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HomeMy WebLinkAbout062-340-019BUTTE COUNTY AREA DEPARTMENT OF DEVELOPMENT SERVICES 2 INSPECTION CARD MUST BE ON JOB SITE 24 Hour Inspection Line: (530) 538-7636 (Oroville) (530) 891-2834 (Chico) Office: (530) 538-7541 Fax: (530) 538-2140 Website: www.buttecounty.net/dds Permit No: B07-1780 Issued: 11/20/2007 Address: 58 SUGAR PINE DR Area: RRY CREEK Owner: RYAN, JOE A & CAROLINE A Applicant: RYAN, JOE Permit Type: SFD-Custom/Model APN: 062-340-019 Description: NSF DWELLING(1730), GAR(440), COV(273) Flood Zone: None SRA Area:!ss than SETBACKS for Zonini. AG. SRA. PW Front: 20 Ultimate R/W from CL: 30 Rear: 15 SRA: Side: 5 AG: Other: Total Setback from Centerline of Road:20+30 ALL PLAN REVISIONS MUST BE APPROVED BY THE COUNTY BEFORE PROCEEDING Inspection Type IVR INSP DATE Setbacks 132 Foundations / Footings 111 Pier/Column Footings 122 Grade Beams 114 Eufer Ground 216 Forms/Steel/Holdowns 122 Do Not Pour Concrete Until Above are Signed Pre -Slab 124 Gas Test House 404 Gas Test Yard 404 Masonry Grout 120 Masonry Bond Beam 119 Underfloor Framing 149 Underfloor Ducts 319 Shear Transfer 136 Under Floor Plumbing 412 Under Slab Plumbing 411 Gas Piping 403 Do Not Install Floor Sheathing or Slab Until Above Signed Holdowns/Straps 122 Shearwall/B.W.P.-Interior 135 Shearwall/B.W.P.-Exterior 135 Roof Nail/Drag Trusses 129 Do Not Install Siding/Stucco or Roofing Until Above Signed Rough Framing 128 Rough Plumbing 406 Rough Mechanical 316 Rough Electrical 208 Gas Piping 403 Shower Pan/Tub Test 408 Fire Sprinkler Test 702 Fire Sprinkler Final 702 Finals Building Final 802 Electrical Final 803 Mechanical Final 809 Plumbing Final 813 Pool Final 802 Mobile Home Final 802 Inspection Type I NR I INSP DATE Do Not Insulate Until Above Signed Wall Insulation 117 Ceiling Insulation 118 Do Not Cover Until Above Signed T -Bar Ceiling / RC 145 Stucco Lath 142 Stucco Scratch 143 Stucco Brown 144 Swimming Pools Setbacks 132 Pool Plumbing Test 504 Gas Test 404 Pre-Gunute 506 Pool ElecBonding/Light Nitch 502 Pool Fencing/Alarms/Barriers 503 Pre -Plaster 507 Manufactured Homes Setbacks 132 Blocking/Underpining 612 Tiedown/Foundation System 611 Site Utilities/Trench Insp. 137 Gas Test Yard 404 Manometer Test 605 Continuity Test 602 Skirting/Steps/Landings 610 Coach Info Manufactures Name: Date of Manufacture: Model Name/Number: Serial Numbers: Length x Width: Insignia: Public Works Fina 538-7681 Fire Department/CDF 538-6837 ext 169 Env. Health Final 538-7281 Sewer District Final "PROJECT FINAL 801 -rrulecc anal is a i,eranicate of occupancy for tnesmenuai vinyl PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE. IF WORK HAS COMMENCED, YOU MAY PAY FOR A 1 YEAR RENEWAL 30 DAYS PRIOR TO EXPIRATION Inspector Copy BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 58 SUGAR PINE DR Owner: Permit No: B07-1780 APN: 062-340-019 RYAN, JOE A & CAROLINE A Issued Date: 11/20/2007 By KCG Permit type: RESIDENTIAL 1548 MAPLE ST OFC Subtype: SFD-Custom/Model REDWOOD CITY, CA 94063 Expiration Date: 11/19/2008 Description: NSF DWELLING(1730), GAR(440), ( (650) 888-9305 Occupancy: R-3 Zoning: U ' Contractor Applicant: Square Footage: JOSEPH RYANS PENINSULA PAINT RYAN, JOE Building Garage Remdl/Addn 1548 MAPLE ST. 1548 MAPLE ST OFC 1,730 440 REDWOOD CITY, CA 94063 REDWOOD CITY, CA 94063 Other Porch/Patio Total (650)888-9305 (650)888-9305 273 2,443 FEE INFORMATION CWIF SF $2,411.06 DBFIRE Fire Inspection (SRA) $102.70 CWIF SF $2,132.89 DBFIRE SRA Fire Plan Review (S $102.70 CWIFAUD Impact Processing Audi $50.00 DBOMSCF Fire Safe Standards Re $115.98 CWIFDDS Impact Processing Fee $50.00 DBSMIP Residential $12.74 DB R3 Dwelling -Custom, Model $1,731.05 DB R3 Dwelling -Custom, Model $1,154.03 DBEH Building Review Fee $75.70 Total Charged: $8,041.55 Fees Paid: $8,041.55 DBFIRE Fire Inspection (SRA) $102.70 Balance Due: $0.00 Receipt No: B5367 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractors License JOSEPH RYANS PENINSULA F 562094 / B / 03/31/2009 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. 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 X 11/20/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date ❑ 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 WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compansation insurance carrier and policy number are; thereon, and who contracts for the projects with a oontractor(s) licensed pursuant to the 1698392 01/01/2008 Carrier: STATE FUND Policy Number: Exp. Date: Contractors License Law.). (This section need not be completed if the permit is or one a hundred dollars ($100) or less.) ❑ I AM EXEMPT under Section B. & P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X 11/20/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. X 11/20/2007 1 hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the properly owner or am authorized to act on the property owners behalf. CONSTRUCTION LENDING AGENCY 11/20/2007 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee (SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) ❑ Owner 11 Contractor OR; Agent for Owner Agent for Contractor INSPECTOR COPY Lenders Address City State Zip Butte County 53"t 38.7541 Pho--�a Department of Development Services .)T,rF Building Division k ° ; ° 7 County Center Drive °eoeN�y° Oroville, CA 94965 www.buttecounty.net/dds 530.538.2140 Fax REFUND REQUEST APPLICATION Butte County Code 3-41(d) Refund Policy. The Building Official shall not authorize the refunding of any fee paid except upon written application tiled by the person originally paying the fee. The Building Official shall deduct all Development Services Department costs prior to authorizing any refund and shall charge one hour at the building division standard hourly rate to process the refund application and recover costs related to application, file set-up, and file archiving fees. Refunds may be processed as follows: The Building Official may authorize the refunding of: (1) any fee paid which was erroneously paid or collected (Refund processing fee not required). (2) permit fees and the plan checking fee when the application for a permit is withdrawn or cancelled before any plan checking is done. (3) the permit fees paid prior to the expiration of the permit providing no work has been done pursuant to the permit. (4) the permit fees paid prior to the expiration of the permit application, if the permit requested is not issued, but not after 180 days from the date of fee payment. (5) The Building Official shall not authorize the refunding of any filing fees, nor any plan checking fees, for work plan checked. http://municipalcodes.lexisnexis.com/codes/butteco/ INSTRUCTIONS: Submit this application to Development Services for determination of refundable fees. A claim will be generated for any fees to be refunded and sent to the address below for signature (by the person whose name is on the receipt) and return to Development Services for payment rocessin . CLAIMANT'S NAME: n) S `YAU CA— APHONE(S): ADDRESS (Include City/SUZip)12LTWaCIP PHONE(S): E-MAIL: ASSESSOR'S PARCEL NO.: .d6: - .3 Lt6 ' o Lq [Please use one claim form per pZiinit] BLDG PERMIT NO.: d - 1 7- Receipt Recei t No. 1 Receipt No. 2 Receipt No. 3 f S 3 42f E, Oi RECEIPT NO.: Z l 07 RECEIPT DATE: ` -t RECEIPT AMOUNT: REASON FOR REFUND R QUEST: t'jA L� Note: This refund form is for fees paid and receipted at the time of applicationlissuance for a building permit. This may involve fees Development Services has collected for other departments such as Fire, Agriculture, Land Development and Environmental Health or collection of County Wide Impact Fees. In the event other department fees were paid along with building permit fees, Development Services will check with those departments to determine if any of the fees paid to them are refundable. This does not include fees paid directly to other departments, nor parks and recreation or school fees. If you paid other fees and were issued receipts other than from Development Services, please check with them for refund Information. Building Plans for cancelled permits will be disposed of within 10 working days upon submission of a Request for Refund. If you want the plans, you may pick them up prior to that time. Signature is required of the individual who originally paid fees or authorized representative of the business that paid fees. SignatureDate K:/Forms/Refund pplication 012608 180 day calculator from date of receipt is: ',#VALUE! s FU6 3 Receipt Number: B5367 Permit Number: B07-1780 APN:062-340-019 BUTTE COUNTY RECEIPT 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Paid By: JOSEPH RYAN CONSTRUCTION Date Paid: 11/20/2007 Received By: KCG Pay Method: Check 3180 Printed: 8/15/2008 10:25 am Fee Description Account Number Fee Amount CWIF SF CWIFFIREF SF CWIFFIREVE SF CWIFPWRDS SF 1851-0-280-1011852 1851-0-280-1011853 1831-0-280-1011001 CPW6 5 r C$707:16 LSl_;L37._551 DB R3 Dwelling -Custom, Model DBF DWLNG CSTM/MDL N Permit Fe 0010-440001-4210500-101001 $1,731.05 DBFIRE Fire Inspection (SRA) 0100-450001-4617240-101001 $102.70 DBOMSCF Fire Safe Standards Re 0010-440001-4210500-101001 $115.98 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 . CWIF SF CWIFSHERFJL SF 1800-0-280-1011811 c$28&00' CWIFGGVE SF 1810-0-280-101001 C$3.06 6-ly CWIFSHERFF SF 1840-0-280-1011841 4$321-f§ • CWIFGGF SF 1808-0-280-101001 r—S664:81 CWIFLBRYV SF 1825-0-280-1011828 x$4:83 CWIFSHERFVE SF 1840-0-280-1011842 L$I.52:.72 CWIFLBRYF SF 1825-0-280-1011826 g$240:89 CWIFLBRYM SF 1825-0-280-1011827 4=$11M4 DBSMIP Residential 1001-0-280-1011298 x$1:2 74 Total Fees Paid: 0, $6,606.42 Receipt Number: B4308 Permit Number: B07-1780 APN:062-340-019 BUTTE COUNTY RECEIPT 7 County Center Drive- Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Paid By: JOSEPH RYAN CONSTRUCTION Date Paid: 8/21/2007 Received By: KCG Pay Method: Check 3167 Printed: 8/15/2008 10:28 am Fee Description Account Number Fee Amount DB R3 Dwelling -Custom, Model DBF DWLNG CSTM/MDL N Plan Rvw 0010-440001-4210500-101001 $1,154.03 DBEH Building Review Fee 0021-540013-4614901-101001 $75.70 DBFIRE Fire Inspection (SRA) 0100-450001-4617240-101001 $102.70 DBFIRE SRA Fire Plan Review (S 0100-450001-4617240-101001 $102.70 Total Fees Paid: $1,435.13 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds i PROJECT INFORMATION Site Address: 58 SUGAR PINE DR API`): 062-340-019 Owner: RYAN, JOE A & CAROLINE A Permit No: B07-1780 Issued Date: 11/20/2007 By KCG Permit type: RESIDENTIAL 1548 MAPLE ST OFC Subtype: SFD-Custom/Model Description: NSF DWELLING(1730), GAR(440), C REDWOOD CITY, CA 94063 1 (650) 888-9305 Expiration Date: 11/19/2008 Occupancy: R-3 Zoning: U Contractor Applicant: Square Footage: JOSEPH RYANS PENINSULA PAINT RYAN, JOE Building Garage RemdUAddn 1548 MAPLE ST. 1548 MAPLE ST OFC 1,730 440 REDWOOD CITY, CA 94063 REDWOOD CITY, CA 94063 Other Porch/Patio Total (650)888-9305 (650)888-9305 273 2,443 FEE INFORMATION CWIF SF $2,411.06 DBFIRE Fire Inspection (SRA) $102.70 CWIF SF $2,132.89 DBFIRE SRA Fire Plan Review (S $102.70 CWIFAUD Impact Processing Audi $50.00 DBOMSCF Fire Safe Standards Re $115.98 CWIFDDS Impact Processing Fee $50.00 DBSMIP Residential $12.74 DB R3 Dwelling -Custom, Model $1,731.05 DB R3 Dwelling -Custom, Model $1,154.03 DBEH Building Review Fee $75.70 DBFIRE Fire Inspection (SRA) $102.70 Total Charged: $8,041.55 Fees Paid: $8,041.55 Balance Due: $0.00 Receipt No: B5367 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No./ Class/ Expires . JOSEPH RYANS PENINSULA F 562094 / B / 03/31/2009 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he 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 X 11/20/2007 the applicant to a civil penalty of not more than five hundred dollars ($500); CCon ractors Signature Date Please check one of the following: ❑ 1, 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 WORKERS' COMPS SATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License 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, AVE AND WILL MAINTAIN WORKER'S 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; Law does not apply to an owner of the properly, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑ 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the STATE FUND 1698392 01/01/2008 Carrier: Policy Number: Exp. Date: Contractors License Law.). (This section need not be completed if the permit rs for one hundred dollars ($100) or less.) ❑ I AM EXEMPT under Section B. & P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X 11/20/2007 compensation prov' ' s of Section 3700 of the Labor Code, I shall forthwith comply with those provisions Owner's Signature Date 4X 11/20/2007 I hereby certify that I have read this application and state that the above information is correct. I agree atureDate WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County r the mentioned property for inspection purposes. I hereby certify that I am the CONSTRUCTION LENDING AGENCY p y er or m thorized to act on the property owners behalf. �N 11/20/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency fo the performance of the work for which this permit is issued. (3097 civ. code) Name Per a [SIG Print Date Owner Contractor OR;Agent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip i �QT BUTTE COUNTY o ( o DEPARTMENT OF DEVELOPMENT SERVICES o BUILDING PERMIT APPLICATION. o. o OFFICE #: (530) 533-7541 FAX #: (530) 533-2140 c '` ' � o A FEE WILL BE REQUIRED AT TIKE OF APPLICATION .� Website: w. 1w.buttecounty.net/dds **PLEASE PRINT CLEARLY** . OWNER INFORMATION Last Name Name First Name Mailing Adcress Zip �rq City w Ct State State Phone�a $$� _ 30 S Fax E-mail Fax ARCHITECT/ENGINEER CONTRACTOR Name City 4 t C-6 Address Zip �rq City Fax State Zip Phone Fax E-mail Lic. #.6 Z0914V Class ARCHITECT/ENGINEER NameG Address City 4 t C-6 State CA Zip �rq PhoneFax S`3a • S'4'Y / Fax E-mail State License Number APPLICANT INFORMATION Name' Address City State Zip Phone Fax E-mail ICANT SIGNATURE x PERMIT NO. B�N# PROJECT LOCATION AP# z Q Prop e ddress City CI - WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Sq FT- Living . j_73v arage Y4/r)pen Co Z73 ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA Yes No Occ. Type Const. 7gA lol-M� Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-1780 Date: 08/21/2007 Location: SUGAR PINE DR By: KCG Parcel Number: 062-340-019 Sub Type: SFD-Custom/Model Owner Name: RYAN, JOE A & CAROLINE A Phone: (650) 888-9305 Description: NSF DWELLING(1730), GAR(440), COV(273) ❑❑ ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No DRAINAGE DISTRICTS El ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 ❑ E] City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 ❑❑ ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 �4 Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 1:1-- ❑ Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 SCHOOL DISTRICTS ❑ ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 ❑ ❑ Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions rj City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 ❑ ❑ Other: ❑ ❑ Other: ❑ ❑ Other: Signature of Property Owner: Date: 08/21/2007 FILE :% BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Permit Number: B07-1780 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Job Address: SUGAR PINE DR Contractor: JOSEPH RYANS PENINSULA PAINT Fee Description CWIF SF 1548 MAPLE ST. REDWOOD CITY, CA 94063 Printed: 08/21/2007 11:15 am Account Number Fee Amount Paid Date Pmt Amt CWIFPWRDS SF 1831-0-280-1011001 $1,337.55 CWIFFIREVE SF 1851-0-280-1011853 $707.16 CWIFFIREF SF 1851-0-280-1011852 $366.35 DB R3 Dwelling -Custom, Model DBF DWLNG CSTM/MDL N Plan Rvv 0010-440001-4210500-1010 $1,154.03 08/21/2007 $1,154.03 DBF DWLNG CSTM/MDL N Permit Ff 0010-440001-4210500-1010 $1,731.05 DBEH Building Review Fee 1808-0-280-101001 $664.81 CWIFSHERFVE SF 0021-540013-4614901-1010 $75.70 08/21/2007 $75.70 DBFIRE Fire Inspection (SRA) 1800-0-280-1011811 $288.00 CWIFSHERFF SF 0100-450001-4617240-1010 $102.70 08/21/2007. $102.70 CWIFLBRYM SF 0100-450001-4617240-1010 $102.70 DBOMSCF Fire Safe Standards Re 1810-0-280-101001 $306.61 0010-440001-4210500-1010 $115.98 DBFIRE SRA Fire Plan Review (S 1001-0-280-1011298 $12.74 0100-450001-4617240-1010 $102.70 08/21/2007 $102.70 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 CWIF SF CWIFGGF SF 1808-0-280-101001 $664.81 CWIFSHERFVE SF 1840-0-280-1011842 $152.72 CWIFSHERFJL SF 1800-0-280-1011811 $288.00 CWIFSHERFF SF 1840-0-280-1011841 $312.99 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFLBRYV SF 1825-0-280-1011828 $4.83 DBSMIP Residential 1001-0-280-1011298 $12.74 Printed By: Kourtni Graham 89041.55 $19435.13 Balance Due: $6,606.42 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fe� chauring the plan checking process. Date: 08/21/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). California Department of Forestry and Fire Protection Butte County Fire Department Fire Prevention Bureau 176 Nelson Avenue, Oroville CA 95965 (530) 538-7888 Office, (530) 538-2105 Fax Reference Number: B07-1780 Date: 08/21/2007 Location: SUGAR PINE DR By: KCG Parcel Number: 062-340-019 Sub Type: SFD-Custom/Model Owner Name: RYAN, JOE A & CAROLINE A Phone: (650) 888-9305 Description: NSF DWELLING(1730), GAR(440), COV(273) To meet the requirements of Government Code section 51182 and Public Resource Code 4291, Butte County requires a pre -construction inspection to pro -actively provide the below building and site requirements to the property owner. Your property is located within the State Responsibility Area (SRA) of Butte County. All development within the SRA is required to meet the below requirements: ✓ Public Resources Code 4290 ✓ Public Resources Code 4291 ✓ California Building Code, Chapter 7A ✓ Butte County Improvement Standards Requirements prior to scheduling the pre -inspection: ✓ Full plan submittal to Butte County Development Services -Building Division ✓ Driveway and building pad must be identified on site ✓ Structure location must be staked out on the building site Requests for inspections shall be made a minimum of 72 hours in advance by calling the Fire Prevention Bureau's 24 hour inspection line at (530) 538-6837, ext. 169, (When the recording comes on, enter the extension number). For the pre -inspections, the property owner or authorized agent is required to meet the inspector at the construction site with two hard copies of the site plan. I have read and understand the above pre -inspection requirements. 08/21/2007 Date All of the Fire Safe Requirements are posted on the Butte County Fire Department website at http:Hbuttefire.org/Fireprevention/protplan/proti)lan.html Rev'd 5/7/07 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: O Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http:Hmunicipalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-1780 Date: 08/21/2007 Location: SUGAR PINE DR Parcel Number: 062-340-019 Owner Name: RYAN, JOE A & CAROLINE A Phone: (650) 888-9305 Description: NSF DWELLING(1730), GAR(440), COV(273) Signature of Property Owner: �_/�� // Date: 08/21/2007 FILE Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds C O O 0 0 0 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-1780 Date: 08/21/2007 Location: SUGAR PINE DR By: KCG Parcel Number: 062-340-019 Sub Type: SFD-Custom/Model Owner Name: RYAN, JOE A & CAROLINE A Phone: (650) 888-9305 Description: NSF DWELLING(1730), GAR(440), COV(273) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title: FILE Date: 08/21/2007 BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM,. (One form per Building) School District A.P. Number cu,": /) 46. U F \ Property Owner i✓' j-�. Property Location/Address Subdivision Residential Development No of Living Units Jurisdiction: City Building Department No. Tax Rate Area No. _County Lot No. .................................................................................................. F 0 Mobile Home Addition/ 'Supplemental to Installation Conversion Permit # `(No foundation inspection) ................................................................................................... Commercial/Industrial 0 New Addition Building Department Sq. Footage 1 ,(Group R) Cr. Demo - ( ) existing sq. ft. see attached Net total sq. ft. Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) ?T Sq. Footage (Including Exterior Roofed Areas) Date District Identification No. 080061 �Oyf h j on N�� School District certifies that —JD SA P ► ` ' ` �'� Q YN (Payor) (Street Address) (City) (State) (Zip Code) (Phone Number) has complied with the requirements of Resolution No. by payment of $ representing ' —� 30 square feet. 'A z cp�—O� District Paid by Check # ` � Remarks: B 2926 $- FULL MITIGATION $ Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feefonn.xls (12/06)dmm BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM[ RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s)� 1 Building Permit Numberas� ' Property Owner (s) Project Location /Address Y 1�V vYP� Subdivision Name 11--1 0Assessable Sq. Ftge Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: TI) Building Departm nt a esentative Date ❑ FRRPD 0 CARD ❑ PRPD ❑ DRPD certifies that: Applicant Name Phone Number ,L vvrrdl> C'=?`fd 6 Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ Square Feet @ $ Remarks: Paid by Check No: Paid by Casio: Recreation and Park District Representative per unit for a total of $ vV - V v per sq foot for a total of $ Receipt No: 6? b -7 , 1-7 c�o CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title ... RYAN 1730 Date..10/03/07 10:30:26 Project Address........ *******--------------------- CHICO, CA *v7.10* Documentation Author... Gregory A. Peitz ******* Gregory A. Peitz Architect 383 Rio Lindo Ave. Chico, CA 95926 530-894-5719 Building -Permit # Plan Check / Date Field Check/ Date Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM CF -1R I . User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case ------------------------------------------------------------------------------- ---------------------------- ---------------------------- MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance = (kTDV/sf-yr) Design Design Margin = ----------------------------------------------------- _ = Space Heating.......... 21.69 21.75 -0.06 = Space Cooling.......... 27.94 26.16 1.78 Water Heating.......... 12.15 11.58 0.57 = ------------------------- - = Total 61.78 59.49 2.29 = *** Building complies with Computer Performance *** HERS Verification Required for Compliance GENERAL INFORMATION F !� ;� . ------------------- HERS _HERS Verification.......... Required�� Conditioned Floor Area..... 1730 sf Building Type .............. Single Family-Detache 101001 Construction Type ......... New Fuel Type ................. NaturalGas Building Front Orientation. Front Facing 280 deg (W) Number of.Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... FullYear Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Slab On Grade 1 15738 cf 339 sf 17.2 0 of floor area 0.34 Btu/hr-sf-F 0.32 9.1 ft J13UT TE ;� COURT' 'T OCT 0 4 2007 DEVELOP MEN r SERVICES ,4, CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 ------------------------------------------- -- Project Title.......... RYAN 1730 Date..10/03/07 10:30:26 MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM CF -1R User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case ------------------------------------------------------------------------------- BUILDING ZONE INFORMATION PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments ------------ --------------------- -------------- ---------------------- 11 S1abEdge 74 0.760 R-0 No None To Outside FENESTRATION SURFACES Floor # of # of Cond- Thermo- Vent Vent Verified Exterior Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap ----- ------- ---------- -------------- Residence ----- 1730 ------ ----- 15738 1.00 ----- 4.0 ----- Yes -------- Setback 8.0 Standard No Tilt Type Location/Comments ------------------ 1 OPAQUE SURFACES (N) ----- 40.0 ----- 0.330 ----- 0.350. --- 10 ---- 90 U- --------------- Sheath- 2 Solar Appendix Back (E) 30.0 Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments ------------ 1 Wall ----- Wood ---- 421 ----- 0.102 ----- 13 ----- 0 --- 280 ---- --- 90 Yes --------- IV.9 A3 -------------- FRONT 2 Wall Wood 241 0.102 13 0 10 90 Yes IV.9 A3 LEFT 3 Wall Wood 359 0.102 13 0 100 90 Yes IV.9 A3 BACK 4 Wall Wood 414 0.102 13 0 190 90 Yes IV.9 A3 RIGHT 5 Wall Wood 133 0.102 13 0 280 90 Yes IV.9 A3 Kneewall 6 Wall Wood 159 0.102 13 0 280 90 No IV.9 A3 GARAGE 7 Roof n/a 657 0.025 38 0 n/a 0 Yes None Attic 8 Roof n/a 765 0.025 38 0 280 14 Yes None Attic 9 Door None 17 0.330 0 0 280 90 No None DOOR 10 Floor Wood 1052 0.037 19 0 n/a 0 No IV.20 A4 RAISED FLOOR PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments ------------ --------------------- -------------- ---------------------- 11 S1abEdge 74 0.760 R-0 No None To Outside FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ 1 Door Left' (N) ----- 40.0 ----- 0.330 ----- 0.350. --- 10 ---- 90 -------- Standard ------------------------ 1/Vinyl/Wood Patio Door 2 Wind Back (E) 30.0 0.340 0.310 100 90 Standard 2/Vinyl/Wood Operable Lo 3 Wind Back (E) 14.0 0.340 0.310 100 90 Standard 3/Vinyl/Wood Operable Lo 4 Wind Back (E) 15.0 0.340 0.310 100 90 Standard 4/Vinyl/Wood Operable Lo 5 Wind Back (E) 15.0 0.340 0.310 100 90 Standard 5/Vinyl/Wood Operable Lo 6 Wind Right (S) 9.0 0.340 0.310 190 90 Standard 6/Vinyl/Wood Operable Lo 7 Wind Right (S) 4.0 0.340 0.310 190 90 Standard 7/Vinyl/Wood Operable Lo CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-1R Page 3 Project Title.......... RYAN 1730 Date..10/03/07 10:30:26 MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program-FORM CF-1R User#-MP2330 User-Gregory A. Peitz Architec Run -Base Case I ------------------------------------------------------------------------------- FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ----------------------- ----- ----- --- ------------ ------------------------ 8 Wind Front (W) 16.0 0.340 0.310 280 90 Standard 8/Vinyl/Wood Operable Lo 9 Wind Front (W) 16.0 0.340 0.310 280 90 Standard 9/Vinyl/Wood Operable Lo 10 Door Front (W) 20.0 0.330 0.350 280 90 Standard 10/Vinyl/Wood Patio Door 11 Wind Front (W) 30.0 0.340 0.310 280 90 Standard it/Vinyl/Wood Operable L 12 Wind Back (E) 15.0 0.340 0.310 100 90 Standard 12/Vinyl/Wood Operable L 13 Door Back (E) 40..0 0.330 0.350 100 90 Standard 13/Vinyl/Wood Patio Door 14 Wind Back (E) 15.0 0.340 0.310 100 90 Standard 14/Vinyl/Wood Operable L 15 Wind Right (S) 18.0 0.340 0.310 190 90 Standard 15/Vinyl/Wood Operable L OVERHANGS ---Window--- ------------Overhang------------ Area Left Right Surface (sf) Width Height Depth Height Extension Extension ----------- ----- ----- ------ ----- =----- --------- --------- 1 Door 40.0 6 6.7 20 1.3 3.5 1.5 2 Window 30.0 6 5 2.5 .3 33 23.5 3 Window 14.0 4 3.5 2.5 .3 24.5 34.5 4 Window 15.0 2.5 6 2.5 .3 18.5 40.5 5 Window 15.0 2.5 6 2.5 .3 10 50.5 8 Window 16.0 4 4 2.5 .3 6 5.5 10 Door 20.0 3 6.7 4.8 1.3 11 1 11 Window 30.0 6 5 6.8 1.3 3 8 SIDE FINS ------Left Fin ------ Ex- tension Depth Height ------- ----- ------ n/a n/a n/a 6 1.5 1.3 n/a n/a n/a n/a n/a n/a ------Right Fin ----- Ex- ---Window--- tension ------- Depth ----- Area 1.5 20 Surface (sf) Width Heigth ----------- 1 Door ----- 40.0 ----- 6 ------ 6.7 8 Window 16.0 4 4 10 Door 20.0 3 6.7 11 Window 30.0 6 5 SIDE FINS ------Left Fin ------ Ex- tension Depth Height ------- ----- ------ n/a n/a n/a 6 1.5 1.3 n/a n/a n/a n/a n/a n/a ------Right Fin ----- Ex- tension ------- Depth ----- Height ------ 1.5 20 1.3 n/a n/a n/a 1 2.8 1.3 1.5 2 1.3 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 Project Title.......... RYAN 1730 Date..10/03/07 10:30:26 MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM CF -1R User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case I ----------------------------------------------=-------------------------------- SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 339 HVAC SYSTEMS Verified System Type ------------- Furnace ACSplit Total Heating Load (Btu/hr) 37036 n/a HVAC SIZING Sensible Cooling Load (Btu/hr) n/a 23983 Sizing Location... ........ Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Design Cooling Capacity (Btu/hr) n/a 28760 Verified Maximum Cooling Capacity (Btu/hr) n/a n/a . CHICO EXP STA 22 F 70 F 100 F 75 F 37 F DUCT SYSTEMS Number Verified Verified Verified Verified Maximum System of Minimum Refrig.Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV . Airflow Draw Capacity ------------ Furnace ------- 1 ----------- ----- -------------- 0.800 AFUE n/a n/a -------- n/a -------- n/a -------- n/a ACSplit 1 13.00 SEER 11 Yes No No No System Type ------------- Furnace ACSplit Total Heating Load (Btu/hr) 37036 n/a HVAC SIZING Sensible Cooling Load (Btu/hr) n/a 23983 Sizing Location... ........ Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Design Cooling Capacity (Btu/hr) n/a 28760 Verified Maximum Cooling Capacity (Btu/hr) n/a n/a . CHICO EXP STA 22 F 70 F 100 F 75 F 37 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct - Surface Buried Type Location ----------- R -value Leakage -------------- Area -------- Ducts --------- ------------- Furnace Attic R-4.2 Yes No No ACSplit Attic R-4.2 Yes No No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... RYAN 1730 Date..10/03/07 10:30:26 MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM CF -1R I User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case I ------------------------------------------------------------------------------- Heater Tank Type Type ---------------- -------- 1 Storage Gas WATER HEATING SYSTEMS --------------- Number in Distribution Type System ------------------- ------ Standard 1 Tank Energy Size Factor (gal) -------- ------ .6 50 SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** installed to manufacturer and CEC specifications, and *** verified during plan check and field inspection. External Insulation R -value R- n/a *** *** *** This building incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve (TXV). If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified EER. This building incorporates HERS verified Duct Leakage. 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 installation certificate. *** This building incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve (TXV). If a cooling system is not installed, then HERS verification is not necessary. This building incorporates HERS verified EER. This building incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 6 -------------------------------------- ----------------------- - Project Title.......... RYAN 1730 Date..08/21/07 08:14:01 MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM CF -1R I User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case I ------------------------------------------------------------------------------- REMARKS COMPLIANCE STATEMENT -------------------- This'certificate of compliance lists the building features and performance 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. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... GREGORY A. PEITZ Company. GREGORY PEITZ ARCHITECT Address. 383 RIO LINDO AVE CHICO, CA 95926 Phone... (530)7.g- 19 License. C21 Signed.. /' (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) Name.... Gregory A. Peitz Company. Gregory A. Peitz Architect Address. 383 Rio Lindo Ave. Chico, CA 926 Phone... 530-894-57 Signed.. (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 1 Project Title.......... RYAN 1730 Date..08/21/07 08:14:01 Project Address........ Documentation Author... CHICO, CA Gregory A. Peitz ******* *v7.10* ******* Gregory A. Peitz Architect 383 Rio Lindo Ave. Chico, CA 95926 530-894-5719 Building Permit # Plan Check / Date Field Check/ Date Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM MF -1R j I User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case I ------------------------------------------------------------------------------- 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 supersede the items marked with an asterisk (*). 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. BUILDING ENVELOPE MEASURES De- En- sign- force- n/a er ment *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U -factor in metal frame ceiling 150(b): Loose fill insulation manufacturer's labeled R -Value �- *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls) *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire k opening of the firebox b. Outside air intake with damper and control, flue 1r damper and control 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 X meets requirements specified in ACM Residential Manual 150(8): Vapor barriers mandatory in Climate Zones 14,16 only 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, y, water vapor permeance rate no greater than 2.0 perm/inch /� 118: Insulation specified or installed meets insulation quality standards. Indicate type and include CF -6R form 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned �( spaces designed to limit air leakage l 2. Fenestration products (except field -fabricated) have MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 2 --------------------=---------------------------------------------------------- ------------------------------------------------------------------------------- Project Title.......... RYAN 1730 Date..08/21/07 08:14:01 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM MF -1R I User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case ------------------------------------------------------------------------------- label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES n/a 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA 150(i): Setback thermostat on all applicable heating and/or cooling systems 150(j): 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 having an installed thermal resistance of R12 or greater 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal 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 length of recirculating sections of hot water pipes shall be insulated to Table 150B 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 and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space L"41- 7. Solar water -heating systems/collectors are certified by t e Solar Rating and Certification Corporation *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, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum 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, De- En- sign- force er ment MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 3 Project Title RYAN 1730 Date..08/21/07 08:14:01 MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM MF -1R i User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case --------------------------------------------------------------- UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to t' nal area of the ducts rim 77Ce reductions in the cross -sec o 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands 4. Exhaust fan systems have back draft or automatic dampers 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually �( operated dampers f` 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material 7. Flexible ducts cannot have porous inner cores 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch 115: Gas-fired central furnaces, pool heaters, spa heaters 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 RESIDENTIAL LIGHTING MEASURES 150(_)1• HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: or LL De- En- sign- force n/a er ment contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 4 ------------------------------------- ------------------------- -------------------------------------- Project Title.......... RYAN 1730 Date..08/21/07 08:14:01 MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -FORM MF -1R I User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case ---------------------------------------------------- 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 percent of the wattage, as determined in Sec. 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 OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically x or have an always on option /v 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals r 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 in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply x with Section 119(d) 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 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 dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) A_ HVAC SIZING HVAC Page 1 ------------------------------------------------------------ - ------------ Project Title.......... RYAN 1730 Date..08/21/07 08:14:01 Project Address........ ******* --------------------- CHICO, CA *v7.10* Documentation Author... Gregory A. Peitz ******* Building Permit # Gregory A. Peitz Architect 383 Rio Lindo Ave. Chico, CA 95926 530-894-5719 Plan Check / Date Field Check/ Date Climate Zone........... it --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-RYAN1730 Wth-CTZ11S05 Program -HVAC SIZING I User#-MP2330 User -Gregory A. Peitz Architec Run -Base Case ------------------------------------------------------------- - GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used.....: Overhang Shading Used...... Latent Load Fraction....... 1357 sf 15738 cf Front Facing CHICO EXP STA 39.7 degrees 22 F 70 F 100 F 75 F 37 F Yes Yes Yes 0.19 HEATING AND COOLING LOAD SUMMARY 280 deg (W) -------------------------------- Heating Cooling Description (Btu/hr) (Btu/hr) ------------------------------------------------------- Opaque Conduction and Solar...... 17971 6909 Glazing Conduction and Solar..... 4799 7909 Infiltration ..................... 7256 2401 Internal Gain .................... n/a 2520 Ducts ............................ 4704 3469 Sensible Load .................... 34729 23207 Latent Load ...................... n/a 4623 ----------- ----------- Minimum Total Load 34729 27830 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PROJECT: 1? 3 a I have reviewed the truss submittal for the above project and all loading design criteria have been met. I4 GGgory A. Peitz Architect COVUNTY AtjG % ; 2007 IYEVELO-pl, r SERVICES t3UTT COU 9 o f . S PTDROVED A a w 44, C`00 N ST U CTI 1 N" ,Fri R M ING C I L. MAIL TO: PO Box 238 Durham, CA 95938 T: 530.342.5844 F: 530.342.5845 Email: cfst2(-cfschico.com JOB INFORMATION DATE 8/10/2007 PROD ECT Ryan 1730 CUSTOMER, c. `1] 0 0 ' 1 Greg Peitz ADDRESS G N",b Sugar Pine Dr. Berry Creek, Ca o COUNTY Butte NOTES: I ❑Shop Drawings ❑copy ®Sealed Drawings DSU* bmittal ❑Field Set DESIGNER: Becky Marshall ENGINEER: TRUSWAL SYSTEMS 800-322-4045 Apprvd Inspection Agency CONTINENTAL: 916-718-5217 P.O.Box 785 Lodi, CA 95241 Z Job #: 070435 ru55 PAA5 Standard Brace Details ® 51312-01 Truss Prawinq Notes d 51312-03 Web I racinq ® 51312-05 Alternate Brace ® 51312-09 Lateral I3racinq Gable End 12etaik ® 6 P-12 Gable End Details ® 6EP-14 Wind Load Pracinq ® 02-16 Gable 13racinq ❑ 6E12-18 Dutch Gable Details Nip goof Details ❑ HP12-21 End Jack/ Rafter Details ❑ NI?12-22 6' 5et 13ack ❑ HP19-25 Pressure Block ❑ Np12-24 Nip Connections ❑ Np12-25 End Jack Connections 5pecialtU Details ® 519-30 False Frame: ❑ 512-52 Ladder Frame ❑ 512-54 13earinq Block E1512-56 Nat Truss ®.512-59 Vallee Trusses COUNTY AUG 2 12007 dDEVEL05,11— T r SE RW -CES 1 � e FIN PEP R: M . yH 3''f a , C A 'J m.: PEP R: M . yH 3''f a , C A 2 RAILS IYP. " Jim ww : P � E r . ;,,. r.+ ISWLf ATRWiR . '4 ti. rr P' WTS, 1.OTI, BRA" To Ee OF iHE SAM MAlMAl. As M Ct r.. 9 Jrt. -,4'4�',4$,,"N'O"k,,T,HPA'RX•-�D A�'IVE SUIS 0*0 `.A 5TANDARV DETAL #01. ,,KT>,-.. MAO* W�ATI .FOR 0mx,,,4q BAR :TRANSFER ALLONW, am 41 M 02. 200FLATMPARD 'FAIR 0:6 1 MORAL 06WIRDA 1 LAMM BRACINS < 2C-,. AT on 04. 1 mAxdkk-2x4 DPL n - , vp, R 0 C W � S-1, t A T H I N rv. a � ,,,~ TO 0 1. , ( k 2.100 NAILS MP.J 4A. Lmit 2x BLOCKIK MATCH 7—WWWOS LATERAL ALT, WA<,1I 6,U'XATM, �SS THAN 2411 rmH Ji5 my 24; AND 6REATm--4 ff" #1, 20 e MT MUST BE PMR,45 OP YMICAL. MAMRS NALL. SECT= A -A L' ,9$€k SPF�j('i�htlG'IVS,` . 1YF tJ4ING ON OtgE rreE12. 2x � ,DF; -L L:H(?RC�S '`HEAT? IIDEAJaN 23?4' STD'. 0F-1. STUEIS 16-14-10,0,Q 21 -1Q 11} F^(; i f;A.l}: ^, rc� MPH WING I DA'DIR-3 � I1ly yrrr� r_ a Y > E'UR GABLL "M 31 C* ATEF�t TJ•I/.W SEE. �E-?• ; ,,, .: - �� "- ter.: a m rrID '7j GRACE AS TCF CHCR-J Y4TH 16d A7 12 t7.C. _: r'-. J :0?I SP1;C` T9. Occuri AT ?ME_ IMTH ��- CLUSTEFRS'y-1Bd Fi��l?.,'vi'WT A1EME�t�S NOJ: RECUIRFD {--�— WT..."l FCH ya C a~ !JL ti S +31HE k1 {11 14 tiJ. �' SIAPLES ON CIIII N Nor, ._ n12a OR 7E ASCPI w_..... - V ~ 3-5 FULL BLAHI`G WAR f _...... _.....,.,_ ~- tom,,._. $�"�'•, K_ R . ' D -ICNA.L ,CANTI_E.VCP 41 ':I? 48" �iq'f; I ";"n.�D 6r }'TALL UN TO .x,� 0. C. Up 1'G: 24- PSI -_:.0 HANGIE � ScE GE1'Alf SEE QU rLOCIMI-:Ie LIE7,%L. lit .&L'Ch9LE €VC 2X4 C1+1WIA_ YRACL e6, Cl:` -'•111 ;Km -,r CP. 4T 18'-0" O.C. W -4Mi 11 9R? -ACING PEIAIL3' - NEr, ST3UCTUftA.L. DRAVAN,S FINI ADDITIONAL nE0l4Rs�i,*:,Nl$ 1 G IST 24 L),C - BEl+-FIIIG'l.cMtHc{�"tuJP1;;>'�RE 'll� 50LF."3r";pEfi:S;BILIl:r OF THE I;Nc3NE=F; E_ N<:Lxru. DETAILS aW'?JiiS FA';!s asE SJGG[aT+0N.s L~aLY rr rl ORE' KDi' Tt� i�E"U11LQED• WWI I DI TH_ EUII:l3IRC =134En..S-M'PROb'AL " Sri; Till HIB -21 ;_,O? OTHrR HJRA C±ti:,'RECC}+AV �- 2..- 188 .MATS DIA06CKAL .BR,%Cs C:D:TERLM Cot AT as UE3. 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Zil ird 'a, "i" ,Pk,t GAB,Lfii, I ' - D AVLS ET ........... . ul -GED - 1 STANDAR.O BOTTOM CHOM FALSE FRAME DETAILS ir"m alocKUYrtt. 0* me r pA"44w*%" auppaarowY t SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USEf2OR BI -TIER (143OF FOR MiSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (9WF FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT Ai-cr O.C. MAX.. OR SEE. NEXT OPTION. IF FALSE FRAME C 0RD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEM VERTICALS MAYBE LOCATED VtATIHN • OR - Ir OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 17-T O.C). USE A TRUSWAL 20 ©UPtGE 2.53 MSN, PLATE AT THE HEEL CONNECTION. (LSE TRUSWAL 20 GUA13E 1.53 MIAL PLATES AT EACH END OF EACH VERTICAL WE EL ALL PILATES ARF REQUIRED CSI BOTH FACES OF EACH JOINT. IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAYBE SPLICED WITH A TRUSWAL 20 GLIAOE 3-4 MIN. PLATE ATANY CONVENIENT LOCATION, ORA TRUSWAL 20 C.LIAGE 54 MIN. PLATE AT ANY VERTICAL (JOINT SPUC4 APPLY REQUIRED BRACING (SEE SELAW). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) U P TO 24' MAIC FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES *LATERAL BRWW M NORMALLY REMOM 4= THE STRIICTILMML BI0T7OK CHORD OF TME ORLtEM TRUBB. SINC9 MM FACTORS AFFECT THE NUR!MER OF IMQUR» BIRACES. SUCH AS LUME11i WM HIND GRADF, WIND LOADS. BEARINB LOCATiONS. ETC. FF IS NOT PASSIBLE TO DMIELOP A STANDARD FOR BRACNOA;, . EXCEPT To SAiF WAT IN NO CASE MIIY THE BRACING EXOEiEO 1D'.0" Q.C. FORA Sf1 NKE-PLY THUS& BOTTOM 0KWJL REFER TO SPIgFiC TWJSS DESItIBi.B TO DBTLRARINE THE REGVRi NP-4dCIIStri FOR TIE STRUCTURAL. BOTTOM CHORD VMAY BE lIDCCATM AS BOTTOM CHOM PiRLLIN SRACOIB). BRACING SHOULD ALSD BE APPLM50 TO THE FALSC MAME CHORD AT W4r O.C. IF THERE IS ND SHLOAYHR4 MATERIAL. App -IM 10tBC:XY To TITLE FALSE FRA#IIE CHORD. BRACING MA'TEl 0.9 AND THBR CONNECTIONS ARE THE SOLE RESPONBIBILITY OF THE THIS DETAIL A'PLBES TOMY Y PITCH. ANY SPAM. ANY TOP CA -0—M L OA00 t AND MY TRUSS WER CONFISMATIM FOR !L• n C. IMAs. SPACSIOAND 10 PBF MAIL CRSLPO LA7JW., YUITH THEENCEPTKM NOTED ON THO 41 00 NOT USE THIS DETAIL FQIt 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME 4NOT PARTITIONS). 2 INTIERIOR BEARINGS ATANYLOCATIOIN ON THE TRUSS. J, LORDS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. 4, DRAG LOADS CONNECTED TO THE FALSE FRAME, S. TOP CHORD APPLIED FALSE FRAMES. (L LUA R ORADES LESS THAN SPECIFIED Oft THIS DETAIL T. VERTICALS SPACED APART MIRE THAN PANIEL PotM OF:o V4r). 9_ FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS, SPECIFIC TRUSS DE31004iS SEPARATE FROM THEE DETAIL USE 12 OR BETTER (14W FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE S"T"ANDARD OR STUD MW FOR MER) MATERIAL FOR FALSE FRAME WEBS 1.00 -ATE VERTICALS AT 6-tr O -C. MAX. OR SEE NEXT OFTiON. IF FALSE FRAME CHORD IS THE SAME SIZE ANI] omDE As THE STRUCTURAL CHORD, THEN VERTICAL=S MAY BE LOCATED WII H IN + OR -12' OF THE PANEL PCHNTS ALONGTM BOTTOM CHORD (EVEN IF GREATER THAN B -P 0,01 PLACE FALSE FRAME CHORD IN-PLANEWITH THE TRUSS. CUT VERTICALS TO LAP BOTH THE STRUaURAL CHORD AND THE FALSE FRAME CHORD, To Be PLACED AT EACH ENR) IN ADOMON TO A84YE. RFA_ JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH MCH OR 16d NAILS AT EACH END OF EACH VERTICAL. (iT MIN. VERTICAL BLOCIQ MAY USE A 12" LONG mer PLYWOOD (CSR OSB) GUSSET AND Bd NAILS ! r O.C. AT THE FALSE FRAME HEEL JOINT iF DESIRED. IF NEEDED. THE FALSE FRAME BOTTOM CHORD MAYBE SPLICED WITH A 12' LONG MR BLOCK SCAB. CENTERED ON THE SPLICE JOINT. ATTACHED WITH (4)10d'OR i61d NAILSON EACH BIDE OF THE SPLICE JOINT (ONE FACE ONLY). APPLY REQUIRED BRACING (SEE BELOW LEFT}. OPTIONAL PLANT SHELF MAY BE USED (SEE PIMUREABOVE) UP TO 24' MAX. FALSE FRAMES MAY BE SIMLARLYAPPLIED TO FLAT BOTTOM CHORD TRUSSES WITHOUT THE NEER) FOR REPAIR DETAiLS. FROVIDEO THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY MIMI gIi#x IT a NUT INiTMM 1C RuLAmoN SUFMTIOIE AM sudLAl iIL7MAT■AYHAYSIIMPRMDEDW71NMALDBODWORIOL ITIS finpgNSMILTYOFOTHMMTOV6WFYTHiAOM W1OYOFTHISMTu LLAT OK TO ANY ZFEM lC RKLIEC1`, AS To rM AMLJ WMON AMO INMIC ,;ASA To Tm CAANY 4am AR IiiiNIl. TIW &WAL !Yl OM Ai>turlt~Li NO FF -1 SD - 3 0 �. AL)k OF ojr,�4,c- 13,rFi,m-.F1r or Daug-vIr XAL6EX r x E I A - an ,, 41;.d1i VL la - 491, 71" C to 12: -;Wi� to IGI-Wq 20$ 1'.' to 24'=D".' C. --' Y4'-1" 1 o:,ziW b" MgEf- WCOVASQUIRAD .14 .1.60..'r:-] t Matec 151 lnareuee 1n a11*w,&61i unIL mtresses Up to ,I B. -aged,tor-, ahart'id,u Cat fork loading.' H •8.2A4,15. T-,44 1k-Z.W.S. T-34 10-5-93 N-1.60; T-31 wim TYPICAL TOP 60D "OF ;TRUSS To BE SHEETED 6A LATERALLY BRACED'PER - TRUSS � ft `j6A D S SUNDER. VA(LEY FRA,41N&,ay'ofijrRS 2 '*4 V1413v MEMW - zq Top Churl -if Trus* cut to rn;Lkqri* pit. 13q%(q.-n COwN kif.,Vallcy t-ruzja FfIeKv. VA11cy'-bc:1kjL2i to Ord Date: 16 3ij,7? -n-3jjiD*/,0t pi .0,*b.* i, , jt�-,Sr " ft" "1.0 W vwft'f^q 4'.rk WO k*M W dAt.; +91404 Ww ci Go A - Job Name: RYAN 1730 i Truss ID: A01 G v 8 � 1 0�2� 0 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 UPLIFT REACTION(S) • design an individual building component not truss 9yet-. It hes been based on specifications provided by the component manufacturer WO • Dri ve_N_070435-L00008-]00001 1 0- 2-12 906 5.50" 1.50 8C 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -47lb D"sgnr: RM 2 9- 1-12 834 3.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. MULTIPLE LOAD CASES. Support 3 -71 lb SnowDu r L=1.15 P=1.15 3 11- 0- 3 -12 3.50" 1.50" WEB 2x4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, Support S -233 lb J7W Building Components Group, Inc. 4 12-10- 9 96 3.50" 1. SO" GBL BLK 2x4 DFL STANDARD THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 6 -251 lb Wiscons1n53719. The American Forest and Paper Association (AFPA)13located atIIIIIgth Street. NW. St. 800.Washington,DC20038. S 14- 9- 0 831 3.50" 1.50" PLATE VALUES PER ICOO RESEARCH REPORT41607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 9 -23 lb 6 7 16- 3- 0 18- 1- 7 815 76 3.50" 3.50" 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 12 -9 lb' ' 8 '19-11-13 74 3.50" 1.50" CBC SNOW: Pg - 41 psf, Ce - 0.90, I - 1.00 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 13 -86 lb 9 21-10- 4 647 3.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. This truss is designed using the 10 23-10- 2 78 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. May use adequate staples for gable blocks. CBC -01 Code. 11 25-10- 0 38 3.50" 1.50" + + + + + + + + + + + + + + + + + + + + + + BUILDING DESIGNER MUST VERIFY GABLE LOADS! Bldg Enclosed = Yes, Importance Factor = 1.00 12. 27- 9-14 145 3.50" 1.50" Designed for 1.2 K lbs drag load a lied 9 9 P [+] gable bracing required @ SB" intervals, Truss Location = Not End Zone 13 30-10- 4 818 3.50" -1.50" evenly along the top chord to the bottom if exposed to wind load applied to face. Hurricane/Ocean Line No Exp Category = C BRG REQUIREMENTS shown are based ONLY chord along partial continuous bearing(s)' dead loads See "General Gable Details', C002065035. Bldg Length = 60.00 ft, Bldg Width 60.00 ft on the truss material at each 'bearing indicated, concurrently with Mean roof height - 12.11 ft, mph = 80 MAX DEFLECTION (span) and 0 % live load. Duration -1.60. Partial Attach secondary top chord (if shown) with .CSC Standard Occupancy, Dead Load 15.6 psf L/999MEM-10-11 (LIVE) LC 16 continuous bearing reaction = 57 Plf Max. min. 2-4 (2x4) or 3-6 plates (2x6) at 24" ' L= -0.04" D= -0.10" CRITICAL MEMBER FORCES: T- -0.14" Connection (by others) must transfer equal load to each ply (or add-on) shown. o.C. and applied the 'heel plating rotated, in addition to shown. The secondary top TC COMP. DUR. / TENS. DUR. CSI + + + + + + + + + + + + + + + + + + + + + + chord may be notched 1.5" for outlookers, 1-2 -598 1.15 / 61 1.33 0.35 Pg (1) from 9-0-0 to 31-0-0 Max. DO NOT NOTCH WHERE SHOWN BY 2-3 3-4 -138(1.33)/ -179((1.60))/ 200(1.15) 507((1.15)) 0.45 0.45 4-5 -72(1.60)/ 312(1.15) 0.36 6-7-179(1.603% 506(1.15) 31 0.47 7-8 -181(1.33 / 237(1.15) 0.47 8-9 -543(1.15)/ 233(1.33) 0.26 ! BC COMP.