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Home My WebLink About064-040-018. 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 INFORM�TION Site Address: 14642 BRIDGEPORT CIR Owner: Pennit No: B06-2899 APN: 064-040-018 MACHUTA, ALBERT J & LORR Issued Date: 04/11/2007 BY TW Permit type: RESIDENTIAL 13941 CHESTNUT CIR Subtype: SFD-Master Plan MAGALIA, CA 95954 Expiration Date: 04/10/2008 Description: MASTER PLAN 01-19: NSF (1735) G Occupancy: R-3 Zoning: R-1 Contractor Applicant: Square Footage: KROSCHEL CONSTRUCTION KROSCHEL CONSTRUCTIOp Building Garage Remdl/Addn P 0 BOX 1811 P 0 BOX 1811 1,735 528 MAGALIA, CA 95954 MAGALIA, CA 95954 Other . Porch/Patio Total (530) 873-3567 (530) 873-3567 1 1 396 48 2,707 FEE INFORMATION County Impact - SFD $2,244.02 Plng Appi Fee (SRA)-BIdg $109.98 Dwelling - Production Phase $746.18 Res Impact Fees - SFD $2,005.09 Dwelling - Production Phase $1,119.26 SMIP - Residential $11.28 EH Building Review Fee $70.00 Fire Inspection (SRA) -Fire -Res $95.00 Fire Plan Review (SRA) -Fire -Re $95.00 Impact Processing Auditor $50.00 Impact Processing DDS $50.00 Total Charged: $6,595.81 Fees Paid: $6,595.81 Balance Due: $0.00 Receipt No: B2611 LICENSED CONTRACTOR'S DECLARATION OWNER I BUILDER DECLARATION Contractor (Name) . State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License KROSCHEL CONSTRUCTION 593793 / B / 09/30/2007 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 Contractor's 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 04/11/2007 the applicant to a civil penalty of not more than five hundred dollars [$5001; Please check one of the following: Contractor's SignaWfe Date 1. As OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE EICOMPENSATION, 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: I HAVE the work himself or herself or through his or her own employees, provided that such improvements 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.). SHAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by 1. As OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: ection 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are: thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractoes License Law.). Carrier: Policy Number: Eyp. Date: (This section need not be completed if the permit one hundred dollars ($100)_or_1_es_s_T_ I AM EXEMPT under Section B. & P.C. for this reason: CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS SSUED, 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 04/11/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. X 04/11/2007 I 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 X,4�� Signaturi 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 ATTORNEYS FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner or am authorized to act on the property owner's behalf. CONSTRUCTION LENDING AGENCY :W Ila 04/11/2007 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 E9 Contractor OR: DAgent for Owner DAgent for Contractor I FILE COPY Lender's Address city State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE FffLL BE REQUIRED A T TIME OFAPPLICA TION Website, www.buttecounty.nettdds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name C— irst Na�me r Mailing Address 1?01 90--t- Fat) C4 M14r.Ac Ck State Fax W,4 Phone ... 162-3-3567 lax 1 E-mail A�11)4 CONTRACTOR Name Addressro, 731 city M 46 State c A- lipq%;.�'� Phone Fax W,4 E-mail t&�14 Lic.#50,37,73 I I Class( _3 APPLICANT INFORMATION ARCHITECTIENGINEER Name city Address I Yes city State T7jp E-mail Phone Fax E-mail State License Number APPLICANT INFORMATION Name Address city State —7_�Zip I Yes Phone Fax E-mail PERMIT NO. z I—, �5 BIN # PROJECTLOCATION AP# 06-1 0 0 � -3 P erty Address L A 't Sk J_ UP G V__'S�32'e C't t -A Cross Street I Yes WORKER'S COMPENSATION Policy Number 44 Carder Nhiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name A -)1A Address Description or Scope of Work: lkav�� fVa- ol X Sq FT- Living Garage Open Cov 0 Structure Built without Permits 0 Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. APPLICANT SIGNATURE X Rete. For office use only: Zoning Flood Zone SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Date Approved: Receipt #: Amount: I kJLALP 11 SRA Sheriff SMIP Other Date: 0 Total z�' 647 - Butte -County bepartment of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty'.net/dds 4 00 QCS 0 0 0))) _"ftft_ 1 -0 - MEIN =9 W'D National Pollutant Discharge Elimination System (NPDES) Phase 11 Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE I Reference Number: B06-2899 Location: 0 BRIDGEPORT CIR Parcel Number: 064-040-018 Date: 12/28/2006 By: GLB Sub Type: SFD-Master Plan Owner Name: MACHUTA, ALBERT J & LORRAINE Phone: Description: MASTER PLAN 01-19: NSF (1735) GAR (528) COV (48) OPEN (396) 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: 12/28/2006 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B06-2899 Date: 12/28/2006 Location: - 0 BRII)GEPORT CIR By: GLB Parcel Number: 064-040-018 Sub Type: SFD-Master Plan Owner Name: MACHUTA, ALBERT J & LORRAINE Phone: Description: , MASTER PLAN 01-19: NSF (1735) GAR (528) COV (48) OPEN (396) 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 0 OWN] X� DRAINAGE DISTRICTS Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 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 Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 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 City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: Other: Other: Signature of Property Owner: ;'_ P6 Date: 12/28/2006 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone. (530) 538-7785 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: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division pla6es its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. I 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 hitp:HmuniciDalcodes.lexisnexis.com/codesibutteco/ Reference Number: B06-2899 Date: 12/28/2006 Location: 0 BREDGEPORT CIR Parcel Number: 064-040-018 Owner Name: MACRUTA, ALBERT J & LORRAINE Phone: Description: MASTER PLAN 01-19: NSF (1735) GAR (528) COV (48) OPEN (396) 1 Signature of Property Owner: —9 Date: 12/28/2006 FILE BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 75965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B06-2899 Job Address: 0 BRIDGEPORT CIR I Contractor: KROSCHEL CONSTRUCTION P 0 BOX 1811 MAGALIA, CA 95954 Printed: 12/28/2006 3:01 pm Fee Description Account Number Fee Amount Paid Date Pmt Amt County Impact - SFD SF - Public Works - Roads 1831-0-280-1011001 $1,244.88 SF - Public Works - Veh/Eqp 1851-0-280-1011853 $658.17 SF - Public Works - Facility 1851-0-280-1011852 $340.97 EH Building Review Fee 0021-540013-4614901 -1010 $70.00 12/28/2006 $70.00 Fire Inspection (SRA) -Fire -Res 1 0100-450001-4617240-1010 $95.00 12/28/2006 $95.00 Fire Plan Review (SRA) -Fire -Re 0100-450001-4617240-1010 $95.00 12/28/2006 $95.00 Plng Appl Fee (SRA)-Bidg 0010-440001-4210500-1010 $109.98 Impact Processing Auditor 0010-050-4617998-101001 $50.00 Impact Processing DDS 0010-440001-4617999-1010 $50.00 Dwelling - Production Phaw * - Permit Fee 0010-440001-4210500-1010 $1,119.26 * - Plan Review Fee 0010-440001-4210500-1010 $746.18 12/28/2006 $746.18 Res Impact Fees - SFD SF - Sheriff - Jail 1800-0-280-1011811 $288.00 SF - Library Vehicles 1825-0-280-1011828 $4.50 SF - Library Materials 1825-0-280-1011827 $150.82 SF - Library Facility 1825-0-280-1011826 $224.20 SF - Gen Govt - Veh/Eqp 1810-0-280-101001 $285.37 SF - Sheriff Facility 1840-0-280-10118411 $291.31 SF - Sheriff Veh/Eqp 1840-0-280-1011842 $142.14 SF - Gen Govt - Facility, 1808-0-280-101001 $618.75 SMIP - Residential I 1001-0-280-1011298 $11.28 69595.81 $19006.18 Printed By: Gwyn Be' ne'dict Balance Due: $5,589.63 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature: Date: 12/28/2006 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). Butte County Department of Development Services TIM SNELLINGS, DIRECT OR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive, Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-5366 Facsirni le I ADMINISTRATION * BUILDING * PLANNING January 16, 2007 Kraig Kroschel P.O. Box, 1811. Magalia, CA 915954 Subject: ' Building Permit 06-2899 (APN 064-040-018); New House -Master - I Dear Mr. Krosc e The Butte County Department of Development Services, Planning Division, has reviewed the submitted permit application, and requires the following revisions to your site plan to continue th.- rpwipur E] Creation Deed Ej Site Plan Resubmit — Follow Requirements Erosion Control Plan Setback Conformance E] Watershed Protection Zone Front Yard Cohasset Specific Plan Side Yard Subdivision Map Note Z Rear Yard Off -Street Parking; Development Standards Z Special Setback or Parcel Limitation E] Parking for Specified Use E] Federal Aid Road./Arterial Ej Lot & Landscaping Requirements Z Easement Oak Tree Plan 0 Subdivision Map Condition/Note E] SRA Setback* I E]North Chico Specific Plan — Erosion Control E] Fire Sprinklers* Notification Only — No Action Required E Other: The requested� information, or notification, is described on the included hand-outs. You will also be given some brief direction, on the following page, of how the information should be submitted or treturned to the County. Should you have further questions please contact the Planning Division between the hours of 7:30 a.m. and 4:30 p.m. Monday through Friday at (530) 538-7601, or the appropriate Department/Division identified in the handout. UC Y, Lana Adler a��Ad' Contract Planner 24-120. 10 R- I through R-4 site requirements. Chapter 24 ZONING* Article 111. Zone Districts* 24-120.10 R-1 through R-4,site requirements. The following minimum requirements shall be observed, except where specifically modified for conditional uses. The minimum requirements shall be those for the zone as designated on the zoning map* ' Page I of 2 1(4) Parcel width (feet) at setback line: Interior Corner lot 1(5) Public street frontage (feet) Curve or cul-de-sac 1(6) Front yard setback (feet): From edge of ultimate right -of-way Side street property line 1(7) Side yard setback (feet) 1(8) Rear yard setback (feet) IF 5 (9) Distan e between buildings on the 10 same parcel (feet) I Comment: conform to the provisions of Butte County building code section 26-3.5 ** On public sewage disposal service. All other lots to meet requirements of the environmental health division for septic systems, the minimum lot sizes may be required to be larger. (Ord. No. 3176, § 1 (Exh. A), 1-24-95) httn://mun1cinalcodes.lexisnexis.com/codesibutteco/ DATA/CHA-PTER24/Article III Z... 1/16/2007 Zone: R-1 Zone: R-2 Zone: R-3 Zone: R- 1(1) Height (feet) iPrincipal IAccessory 1(2) Parcel size (square feet) FE �6* F-6 5-0 0 -- Corner lot --]F-7000-7 I I Split single family on zero lot line N/A (halfplex) Corner lot spaces) 1(4) Parcel width (feet) at setback line: Interior Corner lot 1(5) Public street frontage (feet) Curve or cul-de-sac 1(6) Front yard setback (feet): From edge of ultimate right -of-way Side street property line 1(7) Side yard setback (feet) 1(8) Rear yard setback (feet) IF 5 (9) Distan e between buildings on the 10 same parcel (feet) I Comment: conform to the provisions of Butte County building code section 26-3.5 ** On public sewage disposal service. All other lots to meet requirements of the environmental health division for septic systems, the minimum lot sizes may be required to be larger. (Ord. No. 3176, § 1 (Exh. A), 1-24-95) httn://mun1cinalcodes.lexisnexis.com/codesibutteco/ DATA/CHA-PTER24/Article III Z... 1/16/2007 (3) Building site area per unit (square 6500 2150 feet) (including two (2) off-street parking spaces) 1(4) Parcel width (feet) at setback line: Interior Corner lot 1(5) Public street frontage (feet) Curve or cul-de-sac 1(6) Front yard setback (feet): From edge of ultimate right -of-way Side street property line 1(7) Side yard setback (feet) 1(8) Rear yard setback (feet) IF 5 (9) Distan e between buildings on the 10 same parcel (feet) I Comment: conform to the provisions of Butte County building code section 26-3.5 ** On public sewage disposal service. All other lots to meet requirements of the environmental health division for septic systems, the minimum lot sizes may be required to be larger. (Ord. No. 3176, § 1 (Exh. A), 1-24-95) httn://mun1cinalcodes.lexisnexis.com/codesibutteco/ DATA/CHA-PTER24/Article III Z... 1/16/2007 59 iA Page I of 2 ENCROACHMENT PERMIT ffl Couhty of Butte Department of Public Works 7 County Center Drive Oroville, CA 95965 0 Phone: (530) 538-7681 Fax: (530) 538 -4356 U All information except signature must be typed or legibly printed Permit #- �'2 62� NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE STARTED Assessor's Parcel Number (Required): 0 6 Property Owner's Name: PROPERTY Phone: Property Address: Mailing Address (if Different): OWNER P10 - Work will be . Lerformed by: 0 Contractor El Property Owner Contractoes Name: Phone: Address: Fax: 3 WORK Contractor's License Certificate of Insurance currently 0 Yes El No' PERFORMED BY Number: on file with Department Aoplica f nt is: 91 Property Owner El Property Owner's Agent El Contractor 0 Other: I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and bighways, all i accordance with County ordinances and general laws. Signature: Da te Signed: &1/1' Road affected: 9 Time and Duration of En�roachment: Permanent Encroachment D.Temporary: From To LOCATION Type of Encroachment: Driveway El Roadway - 0 Culvert El Fence El Pipe/Pipeline 0 Sign/Billboard 0 Other Site Plans Attached: 0 Yes �9 No ]PERMIT IS: KGRANTED El DENIED Conditions: In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and sl�ecial conditions written below, permission is hereby granted. 1. El Underground Service Alen (U.S.A.) must be notified two working days prior to any excavation. 900-227-2600 2. 