), C 11=-502(load case 14) ( R1 Max Grav 12=633(load case 14), 5=434(load Case 7), 7=851 (load case 7), 10=875(load case 8), LU C 04 33 11=613(load case 7) E L 07 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-491/480, 2-3=-989/570, 3-4=-1373/933, 4-5=-755/682, 1-12=-330/294 BOT CHORD 11-12=-330/304, 9-11=-160/131, 8-9=-662/645, 6-8=-376/444, 5-6=-216/269, 5-7=-380/388, F0 A 10-11=-391/391 WEBS 3-8=-66/179, 2-8=-437/883, 4-8=-509/884, 6-7=-826/451,9-10=-852/462, 2-9=-806/483, 4-6=-790/507 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top' chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category ll, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 1. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. 4) Bearing atjoint(s) 12, 5, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer Conti,l ldd on I agep city of bearing surface. ® WARNING - Ver j fg design parameters and READ NOTES ON TIES AND INCLUDED MITES REFERENCE PAGE hII1-7473 BEFORE USE. Design valid for use n Nwith fvLTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. January 17,2006 7777 Greenback Lane ®®® Suite 109 Citrus Heights, CA g ,95610 I M ir"lek® JOD I Fuss I russ I ype Y - r Y - Sacuy Residence - rr • •c Y 1705-0358 , C07D SCISSORS - 1 1 '• 879741829_ Job Reference (optional) . i i i e <vvo rage , NOTES , t 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709.Ib uplift at joint 12', 366 Ib uplift at joint 5,'440 Ib uplift at joint 7, 450 Ib uplift at joint 10 and 502 Ib uplift at joint 11. 6) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-10-0 for 106.2 plf. LOAD CASE(S) Standard ® WARNING • VerVy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane ©®® Design valid for use only with AN -Tek connectors. This design is based only upon parameters shown, and is for on Suite 109 individual building component. - 't' Applicability of design romenters and Citrus Heights, CA, 95610 PP tY 9 Pa proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and.BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. f M iTek • E 0 • 0 0 0 • • JOD fuss IfUSS I ype Q y P y Sacuy Residence , 6-6-12 - 13-1-8 • R19741830 IT05-0358 D01 - GABLE - 1 1 Job Reference (optional)- „ I 6-6-12 6-612 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. io:wu: iu tvuo rage i 13-1-8 6-6-12. " 08 II ' - - $talo = 1:25.5 5x6 i .- •' 5.6 - 6-6-12 - 13-1-8 6-6-12 66-12 Plate Offsets (X,Y): f1:Edge 0-2-1j, [3:Edge 0-2-1j [11:0-1-12,0-1-0 , [14:0-1-12 0-1-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 14.0 Lumber Increase 1.25 BC 0.22 Vert(TL) n/a n/a 999 BCLL ' 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 • n/a n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) . Weight: 62 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=197/13-1-8, 3=197/13-1-8, 7=461/13-1-8, 8=34/13-1-8, 9=-22/13-1-8, 10=111/13-1-8, 6=34/13-1-8, 5=-22/13-1-8, 4=111/13-1-8 Max Horz 1=55(load case 5) Max Uplift 1=-87(load case 5), 3=-101(load case 6), 7=-179(load case 5), 9=-30(load case 7), 10=-48(load case 5), 5=-30(load case 8), 4=-48(load case 6) J!, Max Grav1=197(load case 1), 3=197(load case 1), 7=461(load case 1), 8=56(load case 2), 9=43(load case 5), 10=128(load case 7),'6=56(load case 2), 5=43(load case 6), 4=128(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-166/133,2-3=-166/105 BOT CHORD 1-10=-11/73,9-10=-1 1/73, 8-9=-11/73,7-8=-1 1/73,6-7=-11/73, 5-6=-11/73; 4-5=-11/73, 3-4=-11/73 WEBS 2-7=-446/195 NOTES 1) Unbalanced roof live loads have been considered for this design. -2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category Il, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip.DOL=1.3 Plate metal DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTe "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord -bearing. &QabledStuds spaced at 1-4-0 oc. n Inue on page ® WARNING -Verify design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE WI -7473 BEFORE USE. Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabirity during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Aa uary 17,2006 7777 Greenback Lane om® Suite 109 Citrus Heights, CA, 95610 Wit A.C. Houston, Indio, CA - 92201, - - - 6.300 s Jan 10 2006 MTek Industries, Inc. Mon Jan 16 15:40:10 2006 Page 2 NOTES 'I 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 Ib uplift at joint 1, 101 Ib uplift at joint 3, 179 Ib uplift at joint 7, 30 Ib uplift at joint 9, 48 Ib uplift at joint 10, 30 Ib uplift at joint 5 and 48 Ib uplift at joint 4. LOAD CASE(S) Standard I• f r • • I ' ® WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 BEFORE USE. 7777 Greenback Lane ®—® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A licabili of design - Citrus Heights, CA, 95610 pp ty g paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding W1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Crileria, DSB-89.and BCSI7 Building Component ryp • Safety Information, available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. tl W 9 8Tek O FUSS FUSS type ci y - P y Sacuy Residence 819741830 ITOS-0358 D01 - GABLE ' Job Reference (optional) r • is OrusS TCLL rusS ype Qty ly Sacuy Residence 1705.0358 1.102 ROOF TRUSS 3 1 ' 819741831 Vert(TL) -0.10 1-4 >999 180 Job Reference (optional) 6-6.12 _ 6.6-12 56 = 2 44 _ 44 = LOADING (psf) TCLL 20.0 TCDL 14.0 40 BCLL 0.0 BCDL 8.0 Ll L • 6.6-12 1:0-0-2,0-0-91 [3:0-0-2,0-0-9 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 CSI TC 0.44 BC 0.39 WB 0.06 (Matrix) 6-6.12 1i DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.07 1-4 >999 240 MT20 197/144 Vert(TL) -0.10 1-4 >999 180 Horz(TL) ' 0.01 3 n/a n/a Weight: 36 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=539/0,3-8,3=539/0-3-8 Max Horz 1=-58(load case 6) Max Upliftl=-1.68(load case 5), 3=-168(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-791/252, 2-3=-791/251 BOT CHORD 1-4=-135/617, 3-4=-135/617 WEBS 2-4=0/283 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 8.4 psf top chord dead load and 4.8 psf bottom chord dead load, in the exterior(2) zone roof zone on an occupancy category II, condition II partially enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. Lumber DOL=1.33 plate grip DOL=1.33 Plate metal DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint 1 and 168 Ib uplift at joint 3. LOAD CASE(S) Standard ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11711.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSO -89 and BCSII Building Component Solely Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. nate: tr-V January 17,2006 7777 Greenback Lane Suite 109 go Citrus Heights, CA, 95610 121 MiTak® Symbols PLATE LOCATION AND ORIENTATION 3/q' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and securely seat. For 4 x 2 orientation, locate plates 0-'iid' from outside edge of truss. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths 2 3 TOP CHORDS C1-2 C2-3 o WEBS a9 4 Oz U ' 3 1 p Cut U pb ? _ C_ " U A General Safety Dotes failure to Follow Could Cause Property Damage or Personal Inu ry 1. Additional stability bracing for.truss system, e.g. diagonal or X -bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. m6mbers to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPII . C7-6 C6.7 CS -6 O BOTTOM CHORDS *This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from ® connector plates. the environment in accord with ANSI/TPII . *.Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE . THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 X 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel c amber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING ' SBCCI 9667, 9730, 9604B, 951 1, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but reaction section indicates joint ' 14. Connections not shown are the responsibility of others. ® number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards:® M 16. Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal 1Tek Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 ©2004 MiTek® 6 0 • 0 0 0 W A R N I N G BCSI-Bl SUMMARY SHEET FMGQ FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES GENERAL NOTES NOTAS GENERALES. -HAND ERECTION—LEVANTAMIENTOAMANO, , , ,'BRACING FOR THREE PLANES OF ROOF Y ._ ' Trusses are not marked in an way to identify Los trusses no estan marcados de nin tin modo que •Q Trusses 20' or: ' ; =. ,, Y; Q Trusses 30' or , EL ARRIOSTRE EN TRES PLANOS DE TECHO v v ty' ' 9 ,' i, -y the frequency or location of temporary bracing. identifique la frecuencia o localizad6n de IDs amostres ' less, support- less, supportat t . _ Follow the recommendations for handling, ' (bracing) temporales. Use las recomendaciones de manejo, at peak.' quarter points. r installing and temporary bracing of trusses. instalad6n y arriostre temporal de los lasses. Vea el folleto Levante Levante de Q This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Refer to BCSI 1-03 Guide to Good Practice for BCSI 1-03 Guia de Buena Practica Data el Manejo Instalaci6n del piCo los + los cuartos t • Este m€[ado de arciostre es para todo trusses excepto lasses de cuerdas paralelas 3x2 y 4x2. Handlinq Installing & Bracing of McLI Plate y Arriostre de los Trusses de Madel Connectados Con Connected Wood Trusses for more detailed platys de Metaloara and mayor informaci6n. trusses de 20 de tramo las Information. P y pies o menos. trusses de 30 1) TOP CHORD — CUERDA SUPERIOR les o menos Trusses up to 30' Truss Design Drawings may specify locations of Los dlbujos de dlseno de los trusses pueden espeaficar las localizaciones de los arriostres permanentes en los f Trusses up to 20 -W i- Trusses hasty 20 pies Efrusses hasty 30 pies w k t permanent bracing on individual compression members. Refer to the BCSI-83 Summary miembros individuales en compresi6n. Vea la hoja Iesiimep ,r<. / " .. Sheet -Web Member Permanent Bracing/Web BCSI-83oara IDS arriostres pennanentes y re de los miembros secundarios (webs) para mayor informad6n. EI r - 5 , HOISTING = LMNTAMIENTO;o-"+' - r" _ , +truss r' Reinforcement for more information. All other permanent bracing design is the responsibility recto de arriostres permanentes son la responsabilidad del Disefiador del Edificio. .. Hold each in position with the erection equipment until temporary bracing is installed and i Q 8 pies m6ximo •r of the Building Designer. truss Is fastened to the bearing points. I'll,4 Sostenga cada truss en positodn Con la grtia hasty que el arriostte temporal estts'instalado y el ti r45 a 60 pies d_ 6 pies maximo' © The consequences of improper handling, installing t,o truss asegurado en los soportes.-- '•, 60 a 80 pies* and bracing may be a collapse of the structure, or ' r worse, serious personal injury or death. _ -^ _ i .V, •? ' D t I'R tru 30' b'th - Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' ,W 10' o.c. max. t ' a ' t Hasta 30 pies'10 pies maximo ►4 cr t 130' to 45" 8' o.c. max. e. ' "30 a 45 pies 8 pies m6ximo •r "45' to 60';` ; 6' o.c. max. ' ti r45 a 60 pies d_ 6 pies maximo' 60' to 80'* , ' 4' o.c, max. '•, 60 a 80 pies* ' rr 4 pies maximo + EI resultado de un manejo, instalacion y arriostre o no I sses over y e pea . . n 2 r inadecuados, puede ser la cafda de la estructura o t! *Consult a Professional Engineer for trusses longer than 60'.' , P - r No levante del pica los trusses de Coos de 30 pies. • . + J' - - aun peor, muertos o heridos. r *Consulte a un ingeniero para trusses de mos de 60 pies. Greaaterthan 30'; _ s ..' • •. '` . , s de 30 Dies B .. . .M 1f T', r See BCSI 2 for TCTLB options..A < ` HOISTING RECOMMENDATIONS BY TRUSS SPAN - Vea el BCSI-Bra para las opciones Banding and truss plates have sharp edges. Wear RECOMMENDACIONES DE LEVANTAMIENTO r L, , de TCTLB. Q gloves when handling and safety glasses when poop POR LONGITUD DEL TRUSS ° k f °kf r cutting banding. f • Empaques y placas de metal tienen border 60' or less afilados. Use guantes y lentes protectores cuando s' + .r + ©Refer to BLSI-B6 t +_; Corte los empaques. . x r Summary Sheet, _ d , Gable End Frame + r z • • . •' HANDLING - MANE,O -°`'' 0 Repeatdiagonal b2ces:, Approx. 1/2'Vea el restimen °` µ 1L a truss length BC5I-B6 - Arriostre Reprta los arriostres Tagline del truss terminal,. _ diagonales. TRUSSES UP TO 30' _ ' de un techo a dos • ' s QAllow no more No permita mar Q Use special care in Utllice cuidado TRUSSES HASTA 30 PIES apuas. than 3" of deflec- de 3 pulgadas de windy weather or especial en dias r7f Set first five trusses with spacer pieces, then add diagonals. Repeat tion for every 10' pandeo por cada 10 near power lines ventosos o cerca de " e L"J process on groups of four trusses until all trusses are set. r of span. pies de tramp. and airports. cables eledricos o de "' P P aeropuertos. reader bar ` to Instale los cinco primeros trusses con espaciadores, luego IDS arriostres diagonales. Repita @ste procedimiento en grupos de coat% trusses t . Toe -in " Joe -in c i( -,' I - • hasty que [odor los trusses erten instalados. ' , a Spreader bar for Spreader bar 1/2 to `2) BOTTOM CHORD — CUERDA INFERIOR *• truss bundles Tagline 2/3 truss length _ t TRUSSES UP TO 61 -- I is Lateral braces •,, , TRUSSES HASTA 60 PIES d 2x4x12' length lapped , over two trusses. to I to . O C) Locate Spreader bar Attach Check banding Revise 105 empaques above or stifPoack 10' o.c. y^^lra or los grupos top chord. verticales de trusses. a ' t ONE WEE -EEK OR LESS MORE T,1H(AAN ONE WEEK llus' 6 Bundles stored on the round for one B es 9 Q week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por •' Una semana o mos deben ser elevados con bloques a cada 8 o 10 pies. 1 /I For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. r Para almacen-amiento por mayor dempo, cube los paquetes para prevenir aumento de humedad pero permita ventilation. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to SCSI -B7 Maximum lateral brace spacing ' Summary Sheet 10' D.C. for 3x2 chords - Temporary and 15' D.C. for 4x2 chords Diagonal braces Permanent Bracino to, of 15 every 15 truss for Parallel Chord spaces (30' max.) Tru for more information. , Vea el resumen BCSI-87 - Arriostre . a> ` - • temporal v_ Permanente de The end diagonal trusses de cuerdas brace for cantilevered w Daralela.5 para mayor trusses must be placed Lateral braces informaci6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. w INSTALLING - INSTALACION . ; 1 /( Tolerances for Out -of -Plane. — Tolerancias para Fuel -de -Plano. LJax. Truss Length —►I Max.MBow r Max. Bow E Bow Length ---L --..._...... 3/4' 12.5' • - tJ Mme. Bow Length — U ' Length 7/8° 14.6' QTolerances for D/50 D (R.) 1 ° 16.7' Out -of-Plumb. t I > 1/4„ 1 , 1-1/8° 18.8' Tolerancias Para I 1/2" 2' 1-1/4° 20.8' Fuera-de-Plomada. s 1.3/8° 22,9' o Plumb 3/4" 3' (bob 1" 4' 1-1/2° 25.0' 1-1/4" 5' 1-3/4° 29.2' D/5o max ' f 1-1/2" 6' 2° 233.3' 1-3/4" 7' 2" a 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasty que todos los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI-69 Summary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res Omen BC5I-B4 Carga de Construcci6n para mayor informaci6n. I LJ' nor to movin antes de mover los + max.+. + Do not overload small groups or single trusses. I p 9 mid -height It***, No sobrecar ue uefios ru s o trusses individuales. Materiel Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Blade 8" Clay Tile 3.4 tiles high riAD\/E RTE N CLIA! HOJA RESUMEN DE LA GUTA DE BUENA PRACTICA Pimm bundles. paquetes de trusses. 0 Avoid lateral bending. — Evite la ffexi6n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. 0 Do not store on No almacene en uneven ground. tierra desigual. Spreader bar 2/3 to 3/4 truss length ill Tagline TRUSSES UP TO ANDOVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- a tion and Temporary Bracing for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses 4 y Arriostre Temporal pat mayor informaci6n. Do not walk on unbraced trusses. No Gamine en trusses sueltos., _ .•-.. `Top Chord Temporary Lateral QLocate ground braces for first truss directly Bracing (TCTLB) in line with all rows of top chord temporary lateral bracing. 9 Coloque los arriostres de [terra para el OQ primer truss directamente en linea Con cada Una de las filas de arriostres laterales 2x4 min. temporales de la cuerda superior. Brace first truss well .— before erection of additional trusses. ' s { .9;' 10'-15' max. er Y• 9 Peq 9 Po Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. Diagonal braces of Position loads over load bearing walls. ..• a " every 10 truss lJ spaces (20' max) . h _`t , • , Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES t Some chord and web members not shown for clarity. © Refer to BSSI-B5 Summary Sheet - Truss Damage. 3obsite Modifications and Installation Errors. Vea el resOmen BCSI-B5 Danos de trusses. Mogi ficaciones en la Obra y Emotes de Instalaci6n. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS T • Do not cut, alter, or drill any structural member of a truss unless _ specifically permitted by the Truss Design Drawing. r y. No Corte, altere o perfore ning6n miembro estructurdl de los • „ . 1 - trusses, a menos que este especificamente permitido en el dibujo Web members ; del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. ' e Trusses que se han sobrecargado durante la construcd6n o han sido alterados sin Una autorizaci6n previa del Fabricante de Trusses, pueden reducir o eliminar la gardntia del Fabricante de Trusses. .. . r .. 4 - Diagonal bra a. - kres - ''-lieevery 10 truss, . r. spaces (20' max.) ^ , 10'-15' max. same spacing as bottom chord Some chord and web members not shown for clarity. ° lateral bracing y DIAGONAL BRACING IS VERY IMPORTANT 46 iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! i NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca have agreed to do on a Cor project. The Contractor should seek a required assistance rdl hie to undertake the work they Na ca- pable 9 Pa lxol any retro n9 construction pvad>res from a competent pony. The methods and procedures outlined are Intended to ensure that the overall oan5[rlMlan techniques employed will put floor and roof lasses into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based upon the collective experience of leading technical personnel in the wood truss lndusby, but must due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It is not Intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood trusses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erectlon/rnscalWtlon Contractor Thus, the Wood Truss Council of America and the Truss Plate institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information centalned herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-4849 • www.woodbuss.com 703/683-1010 • wwwApinst.org BIWARN11x17 20050501 ANEJO, INSTALACION Y ARRIOSTRE DE LOS TRUSSES DE MADERA CONECTADOS CON PLACAS DE METAL Q Pick up vertical levante de la cuerda bundles at the superi 46 TRUSS INSTALLATION AND TEMPORARY BRACING This document applies to all sloped and flat chord trusses See Section B2 6f the BCSI 1-03 Booklet for special manufactured from 2x— lumber such as:. '', conditions such as: • Este documento aplica a todos los trusses inclinados y'- ; Vea la Secci6n B2 del folleto BCSI 1-03 para conditions pianos construidos de madera 2x tales tomo: ; _ " ;a • ` :especiales tales tomo: •. •, `1�7s. T is '•1-• _. � ;. ~`,i � ' - v Mono Truss Piggyback Trusses Field -Spliced Trusses Gambrel Truss,._,,_, Scissor Truss r Flat Truss Valley Sets and Over -Framing For flat trusses manufactured with 3x2 or 4x2 lumber, For trusses spaced more than 2'-0" on center, see Section see Section B7 of the BCSI 1-03 Booklet or the BCSI-B7 B10 of the BCSI 1-03 Booklet or the BCSI-B10 Summary Summary Sheet — Temporary and Permanent Bracing for,, Sheet — Post Frame Truss Installation and Bracing. Parallel Chord Trusses. Para trusses espaciadas a mss de 2 pies, vea la Secci6n Para trusses pianos fabricados con madera 3x2 o 4x2, BIO del folleto BCSI 1-03 o el Res6men BCSI-BIO vea la Secci6n B7 del folleto BCSI 1-03 o el ResOmen — Instalaci6n y Arriostre de Trusses Post -Frame. a BCSI-B7 — Arriostre Temporal y Permanente para Trusses de Cuerdas Paralelas. - This document replaces WTCA's t, - . TTBWTCAB2 - Always Diagonally Brace for Safety This document summarizes Part 2 of an 11-partinformational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004, 2005 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. LATER, WOOD TRUSS COUNCIL OF AMERICA 6300 Enterprise Lane Madison, WI 53719 608/274-4849 • www.woodtruss.com E -AIIA� , TRUSS PLATE INSTITUTE 218 North Lee Street, Ste. 312 Alexandria, VA 22314 703/683-1010 • www.tpinst.org I 01.10 f Truss Installation and Temporary Bracing Insta/acion de Trusses y Arriostre Temporal FOR TRUSSES UP TO 2'-0" ON -CENTER AND 80'-0" IN LENGTH PARA TRUSSES ESPACIADES HASTA CADA 2 PIES Y HASTA 80 PIES DE LONGITUD Q Disregarding handling, installing and bracing safety recommends- vjhh";- tions is the major cause of truss erection/installation accidents. El no seguir las recomendaciones de manejo, instalacion y arriostre es la causa principal de los accidentes durante la instalacion de los trusses. ., k (S) Lateral bracing is not adequate without diagonal bracing. 3 x El arriostre lateral no es adecuado sin U_., q,J ., 4 arriostre diagonal. 11A Ate. ' •_ b ,,, ... Q Always diagonally brace'for safety! J ;' ..�•, Siempre arriostre diagonalmente por seguriclad!Ott` R`' MAXIMUM •• CHORD TEMPORARY TCTLB shown in green ALTC5 mostradd en verde Diagonal bracing shown in red ipC. 'o 2450 *8' 6'o c �aX Tr TeX. Typical may, hair lip to 80, 4 s hs 11,0 to 4p t lip to 4S, 60, pa 0 30' The graphic above'shows the maximum on -center spacing El dibujo arriba muestra el maximo espaciamie'nto del r. . "(see * above) of TCTLB based on truss span from the table --4 (vea * above) ALTCS basado en la tabla del segundo paso in Step 2 on page 3. en la pagina -3. • Ground bracing not shown for clarity.' • Arriostre de tierra no se muestra para claridad. • Apply diagonal bracing or sheathing immediately. For • Aplique arriostre diagonal o entablado (sheathing) spans over 60' the preferred method is sheathing inmediatamente. Para tramos mayores de 60 pies el immediately. metodo preferido es entablar inmediatamente. Q Spans over 60' may require complex temporary bracing. Consult a Professional Engineer. Tramos mayores de 60 pies pueden necesitar arriostre temporal complejo. Consulte a un Ingeniero. 132Temp 20050501 BCSI-B2 SUMMARY SHEET RESUMEN BCSI-82 CHECK THESE ITEMS BEFORE STARTING ERECTION/ INSTALLATION AND CORRECT AS NEEDED REVISE ESTOS PUNTOS ANTES DE EMPEZAR LA INSTALACION Y CORRIJA Q Building dimensions match the construction plans. Dimensiones del edificio concuerdan con planos de construccidn. Q Supporting headers, beams, walls and lintels are accurately and securely installed. Travesanos (headers), vigas y linteles estan precisa y seguramente instalados. Q Hangers, tie -downs, and bracing materials are on site and accessible. Colgadores (hangers), soportes de anclaje (tie -downs) y materiales de arriostre estan accesibles en la obra. Q Erection/installation crew is aware of installation plan and bracing requirements. La cuadrilla de instalacion debe tener conocimiento del plan de instalacion y requerimientos de arriostre. Q Multi -ply trusses, including girders, are fastened together prior to lifting into place. Trusses de varias tapas, incluyendo trusses soportantes estan conectados juntos antes de levantarlos en el lugar que les corresponde. Q Any truss damage is reported to Truss Manufacturer. Refer to BCSI-65 Summary Sheet — Truss Damage, Jobsite Modifications and Installation Errors. Cualquier dano a los trusses ha sido reportado al fabri- cante de trusses. Vea el res6men BCSI-B5 — Dano a los Trusses, Modificaciones en la Obra y Errores de Insta- lacidn. Q Load bearing walls are plumb and properly braced. Paredes soportantes estan a plomada y correctamente arriostradas. STEPS TO SETTING TRUSSES PASOS PARA EL MONTAJE DE TRUSSES Q Trusses are the correct dimension. Dimension de los trusses es correcta. Q Tops of bearing walls are flat, level and at the correct elevation. La parte superior de las paredes de sostener son planas, nivelada y a la elevacidn correcta. Q Jobsite is backfilled, clean and neat. Terreno en la obra esta relleno, limpio y piano. Q Ground bracing plan for first truss is based on site and building configuration. Planos de arriostre de tierra para el primer truss estan basados en el terreno y forma del edificio. Exteri If ground level is too far from truss for exterior ground bracing, use interior ground bracing. Si la altura de los trusses al piso exterior es mucha, arriostre al piso interior. Establish Ground Bracing Procedure: Exterior or Interior 1 ■ Establezca el Procedimiento de Arriostre de Tierra: Exterior o Interior TCTLB Position trusses on the ground. • 1 • Ensamble los trusses en la tierra. TCTLB Install web and bottom chord bracing as required by the building desig Instale los arriostres de los miembros secundarius y de la cuerda inferii Bracing to wall or end jack for hip set (Or gable and t - Gmund brace - end tome) of braced Ol Ies / es \ Flrn ine. .n.o P1®m \ Install permanent sheathing for stability. dlagonat ' Brouv \ G enro — First truss Ground boce - • • Levante el ensamblaje y coldquelo en posicidn. verllt0l l Grotm Wall bracing brace Driven ground laleol bm`8O° stake ► N.e: Second leer SIM Nu y shall have ada.uae Backup ground 1bpr svppon ground sake — Hod.ntal to member Ertl boce M, a Zople stakes EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA INTERIOR A LA PARED Repeat Steps Four Through Seven on Groups of Four Trusses Using Option A or B 8 ■ Repita los Pasos 4 at 7 en Grupos de Cuatro Trusses Usando la Opcion A o la Opcion B Option A: Install long lateral braces on each group of • • four trusses that have been set with spacer pieces. Install diagonal braces every 20' maximum. • • Opcion A: Instale arriostres laterales largos en cada grupo de cuatro trusses que han sido colocados