(DUR.)/ TENS.(DUR.) CSI - -125(1.33) 494(1.15) 110-11 1-12 12-13 / 00.32 .25 0.01 - .13 02 14-15 % 0.17 WB COMP. DUR. / TENS. DUR. CSI 115-6-0 15-6-0 2-11 -619 1.15 / 118 1.602 0.23 ) 1 2 3 '-1 4 5 6 7 8 9 3-11 3-12 -319 1.15 / -423(1.33)/ 220 175(1.33) 1.335 0.10 0.36 W2X4 4-12 -636((1.15))/ 232((1.603 0.56 6.00 W2X4 -6.00 6-13 7-13 -622 1.15 / -291(1.15)/ 233 150(1.33) 1.60 0.55 0.26 W2X 7-14 8-14 -349((1.153/ -535 1.15 / 88((1.33)) 126 0.11 1.60 0.20 W2X4 3X4 4 .5X4 1.5X W2X4 (NP.) VY_W2X„2X4 2X4 W2X4W W2X 2X4 W2X4 W2 W3X 3X4 2X4 8- -3 W2X 1.5X 2X4 1.5X 9-0-15 SHIP X4 1 W 2 W6X W6X 0-4-3 W3' B1 W3X4 W3X4 W3X4 0-4-3 W5X6 W3X4 A 910F ESS 1, . 31-0-0 1 10 11 12 13 14 15 t TYPICAL PLATE: 1.5-3 OVER SUPPORT AS SHOWN ' All connector plates are Trvswel 20 Be. unless preceded by "M" for Wave 20 go.. "MS" for /6 20 Ba., "S"'for SS id pa. frau Alpine; or preceded by "NX" for ThMX 20 ga. or "N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false fraise re e plates apositioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). v 8 � 1 0�2� 0 413 - Const. Fra pg spa Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ ) This is for design an individual building component not truss 9yet-. It hes been based on specifications provided by the component manufacturer WO • Dri ve_N_070435-L00008-]00001 ® arta done in accordance with the current versions of TPI and AFPA'design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building designer prim to fabrication. The building designer must ascertain that the loads D"sgnr: RM #LC = 21 WT: 381# utilized on this design meet or exceed the loading Imposed by Ne local building code and the particular application. The design assumes that the lop chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 T R U S WA L is laterally braced by the roof or floor sheathing and me bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall rot be placed in any environment that will cause the moisture content of the wood to -ad 19%and/m cause connector platecmroson. Fatiricete.handle, Install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brece this truss in accordance with the following alandards: Joint and cutting Detail Reports' mailable as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSI7rPl 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spg&, CO 80907(BCSI 1.03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRU SPLUS 6.0 VER: T6.5.5 Wiscons1n53719. The American Forest and Paper Association (AFPA)13located atIIIIIgth Street. NW. St. 800.Washington,DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 B2 Cust: GREG PEITZ Truss ID: A02 W Qty: 9 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S) • "0- 31-0-0 1 0- 2-12 874 S. SO" 1.50" 'BC 8 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 rev1). Support 1 -112 lb is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise 2 9- 1-12 2079 3.S0" 1.84" WEB 2x4 DFL STANDARD Plating spec • ANSI/TPI - 1995 Support 2 -172 lb 3 30-10- 4 1673 3.50" 1.78" PLATE VALUES PER ICBO RESEARCH -REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -112 lb O. C. Spaci ng 2- 0- 0 BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. This truss is designed using the Wisconsin 53718. The American Forest and Paper Association (AFPA) is located at 1117 10th Street. NW, Ste 800. Washington, OC 20030. on the truss material at each bearing CBC SNOW: Pg - 41 psf, Ce - 0.90, I 1.00 IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. MAX DEFLECTION (span) : Mark all interior bear' locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed a Yes, Importance Factor 1.00 L/999 MEM 10-11 (LIVE) LC 15 Install interior support(-,) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location - Not End Zone L- -0.06" D- -0.04" T- -0.10" CRITICAL MEMBER FORCES: PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line - No Exp Category C TC COMP. DUR.)/ TENS.<DUR.) CSI 1-2 22s(l.ls) HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length a 60.00 9 ft, Bldg Width 60.00 9 ft -555 0.32 2-3 -45(1.60)/ 427�1.1s? o.ea Mean roofheight - 12.11 ft, mph 80 'CBC Standard Occupancy, Dead Load 15.6 3-4 -831((1.15))/ 158 1.6033 0.61 psf 4-5 -831 1.15 / 158 1.60 0.61 5-6 -1758(1.153/ 149(1.603 0.62 6-7 -2273 1.15 / 177(1.60 0.34 BC COMP. ((DUR. ))/ TENS.((DUR.)) CSI 9-10 -302(1.15)// 147(1.60) 0.30 - 10-11 / 1465(1.15 0.38' 11-12 -94(1.60)/ 1943(1.153 0.45 ' yB COMP.(DUR.)/ TENS.(DUR.) CSI ' 2-9 -571(1.153/ 124(1.603 0.25 3-9 -1658(1.15 / 209(1.60 0.62 3-10 1090(1.15) 0.48 _32(1.60)/ 0-10 41((1.15))/ 192((1.253 0.08 5-10 -1122 1.15 / 136 1.60 1.00 5-11 421(1.15 0.19 6-11 -522(1.15)/ 119(1.603 0.23 8- -3 x 0-4-3 15-6-0 15-6-0 1 1 2' 3 �4 5 6 7l 6� ---60-01. W 5X6 W 3X6 W 3X4 W 1.5X4 W 3X4 W5X8 W3X4 W 1.5X4 9-0-15 SHIP x 0-4-3 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 10 ga., "S" for SS 18 ga. from Alpine; or preceded by •'NX" for TWMX 20 ga. or "H" for 16 ga. from Trus 1, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413.- Const. Frammi pg Spe B2 Cust: GREG PEITZ VV W:508 W W::308 W:308 R:874 9-1-12 ' R:2079 R:1673 LIA 12 LIA 72 LIA 12 "0- 31-0-0 g n r # LG = WT' 200# 8 9 10 11 12 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 10 ga., "S" for SS 18 ga. from Alpine; or preceded by •'NX" for TWMX 20 ga. or "H" for 16 ga. from Trus 1, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413.- Const. Frammi pg Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070435-L00008-300001 and done in accordance with the cunent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds • RM 21 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain Net the loads g n r # LG = WT' 200# T R U S WA L ullimd on this design meet or exceed Ore loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC' Snow 37.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS rated. Bracing shown is for lateral support of components member. only to reduce budding length. This component shall not be placed in any environment that will cause the moisture content of the wood to wmeed 19% and/or cause connector plate corrosion. Fabricate, handle, install ' TC Dead 12.00 psf p Re Mb r Bnd / Com p p / Tens and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports'available as output horn Truswal saflware, BC Live 0.00 psf 1.15. / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSIrrPI 1', *WTCA V-* Wood Truss Council of America Standard Design Responsibi lties,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4406 Northpark Dr. Ste. 102, Colo. Spgs., CO 80007(BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) to located at 583 D'Orafrio Drive, Madison, TRUSPLUS 6.0 VER: T6. 5 . 5 Wisconsin 53718. The American Forest and Paper Association (AFPA) is located at 1117 10th Street. NW, Ste 800. Washington, OC 20030. Bldg Code • CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 Truss ID: B01 G Cust: GREG PEITZ J Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S) TC Live 37.00 psf Li veDu r L=1.25 P=1.15 1 0- 1-12 844 3.50" 1.50" BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 revl). Support 1 -96 lb ' 2 3- 1-15 21S 3.50" 1.84" DG SLIDER 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 Support 2 -28 lb Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111119th Street. NW, Sts 800.Washington. DC 20038. 3 5- 1- 8 49 3.50" 1.78" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -15 lb 4 7- 1- 1 76 3.50" 1.50" GBL BILK 2x4 DFL STANDARD 'MULTIPLE LOAD CASES. Support S -153 lb 5 9- 0-11 714 3.50" 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 9 -392 lb 6 7 11- 0- 4 12-11-13 79 78 3.50" 3.50" 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 10 -392 lb 8 14-11- 7 81 3.50" 1.50" CBC SNOW: Pg - 41 psf Ce - 0.90, I - 1.00 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 14 -153 lb 9 16-11- 0 903 3.50" 1.50" Mark all interior bear' locations. ! GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 16 -15 lb 10 18- 5- 0 903 3.50" 1.50" Install interior support(S) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 17 -72 lb 11 20- 4- 9 81 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. I May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY Support 18 -259 lb 12 13 22- 4- 3 24- 3-12 78 79 3.50" 3.50" 1.50" 1.50" + + + + + + + + + + + + + + + + + + + + + + Designed for 3.8 K lbs drag load applied GABLE LOADS! [+] gable bracing required @ 58" intervals, This truss is CBC -01 Code. designed 9 using the 9 14 26- 3- 5 713 3.50" 1.50" evenly along the top chord to the bottom if exposed to wind load applied to face. Bldg Enclosed Yes, Importance Factor 1.00 15 28- 2-15 76 3.50" 1.50" chord continuously; concurrently with dead See "General Gable Details', C00206503S. Truss Location Not End Zone ' 16 .30- 2- 8 54 3.50" 1.50" loads and 0 % live load. Duration=1.60. Hurricane/Ocean Line No,Exp Category - C 17 32- 2- 1 215 3.50" 1.50" Continuous bearing reaction - 109 Plf. Connection Attach secondary to pp chord (if shown) with Bldg Length - 60.00 ft, Bdg Width 60.00 ft 18 BRIG 35- 2- 4 S16 REQUIREMENTS 3.50" based 1.50" (by others) must transfer'equal load to each (or add-on) shown. min. 2-4 (2x4) or 3-6 plates (2x6) at 24" o.c. and applied rotated, in to Mean roof height CBC Standard - 12.65 ft, mph 80 Dead 15.6 shown on the truss material are at each ONLY bearing ply + + + + + + + + + + + + + + + + + + + + + + addition the heel plating shown. The secondary top Occupancy, Load psf MAX DEFLECTION (span) : chord may be notched 1.5" for outlookers, L/999 MEM 10-0 (LIVE) LC 16 max. DO NOT NOTCH WHERE SHOWN BY L- -0.02" D- -0.01" T= -0.02" TC COMP. TENS. DUR.) CSI 1-2 -891 1.33 / 715 1.33) 0.49 2-3 -310(1.33)/ 318(1.33) 0.50 3-4 -368((1.33))/ 509((1.333 0.49 4-5 -51 1.60 / 243 1.15 0.29 5-6 -48 1.60)/ 243(1.15) 0.29 6-7 -368 1.333/ 509(1.333 0.49 7-8 -310 1.33 / 318(1.33 0.50 8-9 -891(1.33)/ 714(1.33) 0.49 Bc COMP.(DUR.)/ TENS.(OUR.) CSI 0-11 -593(1.15)/ 273(1.33) 01_ 12 0.30 02 2-13 % 0.02 4-15 % 0.30 WB COMP. DUR. / TENS. DUR. CSI 2-11 -617 1.15 / 155 1.33 0.18 3-11 -600<(1.33))/ 544((1.33)) 0.40 121 11 6-13 -552(1.15)/ 268(1.60) 0.26 4-12 552((1.153/ 264((1.60)) 0.26 8-14 -617(1.15)/ 155(1.33) 0.18 7-14 -599 1.33 / 544 1.33 0.40 I 1 217-8-0 W2X4 56 7 17-8-0 8 9 6.00 W2X42X4 W2X4W2X4 W2X4 3X4 W2X4 W2X4 (TYP.) Wig 3X, W2 9-:!-3 W2 .5X4 X X4 6X x 0-4-3 W 3X4 W 3X4 (4 I.OX 2X4 lI4 3X4 2X4 X4 F X4 1.5X 10- -15 SHIP 2X4 W 3X8 X W3X4 W3X4 0-4-3 W 5X6 W3X4 W2X4 35-4-0 r 10 11 12 13 14 15� TYPICAL PLATE: 1.5-3 OVER CONTINUOUS SUPPORT All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS IS Aa: from Alpine; or preceded by "MX" for Ti 20 Be. or "H" for 16 ga. frore Truswal, positioned per Taint Detail Reports.. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 413 - Const. Fr�m�i pg Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • D ri ve_N_07043 5_L00008_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 21 WT: 470# are lobe verified by the component manufacturer and/or Wilding designer prior tofabrication. The buiidingdesigner must oscensin that thetoads = T R U utilited on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• untess otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the vwodtoexceed 19%andlorceuseconnectwplate corrosion. Fab4cate, handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this buss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal aoflware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 RW Building Components Group, Inc. 'ANSI/IPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Narthporh Dr. St.. 102, Colo. Spga., CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'OnofHo Drive, Madison. , TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111119th Street. NW, Sts 800.Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO:. L/360 TC: L/36 Job Name: RYAN 1730 All connector plates are Truswal 20 Be. unless preceded by "W" for Nave 20 ga., "NS" for HS 20 ga., "S" for SS 18 Be. from Alpine;`VAr- or preceded by "KK" for TAMX 20 ga. or ••N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: B02 413 - Const. Fr�m�i pg Spe Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr.Web This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer bracing required at each location shown. UPLIFT REACTION(S) 1. 0- 1-12 2213 3.50" 2.36" BC 2x4 'DFL #1 & Btr. Ds RM ® See standard details (TX01087001-001 revl). Support 1 -147 lb 2 31-10- 4 2307 3.50" 2.46" WEB 2x4 DFL STANDARD = Plating spec ANSI/TPI - 1995 Support 2 -135 16 BRG REQUIREMENTS shown are based ONLY L i veDu r L=1.25 P=1.15 2x4 DFL #1 & Btr. 13-5 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each bearing SLIDER 2x4 DFL #1 & Btr. 12.00 psf MULTIPLE LOAD CASES. CBC -01 Code. and brace this truss in accordance with the following standards: 'Joint and Culling Detail Reporla' available as output from Truswal software, MAX DEFLECTION (span) PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed - Yes, Importance Factor - 1.00 L/705 MEM 11-12 (LIVE) LC 26 Loaded for 10 PSF non -concurrent BCLL. 4445 Northpark On Ste. 102, Cao. spgs, CO 80907 THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location - Not End Zone L- -0.54" D- -0.32" T= -0.86" CBC SNOW: Pg - 41 psf, Ce - 0.90, I - 1.00 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line - No,Exp Category - C MAX DEFLECTION (cant) : L/384 MEM 15-16 (LIVE) LC 26 + + + + + + + + + + + + + + + + + + + + + + " GIRDERS.'IF 2.5" GUN NAILS ARE USED, THE Bldg Length - 60.00 ft, Bdg-Width 60.00 ft L- 0.11" D- 0.05" T- 0.16" Unrestrained horiz. LL deflection - 0.37 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Mean roof height 12.65 ft, mph 80 CRITICAL MEMBER FORCES: + + + + + + + + + + + a + + + + + + + + + + PLATING BASED ON GREEN LUMBER VALUES. CBC Standard Occupancy, Dead Load 15.6 psf C5496(/U lt (( )) TE344(1U60) 1T2 15)/ OCSI 1-2 -6197 1.15 / 377 1.60 0.49 2-3 -6032 1.15 / 384 1.60 0.91 3-4 -5190 1.15 / 321 1.60 0.50 4-5 -4012(1.15)/ 234(1.60) 0.46 5-6 -3001((1.153/ 194((1.603 0.48 6-7 -3209(1.15)/ 215(1.60) 0.49 ' 1-1 8-9 -204(1.60)% 513(1.15) 0.49 BC COMP.(DUR.)/ TENS.(DUR.) CSI 10-11 -280(1.603/ 5661(1.153 0.94 11-12 -162(1.60 / 5134(1.15 0.87 ' ' 12-13 4249(1.15) 0.80 -22(1.60)/ 13-14 -5((1.603/ 2988((1.153 0.61 14-15 73 1.60 / 2343 1.15 0.61. 15-16 -349(1.15)/ 180(1.60) 0.15 WB COMP.(DUR.)/ TENS.(DUR.) CSI ' 2-11 -307(1.15)/ 101(1.60) 0.04 3-11 -66((1.60))/ 679((1.153 0.30 3-12 -728 1.15 / 136 1.60 0.12 ' 4-12 -86(1.60)/ 1008 1.15 0.45 4-13 -1019(1.15)/ 164 1.60 0.27 5-13 -103(1.60)/ 2776 1.15 0.38 6-13 -612 1.15 / 106 1.15 0.52 " I 17-8-0 1 17-8-0 I . 6-14-3291.1s3� s9€1.60 0.13 1 2 3 4 5 6 7 8 9 7-14 611 1.15 0.27 7-15 -3464 1.15 / 148 1.60 1.00 8-15 7-543 1.15 / 119 1.60 0.07 I 6.00 -6.00 SLDRL -748 1.15 / 14 1.60 0.08 W 6X6 W 3X6 W 3X4 W3X4 W5X8 VV5X10 9- -3 W3X4 10- -15 W 1.5X4 SHIP HS0 W 1,5X4 W3.5X4 3-11.2 W6X10 W W 3X4 W3X4 W3=4 Illi W = 0-4-3 81 B2 W7X8� 0-4-3 W:308 W:308 FESS/p,� QR R:2213 U:-147 0- 8 3.00 R:2307 -3.00 U:-135 -3-4-0 Q 15-8-8 w 4' /► Q 1 13-7-8 I 15-8-8 y ' 10 11 12 13 40 14 15 161 •6 27 co M All connector plates are Truswal 20 Be. unless preceded by "W" for Nave 20 ga., "NS" for HS 20 ga., "S" for SS 18 Be. from Alpine;`VAr- or preceded by "KK" for TAMX 20 ga. or ••N" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 8 Q /� O/LOo 1 413 - Const. Fr�m�i pg Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Dri ve-N-07043 5_L00008-100001 ® and done in accordance with the current versions of TPI and AFPA design standards Noresponsioilityisassumedfordiniensionalaccuracy. Dimensions Ds RM #LC 26 WT: 229# re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 nr• = T R U S WA L ullimd on this design meet or mead the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 37.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by th rcof or floor ehealhing end the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 E2M;-g= SYSTEMS noted. Bracing shown is for lateral support of components membeis only to reduce buckling length. This component shall not be placed in any an` area nt-villcausethe--turecontentofthewoodtoexceetll9%endt.causeconnectorplatecorrosion. Fabricate, handle. insudl TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Culling Detail Reporla' available as output from Truswal software, RC Live 0,00 psf 1A5 15 / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSI? Pi 1•, WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark On Ste. 102, Cao. spgs, CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: 76.5.5 Wisconsin 53719. The American Forest and Paw Association (AFPA)islocated at111119thSUeel.NW. Ste 800,Washington. DC2038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 139 1.60 0.12 - 17_8_0 . 17-$-D 4-13 -87(1.60)/ 4-14-loz7<l.ls)/ 1066 1.15 0.47 157 1.60 o.zs Truss ID: B03 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 'DFL #1 & Btr. 149(1.60) 0.82 239(1.153 0.11 -PLATE MONITOR USED -See Joint Reports- UPLIFT REACTION(S) ' 1 0- 1-12 .2299 3.50 2.45 2 33-10- 4 2168 3.50" 1.94" BC 2x6 DFL SS 15 1.60 0.34 ;'[PMI Plating spec ' ANSI/TPI -'1995 Support 1 -155 lb BRG. REQUIREMENTS shown are based ONLY 2553 1.15 0.35 2x6 2x4 DFL DFL #2 #1 & Btr. 17-8 1 17-19 . THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 2 -127 lb This truss is designed using the on the truss material at each bearing WEB 2x4 DFL STANDARD 5-6-4 IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. MAX DEFLECTION (span) : 35-4-0 2x4 DFL #1 & Btr. 14-5, 16-9 THEY ARE BASED ON 1.5" HANGER NAILS FOR. Bldg Enclosed Yes, Importance Factor 1.00 L/573 MEM 12-13 (LIVE) LC WEDGE 2x6 DFL #2 4405 Northpark Or. Ste. 102, Colo. spl,". Co 80907 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location Not End Zone L= -0.71" D= -0.42" T= -1.13" 1. PLATE VALUES PER ICBO RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line No,Exp Category C MAX DEFLECTION (cant) L/310 MEM 18-19 (LIVE) LC 26 Loaded for 10 PSF non -concurrent BCLL. HANGERS MUST BE RE-EVALUATED.(BY OTHERS). Bldg Length - 60.00 ft, Bdg Width 60.00 ft. L- 0.06" D- 0.03" T- 0.09" + + + + + + + Unrestrained + + + horiz. + + + + + + + + LL deflection - + + + + 0.44 "; CBC SNOW: Pg - 41 psf, Ce - 0.90, I 1.00 PLATING BASED ON GREEN LUMBER VALUES. Mean roof height - 12.65 ft, mph 80 CBC Standard.Occupancy, CRITICAL MEMBER FORCES: Dead Load 15.6 psf TC COM P. (DUR.)/ TENS.(DUR.) CSI + + + + + + + + + + + + + + + + + + +.+ + + - 1-2 -7124(1.15)/ 432(1.60) 0.62 ' 2-3 -6947 l.ls / 444 1.60 0.73 3-4 -5869 1.15 / ' 354 1.60 0.59 4-5 -4698 1.15 / 276 1.60 0.54 , SEE NEW JOINT REPORT FOR ANY "BOXED" 5-6 -3484s1.1sj/ zz3 1.60jj 0.49 PLATES. PLATES AND OR POSITION HAVE i -s -33464(1.15 % 294 1.60 0 BEEN CHANGED. 22 60 0.33 8_99-10 -3219(((1.333)% 106(((1.25))) 0.24 C-32 75767(1 11-12 -320 1.60 / 6576 1.15 0.66 12613 1.60)/ u15) 0. 56 13-14 49(1.60)/ 4854(1.15) 0.45 ' 14-15 -41(1.603/ 3835(1.15) 0.38 15-16 -152 CCC 1.60 / 3779(1.15) 0.37 16-17 / 27(0.90) 0.16 ' 17-18 -16(1.60)/ 299(1.153 0.15 18-19 59(1.25)/ 217(1.33 0.12 ' 16WC 1 8 C-3350(Duis)� TEN84 (1.60) 0 18 2-12 -437(1.15)/ 95(1.60) 0.05 3-12 98 1 60 / 993 1 153 0 44 3-13 -766 1.15 / 139 1.60 0.12 - 17_8_0 . 17-$-D 4-13 -87(1.60)/ 4-14-loz7<l.ls)/ 1066 1.15 0.47 157 1.60 o.zs I { 1 2 3 4 5 6 7' 8 11) 5-14 -140(1.60)/ 3342 1.15, 0.46 6-14 -1019(1.15)/ 6-15 -12(1.153/ 149(1.60) 0.82 239(1.153 0.11 6.00 -6.00 7-15 -129(1.15 / 278(1.15 0.12 ' W 7-16 -960 1.15 / 15 1.60 0.34 W4X6 8 9-16 -103 1.60 / 2553 1.15 0.35 1 W6XB ' 16-18 -25 1.60 / 9-18 -2102(1.15)/ 255 1.33 0.10 176(1.60) 0.25 3.00 37.00 psf -3.00 U:-127 9-2-3 0-4-3 0, 40 & 2f7p- a Sh. - I It Nib. - W 1.5X4 W�3.5X4 W3X4 \ W1.5X4 10- -15 SHIP ' All connector plates are Truswal 20 Be. unless preceded by "w" for'Mave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TkMX 20 ga. or uH" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates Cor staple). W4X4 3-1'1-2 W WWO HSOS'14 �WMX4 A Read all notes on this sheet and give a copy of it to the Erecting Contractor. 1 WIWI) l WSX12 W4X10 WO • Dri ve_N_070435-L00008_J 0-5-11 B2 0-4-3 W W4X6 8 R:229 R:2299 Ds n r • RM g R:2168 R:21 W 3.5X4 U:-155 0-A-8 3.00 37.00 psf -3.00 U:-127 1-4-0 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise 15-8-8 37.00 psf 5-6-4 noted. Bracing shown !afar lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 35-4-0 13-9-12 ® SYSTEMS ' ' 11 .12 13 14 15 167 181 10- -15 SHIP ' All connector plates are Truswal 20 Be. unless preceded by "w" for'Mave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TkMX 20 ga. or uH" for 16 Be. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates Cor staple). �0rr 8/10/2007 413 - Const. Fra pg Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ l This design is for an individual building component not truss system. It has been based on specificalions provided by the component manufacturer WO • Dri ve_N_070435-L00008_J 00001 ® and done in accordance wflh Ne c rtant versions of TPI end AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM g #LC = 26. WT • 273# T R U S WA L utilimed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 37.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown !afar lateral support of components members only to reduce buckling length. This component shall not be placed In any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS ' environment -1 will-us.the moisture content at the wood to exceed I..end/or cause connector plate --I-. Fabrics.. handle, instal. and brace this truss in accordance with thefollowing standards: 'Joint and Cutting Detail Reportsavailable as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 /:ice Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4405 Northpark Or. Ste. 102, Colo. spl,". Co 80907 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onehio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin53719. TheAmericanForeslandPape Association (AFPA) is located at 1111 1 M Street. NW. Ste 800, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 All connector plates are Truswal 20 ga. unless preceded by "M" for Move 20 ga., "HS" for AS 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "HX" for TM4.T 20 ga. or "N" for 16 ga. from Tmswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or ste) apl. �1 0/200�J 8 v I Truss ID: B05 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 2381 3.50 2.54" TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. Required bearing widths and bearing areas 2 35- 2- 4 2085 3.50" 2.22" BC 2x4 DFL #1 & Btr. ® bee standard details (TX01087001-001 revl)'. " apppply when truss not supported in a hanger. ' BRG REQUIREMENTS shown are based ONLY 2x6 2x4 DFL DFL SS 10-12 STANDARD 13-4 [PM]=PLATE MONITOR USED -See Joint Report ­UPLIFT Plating spec • ANSI/TPI - 1995 REACTION(S) . Support 1 -160 lb on the truss material at each bearing WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -122 lb BRG HANGER/CLIP NOTE 2 Hangger Fails TC Dead 2x4 DFL #1 & Btr. 12-5, 12-14 MULTIPLE LOAD CASES. This truss is designed using the ' "HANGER(S) TO BE ENGINEERED WEDGE 2x6 DFL #2 IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. Support Connection(s)/Hanger(S) are PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor 1.00 not designed for horizontal loads. Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = Not End Zone MAX DEFLECTION (span) CBC SNOW: Pg = 41 psf, Ce = 0.90, I = 1.00 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line No Exp Category = C L/549 MEM 11-12 (LIVE) LC 17 + + + + + + + Unrestrained + + + horiz. + + + + + + + + + + + + LL deflection 0.46 " HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN VALUES. Bldg Length = 60.00 ft, Bldg Width = 60.00 ft -0.77" T= -1.23" - LUMBER Mean roof height = 12.65 ft, mph 80 g CR CRITICAL MEMBER FORCES: R F RCE:: + + + + + + + + + + + + + + + + + + + + + + CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP.(Dllt TENS.(DUR.) CSI j 1-2 -7474(1.15)/ 449(1.60) 0.65 2-3 -7114(1.15)/ 409(1.60) 0.67 3-4 -5824((1.15))/ 326((1.603 0.68 4-5 -5766 1.15 / 387 1.60 0.44 5-6 -2239(1.15)/ 288(1.60) 0.27 6-7 -2541((1.15))/ 296((1.603 0.61 7-8 -3530 1.15 / 298 1.60 0.64 8-9 -3883(1.15)/ 279(1.60) 0.66 ' BC COMP.