0 All work shall conform to accompanying: C3 Detail El Plans 0 Special Conditions 3. %,Other Conditions: atiif D bi44 PERMIT A& 0 CONDITIONS .4 ��,&AA A)O 6 OA,) 6 IZ F- -/-g OA�) (To be filled in by County) t-'- C> Lo. LJ Date Issued Expiration Date: /e 4,56 Surety: 1 M) /0& Date aid:/ Amo P.id:u Paid Check --2 �Z By: 01 Receipt o.: Mike Crum Director of Public Works P� By: R ad ct: Inspected By: Inspyon El Completed �bK 0 Completed - Not OK istn Re,,V: Additional Comments Attached For County Use Only Comme%ts: Note: If permits are faxed to any number besides (530) 538-4356, they can be delayed up to one week. For.:200506EP Page I of 2 AND WHEN RECORDED MAIL TO: Recorded I REC FEE 7.00 BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE Official Records I OROVILLE, CA 95965 County of I MINES 00 Butte I CANNCE J. GRUBBS I County Clerk-Recorderl SA 11:39RM 11 -Apr -2N7 I Page I of I AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte Cou ' nty Code required this.acknowledgment to be * recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: 5 ii M -A P 0 T' I T- LF—DJ L -o 9 -3. A-5 rZ c 0 9LD F— D J> 00iT 06- 12-11 k,;3KXC-&t M�AP WA'S AAAD 1:9Z a6- '-v"D a -TV Date 0/0 PROPERTY OWNERS: State of California MARSHA VIERRA County of �Rayle-- T- Comm. #1530556 0 NOTARY PUBLIC CALIFORNIA On before me, 0 BUTTE COUNTY �Nov.27,2008 NO personally appeared J< 2Z 6�ra'5C�e_ personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signatu:7re Seal: MARSHA VIERRA Comrn. #1530556 2b IFORNA 0 A. P. # (6-A60 N0`,'-RYpUBLIC CAL BUTTE COUNTY A MV commission Exp res Nov. 27,290q BTJTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) 0 CIJICO AREA RECREATION AND PARK DISTRICT (CARD) M"PARADISE RECREATION AND PARK DISTRICT (PR.PD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Nurnber (s) C�-04_043'_O 18 Building Pen -nit Number 0 NO -0 V� Property Owner (s) V Project Location /Address Subdivision Name New Development Alteration/Addition(s) Mobile home 0 I \J Assessable Sq. Ftge 17��. S_ Type of Residential Development (check one) Single Family -Detached Single Family -Attached Non -Residential to Residential Multi -Family Dwelling Mobile home replacement verified by Assessor Department Demo Permit (date issued ' Comments: verified by Building Department El FRRPD El CA RD k, 6PD 0 DR.PD certifies that: - vra-1. S klf-v 9��) '5? 71 _-z s-6 7 ApplictA Name P 6 &x r�l( Mailing Address Phone NurnbEr— Y1 &!� c—L, 04 NY State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. _ 01*2 2 by Payment of- - Dwelling Uaits @ per unit for a total of $ Square Feet @ per sq foot for a total of '76 3. Yc) Remarks: Paid by Check No: Paid by Cash: Receipt No: _/ ? ��O BUTTE COUNTY SCHOOLS IMPACTTEE CERTIFICATION FORM (One form per Building) P sl�9 School District Building Department No. A.P. Number aq /Riurisdic*tion: city E� County Property Owner kA,A->k Ck.- Property Location/Address Subdivision Lot No. Residential. Development No of Living Units Commercial/industrial .......... ...... i —2- IZ;- -7 Sq Footage Mobile Home Addition/ *Supplemental to (Group. R) Installation Conversion Pefmit # *(No foundation inspection ....................................................................................... Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document), New Addibon ,f District Identification No. Al School District certifies that (City) (State) has 'complied with the requirements of Resolution No. �repre senting Z square feet. School Paid by Check # Remarks: Sq. Footage (including Exterior Roofed Areas) Date (Applicanf) (Phone Number) (Zip Code) by payment of $ B 2926 $ ULL MITIGATION $ I/A la Date/ r Alotice: You rnay protest the Imposition of the fees Identified above by subniNng a wrftten protest to the DftWct, In cainpliance with Govenirnent Code Section 66020(a), whhln 90 days from the date fan are paid. Failure to submh a Ornely wrM*n protest will prohibit you ftorn challenging the Imposition of the fees In any*cotk action. If, subs"uent to the School District Representirtive signing Oft Butte County Schools Irnpact Fee Certlflcatlon Form, On School District is notifled by the applicable Local Planning Agency thirt this project Is being nwisimed under the California EmArawnental Quaft Act (CE". this prolact may be subject to additional school fen to hft n9ligate he Irnped an the school dWbW* schools. White (school district), Yellow (building department),,Pink (applicant). feetionn= (3/05W= - ,. 1 4 167, a4-oy-o -o4l .I o( WPM California Department of Forestry and Fire Protection Butte County Fire Department F- Fire Prevention Bureau 176 Nelson Avenue, Oroville CA 95965 (530) 538-7888 Office, (530) 538-2105 Fax Building Permit# a6 -Z Under authority of Public Resources Code Section 4290 and 4291, Butte County Improvement Standards, and the California Building Code, the following items are required by CDF/Butte County Fire Department for all development located within Wildland-Urban Interface Fire Areas and made part of this Permit. These requirements are minimums and may be superseded by Butte County local regulations, which exceed these standards. Public Resources Code 4290 ARTICLE 1. ADMINISTRATION 1272.00 Maintenance of Defensible Space Measures To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. ARTICLE 2. EMERGENCY ACCESS 1273.00. Intent Road and street networks, whether public or private, unless exempted under Section 1270.02(e), shall provide for safe access for emergency wildland fire equipment and civilian evacuation concurrently, and shall provide unobstructed traffic circulation during a wildfire emergency consistent with Sections 1273.00 through 1273.11. 1273.02 Roadway Surface The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts, and turnarounds. 1273.03 Roadway Grades The grade for all driveways shall not exceed 15% without being paved. Grades over 15% shall have 4" of class 2 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. * 1273.04 Roadway Radius (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or divert water, shall be not less than 100 feet. Rcvised 08/24/06 F I R E S A F E Is Q U I R E M E N T S 1273.05 Roadway Turnarounds I A A# Turnarounds are required on driveways and dead-end roads as specified in this article. The minimum turning radius for a turnaround shall be 40 feet from the center line of the road. If a hammerhead -T is used, the top of the "T" shall be a rruininium. of 60 feet in length. 1273.06 Roadway Turnouts Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. 1273.07 Roadway Structures (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement the roadway bed or shoulders) shall be constructed to carry at least the maximum load and provide the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. (c) A bridge with only one traffic lane may be authorized by the local jurii sdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. All bridges must be certified by a registered Civil Engineer. 1273.09. Dead -End Roads (a) The maximum length of a dead-end road, including all dead-end roads accessed from the dead-end road, shall not exceed the following cumulative lengths, regardless of the numbers of parcels served: parcels zoned for less than one acre 800 feet parcels zoned for I acre to 4.99 acres 1,320 feet parcels zoned for 5 acres to 19.99 acres 2,640 feet parcels zoned for 20 acres or larger 5,280 feet All lengths shall be measured from the edge of the roadway surface at the intersection that begins the road to the end of the road surface at the intersection that begins the road to the end of the road surface at its farthest point. Where a dead-end road crosses areas of differing zoned parcel sizes, requiring different length limits, the shortest allowable length shall apply. (b) Where parcels are zoned 5 acres or larger, turnarounds shall be provided at a maximum of 1320 foot intervals. (c) Each dead-end road shall have a turnaround constructed at its terminus. 1273.10 Driveways (a) All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. (b) All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be within 50 feet of the building. Rcvised 08/24/06 2 'A 41 1273.11 Gate Entrance (a) Gate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. (c) Where a one-way road with a single traffic lane provides access to a gated entrance; a 40 foot turning radius shall be used. ARTICLE 3. SIGNING AND BUILDING NUMBERING 1274.00. Intent To facilitate locating a fire and to avoid delays in response, all newly constructed or approved roads, street, and buildings shall be designated by names or numbers, posted on signs clearly visible and legible from the roadway. This section shall not restrict the size of letters of numbers appearing on street signs for other purposes. 1274.08. Addresses for Buildings All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09. Size of Letters, Numbers and Symbols for Addresses Size of letters, numbers and symbols for addresses shall be a minimum 3 inch letter height, 3/8 inch stroke, reflectorized, contrasting with the background color of the sign. 1274.10. Installation, Location and Visibility of Addresses (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction. (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. ARTICLE 4. EMERGENCY WATER STANDARDS 1275.00. Intent Emergency water for wildfire protection shall be available and accessible in quantities and locations speci ied in the statute and these regulations, in order to attack a wildfire or defend property from a wildfire. Such emergency water may be provided in a fire agency mobile water tender, or naturally occurring or man made containment structure, as long as the specified quantity is immediately available. Butte County Fire Department currently utilizes mobile water tenders to meet the emergency water for wildfire protection requirement. Revised 08/24/06 ARTICLE 5. FUEL MODIFICATION STANDAeRDS - 0 1276.00 Intent To reduce the intensity of a wildfire by reducing the volume and density of flammable vegetation, the strategic siting of fuel modification and greenbelts shall provide: (1) increased safety for emergency fire equipment and evacuating civilians; (2) a point of attack or defense from a wildfire. 1276.01 Setback for Structure Defensible Space (a) All parcels I acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road. 'N4 (b) For parcels less than I acre, the local juni sdiction shall provide for the same practical effect. IEN! Saine Practical Effect Requirements for buildings less then 30 feet from property line: If the Building Setback is less then 30 feet from all property lines and/or the center of the road, the following shall be required: V Class A roof Fully enclosed eaves on entire structure (December 5, 2005, per 2001 California Building Code 704A.2.3, fully enclosed eaves are required on all structures in any fire hazard severity zone within State Responsibility Areas, regardless of setback distance from the property line or center of roadway) Fire rated metal doors on side toward property line with insufficient setback Siding on entire structure from the following list: (a) Stucco -3 coat (b) Non combustible Board, Plank or similar siding (c) Masonry (d) Metal (e) Other Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels Disposal, including chipping, burning or removal to a landfill site approved by the local Jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit. 1276.03 Greenbelt Subdivision and other developments, which propose greenbelt as a part of the development plan, shall locate said greenbelt strategically, as a separation between wildland fuels and structures. The locations shall be approved by the inspector. Public Resources Code 4291 A person that owns, leases, controls, operates, or maintains a building or structure in, upon, or adioininp- any mountainous area, forest -covered lands, brush -covered lands, grass -covered lands, or any land that is covered with flammable material, shall at all times do all of the following: Revised 08/24/06 4 (a) Maintain around and adjacent to the building or stru�iure a firebreak made by removing and clearing away, for a distance of not less than 30 feet on each side of the building or structure or to the property line, whichever is nearer, all flammable vegetation or other combustible growth. This subdivision does not apply to single specimens of trees or other vegetation that is well -pruned and maintained so as to effectively manage fuels and not form a means of rapidly transmitting fire from other nearby vegetation to any building or structure. (b) Maintain around and adjacent to the building or structure additional fire protection or firebreak made by removing all brush, flammable vegetation, or combustible growth that is located within 100 feet from the building or structure or to the property line or at a greater distance if required by state law, or local ordinance, rule, or regulation. Grass and other vegetation located more than 30 feet from the building or structure and less than 18 inches in height above the ground may be maintained where necessary to stabilize the soil and prevent erosion. This subdivision does not apply to single specimens of trees or other vegetation that is well -pruned and maintained so as to effectively manage fuels and not form a means of rapidly transmitting fire from other nearby vegetation to a dwelling or structure. (c) Remove that portion of any tree that extends within 10 feet of the outlet of a chimney or stovepipe. (d) Maintain any tree adjacent to or overhanging a building free of dead or dying wood. (e) Maintain the roof of a structure free of leaves, needles, or other dead vegetative growth. nor to constructing a new building or structure or rebuilding a building or structure damaged by a fire (f) P * in such an area, the construction or rebuilding of which requires a building permit, the owner shall obtain a certification from the local building official that the dwelling or structure, as proposed to be built, complies with all applicable state and local building standards, including those described in subdivision (b) of Section 51189 of the Government Code, and shall provide a copy of the certification, upon request, to the insurer providing course of construction insurance coverage for the building or structure. Upon completion of the construction or rebuilding, the owner shall obtain from the local building official, a copy of the final inspection report that demonstrates that the dwelling or structure was constructed in compliance with all applicable state and local building standards, including those described in subdivision (b) of Section .51189 of the Government Code, and shall provide a copy of the report, upon request, to the property insurance carrier that insures the dwelling or structure. Butte County Improvement Standards Installation of Fire Sprinklers If your property was part of a parcel split after September 1, 1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. 2001 California Building Code, December 5, 2005 704A.1 RoofintZ 704A.1.1 General Roofs shall comply with the requirements of Chapter 7A and Chapter 15. Roofs shall have a roofing assembly installed in accordance with its listing and the manufacturer's installation instructions. Revised 08/24/06 704A.1.2 Roof coverings Where the roof profile allows a space between the roof and roof decking, the spaces shall be constructed to prevent the intrusion of flames and embers, be fire stopped with approved materials or have one layer of No. 72 ASTM cap sheet installed over the combustible decking. 