con espaciadores. Instale arriostre diagonal cada 20 pies maximo. lappedTCTLB Lateral braces spacing 2x4xl2' length Jevery 10 truss =-= over two trusses. NOW Ze Diagonal bracestib spaces ENSURE THAT ALL TRUSSES ARE PROPERLY DIAGONALLY BRACED AT THE END OF EACH DAY'S WORK • • Sheath early... sheath often. Do not wait until all trusses are set to apply sheathing. • • Z • • ASEGURESE QUE TODOS LOS TRUSSES ESTEN PROPIAMENTE ARRIOSTRADOS DIAGONALMENTE AL TERMING DE CADA DIA DE TRABAJO Entable temprano... entable con frecuencia. No espere hasta que todos los trusses esten instalados para aplicar el entablado. Option B: Install diagonal bracing on each group of four trusses that have been set with spacer pieces. Opcidn B: Instale arriostre diagonal en cada grupo de cuatro trusses que han sido colocados con espaciadores. M al 6 WARNING! Remove only as much bracing as is necessary to nail down the next sheet. DO NOT EXCEED TRUSS DESIGN LOAD WITH CONSTRUCTION LOADS. (SEE BCSI-B4) 6 ADVERTENCIA! Quite solo tantos arriostres como sea necesario para clavar la siguiente hoja de entablado. NO EXCEDA LA CARGA DE DISENO CON CARGA DE CONSTRUCCION. (VEA BCSI-B4) ALTERNATE INSTALLATION METHOD: BUILD IT ON THE GROUND AND LIFT IT INTO PLACE METODO ALTERNO DE INSTALACION: ARMELO EN LA TIERRA Y LEVANTELO EN POSICION Q Position trusses on the ground. • 1 • Ensamble los trusses en la tierra. Q Install web and bottom chord bracing as required by the building desig Instale los arriostres de los miembros secundarius y de la cuerda inferii indique el disehador del edificio. Q Install permanent sheathing for stability. Instale el entablado permanente para estabilidad. • • Q Pick up the assembly and set it in place. • • Levante el ensamblaje y coldquelo en posicidn. Q Be sure to get the proper professional engineering guidance to lift the erlliie syslerri Into place safely and efficiently. Aseg6rese de obtener la propia guia profesional de ingenieria para • • levantar el sistema completo a su lugar en forma segura y eficiente. BS -13- SUM ARMH N BGS 62 UMMARY SHEET 7 Install Web Member Diagonal Bracing 6 ■ Instale el Arriostre Diagonal •de Miembros Secundarios l 21 Temporary web member diagonal bracing acts with the top web members chord and bottom chord temporary lateral bracing to form triangulation perpendicular to the plane of the truss and • • prevents trusses from leaning or dominoing.. EI arriostre diagonal temporal de los miembros secundarios trabajan con los arriostres temporales de la'cuerda supe- rior y de la cuerda inferior para formar una triangulation Diagonal braces !' perpendicular al plano del truss y evita que los trusses se every 10 truss G inclinen o caigan tomo dominos. _ _ 10'-15' max. - spaces (20' max.) {.. Q Install at about 451 on web members verticals whenever same spacing i as bottom chord Some chord and web'members possible); locate at or near bottom chord lateral bracing lateral bracing not shown for clarity. , locations. Repeat at the interval shown.- '' Instale a aproximadamente 451 en los miembros secundarios (verticales cuando sea posible); coloque abajo o cerca de' las localizations de los arriostres laterales de la cuerda inferior. Repita a los intervalos mostrados. Q Permanent lateral web bracing requirements are'specified separately on the Truss Design Drawing. Refer to BCSI-B3 Summary Sheet — Web Member,PermanentBracing/Web Reinforcement for more information. Requerimientos de arriostre permanente lateral de los miembros secundarios son especificados por separado en el dibujo del diseno del truss. Uea el Resilmen BCSI-83 — Refuerzos y Arriostres de los Miembros Secundarios para mayor information. Q Mono pitch trusses, deep flat trusses and similar high -end -type trusses require temporary lateral and diagonal bracing at the end. Trusses de una sola pendiente, trusses planos profundos y trusses similares con un extremo profundo requieren arriostre temporal, lateral y diagonal en los soportes a el final. '7mInstall Bottom Chord Bracing ' ,Instale 'el Arriostre de la Cuerda Inferior., y Q Lateral and diagonal bottom chord bracing stabilizes the bottom chord plane. 4' Arriostre lateral y diagonal en la cuerda inferior estabilizan el plano de la cuerda inferior. [J1' Install temporary lateral, bracing at 15' on -center maximum. Remove, if desired, after the permanent ceiling diaphragm is Lateral braces in place: -. 2x4x12' length lapped over ' ; Instale los arriostres laterales temporales cada 15 pies como, two trusses. maximo: Quitelos, si asi to desea;'despues que el diafragma permanente del cielo raso este colocado. Q Install permanent lateral bracing at 10' on -center maximum. ` Specified spacing may be less; check,with the Truss Design Drawing and/or the Building Designer. ..Instale los arriostres'laterales permanentes cada 10 pies como maximo. El espaciamiento especificado puede ser nenor, vea el dibujo del diseno truss o verifique con el 10'-15' max. disenador del edificio. ` Diagonal braces every 10 truss • L,Y • spaces (20' max.) [Jf Install diagonal bracing at intervals of maximum 20'. Some chord and web members Inot shown for.clarity. Instale arriostres diagonales a intervalos de 20 pies maxmo. - IMPORTANT SAFFTY WARNING! A • • Do not remove ground bracing until all top chord, bottom chord and web bracing is installed on at least the first five trusses. • • • ' Q ADVERTENCIA IMPORTANTE DE SEGURIDAD Q . No quite e/ arriostre de tierra hasta que todos los arriostres de /a cuerda superior, de la cuerda inferior y de los miembros secundarios este insta/ada por to menos en los cinco primeros trusses. • Calculate Ground Brace Locations 2 ■ Calcule Localizacidn de los Arriostres de Tierra Q Use truss span to determine bracing interval of Top Chord Temporary Lateral Braces from table. -, Use la longitud de tramo para determinar el espaciamiento del arriostre lateral temporal de la cuerda superior en la tabla adjunta. WMOV_.w­ TCTLB Locate additional TCTLBs at,each change of pitch. Localice ALTCS adicionales en cads cambio de inclination. TCTLB 10" or greater F Truss Span TCTLB Spacing Lon itud de Tramo Es aciamiento del ALTOS Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45ies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies maximo . *Consult a Professional Engineer for trusses longer than 60'.. _*Consulte a un ingeniero para trusses de mas de 60 pies. , r �► • < eft j`rn, 4, Truss attachment required at su ort s 4 PP ( ) Q Locate additional TCTLBs over bearings if the heel height is 10" or greater. Localice ALTCS adicionales sobre los soportes si la altura del extremo (heel height) es de 10 pulgadas o mas. Truss Span i 3 r Q Locate a vertical ground brace at each TCTLB location. Localice un arriostre de tierra %verti-a cal en cads ALTCS. 3 �r. 11 iy 9 3 ;'Set First Truss and Fasten Securely to Ground Braces #' ' ■ Coloque el Primer Truss y Conectelo en Forma Segura a los Arriostres de Tierra Q Set first truss or gable end frame and fasten securely to ground brace verticals and to the wall,•or.as directed by the Building Designer. Example of first truss installed. ` .F Coloque el primer truss y conectelo en forma segura a los arriostres de tierra verticales y a la pared, o como iridique el disenador del edificio. Ejemplo del primer truss instalado. TCTLB'I .. 'A TCTLB /I at .Inratinns locations, `+ rfrs:1 EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND BRACING TO WALL RIOR ARRIOSTRE DE TIE�{,q j1VTERIQR,9,l.A.,PaRFn�,.,,,tg, ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTE H.,. r R - _ IMPORTANT SAFETY WARNING! .First truss must be attached securely to all ground braces prior to removing the hoisting supports. Q ADVERTENCIA IMPORTANTE DE SEGURIDAD Q EI primer truss debe ser sujeto en forma sequra a todos los arriostres de tierra. antes de quitar los soportes de /a grua. TRUSS INSTALLATIQN AND T_E - RARY BRACING' Set Next Four Trusses with TCTLB in Line with Ground Bracing 4 ■ Coloque los Siguientes Cuatro Trusses con los ALTCS en Linea con los Arriostres de Tierra Q Attach trusses securely at all bearings, shimming bearings as necessary. Example of first five trusses. Conecte los trusses en forma segura a todos los soportes, rellenando s6lidamente los soportes si fuera necesario. Ejemplo de los cinco primeros trusses. See options below See options below See options below EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND ARRIOSTRE DE TIERRA EXTERIOR I ARRiOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA IBRACING TRIORA LA PARED Q The three options for installing TCTLB spacer pieces. Las tres opciones para instalar piezas de espaciamiento para ALTCS. Option 1 Top Nailed Spacer Pieces Opci6n I Piezas de espaciamiento clavadas arriba 27"+ 122117 2 nails at every connection 2 clavos en I cada conecci6n 11/2" minimum end distance V12 pulgadas distancia de extremo minima Option 2 End -Grain Nailed Spacer Pieces Opci6n 2 Piezas de espaciamientos conectadas al extremeo ♦_ Use 2-16d deformed shank nails minimum 22,/2„ at each spacer to tru connection. ss Do not use split Use tomo mini • • 400 • • Option 3 • • Proprietary Metal Bracing Products Option • • Productos de refuerzo de metal patentado See manufacturer's F221;/specifications. vea las especificaciones del fabricante. No use Piezas de espaciamiento con rajaduras. 6 IMPORTANT SAFETY WARNING! 6 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 Nunca suelte el truss de los soportes de la gr6a hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. • • • • • • TRUSS INSTALATsI0AND TEMPORA Y BRAGING BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre Bebe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. Q All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepci6n de los espaciadores mostrados en el Paso 4, Opci6n 2, que requieren clavos largos 16d (shank nails), anillos, peas, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas Mcilmente. Install Top Chord Diagonal Bracing ■ Instale Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND ING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA NERIOR A LA PARED Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado permanente. Ejemplo de entablado permanente instalado en los cinco primeros trusses. 4 BGSI-62 SUMMARY SHEE+T BGSI-62 SUMMARY HEENT mo 2 spacer pieces. claves largos (16d shank nails) en cada conecci6n No use piezas de de los espaciadores con espaciamiento con el truss. rajaduras. • • 400 • • Option 3 • • Proprietary Metal Bracing Products Option • • Productos de refuerzo de metal patentado See manufacturer's F221;/specifications. vea las especificaciones del fabricante. No use Piezas de espaciamiento con rajaduras. 6 IMPORTANT SAFETY WARNING! 6 Never release the truss from the hoisting supports until all top chord temporary lateral braces are installed and bearing attachments are made. 6 ADVERTENCIA IMPORTANTE DE SEGURIDAD 6 Nunca suelte el truss de los soportes de la gr6a hasta que todos los arriostres laterales de la cuerda superior esten instalados y el truss este conectado a los soportes. • • • • • • TRUSS INSTALATsI0AND TEMPORA Y BRAGING BRACING MATERIAL AND CONNECTIONS MATERIALES DE ARRIOSTRE Y CONECCIONES Q Bracing material must be at least 2x4 stress -graded lumber unless specified otherwise by the Building Designer. Material de arriostre Bebe ser por to menos 2x4 madera graduada por esfuerzo a menos que el disenador indique diferente. Q All bracing and spacing members must be connected with at least the nails shown at right, except for the spacers shown in Step 4, Option 2, which require 16d deformed -shank, ring, barb or screw nails. 10d (0.1280") Todos los arriostres y miembros espaciadores deben ser 12d (0.1280.25") conectados por to menos con los clavos mostrados a la 16d (0.1350.5") derecha, con excepci6n de los espaciadores mostrados en el Paso 4, Opci6n 2, que requieren clavos largos 16d (shank nails), anillos, peas, o tornillos. Q Drive nails flush or use double -headed nails for easiest brace removal. Penetre los clavos al raso o use clavos de dos cabezas para quitar los arriostres mas Mcilmente. Install Top Chord Diagonal Bracing ■ Instale Arriostre Diagonal en la Cuerda Superior Q Attach diagonal bracing to the first five trusses. Example of diagonal bracing on first five trusses. Coloque arriostre diagonal en los cinco primeros trusses. Ejemplo de arriostre diagonal en los cinco primeros trusses. EXTERIOR GROUND BRACING INTERIOR GROUND BRACING INTERIOR GROUND ING TO WALL ARRIOSTRE DE TIERRA EXTERIOR ARRIOSTRE DE TIERRA INTERIOR ARRIOSTRE DE TIERRA NERIOR A LA PARED Q Or start applying permanent roof sheathing. Example of permanent roof sheathing installed on first five trusses. O empiece el entablado permanente. Ejemplo de entablado permanente instalado en los cinco primeros trusses. 4 BGSI-62 SUMMARY SHEE+T BGSI-62 SUMMARY HEENT Proprietary Metal Reinforcement Products . Prvductos de Refuerzo de Metal Patentadd Q Metal'reinforcement products are installed on the edge of. the web at the truss manufacturing plant. 