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Home My WebLink About040-640-048BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 21 TAIGE WAY Owner: Permit NO: B0$-2493 APN: 040-640-048 CHINCHEN, DAVID Issued Date: 02/02/2009 By TMP Permit type: MISCELLANEOUS 5 TAIGE WAY Subtype: Private Garage/Shop CHICO, CA 95928 Expiration Date: 02/02/2010 Description: DETACHED SHOP 625 SQ.FT. Occupancy: Zoning: SR -1 Contractor Applicant: Square Footage: HANDY ANDY MAYER'S HANDY ANDY MAYER'S Building Garage Remdl/Addn' 8351 SHERWOOD BOULEVARD 8351 SHERWOOD BOULEVAI 625 LOS MOLINOS, CA 96055 LOS MOLINOS, CA 96055 Other Porch/Patio Total (530) 200-3053 (530) 200-3053 625 _ FEE INFORMATION " DB SMIP RESIDENTIAL $1.43 DBEH Building Review Fee $78.90 DBF Garage -Wood Frame Plan Che $241.16 DBMSC Garage/Shop/Strge Wood F $361.74 DP Planning Clearance for Perm $78.70 Total Charged: $761.93 Fees Paid: $761.93 Balance Due: $0.00 Receipt No: B9649 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for HANDY ANDY MAYER'S 854276 / B / 02/28/2009 the reason(s) indicated below by the checkmark(s) I have placed next to the applicable item(s) (Section 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 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 applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions is in full r and eff t. of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt from licensure and the basis for the X 02/02/2009 alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): Contractor's Signa ` Date 1, as owner of the property, or my employees with wages as their sole compensation, will do U all of or U portions of the work, and the structure is not intended or offered for sale (Section 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who, through employees' or personal effort, builds or WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: improves the property, provided that the improvements are not intended or offered for sale. If, ❑I have andwill maintain a certificate of consent to self -insure for workers' however, the building or improvement is sold within one year of completion, the Owner -Builder will have the burden of proving that it was not built or compensation, issued by the Director of Industrial Relations as provided for by Section improved for the purpose of sale.). 3700 of the Labor Code, for the performance of the work for which this permit is issued. Policy No. 1, as owner of the property, am exclusively contracting with licensed Contractors to ❑ ❑I have and will maintain workers' compensation insurance, as required by Section 3700 construct the project (Section 7044, Business and Professions Code: The Contractors' State License Law does not apply to aowner of property who builds or improves thereon, and who of the Labor Code, for the performance of the work for which this permit is issued. My workers' contracts for the projects with a licensed Contractor pursuant to the Contractors' State License State Fund 713-0014487 08/01/2009 Cartier: Policy Number: Exp. Date: Law.). I am exempt from licensure under the Contractors' State License Law for the following I certify that, in the performance of the work for which this permit is issued, I shall not ❑ reason: X 02/02/2009 employ any person in any manner so as to become subject to the workers' compensation laws ol California, and agree that, if I should become subject to the workers' comp tion provisi of Section 3700 of the Labor Code, I shall forthwith comply with Own Wsignatur Date P R IT APPLICANt DECLARATION - XLA�02/02/2009 Signature Date By my signature below, I certify to each of the following: WARNING: FAILUREECURE WORKERS' COMPENSATION COVERAGE IS I am U a California licensed contractor or U the property owner' or U authorized to UNLAWFUL, AND SHAL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES act on the property owner's behalf". AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN I have read this construction permit application and the information I have provided is ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN correct. SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. I agree to comply with all applicable city and county ordinances and state laws relating to building construction. I authorize representatives of this city or county to enter the above -identified property for ipection purposes. California Licensed Contractor, Property Owner' or Authorized� /� /� IS CONSTRUCTION LENDING AGENCY DECLARATION I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Section 3097, Civil Code). Lender's Name and Address 1f ' /1 02/02/2009 V o - Name of Permitte SIGNI Print Date FILE COPY Lender's Name & Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION* OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 p —p A FEE WILL BE REQUIRED AT TIME OF APPLICATION C .