704A.1.3 Roof valleys When provided, valley flashings shall be not less than 0.0 1 6 -inch (0.4 1 mm) (No. 28 galvanized sheet gage) corrosion -resistant metal installed over a minimum 36 inches (914 nun) wide underlayment consisting of one layer of No. 72 ASTM cap sheet running the full length of the valley. 704A.1.4 Roof gutters Roof gutters shall be provided with the means to prevent the accumulation of leaves and debris in the gutter. 704A.2 Attic Ventilation 704A.2.1 General When required by Chapter 15, roof and attic vents shall resist the intrusion of flame and embers into the attic area of the structure, or shall be protected by corrosion resistant, noncombustible wire mesh with '/4 inch (6mm) openings or its equivalent. 704A.2.2 Eave or cornice vents. Vents shall not be installed in eaves and cornices. EXCEPTION: Eave and cornice vents may be used provided they resist the intrusion of flame and burning embers into the attic area of the structure. 704A.2.3 Eave Protection. Fully enclosed eaves on entire structure. Eaves and soffits shall meet the requirements of SFM,12-7A-3 or shall be protected by ignition -resistant materials or noncombustible construction on the exposed underside. All of the Fire Safe Requirements are posted on the Butte County Fire Department website at http://buttefire.or2/Fireprevention/protplan/protplan.html JAN 0 3 2007 Date Rcvised 08/24/06 Darren Read Fire Protection Planning TABLE OF CONTENTS TOC Project Title ............ KROSCHEL RES.IDENCE Date..12/27/06 13:43:05 Project Address ........ BRIDGEPORT CIR. MAGALIA, CA *v7.10* Documentation Author ... ROBERT A. MANGRUM Building Permit # Paradise Mechanical 5655 Almond Street Plan Check / Date Paradise, CA 95969 530-877-8882 Field Check/ Date Climate Zone. 11 - Compliance Method ....... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -TOC User#-MP1342 User-Paraaise Mechanical Run-KROSCHEL TITLE 24 2180 TABLE OF CONTENTS Report Page FORM CF -1R ................ 1 FORM MF -1R ................ 7 FORM ws-5R ................ 11 HVAC,SIZING ............... 12 i3;U-T E COUI\" C% 619"10 1 1,' %JL[)JNGVv A POROVED 1 407 112 I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 1 Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 Project Address ........ BRIDGEPORT CIR. ******* I __1 MAGALIA, CA *v7.10* Documentation Author ... ROBERT A. MANGRUM Building Permit # Paradise Mechanical 5655 Almond Street Plan Check / Date Paradise, CA 95969 530-877-8882 Field Check/ Date Climate Zone ........... 11 Compliance Method ...... MICROPAS7 v7.10 fcr 2005 Standards by Enercomp, Inc. I). MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM CF-lR User#-M�1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin -space Heating .......... 32.75 32.24 0.51 space cooling .......... 31.74 31.91 -0.17 water Heating .......... 23.28 21.21 2.07 North Total 87.77 85.36 2.41 Space Heating., ........ 32.75 32.74 0.01 Space Cooling .......... 31.74 33.29 -1.55 water Heating .......... 23.28 21.21 2.07 East Total 87.77 87.24 0.53 space Heating .......... 32.75 32.95 -0.20 space cooling ........... 31.74 30.16 1.58 water Heating .......... 23.28 21.21 2.07 South Total 87.77 84.32 3.45 space Heating ........... 32.75 32.30 0.45 Space Cooling ........... 31.74 32.42 -0.68 water Heating .......... 23.28 21.21 2.07 West Total 87.77 85.93 1.84 Building complies with Computer Performance CERTIFICATE OF COMPLIANCE:'RESIDENTIAL COMPUTER METHOD CF-lR Page 2 Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11SO5 Program -FORM CF-lR User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 4 I GENERAL INFORMATION HERS Verification .......... Conditioned Floor Area ..... Building Type ... : .......... Construction Type .......... �ueiT -pe .................. .y Building Front Orientation. Number of Dwelling Units ... Number of Building Stories. Weather Data Type .......... Floor Construction Type .... Number of Building Zones ... Conditioned Volume ......... Slab70n-Grade Area ......... Glazing Percentage ......... Average Glazing U -factor ... Average Glazing SHGC ....... Average Ceiling Height ..... Not Required 1735 sf Single Family Detached New Propane Cardinal N,E,S,W 1 1 FullYear Raised Floor 1 14533 cf 0 sf 16 % of floor area 0.35 Btu/hr-sf-F 0.34 8.4 ft BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or .Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap Residence 1735 14533 1.00 4.0 Yes Setback 2.0 Standard Housewrap OPAQUE SURFACES U_ Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 149 0.095 15 6 0 90 Yes IV.9 A4 front 2 Wall Wood 10 0.095 15 6 315 90 Yes IV.9 A4 corner wall 3 Wall Wood 10 0.095 15 6 45 90 Yes IV.9 A4 corner wall 4 Wall Wood 156 0.095 15 6 0 90 No IV.9 A4 to garage 5 Wall Wood 256 0.095 15 6 90 90 Yes IV.9 A4 left 6 Wall Wood 337 0.095 15 6 180 90 Yes IV.9 A4 back 7 Wall. Wood 236 0.095 15 6 270 90 Yes IV.9 A4 right 8 Door Other 20 0.5,00 0 0 0 90 No IV.5 A4 to garage 9 Roof Wood 1715 0.025 38 .0 n/a 0 Yes IV.1 A18 attic 10 Floor Wood 1735 0.037 19 0 n/a 0 No IV.20 A4 CERTIFICATE OF COMPLIANCE: RESIDENTIAL C6MPUTE'R METHOD CF -1R Page 3 Project Title ... I ....... KROSC9EL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 0.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM CF-lR User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 FENESTRATION SURFACES i , Exterior Area U-, Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 1 Wind Right (NW) 10.0 0.330 0.350 315 90 Standard Cl/Vinyl/Wood Fixed Low 2 Wind Front (N� 40.0 0.33d 0.350 0 90 Standard F2/Vinyl/Wood Fixed Low 3 Wind Front (k) 10.0 0.330 0.350 45 .90 Standard C3/Vinyl/Wood Fixed Low 4 Door Front (Nj 20.0 0.350 0.340 0 90 Standard F4/Vinyl/Wood Patio Door 5 Wind Front (N) 15.0 0.350 0.320 0 90 Standard F5/Vinyl/Wood Operable L 6 Wind Left (E� 24.0 0.350 0.320 90 90 Standard L6/Vinyl/Wood Operable L 7 Door Back (Sj 40.0 0.-350 0.340 180 90 Standard B7/Vinyl/Wood Patio Door 8 Wind -Back (S) 6.0 0.350 0.320 180 90 Standard B8/Vinyl/Wood Operable L 9 Wind Back (S) 9.0 0.350 0.320 180 90 Standard B9/Vinyl/Wood Operable L 10 Door Back (Sj 40.0 0.350 0.340 180 90 Standard B10/Vinyl/Wood Patio Doo 11 Wind Right (Wj 20.0 0.350 0.320 270 90 Standard Rll/Vinyl/Wood Operable 12 Wind Right (Wj 24.0 0.350'0.320 270 90 Standard R12/Vinyl/Wood Operable 13 Skyl Horz 6.0 0.450 0.350 0 0 None SKYl/Vinyl/Wood Skylight 14 Skyl Horz 4.0 0.450 0.350 0 0 None SKY2/Vinyl/Wood Skylight 15 Skyl Horz 6.0 0.450 0.350 0 0 None SKY3/Vinyl/Wood Skylight 16 Skyl Horz 3.8 0.450 0.350 0 0 None SKY4/Vinyl/Wood Skylight OVERHANGS Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 Window 10.0 n/a 5.0 2.5 0.0 n/a n/a 2 Window 40.0 n/a 5.0 2.5 0.0 n/a n/a 3 Window 10.0 n/a 5.0 2.5- 0.0 n/a n/a 4 Door 20.0 n/a 6.6 6.5 0.0 n/a n/a 5 Window 15.0 -n/a 5.0 6.5 0.0 n/a n/a 6 Window 1 24.0 n/a 4.0 2.5 5.0 n/a n/a 7 Door 1 40.0 n/a 6.6 2.5 0.0 n/a n/a 8 Window 1 6.0 n/a 3.0 1.5 0.0 n/a n/a 9 Window 9.0 n/a 3.0 2.5 0.0 n/a n/a 10 Door 40.0 n/a 6.6 2.5 0.0 n/a n/a 11 Window 20.0 n/a 4.0 2.5 3.0 n/a n/a 12 Window 24.0 n/a 4.0 2.5 5.0 n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 4 Project Title ........ :. KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM CF-lR User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 System Type Furnace ACPackage HVAC SYSTEMS Veri f ied Number Verified Verified Verified Verified Maximum of Minimum Refrig Charge Adequate Fan Watt Cooling Systems Efficiency EER or TXV Airflow Draw Capacity 1 0.800 AFUE n/a n/a n/a n/a n/a 1 13.00 SEER No No No No No HVAC SIZING R- n/a Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type' (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Furnace 29294 n/a n/a n/a ACPackage n/a 21955 26162 n/a Orientation of Maximum ..... Front Facing 270 deg (W) Sizing Location ............ PARADISE Winter Outside Design ...... 25 F Winter Inside Design ....... 70 F Summer Outside Design ....... 98 F Summer Inside Design ....... 75 F Summer Range ............. ;. 34 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R -value Leakage Area Ducts Furnace Crawlspace R-6 No No No ACPackage Crawlspace R-6 No No No Heater Tank Type Type 1 Storage. Gas WATER HEATING SYSTEMS Distr'ibution Type PipeInsulation Number Tank External in Energy Size Insulation System Factor (gal) R -value 1 0.62 40 R- n/a .CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 5 .Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM CF-lR User#-MP1342 User -.Paradise Mechanical Run-KROSCHEL TITLE 24 2180 SPECIAL FEATURES A14D MCDELING ASSUMPTIONS ***.Items iri this se ction should be documented on the plans, installed to manufacturer and CEC specifications,- and verified during plan check and field inspection. This building'incorporates Ducts in a Crawlspace or Basement Location. All supply registers must be within 2 ft of floor. This is a multiple orientation building. This printout is for the front facing North. This building incorporates a Housewrap/Air Infiltration Retarder. REMARKS I CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF-lR Page 6 Project -Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM CF-lR User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 COMPLIANCE STATEMENT I 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 Name ..... KRAIG KROSCHEL Company. Address. P.O. BOX 1811 MAGALIA, CA Phone..."(530) 873-3567 License. Signed.. tdate) 121 kil 14101 *00 0 IN a Wfiffl W Z140 Name .... Title ... Agency.. Phone ... Signed. . (date) DOCUMENTATION AUTHOR Name .... ROBERT A. MANGRUM Company. Paradise Mechanical Address. 5655 Almond Street Paradise, CA 95969 Phone ... 530-877-8882 Signed. . 2_1� (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-lR Page 7 Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 1) - -; t- R AA nOTnrVDnDM (TD MAGALIA, CA *v7.10* D.ocumentation Author ... ROBERT A. MANGRUM Building Permit # Paradise Mechanical 5655 Almond Street Plan Check / Date Paradise, CA 95969 530-877-8882 Field Check/ Date Climate Zone ........... 11 Compliance Method ...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM MF-lR User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 Note: Lowrise residential buildings subject to the Standards must contain these measur ' es -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 Firep�laces, Decorative Gas Appliances— and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire opening of the firebox b. Outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 meets requirements specified in ACM Residential Manual 150(g): Vapor barriers mandatory in Climate Zones 14,16 only ,7 150(l): Slab edge insulation - water absorption rate for the insulation material without,facings no greater than 0.3%, 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 InfiltratioiiT Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage 2. Fenestration products (except field -fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification MANDATO�Y,MEASURES_ CHE CKLIST: RESIDENTIAL' MF-lR Page 8 Project Title., ..... .... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11SO5 Program -FORM MF-lR Userf-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- sign- force n/a er ment 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 thermost�t on.all applicable heating and/or I 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 resistan6e 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-T/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 1507B and Equation 150-A ez 4. Steam hydronic heating systems or hot water systems >15 psi meet'requirements of Table 123-A 5. Insulation must be protected from damage, including that due to sunlight, moisture, e quipment maintenance and wind 16. Insulation for chilled water piping and refrigerant suction piping includes a vapor -retardant or is enclosed entirely in conditioned space 7. Solar water -heating systems/collectors are certified by the 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, IUL 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, thecombination of mastic and either.mesh or tape shall be used MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-lR Page 9 Project Tit e ........... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM MF-lR User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 -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 reductions in the cross-sectional area of the ducts 3. Joints and seams of duct -systems and their components shall -not be sealed with cloth 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 hav either automatic or readily accessible, manually operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. ' Cellular,foam insulation shall.be protecte( as above cr painted with a coating that is water retardanl and provides shielding from solar radiation that can caus( degradaticn of the material 7. Flexible ducts cannot have porous inner cores 114: Pool and Spa Heating Systems and EquipTent 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 puffip time switch 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Noh-electrical cooking appliances with -ilot < 150 Btu/hr) . cause,,,., V/ 118(i): Cool Roof material meets specified criteria I - RESIDENTIAL LIGHTING MEASURES n/a 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic 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, 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, De- En- sign- force er ment MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF-lR Page 10 Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM MF-lR User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 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 or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not 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 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) V_*_' Z RESIDENTIAL KITCHEN LIGHTING WORKSHEET WS -5R Page 11 Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -FORM MF-lR User#-MP1342 -User-Paradise Mechanical Run-KROSCHEL TITLE 24 2180 At least 50% of the total rated wattage of permanently installed luminaires in the kitchen must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Luminaire Type KITCHEN LIGHTING SCHEDULE High High Efficacy Efficacy Other (Yes/No) Watts Quantity Watts Watts or x or x or x or x or Total A= B= Complies if A >= B Yes No Rules for Determining Residential Kitchen Luminaire Wattage Screw Base -Sockets - Section 130(c) 1 (Not containing -permanently installed ballasts) The maximum relamping rated wattage of the luffiinaire, as listed on a permanent factory -installed label (luminaire wattage is not based on type or wattage of lamp that is Used). Permanently or Remotely Installed Ballasts - Section 130(c) 2 The operating input wattage of the rated lamp/ballast combination based on values published in manufacturer0s catalogs based on independent testing lab reports. Line Voltage Track Lighting (90 through 480 volts) - Section 130(c) 3 1. Volt-ampere (VA) rating of the branch circuit(s) feeding the tracks; or 2. For tracks equipped with an integral current limiter, the higher of - The wattage (or VA) rating of an approved integral current limiter controlling - 15 watts per linear foot of the track; or 3. -For tracks -without an integral current limiter, the higher of 45 watts per linear foot of the track or The total' wattage of all of the luminaires included in the system. Low.Voltage Track Lighting (less than 90 volts) - Section 130(c) 4 Rated wattage -of the transformer feeding the system, as shown on a permanent factory -installed label Other Lighting -'Section 130(c) 5 (Lighting systems that are not addressed in Sections 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory installed label, or published in manufacturer's catalogs, based on independent testing lab reports. HVAC SIZING HVAC Page 12 Project.Title., ......