'They do not re vire an further attention at the • q Y , jobsite. s ` ' . lo productos de refuerzo de metal son instalados en el filo de'losmiembros secundarius en la planta del fabricante de trusses. No requieren atencion 14 specially designed metal reinforcement adicional en la obra. Truss member 'Stacked Web Reinforcement 6 Refuerzo de Miembro Secundario Apilado ` JCI Stacked web reinforcement is installed on the edge of the web at the truss manufacturing plant. They _ do not. require any further attention at the jobsite. Refuerzos de miembro secundario apilados• son a , instalados en'e'I filo de los miembros secundarios ' en la'planta. del fabricante de trusses. No requieren .. t atencion'adicional en la obra.' ` a ' Stacked web reinforcement plated to truss member — Truss member ". NOTE: With careful design consideration and contracting, many trusses can be designed to perform without field applied permanent web bracing or reinforcement; however,, permanent bracing for wind, seismic and/or other lateral loads` perpendicular to the plane of the trusses is required in _every,building., NOTA` Con`una cuidadosa consideracion en el diseno y Contra to, muchos trusses pueden ser disehados, para funcionar sin ' arriostre. permanente o• refuerzo aplicado' en la obra, a los miembros secundarios, sin embargo, arriostre permanerite para viento, sismo u otra carga lateral,perpendieular al• plano de, los trusses se necesita en, cada edifico. • TIuw T6Wn01c This document replaces.WTCA's: • TTB Web Member. Permanent Bracing. • TTB Web Reinforcement ter. TTBPerm TTBReinforce This document summarizes Part 3 of an 11 -part informational series titled: Building Component Safety Information BCSI 1-03 - Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Copyright © 2004 Wood Truss Council of America and Truss Plate Institute. All Rights Reserved. This guide or any part thereof may not be reproduced in any form without the written permission of the publishers. Printed in the United States of America. 5'•i-• '• TRUSS'PLATE INSTITUTE 583 D'Onofrio Drive' N' Madison, W1.53719 a 608/831-5900 • www tpinsi.org Web members within the truss may require some type of permanent bracing or reinforcement to prevent buckling. under design loads. In general, bracing provides lateral support to reduce the buckling length of the web; reinforcement adds material to increase the section properties of the web making it more stable. The Truss Design Drawing will indicate -which web bracing/ ' ' reinforcement option has been assumed in the design. Miamhrnc cor•l,nrlarinc an r in tnTcc nT radion nar-acitar Alni in tipo de arriostre o refuerzo para prevenir el pandeo bajo cargas de diseno. En general, el arriostre proporciona soporte lateral para reducir la longitud de pandeo de los ` , • miembros secundarios, refuerzos aumentan material para' incrementar.las propiedades de la seccion transversal de los miembros secundarios.haciendolos mas estables. EI "dibujo del diseno del, truss indicara si se ha asumido arriostre o refuerzo en el diseno. " ' One brace required on each of these webs:. ` Un arriostre se necesita 'en cada de estos miembros secundarios. Q Braces or reinforcement -must be at least 2x4 stress -graded lumber; unless specified otherwise by the Building.Designer « 0 t • Arnostres o refuerzos deben ser por to menos 2x4 madera graduada por esfuerzo, a`menos que el disenador del edificio especifique de otra manera: , Q' Fasten bracing to each truss with 240d (0.128x3"), 2-12d (0.128x3.25"), or 2-16d (0.135x3.5°) nails. '• • Asegure los arriostres a cada truss,con 2 clavos 10d (0.128 x 3.0 pulgadas), 2'clavos 12d (0.128x3.25 pulgadas), 0 2 clavos 16d (0.135x3.5 pulgadas). { . . Q Always refer to the Truss Design Drawing for specific information. } Siemprb vea el.dibujo del.diseno del truss para'informacion especifica. SIX METHODS FOR PERMANENT WEB•BRACING OR WEB REINFORCEMENT s.., SETS, METODOS PARA ARRIOSTRE O REFUERZO PERMANENTE DE LOS MIEMBROS SECUNDARIOS w Continuous Lateral Bracing (CLB) and Diagonal Bracing 1 Arriostre Continuo Lateral (ACL)'yArriostre Diagonal WOOD TRUSS COUNCIL OF AMERICA One WTCA center 6300 Enterprise lane • Madison, WI 53719 vi 608/274-4849 • www.woodtruss.com t RI If web bracing is required, CLBs are most frequently specified. Si el arriostre de los miembros secundarios es necesario, ACLS son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. EI dibujo del diseno del truss especificara el numero y la colocacidn de los ACLS. Q CLBs work most efficiently when applied to three or more trusses with similar web patterns. Los ACLS funcionan mas eficientemente cuando se aplicana tres o mas trusses con miembros secundarios, similares. 133Web 200400501 ' • .' • fir'• _ RI If web bracing is required, CLBs are most frequently specified. Si el arriostre de los miembros secundarios es necesario, ACLS son especificados mas frecuentemente. Q The Truss Design Drawing will specify the number and location of CLBs. EI dibujo del diseno del truss especificara el numero y la colocacidn de los ACLS. Q CLBs work most efficiently when applied to three or more trusses with similar web patterns. Los ACLS funcionan mas eficientemente cuando se aplicana tres o mas trusses con miembros secundarios, similares. 133Web 200400501 EB MEMBER ERM NEN LING/WEB REI FORCEMENT EB EM E ERMANEN RACING/WEB REI N-EMMEN-Tillillillillill Continuous Lateral Bracing (CLB) and Diagonal Bracing (continued) im Arriostre Continuo Lateral (ACL) y Arriostre Diagonal (continuaci6n) Diagonal bracing • • options Opciones • . de arriostre diagonal !' Repeat diagonal bracing every 20' or as specified. Closer Some chord and web ' spacing may be required by the members not shown for Building Designer. clarity. Repita el arriostre diagonal Algunas cuerdas y miembros cada 20 pies o como digan las • • secundarius no se muestran especificaciones. Espaciamiento j menor puede ser exigido por el por c/aridad. disefiador del edificio. © Always Diagonally Brace the Permanent Continuous Lateral Bracing! 6 Siempre Arriostre Diagonalmente los Arriostre Continuo Lateral Permanentes! 6 ® CLBs must always be diagonally braced for rigidity. Los ACLS siempre deben ser arriostrados diagonalmente por rigidez. CLBs alone DO NOT prevent adjacent braced webs from buckling in the same direction at the same time. Los ACLS solos NO evitan que los miembros secundarios arriostrados se pandeen en la misma direccion al mismo tiempo. O It is the Building Designer's responsibility to indicate how to adequately stabilize the lateral bracing using diagonal bracing or some other means. Es la responsabilidad del Disenador del edificio indicar como estabilizar en forma adecuada los arriostres laterales usando arriostres diagonales o de otra manera. Some Truss Manufacturers will mark web member permanent bracing locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacidn de los arriostres permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. CLBs can only be applied if there are at least three similarly configured trusses in a row with trusses spaced at 6' on -center or less. ACLs pueden ser aplicados si hay por to menos tres trusses con miembros secundarios similares uno a cada lado del otro a cada 6 pies o menos. Reinforcement options are used when adjacent trusses do not have similar web patterns. Opciones de refuerzos se usan cuando los trusses adyacentes no tienen miembros secundarios similares. PERMANENT LATERAL i BRACING REQUIRED I W I ! I W ! I = p'! gel REFER TO TRUSS DESIGN DRAWINGd I FOR NUMBER & LOCATION OF BRACES ,. • • 2T -Reinforcement 0 Refuenos-T • T -reinforcement, often called T bracing, typically provides the greatest increase in buckling strength for a given size of reinforcing material. Refuerzos T, frecuentemente Hamados "t -bracing ; tipicamente proveen el mayor aumento en fuerza de pandeo, dado un cierto tamano de material de refuerzo. • The size, length and grade of the reinforcement lumber and the fastener schedule is indicated on the Truss Design Drawing. EI tamano, longitud y grado de la madera de refuerzo son como las conecciones necesarias se indican en el dibujo del diseno del truss. L -Reinforcement 30 Refuenos-L • • 41Trussmember l,! _I I q Kelnrorcement on one eage Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los refuerzos permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. WEB REINFORCEMENT REQUIRED Q L -reinforcement is similar to T -reinforcement but • • creates a flat surface on one face of the truss for 12L the application of sheathing material. T, L OR SCAB REINFORCEMENT Los refuerzos-L son similares a los refuerzos-T pero • • crean una superficie plana en una de las caras del REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION truss para aplicacidn de material de revestimiento (sheathing). Scab Reinforcement • • 4 E Refueno de Scabs [J, Scab reinforcement is installed on one face of the web. It can be more structurally efficient for multiple -ply webs and provides easier nailing due to the wider lap area on the web. Refuerzo de scabs es instalado en una cara del miembro secundario. Puede ser mas eficiente estructuralmente para miembros secundarios de varias capas y provee una mayor superficie de clavado. • • 41Trussmember l,! _I I q Kelnrorcement on one eage Some Truss Manufacturers mark permanent web member reinforcement locations on the truss itself. One example is the truss tag shown here. Algunos fabricantes de trusses marcan la localizacion de los refuerzos permanentes de los miembros secundarios en el mismo truss. Un ejemplo es la etiqueta de truss mostrada aqui. WEB REINFORCEMENT REQUIRED i IF, W e 12L I goggg T, L OR SCAB REINFORCEMENT CL REFER TO TRUSS DESIGN DRAWING FOR SPECIFIC INFORMATION i CS -. a - y L• .`.CLtI'1•J C.l!/)lilll:J. W `U1lLtS1j Iy .: `Z►' J.J '1'Jl►l1)U:+1 QJ {:11!!L_ i) 'J CONTENTS PAGE • EXPLANATION OF ENGINEERED DRAWING ......... . .................................... 2-5. OLID BLOCKING- BETWEEN TRUSSES ............................................. 6 TRUSSES :WITH -STAPLED NON -'STRUCTURAL GABLE 'STUDS .............. 7-9 -RD,GABCE EN -D DETAIL _',STANDA ................................................. ............ 10, 11 STANDARD DROP TOP CHORD DETAIL ..................... ............... 12 Ltrr PURLIN GABLE•DETAIL ............................. 13 'FALSE:'BOTTOM DETAIL ................. ..................... .................... ................... 14 DETAIL .......... 15, 16 ................................................................... -7 VALLEY TRUSS DETAIL........., ........... ............. -1 RIOR-BEARING OFFSET DETAIL .......... .................... * .................. ....... 18 I -WEB -BRACING RECOMMENDATIONS .............................................. ! ........... 19 ;LATERAL. AND ALTERNATE BRACE DETAIL ...... * ................................. ...... 20 FLOOR TRUSS REPAIR - T.C. DRILLED- CUT OR NOTCHED ................ ... 21 z! " ,.,'.,'4.','i -S-N-C -,LETTER.,. REGARDING TRUSS OVERLOADING ........... 22 -M A. PIGGYBACK ATTACHMENT DETAIL ................................ ................... ..... 23 BEARING BLOCK DETAIL .............. * ........ ?I .................................. 24 ................ , 1A -BRACING 'RECOMMENDATIONS ........... .................... ....... 25 JERAL .7 T qutromm 19TFS: 0 USTON: L =mew Fs -Z JOS t!AA.dE.. St. _ FitE 171SIW tL •aummlCMAM ELEV. io,80, AWN By i ,j. _ .,L •ate l ci ' q {e T m r&3'.2 r £.i3'1, f#,•s .. S' Y: -,•s. a,• . ..m m 7''•^ , , .s'• - a` `i+k^ , •v x a '" s:..,, zu. • s'•qt, _ Yf. dya ..s , `` .a vt- ',°s` 'Y,.•, • P .,r s , " ,Yf. '' „ '" .5 '+y' i s"`?' " 7 3 Y s'xY" _ . y •:Y C -.y ef. hle C LA`C'Y ir'w ii k.. - ( i £• G ' . $ ' Si"yf' 3 . ,3[i eY - U y; N% , H S` x:3a». . ' S.Y, .. . - 84 .a .°3.+ u-• -9 g j> yt. ozl - . w-x .R"' .'s ' ' oc,z"•, „s">. j-3` . - , Cys f:M' ` - ., , s -3%„4.a zz . . w „ i' ., s G, (ji. .:f tef$ 'Y yk' 1` 'S.i ; sC `. ' A'S w'Mf p r kf •4 3, J" 1 . F ry ' _' ' k • ; kv . ' 5 "taDs. .w {fi ` + .- I s " _ A - i •a`~ . 3 • . 'r ` . k ' - ,, n z °' ,. .s • ' x'`''3 e' ; ,r'.'t .,.,• -s` .f- „ a . - r s y - w. -au' , °^, rvi x. ;.. , „ ` , 3..r s ' i- . z+ ,- ..... '-3•• xx. -f • ,,. tik ,,•.. ",o-r"xry, 1?.a Y , S, ' `';,m=r '} ''- Grp 7 .. G:^y m,o^-• `. a. ,.,,,•> • as '.. y+ `-c: ' - ' - G,,. xx mss•°' x .sra:s ,. ' ` - F .i as r ' ' t .. :r..`zz, „'Y' .i. m' .. U4, too V: hy 1 46 qFZ'- . 9 •3, . too •c .^.q°` si _ mss . _ G . f tr j f p. ansa' "' t • <. ,-tomu ... . _ t' .' °D9 f -•• `Y 6 „jam e.Y s up all I °KG of 40In in 104 • NOW;Ml i'v td .v s uc • -c ' s mua draw ;.?g'it ` 'sa e;ti a tgal 14 4 r O ; Ql ,r33 + :. .mss- . y a '. :'. , .135• .:. 9 X. Man. ' x ^ ... - .. _y. .- ` £lift r L•` ..4 R 9 • Job russ Truss Ty0e ' Qty ,ly DISPLAY IROOFI.' COMMON I ` 110 i "• -2-0-0 q 2-0.J • 5-4-S 10- 3 4-9-13 SodO e Feb b 6 03 Mifak Industnes, r1c. Mon Nlar 7 14: 1 15 r}0 19-9-i3: 24 7-11 30 0 0 4-9-13 4-9-13 4-9-13 5-4-5 6.3 X63 Page 7 32.0. 2-0-0 i 4x4; = 6 z(= \ ., 10 01 •.13. ` 110 : 3.6.