� Website: www.buttecounty.netidds OV N� PLEASE PRINT CLEARLY "When filed, this application and all supporting material becomes subject to the California Public Records Act. All pu related to this application is subject to public inspection and will be posted on the County's website for electronic access. OWNER INFORMATION Last Name i� First e Mailing Address ` t City Ci l v States Zip q Z8 Phone _ Li _ Fax E-mail CONTRACTOR Name Name 1 CL Address O 1 d City State Phone Zip Phone- E-mail F yb E-mail C_� wls� SOC (d � + Lic. #�qg_7 3 APPLICANT SIGNATURE X LL&�� PROJECT LOCATION AP# U410_lnuD_6Li b Property Address Z ` T city Cv\t i?c) PERMIT NO. BIN #A_� WORKER'S COMPENSATION Policy Number Carrier S T5k &nA, tfhinng anyone other than license contractors, a cerVicate of worker's compensation must be shown at the time ofpermit issuance LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: a 1ne t� �5 Sq FT- Living Ga ra l02 Open Cov O Structure Built without Permits 0 Proposed Change of Occupancy (Note previous use): For office use onl ARCHITECTIENGINEER Name 1 CL Address C � City State Zip Phone Db- Fax E-mail Y 1v State License Number APPLICANT SIGNATURE X LL&�� PROJECT LOCATION AP# U410_lnuD_6Li b Property Address Z ` T city Cv\t i?c) PERMIT NO. BIN #A_� WORKER'S COMPENSATION Policy Number Carrier S T5k &nA, tfhinng anyone other than license contractors, a cerVicate of worker's compensation must be shown at the time ofpermit issuance LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: a 1ne t� �5 Sq FT- Living Ga ra l02 Open Cov O Structure Built without Permits 0 Proposed Change of Occupancy (Note previous use): For office use onl APPLICANT INFORMATION Name 1 CL Address C � cityState Z Phon Db- Fax --ay`fC� E-mail ll�G t ,. Y 1v APPLICANT SIGNATURE X LL&�� PROJECT LOCATION AP# U410_lnuD_6Li b Property Address Z ` T city Cv\t i?c) PERMIT NO. BIN #A_� WORKER'S COMPENSATION Policy Number Carrier S T5k &nA, tfhinng anyone other than license contractors, a cerVicate of worker's compensation must be shown at the time ofpermit issuance LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: a 1ne t� �5 Sq FT- Living Ga ra l02 Open Cov O Structure Built without Permits 0 Proposed Change of Occupancy (Note previous use): For office use onl Zoning Flood Zone SRA res o Occ. Type Const. C � Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds C.40. 0 O 0 O O �Ic National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B08-2493 Location: 21 TAIGE WAY Parcel Number: 040-640-048 Owner Name: CHINCHEN, DAVID Description: DETACHED SHOP 625 SQXT. Date: 12/29/2008 By: TMP Sub Type: Private GaraEe/Shop Phone: 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 disturber one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: 0, 1 uv�� Title: FILE Date: 12/29/2008 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS" Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY" Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days 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 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municinalcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Reference Number: B08-2493 Location: 21 TAIGE WAY Parcel Number: 040-640-048 Date: 12/29/2008 Owner Name: CHINCHEN, DAVID Phone: Description: DETACHED SHOP 625 SQ.FT. Signature of Applicant: UDate: 12/29/2008 FILE _ ,3-S 9_,umber $1,055.03 Miscellaneous Items: $60.00 Sub 'Total: $1,115.03 Delivery: $300.00 -5321 Eastside Rd. To: Quotation Redding, CA 96001 ANDY MAYER (530) 244-0700 Fax: (530) 244-3329 Job Number: M3782 Project: Block No: CORNING, CA Page: I Model: Lot No: Date: 12/15/08 1 1:22:09 Contact: Site: Office: Deliver To: Account No: 000000928 Name: Designer: Fax: 25X25 Salesperson: Mike Crittenden Tentative Delivery Date: Quote Number: M3782CHICO, P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Top Pit. LOH ROH Height