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 Project AHHr,�Qz PDTnr_VDr)VT (TD MAGALIA, CA *v7.10* Documentation Author ... ROBERT A. MANGRUM Building Permit # Paradise Mechanical 5655 Almond Street Plan Check / Date Paradise, CA 95969 77 530-81 -8882 Field Check/ Date Climate Zone ........... 11 Compliance Method ...... MiCROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File - -KROSCHEL Wth-CTZ11S05 Program -HVAC SIZING User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 GENERAL INFORMATION Floor Area ................. Volume '**'**** : . **'******'** Front Orientation .......... Sizing Location ............ Latitude ................... Winter Outside Design ...... Winter Inside 6esign ....... Summer Outside Design ...... Summer Inside Design ....... Summer Range ............... Interior Shading Used ...... Exterior Shading Used ...... Overhang Shading Used ...... Latent Load Fraction ....... Description 1735 sf 14533 cf Front Facing 0 deg (N) PARADISE 39.8 degrees 25 F 70 F 98 F 75 F 34 F Yes Yes Yes 0.19 HEATING AND COOLING LOAD SUMMARY Heating Cooling (Btu/hr) (Btu/hr) Opaque Conduction and Solar ...... 12683 5462 Glazing Conduction and Solar ..... 4409 6944 Infiltration ..................... 6714 2076 Internal Gain .................... n/a 2520 Ducts .............................. 5487 4276 Sensible Load ..................... 29294 21279 Latent Load ...................... n/a 4077 Minimum Total Load 29294 25355 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. HVAC SIZING HVAC Page 13 Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11S05 Program -HVAC SIZING User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 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 ....... 1735 sf 14533 cf Front Facing 90 deg (E) PARADISE 39.8 degrees 25 F 70 F 98 F 75 F 34 F Yes Yes Yes 0.19 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Btu/hr) (Btu/hr) Opaque Conduction and Solar ...... 12683 Glazing Conduction and Solar ..... 4409 Infiltration ..................... 6714 Internal Gain ........ s ........... n/a Ducts ............................ 5487 Sensible Load .................... 29294 Latent Load ...................... n/a 5430 7511 2076 2520 4410 21947 4205 Minimum Total Load 29294 26153 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 th ' 6 HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. r, HVAC SIZING HVAC Page 14 Project Title ........... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICRbPAS7'vj.l0 File-KROSCHEL Wth-CTZ11S05 Program -HVAC SIZING User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 GENERAL INFORMATION Floor Area .................. 1735 sf Volume ..................... 14533 cf Front Orientation .......... Front Facing Sizing Location ............ PARADISE ,Latitude ................... 39.8 degrees Winter Outside Design ...... 25 F Winter Inside Design ....... 70 F Summer Outside Design ...... 98 F Summer Inside Design ....... 75 F Summer Range ............... 34 F Interior Shading Used ...... Yes Exterior Shading Used ...... Yes Overhang Shading Used ...... Yes Latent Load Fraction ....... 0.19 HEATING AND COOLING LOAD SUMMARY Description 180 deg (S) Heating Cooling (Btu/hr) (Btu/hr) Oprique Conduction and Solar ...... 12683 5403 Glazing Conduction and Solar ..... 4409 6843 Infiltration ..................... 6714 2076 Internal Gain ..................... n/a 2520 Ducts ............................ 5487 4236 Sensible Load ..................... 29294 21078 Latent Load ...................... n/a 4039 Minimum Total Load 29294 25117 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. I HVAC SIZING HVAC Page 15 Project Title .......... KROSCHEL RESIDENCE Date..12/27/06 13:43:05 MICROPAS7 v7.10 File-KROSCHEL Wth-CTZ11SO5 Program -HVAC SIZING User#-MP1342 User -Paradise Mechanical Run-KROSCHEL TITLE 24 2180 GENERAL INFORMATION Floor Area .... : ............ Volume ..................... Front Orientation .......... Sizing Location ............ Latitude ................... Winter Outside Design ...... Winter Inside Design ....... Summer Outsid� Design ...... .Summer Jnside Design ........ Summer Range ............... Interior Shading Used ...... Exterior Shading Used ...... Overhang Shading Used ...... Latent Load Fraction ....... Description 1735 sf 14533 cf Front Facing 270 deg PARADISE 39.8 degrees 25 F 70 F 98 F 75 F 34 F Yes Yes Yes 0.19 HEATING AND COOLING LOAD SUMMARY Opaque Conduction and Solar ...... Glazing Conduction and Solar ..... Infiltration ..................... Internal Gain .................... Ducts.............. .............. Heating Cooling (Btu/hr) (Btu/hr) 12683 5423 4409 7524 6714 2076 n/a 2520 5487 4412 Sensible Load ...... I .............. 29294 21955 Latent Load ..................... n/a 4207 Minimum Total Load 29294 26162 (W) 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. LONGFELLow LUMBER CO. INCO Quality Design * Floor, Wall & Roof Systems 89 Loren Avenue o Chico, CA 95928-7434 Phone (530) 893-0112 o (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com I .� Customer:* . KRAIG KROSCHEL' Address: BRIDGEPORT CIR RAAt-%Ai 1A Aft C -20E (Rev. 5105) i5l, - gt 1735 PLAN Job No: ENGINEER 3?_ Mitek Industries, Inc. Reclong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. RO. Box 20455 Portland, OR 97220 (503) 254-0204 MiTek U May 31, 2002 1 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 676 1900 MiTek Industries, Inc. truss designs are adequate to support tip to an additional 150 pounds per truss due to rn�chanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with 10d nails at 12"o.c. These rules only apply to'residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call me at 1-800-772-5351. Sincereby, ,pONG NO.�049919 Redong Director of 86 j Q�L Western Operations RY/ek 6'�S' CONT STANDARD GABLE END DETAIL MII/SAC - 20AA 11/21/2005 PAGE 1 OF 2 4x4 SO *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL — 1X4OR2X3(TYP) VARIES TO COM. r 1-2 TRUSS VERTICAL STUD YTYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS 7 \ SPACED AT B" O.C. LOADING(psf) TCLL 30.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code ASCE 7-02 MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) 24'MAX 24- 6.c. 1 1/2" -.4-T—YP 0. 3 1/2" 1, 2X4 LATERAL BRACING AS REQUIRED PER NOTCH AT TABLE BELOW 24" O.C. (MIN.) T P CHORD NOTCH DETAIL �;;"3X5 END WALL D CEILING h4ATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 71-011 _7`-�- 2 - --f B-d— 811_1� 3 - 16d .OVER 81-611 1 4 - 16d TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD R OTHERS 2 X 4 DFUSPF/HF - STUD/STD MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS I WITHOUT BRACE I WITH LATERAL BRA ITH L - BRA C 12 INCH O.C. I s -in -n I 11 -R -h I P-1 n_r) 24 INCH O.C. I A -1-n a A n or NOTES - 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. T 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 0C 13 2006 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-B-. TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6' O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 A WARNING - Veify d—ign pt�m —d READ NOTES ON TJUS AND MCLUDED AUTEK REFERENCE pAGS MU.7473 BEMRE ErS_-. 7T77 Greenback Lane Design volid for use only with MiTek connectors. This design is based only upon parameters shown. and Is foran individual building component. Suite 109 Applicability of design poromenters and proper Incorporation of component Is responsibility of building designer - not trun designw. Bracing shown CAlrus Heights. CA. 9561 Is far lolwol support of Individual web members only. Addillional temporary bracing to Insure stability during construction 6 the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ME fabrication. quality control, storage. delivery, erection and bracing, consull ANSI/TP11 Quality Criteria. DSB-89 and BCSn Building Component Safety Inforrnallon available from Truss Nale Institute. 583 D'Onofdo Drive. Madison. Wl 53719., MOW STANDARD GABLE END DETAIL MII/SAC - 20AA I 1/21/20051PAGE 2 OF 2 2- 10d (TYP) SIMPSON A34 OR EQUIVALENT LEDGER ----- 2X4 No. 2 OR BTR GABLE END,, 4- 1 Od NAILS MIN.,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 'A bt I I + 45' STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 S T JD OR BTR SPACED @ 5'-0" O.C. SHALL BE PROVIDED AT EACH END OF BRACE EXCEPT FOR BRACE EXTENDED INTO'r iE CHORDS & CONNECTED TO CHOF E S W/ 4- 1 Od NAILS. MAX. �- NGTH = T-0" 6'-3" MAX TO BEARING WALL STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1 OD NAILS @ 6- O.C. OCT 1 3 2006 2�2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS '4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1 - MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED'BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF T11ERE ARE ANY QUESTIONS. A WARNING - Verth design paarnatem and PEA D NOTES ON 77HS AND INCLUDED A=x jzEyERENCE pAGE MU -74 73 BEFORE USE. M7 Greenb2ck Une Design valid for use only with MrIek connectors. This design ls=:�,Onl Suite log ,,,,,,uZn ornoters shown. and Is for an Individual building component. Applicability of design paramenters 0 ;d wolnc- '10 Is% ponsiblilly of building designer - not fruss designer. Bracing shown Citrus Heights. CA. 9561 .%p Is [or lateral support of Individual web . nl,. 7docillional temporary bracing to Insure stabirdy during construction Is the responsibiluty of [he erector. Additional permanent bracing of the overall structure Is the responsIbilty of the building designer. For general guidance regarding IMMI fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and SCSII Bufldng Component �alety Information available from Truss Plate Institute. 583 D*Onofrio Drive. Madison. WI S3719. MiTek i 0-1 C- A LLIA-14A� .6AA(e rT-/nL_ i S VALih fa(L RE PLA0,19 C047 E>ILACES AT Y2 011L. AT i/t. N, T x U t; t; P. b (9 ---lop G b 0. 6. Ir Ir P . 2 P105 - 7 0. &.1 TYP. ki IA4 I>RA&� WITP 1012 HAILey r-;;) V o. T-rp. rm j? wi� HOT�.- YZ poftrr,5 HAA. ' PerlA(:�gq 4 op, yo, NT6 DIPAC-M, 1�,F-A&E: HUoT �,,E: Do alo 'T14E; Lef-I&TH OP Tyr.- TYI*O MTAIL It? TO L',,E: IJOW Ae� AM , L. '" T. FOFL Ofq�' &ONTINUOUb LATE:PLAL L-- X A & E% 87R-P�6� P�:TAIL NOTE: 2X3,2X4, OR IX4 GRA6ED ' ' ' LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-10D PER WEB (TYP). MAR27-2002 BRACE MAY BE - ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)* F-E:atJIXW AT �-Ab: WqP OF- zF;LA&E: AHV A -2 0 1— 0' PLE:P�P- TO Wt> -611 bUHHAXY O�E:�T POR R�-&OHHE:HVATIOHE r - 0 T14E: TPLUbt7 PLATa [Nt�TLITE TRAIaT XAY E),F- M&AM0 �,YTEWI c_ 6 - i'll * P PR4._�a Ar P-0cp PfApHR�. cm I.- Yk T Ceffjoo m4pwertl. 11�EV Q 1 Q5 19c ,,fAy P�EF4,.-^_cc- An4NO4,REf KeMptes-K, Symbols Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 Center plate on joint unless Damage or Personal Injury dimensions Indicate otherwise. Dimensions are In Inches. Apply 1 . Provide copies of this truss design to the plates to both sides of truss and J2 J3 J4 building designer, erection supervisor, property securely seat, TOP CHORDS owner and all other Interested parties. 1/18 C2 ca J5 J5 2. Cut members to bear tightly against each J7 0 0 0 3X: 5 CY other. 3. Place plates on each face of truss at each U 0 joint and embed fully, Avoid knots and wane U at joint locations. For 4 x 2 orientation, locate O_ 4. Unless otherwise noted, location chord splices I ca_ C7 C6 plates 1/8' from outside edge of at 1/4 panel length (±6" from adjacent. joint,) truss and verflcol web. BOTTOM CHORDS A J8 J7 J6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of *This symbol Indicates the fabrication. required direction of slots In connector plates. 6. Unless expressly noted, this design Is not JOINTS AND CHORDS ARE NUMBERED CLOCKWISE applicable for use with fire retardant or preservative treated lumber. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT FARTHEST TO THE LEFT. 7. Camber is a non-structural consideration and 'For tabular plating format refer to the is the responsibility of truss fabricator. General MlTek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. practice is to comber for dead load deflecflon. 8. Plate type, size and locartlon dimensions shown PLATE SIZE CONNECTOR PLATE CODE APPROVALS Indicate minimum plating requirements. The first dimension Is the width 9. Lumber shall be of the species and size, and In 4x4- perpendicular to slots. Second all respects, equal to or better than the grade dimension Is the length parallel BOCA 86-93, 85-75, 91-28 specified. to slots. HUD/FHA TCB 17.08 10. Top chords must be sheathed or purlins provided. at spacing shown on design. LATERAL BRACING ICBO 1591,1329,4922 11. Bottom �horcls require lateral bracing at 10 ft. Indicates location of required SBCCI 87206,86217,9190 spacing, or less, If no celling Is Installed, unless otherwise noted. continuous lateral bracing. WISC/DILHR 870040-N, 930013-N, 910080-N 12. Anchorage and/or load transferring connections to trusses are the responsibility of others unless shown. main � TM BEARING 13. Do not overload roof or floor trusses with stocks of construction materials. Indicates location of joints at 14*. Do not cut or after truss members or plate without which bearings (supports) oc - cur. MiTek Industries, Inc. prior approval of a professional. engineer. 15. Care should be exercised In handling, erection and lnstallotlo� of trusses. TM PANEL CLIJH YDRO-A IR 8 P @11993 Mitek Holdings, Inc. Q0 VAULTED GABLE END SAME PROFILE AS Al m m cc cc cc cc cc m --A—f Al Al Al Al Al Al A2 -LEEEEEELl' �l A3 > 0 C) G) C) m m > "u M 00 ;u X G) 0 CA) 0 r� m A3 --AT— A3 A3 .