= 14 12 34= 3x6 = 3x8 — - 19-9-13 30-0-0 10-2-3 9=7-11 10.2-3 Plate Offsets JC, Y): (2:0-3-0,0-1-41,(10:0-3-0,0-1-41 LOADING 2sf= J SPACING 2.0-0 ; CSI DEFT TOLL 20_q Plates j in pec) I/deFl •_ -PLATES GRIP. Increase 1..15 TC ', 0.29 Vert(LL) -0.09 TCDL 10.,3 Lumber Increase 1.15 K BC 14 >999 MI120 249/190 0:83 V.ertITU 0.39 13CLL 0'3- Rep Stress Incr YES WB 0.36 Vert(TU 0.07 BCDL 10.x) Code 12-14 >999 07 ' 10 n/a 80CA/ANS195 L 0 1st LC LL Min I/dell = 240 Weight: 158 Ib (UMBER. - BRACING CHORD X4 SYP No.2 TOP CHORD ' Sheathed 4-2-1 BOT CHORD X 4 SYP No.2 BOT'CHORD ' ITOP or oc purlins., 4} 2X.4 SYP No.3pp Rigid ceiling directly applied or 8-6-11 oc bracing. ' _. R s•. (. REACTIONS (11Jsize) 2 =1317/0-3-8, 10 = 1317/0-3-6 ' Max Horn 2--175(load case 5) Max Upliff2=-341(load case 4); 10=-341 (load case 5) FORCES fib) - First load Case Only L/ . TOP CHORD 1)-2=26, 2-3=-2024, 3-4=-1722, 4,.5=-1722, 5-6=-1722, 6-7=-1722, 7-8=:1722,.6-9=-1722, 3-10=-2024, 10-11 =26 BOT CHORD 2-14=1794, 13-14=1140, 12-13=1140, 10-12=179d_ WE8S i-14=-294, 7-12'=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288' J 'NOTES 1) Unbalanced, roof live loads. have been considered for this design. 2) Wiiid: ASCE x-98 per .BOCA/ANSI95:90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf: occupancy category Ilj exposure C; encloseii;MWFAS gable end zone;• cantilever left and right exposed ;end vertical left and right ezp'osed;Lumber.00L= plate gnp 006-= 1.33.' - . 1.33 3)'.Pr6v1de mechanical connection (by others) of truss to bearin' plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib' uplift atjo.int`i0: .. A Cumulative Dimensions M 'TC, BC, and Web Maximum, Combined Stress Indices , LOAD CASE(S) `tandard B Pane! Length (feet -inches •,sixteenths) N Deflections (inches) and Span. to Deflection, Ratio C Slope O Input Span to Deflection..Ratio D 'Plate Size and Oriertaticr, P M T ek Plaie Alloavables (PSI; , E Overall Height O 'Lumber Requirerneiris . F Bearing Location R Reaction•, (pounds) G Truss Span (feet - inches - sixteenths) S Nlinimum Bearing Required (inches) N Plate Otfsets T Maximum Uplift and/or Hprizonta! Reaction (f Applicable, , I Design Loading WSF) 11- Required Member Bracing •J Spacing. O. C., (feet - inches - sixteenths) V )'.ember Axial Forces for Load Case 1 w. Durtbpn of Load for Plate and.Lurnb,, Design r I - L Code (.4ddiLonal Loac iLoad.Cases T r tri y. s. n 'Job !Tiuss• ¢qm ,• - - Id Tek n ;t- f r a F .'tiER SITE ' .b Silo t P 1 A i n1 • .. y - , ....,.,( .......a 10 • 1 9 .1` 3,peaflrtg Anol Tluss _ c- t, L Fe .. 4h+ PI t a ( .5 >' fi' • .................. 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WD• EB•4d .1, .. xx ©i • g . (OAD'INt psO SPACING ? ... . .... ... TCLL p)' DEFL ;0- d 40• Plates fncmz,$;a GS i in ((laSl) va 11gj a' v 3 S 7 a a g. I ,.I.OQ .`TC 0.97 i PLATES :GRIP ' ,, J"" 3 .]U.O. LumberlnUeage 4.00-Vsrt(LI_ O,4DAf AF 1589 3i3O .(•11!20}F' i 2.: < `S T'••'?,( 6ftL: 0.o. ! EC 0,9fl ven TL A x 3 1 f R0p•S[csss •Incr. 1' ( ) •Ott;2AE-AP 1382 .240 13/190 [CDL 5.0 4$! '' (vR 0.82 Hort TL 0.07' AA t•111_Oli 10711 13 a t j `''L • Codd FiOCA(17I200 ( )n/a n/a i ft'1an- a31a:."ic it^rt k LUa+ri0 ,t. .17eaY t t-•" + > _ $"{<:kn !'MBER uu 'TOP CHORD 4.X7 SYPN0.].BRACING 80T CHORD 4 X 2 SYP No.i r'ExceptY T.OP GHn9D 3 Stfuctural wood SheAllfing purlinsrArectiy •yppliad or 2-2-0 Ce: o, D!'i X 2 SYPN, MCCO'endvertical,, rp, WHS.. 4+X 2 SYP 140:3 BQT CAIOIiD 111 010 g `F sp"i ab" 05'11GRS 4 X 9 SVP Stud,0 Collin dn'cury applirn nr G•tl-(Iny bracing, ' • F •sz. c6, n £A?r 9 R EACTNS(Urlsl2e - At•1= .. IO997/0.3.8, JiA=Z066JG•3-6s U.259 ,.i'fax uplihu«_Ia0(load caee.2) /0-3•fl . x " Hax0ravAM=Q96((Dad-case2),AA=2066(load Case l.),U=431.(inadcase`3) if . a g FORCE$,(Ihj - Mazlmum Campras>lon/It@Xfmum Yenslon I p TO 0:1OUD U.AL=-36111, T-!•L=•3(:/Or A-U='l.(179JO, H -C r _ .. 1f' r' •"'\ -< .`.r r I 3449 0, G:H=- I I •v E•F=_3449 0, F,fi=- "i•'4AY' p1s i /d.Yn1 e• / - E71QJo•?684/0, I-J=_LBi4 D, R i `ill*` 3'. IL,L=0/2271,.L••M=0 0 / 35_,_50,`i.lij`z,:- n Q -RI -7591844, R•c; 70 374, SoT-q " #•0=-570/1383, 0•P=•3'i3/1284, MQ=•.7SU G64. 7 fl07 Cl IORO AI-Al:-01AJ 2J0, A -AM= -958/0 /rt 0, Al•l-0/2996, AH,AT-0/3355..AG-AHoa0 AD-AEd0,r1844, AC- D+ 13955, Af-Au'=0J3340, AE-AF=0/1$44, ` .. Y•2=-1724/0X_y .A U/l$4geA0•AGr=!.177/O,.AA A ?'-11$4/0, L-P.A--2276/0,. - r1':F"1 ] *kC t1 k+EBS 7065/562, y/•X=•LOGS/582,01950 U -V= -I66/553 { "E" -7-1110, ]•, D=D/749, M•Arl _i022/0r P-X=O(3, A=rJ=0/2034, C_Ai=, s'y 1 rr t <r I D -A7=•.1173/0: 0•AI'm0/5 6, SON, 0/1586, G-A'I: O/Ii9,.G-APv-7U9/0. N•Ar•=s tq(D, 237 0 i £ 0/1S8b, K-AA=-1•iBflJQR_v, •i( -AC -011604, J -AC=. Q66 "f (' N'14 Y=g/102:!1 P-R=1-a9t/0 0 P-4YaQ/4-. ' L J 4, f"'Z . 63510, M -Z-0/807,'61/273': 0 l s 1.0, O•Y== 1G 3 . NOTES P s7'f•w t r z }} t .. F L) Unbalen:.ad floor IivA loads have been considered For this dasi n, e P D .ti x •k 1„ 0 g l _ t 2)hll'platesare )•11I?OplLltsunless0ther+:Iseindicated. ' , y •F-ckylt^1 1' #zi, § !-, d r) i ills truss requires plate ins ,ectton per the Tooth Count Method when rills truss !s chasm for o t' 5'ssdranceinspection. - y ' •y x'. q A it .i iyJ`1F'zj7' ,.Y.+c{air e: et1 h ,.US •1x.I 0 `b r, 1, fid) -Rearing a[ j01ngy1 Ai•1 considers parallel to grain valusMQ AN51/YPf 9 L-.1995 angle to arsin f0rmtd'a. `- ') .ti • ` - J e a+fa , [Wilding designer should veritycapacity of Ocarin sllrfactt. ' s. Design USP Cynnectar, raCOmmendeo to Cann t'tn;s, ro boating vlalhl rlUe,fo uplift at 't s u .•`il i Design afsumes 4x2 (Ilat orientation fj Spacing ;,! r gtit purls s'at ac s acini Indl area; fastened (o truss TC w/ ?-t Otl nulls. ,• 2,dre. x' ' . r 7) Recommend 27;0 slmnghacks, mY edge, spaced at ! 0-0-0 oc and fashtn0a le Each (14x1, i'I h • / n aO`' S&3! • j ,LF,td " E r'. r ) Strongbacl:s'rd be zttached to,•,alis of !•heir Dolor and:;orr0strwined.by othernif>ans. r l 3 1611 nuilb> 0...• ! e ,,s a) CAUTION, Do not cruet truss buciv✓h.,%, Vl T ll < no cnsE(s) standard NOT FOR PRODUCT! d si t ul: 1L r Fl s iv 4 7 LL ............ _ ............. iJob Truss runs. YPe Ot>/ y IDISPL4Y FLOOR FLOOR 1 t I \ ' I IJob Reference to tiohall 5 00 s Feo 2UO3 iMi 1 a ndustnes, Inc u Ntar 1 9 1 7 2 2003 age 1 1x3 II U6 FP - _ ,. 1x3 II 14.-` 3::4 = 3x3 = 3x3 = 1x3 II .1x3 11, 3.3 = 3x3. _, 4x4 - 3x3 II 3x4 = 3x3`= 1x3 II 3x3 =, 34 = • 3x3 = 1x3 = 1 3.. 4 5 6 7 8 9 10 11 12(1 I - 13 to 15 16 17 34 35 ^ 19. .. 33 ' 32 ,,31: 30 2928 27 x.26 25 24 - 23 2-? 21 ,20 19. 3x6 = 3x4 = 3:c3 _ • 3x3 = 3x3 = ; 3x3 = 4x4 = 3x6 FP = 3x4 z;- 3x3 = 1x3 11 3x3 = „ 3x3 - 3x6 3x6 A. 2-9 d . 5-3-0 -6-0 7-9-0, 9-4-8 11-10-8 14-4-8 17-0-0 19-7-8 22-1-8 23-6-0' 24-9-0 27-1-0 30-0.0 G .. 30.0-0 , `i LOADING Ipsf) SPACING 2-0-0 L CSI M DEFL in floc) Odefl PLATES GRIP TCLL 4C.0' H Plates Increase 1.00TC . 0.71 Vert ILL) .-0.18 30-31 >999 M1120 249/190 TCDL 1C.0 Lumber Increase 1.00 J BC 0.75 Vert(TLI -0.24 30-31 >829 BCLL - GO Rep Stress Incr YES W8 ' 0.46• 7 Horz(TU 0.04 . '26 We SCOL S.z0 Code BOC.4/ANSI95 K (Matrix) 1 V 1 st LC LL Min I/defl = 360 Weigh[; 156 Ib LUMBER BRACING TOP CHORD .4 :< 2 SYP No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, . except end verticals. WEBS HORD `4 X 2 SYP No.2 . 80T CHORD Rigid ceiling directly applied or 6-0-0 dc bracing. WEBS '=4 X 2 SYP No,3 s REACTIONS 2b/size) 33=774/0-3-8, 19=508/0-3-8, 26-1978/0-3-8 (F::4ax Grav 33 = 80(load case' 2), 19 - 61011oad case 31, 26 = 7 97811oad case 1) F.. ES hb) - First Load Case Only TOPCHORD - 33-34=-37, 1-34=-37, 19-35=-43, 18-35=-43,'1-2=-2, 2-3=-1353, 3-4=-2098. 4-5=-2186, 5-6=-2186.- 6-7=-2186, 7-8=72186, 8=9=-1264, 9-10=63, 10-11=2035, 11.12=2035, 12-13=467, 13-14=-732, 14-15=-732,:15-16=-951, 16-17=-784, 17-18=-2' " BOT CHORD 32-33=826, 31=32=1859, 30-31'=2282, 29-30=2186, 28-29=1785, 27-28=743, 26-27=-894, ' 25-26=-1091; 24-25='-1091, 23-24=183, 22-23=732, 21-22=732, 20-21 =1032, 19-20=517 WEBS 11-26=-100, 2.33=-1097; 2-32-734, 3-32=-704, 3-31 =332, 4-31 =-256, 4-30=-130, 5-30=27, 10-26=-1519, 10-27=1157,"9-27=-1,121, 9-28=725, 8-28=x724, 8-29=546,6-29=-271;.12-26=-1257, 12-24=867, 13-24=-904, 13-23=747, 14-23=-299, 17-19=-685, 17.20=371, 16-20=-346, 16-21 =-113, 15-21=298, 15-22=-234 NOTES 1) Unbalanced :50or live loads have been.considered for this design. '21 Recommend 2x6 strongbackg, on edge, spaced at .10-0-0 roc and fastened to each truss with 3-16d nails. Strongbacks to be attach'e'd to walls at their outer ends or restrained by other means: 3) CAUTION, Do not erect truss backwards. LOAD CASEfS)yStandard A- Cumulative Dimensions M Deflections (inches) and Span to 00.lection Patio B Panel Length 1 -feet- inches. -.sixteenths) -N Input Span to Deflection Ratio . C Chord Splice Face Plate O MiTek Plate Allowable§ (PSI) D Plate Size and, Oriertatior, P Lumber Requirements E Truss Depth O Reaction, (pounds) F Bearing Location R Minimum Bearing Required.(inchesl, . G Truss Spar. (feet - inc4es - sixteenths) S l0aximum Up€ift and/or Hdrizontal Reaction if App -able I -I -Design Loading(PSF) T Required Member Bracing Spacing O.C. (feet -inches - sixteenthslUMember Axial Forces for Load Case 1 J Duration of Load for Plate and'Lutnf}er Design V Notes ' K ;Code `ys' Additional Loads/Load Cases• L TC BC 0 eb Max m m Combired St ess Indices • is 7-- W. s - n u u ce, 0 P.O. Box 335009 forth Las Vegas, .N7i 39033 :.sE e . i Alo r ..G. pOO spy n . .. ... .. .. .. .............. fX, il3fl/dD05 ' " lovember 3, 1999 Q 071 (' ` co MICHAEL A. ° d: . 0 F' w M LLETT z of,pl Lt o A.C. Houston Lumber Company U_ Z . 2912 East La Madre Way 4p Pc OfE 1S p yc i03 North Las Vegas, NV 39031 .`' LA. o- CY1 -A./0 O 1,d33 Re: Trusses with.non-structural gable s ud - ?la. C05g743 .Ex p. 1 To Whom It Nfay Concema . '1 ' ' -03 1999 This letter is' in response to your recent inquir ou of staples rather than metal gusset plates that are shown on'the truss engineering drawings for non-structural gable studs. The trusses in question must meet all of the following criteria for this detail to -be valid. ie trusses must have be -en designed by this office using AINSLTPI 1-1995 and U3C-97 criteria th and increase of 25% for lumber and plates, :24" O.C. spacing, 16 to 20 PSF top chord live to,14 PSF top chord dead load, 7 to 10 PSF.bottom chord dead load, design wind speed is 1Y1PH maximum, and be single ply trusses only - 156 r• a 11e,fi usses must be structural trusses and be approved by the building des • ner for the intended oplication prior to fabrication. .x•11 -parties vavolyed in. the project must accept their sponsibilities and perform their work as specified in AiNSI/TPI 1-1995 and WTCA 1-1995. out -looker notches are to be installed in the top chord of the truss,' they must be "addressed specifically in the truss design.drativings. Out -lookers that extend longer than 12" beyond the end of the gable truss are not allowed. There must be no out -lookers within 24" from the end of the truss, or in any top chord overhang. • No plates may be damaged or cut. 4. The trusses must be handled and installed properly in accordance with HIB -91 criteria. If y trusses :have been handled improperly, consult professionals before proceeding vvitb installation: All persons involved in installing should read and understand• HIB -91 before attempting. to handle trusses. It is recommended that the truss installer should consult OSHA if there are , questions about jobsite safeby concerning trusses. The fabrication; installation, and handling of trusses is oufside the scope of responsibility of the truss designer. 5. Never sit pr stand on trusses laid flat- Never stack -construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to resist lateral loads perpendicular to the trusses. This is true for all truss members, but is especially true for all non-structural gable studs; They are called "non-structural" because they are -not specifically designed to support loads. T'ne structural members of the truss are adequate to support all.of the loads applied in the plane of the truss. 6. The trusses must be'adequately braced. The -truss designer specifies only the location of the . bracing, that is required for indi+ridual 'truss members to Oreveat out .of. plant buckling of. that • ' member. 'Additional.bracinQ is aliNays,required and is altiVays the responsibility of the building . . j'. •').:.>. y!u •:•. :}-2++' •i:.(^!.:rt,!yvr . :phi -t:: . G:: N,_`:d . v`.t . vG - iY. '1 C .t P a O of 3 :'Farm JrF'1'Ya'cTncssDesoii'ardR `a.x"' :. i 411 r1 Plovember 3, 1999 Page 2 cesi er. The bui_dinz,desiaper should provide the contractor w h a bracin; play for the building. This plan may be included in the contract.documents or may ne d to be specifically rtq ested by the contractor. . Refer to WT.CA 1-1995.' for' questions retarding scope for vnponsibiliv . u Vi 5 S/0 l 11Mo.'.C1 57 3 "• Fxp.//6/30/,2005 . Ix !.; • q T MICHAEL A. W'NiAL T m r •' r //('.I/VIII/ - i TYPICAL GABLE END BRACING DETAIL. 7." If the truss design drawings specify seismic or wind load had been applied, it is applied in directions that are .parallel with the plane of the truss. Trusses which are exposed to wind GABLE, EMC acting perpendicular to the face of TRUSS.