Bot. Pit. 2A10 25-00-00 2,4 2 x 4 6.00 02-00-00 02-00-00 113 lbs. each CAL. HIP 06-03-12 2 Al2 116 lbs. each Z5-00-00 2 x 4 CAL. HIP 6.00 07-03-12 02-00-00 02-00-00 4 A6 (2) 2 -Ply 124 lbs. each 25-00-00 2 x 6 2 x 4 CAL. HIP 6.00 04-03-12 02-00-00 02-00-00 2 A8 102 lbs. each 25-00-00 2x42x4 CAL. HIP 6.00 05-03-12 02-00-00 02-00-00 I6 J 06-00-00 2x42 x 4 JACK 6.00 04-03-15 02-00-00 -00-00-05 20 lbs. each 4 J2 01-11-11 2 x 4 2Y.4 6.00 02-00-00 04-00-05 14 lbs. each JACK 02-03-12 4 J4 03- 2 x 4 4 2 2 x x 4 4 6.00 02-00-00 02-00-05 20 lbs. each JACK 03-03-12 4 JC 08-05-13 2 x 4 4.24 04-03-11 02-09-15 16 lbs. each MONO TRUSS 4 S2 0]X 41-11 2 x 4 6.00 02-00-00 00-00-05 8 lbs. each JACK 02-03-12 4 S4 O2-00-00 2x42x4 6.00 02-00-00 01-11-11 I I lbs. each JACK 03-03-12 Miscella I neons tems Quantity: Description: 60 2x4 WARNING: Trusses can cause damage or injury if improperly installed or braced. Customer's, or his agent's acceptance hereof shall constitute his affirmation that he is fully trained in the proper and safe methods of truss installation and bracing. Refer to provided pamphlet entitled "BCSI-B I SUMMARY SHEET". Do not cut, alter, or use damaged trusses without engineering approval. It is the customer's responsibility to provide access to the job site. Moss cannot guarantee delivery to plate line, but to a close proximity only. It is the customer's responsibility to read and approve all truss cafes. Moss Lumber is not responsible for lost time nor repair of trusses that have been damaged or designed incorrectly. Moss will; in a timely manner; resend or repair a truss or trusses, but is not responsible for the reinstallation of the trusses. Wood that warps or twists is not inoss' control and 'J' channel should be used to replane truss. *NOTE: QUOTATION PRICE VALID IF BUILT WITHIN -r DAYS. Total Truss Price: $1,055.03 Miscellaneous Items: $60.00 Sub 'Total: $1,115.03 Delivery: $300.00 Selling Price: 1 $1,415.03 BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B08-2493 Job Address: 21 TAIGE WAY Contractor: HANDY ANDY MAYER'S 8351 SHERWOOD BOULEVARD LOS MOLINOS, CA 96055 Printed: 12/29/2008 1:13 pm Fee Description Account Number Fee Amount Paid Date Pmt Amt DB SMIP RESIDENTIAL DBSMIP RESIDENTIAL 95* Dept Co 1001-0-280-1011298 $1.43 DBEH Building Review Fee 0021-540011-4614901-10101 $78.90 12/29/2008 $78.90 DBMSC Garage/Shop/Strge Wood F 0010-440001-4210500-10101 $361.74 DBF Garage -Wood Frame Plan Che 0010-440001-4210501-10101 $241.16 12/29/2008 $241.16 683.23 $320.06 Printed By: Tammie Powell Balance Due: $363.17 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fe-Vs maA change during the plan checking process. Signature:_ Date: 12/29/2008 Pursuant to Government code ec on 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the ject or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 OFFICE: (530) 538-7541 FAX#: (530) 538-2140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 21 TAIGE WAY Owner: Permit No: B0$-1467 APN: 040-640-048 CHINCHEN, DAVID & MARCIE Issued Date: 08/06/2008 By KCG Permit type: MISCELLANEOUS 5 TAIGE WAY Subtype: Patio Cover/Cvd Pch CHICO, CA 95928 Expiration Date: 08/06/2009 Description: POOL HOUSE- NOT ENCLOSED(32 (530) 894-6312 Occupancy: Zoning: Contractor Applicant: Square Footage: ROBERT T HILL & ASSOCIATES ROBERT T HILL & ASSOCIA' Building Garage Remdl/Addn 199 EAST SHASTA AVE 199 EAST SHASTA AVE CHICO, CA 95926 CHICO, CA 95926 Other Porch/Patio Total (530) 891-4280 (530) 891-4280 320 320 FEE INFORMATION DBEH Building Review Fee $78.90 DBMSC Patio Cover/Covered Porc $223.00 DBSMIP Residential $0.51 Total Charged: $302.41 Fees Paid: $302.41 , Balance Due: $0.00 Receipt No: B8128 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License ROBERT T HILL & ASSOCIATE 377409 / B C53 / 06/30/2009 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commenci 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 f nd 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 p 08/06/2008 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractors Signature ,' Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). HAVE 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 Professions Code: L -J Section 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 Car0"tate Fund Policy Number: 2720000-564 Exp. Dale:10/01/2008 Contractor's License Law.). (This section need not