—AT— A3 A4 A4 c C A4 A4 A4 — I —A2F-- A4 A4 VAULTED GABL END SAME PROFILE AS A4 UE2 Job russ fuss ype ty y 00 KROS1215 At ROOF T�RUSS 8 1 R23783647 77y leipfinnll Longfellow LumbarCo., �Inc..Chi.. C. �M28-7411 �Al.. Dre� Job Reference (oRtionall A� dustries. Inc. Fri Dec IS i-354 18 —2006Page I ZU0 S.Ful 13 7005 MiTek in 4-6-5 8-9-3 13.0-0 16-0-0 20-6- 13 25.1-11 29-8-8 32-0-0 4-8-5 4-2-13 4-2-13 3-0-0 4-&13 4-6-13 4-6-13 2-3-8 4X4 = 4 14 13 11 3x6 3x8 5X8 3.00 F12 5X6 Scale = 1:57.3 ljo 8-9-3 6-0-0 22-10-4 8-9-3 29-8-8 24!�232-0-0 7-2-13 6-10-4 6-10-4 0-3-8 2-0-0 Plate Offsets (X,Y): [6:0-1-10.Edoe],[70-24.D-1-81.[11:0-2-12,0-2-81,112:0-2-12.0-341,[13:0-54,()-2-81 LOADING (pso TCLL 33.0 SPACING 2-0-0 CS1 DEFL in (loc) I/defi Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.56 Ver�LL) -0.21 12 >999 240 MT20 220/195 TCDL - 10.0 Lumber Increase 1.15 BC 0.68 Vert(TI-) -0.37 12-13 >947 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.17 11 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight 175 lb LUMBER BRACING TOPCHORD 2 X 4 DF No.1 G TOP - CHORD Sheathed or 2-11-8 oc pudins. except end verticals. BOTCHORD 2 X 4 DF No.1 G BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4DFStdG 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 4-14.7-13.8-11, 2-15 REACTIONS (lb/size) 15=1469/0-3-8, 11=1716/0-3-8 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD Max Horz 15=-90(load case 5) SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Upliftl 5�2(load case 7), 11 �2(load case 7) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Gravl 5=1 469(load case 1), 11 =1 769(load case 3) FORCES (lb) - Maximum CompressioniMaximum Tension TOPCHORD 1-2�3/42.2-3=-1567/44,3-4=-1567f78,4-5=-172lf78.5-6�1721/48,6-7�172lf48,7-8�3739/0,8-9=0/372, 9-10=1/318. 1-15�219/11 BOT CHORD 14-15=0/1 197, 13-14 =011 326, 12-13=0/2568, 11-12=0/3133, 110-11�292/9 WEBS 2-14=0/375,3-14=-440/3.4-14�79/478.4-13�39/938,5-13�388/3,7-13=-1357,'O, 7-12=0/1605.8-12=0/450.8-11�3962/0, 9-111�329/3,2-15=-17113/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 32 ft with exposure 8 ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase ls 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; open terrain, exposure factor 0.6: and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 9\�,OFESS/ LOAD CASE(S) Standard S. <Z-: CO LU M C 0 133 W. - 1-97 December 18,2006 A WARffiM - VerffY design Paro-,et� oid READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ml7.7473 BEFORE USE. Design valid for use only will, Mifek connectors. This design is based only upon paromete,rs shown. and is fc,t an individual building component. Applicability of design paromenters and proper incorpotalion of componert is responsibility of building designer - not truss designer. Bracing shown is for lote,ral support of individual web memb� only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent brocing of the ove�ol) structure is the responsibility of the building de�signer. For general quidonce,egarding MiTek* fabrication. quality control. storage, delivery, erection and bracing. consult ANSlf1Fll Quality 0fterlo. DSB-89 and BCS11 Building Componirn .— — --oz- Safety Information available from Truss P ote Institute. Sa3 D'Onofirio Drive. Madison. Wl 53719. f M7 Greenback Lane. Suite 109 Chrus Heights. CA. 95610 0 ru TILISS russ ype Qty ply KROS1215 4—V ROOFTRUSS 2 1 R23783648 Longfellow Lumber Co.. DEFIL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) rence (optional) a 4-6-5 1 8-9.3 3-0-0 19-1-6 25-2-13 32-0-0 4-&5 4-2-13 4-2-13 6-1-6 6-1-6 6.9-3 4x4 Scale = 1:56.8 4 14 13 12 11 10 9 3X6 3X4 3x8 3x6 3X4 3x8 B-9-3 13-0-0 22-5-9 30-0-0 32-0-0 LOADING (pso 4—V TCLL 33.0 SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.83 Ver -(LQ -0.23 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.72 Ver.(TL) -0.42 10-12 >863 180 BCLL 0.0 Rep Stress Incr YES W8 0.77 Horz(TL) 0.07 9 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight 169 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 3-3-12 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1 G BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS I 2X4DFStdG 6-0-0 oc bracing: 8-9. 1 WEBS 1 Row at midpt 5-12,2-14.7-9 REACTIONS (lb/size) 14=1494/0-3-8,9=1692/0-3-8 ALL PARAMETERS �OR CALCULATING THE ROOF -SNOW LOAD Max Horzl4=-90(load case 5) SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Upliftl4=-2(load case 7), 9=-2(load case 7) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Gravl4=1494(load case 1), 9=1744(load case 3) FORCES (lb) - Maximum CompressionlMaximum Tension TOPCHORD 1-2=-3/42.2-3=-1604/44.3-4=-1491/61,4-5=-1491/53.5-6�'2167/42.6-7=-2167142.7-8=0/911,1-14=-219/11 BOTCHORD 13-14=0/1220.12-13=0/1481,11-12=0/1888,10-11=0/1888.9-10=0/2064.8-9�B39/12 WEBS 2-13=0/389,3-13�186.121. 3-12=-374J95.4-12=-56f?01. 5-12=-837/26,5-10�33/289,7-10=-181/88.2-14�1747/0. 7-9=3317/0 NOTES 1) This truss has been designed forthewind loads generated by 75 triphwinds at25ftabove ground level, using 10.0 psftopchord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building. of dimensions 45 It by 32 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end vertirals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; open terrain. exposure factor 0.6; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A: plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 4 1 WARNING - V-1ify dlig. P.t —d READ NOTES ON THIS AND jNCLUDED M7TZK REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with m1ek connectors. This cle,sign is based only upon paromele,rs shown. and is for onindividuol building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designw- not truss designer. Bracing shown is for lateral support of individual web members only. Additional femporom bracing to insure stability during construction is the re,sponsibillity, of the e,rector. Additional permanent bracing of the ovwoll structure is the respo�nsibility of the building de,signer. lior general guidance regarding 1. bricolion. quality control, storage. de ivery. erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 end BCSII Building Component Safety Information available from Truss Plate Institute. 5153 IYOnotrio Drive. modison, WI S3719.. 0?,o ESS/ 'S. le CO C 0 4 6 -AWS3713 T. I M1 0 UZ FIX -9 �A 9 December 18,2006 MiTek' ............ :- T777 Greenback Lane. Suite 109 Citrus Heights. CA. 95610 0 Truss Ss ype fuss ype Qty Ply u ROS1215 K �Z A3 - ]TIC. FTRUSS USS 6 1 R23783649 LJob Longfellow Lumber Co 28-T--3-4,Ad. TC 0.83 VerqLL) -0.38 11-12 >953 240 MT20 220/195 Reference (optional) c� sides, Inc. Frl Dec 15 13:54:19 TO06 —P-ge , 1 5-10-5 11-5-3 17-.0-0 23-1-6- 29-2-13 36-G-0 5.10-5 5-6-13 5-6-13 6-1-6 6-1-6 6-9-3 Scale: 3/1V=1' 5x6 5.00 [12 1b 15 14 13 12 11 — = 2X4 11 04 3x8 3.6 3x8 3X6 J6-0-0 4-1-12 14-0-9 23-1-6 33-10-4 4-1-12 9-10-13 34 1P 9-0-13 10-8-14 0-1-12 2-0-0 viateLmsetsix,Y): 112:0-2-8.0-1-8],[14:0-3-1.0-1-81,[15:0-1-8.0-2-01 LOADING (pso 2-16=-259/243 BOTCHORD 1-16=-289/8,15-16�289/18,14-15=0/371,13-14=0/1256.12-13=0/1256.11-12=011936. 10-11=830/12 TCLL 33.0 SPACING 2-0-0 CS1 DEFL in (loc) I/den Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.83 VerqLL) -0.38 11-12 >953 240 MT20 220/195 TCDL 10.0 Lumber -Increase 1.15 BC 0.91 VerqTL) -0.66 11-12 >546 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.05 11 n/a n/a 5) A plate rating reduction of 20% has been applied for the green lumber members. BCDL 7.0 Code , UBC97/ANS195 (Simplified) LOAD CASE(S) Standard' Weight: 186 lb LUMBER BRACING TOPCHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 3-7-5 oc purlins. except end verticals. BOTCHORD 2 X 4 DF-No.1 G BOT CHORD Rigid ceiling directly applied or 5-1042 oc bracing. WEBS 2X4DFStdG WEBS I Row at midpt 6-14,9-11 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF REACTIONS (lb/size) 15=2089/0-3-8.16=67/0-3-8. 11=1644/0-3-8 THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Horz 16�1 5(load case 5) 1 Max Uplift:15�5(load case 7), 16�200(load case 3). 111�1(load case 7) Max Gravl5=2089(load case 1), 16=301(load case 2), 11=1699(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-0/315,2-3=Of795. 3-4=-1594/23,4-5=-1594/23,5-6=-1383/65.6-7=-1967RS, 7-8�1967/28,8-9=-1967/28.9-10=0/901, 2-16=-259/243 BOTCHORD 1-16=-289/8,15-16�289/18,14-15=0/371,13-14=0/1256.12-13=0/1256.11-12=011936. 10-11=830/12 WEBS .' 3-15�2136/0, 3-14=0/1277, 5-14=-528/4. 6-14=-164/287, 6-12=-44/1106, 7-12�637/5, 9-12�247/90, 2-15�508/20, 9-11 =-3171 /0 NOTES 1) This truss has been designed for the wind loads *generated by 75 mph winds at 25 Ift above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy ca-,egory 1, conclition I enclosed building. of dimensions 45 ft by 36 It with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; open terrain. exposure factor 0.6; and normal structure. importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 99,()FE S/ 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard' A<6 4, CO 0 LU rn C 046V3 E X P,1��— V OF, December 18,2006 WARMNG - V -VY dudg- P—t— and READ NOTES ON MIS AND LNCLUDED MITER REFERENcij PAGE MIZ-7473 BEFORE USE, Design valid for use only with Mlek connectors. This design is based only upon paromete,rs shown. and is for an individual building component. Applicability of design poramenters and prope� inco�poration of component is responsibility of building design& - not truss designer. Brocing shown is far lateral support of individual web members only. Additional tem porcry brocing to insure stability during construction is the responsibility of the e,eclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication. quality control. storage. delivery. �ecfion and bracing. consult ANSIfFPII Quality Ctiferlo. DSB- B7 and BCSI1 Building Component ...... --W- Safety Information available from Truss Pate Institute. 583 D'Onotrio Drive. hAodison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus Heights. CA, 95610 0 russ russ ype ty y 00 KROS1215 A3R OOF TRUSS ]717JO.Ob 1 1 R23783650 Longfellow Lumber Co., Inc., Chi >953 240 MT20 220/195 LumbEr Increase - 1. 15 Reference (OPtion.11 --. n uec 10 13:54:19 2005 Page I &10-5 11-5-3 17-0-0 23.1-6 29-2-13 36-0-0 5-10-5 5-6-13 5-6-13 6-1-6 6-1-6 6-9.3 5x6 = Scale = 1:60.6 .1 1 1. 12 11 10 2X4 11 4x4 = 3x8 3x6 3x8 3x6 *6-0-0 4-1-12 14-0-9 23-1-6 33-10-4 34 19:0 4-1-12 9-10-13 9-0-13 10-8-14 0-1'-'12 2-0-0 Plate Offsets (X,Y): [1:0-0-0.0-0-0]. [2:G-0-0,11-0-0], [3:0-0-0.0-0-0]. [4:0-0-0,0-0-0], [5:0-0-0,0-0-0], [6:0-0-0,0-0-0], [7:0-o-0,0-0-01, [8:0-0-0,0-0-01. [9:D-5-14.0-0-0), [10:0-2-8,0-1-8], [12:0-3-1.0-1-81. 113:0-1-8.0-2-01 LOADING (psf) TCLL 33.0 (Ground Snovwr--55.0) TCDL 10.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHOR6 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP Plates Increase 1.15 TC 0.83 Ver9LL) -0.38 9-10 >953 240 MT20 220/195 LumbEr Increase - 1. 15 BC 0.91 Vert(TL) -0.66 9-10 >546 180 - Rep Stress Incr YES WI3 0.75 Horz(TL) 0.05 9 n/a n/a Code UBC97/ANS195 (Simplified) Weight 160 lb BRACING TOP CHORD Sheathed or 3-7-2 oc pudins. except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-10-12 oc bracing: 8-9. WEBS 1 Row at midpt 4-12,7-9 - - I ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD REACTIONS (lb/size) 13=2105/0-3-8,14=-168/0-3-8,9=1649/0-3-a SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Horz 14=-42(load Case 5) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Upliftl3=-5(load case 7), 114�2811 (load case 3). 9=-1 (load case 7) Max Gravl3=2105(load case 1), 14=28(load case 2), 9=1701 (load case 3) FORCES (lb) - Maximum CompressioniMaximum Tension TOPCHORD 11-2=W7311, 2-3�16110/23.3-41�11399165, 4-5�1978178.5-6�1978/28.6-7�1978/28.7-8=01901, 1-14=-7/308 BOTCHORD 13 -14= -5/36.12 -13=0/420,11-12=0/1267.10-11=0/1267.9-10=0/1945.&9=-83C,/12 WEBS. 2-13=2102/0.2-12=0/1247.3-12�528/4,4-12=l6O/�3Ol, 4-10=-44/1105.5-10=-637/5,7-10=-247/92,1-13=-694/20. 1 7-9=-3174/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 36 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; open terrain. exposure factor 0.6; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been ccnsidered for this design. 4) This truss has been designed for a 1 D.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 9?,OFE S1 LOAD CASE(S) Standard S, `0 Uj Of C 046433 T. M , )�F - OF December 18,2006 A Design valid far use only with Mlek connectors. This design is based only upon parameters shown. and is far on individuo .7473 BEFOIZE USF - Q, WARNING - V-(ry d.Mg. pa --t- -d READ NOTES ON THIS AND INCLUDED M7TEK REFEPENCE PAGE AM txocing to insure stability during constwction is the re�sponsibillity of the A is far lote,,01 support of individual web members only. Additional temporor� ding designer - not huss designer. Bracing shown pplicability of design pofamenters and prope,r incorporation of component is responsibilily of bult I building component. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication. quality control, storage. delivery. erection and bracing. consull ANSI/TPI1 Quality Ciffedo. DSIf-89-and BCS11 Building Comport- ...... Safety Information available from Truss Plate institute. 5113 D*Onohio Drive. tvodison. WI 53719. 7777 Greenback Lane. Suite log Citrus Heights, CA. 95610 2-3-8 7-10-5 13-5-3 19-0-0 21-8-8 2&11-1 38-0-0 32-1-10 2-3-8 5-6-13 5.6-13 5-6-13 2-a-8 5-2-9 5-2-9 5-10-6 Scale = 1:64.9 5x6 5.00 F1-2 6 17 3.00 F1 -2 5XG 14 13 - 12 3X5 5X8 3x4 US 1 2-0-0 ?-A8 7-1-12 12-0-0 21-8-8 28-9-8 36-0-0 38-0-0 2-0-00-3-8 4-10-4 4-10-4 9-8-8 7-0-14 7-2-10 2-0-0 Plate Offsets (X,Y): f2:0-2-4.0-2-01, [6:-3-2-0.0-1-81, [14:0-5-4,0-2-81,115:0-"0,0-2-121 LOADING (psf) TCLL 33.0 SPACING 2-0-0 CS1 DEFIL in (loc) I/den Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.99 VertkLL) -U-bo 14-15 >698 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -1.09 14-15 >372 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.29 12 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed. BOT CHORD 2 X 4 DF No. 1 G *Except'. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Stcl G WEBS 1 Row at midpt 6-14,10-12 2-16 2 X 4 OF No.1 G, 6-15 2 X 4 OF No.1 G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEWAND APPROVAL OF REACTIONS (lb/size) 17=1923/0-3-6,12=1877/0-3-8 THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Horz 17=-1 5(load case 5) Max Upliftl7=-2(load case 7), 12=2(load case 7) FORCES (lb) - Maximum CO'mpression/Maximum Tension TOPCHORD 11-2�11/3118, 2-3�3975/0. 3-4=-4664/0, 4-5=-4664/0, 5-6=-4969/24. 6-7�2202fi`9. 7-8�2202/47. 8-9�2586/33. 