(DUR:)/ TENS. (DUR.) CSI 10-11 -338(1.60)/ 6904(1.15) 0.68 , 11-12 -230(1.60)/ 6185(1.15) 0.59 12-13 / 71(((1.25) 0.44 - - 14-15 69 1.60 / 2733 1.153 0.54 15-16 -168(1.60)/ 3365(1.15) 0.62 VB 'COMP.(DUR.)/ TENS.(DUR.) CSI 12-4 -368(1.15)/ 97(1.60) 0.50 2-11 -536(1.15)/ 114(1.60) 0.08 , 3-11 -9(1.60)/ 680((1.153 0.30 3-12 -1079(1.15)/ 154 1.60 0.35 5-12 -159(1.60)/ 4542(1.15) 0.63 12-14 S 3606(1.15) 0.50 . 4 -2844(1.15 / 129(1.60) 0.84 r - 178'0 1 2 3 I 17-8-0 4 5 6 7 _8 9 . 6-14 -164(1.60 / 1611(1.15) 0.71 7-14 -1088(1.15 / 169(1.60) 0.93 7-15 -17(1.60 / 758(1.15) 0.33 8-15 -621(1.15)/ 148(1.60) 0.18 6,00 -6.00 9- -3 1= 0-4-3 W 5X8 HS0514 -2-2 W3X41 .HS1017 .5X4 10- -15 SHIP W5X8 B1 W4X10 W3X4 WBX12 W5X8 0-4k W:308 W:308 R:2381. R:2085 U:-160 0_ -8 3.00 U:-122 I 12-8-8 I I 22-4-0 35-4-0 10 11 123 14 15 161 TYPICAL PLATE: W4X10 All connector plates are Truswal 20 ga. unless preceded by "M" for Move 20 ga., "HS" for AS 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "HX" for TM4.T 20 ga. or "N" for 16 ga. from Tmswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or ste) apl. �1 0/200�J 8 v I 413 - Const. Fr�m�i pg Spe® R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ l This design is for an individual buildind component not truss system.' It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070435_L00008_100001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimnsions e Ds • RM #LC 19 WT' 276# are to be verified by the component manulacturer andlor building designer prior to fabrication. The building designer must escartain that the loads g n r = T R U S WA L utilised on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of wmpwwts members only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate,harldloinslafl and brace this truss in accordance with the following standards:'3oint and Cutting Detail Reportsavailable as output from Trusvral software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 /1118' Building Components Group, Inc. 'ANSIfrPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Horthpsrk Dr. Ste. 102, Colo. Spgx, CO 80607 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53710. The American Forest and Paper Association (AFPA)is located at111119thStreet, NW, Ste 800.Washington, DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC- L/36 Job Name: RYAN 1730 All connector plates are Truswal 20 ga. unless preceded by "M" for Mave 20 ga., "MS" for MS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for Ti 20 ga. or "M" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as shown above. above. Shift gable stud plates to avoid overlap with structural plates (or staple). _ 8/10/2007 413 - Const. Fr��mAi pg Spe Truss ID: B06 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ® "(PM] -PLATE MONITOR USED -See Joint Report- Required bearing widths and bearing areas 1 0- 1-12 2381 3.50" 2.54" 2 35- 2- 4 2084 3.50" 2.22" BC WEB 2x4' DFL 2x4 DFL #1 & Btr. STANDARD Ds n r RM g Plating spec • ANSI/TPI - 1995 wl when truss not supported in a hanger. BRG REQUIREMENTS shown are based ONLY utilised on this desilln meet or exceed the loading imposed by the local building code and the particular application. The dealgn assumeo that the top chord 2x4 DFL #1 & Btr. 12-14 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UPLIFT REACTION(S) ' Support 1 -160 lb on the truss material at each bearing WEDGE 2x12 LVL 1.65ETSLSL IF HANGERS ARE INDICATED ON THIS DRAWING, Support .2 -122 lb BRG HANGER/CLIP NOTE GBL BILK 2x4 DFL STANDARD BC LT ve THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the 2 Hangger Fails "HANGER(S) TO BE ENGINEERED PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed Yes, Importance Factor - 1.00 for horizontal loads. CBC SNOW: Pg PLATING BASED 41 psf, ON GREEN Ce - 0.90, I LUMBER VALUES. 1.00 HANGERS MUST BE RE-EVALUATED (BY OTHERS). + + + + + + + + + + + + +'+ + + + + + + + + Truss Location Not End Zone Hurricane/Ocean Line No Exp Category C MnotAX DdesignId CT (span) Unrestrained horiz. deflection L/796 MEM 10-11 (LIVE) LC -. LL +- 0.32+"+ + + + + + + + + + + + + + + + Bldg Length - 60.00 ft, Bldg Width_- 60.00 ft Mean height 12.65 ft, 80 0. CR -CAL ME RF -0.32" T= -0.85" CRITICAL MEMBER FORCES: + + + + + + + roof - mph $ P CBC Standard Occupancy, Dead Load 15.6 psf COMP (( )) TENS.(I 172 621C 4(1.15)/ u60) 0.S53 2-3 -6001(1.15)/ 386(1.60) 0.85 ' 3-4 -5151((1.153/ 328 1.60 0.49 4-5 -3980 1.15 / 270 1.60 0.37 5-6 -4013(1.15)/ 264(1.60) 0.66 6-7 -3464(1.153/ 284(1.60) 0.64 7-8 -3885((1.15it.)/ 282 1.60 0.64 CS 0287 75617(1.15) 9g 10 (1.603% 0 91 10-11 -187(1.60)/ 5164(1.15) 0.85 ' 11-12 -64(1.60)/ 4376((1.15)) 0.70 12-13 135(1.25) 0.09 ' - ( ))/ 42 14-15 -172(1. 0)% 3369(1.15) 0.70 WB COMP.<DUR.)/ TENS.(DtlI CSI 12-5 -134(1.60)/ 3003(1.15) 0.51 2-10 -348(1.15)/ 100(1.60) 0.05 3-10 -36 1.60 /' 564(1.15) 0.25 3-11 -785 1.15 / 141(1.60) 0.19 4-11 -35 1.60 / 851 1.15 0.38 I ' 4-12' -1189 1.15 / 150 1.60 0.58 6-12 -299 1.15 / 454 1.15 0.20 12-14 -89 1.60 / 3669 1.15 0.51 l 1 2 n.17-8-0 3 17-8-0 4 15 6 7 8 1 6-14 -957 1.15 / 49 1.60) 0.74 7-14 -657 1.15 / 155 1.60) 0.21 6.00 7.00 RW 5X6 W 3.5X4 9- -3 W 3X4 W 5X8 lx W5X6 3- -1W3X10 W3X4 W 3X4 412X16 0-4-3 g1 W3X8 W; W:308 W3X10 R:2381 U:-160 0-R-8 2.501 17-2-12 TYPICAL PLATE: 1.5-3 10- -15 SHIP PQ 1 35-4-0 9 10 11 123 14 15 June 30, CIVIL All connector plates are Truswal 20 ga. unless preceded by "M" for Mave 20 ga., "MS" for MS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for Ti 20 ga. or "M" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as shown above. above. Shift gable stud plates to avoid overlap with structural plates (or staple). _ 8/10/2007 413 - Const. Fr��mAi pg Spe Read all notes'on this sheet and give a copy of it to the Erecting Contractor. Cust:.GREG PEITZ �./'1 This design is for an individual building component not truss, System. It has been based on specifications provided by the component manufacturer WO' Dri ve_N_070435_L00008_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions • are to be verified by thecomponed manufacture and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r RM g # LC = lg WT' 253# utilised on this desilln meet or exceed the loading imposed by the local building code and the particular application. The dealgn assumeo that the top chord TC Live 37.00 psf. Li veDu r L=1.25 P=1.15 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 37.00 psf S n owDu r L=1.15 P=1.15 noted. Bracing Shown is for lateral support of component members only to reduce buckling lenen gth. This component Shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ®SYSTEMS environment that willcause the moisture contentof the wood toa=wd19%and/or cause connector plate corrosion. Fabricate. handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truawal Softy ore, BC LT ve 0.00 psf 1.15 / 1.00 / 1.00 iM.BUllding Components Group, Inc. 'ANSI/IPI 1', WTCA 1'. Wood Truss Council of America Standard Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102,Cdo. Spgs., CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plele Institute (TPI) is located at 583 D'Onof io Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 wlaconalns371g. TheAmaritanFeestandPapeAsaociatien(AFPA)ialecaledal111119hskeet.Nw.ste600.waanigton.Oczoo3e. Bldg Code CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 -' All connector plates are Truswal 20 ga. unless preceded by "N" for Mave 20 ga., "NS" for NS 20 ga., •'S•• for SS 18 ga. from Alpine; or preceded by "NX" for Ti 20 ga. or "N" for 16 ga. from Trvswal, positioned per,Joint Detail Reports. Circled plates and false frame plates are positioned as shown ve. aboShift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: B07 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. e-[PM]=PLATE MONITOR USED -See Joint Report" UPLIFT REACTION(S) ' and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0-' 1-12 2381 3.50" 2.54" 2 35- 2- 4 2084 3.50" 2.22" BC 2x4 DFL #1 &'Btr. Plating spec • ANSI/TPI - 1995 Support 1 -160 lb BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL 2x4 DFL STANDARD #1 & Btr. 12-14 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 2 -122 lb This truss is designed using the T R U S WA L on the truss material at each bearing WEDGE 2x12 LVL 1.65ETSLSL IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. - TC Dead MAX DEFLECTION (span) : GBL BLK 2x4 DFL STANDARD' THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed - Yes, Importance Factor - 1.00 L/796 MEM 10-11 (LIVE) LC 17 PLATE VALUES PER ICBO RESEARCH REPORT,#1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location - Not End Zone 4443 Northpark Dr. Ste, 102, Colo. Spg&, CO &0907 L-0.53" D- -0.32" T- -0.85" Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line No Exp Category - C CRITICAL MEMBER FORCES: TC COMP. ((DUR.))/ TENS. (DUR.) CSI CBC SNOW: P g PLATING BASED 41 psf, ON GREEN Ce -0.90, I 1.00 VALUES. - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length = 60.00 ft, Bldg Width - 60.00 ft 1-2 -621a(1.15)/ 389(1.60) 0.53 2-3 -60011.18)/ 3a61.60 o.es LUMBER + + + + + + + + + + + + + + + + + + + + + + Unrestrained horiz. LL deflection - 0.32 Meanroofheight - 12.65 ft, mph 80 CBC Standard Occupancy, Dead Load a 15.6 psf 3-4 -51511.183/ 3281.60 0.49 270((1.60)) 0.37 4-5 -39805-6 , ++++++++++++++++++++++ -4013((1.153/ 11 66 6-7 3464((1.15))/ 284(1.60) 0.64 7-8 -3885(1.15)/ 282(1.60) 0.64 (8287(C SI /.60)/ 75617(1 9810 u15) 0.91 10-11 -187(1.60)/ 5164(1.15) 0.85 11-12 64(1.60)/ 4376((1.153 0.70 12-13 / 135 1.25 0.09 13-14 0(1.60)/ 13(1.153 0.42 14-15 -172(1.60)/ 3369(1.15) 0.70 - WB COMP.(DUR.)/ TENS.(DUR.) CSI { 12-5 -134(1.60)/ 3003(1.153 0.51 2-10 -348(1.15)/ 100(1.60 0.05 3-10 564(1.15) 0.25 - =36(1.60)/ 3-11 -785 1.15 / 141((1.603 0.19 4-11 35((1.603/ 851((1.15 0.38 4 212-14 -1 6-12 -299 1.15 / 454 1.153 0.20 89(1.60)/ 3669(1.15) 0.51 6-14 -957(1.15)/ 49(1.60) 0.74 7-14 -657(1.15)/ 155 1.60 0.21 - 9- -3 1= 0-4-3 17-8-0 17-8-0 l 1 2 3 4 15 6 7 81 6.00 -6.00 RW 5X6 W 5X6 W3X10 B1 V W3X8 R:3082381 W 3X10 R: U:-160 0-R-8 W 12X16 W 3X4 2.50 navo w 10t15 SHIP W 5X8 X. 0-41' 2v W:308 R:2084 U:-122 ?:--" 17-9-12 35-4-0 9 10 11 123 14 15 1 TYPICAL PLATE: 1.5-3 - All connector plates are Truswal 20 ga. unless preceded by "N" for Mave 20 ga., "NS" for NS 20 ga., •'S•• for SS 18 ga. from Alpine; or preceded by "NX" for Ti 20 ga. or "N" for 16 ga. from Trvswal, positioned per,Joint Detail Reports. Circled plates and false frame plates are positioned as shown ve. aboShift gable stud plates to avoid overlap with structural plates (or staple). 8/10/2007 413 - Const. Fra Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It hes been based on specifications provided by the component manufacturer WD' D rl V e_N_07043 5_L00008_100001 - ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 19 WT: 253# re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = TC Live 37.00 psf Li veDu r L=1.25 P=1.15 u61ited on this design meet or exceed the loading imposed by the local building code and the particular application. The design assume* that the lop chord T R U S WA L is laterallybraced by the roofor flooraheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unlsssothcrwise TC Snow 37.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens E;ZS= SYSTEMS environment that will cause the moisture content of the wood to=mdi9%and/orcause connector plate corro*lon. Fabricate. handle. Install and brace this I— in accordance with the following standards:'3oint and Cutting Detail Reports' available as output from Truswal sattware. BC Live 0.00 psf. 1.15 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANS17TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 1BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4443 Northpark Dr. Ste, 102, Colo. Spg&, CO &0907 (BCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6..5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111119th Street. NW, Ste 8DO, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 All connector plates are Truswal 20 ga. unless preceded by "M" for Mave 10 go., "KS" for ILS 20 ga., "S" for IS 18 ga. from Alpine; or preceded by "MX" for TWX 20 ga. or "M" for 16 ga. from Truswal, positioned per Jdint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). `/�rr+� Q 8'1 O' 2007 Truss ID: B08 Qt 2 BRG X=LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. **(PMI=PLATE MONITOR USED -See Joint Reportd° UPLIFT REACTION(S) ' 1 0- 1-12 2381 3.50 2.54 BC .2x4 DFL #1 & Btr. Plating spec ' ANSI/TPI - 1995 Support 1 -160 lb utilised on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord 2 35- 2- 4 2380 3.50" 2.54" 37.00 psf 2x6 DFL SS 9-12 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -160 lb SnowDu r L=1.15 P=1.15 BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. This truss is designed using the BC Live on the truss material at each bearing 1.15 / 1.00 / 1.00 2x4 DFL#1 & Btr. 12-14 IF HANGERS ARE INDICATED ON THIS DRAWING, CBC -01 Code. 4446 Northpark Dr. St.. 102, Colo. sppa, CO 80907 MAX DEFLECTION (span) : GBL BLK 2x4 DFL STANDARD THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed = Yes, Importance Factor - 1.00 L/999MEM 10-11 (LIVE) LC 17 PLATE VALUES PER ICBO RESEARCH REPORT41607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = Not End Zone L- -0.41" D- -0.24" T= -0.65" Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line No Exp Category = C CRITICAL MEMBER FORCES: Tc COMP.(Iult / TENS.CDUR. csi CBC SNOW: P 9 PLATING BASED 41 ON GREEN psf, Ce = 0.90, I = 1.00 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Length 60.00 ft, Bldg Width = 60.00 ft 1-2 -6440(1.15/ 396(1.60 0.90 2-3 -6132(1.15)/ 389(1.60) 0.67 LUMBER VALUES.. + + + + + + + + + + + + + + + + + + + + + + Unrestrained horiz. LL deflection = 0.25+"+ Mean roof height = 12.65 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 3-4 -5214(1.153/ 329(1 .60)0.47 4-5 -4040(1.15 / 269(1.60) 0.36 - ++++++++++++++++++++++ 5-6 -4076(1.15)/ 263(1.60) 0.65 ' 6-7 -3465((1.153/ 284((1.60)) 0.63 7-8 -3882llp((1.15))/ 282(1.60)) 0.66 CSI 610 C_293(1u60)% 75807(1 U15) 9065 10-11 -179(1.60)/ 5225(1.15) 0.58 11-12 60(1.60)/ 4434 1.15 0.40 ' 12-13 135(1.25) 0.09 ' ( )/ 1a-15 -170((1.60)))% 3365(((1.15))) 0.70 11 C�446(1U15)/ 7E115(1 12-5 -135 1.60 / 3066 1.15 0.52 2W10 U60) 0 06 3-10 658(1.15) 0.29 =44(1.60)/ 3-11 -787((1.153/ 135((1.60)) 0.18 4-11 39 1.60 / 881 1.15 0.39 ' 4-12 -1195(1.15)/ 149(1.60) 0.55 6-12 -269(1.15)/ 483(1.15)) 0.21 12-14 90(1.60)/ 3705 1.15 0.51 ' 7-144 -655f�:�s 155f�:60 0.21 9-2-3 x 0-4-3 W 17-8-0 17-8-0 1 2 3 4 5 6 7 8 6.00 6.00 RW 5X6 B1 - 1`111.)u010 v W:308 W 12X16 R:2381 W 3X4 U:-160 0-A-8 2.50 17-2-12 r 17-9-12 p 35-4-0 9 10 11 113 14 15 TYPICAL PLATE: 1.5-3 x El�-4-3 W:308 R:2380 U:-160 10- -15 SHIP June 30, CIvi1. N All connector plates are Truswal 20 ga. unless preceded by "M" for Mave 10 go., "KS" for ILS 20 ga., "S" for IS 18 ga. from Alpine; or preceded by "MX" for TWX 20 ga. or "M" for 16 ga. from Truswal, positioned per Jdint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). `/�rr+� Q 8'1 O' 2007 413 - Const. F%{lg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ l This design is for an individual building component not truss system. It hes.boan based on specifications provided by the component manufacturer - WO • Drl V e_N_070435_L0000$_300001 ' ® and done in accordance with the currant versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions Ds n • RM #LC 19 26$# re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g r = T R U S WA L utilised on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 37.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 SnowDu r L=1.15 P=1.15 ® SYSTEMS wn noted. Bracing shois for lateral support of components members only to reduce buckling Imgth. The component shall not be placed in any anwronmentthelwillcausathemoi...recon-, . hewoodtoexceadI..end/or cause connector plate con -ton. Febricale.handle,install TC Dead ,psf 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this suss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 NrW Building Components Group, Inc. 'ANSI/TPI '1', WTCA i' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Northpark Dr. St.. 102, Colo. sppa, CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Pow Association (AFPA) is located at111119IhStreet. NW. Ste 800.Washington, DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B09 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S)• are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 1-12 2381 3.50" 2.54" BC 2x4 DFL #1 & Btr. ® See standard details (7X01087001-001 nevi). Support 1 -160 16 2 35- 2- 4 2381 3.50" '2.54" WEB 2x4 DFL STANDARD. Plating spec ANSI/TPI - 1995 Support 2 -160 lb TC Dead 12.00 psf BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT,#1607. THIS DESIGN IS THE COMPOSITE RESULT OF 'This truss is designed using the SM Building Components Group, Inc. on the truss material at each bearing Loaded for 10 PSF non -concurrent 8CLL. MULTIPLE LOAD CASES. CBC -01 Code. MAX DEFLECTION (span) : CBC SNOW: Pg = 41 psf, Ce 0.90, I - 1.00 IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed Yes, Importance Factor - 1.00 L/999MEM 10-11 (LIVE) LC 17 PLATING BASED ON GREEN LUMBER VALUES.: THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location Not End Zone L- -0.20" Dm -0.16" T- -0.37" CRITICAL MEMBER FORCES: 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line No Exp Category - C TC COMP. (OUR. / TENS.<DUR. CSI GIRDERS. IF Z.5" GUN NAILS ARE USED, THE HANGERS MUST Bldg Length - 60.00 ft, Bldg Width 60.00 9 9 ft 1-I -3875(1.15/ 283(1.60 0.69 2-3 -3477((1.15))/ 290 1.603 0.65 BE RE-EVALUATED (BY OTHERS). Mean roof height - 12.65 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 4-5 -2455((1.15))% 286((1.60)) 0.61 6-7 -3875(1.15)% 283(1.60) 0.69 BC COMP.(DUR.)/ TENS.(DUR.) CSI 8-9 -171(1.603/ 3356(1.153 0.64 9-10 66((1.60)/ 2732((1.15) 0.58 10-11 0 58 11-12 -171(1.60)% 3358(1.15) 0.64 ' ' COMP. DUR.)/ TENS.(DUR.) CSI . 2-9 -636 1.15)/ 151(1.603 0.21 3-9 -6 1.60)/ 718(1.15 0.32 ' ' 3-10 -1130 1.15 / 163 1.60) 0.55 4-10 -133 1.60 / 1540 1.15) 0.68 5-10 -1130( 1.15) / 163(1.60)) 0.55 32 .6-11 -636(1.0 15)% 151(1.60) 0.21 9- -3 x 0-4-3 6 t 17-8-0 ' 17-8-0 I 1 2 3 4 5 6 7 6.00 6.00 W 5X6 10- -15 SHIP x 0-4-3 EI1 B2 W:308 W:308 R:2381 R:2381 LIA 60 U:-160 IRA -10A . iL" 35-4-0 r 8 9 10 11 12 1 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "AS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TAMX 20 Be. or "Al" for 16 ga. from Trvswal, positioned per Joint Detail Reports. " Circled plates and false frame plates ere positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). r CA June 30, civiv 8/10/2007 413 - Const. FrO ng Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N-070435_L00008_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed far dimenaional ecouracy. Dimensions Dsgnr: RM 226# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads #LC = 19 WT: T R U S WA L utilized on this design most or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof m ficor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown isfor lateral support ofcomponesmembersonlytoreducebucklinglength. This component shall not be placed in any nl TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens ® SYSTEMS environment thetwill -use the moisture con.,.1theboodtoe edlgv6and/orcause connector plate cendsion. Fabricate. handle. install and brace this truss in accordance with the following standards; 'Joint and Catling Detail Reports' available as output from Truswai sonware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 SM Building Components Group, Inc. 'ANSI/TPI 1'. WTCA 1'. Wood Truss Council of America Standard Design Responsibilides,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00. psf 0. C. Spaci ng 2- 0- 0 4448 NadhporR Dr. St.. 102, Colo. Spga., CO 80807 1 (SCSI 1-03) and •BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Oncfrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at11111gthStreet. NW. Ste 800.Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 Truss ID: B09F Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL' #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S) • This design is for an IndMdual b„Rding co p --t -t tr aw aystem. It has been based on apecifw.ons provided by the component manufacturer 1 0- 1-12 2381 3.50 2.54" BC 2x4 DFL #1 & Btr. ® See standard details (TX01087001-001 rev1). Support 1 -160 lb • 2 35- 2- 4 2381 3.50" 2.54" WEB 2x4 DFL STANDARD Plating spec ANSI/TPI - 1995 ,Support 2 -160 lb T R U S WA L BRG REQUIREMENTS shown are based ONLY GBL BLK 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the on the truss material at each,bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. CBC -01 Code. noted. Bracing shown is for lateral support of component. members only to reduce buckling length. This component shall not be placed in any -1-ment that will cause the moisture content of the wood to exceed 19%and/cr cause connector plate corrosion. Fabricate. handle. install MAX DEFLECTION (span) : Loaded for 10 PSF non -concurrent BCLL:IF .1.00 HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed a Yes, Importance Factor - 1.00 L/999 MEM 10-11 (LIVE) LC 17 CBC SNOW: Pg - 41 psf, Ce = 0.90, I THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location = Not End Zone BC Dead L- -0.20" D= -0.16" CRITICAL MEMBER FORCES: T= -0.37" May use adequate staples for gable blocks. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 'Hurricane/Ocean Line No Exp Category = C TC COMP. DUR. / TENS. (OUR.) CSI BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] bracing 0 58" intervals, GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length = 60.00 ft, Bldg Width = 60.00 9 g ft 1-2 -3875 2.3(1.60) 2-3 -34771.15)/ 290(1.60 0.69 0.65 gable required if exposed to wind load applied to face. HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER -VALUES. Mean roof height = 12.65 ft, mph 80 CBC Standard 3-4 -2455 1.153/ 286 4-5 -2455 1.15 / 286 1.60 0.61 1.60 0.61 See "General Gable Details', 0002065035. Occupancy, Dead Load 15.6 psf 5-6 -3477(1.153/ 290(1.603 0.65 6-7 -3875(1.15 / 283(1.60 0.69 BC COMP.(DUR.)/ TENS.(DUR.) CSI 8-9 -171((1.603/ 3358((1.15)) 9-10 -66 1.60)/ 2732(1.15) 0.64 0.56 11-11 12 -171(1.60)% 3358(1.15) 0.64 WB COMP. DUR. / TENS.(DUR.) CSI 2-9 -636 1.15 / 151(1.603 3-9 -6 1.60 / 718(1.15 0.21 0.32 ' 3-10 -1130(1.15)/ 163(1.60) 0.55 4-10 -133 1.60 / 1540((1.153 5-10 -1130(1.15)/ 163(1.60) 0.68 0.55 S-11 6-1132 -636(1.15)% 151(1.60) 0.21 I 17-8-0 I 17-8-0 I 1 2. 3 4 5 . 6 7 9- -3 W5X8 0-4-3 131 W:308 R:2381 U:-160 W 5X6 6.00 -6.00 W 5X6 W 3X4 W 3X4 W5X6 10- -15 SHIP W 5X8 x W3X4 W6X6 W3X4 0-4-3 62 W:308 R:2381 U:-160 35-4-04 8 9 10 11 12' TYPICAL PLATE: 1.5-3 All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., •'HS'• for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TAMP 20 ga. or "N" for 16 ga. from Trvswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). ` 8 v/102 007 413 - Const. Fr�m�i pg Spe A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ l This design is for an IndMdual b„Rding co p --t -t tr aw aystem. It has been based on apecifw.ons provided by the component manufacturer W0: D ri ve_N_07043 5-L00008-300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility le assumed for dimensional accuracy. Dimensions Ds • • are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 n r RM #LC = 19 WT 299# T R U S WA L utilized on Nis design meet or --d Ne loading imposed by Ne Ictal building code and U e _ uler application. The design assumes that the lop chord TC Live 37.00 psf LiveDur L=1.25 :P=1.15 Is laterally breced,by the roof w floor sheathing end the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of component. members only to reduce buckling length. This component shall not be placed in any -1-ment that will cause the moisture content of the wood to exceed 19%and/cr cause connector plate corrosion. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace this suss in accordance with the following standards: 'Joint and Cutting Detail Report' avaflable as output from Truswal =it-,.. BC Live 0.00 psf 1.15 / 1.00 / 1.00 RrW Building Components Group, Inc. 'ANSI/TPI 1', WTCA V • Wood Truss Council of Am mica Standard Design Responsibilities. 'But UDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Norlhpork Dr. Ste. 102, Colo, !Pg', CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRU SPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The Am arican Forest and Paper Association (AFPA) is located at I I I 1 1 M Street. NW. Ste 800. Washington, DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 Truss ID: B10G I]007 Q 0/2 Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. UPLIFT REACTION(S) • 1 0- 1-12 844 3.50" 2.54" BC 2x4 DFL #1 & Btr. 