be completed if the permit is orone undred dodollars ($100)or less.) ❑ I AM EXEMPT under Section B. & P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, and agree that if I should become subject to the workers' X 08/06/2008 compenspVn provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisio r. X - 08/06/2008 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 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnity, and hold harmless Butte Coun agents and employees from any and all claims and liability for personal 4', its officeBath, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONEry, HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, a, the is including death, and property damage caused t is arising out of, a in any way connected with 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 ATTORNEY'S use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte FEES. Countyt ter the above mentioned property for inspection purposes. I hereby certify that I am the propert<o n roramauthorize to act on the frertyowner'sbehalf. 08/06/2008 CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name Of ermlttee [SIGN P int Date �� the performance of the work for which this permit is issued. (3097 civ. code) a+ -ti Owner Contractor OR. ElAgent for Owne�" ent for Contractor FILE COPY Lender's Address City State Zip N BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERti'ICES BUILDING PERNMIT APPLICATION AND SUBMITTAL REQUIREIIEitiTS 24 HOUR INSPECTION+: OROVILLE: (330) 338.7636 • CHICO: (330) 391-233, OFFICE (330) 333.7341 A FEE WILL BE REQUIRED AT TIME OFAPPLICATIO;V Website: www.buttecounty.neddds �<*PLEASE PRINT CLEARLY** . APPLICANT NAME OWNER Las', Nine N in P� Ivw�` Address 21 T-AA(ae (A) city.akco Phonne state C4 zip gS-12S P�,ona (� Q A _ �03 'i - Fax E -^ail . APPLICANT NAME CONTRACTOR Name 1�geR_r tw- 4 fixcoc' Address (R S94M AA_s_- city C'kcp rail state Zip gS713 Phonne Fax Fax 4- Emit Data Approved: Lie. � 377 4aq C9 r-5 . APPLICANT NAME ARCHITECT/ENGINEER Add(ess City State Zip rail State Zip E-mail Fax Lot IState License Number . APPLICANT NAME Name SSh4q, /-5 Add(ess City State Zip P':tone Fax E-mail APPLICANT SIGNATURE X cv'l office use only: l- q'ng A R � 4.0 ' (o 4* Flood Zone SRA Yes -No. P Type Const. ivision Name Map Boot Page Lot Planner Data Approved: PERMIT NO. BI\ rr A-5 LOCATION A R � 4.0 ' (o 4* Property Address ` SAM, Oc•/J�� t2 - CityGkkCo Cross Street ee-4 WORKER'S COMPENSATION Policy Number cvUC'odvSo�o Carrier LovuLAj &ca.CL.dA_ f hiring anyone other than license contractors, a certificate of worker's rI1com pensation must be shown at the time of permit issuance. LENDING AGENCY Name Address X17:x`11 :�)!�lil•l�\�:��l�i�� iii;�a►��a►�� Description or Scope of Work: OkW Sq. Foote 32e Seo. �/ ❑ 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 required REQUEST FOR REFUN'DS 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. Received by: Amount: Bldg SRA Receipt P: Sherif MCI Other Date: Total REV 2.24-05_ KAFORMSIBUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR ( PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS" Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: D Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY" Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days 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 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municii)alcodes.lexisnexis.com/codesibutteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Reference Number: B08-1467 Date: 07/29/2008 Location: 21 TAIGE WAY Parcel Number: 040-640-048 Owner Name: CHINCHEN, DAVID & MARCIE Phone: (530) 894-6312 Description: POOL HOUSE- NOT ENCLOSED(320) r4Signature of Applicant: Date: 07/29/2008 FILE Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B08-1467 Location: 21 TAIGE WAY Parcel Number: 040-640-048 Owner Name: CHINCHEN, DAVID & MARCIE Description: POOL HOUSE- NOT ENCLOSED(320) Date: 07/29/2008 By: KCG Sub Type: Patio Cover/Cvd Pch Phone: (530) 894-6312 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: L, Title: �Kvwok FILE Date: 07/29/2008 51TE PLAN (NEW CABANA) OWNER: DAVE 4 MARCIE CHINCHEN CONTRACTOR: HILL 4 A55OCIATE5 5'T'��d1T 21 TAIGE WAY 199 E. 5HA5TA AVE. CHICO, CA 95928 CHICO, CA 95973 NEW CABANA PLAN SCALE: 4"11 = I OWNER: DAVE * MARCIE CHINCHEN 21 TAIGE WAY CHICO, CA 95928 CONTRACTOR: HILL