9-1 0=2586/33, 10-11 =Of787 BOTCHORD 1-1 7=-292/9. 116-117�577/23. 15-16=0/4097, 14-15=0/1 982, 13-14=0/2380. 12-13=0/2267. 11-12=-72 5/11 WEBS 2-117�1 764/0. 2-16=014201, 3-16=879/0, 3-15=0/430. 5-15=-786/6, 6-15=0/3390, 6-14� 1031614, 7-14=-406/3. 8-14=-612/24, 8-13�26/142,10-13=01214,10-12�3403/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane ooeanline, on an occupancy category 1, condition I enclosed building. of dimensions 45 If by 38 ft with exposure 8 ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip fricrease is 1.33 2) Roof design load is based on 55.0 psf ground snow load: open terrain, exposure factor 0.6; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard . . i A WARNING - Verify design parantetem and READ NOTES ON THIS AND LNCLUDED MITER REFERENCE PAGE M37-7473 BEFORE USE. Design volid for use only Wlh Mlek ccrinectors. This design is based only upon parameters sho-n, and is far an individual building component. Applicabifity of design poromentem o -id proper incorporation of comporent is responsibility of building designer - not truss designer. Bracing sho-n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construclion is the responsibillity of the erector. Additional permanent brocirg of the overall structure is the responsibility of the building de,signer. For general guidance regarding lobricalion, quality control. storage. delivery. erection and bracing. consult - ANSIfTPll Quality Ctftedo, M -Wand BCS11 Building Component Safety information available from Truz Plate Institute. 5a3 90nofdo Drive. modison. Wl 53719. q?,0 ESS/ Iz- S. C, (If C OU5433 I *� E$$" ;4<0 7 /* December 18,2006 MiTek' 7777 Greents"ck Lane. Suite 109 Citrus Heights. CA. 95610 0-r�8 - S -1D -S 11-5-3 17-0.0 19-8-8 24-11-i 30-1-10 36-0-0 .0-3-8 5-6-13 5-6-13 5-6-13 2-8-8 5-2-9 5.2-9 5-10-8 5X8 = 5.00 F12 - Scale = 1:61.4 5X6 3.00 F12 13 5x10 12 3A US � O -A 8 5-1-12 1 111-0-0 19-8-8 :1 26-9-6 34-0-0 36-0-0 0-�:8 4-10-4 4-10-4 9-8-8 7-0-14 7-2-10 2-0-0 LOADING (pso - TCLL 33.0 SPACING 2-0-0 CS1 DEFIL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.69 Vert(LL) -0.41 14 >994 240 MT20 220/195 TCDL 10 0 Lumber Increase 1.15 BC 0.66 Vert(TQ -0.69 13-14 >592 180 BCLL 0 0 Rep Stress Incr YES WI3 0.61 Horz(TL) 0.30 11 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 182 lb LUMBER BRACING TOPCHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 2-5-4 oc purlins, except end verticals. ,BOTCHORD 2 X 4 DF No.1 G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except WEBS 2 X 4 DF Std G *Except* 6-0-0 oc bracing: 10-11. 5-14 2 X 4 DF No.1 G, 1-17 2 X 4 DF No.1 G, 1-16 2 X 4 DF No.1 G WEBS 1 Row at midpt 5-13,9-11 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF REACTIONS (lb/size) 17=1698/Mechanical,11=1886/0-3-8 THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Horz 17=-42(load case 5) Max UPI iftl 1 �2(load case 7) FORCES (lb) - Maximum 6ompressior;/Maximum Tension TOPCHORD 1-2=-4322/14,2-3=-493910,3-4=-4844/9,4-5=-5226/55, 5-6=-2288/93,6-�=-2350/66,7-8=-2589/56. 8-9=-2749/19. 9-10=-1120/319,1-17�1631/0 BOTCHORD 16 -17= -14/227,15 -16=0/3842.14-15=0/4296,13-14=0/2064,12-13=0/2449,11-12=0/2392, 10-11=-191/87 WEBS 2 -15=822/0,2 -14=0/454.4 -14=778/6.5 -14=0/3508.5-13=197/646,6-13=-406/16,7-13=-639/24.7-12=-36/132. 9-12=-46/195, 9-11 =-2981/0.1-16=0/3720 NOTES 1) This truss has been designed f6r the wind loads generated by 75 mph winds at 25 ft above ground level. using 10.0 psf top chord dead 9?,OF SSI load and 7.0 psf bottom chord dead load. 100 mi from hurricane oceanline. on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 38 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist. they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psl ground snow load; open terrain. exposure factor 0.6; and normal structure. importance factor 1.0. G), 3) Unbalanced snow loads have been considered for this design. CID 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 5) A plate rating reduction of 20% has been applied for the green lumber members. LLJ 6) Refer to girder(s) for truss to truss connections. C 0,4433 LOAD CASE(S) Standard 7 December 18,2006 A WARMNG - V-IfY d -Mg- P -r -me'.- -d READ NOTES ON TYIS AND LYCLUDED MITER REFERENCE pAGE mU-7473 BEFORE USF- MZIEMRS� - -- Design valid for use only with MiTek conneclors. This design is based only upon parameters shown. and is for an individual building component. M1 Applicability of design paromenters and proper incorporation of component is responsibility at building designer- not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporarV bracing to insure stabitity during construction is the responsibilrity of the erector. Additional permanent bracing of the ovL7o1l structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage. delivery. erection and bracing. consult ANSI/TP1l Quality Criteria. DSB-87 and BCS11 Building Component 1. --- Safety Information available from Truss Plate Institute. 5113 D'Onofrio Drive. Aftclison. Wl 53719.. 7777 Greenback Lane. Suite 109 Citrus Heights, CA. 95610 6-9-14 13-0-0 19-2-2 6-9-14 6-2-2 i 26-0-0 6-2-2 6-9-14 Scale = 1:43.3 4x4 = 2x8 3A 3A 3x4 2x8 Z�, 2-0-0 2- W 2 9-4-9 16-7-7 23-10-4 24ffo 26-0-0 2-0-0 0-1-12 7-2-13 7111 LOADING(pso . TCLL 33.0 (Ground Snow --55.0) TCDL 10.0 BCLL 0.0 LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Still G SPACING 2-0-0 CS1 ' DEFL in (loc) I/clefi Ud PLATES GRIP Plates Increase 1.15 TC 0 93 Ver,(LL) -0-09 9-10 >999 240 MT20 220/195 Lumber Increase 1.15 BC 0 52 Ver(TL) -0.17 7-9 >999 180 Rep Stress Incr YES WB 0 58 Horz(TL) 0.04 6 n/a n/a Code UBC97/ANS195 (Simplified) Weight 116 lb REACTIONS (Iti/size) 10=1300/0-3-8.6=130010-3-8 Max Horz 10=10(load case 6) Max Upliftl 0=-1 (load Case 7). 6=-1(load case 7) BRACING TOP CHORD Sheathed or 4-6-8 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-10,.4-6 ALL PA I RAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (1b) - Maximum Compression/Maximum Tension TOPCHORD 1-2=0/919, 2-3�1 362142. 3-4=-1 362/42. 4-5=0/919 BOTCHORD 1-10�847/12.9-10=011399.8-9=0/1089.7-8=0/1089.6-7=0/1399,5-6�847/12 WE - BS 2-9=-316/40, 3-9�30/4100. 3-7=-30/400. 4-7=-316/40. 2-10=2449/0, 4-6�2449/0 NOTES 1) This truss has been designed for the wind loads generated by 75 rrph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oce-anline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) Roof design load is based on 55.0 pst ground snow load: open terrain, exposure factor 0.6; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard & WARNWG -Verify deMgn parouncturr. �d READ NOTES ON THIS AND MCLUDED MITEK REFERENCE PAGE M77-7473 BEFORE USE - Design volid far use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. consull ANSI/TP]l Quality Criteria, DS"9and BCS11 Building Component Safety Information available from Truss Plate institute. 583 D'Onotrio Drive. modison. Wl 53719. ,?,�,o ESS/ X_ S CO 0 LU ck� C 046,433 "T E X W�)J-0 December 18,2006 MiTek" PoW'""o'.:. 7777 Greenback Lane. Suite log Citrus HeightS. CA, 95610 Job S ype ty y 00 KROS1215 Gi "'o -0-F ,'RUSS R23783654 Longfellow Lumber Go., Inc. , 2 jobR �LO nce (.ptillnll Chico. �a- vDvz-444. Adam U:etE �eferenCe, on2l,, 2 'Vyn�ualra,. Inc. Fri Dec,1 3 13-54.21 �2006 page I 3-1-12 4 12-0-0 3-1-12 2-10-4 4x6 2-10-4 3-1-12 Scale = 1:27.2 exe 8X8 1OXIO 4-1.3 7-10-13 12-0-0 4-1-3 3-9-11 4-1-3 LOADING (pso TCLL 33.0 (Ground Snow --55.0) TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-G-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress incr NO Code UBC97/ANS195 CS1 TIC 0.99 BC 0.38 W13 0.66 (Matrix) DEFIL in (loc) I/defl L/d Vert(LL) -0.05 7-8 >999 240 Vert(TL) -0.08 7-8 >999 180 Horz(TL) 0.02 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 161 lb LUMBER BRACING TOPCHORD 2 X4 OF No.1 G TOP CHORD Sheathed or 5-3-3 oc purlins, 130T CHORD '2 X 8 OF SS G except end verticais. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Sid G *Except' 1-9 2X4 OF No.1 G, 5-6 2X4 OF No.1 G REACTIONS (lb/size) 9=7251/0-7-15. 6=7312/0-7-15 Max Horz 9=41 (load case 5) Max Uplift9=-2(load case 7), 6=-2(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-1584/33, 2-3�64110147, 3-4�6407147. 4-5�1591/33, 1-9�956/5, 5-6=-959/5 BOTCHORD 9-10=-8/5282,8-10=-at5282,8-11=0/4436,7-11=0/4436,7-12=0/5281.6-12=0/5281 WEBS 2-8=-10/1304. 3-8�25t2999.3-7�26/2995.4-7�10;1302. 2-9�5153/0,4-6=-5144/0 NOTES 1) 2 -ply trussto be connected togetherwith 0.131"xY Nails asfollows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 6c. Webs connected as follows: 2 X 4 - I row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to cistribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load. 100 mi from hurricane ooeanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposLre B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the increase is plate grip 1.33 4) Roof design load is based on 55.0 psf ground snow load; open terrain, exposure factor 0.6; and normal structure. importance factor 1.0. 5) Unbalanced snow loads have been 9?�OFESS/ 02 S. considered for this design. <1�1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been G, applied for the green lumber members. -c-) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1923 lb down and 2 lb up at 0 -1-12, 1909 Ilb down at 2-0-12, 1909 lb down 0 W 1`1 M 046 at 4 -0-12. 1909 lb down at 6-0-12, 1909 lb down at 8-0-12. and 1909 Itt down at 10-0-12, and (if C 19231bdownand2lbupat 11-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard EXP.. kP C Continued on page 2 December 18,2006 ,& WARNING - V.Iffy cf..fg. p ---t- and READ NOTES ON THYS AND ZNCLUDED Af7TEK REFEPFJME pAGE M17 74 Design valid for use only with MTek coinnectors. This design is based only upon parameters shovrn. and is far an individual bu 73 BEFORE USE. is (Or lateral support of individual webmemb� only. Additional temporary bracing to insure stabili gner - not truss designer. Bracing shown Applicability of design poromenters and proper incorporation of component is responsibility of building desi ilding component. ty during construction is the responsibillity, of the ereclo�. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication. quality control. storage. delivery. erection and bracing. conSLIt ANSI/TFI1 Quality Criteria. DSB-89 and BCSIl Building Component Safety Information available from Trus; Plate Institute. S113 D'Onotrio Drive, Madison. WI S37 M. 7777 Greenback Lane. Suite log Chrus Heights. CA. 95610 0 russ cuss ype Uty Ply o 0 KROS7215 G1 ROOF TRUSS1 823783654 Longfellow Lumber Co., Int., Chieo, Ce. 9592&7434, Adam Dietz Job Reference a tional 6.200 s Jul 13 2005 MiTek Industdes, Inc. Fd Dee 15 13:54:21 2006 Pape 2 s LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Un-IForm Loads (plo Vert 1-3=86, 3-5=86, 6-9=14 , Concentrated Loads (lb) Vert 8=1909(6) 7=1909(8) 9=1923(8) 6=1923(8) 10=1909(8) 11=-1909(B) 12=1909(8) f • t r ' ' ® WARMNG - Verrfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design vol d for use only with AATek connectors. This design is based only upon porometers shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the er. Mire k ector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fotxication, quality control. storage, delivery. erection and bracing, consult . ANSI/TPII QualBy Criteria. DS9-8i and BCSII Building Compnent ro.r4roe— Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Mad4on. WI 53119:, 7777 Greenback Lane, Suite log - Citrus Heights. CA, 95610 O Truss TNss ype H 00 KROS1215 G2 ROOF TRUSS 1 1 1 R23783655 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Dieh Ud PLATES GRIP (Ground Snow --55.0) Job Reference(optional) -I- rnausmes, Inc, rn uec 1b 13:54:22 2006 Page 1 8-0-0 &0-D 4x8 11 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 2x8 II 6 7vp II 1.5x4 II 1.5x4 11 3x4 = 1.5x4 11 S. 1.5x4 II 3x4 = 1.5x4 II 1.5x4 II 3x4 = 3 -ID -3 5$4 10-5-12 16-0-6 3-10-.3 1-7-12 4-11.9 56.4 ALL PARAMETERS. FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. lg Scale: 3/8"=1' Plate Offsets (X,1): [1:0-0-0,0-2-0], [2:0-5-14,0-0-8], [3:0-5-14,0-0-8], [4:0-5-14,0-0-8], [5:0-5-14,0-0-8], [7:0-5-14,0-0-8], [8:0-5-14,0-0-8], [9:0-5-14,0-0-8], [10:0-5-14,0-0-8], [11:0-2-11,Edgel.111:0-0-0.0-2-01 f14,0 -1-190-1-R1 r1 0-41-1-1or1_,_a1 LOADING(psf) , TCLL 33.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) -0.01 13 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 106 lb LUMBER TOP CHORD 2 X 4 DF NO.1&Btr G BOT CHORD 2 X 4 DF NoA G WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 24, 25 REACTIONS (Ib/size) 19=334/8-3-0, 14=334/8-3-0, 17=1/8-3-0, 16=1/8-3-0, 13=876/8-3-0, 15=456/8-3-0, 20=876/8-3-0, 18=456/8-3-0 Max Horz20=21(load case 5) Max Uplift17=3(load case 2), 16=3(load case 3) Max Grav19=477(load case 2), 14=477(load case 3), 17=32(load case 4), 16=32(load case 4), 13=1046(load case 3), 15=532(load case 3), 20=1046(load case 2), 18=532(load case 2) FORCES (lb) - Maximum CompressiordMaximum Tension TOP CHORD 1-2=0/881, 2-3=0/1011. 34=01763, 4-5=0/889, 5-6=01852, 6-7=01852, 7-8=0/88% 8-9=0!763, 9-10=0/1011, 10-11=0/881 BOT CHORD , 1-21=-727/0, 20-21=727/0, 19-20=727/0, 18-19=366/0, 17-18=386/0, 16-17=-386/0, 15-16=386/0, 14-15=386/0, 13-14=727/0, 12-13=727/0, 11-12=727/0 WEBS 19-25=-619/0, 6-25=693/0, 6-24=693/0, 14-24=619/0, 10-12=84/20, 9-13=833/0,8-114=-77/0' 7-24=-384/0, 15-24=-472/0, 2-21=-84/20, 3-20=833/0, 4-19=77/0, 5-25=384/0, 18-25=-472/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Roof design load is based on 55.0 psf ground snow load; open terrain, exposure factor 0.6; and normal structure, importance factor 1.0. 4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 WARNING - Der1ry deMyn paawn - and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE US& Design valid for use only with Welt connectors. This design is based only u;oon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web nembers only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding fabrication, quarity control. storoge, delivery. erection and bracing, consult ANSI/TPII Quality Chledo, DSB-89 and 8CSI1 Building Component Safety Information available from Truss. Plate Institute. 