` the truss must be braced to resist the lateral forces .due to wind load acting on the face of the truss. The building . designer should perform lateral calculations to determine where braces are required. III$ -91 should be consulted for general •guidance with - 4/IND regards to bracing of trusses. An additional publication entitled IN OUT OF PLANE"Commentary -for Permanent Bracing of. Metal Plate Connected Wood DIRECTION Trusses" written by John E. Meeks, / P.E. -is available from WTCA .(Wood Truss Council of America). In this LATERAL' publication on pages 9 and 9, the BRACE bracing of gable end frames are discussed. It is recommended that the building designer read this publication. Also consult the " Nfitek d d i- L1 Ed 11 CONSULT SUILOINC OESIC.vEA FOR SPECIFIC OETAIL 'BLOCKING - ROOF LSHEATHING DIAGONAL WIND BRACE BY BUILDING DESIGNER Stan 2r a e n Detail additional information. All of these BLOCKING publications specifically recommend'a detail similar to. the sketch to the right N/ALL TO GABLE TRUSS CONNECTION in many situations. END WALL DESIGNED .AND DETAILED BY BUILDING DESIGNER. S. A11 connections must be applied in conformance with A.NSI/TPI 1-1995, current accepted NDS, and/or NES National Evaluation Report(s). ; 9. The trusses must be fabricated properly with no gaps at stud connections except as allowed. in AINSI/TPI 1-1995. - If the above'conditions are meet, then (3)-16ga a 2" power driven staples may be substituted for the'."pecifed metal guss'et plates. This connection is intended to hold the non-structural gable studs in place during delivery and installation. These studs are intended to provide nailing . surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss: If these non-structural gable studs must resist lateral loads as noted above in note 6, additional . nails.or connections may berequired and must be specified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setbacks greater than:2'-0"', -all airder trusses, piggyback, and valley trusses. Plated connections .are ..also.'. recommended in any situation whei e a ledger is:.to: b.e.applied 6th'e' truss (Ledgers and -their. connections' are by others.) :This letter applies 'only to . l_6 or :2" O.C. spaced vertical :non- . .. ". .. i .-V t! Movember 3, 1999 Pa;e 3 st-scc ral njzrnbem znd got :o d' nal or. horizontal members z::ceoi ac dent locations. U the e is any question about rhe apnGcabil_io; oc this leaer to the intended situation,plessa feel Tse e. to contact this-office. This tetter may be used to address this issue siibject to the conditions until inrormed oilier vise;by this office, or until accepted codes ofspecifications change. If ou have any. questions concerning this matter, please let me Imow when I ani in yourufnce or write ine at the above address. I caa also be. reached by telephone at (702)=232-0099: . Sincerely, -- 0 FILENAME: TD STANDARD GABLE END D' -TAIL. PAGES1 of 2 —; OIAGONAL OP, L -SPACING 9/5/2002 VAR[ r' '-- { REFER TQ TABLE BELOW SHEATHING TO CL:.,,I I dX _ — 2X4 NO.2 OR STP. DF -L 1 1/2" -(BY OTHERS) TRUSS 1X4 OR 2X3 (fYP) 31/9 `t • \ 24" MAX 20O.C. NOTCH AT' TrP -- — I 24 O.C. (MIN.) 'i' A~ A I 2X4 LATERAL BRACING 6 . 6' 3DG : TOP CHORD AS REQUIRED PER NOTCH -DETAIL TABLE BELOW HIT \ • 3x -3x5= ',ONT. BR . v ' j 'SPAN TO MATCH COMMON TR SS I VERTICAL STUD END WALL FRIGID CEILING. TYPICAL 2x4 L -BRACE NAILED MATERIAL TO 2x4 VERTICALS W/8d NAILS w, D .E TA i L A SPACED AT 8" O.C. ' S=CTInN LATERAL BRACING NAILING SCHEDULE' LOADINQpso SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 CDL 10,C Lumber Increase 1.15 BOLL 0.0 Rep Stress Incr YES B QC)I. 10.0 Code U669VANS195 LU( _R TOP CHORD- 2 X 4 HF 1650F 1.5E BOT CHORD 2,X4 HF -1650F 1.5E OTHERS - 2 X 4 HF - STUD/STD VERT. HEIGHT # OF NAILS AT END UP TO 7'-01' 2 - 16d OVER. 8'-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6-8-0' 13-4-0 '16 INCH U.C._ _ COTES ;'1) VERT.:STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONVECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF F.00F SYSTEM. 5) DETAIL A (SHCW N ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORE) NOTCHING NOTES .THE' GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB .EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORE) WITH 100 NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER D =FECTS ALLOWED AT OR ABOUT.NOTCHES. 3) LUMBER MUS7 MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. F/O^ 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. -► Dnp. finued on Page 2 .. I nFIIENANIE: STDGA81odxo J jJ RD G BLEN -.7 DETAIL PAGE 2 OF 2 7/17/00 4- 10d NAILS MIN. ,PLYWOOCY SHEAT HING TO 2X4 STO. DF -L BLOCK • 2 10d (TYP)' 2X4 BLOCK SIMPSON.A34 OR EQUIVALENT r 2X4 Sr D OR BTR'SPACED @'S'-0 O.C. SHAL BE PROVIDED AT EACH. END QF LEDGER I BRAC EXCEPT FOR BRACE EXTENDED I STRON BACK INTO E CHORDS & CONNECTED TO j CHO S W14- 10d NAILS: MAX: ENGTH = T-0" GABLE END i - STANDARD TRUSSES SPACED @:24".O.C. . NOTES .1)2X4 N0.2 OF2 8TR. FOR LEDGER AND STP,ONGBACK NAILED TOGETHER WITH 10D NAILS @ 6'.' O.C. -. 32 2X4 LEDGER• NAILED .TOEACH STUD WITH. 4- 1.Od NAILS.:: 2X4 STRO GBACK `TO BE CONNECTED TO EACH VERT. STUD WITH 2- 106 TOE NAILS , THE 10d•NF iLS SPECIFIED FOR LEDGER AND STRONGBACK ARE 1 O BOX NAILS (0.131' DIA: -X 3.0"`LGT) THIS -DETAIL IS APPLICABLE TO STRUCTURAL GABLE. END IF THE FOL L ' WING CONDITIONS ARI'. MET.~ . AUG I' ,,.. 1. -MAXIMUM HEIGHT OF TRUSS 2 MAXIMUM PANEL LENGTH ON TOP AND 80T• CHORDS T-0" 3VIE HORIZOf ITAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. .NEC- s 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. QQOFEBS[ONc^0 . T :".... s ; 1 fid • , i d -7117. llP MITEK IVDU"^)`ES, INC, CA: 1 -ORtoa.__ j i . r • • AUG 1 9.2003 . ..: -v, c+iaer ) 2X Ol OIL. . o{ ,, - Y Q RE O: "`I . P' .04 F.., d.STY)T• I2 O a . O-0 _;;=.:J :_ -.:: •- a, Hlndl'ai .`ti:Er&elion Wf.ce{Lneoua hlwmcllon mro "p'n°" ,hu ro w.pml:led. Tha nce d IIIL. arBr•ch Nlormrllon Ccmeclor, hlardwu. Lumber .{ daunw;. da a0 _lu. lntfuy m p ,e aamd . nnauo panel Jua e. P.amd h 0.7--b.Jd uy ti TZ hr sy pe 1La a Iv ca MITe k I n (I U S l f 1 C 3 I n C L a 1u•.,valYYyLIurJ. lawi ,IuJ 4o dart m .m uum prw ... n.:r.dY,ura i, u:rev,nrYnEu.r •p„d• IW nr •dluY,: '. laa •A,s].. ro .w W YI Qa.in JI nurm.Yry ris..m pVvre...ppw.6 W 4+•,a... b.:Ly l•6.li.J .nn m.nM W rmd.nr. .,in TPF ,fit Inm . ro,' .r.Wrr r11IVW G:i •na lair• r7«d q III, N•Ja•ynartl au crit eYniOvu Woru u• V' .th "•' L9T xulnu nalab7. Ftr 4.,a irul on lvlh l.:r. 4 VV r s , ti I>•+rparun, p,av, • ]TIO CaIJ Camp Ur_ 91I0 ti c wla u la.df ''a'a"tJ'I a -WI ra''1i M .(cy,+dlu. r.q.b Ina d up xnitll• "IW uwa dur - I,,, 4s.1 6AI 1vvL W:cw hv. reo./n.i • la d W I roa nyAlwhlulr urards i. E. d• du .4u .n1 {Lneha Co Nuvti CA 95610 d u"mr u nar rl`h11Y50Ca1G/1. Al ma• d ur rPKad ,l yr W17n. d'Wa moi W d IM W.9"9• W Y. u ha e.aclwf yl,nu u,,,rnnuu bpd 9.71r., Jo ala, y L uJuR.a.I.vd nx.rhr`. ✓. n.•,.d a de ro•al Yu.n. " w "Q'J (CW)T72.5]51 FAX (f 1 gt71-t225 :•__; I'^.• Iuv, ri9r: ;.w': raw: oc IM hwu i d In. Y1 '^• hc' 6 Waralr rom•1m J...m .,.araa, jarn atl.1 aw lrw yuL ,pra/uu CdP7rltht (Cl 1992 ';; •.. eon ata d', I:, Yy du.yn uircalal cu al•d •r 71 ur. .7n..n mlh. W.4 d4• pn4u acl,Yrp rlunLl i. w• duH duan kanr d {1. Trp:. .N r n Ilefa •, wuulTaa. 4auYliu., le.. •ruo. o. rS ca-nl,tl. u du ' ya a •",m aJ. dr..,y. CH,WTEfl uE1HEfl JLII pyrith2 N.,x.1t d W.tJ b.cap .nt fVr laulla,a. o'ru.IVI.SrYr ,x+ llu.l.F t.rlr•1,. IiantlV dT.l'nJ n'rJnO L'( 94 o(r•1 rrInrrt.tr •t nilly uV.a• adv r ')n a (F`ii :.:y, 4•Y.I.r,arr d ru.risw.i.:... y. Jilrnuv •rd wuau• I• a p.av •w II+• drril.i:.. u. J.a.n. ..h~ r u,t L. ,.i .Y a..Tyvddr aoapW•a Ih. LIM L.l1l J ILiY `-- l nt V1 . MTC .,J TPI •, • IOAPRIL 2a, 1998' S, CICS `Pi o0 a. 'MiTek'Industries, Inc. PURLIN,GARLE DETAIL THE PURLIN GABLE TO BE -AID ON TOP OFTHE HIP TRUSSES AND ATTACHED WHERE IT HA CONTACT WITH THE TRESSES BELOW. ST-HIP01 SHEET ,1 OF STUD SPACING ON PURLIN GABLE -0 ,BE LESS THAN OR EQUAL TO THE -LEAST TOP CHORD PURLIN SPACING ON THE GIRDER, OR HIP TRUSS. 5x5 3X5 ALL PLATES -TO PE 2x4 UNLESS OTHERWISE NOTED 3x5 TYPICAL "PURLIN. GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 wGNE- \` ED** Nu T \ 0 -n M04 SEE DETAIL z 0. O.Ll2 ' SEE DETAIL # . - O. . U .. 2CF SSIOFL _ N ONG JACKS CD 2 -Cr T ii0. _ c 1 C.4(/9 , 9 E C._ . .,,SEE SHEET 2 OF 2 FOR ALL DETAILS s c0 OF C.3A a, , 7 A FALSE. BOT_l OM CHORD ST-REP10 IndusKries, Inc. Che-sTEf-lield, NIC). MAIN TRUSS (SPACING = 24' O -C.) a MAIN TRUSS MANUFACTURED WITHOUT FALSE BOT -1 OM CHORD BRACE iT(P.) 10'- 0- O.C. (MAX.) FOR SINGLE TENSION 80TTOM CHORD WHERE RIGID CEILING IS NOT APPLIED DIRECTLY TO THE MAIN TRUSS BOTTOM CHORD. BRACERS SPECIFIED FOR BOTT'O?vl . CHORD IN COMPRESSION OR MULTIPLE PLY MAIN TRUSS. VERTICAL STUOS @ 48- O.C. ATTACHED WITH TWO - iOd (.148- OIA_ X 3-) COMMON WIRE NAILS AT EACH ENO OF VERTICAL P 2X Z STO. (OR BETTER) SPF, HF, DF OR SYP VERTICAL WEBS TRUSS SPAN . A -N I IV 1JOTES: Q) rj Bli LOADING:.1. LOADG: ul p cd U: LIVE LOAD DEAD LOAD A'. TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING) S TOM CHCRD: OT :OPSF- IdPSF 2- RE :ER:TO:T.H=_ MAIN TRUSS ba[GWFOR. LUM88RAN0PLATINQ.REQUIREMENTS H AJMQM-QqTTOM CHORD PITC' ='6/12 Y-AiqCE, EDGE DISTANCE ANO -,S CING.OF- ,ILSS . Hj LLZE:W NAILS D NOTES ON THIS AND REVERSE SME-BEFOR USE.:--. crlly ,ft r9m e -i fs'sE6Wn, to be :D6 Mfrek connectors. This' design's based only Upon c 'I f6r On individual building, component instatedbhd;ldad bil - d' rop6i incorporation. f building designer -not truss a Jtyof.desldr paromet6ri 6 mrbtf6h: Of c6mponent i responsibility 0 t `E8 q K ft , 1-tpml ,,ppnrt e &O in dwd stop nq constaictio Is theerector.af locMdual. web 3=b flity onilbUlty - of the erector. Add[Monal permorij Fve 'I, fuir E - Ii the'fe-sponsibilltyindsigner. For -general -guidance -guida, ce Standard, 6f tcrhb.building designer. DSM9 aracing S ecific' ie­g6 ihd - -lbbiicafibri-;quoity control, storage, deilver,/,ereiction and br6cfhg. COnSUff dZ88 QUO otion, and.HIB-91 m truss lhstitur-e 5k1. D;06ofrI6 NrP e. M961sori. W1 53719; MiT G )6 ialhngbr4 Brdclnd Recommendation ovalable fro 2X.4 Na.2 (OR BETTER) SPF, HF; DF, OR SYP BOTTOM CHORD Mzix Horz2=177(load case 4) MExi 001ift2=-63(load case.5), 4=-30(load case 5) FORCES(lb) ;Maximum Compression/Maximum Tension OP CHOR•. :1i 2=0(76; 2-3=161/106, 3-4=240/67 bT CHORD 21l-4 33/51 ' NOTES ll. 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf; BCDL=4.6psf; Category II; Exp B; enclosed; MWFRS.gable end zone; cantilever left and right exjiosed ; end vertical left and right exposed; Lumber DO —1.33 plate grip DOL=1.33.' 2) This truss has 6 en designed for a 10.0 psf bottom chord live load non concurrent with any other live loads per Table 1607.1 of IBC -00. ' 3) Provide mechaiical conhedon (by others).of truss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 30 Ib uplift at joint 4. . * End vertical may be ommitted on jack trusses less than 7-10-0, provided that bearing is added at JT -3: Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOADCASES) Siandard 0162 • OFCAL ' • Mar 23,2004:.' Job Truss Truss Type Typical End /Comer Jack Qty Ply General Details - All cornerjacks and end jacks ALL JACK MONO TRUSS 1 1 meeting requirements listed below. Job Reference (optional) ' )uston Lumber Company 5.200 s Sep 30 2003 MiTek Industries, Inc. Fri Mar 19 09:16:01 2004 Page 1 ,A/r _ -2-0-0 8-0-0 2-0-0 • 8-0-0 2x4 I I Scale: 3/8"=P 3 Slope may vary from 3:12 to 8:12 cc o 8.00 F,2 max. .a May be.ommitted per,Note 4. . 0 O L ' N - ca 2 > gl 281 'May be by 2x4 4 supported girder truss joined iloositionind. 1 2x4 \\ with Simpson LU24 or USP JL24. Alternate plate 2x4 II When end vertical is ommitted (note 4), Simpson A35, USP MP34, or 3-10d toe 8-0-0 Max. nails (per 1997 NDS) may be used. Plate Offsets [2:0-2-0.0-3-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP T = "' -,, . 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) • -0.20 2-4 >468 360 M1120 185/144 T 14.0 Lumber Increase 1.25 BC 0.44 Vert(TL) 0.45 1 >59 240 B _ 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 4 n/a n/a BCDL 8.0 Code IBC2000/ANS195. (Matrix) Weight: 29 16 LUMBER, BRACING ToCHbRD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. T CHORD. 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS ' 2 X 4 HF Stud . REACTIONS ft1size) 2=497/0-3-8- 4=302/0-3-8 Mzix Horz2=177(load case 4) MExi 001ift2=-63(load case.5), 4=-30(load case 5) FORCES(lb) ;Maximum Compression/Maximum Tension OP CHOR•. :1i 2=0(76; 2-3=161/106, 3-4=240/67 bT CHORD 21l-4 33/51 ' NOTES ll. 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=8.4psf; BCDL=4.6psf; Category II; Exp B; enclosed; MWFRS.gable end zone; cantilever left and right exjiosed ; end vertical left and right exposed; Lumber DO —1.33 plate grip DOL=1.33.' 