f- A550CIATE5 199 E. 5HA5TA AVE. CHICO, CA 95973. F BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 OFFICE: (530) 538-7541 FAX#: (530) 538-2140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 21 TAIGE WAY Owner: Permit NO: B08-1303 APN: 040-640-048 CHINCHEN, DAVID & MARCIE Issued Date: 07/09/2008 By KCG Permit type: MISCELLANEOUS 5 TAIGE WAY Subtype: Private Pool CHICO, CA 95928 Expiration Date: 07/09/2009 Description: IN -GROUND POOL: MSTR# MP08-1 (530) 894-6312 Occupancy: Zoning: Contractor Applicant: Square Footage: ROBERT T HILL & ASSOCIATES ROBERT T HILL & ASSOCIA' Building Garage Remdl/Addn 199 EAST SHASTA AVE 199 EAST SHASTA AVE CHICO, CA 95926 CHICO, CA 95926 Other Porch/Patio Total (530) 891-4280 (530) 891-4280 FEE INFORMATION DBEH Building Review Fee $78.90 DBMSC Swim Pool -Master Plan Co $512.42 Total Charged: $591.32 Fees Paid: $591.32 Balance Due: $0.00 Receipt No: ' B7922 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License ROBERT T HILL & ASSOCIATE 377409 / B C53 / 06/30/2009 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) is in full o and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the _ X basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; ((�— 07/09/2008 Please check one of the following: Contra tor's Signature Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE the work himself or herself or through his or her own employees, provided that such improvements ❑I 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.). � H �AVE 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 Professions Code: LJ Section 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 Carrier: State Fund Policy Number: 2720000-564 Exp. Date:10/01/2008 Contractors License Law.). (This section need not be completed if the permit is or one hun re dollars ($100) or TessT El IAM EXEMPT under Section B. & P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, and agree that if I should become subject to the workers' X 07/09/2008 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisi s. X C� 07/09/2008 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 Sig natur_ 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 HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. Co to enter the above mentioned property for inspection purposes. I hereby certify that I am the peri owner o ized to ad o am aur' n the property owners behalf. _ 07/09/2008 CONSTRUCTION LENDING AGENCYPr 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for N e of Permittee IS GN] Fkrint Date the performance of the work for which this permit is issued. (3097 civ. code) Owner OR; Agent for Owner Agent for Contractor )Contractor 1' FILE COPY Lenders Address City State Zip 'Al (o 0 0 0 �0 TTF BUTTE COUNTY PERMIT 0 DEPARTMENT OF DEVELOPMENT SERVICES NO. 0 BUILDING PERMIT APPLICATION C AND SUBMITTAL REQUIREMENTS 5 O 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CH1C0: (530) 891-2834 BP 0 OFFICE #: (530) 538-7541 A FEE JW L BE REQUIRED AT TIME OFAPPLICATIONBIN # S'""Website: www.buttecounty.net/dds ULC — M j '" **PLEASE PRINT CLEARLY* * OWNER Last Name6& , ,a� 6 Nva T `t; Address 'Z 0,t�je' U City GtiCO State C.4• Zip CI�Z�J Phone IM Fax E-mail CONTRACTOR Name PA vi"T Address S J City 6�hCa State C4 Zip T Sof73 Phone Gni — +zoo Fax OV_ 0 5q 4 -3-z, Fax ScS APPLICANT SIGNATURE X For office use only: ARCHITECT/ENGINEER Name Address J City Lot # State Zip PhoneIM4-5$ -3-z, Fax E-mail Fax State License Number APPLICANT SIGNATURE X For office use only: APPLICANT NAME Name J Address Lot # City Date Approved: State Zip Phone LENDING AGENCY Fax E-mail APPLICANT SIGNATURE X For office use only: Zoning I Flood Zone I X I SRA I Yes J No Occ. IType Const. Subdivision Name Map Book Page Lot # Planner Date Approved: LOCATION AP# Aft- X40 r (b4o —© 46 fJ't� Property Address City G� Cross Street WORKER'S COMPENSATION Policy Numbere-wc0®o so zz'o Carrier Lt Aica U4 CvCV")At . If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address .Description or Scope of Work: l✓ -M n si r fn ` Sq. Footage O 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 required. 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. OVER FOR SUBMITTAL REQUIREMEN 15 K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Received by: Amount: Bldg Receipt #: Date: SRA Sheriff SMTP Other Total REV 7-27-04 j SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper.!