583 D'OnoMo Drive. Mladrsgn. WI 53719. . �O9?,pFESSICO pN9l Of C 046-433 T r7 December 18,2006 QTY`. MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 NOTES I' 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Non Standard bearing condition. Review required: 9) In the LOAD CASE(S) section, loadsappliedto the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard { 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-14 it Trapezoidal Loads (plf) Vert: 1=172(F= -86) -to -6=217(F=131), 6= -217(F= -131) -to -11=172(F=-86) A WARNWO • Ferjfg dt-Mgn Faramct— and READ NOTES ON 77778 AND INCLUDED MTEK REFERENCE FAGE MU -7473 BEFORE USE. Design valid for use only Wlh Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. App6cobirriy of design paramentersand proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown M iTe k. is for lateral support of individual web members only. Additional temporcry bracing to insure stability during construction is the responsibilliy, of the erecta. Additional pemanenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qua6y control, storage., delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8/ and BCSII Buflding Component Po...... --- Safety Information available from Truis Plate institute. 583 D'Onofrio Drive. Modison. WI 53719., 7777 Greenback Lane. Suite 109 i Citrus Heights, CA, 95810 Job russ russ ype _ h rly o0 <ROS1215 GE1 ROOF TRUSS 1 1 R2378365E Job Reference o lianaI Longfellow Lumber Co., Inc., Chico.m, Ca. 95928-7434, AdaDietz 6.200 s "-1 13 2005 MiTek Industries, Inc. Fri Dec 15 13:54:23 2006 Page 1 13.0-0 32-0-0 13-0-0 r 3x4 II 19-0.0 Scale = 1:70.3 NO TOP CHORD NOTCHING IS ALLOWED 5.00 12 11 WITHIN 24" OF THE HEEL JOINTS. sn 12 5 qu iy its 37 36 .."" axo - 1.5x4 11 26. 1.5x4 II 5x4 II 3x10 = 3x4 = 1.5x4 11 1.5x4.11 1.5x4 11 1.5x4 11 1.5x4 11 5x6 = 3.30 12 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 II IgI� 16-0-0 22-1.14 29-8-8 32.0-0 16-0-0 B-10,4 6-10-4 238 Plate Offsets (X,Y): [2:0-5-0,0-1-0], [3:C-5-0,0-1-0], [4:0-5-0,0-1-0], [5:0-5-0,0-1-0], [6:0-5-0,0-1-0], [7:0-50,0-1-0], [8:0-5-0,0-1-0], [9:0-5-0,0-1-0], [10:0-5-0,0-1-0], [12:0-5-0,0-1-0], [13:0-50,0-1-0], [14:0-5-0,0-1-0], [15:0-5-0,0-1-0], [16:0-50,0-1-0], [17:0-5-0,0-1-0], [19:0-50,0-1-0], [20:0-50,0-1-0], [21:0-5-0,0-1-0], [22:0-50,0-1-0], [23:0-50 0-1-01, [24:0-50,0-1-01 [25:0-3-13 Edged [25:0-2-4,0-2-0], [26:0-6-0.0-1-01 [31:0-3-0.0-0-01, [36:0-3-0,0-0-121 LOADING (psf) TCLL 33.0 SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase . 1.15 TC 0.79 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 _ Lumber Increase 1.15 BC 0.80 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) -0.00 26 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 2551b LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Std G OTHERS 2 X 4 OF Std G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 48=-114/30-0-0, 31=553/30-0-0, 26=525/30-", 39=437/30-0.0, 38=357/30-0-0. 36=349/30-0-0, 27=736/30-0-0, 28=-103/30-0-0, 29=339/30-0-0, 30=114/30-0-0, 32=141/30-0-0, 33=345/30-0-0, 34=339/30-0-0, 35=337/30-0-0, 47=496/30-0-0, 46=291/30-0-0, 45=316/30-0-0, 44=315/30-0-0, 43=325/30-0-0, 42=329/30-0-0, 41=341/30-0-0, 40=392/30-0-0, 37=313/30-0-0 Max Horz48=-85(load case 5) Max Uplift48=-182(load case 3), 28=-122(load case 3) . Max Grav31=643(load case 3), 26=609(load case 3), 39=469(load case 2), 38=391(load case 3), 36=411(load case 3), 27=862(load case 3), 28=6(load case 6), 29=395(load case 3), 30=133(load case 3), 32=164(load case 3), 33=402(load case 3), 34=394(load case 3), 35=393(load case 3), 47=496(load case 1), 46=348(load case 2), 45=366(load case 2), 44=368(load case 2), 43=378(load case 2), 42=384(load case 2), 41=400(load case 2), 40=457(load case 2), 37=365(load case 3) FORCES (lb) - Maximum Compression!Maximum Tension TOP CHORD 1-2=0/183, 2-3=0/157, 3-4=3/151, 4-5=-4/154, 5-6=6/156, 6-7=7/158, 7-8=7/161, 8-9=11/164, 9-10=-32/172, 10 -11=241113,11 -12=19/113,12 -13=0/156,13 -14=0/187,14-15=0/179,15-16=0/179,16-17=0/182,17-18=0/192, 18-19=0/108, 19-20=20/108, 20-21=0/306, 21-22=-5/208, 22-23=8/254, 23-24=84/33, 24-25=55/366, 1-48=39/66 BOT CHORD 47-48=-100/52, 46-47=100/52, 45-46=100/52, 44-45=100/52, 43-44=-100152, 42-43=-100/52, 41-42=100152, OF ESS/ 40-41=100152, 39-40=100/52, 38-39=100/52, 37-38=100/52, 36-37=100152, 3536=105/55, 34-35=105/55, OQR O�9 33-34=105/55, 32-33=105/56, 31-32=106/56, 30-31=-171/47, 29-30=169/48, 28-29=177/47, 27-28=147/50, 26-27=236/41, 25-26=163/44 7.��R WEBS 10-39 X46/0, 12-38=374/0, 14-36=-367/0, 24-27=-1203/0, 23-28=0/264, 22-29=-409/0, 21-30=108/9, 20-31=694/0, CO 23-28=0/264tZ G% 19-32=144/3, 17-33=384/0, 16-34=375/0, 15-35=375/0, 2-47=371/0, 3-46=350/0, 445=341/0, 5-44=351/0,Q -L fZTI 6-43=359/0, 742=-365/0,841=-382/0.940=-437/0.13-37=-350/0 ( C 00433 * E 07 Continued on page 2 December 18,2006 ® WARMNG - Der(fy design Parameters and READ NOTES ON THIS AND INCLUDED /TITER REFERENCE PAGE DTD -7473 BEFORE USE. Design valid tot use only with Welt connectors. this design ii based only upon parameters shown, and is for an individual building component. Nil Applicability of design poromenters and proper incorpwalion of component is responsibility of building designer - not buss desgner. Bracing shown is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty of the er. MiTek, ector. Additional permanent brocing of the overall structure is the respomibifiy, of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality CNdedo, DSB-89•and BCSII Building Component .o.t. ro.......- Safey Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison. WI 53719. , 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 o 1 1 russ russ ype July I ply =13W.50.ffe KROS1215 GE1 ROOFTRUSS 1 1 R23783656 alLongfellow Lumber Co.,Inc., Chico, Ca. 95928-7434Adam Dietz 6.200sJul k Industries, Inc. Fri Dec 15 13:54:23 2006 Page 2 NOTES. '1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 32 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the Plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Roof design load is based on 55.0 psf ground snow load; open terrain, exposure factor 0.6; and normal structure, importance factor 1.0. 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x8 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Non Standard bearing condibon. Review required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 36-48=14, 31-36=14, 26-31=-14, 25-26=-14 Trapezoidal Loads (plo Vert: 1=202(F= -116) -to -ll= -257(F=-171), 11=257(F=171)to-25=172(F=86) A WARNMr, - Ver1 fy d—Ign par-vmecers and READ NOTES ON THIS AND WCLUDED ArTER REFERENCE PAGE AM 7473 BEFORE USE. �e• Desgn vorid for use only wills Mlek connectors. This design is based only upon porameters shown. and is fog an individual building component. ` Applicability of design paramenters and proper incorporation of component is responsibility of building deagner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, sioroge. delivery, erection and bracing, consult ANSTAI'll Quality Criteria, DSB-89and BCSII Building Component —.+w•e.a•cw.on.a- Safey Information available from Truss Plate Institute. 583 D'Onofrio Drive. Modison. WI 53719. , 7777 Greenback Lane, Suite 109 Citrus Heights, CA. 95610 ob Truss cuss ype N Ply 00 :ROS1215 - GE2 ROOF TRUSS1 R2378365 1 Job Reference o lional Longfellow Lumber Co., Inc.. Chico. Ca. 95928-7434, Adam Dietz 6.200 s Jul 13 2005 Ad* Tek Industries, Inc. Fri Dec 15 13:54:24 2006 Page 1 19-0-0 i 19.0-0 3x6 11 Scale = 1:75.5 5.00 12 NO TOP CHORD NOTCHING IS ALLOWED 15 WITHIN 24" OF THE HEEL JOINTS. 13 t4 16 17 3x6 i 10 12 18 20 11 19 3x6 9 21 7 8 6 22 23 • 5 24 3x8 2 4 25 3 26 27 3x10 28 1 50 49 48 47 46 29 1 1� 45 "' sxs = 55 50- 1.5x4 11 56 = 11.5x1.5x4 I I 41 40 39 38 37 36 35 34 33 32 31 30 56 3x6 = 1.5x4 II II 1.Sxc II 1.54 I1.5xII 5x6 3 3x6 3.0Q2.5x4 I 1.5x4 1.5x4 11 . . . .x 2-381.5x4 11• 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 = _- a 2-0-0112-0-01.5x4 II z -0-o z1 -B -B 38-0-0 2-0-0 9-8.8 9-8.8 16.3.8 0-38 Plate Offsets (X,Y): [1:0-1-0,0-2-8], [1:0-1-13, Edge], [2:0-5-0,0-1-0], 13:0-5-0,0-1-01, [4:0-5-0,0-1-0], [5:0-5-0,0-1-0], [6:0-s-0,0-1-0], [8:0-5-0,0-1-0], 19:0-5-0,0-1-0], [10:0-5-0,0-1-0], [11:0-5-0,0-1-0], [12:0-5-0,0-1-0], [13:0-5-0,0-1-0], [14:0-5-0,0-1-0], [15:0-2-4,0-1-8], [16:0-5-0,0-1-0], [17:0-5-0,0-1-0], [18:0-5-0,0-1-0], [19:0-5-0,0-1-0], [20:0-5-0 ,0-1-0], [21:0-5-0,0-1-0], [22:0-5-0,0-1-0], [24:0-5-0,0-1-0], (25:0-5-0,0-1-0], [26:0-5-0,0-1-0], [27:0-5-0,0-1-0], [28:x5-12,0-0-8], [29:0-1-13.Edge], [29:0-1-0,0-2-8], [40:0-4-0,0-0-81- 155:0-3-4 0-0-121 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 8-5-2 oc purlins. BOT CHORD 2 X 4 DF No.1 G BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 55=355/34-0-0, 48=53/34-0-0, 40=136/34-0-0, 43=524/34-0-0, 42=518!34-0-0, 30=1216/34-0-0, 31=290/34-0-0, 32=318/34-0-0, 33=301/34-0-0, 34=307/34-0-0, 35=310/34-0-0, 36=320.x34-0-0, 37=329/34-0-0, 38=331/34-0-0, 39=324/34-0-0, 41=358/34-0-0, 54=697/34-0-0, 53=39/34-0-0, 52=293/34-0-0, 51=304/34-0-0, 50=303/34-0-0, 49=306134-0-0, 47=323/34-0-0, 46=331/34-0-0, 45=320/34-0-0, 44=357.x34-0-0 Max Horz 55=-1 5(load case 5) r Max Uplift48=15(load case 3), 31=445(load case 3), .53=14(load case 2) Max Grav55=478(load case 2), 48=144(load case 2), 40=139(load case 3), 43=526(load case 2), 42=553(load case 3), 30=1548(load :ase 3), 32=378(load case 3), 33=351(load case 3), 34=358(load case 3), 35=361(load case 3), 36=373(load case 3), 37=383(load case 3), 38=388(load case 3), 39=382(load case 3), 41=409(load case 3), 54=833(load case 2), 53=99(load case 3), 52=340(load case 2), 51=358(load case 2), 50=352(load Case 2), 49=356(load case 2), 47=376(load case 2), 46=388(load case 2), 45=381 (load case 2), 44=401 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=Of749, 2-3=0/607, 3-4=0/663, 4-5=0/661, 5-6=01662, 6-7=0/594, 7-8=0/664, 8-9=0/666, 9-10=0!666, 10-11=0!668, 11-12=0/672, 1 2-1 3=076 6 4, 13-14=0/644, 14-15=0/519, 15-16=0/535, 16-17=0/655, 17-18=0!703, 18-19=0/692, 19-20=0/689 , 20-21=0/688, 21-22/686, 22-23=0/684, 23-24=01566, 24-25=0/683, 25-26=01689, 26-27=0!672, 27-28=0/480, 28-29=0/831 BOT CHORD 1-55=-571/0, 54-55=-598/0, 53-54=-591/0, 52-53=591/0, 51-52=-591/0, 50-51=591/0, 49-50=591/0, 48-49=591/0, QROFESS1ON\ 47-48=590/0, 46-47=591/0, 45-46=591/0. 44-45=591/0, 434=-590!0, 423=591/0, 41-02=590/0, 40-41=590/0, �Q�'�R S. T�NG��_ 39-40=5711/0, 38-39=571/0, 37-38=571/0, 36-37=571/0, 35-36=-571/0, 34-35=-571/0, 33-34=-571/0, 32-33=571/0, 31-32=571/0, 30-31=571/0, 29-30=571/0 WEBS 14-43=508/0, 16-42=-536/0, 28-30=1311!0, 27-31=0/277, 26-32=-309/0, 25-33=346/0, 24-34=336/0, 22-35=343/0, c Q 2 21-36=354/0, 20-37=364/0, 19-38=369/0, 18-39=359!0, 17 41=395/0, 2-54=1024/0, 3-53=80/105, 4-52=340/0, � C 046 3 rn 5-51=-335/0, 6.50=-334/0, 8-49=-339/0, 9-48=364/0, 10-47=360/0, 11-46=-369/0, 12-45=-362/0, 13-44=-386/0 * EX"' 07 Continued on page 2 OF December 18,2006 A WARMNG - Verify design p-anarte and READ NOTES ON THIS .9ND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid far use only with MiTek connectors. This design is based only upon porometers shown, and is for on individual building component. - Applicability of design poramenters c nd proper incorperolion of component is responsibility of building designer -not truss designer. Bracing shown MiTek. u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent brociig of the overall structure is the responsibility of the building designer. for general guidance regarding tobrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and 8CSI1 Bullding Component satety Information available from Truss Plate Institute. 583 D'Onofrfo Drive. Modugn. wl 53719., 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 TOADING(psf) 33.0 SPACING 12-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.78 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) -0.03 30 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 274 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 8-5-2 oc purlins. BOT CHORD 2 X 4 DF No.1 G BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 DF Std G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 55=355/34-0-0, 48=53/34-0-0, 40=136/34-0-0, 43=524/34-0-0, 42=518!34-0-0, 30=1216/34-0-0, 31=290/34-0-0, 32=318/34-0-0, 33=301/34-0-0, 34=307/34-0-0, 35=310/34-0-0, 36=320.x34-0-0, 37=329/34-0-0, 38=331/34-0-0, 39=324/34-0-0, 41=358/34-0-0, 54=697/34-0-0, 53=39/34-0-0, 52=293/34-0-0, 51=304/34-0-0, 50=303/34-0-0, 49=306134-0-0, 47=323/34-0-0, 46=331/34-0-0, 45=320/34-0-0, 44=357.x34-0-0 Max Horz 55=-1 5(load case 5) r Max Uplift48=15(load case 3), 31=445(load case 3), .53=14(load case 2) Max Grav55=478(load case 2), 48=144(load case 2), 40=139(load case 3), 43=526(load case 2), 42=553(load case 3), 30=1548(load :ase 3), 32=378(load case 3), 33=351(load case 3), 34=358(load case 3), 35=361(load case 3), 36=373(load case 3), 37=383(load case 3), 38=388(load case 3), 39=382(load case 3), 41=409(load case 3), 54=833(load case 2), 53=99(load case 3), 52=340(load case 2), 51=358(load case 2), 50=352(load Case 2), 49=356(load case 2), 47=376(load case 2), 46=388(load case 2), 45=381 (load case 2), 44=401 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=Of749, 2-3=0/607, 3-4=0/663, 4-5=0/661, 5-6=01662, 6-7=0/594, 7-8=0/664, 8-9=0/666, 9-10=0!666, 10-11=0!668, 11-12=0/672, 1 2-1 3=076 6 4, 13-14=0/644, 14-15=0/519, 15-16=0/535, 16-17=0/655, 17-18=0!703, 18-19=0/692, 19-20=0/689 , 20-21=0/688, 21-22/686, 22-23=0/684, 23-24=01566, 24-25=0/683, 25-26=01689, 26-27=0!672, 27-28=0/480, 28-29=0/831 BOT CHORD 1-55=-571/0, 54-55=-598/0, 53-54=-591/0, 52-53=591/0, 51-52=-591/0, 50-51=591/0, 49-50=591/0, 48-49=591/0, QROFESS1ON\ 47-48=590/0, 46-47=591/0, 45-46=591/0. 44-45=591/0, 434=-590!0, 423=591/0, 41-02=590/0, 40-41=590/0, �Q�'�R S. T�NG��_ 39-40=5711/0, 38-39=571/0, 37-38=571/0, 36-37=571/0, 35-36=-571/0, 34-35=-571/0, 33-34=-571/0, 32-33=571/0, 31-32=571/0, 30-31=571/0, 29-30=571/0 WEBS 14-43=508/0, 16-42=-536/0, 28-30=1311!0, 27-31=0/277, 26-32=-309/0, 25-33=346/0, 24-34=336/0, 22-35=343/0, c Q 2 21-36=354/0, 20-37=364/0, 19-38=369/0, 18-39=359!0, 17 41=395/0, 2-54=1024/0, 3-53=80/105, 4-52=340/0, � C 046 3 rn 5-51=-335/0, 6.50=-334/0, 8-49=-339/0, 9-48=364/0, 10-47=360/0, 11-46=-369/0, 12-45=-362/0, 13-44=-386/0 * EX"' 07 Continued on page 2 OF December 18,2006 A WARMNG - Verify design p-anarte and READ NOTES ON THIS .9ND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid far use only with MiTek connectors. This design is based only upon porometers shown, and is for on individual building component. - Applicability of design poramenters c nd proper incorperolion of component is responsibility of building designer -not truss designer. Bracing shown MiTek. u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent brociig of the overall structure is the responsibility of the building designer. for general guidance regarding tobrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and 8CSI1 Bullding Component satety Information available from Truss Plate Institute. 