2) This truss has 6 en designed for a 10.0 psf bottom chord live load non concurrent with any other live loads per Table 1607.1 of IBC -00. ' 3) Provide mechaiical conhedon (by others).of truss to bearing plate capable of withstanding 63 Ib uplift at joint 2 and 30 Ib uplift at joint 4. . * End vertical may be ommitted on jack trusses less than 7-10-0, provided that bearing is added at JT -3: Connection by others or utilize Simpson A35, USP MP34, or 3-10d toe nails (per 1997 NDS). LOADCASES) Siandard 0162 • OFCAL ' • Mar 23,2004:.' .s .8869 - Oa "IN55 N59 Iype ty y T`(PICAL 3-0-0 Sc13ACK CORNER GIROER GENEPAL DETAIL -ALL CO777 TRUSSES ALL CGI MONO TRUSS l i 1 d,lE= INREQUIREMENTS LISTED (colicnal) BELO V - C. Hauaam umber omoany, Ncrth Las /ages, A't -89031 4.207 1 5 Sep 13 ZG00 Meek Indusmss, Inc ius Sep 18- 2- 10-0 ata - .. SLOPE NIAY VARYFROM 2-83172 TO 5.66/12 1x4 II 0 a ].54(7 ]x4 a SEE NOTE 95. .f 1M I SUPPORrREQUIREO AT < JT -i N/HEM TRUSS LENGTH ]x4= 7 a IS LESS THAN 3-0-0. 7x4 II 4 = CONNECTIONS 8Y OTHERS EXCEPT AS NOTED: ata I us -u wax. • ata se s - - M M LOADING Psi SPACING • 2-40 CSI DEFL In . (loc) I/deli' PLATES GRIP TCU. :a.0 Plates Increase 1.25 TC ' 0.82 Vert(LL) -0.03 7 '>999 - M1120 iB51144 ' TOOL -,sA Lumber lncraasq 1.25 8C 0,49 Vert(Tl.) 0.16. 1-2 ->232 BCLL ,0.0 Rep Stress Inc/ NO •We 0.61 Hdrz(rL) 0.02 B Na' SCOL 110.0 Code U9C97/ANSI95 1st LC LL Min Vdefl = 360 , ' Weight' 41 16 LUMBER .BRACING TOP CHOROa 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 pgpurllns,• except end verticals. - eOT CHORD: 2 X 4 SPF IMF 1.SE' 80T CHOP.O Rigid csiling,dlrectiy applied or 10 0 0 ac bracing. • WEBS. ' 2 X 4 HF Stud ; REACTIONS (Ib/slze) 2=675iU-3-8, 6=92610-2-4 _ : .. Max Harz 24W(load case 4) l y ES (Ib -First Load Case Only rr CHORO.. 1.2=28, 2-3=1041, 3-4=10, 4.5=8, 4-6452 -80TCHORO 2-7=1009,6-7=1009 WEBS 3-7=143, 346=1077 ; NOTES . (64) .. 1) This truss hiu been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 15.0 psf top chord dead load and 10.0 psf bottom chord dead •load. In the .fable end root zone an an, occupancy category II, condiNan I enclosed building, with exposure C"ASCE 7-95 per USdWANSI95 If and verticals or cantilevers exist, they its exposed td wind. If patches exist, they are not exposed to wind. The (umber OOL Increase Is 1.33, and the,plate grip increase is 1.33 2) This Wss h¢s been designed fora 10,o psf bottom chard live laad nanconcurrent -kith any other live loads per Table Na 16-8, UBC -97.. _ 3) Provide menanlml wnnectian (by ethers) of Wss to bearing plate at Joints) 0. - 4) This Wss has been designed with ANSI7TPI•i-1995 criteria 5) Webs 346 and 3-7 may be ammitted when and )aCks are 5-0-0 or laza in length. - 6) All cprinectlans must be per 1997 NOS requirements. LOAO CASES; Standard 1) Regular Lis & Increase=115, Plate Increase=115, Uniform -Loop (pi!) . . - Trapezoidal bbads (pig :Vert 2=6.0 -to -6=45.3, 2==4.544-4=189,4, 4=1 .9.4 -to -5=-194.3 to No 'CO, C Exp 15/30/ZCC CIVIL S , un A ".. , ,;0 C A • b -•FOR C01111.ECTHIC•.VAL-LEY A TRUSSES I w ius5W/11L TO. • -10 ' tIu:T L s On -c- f hAIL9 7 - IF. TO.P.CHORD:'LATER'AL I-FROv.IEe I.ATF'RAf: ° SIIFRna,-r'cnR LHi,N'U. 1t TOP F+EQ U1R.E& 1S- LESS::THAII vALLPY'TR'USSE ''2{- 0 AW SI n•PF irRAnF F4h SE:IELEO I.I LT H, jH'EATHINC:(8.Y' OTHERS) NOYt,fOH COhrILCT10N' BOTTOM CHORD .. ' E.B LE'tlGTli H'1THOUT 7'-9`•'WIT-H BRACE -12'-0 BRACE Of VALLEY Y11u55 10 [Guu01+1hu55CLE2•{ h' F2 -THIS•.DES'IGI'1 CHECKED OL 110.2 OF -L FOR WIND LOAD. 120 N.P.H. TAIL-"b'ONt- Izh2 I I—h I -),LL .PLATES 1A2 TO BF H1•TEK-20-S }. ViLLLY_IjII -N0.2 OF(DET.D) 1'1/12 LJ 5-RE='EL VALLEY TRUSSES FOR PLACEHEIIT THuS] INIH'L11 oLYAIL-o' UN CUH1;Gt. TRUSS" OR USE DET - - Ic-M VkLLCY b -•FOR C01111.ECTHIC•.VAL-LEY A TRUSSES I w ius5W/11L TO. • -10 -TRUT0'YY+u55w/2 C0tt+!0H.:'SS',.;USE`DET._B' On -c- f hAIL9 7 - IF. TO.P.CHORD:'LATER'AL G-RACINC - F+EQ U1R.E& 1S- LESS::THAII vALLPY'TR'USSE ''2{- 0 PACTHC OF YNUSS— USE 2-IGd HJ.ILS Ial T(UAx.IID u.P.u. wlhol ADG4.T1ONA1 `1`. '$;: rr C I THEN UPCIwhO of COuUOF -j' { 8Rh'CIFIG- IS REQUIRED. 1 Yhu;a 8-L TERAL;BPkCl.FIC "SHALL BE HAT LED ID ETA IL -A N 1tIN:. Z -.IO :cNAILS.' 1 •v.A+LLY' DETAIL- Li AUG. . 9 '2003 IhuSS - -- - HUnRYCAlIE CLTP UCTAIL - C 12 . 2 TO +e '3.5 . t lu Itl • — tllpGt\ I I' I I 1 I 1 h GIHOEft 1 hu5A II I II ii 11 HUGE II {•4 PAHTIA1.110OFL-kYOUT 243 -- r I0 Y=0" 01'T. SI•LICL - _3.5 / — I lu C4F 3.5 213 IJP -7t. IG -u .- O .—SYOU. J-UOUT VALLEY :TRUSS DETAIL 3' { 3`{ 315 5CE 1101E Ha. 21 IL 2 `3-- 81 ' 213 l T ct,F- 10 `c'i : ' ' .IIIF InCotrl hlr m,llan 0,•cn hlo,m.lian Comeclor Mard...re .0' `-•-C•~.q'•'.p, ,.••.teY,•,r` •.. , E,...-7..• .....,.,• .-• c-.'.s.,..d .r:.L'q.,u. .r.` nr_aaow„'Jl.< rq:e,J. vn .;+.0.tY'•.--. cmrVV-^.'...1-1”.; J-.0.- :pa.!`.cuu'1 fCam..` a{., r - as"i<. q.q.ur o a rnr m,nnx•. r.aa•..l.ti-; u.:,.,. Fv. dJM.+.i•.omfrti•u•.nr .,Wm y - .yr .n. K.•.- . ,-.-.ca ..q5 ,tr. . yo-,•,'.• •!.n-,"' n..Ie:a.n"n. iuw.. .,•„ .....1:n.IJers...s.1_.•,.✓1, J. •,._.qJL, Yqn .-,•.;•.,_..r1a.L\n„Ltq. . •ryJw,-.GcIlJ,4^1r+.,..t. ov.n.a,.rn..,rl.._... ., •b. .n, u•.e✓L...a,lt..!., L lH, n lv..as+„.-w..:o•l.aNrv + 'M r tvolTCk IndU51 fle9 Inc, Z, ]110.CaIJ Cmp )r. T110Lumtx Y.rry.h.. It„cla ConSu, CA f561ary^'fZ S.6 1.... o.y. (eJm-s351 FA)( 11 L31 -121S I..'w•4w m6IM 1--T,-, )-Jas d.J CP1rI,L1 (C) IPIl.,J —J4.nA VII—L.. te .y, u h d }}.•u ,ra .a Da fW1 'evon CY m, L1Efl uELdER pJ.n CV 1. Ift] '. •....•41..'.n •v u• J1 >. "u . .. n, •tea ^N' Pnu-1 d'L .J 0.:1,1 .N r4. 1r„a.. KW M. J..n - yn Y v;.; i . _ry n" Ivw• r•mu. II Y . W WD `. K. • .: _e GL `r has y.. rJ r.. aa, 1 P.." U T_ WCJ,f IPI R T W GT CGI,IU011 i11uS5L5 _ _COUuoil YI(u55E3 1 2i o c q fl r 1 V> LLt d. J _L L h GIHOEft 1 hu5A II I II ii 11 HUGE II {•4 PAHTIA1.110OFL-kYOUT 243 -- r I0 Y=0" 01'T. SI•LICL - _3.5 / — I lu C4F 3.5 213 IJP -7t. IG -u .- O .—SYOU. J-UOUT VALLEY :TRUSS DETAIL 3' { 3`{ 315 5CE 1101E Ha. 21 IL 2 `3-- 81 ' 213 l T ct,F- 10 `c'i : ' ' .IIIF InCotrl hlr m,llan 0,•cn hlo,m.lian Comeclor Mard...re .0' `-•-C•~.q'•'.p, ,.••.teY,•,r` •.. , E,...-7..• .....,.,• .-• c-.'.s.,..d .r:.L'q.,u. .r.` nr_aaow„'Jl.< rq:e,J. vn .;+.0.tY'•.--. cmrVV-^.'...1-1”.; J-.0.- :pa.!`.cuu'1 fCam..` a{., r - as"i<. q.q.ur o a rnr m,nnx•. r.aa•..l.ti-; u.:,.,. Fv. dJM.+.i•.omfrti•u•.nr .,Wm y - .yr .n. K.•.- . ,-.-.ca ..q5 ,tr. . yo-,•,'.• •!.n-,"' n..Ie:a.n"n. iuw.. .,•„ .....1:n.IJers...s.1_.•,.✓1, J. •,._.qJL, Yqn .-,•.;•.,_..r1a.L\n„Ltq. . •ryJw,-.GcIlJ,4^1r+.,..t. ov.n.a,.rn..,rl.._... ., •b. .n, u•.e✓L...a,lt..!., L lH, n lv..as+„.-w..:o•l.aNrv + 'M r tvolTCk IndU51 fle9 Inc, Z, ]110.CaIJ Cmp )r. T110Lumtx Y.rry.h.. It„cla ConSu, CA f561ary^'fZ S.6 1.... o.y. (eJm-s351 FA)( 11 L31 -121S I..'w•4w m6IM 1--T,-, )-Jas d.J CP1rI,L1 (C) IPIl.,J —J4.nA VII—L.. te .y, u h d }}.•u ,ra .a Da fW1 'evon CY m, L1Efl uELdER pJ.n CV 1. Ift] '. •....•41..'.n •v u• J1 >. "u . .. n, •tea ^N' Pnu-1 d'L .J 0.:1,1 .N r4. 1r„a.. KW M. J..n - yn Y v;.; i . _ry n" Ivw• r•mu. II Y . W WD `. K. • .: _e GL `r has y.. rJ r.. aa, 1 P.." U T_ WCJ,f IPI R T W GT 2 JULY 2003 I INTERIOR BEARING OFFSET.DETJA% I ElD moo . / / •: NliTek Indistries, Inca d NOTE' INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RICHT A -DISTANCE EQUAL TO THE DEPTH 'OF THE BOTTOM (d): *(7 1/2":MAX) r: BOTTOM CHORD PITCH MAY VARY NOV 13, '?001 I V IcB BRACING RECOMMENDATIONS T IONS I S Nli ek Industries, Inc., MAXIMUM WES FORCE (lbs.) X-EPACE y. 24"O.C. 3"O.C. 4 172" SAY slzE O.C. BRACING MATERIAL TYPE SPACING MATERIAL I fPE A BRACING MATERIAL TYPE I B I C D A B C D I I I -C D 3680 - 4600 4600 6900 " 1344 6600 4600 " I '6900 " 4034 6382 12'-]" 3154 3942 3942 5914 " 1-,44 3942 3942 " 5914 " 3992 " " 5914 14'--)" 2760 3450 " 3458 5175 " 1344 3450 3650 " 5175 " 3450 " 16'9" 2453 30666 " 3066 4600 5175 1394 3066 3066 4600 " " + 3066 4600 181-17' 2208 2760 " 2760 I 4140 1344 2760 2760 4140 " 2760 4140 20'9T 2007 2509 " 2509 " 3763 " 1344 2509 2509 3763 2509 " 3763 *'.-CONTROLLED BY CONNECTION TYPE BP.ACING MATERIALS GENERAL NOTES 'X 1. -BRACING IS RETO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A 00ALIFIED 1 X 4 IND. d5 SYP PROFESSIONAL. Z THESE CALCULATIONS BASED ON LATERAL BRACE CARRYING 2% OF THE WEE FORCE. A -OR- - 3. XTBRACING MATERIAL MUST BE SAME SIZE MIO GRADE OR BETTER, AS TIE LATERAL BRACE ' 1 X 4 I!2 SRS OF, HF, $PF ( ) MATERIAL, ANO SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS ATAPPROX 45 OEGREESAND SHALL SEKAILEOAT EACH ENOANO EACH INTERMEDIATE TRUSS WITH Z -16d COMMON WIRE NAILS. (3-16d NAILS FOR ZX6 MATERIAL) 8 X 3 k3, STO, CONST (SPF, OF, HF, OR SIP) /. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NA LS. (THREE 16d NARS FOR ZL6 LITERAL BRACES) - ' S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. ' C 2 X 4113, STO, CONST (SPF, OF, HF, OR SYP) 6. FOR AOOITIONAL GUIOANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT OSB BB TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND Hie -91 HANDLING INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTm fE, 563 O'ONOFRIO DRIVE. MADISON, WI. 53719. , D , 2 s 6 ff3 OR BETTER (SPF, OF, HF, OR SYP) 7• SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEBER. M - • e• THE 16d I`WLS SPECIFIED SHOULD BE ].5' LONG MIO 0 -162 - IN DIAMETER, IN ACCORDANCE WITH NOS 1991 NOTE: FOR A S"ACING OF ia- O.C. ONLY, h1TTER STABILIZER TRUSS BRACWG SYSTEMS CAN BE SUBSTITUTED FPR TYPE A. B. C AND 0 BRACING MATERIAL. CROSS BRACING FOR STABILLZERS ARE To BE PROVIDED AT BAY SCE INDICATED ABOVE WHERE DIAPHRAGM BRACING IS REaUIREO AT PITCH 8REAFS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE STABILIZER TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATIOK — 0 JC=skAdNG, i1AA Horizontal Blockirig r r`1 • oA 7 {. C, b Zr {> WE T EXP JUNEh -D, no_-; a CIVIL 3 ' r k'1 y41' N C • W c F, uj C 46901 T \A EX.P. 06/30/07 / !: ', • 'One leg, Of Y, -bracing shown da •shed for drawing clarity.. ' '_ ".-:. fhisleg,wfll'require_horizontal b(ochirig F/K 7~- pext to the top and bottom chard so it attaches to the Mace plarie:) TP.U55 WE9. MEMBERS IRKING='Ve:Tajg'desiynparameters and READ NOTES '014, TRIS AND REVERSE SIDE BEFORE USE . ri Lpiid ,for, use onty:'with MRek connectors. This design (s based only upon parameters shown, dnd is for on Individual builging-CO mponent to be rt! 1Y Appllcabiiltyof design parameters grid proper incorporation of component is responsbllity of building designer -not buss of 8facing's4own Is'for lateral support Of individual web rnembe'rs onry. Additlonal feniporary bracing to Insure stabiiiiy during cons ruction Is the - nsitiility of.the erecta. Addltfon_I permarient bracing of the overall structure is AAIB responsibility or the buBding designer. For gen eral guidance ying f.br<catian, gLialffy conhol, storage, delivery, erection and bracing; consult QST 88 Quality Sfandaid, 058 89 Bracing Speciticahon, and HIB 91 ] y' frig.Instaliing and_8racing'ReCommendation avallabit3.from TNSS Plato Institute: 583 O'OnOfrto Drive. Madison. WI x3719. ' " 1 i/7 1 L. . Ik . oo fuss russ I ype Lily 7GEMERAL • FLOOR F01 FLOOR, jf 1 1 DETAIL 6720 nal) . ouston um er Comparn/, i cn as egos, ncuscnes, Inc. r un L-3 j: .4-1-41J rage 2.51 MAX. T.C. CUT, DRILLED OP, NOTCHED IN 1ST PANEL AT EITHER END MIN. 6" FROM END OF T.C. MAX. scale =1:39-8 'SPAN AND HEIGHT AS SHOWN IN CHART BELOW, I\10 OTHER EXISTING DAMAGE ]TO TRUSS. + NOT DISTURBED NOT.DISTURSED 4T3 II 4-0.0 1x3 II 3x6 FP= 4-0-0 Ix9 1 3 - 4x0 _ 1x3 II 9x4= II 1x7.11 3x4 = 1x3 II 4.1 133 = 1 ADD ON 2 3 d 5 6 7 8 7. 9' ADD ON10 11321 16 15 14 13 12 4x0 = 4x10 = 3x17.5 M18 FP= 3x4 =3x4 = 4x10 = 4x0 MIN. LUMBER SIZE AND GRADE: MAX LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24" O.C. jViAX LENGTH OF DAMAGE TO BE NO MORE B.C.= 4X2 SPF 1650E 1.5E LOAD CASE(S) STANDARD THAN 5" AND PLATES ARE NOT DISTURBED. WES = 4X2 HF STUD 21-0-0 21-0-0 a s se s ga. - - -8, Lugel, t I u- I -a, ra ge LOADING(ppI 0 SPACING 2-0-0 CSI DEFL In (to I/def PLATES GRIP TCLL 4Plates Increase 1.00 TC 0.51 Vert LL -0.41 idd >604 M20 185/144 TCJDL" 10.0 Lumber Increase 1.00 SC 0.99 Vert(TQ ' -0.63 14-16 >394 N116 127/82 BCLL A -a . Rep Stress Incr YES WB .0.73 Harz(TL) 0.12 11 n/a eco 10.0 Cade UBC97/ANS195 (Matrix) 1st LC L• L totiri I/def = 360 Weight: 84 Ib k ER LUMBBRACING ` _Tr1P CHORO 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 ac purlins, except end verticals. CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied ar 10-0-0 oc bracing. S 4X2HFStud REACTIONS (Ib/size) 17=123.4/0-3-8,11=1239/0-3-8 FORCES•(jb)..1, Fist load Case Only TOP CHORD 117%=_101, 1-18=101, 11-19=101, 10-19=-101, 1-2=5, 2-3=3528 3-4= 528, 4-5=-4726, 5-0=-4726, 6-7=-4726. 7-8=3 e"d, 8 F X103 5f ll . BOT CHORD i6-17=2049, 15-16=4366, 14-15=4366, 13-14=4726,12-13=4366, ti -12=2049 P WEBS 9-11=2320, 2-17=2320, 9-12=1688, 2-16=1688, 8-12=237, 3-16=237, 7-12=956, 4-16=956, 7-13=411, 4-14=411, . 1= i t• '0-13=147 NOTESk MICHAEL A. 1 1 This truss has been checked for unbalanced loading conditions., y f EA%i j 2 All plates ani M20 plates unless athe'ralse-indlcated. w• 3 This truss tris been .designed with ANSI/TPI 1-1995 criteria. `pD Iti% a D 4 Recommend Zx6 strongbacks, an edge, spaced at 10-0-0 an center and fastened to each truss with 3-16d nails. SUongbacks to alrp ectto 4vells at jheir outer s restrained by othermeans. CIVIL LOAD CASES) Standard S;Is;I,L!!!!4'vil 11tiliils1 1 • :tu,_" ^ice:; - • , ' 0. 