'DFL' ® See standard details (TX01087001-001 revl). Support 1 -96 1b, 2 3- 1-15 215 3.50" 2.54" DC SLIDER 2x4 #1 & Btr. Plating spec • ANSI/TPI - 1995 Support 2 -28 1b and brace this suss in accordance with the following standards:'Joint and cutting Detail Reports' available as output from Truswal software. 3 5- .1- 8 42 3.50" 1.78" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -15 lb 4 7- 1- 1 76 3.50" 1.50" GBL BLK 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 5 -64 lb 5 6 9- 0-11 11- 0- 4 714 79 3.50" 3.50" 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT -#1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 9 -281 lb 7 12-11-13 78 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL: THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 10 -281 lb 8 14-11- 7 81 3.50" 1.50" CBC SNOW: Pg - 41 psf, Ce - 0.90, I 1.00 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 14 -64 lb 9 16-11- 0 903 3.50" 1.50" Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 16 -15 lb 10 18- 5- 0 903 3.50" Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 17 -28 lb 11 20- 4- 9 81 3.50" .1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES., + + + + + + + + + + May use adequate staples for able blocks. Y P 9 BUILDING Support 18 PP -96 lb 12 13 22- 4- 3 24- 3-12 78 79 3.50" 3.50" 1.50" 1.50" + + + + + + + + +,+ + + Designed for 2.8 K lbs drag load applied DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required 0 58" intervals, This truss is CBC -01 Code. designed using the 14 26- 3- 5 714 3.50" 1.50" evenly along.the top chord to the bottom if exposed to wind load applied to face. Bldg Enclosed = Yes, Importance Factor = 1.00 15 28- 2-15 76 3.50" 1.50" chord continuously, concurrently with dead See General Cable Details', C002065035. Truss Location = Not End Zone 16 30- 2- 8 42 3.50" 1.50" loads and 0 % live load. Duration -1.60. Hurricane/Ocean Line No,Exp Category - C 17 32- 2- 1 215 3.50" 1.50" Continuous bearing reaction = 78 Plf. Connection (by Attach secondary tog chord (if shown) with Bldg Length - 60.00 ft, Bdg Width 60.00 ft 18 BRG 35- 2- 4 REQUIREMENTS 844 3.50" shown are based 1.50" ONLY others) must transfer'equal load to each ply (or add-on) shown. min. 2-4 (2x4) or 3-6 plates (2x6) at 24" o.c. and applied rotated, in addition to Mean roof height CBC Standard - 12.65 ft, mph 80 on the truss material at each bearing + + + + + + + + + + + + + + + + + + + + + + the heel plating shown. The secondary top Occupancy, Dead Load - 15.6 psf MAX DEFLECTION (span) : chord may be notched 1.5" for outlookers, L/999 MEM 14-15 (LIVE) LC 15 max. DO NOT NOTCH WHERE SHOWN BY L- -0.02" D= -0.01" T- -0.02" TC COMP. DUR. / TENS.(DUR.) CSI 1-2 -669 1.33 / 493(1.33) 0.49 2-3 -228(1.33)/ 237(1.33) 0.50 3-4 -251((1.33))/ 409((1.15)) 0.49 4-5 -51 1.60 / 243 1.15 0.29 5-6 -51 1.60 / 243 1.15) 0.29 6-7 -251 1.33 / 409 1.153 0.49 7-8 -228 1.33 / 237 1.33 0.50 8-9 -669(1.33)/ 493(1.33) 0.49 Bc COMP.(DUR.)/ TENS.(DUR.) CSI 10-11 -593(1.15)/ 191(1.60) 0.30 12 13 o 02 13-14 % 002 14-15 / 0..30 WB COMP. DUR.)/ TENS.(DUR.) CSI 2-11 -617 1.15)/ 143(1.60) D.IS ' 3-11 -436 1.33)/ 381(1.33) 0.29 3-12 -558(1.33)/ 347(1.33) 0.57 4-12 -552((1.153/ 268((1.60)) 0.26 6-13 -552 1.15 / 268 1.60 0.26 7-13 -558((1.333/ 311 33 .7 IL:33)) 0.57 �TYP 8-14 -617(1.15)% 143(1.60) 0.18 9-2_3 WI x 0-4-3 G 17-8-0W2X41 17-8-0 r 1 2, . 3 M56 7 8 9' VVI X4 W2X4 16.00 W2X4 W2X4 W2X4 W2X4 W2X4 3X4 W2X4 .5X4 �.W 1.5X W3X4 W 2X4 VV2X4 1.5X W3X4 W3X4 W3X4 W3X4 W 5X6 1 35-4-0 10 11 12 13 14 15 l TYPICAL PLATE: 1.5-3 10- -15 SHIP X 0-4-3 OVER CONTINUOUS SUPPORT June 30, CIVI.t- T All connector plates are Truswal 20 ga. unless preceded by "M" for Mave 20 ga., "NS^'for NS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "NY" for TMMX 20 ga. or uN" for 16 ga. from Trusual,. positioned per Joint Detail Reports. Circled plates and false with structural plates (or staple). frame plates are positioned as shown above. Shift gable stud plates to avoid overlap8/1 I]007 Q 0/2 413 - Const. Fr E4 pg Spe J Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ This design is for an individual building component not trims system. It has been basad an specifications provided by the component manufacturer WO • Dri ve_N_07043 5_L00008_JO0001 ® and done in accordance'with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions re to be verified by thecomponenl manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM g ' # LC = 21 WT • 4J 5# T R U S WA L utilised on this design meet w emead the loading imposed by the local building code end the particular application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by Ne roof or flow sheathing and Ne bottom chord is laterally braced by a rigid sheathing material directly attached, unless otha v iso TC Snow 37.00 psf r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckength ling l. This component shall not be placed in any vronmentthatwillcausethemoisturecontentofthewoodtoaxdeed1994and/orcauseconnectorplatecorrosion. Fabricate. handle. install TC Dead 12.00 psf Rep Mb r Bnd / Comp / Tens Rep and brace this suss in accordance with the following standards:'Joint and cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 ATW Bullding Components Group, Inc. 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Nwthpmfr Dr. Ste. 102, Colo. Spgs., CO 80007 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at1111/9th Street. NW. Ste 800. Washington, DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 Truss ID: BK01 Qtv: 1 BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL SS Plating spec ' ANSI/TPI - 1995 1 1- 0-13 392 25.68" 2.54" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF 2 3- 6-13 100 3.50" 2.54" WEB 2x4 DFL STANDARD I MULTIPLE LOAD CASES. 3 5'- 0- 0 347 3.50" 1.78" PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, 4 6- 4- 0 137 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR 5 7- 8- 0 17S 3.50" 1.50" CBC .SNOW: Pg - 41 psf, Ce - 0.90, I s 1.00 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 6 9- 0- 0 183 3.50" 1.50 Mark all interior bearing@ locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 7 8 .10- 11- 4- 0 8- 0 186 182 3.50" 3.50" 1.50" 1.50 Install interior supports) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). 9 13- 0- 0 114 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. This truss is designed May use adequate staples for gable blocks. 10 14- 4- 0 182 3.50 1.50" using the BUILDING DESIGNER MUST VERIFY GABLE LOADS! 11 15- 8- 0 186 3.50" 1.50" CBC -01 Code. [+] gable bracing re wired 0 58" intervals, q .12 17- 0- 0 183 3.50" 1.50" Bldg Enclosed Yes, Importance Factor 1.00 i if exposed to wind load applied to face. "General 13 18- 4- 0 175 3.50 1.50" Truss Location Not End Zone See Gable Details', C00206503S. 14 19- 8- 0 137 3.50" 1.50 Hurricane/Ocean Line No Exp Category - C Diagonals shown are part of the structure of 15 21- 0- 0 347 3.50" -1.50" Bldg Length v 60.00 ft Bldg Width 60.00 ft this truss and may not be removed. Sheathing 16 22- S- 3 100 3.50 1. SO" Mean roof height - 9.!}0 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 may be applied for additional support to lateral loads, by is 17 BRG 24-11- 3 392 25.68" REQUIREMENTS shown are based 1.50" ONLY psf resist others, but not required unless noted. lateral loads have on'the truss material at'each bearing not been analyzed unless indicated. MAX DEFLECTION (span) : , L/999'MEM 29-30 (LIVE) LC 15 COMP.<11.111 TENS.(DUR.) L- 0.00" D- 0.00" T- -0.01" -341(1.153/ -108(1.15 / 69(1.603 22(1.60 TC 1-2 COMP.(DUR.)/ -106(1.15)/ 7ENS.(OUR.) 30(1.60) 413 - Const. Fr�Cm�i pg Spe CSI 0.06 Cust: GREG PEITZ 2-3 3-4 -106((1.153/ -96((1.153/ This design is for en indlWdual building component -1 truss system. II has bean based on specifica6ohs provided by the component manufacturer 26((1.60)) 261 5_L00008_300001 0.06 0.02 ® 4-5 Dsgn RM 16((1.603 01 r : 5-6 6-7 9S -96(1.15)/ 1.15 / 50 64(1.60) 1.60 0.01 0.01 Li veDu r L=1.2 5 P=1.15 7-8 8-9 -96(1.15)/ -96(((1.15)3/ TC Snow 76(1.60) 76(((1.60)))'0.01 SnowDu r L=1.15 P=1.15 0.01 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 9-10 -96 1.15 / 64 1.60 0.01 0.00 psf 10-11 -95 1.153/ 50((1.603 10.00 psf 0.01 4446 Northpark Dr. Ste. 102, Colo. Spga., CO 90907(8CSI IT -01 12-13 13-14 96 -106(1.15)/ 1.15 / 26 26(1.60) 1.60 0.02 0.06 Bldg Code' 14-15 -106(1.15)/ 30(1.60) 0.06 BC COMP.(DUR.)/ TENS.(DUR.) CSI -65(1.15) 44(1.60) 17-18 18-19 0.01 0 01 19-20 % 0.01 20-21 21-22 % 0 01 0.01 22-23 / 0.01 23-24 24-25 / / 0.01 0.01 27_=8 o: T 2e-30 0:008 j 3-5-12 W8 COMP.<11.111 TENS.(DUR.) CSI 2-17 3-18 -341(1.153/ -108(1.15 / 69(1.603 22(1.60 0.04 0.01 4-19 -149((1.153/ 30 1.603 0.02 = 6-21 -160(1.15)% 33(1.60) 0.02 0-2-12 7-22 -155(1.15)/ 83(1.60) 0.03 8-23 9-24 -87(01.15))/ -155 1.15 / 20((1.60)) 83 1.60 0.02 0.03 10-25 -160(1.15)/ 33(1.60) 0.02 11-26 12-27 -1560(1.15))/ -149(1.15)/ 320(1.603 30(1.60) 0.02 0.02 14-29 -341(1.15)% 69(1.60) 0.04 t 13-0-0 1.13-0-0 t t 1 2 3 4 5 6, 7 8 9 10 11 12 13 . 14 15 3.00 3.00 W4X4 W 2X, W2X4 W 2X4 W2X4 W 2X4 W2X4 W2X4 W7X8 W2X4 W2X4 W2X4 W2X4 W2X4 W5X6 W2X4 W2X4 W2X4 W2X4 W2X4 W2X4 W2X4 W2X4 W2X4 W 4X4 L 26-0-0 t 16 17 18, 19 20 21 22 23 24 25 26 27 28 29 30 OVER CONTINUOUS SUPPORT UPLIFT REACTION(S) Support 1 -102 lb Support 3 -48'lb Support 4 - -6 lb Support S -14 lb Support 6 -15 lb, Support 7 -16 lb Support 8 -67 lb Support 9 -3 lb Support 10 -67 lb Support 11 -16 lb . Support 12 -15 lb Support 13 -14 lb Support 14 -6 lb Support 15 -48 lb Support 17 -102 lb T 3-5-12 SHIP 2 1 0-2-12 June' 30, CiyiIt. All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga. , "ILS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "MX" for TWNX 20 ga. or "N" for 16 ga. from Trvswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 8/10/2007 413 - Const. Fr�Cm�i pg Spe WAR& all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for en indlWdual building component -1 truss system. II has bean based on specifica6ohs provided by the component manufacturer WO' Dri ve_N_07043 5_L00008_300001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn RM #LC 19 WT: 160# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads r : = T R U S WA L islased on brie design meet or -end the loading Imposed by he local building code and the particular The design assumes that he lop chord TC Live 37.00 psf Li veDu r L=1.2 5 P=1.15 ingapplication.aria is Ielmeliy braced by the roof or floor sheathing and ins bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens ® SYSTEMS environment that wilcause the moisture content ofthe wood to ­ed 19%and/or cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards: 'Joint and Culling Detail Reports' available as output from Truswal software. BC LT ve 0.00 psf 1.15 / 1.00 / 1.00 AMW Building Components Group, Inc. 'ANSI/TPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilit es,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4446 Northpark Dr. Ste. 102, Colo. Spga., CO 90907(8CSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TDI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5i Wisconsin53719. The American Forest and Paper Association (AFPA)1.1-tada11111lMStr-t,NW,Sle800.Weshington.DC20039. Bldg Code' CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: BK02 Qty: 1 BRC X -LOC REACT SIZE REM,, TC 2x6 DFL #2 Web bracing required at each location shown.* UPLIFT REACTION(S) ere to be verified by the component manufacturer ardlm building designer prim to fabrication. The building designer must ascanain that the loads 1 0- 1-12 1028 3.50" 1.50" 2x6 DFL 55 2-4 . ® See standard details (TX01087001-001 revl). Support 1 -108 lb T R U S WA L 2 17- 3- 0 1159 3.50" 1.50" BC 2x4 DFL #1 & Bte. Plating spec • ANSI/TPI - 1995' Support 2 .-84 lb TC Dead 12.00 psf BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the 87W Building Components Group, Inc. on the truss in at each bearing PLT BLK 2x4 DFL #1 & Btr. - MULTIPLE LOAD CASES. ' CBC -01 Code. ' MAX DEFLECTION (span).: GBL BILK 2x4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, Bldg Enclosed Yes, Importance Factor - 1.00 L/999 MEM 7-8 (LIVE) LC 15 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR Truss Location Not 'End Zone L- -0.11" D= -0.06" T- -0.17" Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Hurricane/Ocean Line No Exp Category C CRITICAL MEMBER FORCES: TC c-8P.(DUR.)/ rENs.(DUR.> csi CBC Ma SNOW: Pg - 41 psf, Ce - 0.90, I 1.00 for blocks. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Length - 60.00 ft, Bldg Width 60.00 ft 1-2 -804(1.15 / 97 1.60 0.13 z-3-ae7(lHI 67(1.60 0.29 y BUILDING use adequate staples able q P DESIGNER MUST VERIFY GABLE LOADS! HANGERS MUST BE RE-EVALUATED BY OTHERS). ( PLATING BASED ON GREEN LUMBER VALUES. Mean.roo height 10.11 ft, mph' 80 gg � CBC Standard 3-4 .-2518(1.15)/ 199(1.60))) 0.38 It gable bracing:required 0 58" intervals, End verticals are designed for axial loads Occupancy, Dead Load 15.6 psf BC COMP.t(DUR.))/ TENS.(DUR.) CSI i See exposed to wind load applied to face. "General Gable Details', C002065035. only unless noted otherwise. Extensions below s-6 0(1.15)/ 119(1.60) 0.17 6-7 -261(1.60)/ 2331(1.15) 0.46 above or the truss profile (if any) have been designed for loads 7-8 -255 1.60 / 2338 1.15 0.60 ', indicated only. -Horizontal loads applied at WB MP UR / TEIl.(WR. CSI' the end of the extensions have not been 1-s -lots<1.,5 12111.60 0.19 considered unless shown. A drop -leg to an 1-6 -98(1.60)/ 1037«1.15 0.46' 2-6 -123(1.15)/ 1005(1.60) 0.03 otherwise unsupported wall may create a 3-6 -1652(1.15)/ 202(1.60) 0.62 3-7 130(0.90) 0.07 hinge effect that requires additional design Consideration (by others). 3-3-8 1 14-1-4 1 2 3 4 3.00 -3.00 W 7X8 4-2-12 SHIP V3.5X6 017 B1 B2 W:308. W:308 R:1028 R:1159 U:-108 U:-84 1 17-4-12 I 5 6 7' 8 TYPICAL PLATE: 1.5-3 All connector plates are Truswal ZO ga. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 15 Be. from Alpine; or preceded by •'NX" for TWX 20 Be. or •'N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable'stud plates to avoid overlap with structural plates (or staple). W .lune 30, 2009 8/10/2007 413 . - Const -Fra Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_070435_L00008_300001 ® end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions DS n r • RM #LC 19 AT: 156# ere to be verified by the component manufacturer ardlm building designer prim to fabrication. The building designer must ascanain that the loads 9 = ullimd on this design meet or exceed the loading imposed by the local building coda end the particufan application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC -Snow 37.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of-ponents members only to reduce buckling length. This component shall not be placed in any eA`,onment-twllcausethe mdsturecontent ofIli. dtoexceed 19.and/or cause connector Plateconodon. Fabricate. handle. install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this mss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 87W Building Components Group, Inc. 'ANSI/TPI 1'. WTCA 1' • Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4x15 Northpark Or. Ste. 102, Colo. Spg&, CO 80007 (SCSI 1-03) end 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'OnoMo Drive. Madison. - TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53710. The American ForestardPaperAssociation(AFPA)islocatedat11111MSaem.NW.Ste800•Washington•DC20035. Bldg Code. CBC -01 DEFL RATIO L/360 TC: L/36 Job Name: RYAN 1730 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: BK03 Qt 1 BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL SS Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) ' 1 1- 3- 0 457 29.97 1. SO" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -29 16 ' 2 4- 1- 4 162 3.50" 1.50" WEB 2z4 DFL STANDARD MULTIPLE LOAD CASES. ----------LOAD CASE #1 DESIGN LOADS ---------------- 3 5- 8- 8 0 3.50" 1.78" GBL BLK 2x4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, Dir L.Plf L.Loc R.Plf R.Loc LL/TL 4 7- 3-13 509 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE'BASED ON 1.5" HANGER NAILS FOR 1.00 / 1.00 / 1.00 5 8-11- 1 31 3.50" 6 10- 6- 6 32 1.50" Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY 4445 Northpark Or. Sto. 102, Colo. Spg&, CO 80907 3. SO" 7 12- 1-10 473 3.50" 1.50" 1.50" CBC SNOW: Pg - 41 psf, Ce - 0.90, I - 1.00 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Wisconsin53719. The American Forest and Paper Aseadagon(AFPA)islocated at111110thStreet. NW, Ste 800.Washington. DC20036. 8 13- 8-15 32 3.50" 1.50" Mark all interior bearing locations. HANGERS MUST BE RE-EVALUATED (BY OTHERS). 9 15- 4- 3 34 3.50" 1.50" Permanent bracing is required (by others) to Install interior support(s) before erection. 10 16- 9-12 281 -3.50" prevent rotation/toppling. See BCSI 1-03 ANSI/TPI 1. May use adequate staples for gable blocks. BRG REQUIREMENTS shown are baseedd ONLY and BUILDING DESIGNER MUST VERIFY GABLE LOADS! on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES.: c + able bracing required 0 63" intervals, exposed MAX DEFLECTION (span) End verticals are designed for axial loads if to wind load ap lied to face. "General L/999 MEM 5-0 (LIVE) LC 2 only unless noted otherwise. See Gable DetailsP, C002065035. -CAL 0S: T= -0.01" Extensions above or below the truss profile OR CRITICAL MEMBER FORCES: ME R if an have been designed for loads y) 9 TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -263`1.15 / oC(l.2s) o.18 indicated only. Horizontal loads applied at 2-3 -168{l.ls3/ 0(1.25) 0.18 3-4 -54 1.1s / 37(((((1.15))))) 0.14 the end of the extensions have not been considered unless shown. A drop -leg to an otherwise unsupported wall may create a -design BC COMP.((DUR.)/ TENS.(DUR.) CSI '6_6 -125(1.15) 0(1.25) 19 hinge effect that requires additional 0. 01 Consideration (by others). 7-8 / 0.01 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-6 -474(1.15)/ 0.06 2-7 -166(1.15)/ 0(1.25) 0.07 ' / 06 0.07 3-7 -393-153 ' ((1.15 (( )) 4-8 -194(1.15 / O(1.25) 0.04 2 2.50 3 4 W 2X4 3-11-4 i i 16-11-8 I 5 6 7 8 TYPICAL PLATE: 1.5-3 OVER CONTINUOUS SUPPORT -Al I connector plates are Tm-1 20 ea. unless preceded by "N" for Nave 20 go., "HS" for HS 20 go., "S" for SS 18 ea. from Alpine; or preceded by "MX" for ThMX 20 ga. or "N" for 16 ga. from Ir swal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). June 30, 2009 CIVIV 8/10/2007 413 - Const. Fr�N pg Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO - Dri ve-N-070435-L00008-J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgri RM are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads #LC = 5 WT: 128# T R U S WA L 1111 M on this design meet - -*W the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise SHOW 37.00 psf $nOWDU r L=1.15 P=1.15 ®TC SYSTEMS noted. Bracing .bacon Is for lateral support of components members only to reduce buckling length. This component shell not be placed in any environment cause connector plate corrosion. Fabricate. handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standardr.'Joint and Cutting Detail Reports' available as output hoer Truswal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 JWW Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Tens Council of America Standard Design Responsibili8es,'BUILDING COMPONENT SAFETY INFORMATION. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Or. Sto. 102, Colo. Spg&, CO 80907 1 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive. Madison, TRUSPLUS 6.0 VER: T6.5.51 Wisconsin53719. The American Forest and Paper Aseadagon(AFPA)islocated at111110thStreet. NW, Ste 800.Washington. DC20036. Bldg Code: CBC -01 DEFL RATION L/360 TC: L/36 a J 'a Job Name: RYAN 1730 All connector plates are Truswal 20 ga, unless preceded by "W" for Nave 20 ga., "H5" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "NX" for TWMX 20 ga. or "N" for 16 Be. from Trusnal, Positioned par Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: C01 G 413 - Const. Fra Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 .DFL #1 & Bir. Plating spec ANSI/TPI - 1995 UPLIFT REACTIONS) This design is for an individual building component not truss system. It hes been based on specifications provided by the component manufacturer 1 0- 1-12 557 3.50" 1.50" BC 2x4 DFL #1 & Btr. THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -23 lb #LC = 19 172# 2 2- 5- 6 108 3.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. 1 MULTIPLE LOAD.CASES. Support 2 -19 lb TC Snow 3 3-11- 8 160 3.50" 1.78" WEB 2x4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, Support 5 -160 lb 4 5- 5-10 5850 1.50" GBL BILK 2x4 DFL STANDARD THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 6 -160 lb 10.00 psf 5 6-11-12' 388 3.3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 9 -19 lb TRUSPLUS 6.0 VER: T6.5.5 6 8- 5-12 388 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL: _ ' GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 10 -23 lb 7 9-11-14 58 3.50" 1.50" 8 11- 6- 0 160 3.50" 1.50" CBC SNOW: Pg - 41 psf, Ce a 0.90, I a 1.00 HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the 9 13- 0- 2 108 3.50" 1.50" Install interior support(s) before erection. Mark all interior bearing locations. CBC -01 Code. 10 15- 3-12 557 3.50" PLATING BASED ON GREEN LUMBER VALUES. May use adequate staples for gable.blocks. BUILDING Bldg Enclosed Yes, Importance Factor 1.00 BRG REQUIREMENTS shown are baseedd ONLY N DESIGNER MUST VERIFY GABLE LOADS! Truss Location -Not End Zone on the truss material at each bearing [+] gable bracing required 0 58" intervals, Hurricane/Ocean Line No Exp Category C MAX DEFLECTION (span) if exposed to wind load applied to face. See "General Gable Details', C002065035. Bldg Length 60.00 ft, Bldg Width a 60.00 ft L/999 MEM 8-0 (LIVE) LC 4 Mean roof height a 10.82 ft, mph 80 L- 0.00" D- 0.00" T- -0.01" CBC Standard Occupancy, Dead Load 15.6 psf CRITICAL MEMBER FORCES: Attach SeCOndary top Chord (if -Shown) with TC COMP.(DUR.)/ TENS.(OUR.) CSI min. 2-4 (2x4) or 3-6 plates (2x6) at 24" 1=2 -252 i.ls))/ l0<1.60) 0.18 o.c. and applied rotated, in addition to 2-3 -44 1.153/ 1851.15 0.16 3-4 -44 1.15 / 18(1.60 0.06 the heel platin shown. The secondary top 9 Y ' 4-5 44(1.15 / 18(1.60 o.D6 chord may be notched 1.5" for outlookers, s-6 -94(1.153/ 78(1.15 0.18 max. 00 NOT NOTCH WHERE SHOWN BY (see)• . 6-7 -2S2(((((1.15)))/ 10((((1.60)))) 0.18 8g9 C�247(1IX TE135(/UR.) 0010 910 / 0.01. 10-11 11-12 / 0.01. 12-13 / 0.10 WB COMP.((DUR.))/ TENS.(DUR.) CSI2-9 ' 20.02 -10 -211(1.153% 145(1.60) 00.06 3-10 -223(1.15 / 88(1.60) .07 5-11 -223(1.15)/ 88(1.60) 0.07 _ _ 6-1 6-12 -151((1 15)/ 145(1.60) 0.02 *2 5 7 - 5- 4 2 0-4-7 F8_0_0 V/2 9 -0.001 TYPICAL PLATE: 1.5-3 OVER CONTINUOUS SUPPORT ' All connector plates are Truswal 20 ga, unless preceded by "W" for Nave 20 ga., "H5" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "NX" for TWMX 20 ga. or "N" for 16 Be. from Trusnal, Positioned par Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). `aw�nrs/r� 8/10/2007 413 - Const. Fra Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ l This design is for an individual building component not truss system. It hes been based on specifications provided by the component manufacturer W0: Dri ve_N_07043 5_L00008_J 00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimarLdo l accuracy. Dimensions re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS n r • RM g #LC = 19 172# T R U S WA L ,Ilimd on this dosign moat or exceed the loading imposed by Uro local bullding code and the par6cotar application. The design assumes that the lop chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow 37.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components members only to reduce buckling length. I. component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the following standard.:'Joint end Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 �i� Building Components Group, Inc. 'ANSI/TPI 1'. WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4146 Northpark Dr. Ste. 102, Colo. Spgs., c0 80607 (BCSI 1.03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA)isfscatedat111119hSireet;NW,Ste 800.Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 lJob Name: RYAN 1730 Truss ID: D01 G Qtv: 1 BRC X -LOC REACT SIZE 'REQ'D TC 2x4 DFL #1 & Btr. ; 1 0- 1-12 1537 3.50 1.64" BC 2x4 DFL #1 & Btr. 2 15- 0- 0 281 3.50" 1.50" DG SLIDER 2x4 DFL #1 & Btr. 3 16- 5-10 74 3.50" 1.78" WEB 2x4 DFL STANDARD 4 17-11- 4 57 3.50" 1.50" GBL BLK 2x4 DFL STANDARD 5 19- 4-14 1049 3.50" 1.50" Lumber shear allowables are per NDS. 6 21- 3- 8 53 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 7 23- 2- 2 214 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL: 8' 25-10- 4 811 3.50" 1.50" Mark all interior bearing locations. ' BRG REQUIREMENTS shown are based ONLY Mayuse adequate staples for gable blocks. on the truss material at each bearing BUILDING DESIGNER MUST VERIFY CABLE LOADSI• MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE) LC 16 [ gable bracing required 0 58" intervals, L- -0.14" D= 0.00" T= -0.14" if exposed to wind load applied to face. CRITICAL MEMBER FORCES: See "General Cable Details', C002065035. TC COMP. DUB. / TENS.(DUB.) CSI 1-2 -1837 1.15 / 190(1.60) 0.68 2-3 -1117(1.15)/ 226(1.60) 0.67' 3-4 -143((1.603/ 429((1.15)) 0.20 4-5 -139(1.60)/ 250(1.15) 0.52 5-6 6-7 1696(1.15)% 318(1.60) 0.58 BC, COMP.((DUB.))/ TENS.((IUR.)) CSI 9-10 -99(1.60)% 1436(1.15) 0.42 10-11 -573(1.60)/ 176(1.15) 0.54 11-12 -755(1.60)/ 486(1.15) 0.49 12-13 / 0.31 WB COMP. (DUR.) TENS.(DUR.) CSI 2-9 240(1.25) 0.10 2-.1 -865(1.15)/ 205(1.60) 0.73 3 10 -43((1.60))/ 378((1.15)) 0.17 3-5 -1184 1.15 / 411 1.60 0.15, 5-11 -305(1.60)/ 368(1.60) 0.33 6-11 -106(1.603/ 446(1.253 0.18 6-12 -1008,(1.15 / 155(1.60 0.30 Attach secondary top chord (if -shown) with T 2-4 (2x4) or 3-6 plates (2x6)at 24 o.c. and applied rotated, in addition to The heel plating shown. The secondary top chord may be notched 1.5" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY (e44)_ Plating spec : ANSI/TPI -.1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC SNOW: Pg - 41 psf, Ce - 0.90, I - 1.00 Install interior support(s) before erection PLATING BASED ON GREEN LUMBER VALUES. 2 3 4 W2X4 6 7 8 9 0-91 12 3 TYPICAL PLATE: 1.5-3 UPLIFT REACTION(S) : Support 1 -133 lb Support 2 -292 lb Support3 -46 lb Support. 5 -138 lb Support 6 -32 lb Support 7 -81 lb Support 8 -74 lb This truss is designed using the CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category = C Bldg Length - 60.00 ft, Bdg Width 60.00 ft Mean roof height -12.58 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf 10-0-3 SHIP x 0-4-7 OVER SUPPORT AS SHOWN Pr7 June 30, 200099 civil - . A71 connector plates are Truswal SO lie. unless preceded by "H" for Meve 20 ga., "NS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "HX" for TANX 20 ga. or "H" for 16 ga. from Truswel, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as showft n above. Shift gable stud plates to avoid overlap with structural pletes (or staple). 8/10/2007 413 - Const. Fr�m�i pg Spe R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust : GREG PEITZ > Thls design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Dri ve-N-070435-L00008-]00001 ® and done in accordance with the current vwalona of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds ere to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 n r' RM #LC = 21 WT' 347# T R U S WA L ,III d on this design meet w exceed the loading imposed by the local building code and the particular application. The design assumes Uiat the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is Ialwally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 37.00 psi SnowDu r L=1.15 P=1.15 SYSTEMS m noted. Bracing shown is for lateral supportof components members only to reduce buckling length. This component shag not be placed in any Ironmenllhat TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® a Mllcausethemoisturecon-1atthewoodmexceod1.11. mwoausecanneclwplateoonoslon. Fabrics.. handle. install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 NNW Building Components Group, Inc. •ANSIfrPI.1•,'WTCA 1' - Wood Truss Council of America Standard Design Responsibiliees•'BUILOING COMPONENT SAFETY INFORMATION' - BC Dead 10'.00 psf 0. C. Spaci ng 2- 0- 0 4446 Northpark Dr. Sto. 102, Colo. Spgs., CO 80807 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss,Plate Institute (TPI) is located at 583 D'Omfrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11t119th Street NW. Ste 800,Washington. DC20036. Bldg Code- CBC -01 DEFL RATIO: L/360 TC: L/36 e 3 Job Name: RYAN 1730 I All connector plates are Truswal 20 Be. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TWX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frameshown Above. plates are positioned as shAbove. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: D02 Qty: 2 413 - Const. Fr�Cm�i ng Spe BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 UPLIFT REACTION(S) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 1 0- 2-12 291 5.50" 1.50" BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -669 lb and done in accordance with the current versions of TPI and AFPA,design, standards. No responsibility is assumed for dimensional accuracy. Dimensions 2 15- 1-12 8453 3.50 3.50 WEB 2x4 DFL- STANDARD MULTIPLE LOAD CASES. Support 2 -651 lb are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 3 25-10- 4 5475 3.50" 2.92" 2x4 .DFL #1 & Btr. 11-2, 12-3 ' IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -416 lb utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord BRG REINFORCEMENT: BRG TYPE FACES NAILS LENGTH 16-7, 17-8 THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the isleterelly braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise 2 TBE4 See Simpson Catalog Lumber shear allowables are per NDS. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. noted. Bracing shown is for lateral support of components member. only to reduce buckling l,th. This component shall not be.placsd in any that the BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor - 1.00 environment will cause moisture content of the wood to exceed 19%end/or cause connector plate corrosion. Fabricate, handle. install and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truftwswal sam on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. interior HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone 'ANSI/TPI 1•, WTCA V. Wood Trues Council of America Standard Design Responsibllities.'BUILDING COMPONENT SAFETY INFORMATION'. MAX DEFLECTION (span) : Mark all bearing locations. CBC SNOW: Pg - 41 psf, Ce - 0.90, I - 1.00 Hurricane/Ocean Line No Exp Category - C (BCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive. Madison. L/999 MEM 14-15 (LIVE) LC 17 + + + + + + + + + + + + + + + + + + + + + + Nail shown is for PLF loads Install interior support(s) before erection. Permanent bracing is Bldg Length - 60.00 ft, Bldg Width 60.00 ft Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 1M Strawt, NW. Ste 8DO. Washington. OC 2003e. -0.02" L- -0ALNENBERFOR0. 0.00" T= -0.01"- pattern and point loads converted to PLF loads only. required (by others) to rotation to lin See BCSI 1-03 / Mean roof height - 12.58 ft, mph 80 CBC Standard Dead Load 15.6 CR RF Tc COMP.CDUR.)/ TENS.<<OUR.) CSI Concentrated loads MUST be distributed to prevent pp g. and ANSI/TPI 1. occupancy, psf ----------LOAD CASE #1 DESIGN LOADS - 1-2 -221(1.15)/ 789 ..go 0.11 each ply equally. Multi -ply with hangers are PLATING BASED ON GREEN LUMBER VALUES. Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-3 / 934<(0.90) 0.14 / 1055(0.903 0.17 based on hanger nails using 3.0" nails min. 2 -PLY! Nail w/lOd COMMON, staq��gered(per NDS) TC Vert 98.00 0- 0- 0 98.00 26- 0- 0 0.76 a -s / 1122 0.90 0.17 into the carr ingg member, If fasteners for in: TC- 2 BC- 2 WEBS- 2 PER FOOT!— BC Vert 20.00 0- 0- 0 20.00 15- 5- 8 0.00 5-6 / 1113(0.90) 0.22 6-7 / 1475(0.90) 0.26 shown, use point loads from the back plyst distributed Cluster'screws, if shown, are 3" long. + + + + + + + + + + + + + + + + + + + + + + BC Vert 1063.00 15- 5- 8 1063.00 26- 0- 0 0.00. 7-a -2337(0.90)/ 0.13 Symm. around the hanger In the 'chords. See Simpson catalog for Truss Bearing 8-9 -5745(30.930)/ 30.430 Use any other approved detail (by others). Enhancer installation notes. TBE shown is tic CONP.(DUR.)/ TENS.(DUR.) CSI IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER based ONLY on truss chord material. 10-11 -1467(1.60/ 195(1.60) 0.05 AMOUNTS SHOWN MUST BE INSTALLED FROM THE + + + + + + + + + + + + + + + + + + + + + + 11-1z -146941.60 / 191 1.60 0.03 FRONT AND BACK FACE EQUALLY (TOTAL NAILS 12-13 -1409 1.60 / 0.02 13-14 -863((0.90>/ 0.08 DOUBLE THE AMOUNT SHOWN). 14-105 -1184<o.90>/ 30.054 10d - 10d NAILS, SDS - Simpson SDS screws 15=16 / 1678(0.90) 0.62 16-v / 4656(0.90) 0.72 or equivalent substitute. 17-18 / 4791(0.90) 0.64 (e) a Special Connection Req. (by -others) ++ ++++++.:. ++++++++++++ WB COMP.(DUR.)/ TENS. (DUR.) CSI z-12 / 0.301 �- 13-0-0 13-0-0 710.90 2-1 -427(1.15)/ 711.60; 0.03 2 3 15 6 7 8 91 3-12 -10 1.60 / 321l.ls o.oz 3-13 -596 1.15 / 144 1.60 0.06 2-PLYS 4-13 603 1.15 0.13 REQUIRED 8r Op -8 p0 4-14 -853(1.15)/ 51(1.60) 0.12 5-14 -1199(0.90)/ 0.23 6-14 1309(1.15) 0.29 W3.5X4 6-15 -1889(1.153/ 0.24 7-15 -4775(0.90 / 0.51 ' 7-16 S 5824(0.90) 0.51 W3.5X4 W3.5X4 8-16 -3331(0.90 / 0.29 8-17 / 3644(0.90) 0.32 W 7X8 W 7X8 941-7 941-7 SHIP W 4X8 W 4X8 W 3.5X4 W 3.5X4 W 4X4 W 4X4 x = 0-4-7 W3X8 W8X8 W5X6 W7X8 W5X6W8X8 W3X8 0-4-7 W:508. 15-1-12 W W FESS1 U:-669 308 308 U: 6513 U:-416 0 26-9f5 16 17 18' TYPICAL PLATE: W3.5X4 - I All connector plates are Truswal 20 Be. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "MX" for TWX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frameshown Above. plates are positioned as shAbove. Shift gable stud plates to avoid overlap with structural plates (or staple). ••r�p� 8/10/2007 413 - Const. Fr�Cm�i ng Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor.. Cust: GREG PEITZ l This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N-07043 5_L00008_300001 ® and done in accordance with the current versions of TPI and AFPA,design, standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM 9 #LC = 21 WT • 257# T R U S WA L utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 isleterelly braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 37.00 psf SnowDur L=1.15 P=1.15 SYSTEMS noted. Bracing shown is for lateral support of components member. only to reduce buckling l,th. This component shall not be.placsd in any that the TC Dead 12.00 psf Rep Mbr Brill/ Comp / Tens ® environment will cause moisture content of the wood to exceed 19%end/or cause connector plate corrosion. Fabricate, handle. install and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truftwswal sam BC Live 0.00 psf 1.00 / 1.00 / 1.00 JTW Building Cornponents Group, Inc. 'ANSI/TPI 1•, WTCA V. Wood Trues Council of America Standard Design Responsibllities.'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sto. 102,Cofo. Sppa, CO 80907 (BCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive. Madison. TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 1M Strawt, NW. Ste 8DO. Washington. OC 2003e. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 All connector plates are Tru -1 20 ga. unless preceded by "M" for Mave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "N.T" for TWX 20 ga. or "H" for 16 Be. from Tluswal, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as showabove. Shift aboShift gable stud plates ver to avoid olap es with structural plat(or staple). Truss ID: V01 8/10/2007 413 - Const. Fra mi g Spe (��. Qty: 1 BRG X -LOC REACT SIZE REQ'D TC - 2x4 DFL #1 & Btr.. -[PM] -PLATE MONITOR USED -See Joint Report" UPLIFT REACTIONS) 5_L00008_]00001 1 0- 5- 9 326 11.18 1.50 BC 2x4' DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 Support 1 -33 lb 2 2- 8- 6 117 3.50" 3.50" WEB 2x4 DFL STANDARD - r THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -29 lb 3 4- 5-10 421 3.50 2.92 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -132 _ lb 4 5 6- 5-10 8- 5-10 83 3.50" 606 ESE 1.50" Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 5 -307 lb 6 1 (SCSI 1.03) and •BCSI SUMMARY SHEETS• by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive. Madison, ' 1.50 CBC SNOW: Pg = 41 psf, Ce = 0.90, I = 1.00 THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 9 -307 lb 7 10- 5-10 80 3.50" 1.50" Mark all interior bearingg locations. r 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 11 -132 lb 8 12- 5-10 14- 5-10 228 3.50" 80 3.50" 1.50" 1.50" Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Su Support 12 -29 lb 9 16- 5-10 606 3.50" 1.50" Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 13 -33 lb 10 18- 5-10 83 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY This truss is designed using the 11 12 20- 5-10 22- 2-14 421 3.50" 117 3.50" 1.50" 1.50" GABLE LOADS! [+] gable bracing required 0 16" intervals, CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 13 24- 5-11 326 11.18" 1.50" if exposed to wind load applied to face. Truss Location - Not End Zone BRG REQUIREMENTS shown are based ONLY See "General Gable Details', C002065035: Hurricane/Ocean Line - No,Exp Category = C on the truss material at each bearing - Diagonals shown are part of the structure of be Bldg Length = 60.00 ft Bdg Width 60.00 ft MAX DEFLECTION (span) L/999 MEM 15-16' : (LIVE) LC 15 this truss and may not removed. Sheathing may be applied for additional support to Mean roof height CBC Standard Occupancy, = 12.3 ft, mph = 80 Dead Load = 15.6 psf L= 0.00" D= 0.00" T- -0.01" resist lateral loads, by others, but is not ' CRITICAL MEMBER FORCES: required unless noted. Lateral loads have -TC 1-2 COMP. OUR. / -266 1.15 TENS.(DUR.) CSI 278(1.60) d.22 not been analyzed unless indicated. 2-3 / -291(115)/ 207(1.60) 0.59 3-4 4-5 -291((1.15))/ -150 1.15 / 120((1.60)) 0.59 123 1.60 0.08 ' ' 5-6 -1S0 1.15 / 123(1.60 0.08 6-7 7-8 -291 1.15 / -291 1.15 / 120(1.60 0.59 207(1.60 0.59 8-9 -266(1.15)/ 278(1.60) 0.22 , BC COMP.(DUR.)/ TENS.(DUR.) CSI 10-11 -298(1.15)/ 337(1.60) 0.14 11-12 12-13 / / 0.02 0.0212-2-9 1314 14-15. / 0.02 2', 56 7 8 15-16 / 0.14 ' 8i 00 - Q WB 2-11 COMP.(DUI.)/ -396(1.15)/ TE, TENS.(DUR.) CSI W1rjX Q 3-12 -566(1.15)/ .r 332(1.60) 0.26 �IV5X6 ' 5-13 -188((1.153/ 6((1.603 0.19 W5X6 . 7-14 -566 1.15 / 332 1.60 0.26' - 8-15 -398(1.15)/ 162(1.60) 0.06 W 1.5X4 W 1.5X4 ' 8-4-0 8- -0 W 1.5X4 W 1.5X4 SHIP W 3X4 W 3X4 0-0-4 W2X4 W2X4 W5X6 W2X4 W2X4 0-0-4 l�ncl 24-11-4 10 11 12 13 14 15 16 OVER CONTINUOUS SUPPORT All connector plates are Tru -1 20 ga. unless preceded by "M" for Mave 20 ga., "HS" for HS 20 ga., "S" for SS 18 ga. from Alpine; or preceded by "N.T" for TWX 20 ga. or "H" for 16 Be. from Tluswal, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as showabove. Shift aboShift gable stud plates ver to avoid olap es with structural plat(or staple). 8/10/2007 413 - Const. Fra mi g Spe (��. Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cost: GREG PEITZ This design is f« an Individual building component et was aystam. a has been based on apeci6oa6mw ena provided by the eoponent manufacturer WO Drive N_07043 5_L00008_]00001 ® and done in accordance with the current versions of TPI and AFPA Design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgn r : RM #LC = 19 WT: 140# u8limd on this design meet or a-- he loading imposed by the local building code and the parflcutar application. The design assumes that the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 T R U S WA L Is laterally braced by the motor Floor sheathing and the bottom chord Is laterally braced by o rigid sheathing material directly attached, unlesa otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of components membeia onlyto reduce buckling length. This component ahall riot be placed in any environmentthetwill -use the moisture content of the vaodtoexceed 19%ands«cause connector plate corrosion. Fabricate. handle, Install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ' and brace this truss in accordance with the following standards! 16int and Cutting Detail Repui Ln'availae as output from Truswel softwero, BC Live 0.00 psf 1.15 / 1.00 / 1.00 ATW Building Components Group, Inc. 'ANSI= 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4645 Northpark Dr. Ste. 102, Colo. Spite., CO 80907 1 (SCSI 1.03) and •BCSI SUMMARY SHEETS• by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.5 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 All connector plates are Trus Nal 20 Be. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 16 Be. froro Alpine; or preceded by "MX" for TWX 20 Be. or "N" for 16 Be. from Trusral, positioned per -Joint Detail Reports. Circled plates and false framere plates epositioned as showvo n above. Shift gable stud plates to aid overlap with structural plates (or staple). Truss ID: V02 �/� 0/2007 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ••[PM]=PLATE MONITOR USED -See Joint Report- UPLIFT REACTION(S) ' and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 5- 9 270 11.18" 1.50" BC 2x4 DFL #1 & Btr. , Plating Spec ' ANSI/TPI - 1995 Support 1 .-23 lb 2 2-11-10 392 3.50" 3.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -123 lb 3 4-11-10 62 3.50 2.92" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 4 -321 lb ' 4 6-11-10 622 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. . IF HANGERS ARE INDICATED ON THIS DRAWING, Support 8 -321 lb 5 8-11-10 79 3.50 1.50 CBC SNOW: Pg - 41 psf, Ce - 0.90, I - 1.00 THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 10 -123 lb 6 7 10-11-10 12-11-10 233 80 3.50" 3.50" 1.50 1.50" Mark all interior bearingQ locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 11 -23 lb 8 14-11-10 622 3.50" 1.50" Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 9 16-11-10 64 3.50 1.50 Drainage must be provided to 'avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 10 18-11-10 392 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. May use adequate staples for gable blocks. Bldg Enclosed = Yes, Importance Factor. = 1.00 11 BRG REQUIREMENTS 21- 5-11 270 11.18" 1.50" shown are based ONLY BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required 0 16" intervals, Truss Location = Not Hurricane/Ocean Line End Zone No,Exp Category - C on the truss material at each bearing if exposed to wind load applied to'face. See Bldg Length - 60.00 ft, Bdg Width = 60.00 ft MAX DEFLECTION (span) L/999 MEM 10-11 (LIVE) LC 8 General Gable Details', C002065035. Diagonals shown are part of the structure of Mean roof height - 13.43 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf L- 0.00" D- 0.00" T- 0.00" this truss and may not be removed. Sheathing CRITICAL MEMBER FORCES: may be applied for additional support to TC COMP.(OUR.)/ TENS.(DUR.) CSI resist lateral loads, by others, but is not 1-2 -311 1.60 / 257 1.60 0.17 required unless noted. Lateral loads have 2-3 3-4 -276 1.15 / -283 1.15 / 220 107 1.60 0.60 1.60 0.6o not been anal yzed unless indicated. 4-5 -143 1.15 / 112 1.60 0.08 ' 5-6 6-7 -143 1.1S / -283 1.15 / 112 107 1.60 0.08 1.60 0.60 7-8 -276(1.15)/ 220(1.60) 0.60 e-9 -311((1.60))/ 257((1.60)) 0.17 0243 TE298(1u60) 10811 (/U60)/ 011 06 12-13% 0.02 13-14 / 0.02 14_1515-16 -243(1.60)% 298(1.60) 0.03 0.06 10-11-10 01 10-8-9 r . 2 3 56 7 8 9 W8 2-11 3=12 COMP.(DUR.)/ -340(1.15)/ TENS.(DUR.) 142(1.60) 344(1.60) CSI 0.05- F670-0- ' - - 5-13 -580(1.15)/ -193((1.153/ 5 0.19 1.60 0.14 -O.UVI a:is :580(1:151)/ 142(1:so) o:os W W 1.5X4 5)16 W 5X6 W 1.5X4 7- -0 W 1.5X4 7 -0 ' W 1.5X4 W 1.5X4 SHIP W 3X4 0-0-4 W2X4 W2X4 W 3X4 W5X6 W2X4 W2X4 0-0-4 1 10 11 12 21-W 15 16' OVER CONTINUOUS SUPPORT June 30, ciViL a All connector plates are Trus Nal 20 Be. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 16 Be. froro Alpine; or preceded by "MX" for TWX 20 Be. or "N" for 16 Be. from Trusral, positioned per -Joint Detail Reports. Circled plates and false framere plates epositioned as showvo n above. Shift gable stud plates to aid overlap with structural plates (or staple). �/� 0/2007 413 - Const. Fra pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual banding component not truss system. It has been based on specification provided by the component manufacturer WO • D ri ve_N_07043 5-L00008_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must -ertain that the loads Ds n r • RM 9 #LC = 19 WT • 120# T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that Ne top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is laterallybraced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components membeis only to reduce buckling length. This component shall not be placed in any TC Dead ® SYSTEMS enwronment halwllcouseNemolsWracontentofthewoodtoexceed19%end/or cause connector plate corrosion. Fabricate. handle. install 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in occerdancewith the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, *BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpar/r Dr. Ste. 102, Colo. Spga,CO 80007 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA arM TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison• TRUS PLUS 6.0 VER: T6.5.5 Wisconsin 53716. The American Forest and Paper Association, (AFPA) 1. located st Ill 1 19th Street. NW, St. SM, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 5, Job Name: RYAN 1730 All connector plates are Trvswal 20 ga. unless preceded by "Al" for Neve 20 ga., "HS': for HS 20 ga., "S" for SS 18 ga. from Alpine;�� or preceded by "KK" for TkMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as shown above. Shift gable stud plates to avoid overlap with structuralQ plates (or staple). Truss ID: V03 Q/� O,LOO� 413 - Const. Fr�m�i pg Spe l Qty: 1 BRG X=LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Bir. --[PMI-PLATE MONITOR USED -See loint Report- UPLIFT REACTIONS) • 1 0- 5- 9 340 11.18" 1.50" BC -2x4 DFL #1 E Btr. Plating spec ' ANSI/TPI - 1995 Support 1 -39 lb Li veDu r L=1.25 P=1.15 2 2- 5- 5 154 3.50" 3.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -40 lb Rep Mbr Bnd / Comp / Tens 3 3-11- 8 32 3.50" 2.92" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -2 lb O. C. Spaci ng 2- 0- 0 4 5- 5-10 651 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 4 -325 lb DEFL RATIO- L/360 TC: L/36 5 7- 5-10 82 3.50" 1.50" CBC SNOW: Pg = 41 psf, Ce = 0.90, I = 1.00 THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 8 -.325 lb 6 9- 5-10 189 7 11- 5-10 82 3.50 3. SO" 1.50" 1.50" Mark all interior bearingg locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 9 -1 lb ' 8 13- 5-10 651 3.50 1.50" Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 10 -39 lb ' 9 14-11-12 31 3.50" 1.50" Drainage must be provided to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 11 -40 lb ' 10 16- 5-15 151 3.50" 1.50 PLATING BASED ON GREEN LUMBER VALUES. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY This truss is designed using the 11 18- 5-11 343 11.18" ed1. ON BRG REQUIREMENTS shown are based ONLY - GABLE LOADS! + able bracing re uired 0 16" intervals, [ 1 9 9 q CBC -01 Code. Bldg Enclosed 9 = Yes, Importance Factor = P 1.00 on the truss material at each bearing if exposed to wend load applied to face. Truss Location = Not End Zone MAX DEFLECTION (span) : See "General Gable Details', C002065035. Hurricane/Ocean Line = No,Exp Category = C L/999 MEM 8-0 (LIVE) LC 17 Diagonals shown are part of the structure of Bldg Length - 60.00 ft Bdg Width = 60.00 ft L- 0.00" D- 0.00" CRITICAL MEMBER FORCES: T= -0.01" this truss and may not be removed. Sheathing may be applied for additional support to Mean roof height CBC Standard Occupancy, = 13.43 ft, mph = 80 Dead Load = 15.6.psf TC COMP.(DUR.)/ TENS. (DUR.) CSI resist lateral loads, by others, but is not 1-2 -309(1.15)/ 231(1.60) 0.64 required unless noted. Lateral loads have 2-3 -309(1.153/ 99(1.60) 3-4 -159(1.15 / 103(1.60) 0.64 0.05 not been analyzed unless indicated. Y 4-5 -159(1.15)/ 103(1.60) 0.05 - 5-6 -309((1.15))/ 99((1.603 6-7 -309((1.15))/ 231((1.60)) 0.64 0.64 ' C-396(1.15)/ TE261(1u60) BB9 0 19 9-10 / 0.02 10-11 / 0.02 - - 11-12 .