583 D'Onofrfo Drive. Modugn. wl 53719., 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job cuss I hiss ype 17"" y o0 KROS1215 GE2 ROOF TRUSS 823783657 1 Job Reference o Uonal Longfellow Lumber Co., Inc.. Chieo, Ca. 95928-74J4, Adam Dietz 6.200 s Jul 13 2005 Mir Industries, Inc. Fri Dec 15 13:54:24 2006 Page 2 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 38 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Roof design load is based on 55.0 psf ground snow load; open terrain, exposure factor 0.6; and normal structure, importance factor 1.0. 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x8 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc.- 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Non Standard bearing condition. Review required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-55=-14, 48-55=14, 40-48=14, 29-40=-14 Trapezoidal Loads (plf) Vert: 1= -172(F=86) -to -15=257(F=-171), 15= -257(F= -171) -to -29=172(F=-86) ® WARNING - Verify design par—et— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE pAGE MD -7473 BEFORE USE. If Design volid for use only vilh Mlek connectors. This design's based only upon porometers shown, and is lar on individual building component. ■■ Applicability of deign paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown Qk is tar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the L rector. Additional permonenl brocirg of the overall structure is the responsibility of the building designer. For general guidorsce regarding M iTe lobrication, quality control. storage. delivery, erection and bracing, consult ANSIAPIi Quality Maria. DSB-89 and BCSII Building Component •.......... ;.- Safety Information available from Trus Plate Institute. 583 D'Onofrio Drive. Mad -son, w153719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 0 cuss Truss ype ry y KROS1215 GE3 ROOFTRUSS 1 1 R23783658 7JobReference Longfellow Lumber Co., Inc., Chico, Ca. 95928-74.34, Adam Dietz Ud PLATES GRIP (Ground Snow --55.0).0) (Optional) 13-0-0 3x6 II 2x8 11 •2x8 11 2x8 II 9 • , 11 mi ax mausules, inc. hn Dec 15 13:54:24 2006 Page 1 13.0-0 NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. Scale = 1:45.5 w ca co a Zb Z5 24 23 22 21 20 19 18 3x4 = 3x4 = I$ 2-0.0 - 24.0-0 Plate Offsets (X,v): [1:0-0-12,0-1-12], [2:0-5-12,0-0-81, [3:0-5-0,0-1-0], [4:0-5-0,0-1-0J, [5:0-5-0,0-1-01, [6:0-5-0,0-1-0], [7:0-5-0,0-1-01, [8:0-5-0,0-1-0], [9:0-2-4,0-1-8], [10:0-5-0,0-1-0), [11:0-5-0.0-1-0]. [12:0-5-0.0-1-01, (13:0-5-0.0-1-01 [1470-5-0,0-1-01, [15:0-5-0,0-1-01, [16:0-5-12.0-0-81. (17:0-0-12.0-1-121 rl 7,01-3-111 Frinpl LOADING (psf) TOP CHORD 1-2=0/894, 2-3=0/695, 34=0f781, 4-5=0!784, 5-6=0/783, 6-7=0!791, 7-8=07797, 8-9=0/619, 9-10=0/619, 10-11=0!797, 11-12=0!791,12-13=07783,13-14=0!784, 14-15=0!781,15-16=0/695,16-17=0/894 BOT CHORD 1-32=-671/0, 31-32=-671/0, 30-31=-671/0, 29-30=-071/0, 28-29=671/0, 27-28=-671/0, 26-27=671/0, 25-26=671/0, ' TCLL 33.0 SPACING 2-0 0 CSI DEFL in (lac) I/deft Ud PLATES GRIP (Ground Snow --55.0).0) Plates Increase 1.15 TC 0.71 Vert(LL) Vert LL n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) n/a n/a 999 * EXP. 7 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) -0.02 18 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 163 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 9-9-11 oc purlins. BOT CHORD 2 X 4 DF G Std OTHERS 2 X 4 DF Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 25=656/22-0-0.24=656/22-M, 18=1024/22-0-0, 19=129/22-0-0, 20=309/22-0-0, 21=297/22-0-0, 22=291/22-0-0, 23=360/22-0-0, 32=1024/22-0-0, 31=-129/22-0-0, 30=309/22-0-0, 29=297/22-0-0, 28=291/22-0-0, 27=360/22-0-0 Max Horz32=10(load case 5) . Max Uplift19=353(load case 3), 31=353(load case 2) Max Grav25=679(load case 2), 24=679(load case 3), 18=1439(load case 3), 19=115(load case 2), 20=374(load case 3), 21=348(load case 3), 22=345(load case 3), 23=421(load case 3), 32=1439(load case 2), 31=115(load case 3), 30=374(load cave 2), 29=348(load case 2), 28=345(load case 2), 27=421(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=0/894, 2-3=0/695, 34=0f781, 4-5=0!784, 5-6=0/783, 6-7=0!791, 7-8=07797, 8-9=0/619, 9-10=0/619, 10-11=0!797, 11-12=0!791,12-13=07783,13-14=0!784, 14-15=0!781,15-16=0/695,16-17=0/894 BOT CHORD 1-32=-671/0, 31-32=-671/0, 30-31=-671/0, 29-30=-071/0, 28-29=671/0, 27-28=-671/0, 26-27=671/0, 25-26=671/0, 24-25=671/0, 23-24=671/0, 22-23=671/0, 21-22=671/0, 20-21=-671/0, 19-20=-671/0, 18-19=X71/0, 17-18=-671/0 WEBS 8-25=657/0, 10-24=657/0, 16-18=1226/0, 15-19=116/209, 14-20=-312/0, 13-21=341/0, 12-22=324/0, 11-23=401/0, 2-32=-1226/0, 3-31=-116/209, 4-30=312/0, 5-29=341/0, 6-28=-324/0, 7-27=-401/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If RpFESS1 porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry COQ R S. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. C, 3) Roof design load is based on 55.0 psf ground snow load; open terrain, exposure factor 0.6; and normal structure, importance factor 1.0. � Q m 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. Cfrl � O`t6 33 � 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * EXP. 7 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Non Standard bearing condition. Renew required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 \P/ Fn= .. C, December 18,2006 ® WARNING - Verify dealgn pararnea- and READ NOTES ON THIS AAD INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Mlek comeclors. This design is based only upon poramelers shown, and is furan individual building component. r Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the Mire k. erecta. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSII Building Component rr,rar,W.- Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. , 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 o 1 russ cuss Type N y o0 KROS1215 GE3 ROOF TRUSS R23783658 1 1 Job Reference o lions] Longfellow Lumber Co., Ina, Chieo, C. 95928.7434, Adam Diems - 6.200 s Jul 13 2005 MTek Industries, Inc. Fri Dec 15 13:54:24 2006 Page 2 LOAD CASE(S) Standard ' 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-17=14 Trapezoidal Loads (plf) Vert 1=172(F=86}to-9=232(F=146), 9=232(F= -146) -to -17=172(F=86) ' r 0 ® WARNING - Perrfy dearyn parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE Mil -7473 BEFORE USE. Design valid lar use only with M lek connectors. This design's based only upon poramelers shown, and is for on individual building component, Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M i Te k is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, derwery, erection and bracing, consul] ANSI/I[_Pll Quality Criteria, DSB-89 and BCSII Building Component Suite 109 Su 7777 Greenback Lane, Safety Information available from Truss Plate Institute. 5113 D•Onofrio Drive. Madison. WI 53719.,. CH -1 Heights, CA, ne. Su WARNING., BC■S� -B1 SUMMAR SHEET - GUIDE FOR HANDLING, I�NSTALLI�NG AND BRAC�I�NG OF METAL PLATE CONNECTED WOODON MRSSEfS GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los trusses no estan marcados de ning6n modo que the frequency or location of temporary bracing. identifique la frecuencia o localizaci6n de los arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendaciones de manejo, installing and temporary bracing of trusses. instalaci6n y arriostre temporal de los trusses. Vea el folleto Refer to BCSI 1-03 Guide to Good Practice for BCSI 1-03 Guia de Buena P6Ldca Data el Manejo, Instalacitin Handling Installing & Bracing of Metal Plate y Arriostre de los Trusses de Madera Connectados con Connected Wood Trusses for more detailed Placas de Metalpara para mayor information. information. Truss Design Drawings may specify locations of Los dibujos de disefio de IDs trusses pueden especificar permanent bracing on individual compression las loralizariones de los arriostres permanentes en los members. Refer to the BCSI-63 Summary miembros individuales en compresi6n. Vea la hoja IesOmen Sheet -Web Member Permanent Bracing/Web BCSI.63 Data los arriostres permanentes y refuerzos de los Reinforcement for more information. All other miembros secundarios (webs l para mayor informaci6n. EI permanent bracing design is the responsibility recto de arriostres permanentes son la responsabilidad del of the Building Designer. Disehador del Edificio. ® The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when 0 mho cutting banding. 1 Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANE30 j� Allow no more No permita mas Use special care in �� than 3" of deFlec- de 3 pulgadas de windy weather or don for every 10' pandeo por cada 10 near power lines of span. pies de tramo. and airports. to to 6'max. 'e, I to Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK ,t ss��a$o�ce uo n Iyy@ 'Sao, •op - :".2; rn >4r_•xR.Ri,�..�c 4 "aL..' .,.rSd' QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados con bloques a cada 8 o 10 pies. f 7f For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amlento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilacl6n. Utilice cuidado especial en d(as ventosos o cerca de cables electricos o de aeropuertos. Spreader bar for truss bundles O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Avoid lateral bending. — Evite la Flexion lateral rqzN Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. tierra desigual. 4 �tt1� HAND ERECTION — LEVANTAMIENTO A MANO 1-7f Trusses 20' or _ , , % `; ; - -. 1-7f Trusses 30' or - LJ less, support LJ less, support at at peak. �� t/ �� quarter points. r Levante Levante de del pito los los cuartos trusses de 20 de tramp los pies o menos. trusses de 30 E Trusses up to 20' -1,. pies o menos.I Trusses up to 30' Trusses hasta 20 pies I russes hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga Cada truss en poslci6n con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. GDo not lift trusses over 30' by the peak. No levante del pito los trusses de mos de 30 pies. Greater than 30' Mas de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60• or less Approx. 1/2 �I Tagline truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe -m >� / Toe -in Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach Y above or stitfbadt 1maxx.. m mid-height J — Spreader bar 2/3 to i13l4 truss length Tagline �— TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ® Refer to BCSI-82 Summary Sheet - Truss Installa- v tion and Temporary Bracina for more information. Vea el res6men SCSI -82 - Instalad6n de Trusses 4 y Arriostre Temporal para mayor informaci6n. Do not walk on unbraced trusses. No camine en trusses sueltos. jam( Locate ground braces for first truss directly • in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada Lina de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of i itional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. a if L' BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR 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 maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 pies* 4 pies maximo -Consult a Professional Engineer for trusses longer than "Consulte a un ingeniero para trusses de mos de 60 pies.. Q See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. ® Refer to BfSI-B6 Summary Sheet - Gable End Ftame Bracina. f_7f Repeat diagonal braces. Vea el res6men IJ BCSI-86 - Ardostre Repita los arriostres del truss terminal diagonales. de un techo a dos aquas. l /f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instate los cinro primeros trusses con espaciadures, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4xl2' length lapped over two trusses. , 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members Diagonal braces every 10 truss 10'-15' max. spaces (20' max.) same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to SCSI -B7 Maximum lateral brace spacing Summary Sheet Plywood or OSB 10' o.c. for3x2 chords - Tempos and 15 15' o.c. for 4x2 chords Diagonal braces Permanent Bracina ,0' o1 every 15 truss for Parallel Chord D/50 D (ft.) spaces (30' max.) Tniccac for more Out -of -Plumb. information. 1.1/8° 18.8' Vea el res6men BCSI-87 - Arriostre 1/2° 2' temporal v Permanente de The end diagonal trusses de cuerdas brace for cantilevered paralelas para mayor trusses must be placed Lateral braces informacidn. on vertical webs in line 2x4xl2' length lapped with the support. over two trusses. INSTALLING - INSTALACION Gypsum Board Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. Plywood or OSB Q Length �eo'"� Max. Bew Max. Truss Bow Length ----- - � Length ► 3/4° 12.5' Max.B w '! Length —► 7/8° 14.6' Q Tolerances for D/50 D (ft.) 1° 16.7' Out -of -Plumb. 1/4" 1' 1.1/8° 18.8' Tolerancias para 1/2° 2' 1.1/4° 20.8' Fuera-de-Plomada. a 3/4" 3' . I Plumb bob 1• 4' 1-1/4" 5' 0/50 max I 1-1/2" 6' 1-3/4" 7' 2" a:8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION © Do not proceed with construction until all bracing is securely Maximum Stack Height and property in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma aproplada y Segura. Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Carga de Construcci6n para mayor informaci6n. i �lll� GDo not overload small groups or single trusses. No sobrecargue pequehos grupos o trusses individuates. QPlace loads over as many trusses as possible. Culoque las cargas sobre tantos trusses tomo sea posible. QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES ® Refer to BCSI-B5 Summary Sheet - Truss Damage. lobsite Modifications and Installation Errors. Vea el res6men BCSI-B5 Danos de trusses. Modificaciones en la Obra y Errores de Instalaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del disefio del truss. Aa ® Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizaci6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3.4 tiles high NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project The Contractor should seek any required assistance regarding construction practices from a competent parry. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put Boor and roof lasses into place SAFELY. These recommendations for handling, installing and bmdng wood trusses are based upon the collective experience of leading technical personnel in the wood truss Industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or ErecdoNinstallation contactor. R Is not Intended that Nese recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation contractor or otherwise) for handling, Installing and bracing wood lasses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss ErectioMinstalladon contractor. Thus, the Wood Russ Council of America and the Truss Plate institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. I,I � WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-4849 • www.woocitruss.com 703/683-1010 • www.tpinst.org • BIWARN11x1720050501 riADV E RTE N C*�IA! HOJA RESUMEN 1D@ LA GUTA 019 BUENA PRACTICA PARA EL MANE)O, INSTrALAC--ION Y ARRIOSTRE DE LOS TRUSSES DE MADERA CONE TADOS CON PLACAS DE METAL El