33 ✓ /f 6 • 5.. 5mr2 i MITEK PLATES 'NOT D[STURDED NOTCH OR y f GenerefRepairNotes: CUT AND REMOVED' OR DRILLED HOLE 6720 This rep{r it is for.cutting, drilling or patching T.C, ih I" panel at either end a"s shown, 6" of T.C. at either end (1 E I1,4). 4 ..and plat 11ng must not be disturbed. All other lumber and plates are intact and undisturbed. 0.ey : A. • THIS REPAIl2 IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS SHOWN ON ENGINEERING.' Truss miist be two ooint B.C. bearing have webs from B C (bearing) to T.C. in first panel. truss symmetry may Ya and chase location must stay within center 1/3 of truss- see original truss engineering. Truss mav I 4.3 rp, have no other existing damage. aO613 0 12005 Shoe truss to. original geometry prior to repair. v 0- • Attach !x4 SPF. 1650E 1.5E add ons a$ shown sailed to.each face of truss w/lOd gun nails -(0.131" die. By 3" ' x4 Jong)' l:.roev(s), c{3"3" o.c. chords and webs. Nails- to be•placed with sufi cient edge distances and end distances . =as to p. e ent splitting of wood members. Attach bracing and sheathing to repair...Add on to one face -may be usedamaleu :of add on to -both faces where conditions allow only one face to be repaired. Do not damage 2003 ,,rep • _ IfverticallLfaad at end of truss exceeds 1000 lbs. and no blacking panel NIIN. TRUSS MIA X. TRUSS NLA .TRUSS " c sLs blocking (by others) is recommended. HEIGHT HEIGHT SPAN ..., Nfechariicil,•>f in the way, is to be relocated to.accommodate repair. Do not use below 1-4-0. This. -•r epair wIts;'designed using a descriptioa of existing conditions as 14-0 1=5 -IS 13.0 0 oided by:otYiers. 1-6-0 1-1 1= (5 _I-0-0, he td russ esier- performs no field inspection of trusses.. 2-0-0 2-0-0 .26-0-0. Do not use above 2-0-0, •. SOUTHERNNEVADA S4NCMA r_JN C'MA, -COM_z MANUFACTUPS.R.'S., ASSOCIATION 10/20/00 TD Whom It -May Concern: R Floor. and Roof Truss Overloads The members of the Southern Neva da'Component'Manufacture?s Association will NOT warrant any.products that have been overloaded during construction by "stacking' of - g surn wallboard, plywood or othe_ r types of sheathing'or.various building materials. :Tre amount of materials that may be'supported without overloading is the.roof or floor truss design Dive load. Asan,example, 20,sheets'of.material weighing 2 lbs./sq. ft..will total 40 psf, the typical residential floor design. live load; and the entire floor area may be loaded with stacks of 2C sheets or less. Typical residential floor trusses will support20 sheets of /z" gypsum wallboard, 16 .sheets of 5/8", wallboard or 16 sh'e'ets of 3/4" structural sheathing: Typical residential roof trusses will support 10 sheets of 1/2" structural sheathing. Additional materials may be stored if: The trusses are adequately shored (prior to "stacking' materials) through, to the slab .below:. Shoring is in place b`efore'the-loading. occurs. Shoring placed at the bottom chord of the truss will not prevent overloading. Shoring is located atthe underside of the roof or floor sheathing, or is.located at the inderside to the truss "top chord. Care should betaken to avoid crushing of the T=russ member. -Shoring is. properly designed, supported and installed by others.''" Repair: of trusses that have been overloaded is not feasible, Trussed that have been overloaded must be replaced,or all warranty is voided. Please refer to each member's ' .. :. .prgpbsal.and contract. for specific warranty provisions. SOUTHERN NEVADA COMPONENT: MANUFACTURER'S ASSOCIATION • 4915 N. Berg Street • NortN Las Vegas,. Nevada 89031.'22 Job Truaa Trusa TYPO DEhii cl& lZr-l.}') PIGGYEIACK PIGGYBACKTRUSS, REFER TO SEALED — ENGINEERING DRAWING. b QEX1 12 ' (SASE -TRUSS, REFERTO SEALED ENGINEERING. ' ^/ PROVIDC ADEQUATE -CONNECTION TO TRA14SFER OUT -OF -PLANE LOADS FROM PIGGYBACKTO MAIN TRUSS. FOR PITCHED > 8112 ATTACH A la -Cr LONG 2X4 112- H.F. OR BTR SCAB TO ONE FACE OF TRUSS WITH 2 -ROWS OF lod OMMON WIRE NAILS SPACED AT 1 6' O.C. 2X4 CONTINUOUS PURLINS. ATTACH WITH 2-10D NAILS INTO EACH MEMBER. FOR -SPACING REFER -TO TOP CHORD BRACING`R•EQUIREMENT ON BASE TRUSS ENGINEERING (48' O:C. MAX) THIS.TRUSS IS DESIGNED TO SUPPORT VERTICAL LOADS AS DETERMINED BY.OTHERS. VERIFICATION OF LOADING, DEFLECTION LIMITATIONS, FRAMING METHODS, WIND BRACING OR OTHER LATERAL BRACING THAT IS ALWAYS REQUIRED, IS' RESPONSIBILITY OF THE. PROJECT ARCHITECT OR ENGINEER.ADDITIONALTEM•PORARY AND PERMANENT BRACING FOR STABILITY DURING 'AND AFTER INSTALLATION THAT IS ..'ALWAYS RECOMMENDED, IS THE RESPONSIBILITY OF THE PROJECT ..ARCHITECT OR ENGINEER (FOR GENERAL GUIDANCE SEE HIB -9.1 FROM TPI). STANQ) BD PIGGYBACK 8-XB-X1R" COX PLYWOOD,,.ATTACHED TO -EACH FACE WITH 4-8D NAILS INTO EACH FACE OF EACH MEMBER' _OR - &'X4' 20GA NAIL ON PLATE ATTACHED TO EACH - FACE WITH THREE 1-12- LONG 11GA NAILS INTO EACH FACE OF EACH MEMBER -OR- 1=PAIR OF SIMPSON H2.5 -(OR EQUAL), ONE CONNECTING PURLIN TO PIGGYBACKTRUSS AND ONE CONNECTING THE PURLIN TO THE BASE TRUSS (48- O.C. Iv1AXIMUm) *PLYWOOD GUSSETS O.C. SPACING AT REQUIRE4 TIC BRACING FOR BASE TRUSS (48"PAAX.). IN DETA11: AUG 1 9 2003 Ctl".P R of PLyu u GU, c it t lei'I ) _ P 0`rE f`IA I W l I I F 1'rl UPN { - Lnli l:n ( C RS; c sslo;, NG REDONG ` ; . •. YU w ' ,, U) :Exp: 06/30704 N • r ^ R30-04 u0 d CIVIL a , 10.025 sryT GIVO- 0 \ .. . F OF C L • • It=EB. 1, 20D0 FV71011. 'p.. a o0 I00 a. MiTek Industr BEN ING.BLOCK DETAIL FEFER TO INDIVIDUAL TRUSS- DES[GH FOR PL,, T E SIZES .,\ID LUhi3ER GP,ADES 'IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumber increase of 1.15 or higher. Trusses not firdng these criteria should be examined.in.dividually. -S ACTUAL BEARING SIZE BOTTOM CHORD SIZE,I LUNI8ER ,,,ANO Gr9AOE .NAILING PATTERN 2x4 BOTTOM CHC,RO 2 AOws @ 3- O.C_ .0 TOTAL NAILS) 21 6 BOTTOM CHCRO 3RQWS@3'O.C. 0 2 TOTAL NAILS) Zx8 BOTTOM CHORD ,DWS @ 3- O.0 (16 TOTAL' NAILS) '•NIMUM EEL HEIGHT 1 SYP OF HF SPF OF HF SPF SYP OF HF SPF ST-BLCK1 I Pige 1 of i ..._ ._. I. BRG BLOCK. TO BE.SAME I Z' BLOCK SIZE, GRADE. & SPECIES AS E:CISTING BOTTOM CHOAO. • APPLY'T0 ONE FACE OF TRUSS. OTES: t. U,SE LOWER OF -OP PLATE OP. TRUSS VVOOO.SPECIES. LTHE END OISTANCE. EDGE OISTAA(CE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W000. i. NAILS OESIGNAT=O ARE 1 od (.131- O(AM. x 3I FOR 8E6%R1flGS NOT NEARER THAN 3- TO THE'ENO OFA MEi418=R (CASE 2), THESE VALUES PAY BE MULTIPUEC BY A BEARING FACTOR OF 1.10 '12' BLOCK y .' =v i 1 •ri 0.'DCt; EXPK. JUNE ° =, CiViL tri Alb. 09S"iidi' / jFESSlpN . . ': 1 •C. INS* c U in C 46901 rn .LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: ;,J;, EXP. 08/30107. SYP = 565 psi OF = 625 psi . . •.\ J41 : HF = 4.05 psi SPF -.925 Psi a 'AL -UES (>7 NOT I.NCLUOE MSR LU1,18ER.WITH` "E" VALUES 900,00PlONONRTH1,G =DENSE GRADE LUMBER. - - WAI&MG = Ve-iA design parameters and READ.NOTES:ON THIS AND REVERSE SIDE -BEFORE USE. Design VaOd for us only with MRek connectors. This design Is based only upon parametersshown, and is for on individualm building coponent tQbe insfall'ed and,load•3d verHcaily Applicability of design parameters and properincorpdrotion of. component is responsibility of building designer.- not truss Oetlgner.$racing :-sown is.ror.loteral support of individual web members only. Additional temporary bracing to insure stablilty during construction is the esponsibilify of the erector. Additional permanent bracing of the overall structure Is the responsibility of.the building desfgner..For. general, guidance. (eg'drdirig fabrlcot.Dn, qualify control; storage, delivery, erection and bracing. consult QST 88 Quality Standard, DSB-89 Bracing Specification, and HIB -91' ® ' Handling Installing and Bracing Recoinmendotlonf available from Truss Plate InstiMe. 583 D'Onofrio Drive. Madison. WI 53714. . ALLOWABLE REACTION fib) IiE.4RING BLOCK ALLOWABLE LOADS _ BEARING BLOCK & wOOO BEARING ALLOY/ABLE LOADS ALLOWABLE LOAD (lb) TOTAL EOUIVALENT BEARING LENGTH. 2966 929 3895 0--9 3281 855 4136 '0-4-5 2126 736 2862 0-4-1.1 223.1 0 102966 3281 2126 F1726E.4359 0-4-13' 2231 0-5-3 2966 1858 4824 ' .0-5-11 3281 1710 4991 0-5-5* 2126 1472 3598 0-5-14 2231 1452 3683 0-5-12 BRG BLOCK. TO BE.SAME I Z' BLOCK SIZE, GRADE. & SPECIES AS E:CISTING BOTTOM CHOAO. • APPLY'T0 ONE FACE OF TRUSS. OTES: t. U,SE LOWER OF -OP PLATE OP. TRUSS VVOOO.SPECIES. LTHE END OISTANCE. EDGE OISTAA(CE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE W000. i. NAILS OESIGNAT=O ARE 1 od (.131- O(AM. x 3I FOR 8E6%R1flGS NOT NEARER THAN 3- TO THE'ENO OFA MEi418=R (CASE 2), THESE VALUES PAY BE MULTIPUEC BY A BEARING FACTOR OF 1.10 '12' BLOCK y .' =v i 1 •ri 0.'DCt; EXPK. JUNE ° =, CiViL tri Alb. 09S"iidi' / jFESSlpN . . ': 1 •C. INS* c U in C 46901 rn .LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: ;,J;, EXP. 08/30107. SYP = 565 psi OF = 625 psi . . •.\ J41 : HF = 4.05 psi SPF -.925 Psi a 'AL -UES (>7 NOT I.NCLUOE MSR LU1,18ER.WITH` "E" VALUES 900,00PlONONRTH1,G =DENSE GRADE LUMBER. - - WAI&MG = Ve-iA design parameters and READ.NOTES:ON THIS AND REVERSE SIDE -BEFORE USE. Design VaOd for us only with MRek connectors. This design Is based only upon parametersshown, and is for on individualm building coponent tQbe insfall'ed and,load•3d verHcaily Applicability of design parameters and properincorpdrotion of. component is responsibility of building designer.- not truss Oetlgner.$racing :-sown is.ror.loteral support of individual web members only. Additional temporary bracing to insure stablilty during construction is the esponsibilify of the erector. Additional permanent bracing of the overall structure Is the responsibility of.the building desfgner..For. general, guidance. (eg'drdirig fabrlcot.Dn, qualify control; storage, delivery, erection and bracing. consult QST 88 Quality Standard, DSB-89 Bracing Specification, and HIB -91' ® ' Handling Installing and Bracing Recoinmendotlonf available from Truss Plate InstiMe. 583 D'Onofrio Drive. Madison. WI 53714. . ST-S—RG9,Cn I LATERAL BRACING RECOPVIIINilE.NDATIONS I A.ILIG. 16, 2001 IAhUSE Mc r nu rtwnnrrncs ANCHOR TO ATTACH TO BOTTOM CHORD F22x6 NINII7` VIBRATION CONIhiIOI`I TO ALL SH ,LLOVV FP,AMING SYSTEMS T RONGBACK" LATER,,L SURPOR T S SHOULD °C LOCA"TED EVERY 0 FEET ALONG A FLOOR TRUSS, \ STP,ONGBACK MAY BE POSITIONED DIRECTLY UNDER, THE TOP CHORD OR f'\ DIRECTLY ABOVE THE BOTTOM CHOP,D. SECURELY FASTEN TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. USE METAL 1`19.44ING ANCHOR TO.ATTACH TO TOP CHORD\ ATTACH TO VERTICAL WEB WITH (3) - 10d COMMON WIRE NAILS BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE ATTACH TO VERTICAL SCAB WITH (3) - I Od COPAMOM WIPE NAILS ATTACH 2e4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d INSERT SCREW THROUGH. OUTSIDE EDGE OF CHORD INTO EDGE OF STP.ONGBACK (00 NOT USE ORYWALL TYPE SCREINS) r sir•. t ,'t . V . i S EKP JUNE 30, ;C.; Q:' ; CIVIL . .. .%'.......•'` wJ "O nco:?1.11 ATTACH TO CHORD WITH TWO #'12 xi_ Wnnn crocWS (216DIAM.) 0 ATTACH TO VERTICAL WEB WITH (3) - 10d COMMON WIRE NAILS ATTACH TO VERTICAL SCAB WITH (3) - 10d COMMON WIRE NAILS INSERT SCREW THROUGH OUTSIDE EDGE OF CHORD INTO EDGE OF STRONGSACK (DO NOT USE DRYWALL TYPE -SCREWS) 2x6 AS TfZJSSES 4-0-0 REQUIRED t'Z BLOCKING' (TYPICAL SPLICE) SIDEWALL r' opp,0-ESSIO,V THE STR.CNGSA'CKS SHOULD EITHER, BE SECURED TO ADJACENT PARTITION 0 . Gy WALLS OF ALTERNATE "X"-BRIDG(NG SHOULD BE USED TO TERMINATE THE BRACING AEMBERS. 1F SPLICING IS NECESSARY, USE A 4'-0' LONG SCA$ Uj C 46901. rn CENTERED OVER THE SPLICE AND JOIN WITH (12) - 10d NAILS EQUALLY SPACED. \1 EXP. 06 3r; =,AL.TERNAIE METHOQ O.F.SPLICING: , \\ n• t QVERLAO STRONG2ACK MEMBERS A MINIMUM OF 4'-0*" AND FASTEN 'WITH (1:2} -10d COMMON WIRE NAILS STAGGERED AND EQUALLY SPACED. _&BI .USED ONLY WHEN STRONGQACK IS NOT ALIGNED WITH A VERTICAL) ' STRON iACX BRACING ALSO SATISFIES THE LATERAL-BP,ACING r REOUIF EMENTS FOR -THE BOTTOM CHORD OF:THE TRUSS. :1RNI .-,Vert .design par¢rrteters and READ NOTES ON TBIS,AND REVERSE SIDE BEFORE USE.. - 3n vagd,forvs .dory with Mffek connectors. fits design Ls bused onry'upon parameters shown: and is for 'an individual building coinponentto tie' Iced and loaded yertica0y. Appncability of design parameters and proper incorporation of component is responsibility of building designer - not'truss - — Iner. Bracing:shown is for lateral support of.indvidual web members orily. Addltlonol temporary bracing to insure stability during construction (s the irisltiillty_of.the.erecto Addtlonal permanent bracing of the ovetali structure E the responsibility of the building designer. For. general guidance ,ding: fabrication qua ty control• stbrdge, delivery er cflon and bracing, consult QST -88 Quality Standard. DSii 89 Bracing Specification, and HIB -91 j q ,ding acd Bracing Recommendation available from Truss Plote Institute: 583 D'Onbrrio Drive. Madison; WI 53719. f lY! 1 "-`::.. i .'?'