( 0.18 COMP (( ))/ TE347((1u60)) ) 2WB 13((1U15))/ OC1I 6-11 -613(1.15)% 347(1.60) 0.13 _ _ _ 3 6 7 6- -0 0-0-4 8' 00 --8.001 WZX4 WZX4 WZX4 610 . SHIP 3X4 0-0-4 OVER CONTINUOUS SUPPORT All connector plates are Trvswal 20 ga. unless preceded by "Al" for Neve 20 ga., "HS': for HS 20 ga., "S" for SS 18 ga. from Alpine;�� or preceded by "KK" for TkMX 20 ga. or "H" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false framere plates apositioned as shown above. Shift gable stud plates to avoid overlap with structuralQ plates (or staple). Q/� O,LOO� 413 - Const. Fr�m�i pg Spe l Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEZTZ This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_070435_L00008_100001 ® and done in accordance with the current versions of TPI and AFPA'dwign standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM g ' #LC = 19 WT • 96# T R U S WA L utilimd on this design meet or exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the lop Nord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00-psf S n ow0u r L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support of component. members only to reduce buckling length. This component shall not W placed in any etvironmentthatwillcausethamoisturecontent ofthe wood tomadeed19%surdtorcause connector plate corrosion. Fabricate, hsndle,install TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance with the tollovang standards'JOlnt and Gumng Detail Reports'availabla as wtput from Truawal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSIrrpI 1'. WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4645 Nmthpa k Dr. Ste. 102, Colo. Spga, CO 80807(BC SI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6.0 VER: T6. 5.5 Wisconsin 63719. The American Forest and Paper Association (A I FPA) is located at 1111 IM StreeL, NW. Ste ago, Washington. DC 20036.. Bldg Code: CBC -01 DEFL RATIO- L/360 TC: L/36 Job Name: RYAN 1730 All connector plates are Trtiswal 20 Be. unless preceded by "W" for Neve 20 ga., "NS" for /IS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "AIK" for TMVX 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false framewn plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: VO4 /�/� 0/L/71007 a, 413 - Const. FraZ pg Spe Qty: 1 BRG X -LOC REACT SIZE REQ'D . TC 2x4 DFL #1 & Btr. --[PM]-PLATE MONITOR USED -See Joint Report-- UPLIFT REACiION(S) Ds • RM ' 1 0- 5- 9 319 11.18" 1.50" BC 2x4 DFL #1 & Btr. Plating Spec • ANSI/TPI - 1995 Support 1 -48 lb TC Live 2 2- 5- 6 98 3.50" 3.50" WEB 2x4 .DFL' STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -20 lb noted. Bracing shover is for lateral support of components members only to reduce bucldino lenuth. This compornmd mhaR r,,,,t be placed in ony 3 3-11-10 605 3.50" 2.92" PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -368 lb JM Building Components Gfoup.Anc. 4 5-11-10 80 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, - Support 7 -368 lb 5 7-11-10 211 3.50" 1.50" CBC SNOW: Pg =- 41 psf, Ce - 0.90, I - 1.00 THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 8 -21 lb 6 9-11-10 81 3.50" 1.50" Mark all interior bearingg locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 9 -47 lb 7 11-11-10 605 8 13- 5-14 100 3.50" 1.50" 3.50" 1.50" Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 9 15= 5-11 318 11.18" 1.50" Drainage must PLATING be provided to avoid ponding.. ON HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. BRG REQUIREMENTS shown are based ONLY BASED GREEN LUMBER VALUES. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! Bldg Enclosed Truss - Yes, Importance Factor 1.00 on the truss material at each bearing Location Not End Zone MAX DEFLECTION (span) : [+] gable bracing required 0 16" intervals, Hurricane/Ocean Line No -Exp Category - C L/999 MEM 11-12 (LIVE) LC 16 if exposed to wind load applied to face. See 'General Gable Details', C002065035. Bldg Length - Mean 60.00 ft, Bldg Width 60.00 ft L- 0.00" D- 0.00" CRITICAL MEMBER FORCES: T= 0.00" Diagonals shown are part of the structure of roof height CBC Standard Occupancy, 14.43 ft, mph 80 Dead Load 15.6 psf Tc COMP.(DUR.)/ TENS.(DUR.) CSI - this truss and may not be removed. Sheathing 1-2 -272 1.15 / 236 1.60 01.57 may be applied for additional support to 2-3 -310 1.15 / 00 3-4 -168 1.15 / 100 1.60 0.57 1.60 0.07 resist lateral loads, b others, but is not y ' 4-5 -168(1.15 / 100(1.60 0.07 required unless noted. Lateral loads have - s-6 -310(1.153/ 90(1.603 0.57 not been analyzed unless indicated. 6-7 -272((1.15)))/ 236(((1.60)) 0.57 02116 OUR. U60) 889 (1u15)/ 010 10-11 0C. 02 ' 11-12 0.11 1 .S% (( ))/ C'69(1u15)/ TE376(1U60) ( ) 2 0.12 4-10 -172(1.15)/ 10 1.60) 0.06 6-11 -569(1.15)/ 378(1.60) 0.12 7 7-9 0{it1 8- -ii -i0 f 2 I 3 5 7 8.00 I 8 00 5-0 t - 0-0-4 VV ZA4 VVZA4 WZA4 9 2 OVER CONTINUOUS SUPPORT June 30, C l V II). T_ All connector plates are Trtiswal 20 Be. unless preceded by "W" for Neve 20 ga., "NS" for /IS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "AIK" for TMVX 20 Be. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false framewn plates are positioned as shoabove. Shift gable stud plates to avoid overlap with structural plates (or staple). /�/� 0/L/71007 a, 413 - Const. FraZ pg Spe �Q Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO •Drive -N_07043 5_L00008-]00001, ® and done in accordance with the current versions of TPI and AFPAldmign standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds • RM #LC WT' 8D# are to be verified by the component manufacturer and/or building designer prim to fabrication. The building designer must ascertain that the loads 9 n r = 19 T R U S WA L ulluted on this design meet m exceed the loading imposed by the Ibcal building code end the Particular application. The design assumes that the lop chord TC Live 37.00 psf Li veDu r L=1.2 5 P=1.15 Is laterally braced by the roofor floor sheathing end the bottom chord is laterally braced by a rigid sheathing material directly attached. unlessotherwise TC Snow 37,00 psf SnowDur Le1.15 P=1.15 noted. Bracing shover is for lateral support of components members only to reduce bucldino lenuth. This compornmd mhaR r,,,,t be placed in ony TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS envlrenmenllhatwill----themoisturecontentofthewoodtoex<eed19%anmorcauseconneclmdatecorrosion. Fabricate. handle. Install end brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Tnuwal software, BC Live 0.00 pS f 1.15 / 1.00 / 1.00 JM Building Components Gfoup.Anc. 'ANSI1TPl 1'. WTCA 1'. Wood Truss Council of America Standard Design Reeponsibilities.'BUILDING COMPONENT SAFETY INFORMATION. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4448 Northpw* Dr. Ste. 102, Colo. Spgs., CO 80807 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 4 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 l9th Street, NW, Ste 800. Washington. DO 2W38. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: RYAN 1730 'Truss ID: V05 Qt 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ..[PMI -PLATE MONITOR USED -See Joint Report- UPLIFT REACTION(S) ' ' 1 0- 5- 9 284 11.18 1.50" BC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 Support 1 -164 lb 2 2- 5-10 577 3.50" 3.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -382 lb 3 4- 5-10 54 3.50" 2.92" PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 4 -2 lb 4 6- 5-10 218 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 6 -381 lb 5 8- 5-10 56 3.50" 1.50" CBC SNOW: Pg - 41 psf, Ce - 0.90, I m 1.00 THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 7 -162 lb 6 10- 5-10 57S 3.50" 1.50" Mark all interior bearing locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 7 12- 5-11 283 11.18" 1.50" BRIG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. GIRDERS. IF 2.5" GUN'NAILS ARE USED, THE CBC -01 Code. on the truss material at each bearing Drainage must be provided to avoid ponding: HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor - 1.00 MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. May -use adequate staples for gable blocks. Truss Location - Not End Zone L/999 MEM 11-12 (LIVE) LC 8 BUILDING DESIGNER MUST VERIFY GABLE LOADS! [+] gable bracing required 0 16" intervals, Hurricane/Ocean Line No Exp Category - C Bldg Length - 60.00 ft, Bldg Width 60.00 ft L- 0.00" D- 0.00" T= 0.00" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI ' B if exposed to wind load applied to face. See General Gable Details', C002065035. Mean roof height = 14.93 ft, mph 80 CBC Standard Occupancy, Dead 1-2 -339(1.'a / 273(1.60 0.55 Diagonals shown are part of the structure of Load 15.6 psf 2-3 '-313 S1.1s�/ 82 i1.6o 0.55 3-4 -17411.15 / 95(((1.60))) 0.07 this truss and may not removed. Sheathing Y 9 4-5-174�1.11� 951.60) 0.07 may be applied for additional support to 5-6 -313 1.15 / s2 1.603 0.55 resist lateral loads, by others, but is not 6-7 -338 1.60 / 272 1.60 0.55 required unless noted. Lateral loads have BC Comp .(DUR.)/ TENS.(DUR.) CSI not been analyzed unless indicated. 9-10 -151(1.15) 175(1.15) 00.10 .03 10-11 / 0.03 _ 11-12 --"155(1.15?)/((181(((1.15)) 0.10 2W9 C0582(1U15/ TE461(1.60) 0 15 6-11 -581(1.15)% 460(1.60) 0 27 0 .15 4--0 0-0-4 23 F1 5 6-2-9 6 7 1 8.00 --8-0-01 W 1.5X4 vv c vv 1^1 vv 4^ 12-10 1 8 11 121 K4 0-0-4 OVER CONTINUOUS SUPPORT All connector plates are Truswal 20 ga. unless preceded by "W" for Wave 20 ga., "N5" for HS 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "NX" for TWV 20 ga. or "H" for 16 ga. from Tnrswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 4-A-0 SHIP 413 - Const. Fr�m�i pg Spe WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ® J This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer . and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional acourwy. Dimensions ere to be verified by the component manufacturer andfcr building designer prior to fabrication. The building designer must ascertain that the loads T R U S WA L utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material dirsctiy attached, unless otherwise noted- Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not ba placed in any ® SYSTEMS environment that will cause the mdslure content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal software, /rW Building Components Group, Inc. 'ANS;P1 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. 4445 Northpark Dr. Ste. 102, Colo. Spas., CO 80007 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Ondfrio Drive. Madison. TRUSPLUS 6.0 VER: T6.5 . S Wisconsin 53710. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800• Washington. DC 20036. June 30, civi4 8/10/2007 Cust: GREG PEITZ WO:Drive_N_070435_L00008-100001 Dsgnr: RM #LC = 19 WT: 63# TC Live 37.00 psf LiveDur L=1.25 P=1.15 TC Snow 37.00 psf SnowDur L=1.15 P=1.15 TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens BC Live 0.00 psf 1.15 / 1.00 / 1.00 BC Dead 10.00 psf 1O.C.Spacing 2- 0- 0 Bldg Code: CBC -01 IDEFL .d ry Job Name: RYAN 1730 BRG X -LOC REACT SIZE 'REQ'D TC 2x4 DFL #1 & Btr. ' 1 0- 5- 9 406 11.18" 1.50" BC 2x4 DFL. #1 & Btr. ' 2 2-11- 6 347 3.50" 3.50" WEB 2x4 DFL STANDARD' - 3 4-11-10 135 3.50" 2.92" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 4 6-11-14 347 3.50" 1.50" CBC SNOW: Pg - 41 psf, Ce - 0.90, I = 1.00 5 9- 5-11 406 11.18" 1.50" Mark all interior bearingg locations. BRG REQUIREMENTS shown are based ONLY Install interior supports) before erection. on the truss material at each bearing Drainage must be provided to avoid ponding. MAX DEFLECTION (span) : May use adequate staples for gable blocks. L/999 MEM 7-8 (LIVE) LC 3 BUILDING DESIGNER MUST VERIFY GABLE LOADS!, CRITICAL EMBER FORD 00" T= -0.03" (t) gable bracing required 0 16" intervals, 7C COMP.(DUR.)/ FORCES: (t) C53 if exposed to wind load applied to face. ' 1-2 -379 1.15j/ 19 1.60 0.54 See "General Gable Details', C002065035. 2-3 -230 1.15 / 105((1.60)y 0.04 Diagonals shown are part of the structure of 3-4 -230 1.is$/ 105(1.60) 0.04 ' this truss and may not be removed. Sheathing 4-5 -379(1.15)/ 89(1.60) 0.54 may be applied for additional support to 8C COMP.(DUR.)/ TENS. (OUR.) CSI resist lateral loads, by others, but is not 6-7 -962(1.15)/ 1122(1.60) 0.50 required unless noted. Lateral loads have 7-8 / o.so not been analyzed unless indicated. WB COMP.(DUR.)/ TENS.(DUR.) CSI 3-7 -130(1.15)/ 38(1.60) 0.02 3-A-0 0-0-4 Truss ID: V06 -[PM] -PLATE MONITOR USED -See Joint Report" Plating spec • ANSI/TPI '- 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF.HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR .1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. 4-11-10 01311 4-8-9 t 3 4 5 8.00 W 1.5X4 •spa 1 UPLIFT REACTIONS) ' Support 1 -63 lb Support 2 -255 lb Support 3 -12 lb Support 4 -255 lb Support 5 -63 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C 'Bldg Length - 60.00 ft, Bdg Width 60.00 ft Mean roof height 15.43 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 3- -0 SHIP 0-0-4 OVER CONTINUOUS SUPPORT All connector plates are Tru ­1 10 ga. unless preceded by "W" for Wave 20 ga., "NS" for AS 20 ga., "S" for SS 16 ga. from Alpine; or preceded by "MX" for ThMX 20 ga. or "N" for 16 ga. from Trus 1, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates Cor staple). 1 413 - Const. Fr�m�i{lg Spe WARNING Read all notes on this sheet and give a copy of it to, the Erecting Contractor. Cust: GREG PEITZ l This design is for an individual building component not truss system. It has;been based on specifications provided by the component manufacturer WO: Drl ve_N-07043 5_L00008_)00001 ® and done in accordance with the current versions of TPI and AFPA'dwign standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prim to fabrication. The buildingdesigner must ascertain that the loads Dsgnr: RM #LC = 18 Vr: 45# T R U S WA L ublimd on this design meal or exceed the loading imposed by the local building code and the particular application. The design assumes that the cop chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 psf S nowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed In any iee>aeedlgsi,andIm-us.cenneclwgal.ca-lan. TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS envronmerlthat -All cause the moisture conlen,ofthe wood Fabricate.h-dKinstail . and brace this truss in accordance with the following standards: *Joint and Cutting Detail Reports' available as output from Truswal e0ftware. BC Live 0.00 psf 1 . 15 / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSI7rPl 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf C . C. Spaci ng 2- 0- 0 4445 Nonhpwk Dr. Sta. 102, Colo. Spga, CO 80907 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.5 Wisconsin 53719. The American Forest and Pow Association (AFPA)islocated al1111191hStreet NW. St. BOO. Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO' L/360 TC: L/36 a y C# Job Name: RYAN 1730 Truss ID: V07 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. •+[PM]=PLATE MONITOR USED -See Joint Reporti° UPLIFT REACTIONS) ' This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO •Drive-N_070435_L00008_100001 1 0- 5- 9 ' 288 11.18" 1.50" BC 2x4 DFL #1 & Btr. Plating spec • ANSI/TPI - 1995 Support 1 -46 lb 2 2,- 2- 6 190 3.50" 3.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -137 lb = 31# 3 3- 5-10 125 3.50" 2.92" PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -7 lb ' S 4 4- 8-14 190 3.50" 's1.50" CBC SNOW: Pg a 41 psf, Ce - 0.90, I m 1.00 IF HANGERS ARE INDICATED ON THIS DRAWING, - Support 4 -137 lb -i-d- Bracing shown Is for Iaterel auppon of components members only to reduce buckling length. This compor c nt $hall not be placed In any the 5 6- 5-11 288 11.18" 1.50" BRC REQUIREMENTS based ONLY Mark all interior bearing@ locations. '. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 5 -46 lb BC Live shown are on,the truss material at each bearing Install interior @upport(s) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the BC Dead MAX DEFLECTION (span) : Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. L/999 MEM 6-0 (LIVE) LC 4 May use adequate staples for gable. blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS! HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed Yes, Importance Factor 1.00 L- -0.01" D- 0.00" T- -0.01" PLATING BASED ON GREEN LUMBER VALUES. Truss Location Not End Zone CRITICAL MEMBER FORCES: [+] gable bracing required 0 16" intervals, 9 Hurricane /Ocean Line NO Exp Category - C .RTC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2-236(l.ls)/ 591.60 0.18 if exposed to wind load applied to face. See "General Gable Details', C002065035. Bldg Length - 60.00 ft, Bldg Width 60.00 ft 2-3 151C(l.ls / 6a 1.6a 00.03 3-4 -151 11 / 68 1.60 0.03' Diagonals shown are part of the structure of Mean roof height - 15.93 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 4-5 -236(1.15)/ 59(1.60) 0.18 this truss and may not be removed. Sheathing ' BC COMP. (OUR.)/ TENS.(OUR.) CSI may be applied for additional support to resist lateral loads, by others, but is not . 6_e -338(1.15)// 432(1.60) 00:18 required unless noted. Lateral loads have; not been analyzed unless indicated. WB COMP.(DUR.)/ TENS.011R.) CSI 3-7 -114(1.15)/ 29(1.60) 0.01 I 3-5-10 2 431 3-2-9 5 1 i 1 8.00 W 1.5X4 I 6-11-4 1 6 7 8 OVER CONTINUOUS SUPPORT All connector plates are Truswal 20 Aa: unless preceded by "M" for Mave 20 ga., "MS" for HS 20 ga., ••S" for SS 18 Be. from Alpine; or preceded by MX" for TkKX 20 ga. or "N" for 16 Be.ga, froTruswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 8/10/200 413 - Const. F%yg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO •Drive-N_070435_L00008_100001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgn • RM #LC 18 WT • er.tot. to bu verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads r ' = 31# T R U WA L utixc limd on this design meet or eeed the loading imposed by the local building code and the particular application. The design assumes!hat the top chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 S is laterally braced by the roofor flow sheathing and the bottom chord Is leterellybreced by a rigid sheathing materiel directly attached. unlessotherwise TC Snow 37.00 psf SnowDur L=1.15 P=1.15 -i-d- Bracing shown Is for Iaterel auppon of components members only to reduce buckling length. This compor c nt $hall not be placed In any the TC Dead 12.00 psf - Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause moisture content of the wood to cause connector plate corrosion. Fabricate. handle. install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSIFrPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Northpark Or. Ste. 102, Colo. Sppa, CO 80007(SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583.O'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: -6.551 Wisconsin 53718. The Amedcan Forest and Paper Association (AFPA) 13 located at 1111 1M Street. NW. Ste 800. Washington, OC 20038. ' -Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 CI lJob Name: RYAN 1730 Truss ID: V08 ON: 1 BRC X -LOC REACT SIZE REQ'D 1 0- 5- 9 . 232 11.18" 1.50" 2 3- 5-11 232 11.18" 3.50" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION ('span).: L/999MEM 5-6 (LIVE) LC 8 L- 0.60" D- 0.00" T- 0.00" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUI. CSI 1-2 -176 1.15 / 38 1.60 0.02 2-3 -139 1.15 / 31 1.60 0.05 3-4 ' -176(1.15)/ 38(1.60) 0.02 BC COMP.(DUR.)/ TENS. (DUR.) CSI 5-6 -6(0.90)/ 74(1.60) 0.03 TC 2x4 DFL #1 & Btr BC 2x4 DFL #1 & Btr.. PLATE VALUES PER ICBO RESEARCH REPORT #1607. CBC SNOW: Pg - 41 psf, Ce - 0.90, I - 1.00 Drainage must be provided to avoid ponding: May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS!- [+] gable bracing required @ 16" intervals, if exposed to wind load applied to face. See General Gable. Details', C002065035. .Diagonals shown are part of the -structure of this truss and may not be removed. Sheathing may be applied for additional support to resist lateral loads, by others, but is not required unless noted. Lateral loads have not been analyzed unless .indicated. Plating spec • ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS TOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LUMBER VALUES. I 1-11-10 '10-3-11 1-8-9 I 1 .2 3 4 8� -8.00 I 3-11-4 I 5 6 UPLIFT REACTIONS) . ' Support 1 -29 lb Support 2 1-29 lb This truss is designed using the CBC -01 Code. Bldg EnclosedYes, Importance Factor - 1.00 Truss Location m Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 60.00 ft, Bdg Width 60.00 ft Mean roof height a 16.43 ft, mph 80 CBC Standard Occupancy, Dead Load 15.6 psf 1- -0 SHIP 0-0-4 OVER CONTINUOUS SUPPORT June 36, CIVIL ' All connector plates are Tr uswal 20 Be. unless preceded by "W" for Wave 20 ga., "HS" for HS 20 ga., "S" for SS 18 Be. from Alpine; or preceded by "NX" for TWX 20 ga. or "N" for 16 ga. from Truswal, positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). R/I fl/2007 413.- Const. Fr�m�i pg Spe Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: GREG PEITZ This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO •Drive -N_07043 5_L00008_360001 ®This and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgn r : RM #LC = 18 WT: 17# T R U S WA L u61imd on this design meet or exceed he loading imposed by the Ioca1 building code and the particular application. The design assumes that the lop chord TC Live 37.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 37.00 psf S nowDu r L=1.15 P=1.15 ® SYSTEMS rated. Bracing shorn is for lateral support of components members only to reduce buckling length. This component shall not be placed in any n environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'available as output from Truswal soft -6, BC Live 0.00 psf 1.15./ 1.00 / 1.00 NrW Building Components Group, Inc. 'ANSI? PI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Spg&, CO 80807 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 o0nofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.5 1 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at it 11 19th Street. NW. Ste 800. Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 GREGORY A. PEITZ ARCHITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 BUTTE CUM® c BUIL Structural Calculations for: BUTTE .1 COUNTY AUG 2 12007 DEVELOFVUENT SERVICES LOAD SUMMARY Wind Analysis Normal force method, exposure B, 75 mph wind speed P=Ce CGQsI WALLS P = .62 * 1.3 * 14.5 * 1 .0 = .0 117 ksf@ 15 ft. P =.67 * 1.3 * 14.5 * 1.0 =.0126 ksf @ 20 ft. P =.72 * 1.3 * 14.5 * 1.0 =.0136 ksf @ 25 ft. P =.76 * 1.3 * 14.5 * 1.0 =.0143 ksf @ 30 ft. ROOFS 2:12 TO LESS THAN 9:12 P =.62 * 1.0 * 14.5 * 1.0 =.009 ksf. @ 15 ft. P=.67* 1.0* 14.5* 1.0=.010 ksf @ 20 ft. P =.72 * 1.0 * 14.5 * 1.0 =.01 I ksf. @ 25 ft. P=.76*1.0*14.5*1.0=.011 ksf@ 30 ft. ROOFS 9.12 TO 12:12 P =.62 * 1.1 * 14.5 * 1.0 =.010 ksf@ 15 ft. P =.67 * 1.1 * 14.5 * 1.0 =.01 I kst @ 20 ft. P = .72 * 1. 1 * 14.5 * 1.0 = .0 12 ksf@ 25 ft. P =.76 * 1.1 * 14.5 * 1.0 =.012 kst @ 30 ft. Seismic Analysis Static Method C V = 2.5 Ca (w) = 2.5 * .36 = .1636 (w) @ plywd. shear walls R 5.5 x a V = 2.5 Ca (w) = 2.5 * .36 = .20 (w) @ plaster and gyp. bd. shear walls R 4.5 Gravity Loads 17 Snow . ROOF LOADS: 18 psf. dead load + lb psf. live load = �4 psf total load FLOOR LOADS: 10 psf dead load + 40 psf. live load = 50 psf total load WALL LOADS: 12 psf @ 3 -coat plaster exterior walls; 8 psf @ interior walls; 10 psf @ exterior walls with 1 -coat stucco or siding 1, q I 15(4 ILD V -J rel 0 01 �• Tlei k 4, C'ZO/ �o C 4,(146)nYTlylio�h) 'U 310B I .... . ................... , . .... . .... .... .............. LINE. .... .................. ..... . ............................. f _ c t� R l J/LLS. 2 i v _ i i .... ... _ _..._.. --'._S ..... _ .__ ....---..... _.._......... _... -........ _........_:......... _ ...... HEARWALLS ,r : °l .................. . ._ _...... ................. - - ... _._.._......... __ _...._.....---- -- _ ..... --.- ..... _...... _ ......_...'.._ . _... ...._......_.__. .... .__ l8 �__...... - -- - - - - ------...__._. - - ----- ..._.. y .._..... .._........ _._... ...... .... _..__...-- ❑ ._--__''. _ - ._. -- - _....._ ---- _...._.. _ _.... -._ _. 3 coat taster - - p Y. bd. w/ 5d s 6 12 O.C. 2 gyp - ANCHOR BOLTS e i e i . _.......... _..... -' ...... -_... ..... _. . i i � i ;( i � I � ' , I e I i i S i ..:_........_..:............ »._..........:....... _..._y...............: - —---�JBG-s R ... ........ .: ..... ...._............._. ...._ .... ..... .... .._ ._..........._.... ..... ._... ... ec+feed 0'� o:C.-t/-min=--=-----=--.-_. ---- p . 71 er wall is u.0 ode .0 Pee, q, ❑ Its . 7!�" dia :anchor boo c.- .' - ... -- - _... __................. -- - .. i , i : i ' A35 � - - -- -- - : 35 S o c __... : ❑ ............................. ..... .._........_....... No X435 :s rel d. ; - - - - - -- - - 1" I ; _.� .. _._._.._._.__..-.�. .__ . _ ._. _..._ U... -_...ti _ _ - OVERTURNING?�� ; No holdown's re 'd ---- ❑...__.G — —. —-— — — --—— — — 51.6..._.. Ho-Idown.._S_trabelo.w..._....................._ p� I Ri ; :_❑ _;_._ _.._ _.....P. -Son62orta. .___.._.._.._..._..i ......._........ .._..:_........_.._._ . fr',om 4x post to continous header. ......_........ ............... ........ _.._....... .................. , ❑ - _ - - - .._ ..: -- - -- --- - - - - .. -- _.... - - - - - - ---- - ... - - - - ; PHD2� 2 2-X�_ 55TB'20 .................................................. ❑ __................... ... ..... ..... ._............ ...... .. _......_ _......... __.......................... P ; H D5..j..- 2:_._2.x.....:, ... SS.TB.2.4..... , ................ ................... ..._ _.._.._ ..... - ,.............. ... - -- .._._._....... .... _....._.. ............................_.._._...-_.-.............. .......... ............ _.... ..........-- . -_. _... ..... ..................... ..... .... .... ..............._.. .; .. ..... ...................... ....................._ ..... ; COLLECTOR �._�_-.__�—:.._---------- - --- - --- --- --- - - -- ---- -- - .. --- ---- - - ... ------ ---- --.... -- .. - _._._..__ _.._....._ ... _...... ..:...- --.:._ .; _._ .__...__._.._.._...... __.._._ ( } 16d S e'ri top splice G516 stra 5:1? (ices ! _ p_ 5T6224 1stra' s ' l ice's : pow 2 L�Zvr:.t LINE !o } I R I,1 = ,g i te__ WALLS SHEARWALLS �D ❑ 5/8 C Dx ply. w/ 8d's a , 12-11o.c. ❑ 3 coat plaster �. 2 9yp...bd....W/...5d s....@..._... -AT ALL- SUPPORTS; V BLOCKED.._ ..._. ANCHOR BOLTS UBO specified Y2" (Pa.b. @ 6'-O" o.c. VW min.. (2) per wall is odec[uote. ❑ Y2" :dia anchor bolts: @ O.C. . A35 LINE R -z, _ �, (��-- WALLS= 2.2. v SHEARWALLS . z•�I�Zz � rr27 �� i Gox ply: w/ Sd's c� (� ; 1..2. o:c. ❑ 3 coat plaster ❑............gyp..._.bd....W/.....5_d.,s..........................�..._A..T... A.L.L._SUPPORT5�...... ..._....BL.00KEp._._..._. ANCHOR BOLTS UBC spedif iecl Y2" 0a.b.� :6'-O" o.c. w/ min.; (2) a.b.'s per wall 'is adequate. ........... . ............ El Y2" dia. anchor bolts: O.C. /2' Roof Beam[ 2001 California Building Code (01 NDS)1 Ver: 7.01.12 By: Gregory Peitz, Gregory Peitz Architect on: 08-21-2007 : 08:34:04 AM Project: RYAN 1730 - Location: GARAGE DOOR HEADER Summary: 3.125 IN x 13.5 IN x 16.4 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 2.2% Controlling Factor: Section. Modulus / Depth Required 13.35 In Deflections: Dead Load: DLD= 0.22 IN Live Load: LLD= 0.68 IN = U290 Total Load: TLD= 0.90 IN = U219 Reactions (Each End): Live Load: LL-Rxn= 3944 LB Dead Load: DL-Rxn= 1267 LB Total Load: TL-Rxn= 5211 LB Bearing Length Required (Beam only, support capacity not checked): BL= 2.57 IN Camber Reqd.: C= 0.33 IN Beam Data: Span: L= 16.4 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6. :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: CAF= 1.5 X DLD , Roof Loading: Roof Live Load -Side One: LL1= 37.0 PSF Roof Dead Load -Side One: DL1= 10.0 PSF Tributary Width -Side One: TW1= 11.0 FT Roof Live Load -Side Two: LL2= 37.0 PSF Roof Dead Load -Side Two: DL2= 10.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor. Cd= 1.15 Beam Self Weight: BSW= 9 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 16.4 FT Beam Uniform Live Load: wL= 481 PLF , Beam Uniform Dead Load: wD_adj= 154 PLF Total Uniform Load: WT= 635 PLF Properties For. 24F -V4- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 240 PSI Modulus of Elasticity: E= 1800000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr— 1850 PSI Adjusted Properties Fb' (Tension): Fb'= 2760 PSI Adjustment Factors: Cd=1.15 F�: Fv'= 276 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 21365 FT -LB 8.2 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 4586 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 92.89 IN3 S= 94.92 IN3 Area (Shear): Areq= 24.92 IN2 A= 42.19 IN2 Moment of Inertia (Deflection): Ireq= 530.33 IN4 1= 640.72 IN4 Roof Beam[ 2001 California Building Code (01 NDS)1 Ver: 7.01.12 By: Gregory Peitz, Gregory Peitz Architect on: 08-21-2007: 08:32:35 AM Project: RYAN 1730 - Location: DINING ROOM WINDOW HEADER Summary: 3.5 IN x 9.5 IN x 6.2 FT / #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 224.5% Controlling Factor: Section Modulus / Depth Required 5.27 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN = U3724 Total Load: TLD= 0.03 IN = U2795 Reactions (Each End): Live Load: LL-Rxn= 746 LB Dead Load: DL-Rxn= 248 LB Total Load: TL-Rxn= 993 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.45 IN Beam Data: Span: L= 6.2 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6. :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: - U 180 Roof Loading: Roof Live Load -Side One: LL1= 37.0 PSF Roof Dead Load -Side One: DL1= 10.0 PSF Tributary Width -Side One: TW1= 4.5 FT Roof Live Load -Side Two: LL2= 37.0 PSF Roof Dead Load -Side Two: DL2= 10.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 7 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 6.2 FT Beam Uniform Live Load: wL= 241 PLF Beam Uniform Dead Load: wD_adj= 80 PLF Total Uniform Load: WT= 320 PLF Properties For: #2- Douglas -Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 180 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc—Perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1139 PSI Adjustment Factors: Cd=1.15 CF=1.10 Fv': Fv'= 207 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 1539 FT -LB 3.1 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 755 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 16.23 IN3 S= 52.65 IN3 Area (Shear): Areq= 5:47 IN2 • A= 33.25 IN2 Moment of Inertia (Deflection): Ireq= 16.12 IN4 1= 250.07 IN4 rf� , Roof Beam[ 2001 California Building Code (01 NDS)1 Ver: 7.01.12 By: Gregory Peitz, Gregory Peitz Architect on: 08-21-2007: 08:31:27 AM Project: RYAN 1730 - Location: REAR PATIO COVER Summary: 5.5 IN x 9.5 IN x 10.0 FT / #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 163.9% Controlling Factor: Section Modulus / Depth Required 5.85 In Deflections: Dead Load: DLD= 0.03 IN Live Load: LLD= 0.09 IN = U1395 Total Load: TLD= 0.12 IN = U1034 Reactions (Each End): Live Load: LL-Rxn= 1202 LB Dead Load: DL-Rxn= 420 LB Total Load: TL-Rxn= 1622 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.47 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6. :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 37.0 PSF Roof Dead Load -Side One: DL1= 10.0 PSF Tributary Width -Side One: TW1= 4.5 FT Roof'Live Load -Side Two: LL2= 37.0 PSF Roof Dead Load -Side Two: DL2= 10.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= BSW= 1.15 11 PLF Beam Self Weight: Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 10.0 FT Beam Uniform Live Load: wL= 241 PLF. Beam Uniform Dead Load: wD_adi= 84 PLF Total Uniform Load: WT= 324 PLF Properties For: #1'- Douglas -Fir -Larch Fb= 1350 PSI Bending Stress: Fv= 170 PSI Shear Stress: Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: FcLperp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1553 PSI Adjustment Factors: Cd=1.15 CF=1.00 Fd: Fv'= 196 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 4056 FT -LB 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1395 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Sreq= 31.35 IN3 Section Modulus (Moment): S= 82.73 IN3 Area (.Shear): Areq= 10.71 IN2 A= 52.25 IN2 Moment of Inertia (Deflection): Ireq= 68.44 IN4 1= 392.96 IN4 u= v v° f .. Fthefr�equency ERAL NOTES NOTAS GENERALES HAND ERECTION - LEbANTAMIENTO A MANOBRACING FOR THREE PLANES OF ROOFBRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES not marked In any way to Identify Los trusses no estan marcados de nin un modo ue Trusses 20' or ; �: - 9 q C� - 0 Trusses po or - ; � , EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 or location of temporary b2cing. identifique W frewenda o localizad6n de los arriostres less, support 1� I less, support at-tEL ARRIOSTRE EN TRES PLANOS ®E TECH® e recommendatlons for handling, (bracing) temporales. Use las recomendadones de manejo, at peak. kr installing and temporary bracing of trusses. Instalad6n y arriostre temporal de los trusses. Vea el (pl(e quarter points. f & Refer to Shoe 7 Maximum lateral brace spacing Levante This bracin Summary Sheet 10' o.c. for 3x2 chords Refer to BCSI 1-03 Guide to Good Practice for B('SI 1-03 Gula de Buena Prfddim oat el Man Inst--+I-ddn Levante de � g method is for all trusses except 3x2 and 4x2 parallel chord trusses. Temporary and ,5, 15' P.C. for 4x2 chords Diagonal braces Handling. Installing &Bracing of Metal Plate v Ardo rad I c hisses s d Madera onectados con del peso los los ramcuartos Este metodo de arriostre es ora todo trusses exce to trusses de cuerdas orotates 3x2 4x2. Permanent Bracing OT ` >', •Connected Wood Tru es for more detailed placas de Meta ora para mayor infortnaci6n. trusses de 20' de tramp los p P P y 10, every 15 truss information. pies 0 menos. for Parallel Chord - =! spaces 30' max. f• - . P trusses de 30 P ( ) Los dibujos de dire"no de los trusses pueden especificar Trusses up to 20' Trusses u to 30' 1) TOP CHORD - CUERDA SUPERIOR Trusses for more Truss Design Drawings may specify locations of I� pies o menos. F p "rte z Truss Span las localizadones de los arriostres permanentes en los permanent bracing on individual compression Trusses hasta 20' Trusses hasta 30' Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' en rnmpresi6n. Vea la hoja g members. Refer to the BCSI-63 Summamiembros Individuales [esi me ry Hasta 30 pies 10 pies mdxlmo 30' to 45' Sheet - Web Member Permanent Bracing/We h BCSI-B3 para los ardost= permanentes V ref lerzos VQ 30 a 4S pies 8 pies m3ximo 45' to 60' Reinforcement for more information. All other mlembros secundarios (webs) para mayor informaci6n. EI HOISTING - LEVANTAPNIENTO 6 pies m3ximo ? permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del Of the Building Designer. Disefiador del Edificfo. Hold each truss In position with the erection equipment until temporary bracing is Installed and 4 pies mdximo truss is fastened to the bearing points. �e The consequences of Improper handling, installing ,, Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este Instalado y el truss • and bracing may be a collapse of the structure, or "/. -' injury asegurado en los soportes. worse, serious personal or death. ,fi; ,� EI resultado de un manejo, instalaci6n y arrfostre ?y ` .: ` - inadecuados puede ser la cada de la estructura o Do not lift trusses over 30' by the peak. j Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' O.C. max. Hasta 30 pies 10 pies mdxlmo 30' to 45' 8' o.c. max. 30 a 4S pies 8 pies m3ximo 45' to 60' 6' D.C. max. 45 a 60 pies 6 pies m3ximo 60' to 801* 4' o.c. max. 60 a 80 pies* 4 pies mdximo Information. Vea el res6men - - i ' •' ' "' % ~ - SCSI -137 - Arrio=e temporal v Permanente de The end diagonal trusses de cuerdas brace for cantilevered pat el las para mayor trusses must be placed Lateral braces informacidn. on vertical webs in line 2x4x12' length lapped gl with the support. over two trusses. INSTALLING — INSTALACION r G. ' . "' No levante del Pico los trusses de mas de 30 les. "Consult a Professional Engineer for trusses longer than 60'. _ �f Tolerances for Out -of -Plane. - Toferancias para Fuera-de-Plano. , a in peor, muertos o heridos. + p p Consulte a un ingeniero para trusses de mas de 60 pies. LI Max. Truss a. Greater than 30' -- .iT _ Length Max. Bow 1''t -Bow BOW sib: _ `� r Length .a Mas de 30 pies \ T �f -- - - _ 3/4° 12.5, " See BCSI-B2 for TCTLB options. `\ . Max. Bow Length -� �- Length L HOISTING RECOMMENDATIONS BY TRUSS SPAN u 7/8" 14.6' Banding and truss plates have sharp edges. Wear Vea el BCSI-B2 para las opciones - - (-�( -_ gloves when handling and safety glasses when RECOMMENDACIONES DE LEVANTAMIENTO de TCTLB. _ _ - �. ��\ ` LJ Tolerances for 1' 16.T T FOR LONGITUD DEL TRUSS -- �. u Out -of -Plumb. D/50 D (ft.) cutting banding. �' \�- 1/4" 1' 1-1/8" 18.8' 7= Toleranclas Empaques y places de metal tienen border :- _ �`- �•\� p n 1 1/2" 2 1-3/6" 22.9' afilados. Use guantes y lentes protectores cuando fy 60• or less - m Corte los empaques. w Refer to BCSI-86-B6 r _; E T + f rM1\ \ ` \\\`. o Plumb 3/4° 3' 1-1/2"Sti25.0' 1 coma Sheet- V °'t�i�{ �t�- \ /l 1° 4 1-3/4° 29.2' aero le End Frame(= i 1 1-1/4" 5' > pp�� pp p� �w• D/50 maxr=9 1-1/2" 6' 2° 33.3' HANDLING 1�1ANE]0 Repeat diagonal braces. � Approx. 1/2 Vea el restimen 1.3/4° 7' truss length B I -B6 - Arrfo r Repita los arriostres Tagline - del truss terminal diagonales. 2" ' 8' Allow no more No permita mas t Use special care in Utilice cuidado TRUSSES UP TO 30' _ de un techo a dos CONSTRUCTION LOADING - CARGA DECONSTRUCCION' than 3" of deflec- de 3 pulgadas de windy weather or especial en dials TRUSSES HASTA 30' v tion for every 10' pandeo por cada 10 near power lines ventosos o terra de 3guas' 1�( Se[ first five trusses with spacer pieces, then add diagonals. Repeat Do not proceed with construction until all bracing is securely Maximum Stack Height *_ of span. pies de tramp. and airports. cables eledricos o de IJ process on groups of four trusses until all trusses are set. and properly in place. for Materials on Trusses EA =='=rte=' •__ ,a a reaper oar Toe -in EToe-inhaste instate los cinco primer0s trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses que todos los trusses erten instalados. No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y segUra. Material Height (h) w1 Gypsum Board 12" Plywood or os6 is" . ' \ ®Do not exceed maximum stack heights. Refer to BCSI-64 Asphalt Shingles 2 bundles ha Spreader bar for Spreader bar 1/2 to —�I I I 2) BOTTOM CHORD -CUERDA INFERIOR Summary Sheet -Construction Loading for more Information. Concrete Block B" ' {;- g truss bundles � 2/3 truss length No exceda las maximas alturas recomendadas. Vea el restimen et The 3-4 tiles high_ <ZI i' �� BCSI-B4 Carga de Construcci6n para mayor fnformacidn. .', e•max Q� TRUSSES UP TO 60' � i .� TRUSSES HASTA 60' Lateral braces` ,� -• ! ( �a 2x4x12' length lapped r `�• t1 r4 i rr: a m I V C over two trusses. %Q Check banding Revise los em Locate Spreader bar Attach 9 paques P.C. 10' } r ' prior to moving antes dabove or stl8backe mover los bundles. paquetes de trusses. max. p mid -height I ®Do not overload small groups or single trusses. ;.; iL (o]� Pick up vertical Levante de la cuerda ��` �^ No sobrecargue pequenos grupos o trusses individuales. bundles at the superior los grupos v Avoid lateral bending. - Evite la flexi6n lateral.' �`�� [op chord. verticales de trusses. � u Place loads over as many trusses as possible. ^ •, ,-"• _ • _ ". Spreader bar 2/3 to _ _ Coloque las cargas sobre tantos trusses tomo sea posible. ., V< r'v .. r,. - -�-- 3/4 truss length -� :,ycT,'e. ' •'``��� -' ' Te Zine- I g Diagonal braces i °,,; • p'I 5 9 Position loads over load bearing walls. �'*.' r • r ` every 10 truss � -� + TRUSSES UP TO AND OVER 60' spaces (20' max.) Coloque las cargos sabre las Paredes soportantes. TRUSSES HASTA Y SOBRE 60'4 f r 10'-15' max. ALTERATIONS-ALTERACIONES'" ( Some chord and web members not shown for clarity. ® Refer to BCSI-B5 Summa rhea Tr BRACING — ARRIOSTRE t Summary Damage, Obnes Mod OhEa!4 anri Tn rah r' Errors.' Veal el _ - en v ® Do not store No almacene ® Refer to BCSI-B2 Summary Sheet - Truss Installa- 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS ® Do not cut, alter, or drill an structural member of a truss unless tion and Temoora Bracing _ y unbraced bundles verticalmente los rY� a for more Information. ' tom?.• specifically permitted by the Truss Design Drawing. upright. trusses sueltos. Vea el rgsumen BCSI-82 - In talacidn CIE Trusses 12`~' No torte, altere o perfore ningtiri miembro estructurel de 4 ��\ •\) l y Andostre Temporal para mayor informacfdn. trusses, a menos qua este especificamente mentepermitido en eodl ibu) o " ONE WEEK OR LESS MORE THAN ONE WEEK Web members �`7,-, `- \•� del dlseno del truss. A-%1 r' C Do not walk on unbraced trusses. �� %_V No camine en trusses sueltos. �._ �� Trusses that have been overloaded during construction or altered without the Truss Manufacturer's Top Chord Temporary Lateral prior approval may render the Truss Manufacturer's limited warranty null and void. Locate ground braces for first truss directly Bracing (TCTLB) �,Y '' �, �` Trusses que se han sobrecargado durante la construccidn o han sido alterados sin una autorizacfdn Q ' `' ��xs�� previa del Fabricante de Trusses, pueden reducer o eliminar la garenHa del Fabricante de Trusses. f * in line with all rows of top chord temporary -� `t I if Bundles stored on the ground for one mar lateral bracing.�'ctz •. ��xr mow. ; week or more should be raised by blocking . "'? `•�\` NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that he Contractor and crane operator (If applicable) are ra- ; - �= ` - Coloque los arriostres de tierra para el - �.- •-.-�- gable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding x� at 8' to 10' on center. rimer truss diredamente en linea con ` construction Practices from a competent parry. The methods and procedures outlined are Intended o ensure that the overall construction - ° p '° Diagonal braces trusses are basues ed upon ed will he collective experience of leadioor and roof busses into ng technical pelace SAFELY. rsonneese recommendations in he wood otruss lndustryor ,rbut mmuustng and bracing due o the natureo Los paquetes almacenados en la tlerre Por � Do not store on No almacene en cada una de las files de arriostres laterales 2x4 min. y xr..' una semanaomas deben ser elevados uneven ground. tlerra desigual. temporales de is cuerda superior. Y� every 10 truss responsibilities involved, be presented only as a GADE for use by a quallned Building Designer or Erection/Installation contractor. it is hot c kr } *3 spaces (20' max.) intended that these recommendations be Interpreted as superior o any design specification (provided by either an Architect, Erglneer, «_ • con bloques a cada 8 o 10 pies. f +- 10'-15' max. the Building Designer, he EreNoNlnstallaUon Contractor or otherwise) or handling, Installing and bradng wood trusses and It does .:, Brace first truss well not prelude the use of other equivalent methods for bra E ti same spacing he truss Erection/Installation Contractor. Thus, the Wood Truss Council of America and he Truss Plate Institute ex �s disclaim any 9 before erection of ring and providing stability for the walls and columns as be determined by Q For long term Storage, Cover bundles to pre- '= °,' { a5 bottom Chord responsibility for damages arising hom the use, application, or reliance on the recommendations and Information contained herein. �J vent moisture gain but allow for ventilation. additional trusses. lateral bracing Some chord and web members not shown for clarity. r AE'k- 'A � Para almacen-amiento por mayor tiempo, y, cubs los paquetes para a ventil 16n. o = DIAGONAL BRACING IS VERY IMPORTANT WOOD TRUSS COUNCIL OF.AMERICA TRUSS PLATE INSTITUTE � to de humedad Pero permits ventifaddn.z j g 9 One WTCA Center • 6300 Enterprise Lane • Madison, WI 53719 583 D'Onofilo Drive • Madison, WI 53719 srsL aR+93RIIOS�'I� DIAGONAL !�S �9U1f EN9P®Rlic�N'i'E! 608/2744849 • www.woodtruss.com 609/633-5900 • www.tpinst.org 3i5. T.R. •, - :i''�'1° 3$-7 61WARN11x17 031125 ..r� •q ui'c y .E: r �•�' �.. 'a� it �'✓ ry'\•'a f. •.Y: tc kx.' �Y.rx- ,} ` Ifi' � � i'« ,.a:. ,".7� x a' - �✓ . }Fvt' ..u,- � �T"�"� a' d -$. •r. t ..:ey. .� �' , s" + ;yam '.� +� '•i' � iv -..� I's ®- }�'r*-��'h r. q . r;•1"a '"d i ..n�"1R, �*.� -r .Fns {p8 r r 4".r }. - #'h4,. iTy ,. �,k* .k: r. ^...,,�. )�,_ i J'.1 ,,.s .,t �. - r7...•. - n:" FA ® B ® + A n r r. - :.. \ -® L. • �i c • r 1i1 _ _ a ~a o o •TiTT:C7:: - _ .. -. _ ._ i _ _ _ F, . ,T. .� rV . Q O CL it z 'll a Q z 1�' C I m a? C) z O -� u14- �? ys c_ rJ NORTH �a SUC AR PINE DR. S I TF. PLAN loo.o� m ARCHITECT: OWNER INFO: SITE INFO: OWNER: JOE RYAN LOT -11 SHEET PONDEROSA PINES SUBDIVISION GREGORY A. P E I T Z ADDRESS: 1548 MAPLE 5T. ARCHITECT REDWOOD CITY GA. BERRY GREEK GA. 1 1 k 383 Rio Undo Ave. Chico, CA. 95926 (530) 894-5719 PHONE: (650) 888-g3O5 k 062-340-01g of: ONE EXISTING TIGHT L FRONT E L• E e A T I ON 1/411=11-011 INLHARDI-PANEL SID 6 ® SIDES 4 REAR REAR E L E V A T I ON 1/4" LEFT ELEYATI ON 1/4'1=1'-0" R 15 HT ELEVATI ON 1/4"=1'-0" SHEARVqALL 50HEDULE. SYMBOL 5HEARWALL Q1/2" &YP. BD. w/ 5d'5 ® ?" O.G. a ALL SUPPORTS, UNBLOCKED. Q 5/8 GYP. BD. w/ 5d's ® '1" O.G. ® ALL SUPPORTS, UNBLOCKED. Q 5/5" GDX PLYND. OR 056 w/ Sd COMMONS ® 4", 12" O.G. Q 5/8" GDX PLYND. OR OSB w/ • N Sd COMMONS ® 5", 12" O.G. w/ 4x STUDS ® ADJACENT u s PANEL SPLICES I. 5HEARNALL FRAMING MAY BE DOUG. OR HEM. FIR, TYP. 2. NAILS SHALL BE COMMON NAILS, TYP., U.O.N. 5. ALL PLYNOOD PANELS SHALL HAVE ALL EDGE5 BLOCKED. i C L O V4 E R LEVEL FLOOR PLAN 1/4"=1'-0" UPPER LEVEL FLOOR PLAN 1/4"=I'-0" Revisions By IN ON W U� • N U u s U pU o F+y a o I� a M W W U) ' �O W � W � O o �1 O� w o � W W w as W ��SGo AACA���, C� * o. C21 3 -yam N. 09 � O A RYAN 130 Date X Scale Drawn J _ I �R I Job Sheet of three Sheets 11 1 DASHED LINE INDICATES —T I BEARING WALL BELOW M N DEVON CABLE END AS ------------ 2.62K DRAG TRUSS 3.7IIK DRAG TRUSS ATTACH BOTTOM CHORD TO TOP P W/ A35'5 ® 2'-0" O.G., NAIL ROOF M PLY. TO TOP CHORD W/ bd'5 ® 6" O.G. ROOF NOTES: I. ROOF FRM6. SHALL BE PRE -MFR. TRU55E5 24" O.G. 2. ROOF PITCH SHALL BE AS SHOWN, TYP. 3. ROOF O.H. SHALL BE: I'-6" ® ALL 6.E. 2'-0" ® 6:12 PITCH 1'-6" ® 8:12 PITCH 4. ROOF COVERING SHALL BE COMP. 5HIN&LE O/ 15# FELT O/ 1/2" CDX OR 055. S. PROVIDE ATTIC VENTILATION EQUAL TO 1/300 (ONE 50. FT. PER 5005a. FT. ATTIC SPACE) PROVIDE (4) 14"x24" 6.E. VENTS AND (16) 3 1/2" x 22 3/8" EAVE VENT 0 24" 5C ROOF PLAN I/8"=1' -O" SECT 1 ON A-2 1/4"=11.011 ROOF PLAN 1/4"= I' - O" Revisions By IN II� 7.0 w 00 00 0 V N o� U I� �o x s U ® U o b W r. 0 I� a I M AA v r, �k N . C21283 N. 7/09 �Q C R 130 Date x Scale Drawn I`�I Job Sheet of three Sheets FASCIA, 5EE ELEVATION E.N. E.N. SIDING- O.E. TRUSS SHEARPLY, SEE PLAN - ROOF PLY A55 a 48" 0.0 TYP., U.O.N. SEE FOUNDATION PLAN FOR FRAMING SIZES—, GONG. E.N. 0 M .UN w - -- o� !y U E.N. s Q U U P. ELECTRICAL SYMBOLS o b � P I �R SOOT I NC o0 M II I II F-52 I = I -O SINGLE POLE SWITCH -GL6. MTD. FIXT. PANEL BOARD A �� f-� ` I � I� P.T. SILL W/ )� " (P x 12" A.B. ® 6' O.G. AND 12 MAX. FROM ENDS W/ 3 y�lArY SWITCH RECESSED GL6. FIXT. ` ❑� ELEG. DISCONNECT III = 11-011 2 "x2 "A/fi," PLATE WASHERS, TYP. $D RHEOSTAT SWITCH WALL MTV. FIXTURE � FLUORESCENT FIXT. I R-12 A55 ® 4'-O" O.G., $ T TIMER SWIITCH —� TRACK FIXTURE O HEAT LAMP TYP., U.O.N. 4" GONG. SLAB DUPLEX R,EGEPT. FLUORESCENT FIXTURE 8 BE, I ROOF PLY. z O/ 4" BASE TV OUTLET z — 220 VOLT OUTLET 110 V. SMOKE DETECTOR E.N. DUPLEX SPLIT WIRED SP SPEAKER OUTLET ® HEAT DETECTOR SOLID BLOCK I N FINISH C RADE II . ° QUAD. REiCEPT. ® PHONE OUTLET ® EXHAU5T FAN D S16NAL PUSH BUTTON E.N. 61I _ ® FLOOR OWTLET p LI&HTIN6 TRANSFORMER G DATA FOR COMPUTER =III=111-111; III=111= I1=1 1=1I1=111=1I1=11I-1TI .UNCTION BOX F FAX LINE NAT. GRAD -III =1I °a I I -I 11-1 11-1 I -I I 1 �' „ 1=1 —1 !I 1-1 I 1=1 I -III El ;I III -III -I i p PHOS CABLE >-.--� UNDER CABINET SHEARPLY, iv 1- —III -1 I I- - �I ° �- -III-11 � _ I #4 TOP �' AND DOUBLE DUPLEX �� FOR COMPUTER CEILING FAN LIGHTING SEE PLAN II I� I I I; � � � .a I� � - BOTTOM =III II I II 11111,E '-I i f I'I I 2 EA\/E DETA I L. P.T. 51 LL W/ Y2 " (P x 12" A.B. ® 6 O.G. AND 12" MAX. FROM ENDS W/ 2 "x2 "x5/c," PLATE WASHERS, TYP. 4" GONG. SLAB O/ 4" BASE FINISH GRADE -i i- I' -1 I r=11-111;-11 I; 11- 11=1 6" . 1=1 11=1 I IE- 11=1 I I. I Ij n NAT. ORAD -1 I i -I MN.- 1=1 I I -III I #4 TOP 4 III"_-' BOTTOM III���'�I I''II -' SII- —ii fail ! Z •I i .an P:11T jTINC-, P.T. SILL W/ Y2 " 0 x 12" A.B. ® 6' O.G. AND 12" MAX. FROM ENDS W/ 2 "x2 "x5i(t," PLATE WASHERS, TYP. E.N. 4 1 E.N. ` FINISH GRAD s a 49 z NAT- GRADE g —1111 1''lIN•• y •5���� 5th'. .+ � :III .� .ar. • • w. # jr trcv _ 4 TOP 4 a� I I a• .. ' I I BOTTOM III- -- = _— . -!4 -� ' ,nII :IIII�I I�� I - STORY FOOTING F -I 1" = 1'-0 m� C ARAC E FOOT I NC F-15 SHEATH 2x4 BLOCK PANELS W/ 3/g" GDX PLY. W/ 8d'5 0@ 6" O.G. AIL ROOF PLY TO BLKO. PANEL W/ Sd'S @ 6" O.G. 2x4 FRAME' 15" MIN. F NP' ALL NAIL HOLES . ----i (NAIL STRAP a 4" O.G. F**N I SMEAR TRANSFER I' -O TCI I=a AIAII On/nM PI Y Tn ;"-*N TRUSS STRAP 3 s-4 Ilialm i ?CWH / F2 FLUOR. \ I 1 F I XTURE L— • FLUOR. LLI 1\ FLUOIR � �- FLUOI NOTES: I. PROVIDE AN ADDITIONAL 20 AMP BRANCH CIRCUIT FOR EACH BATHROOM AND LAUNDRY. THESE CIRCUITS SHALL SERVE NO OTHER OUTLETS. 2. ALL BEDROOM ELECTRICAL DEVICES SHALL BE INSTALLED WITH ARG -FAULT CIRCUIT I NTERRUPTORS. Pia 0 � Vo� 1 4"x4'GLCFLUOR UNTEDXTURE O FLUOR. ' WP \ FLUOR. i i //0' I PROVIDE SWITCH, L16HT 4 IIOV OUTLET \ ® ATTIC MTD FORGED \ AIR FURNACE -7, �l %__UOA� 0 VERIFY LOCATION e— L__j C.U. 220 V. , v — D IIOV — S.D. 1IOV S.D. a D - - _ I ELECT GAL PLAN 1/4" -o" F� Q}'Ml e f i x Fi w N Revisions By H' W 0 M .UN w � o� !y U s Q U U P. o b 0 a `� o0 M C21283 Date x Scale Drawn JMR Job Sheet 3 of three Sheets r. o � AUG 2 1 20137 WICES a