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.) ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ 13. Sanitation and site plan approval from the Environmental Health Department. Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530)538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no -construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 TAIGE WAY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 21 TAIGE WAY Owner: Permit No: B07-1737 APN: 040-640-048 MARSHALL, BRIAN Issued Date: 9/21/2007 By GLB Permit type: RESIDENTIAL 5 TAIGE WAY Subtype: SFD-Custom/Model CHICO, CA 95928 Expiration Date: 9/20/2008 Description: NSF DWELLING(3101), GAR(893), ( (530) 342-0941 Occupancy: R-3 Zoning: SR -1 Contractor Applicant: Square Footage: LARRY PORTER Building Garage Remdl/Addn 2344 TIFFANY WAY 3,101 893 CHICO, CA 95926 Other Porch/Patio Total (530) 521-6727 327 4,321 FEE INFORMATION CWIF SF $2,132.89 DBSMIP Residential $22.82 CWIFAUD Impact Processing Audi $50.00 CWIFCUA $3,307.00 CWIFCUA SF $1,073.51 CWIFDDS Impact Processing Fee $50.00 DB R3 Dwelling -Custom, Model $2,318.17 DB R3 Dwelling -Custom, Model $1,545.45 Total Charged: $10,575.54 Fees Paid: $10,575.54 DBEH Building Review Fee $75.70 Balance Due: $0.00 Receipt No: B4718 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, , 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 X basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil of not more than five hundred dollars 9/21/2007 penally [$500); Please check one of the following: Contractor's Signature Date ,,,��ggg I y I I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE AND WILL the work himself or herself or through his or her own employees, provided that such improvements ❑I MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued, improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑❑ Section 3700 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). Carrier: Policy Number: Exp. Date: . (This section need not be completed if the permit is or one hundred dollars ($100) or less.) ❑ I AM EXEMPT under Section B. 8 P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X k z -Jt- ,� 9/21/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. X 9/21/2007 1 hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnity, 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 HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, injury, including death, and property damage caused arising out of, or in any way connected with DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND the issuance of this permit. I hereby acknowledge thatt is issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the Pr perty owner or am authorized to ct on a property owners behalf. CONSTRUCTION LENDING AGENCY 9/21/2007 I 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 ElContractor OR; DAgent for Owner DAgent for Contractor FILE COPY Lender's Address City State Zip �V T rF BUTTE COUNTY 0 o DEPARTMENT OF DEVELOPMENT SERVICES o o BUILDING PERMIT APPLICATION ° ° OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 o ' -`�'`' o A FEE WILL BE REQUIRED AT TI]VE OFAPPLICATION Website: w.+w.buttecounty.net/dds OUN**PLEASE PRINT CLEARLY** ARCHITECT/ENGINEER OWNER INFORMATION Last Name City C.��•G© Firs `f�.c,- Mailing Address �► . e Cit�\CO Ij Stat Zi PhoneS,,,, _ 3 2_CF Fax E-mail Lic. # ARCHITECT/ENGINEER CONTRACTOR Name City C.��•G© Address Zipwq Z City Fax State Zip Phone E-mail Fax E-mail Lic. # Class ARCHITECT/ENGINEER Name— e;t Address 3 � `�O U,O �� \` City C.��•G© Sit c, Zipwq Z Phone , s -� (, Fax E-mail State License Number APPL/C Name � ./► � T INFORMATION ,/' Address -Z Flood Zone City Ci _ ; CO Vl SRA StattC_ Zi 2 Phone Type Const. Fax E-mail APPL/CA GNATURE X PERMIT NO. WTM. BIN # 6 - PROJECT LOCATION AP# O / U_ D 70 Property Address City �� C CD Z WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: qui. S,, e cts2.1 � Sq FT- Living 1Q 1, Garag� Open Cov 2 ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning S" _ Flood Zone SRA Yes No Occ. Type Const. BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1737 Job Address: 21 TAIGE WAY Contractor: Printed: 08/14/2007 1:33 pm Fee Description Account Number Fee Amount Paid Date Pmt Amt CWIFCUA CWIFCUA SF 1800-0-280-1011815 $3,307.00 CWIFCUA SF CWIFCUAFIREVE SF 1851-0-280-1011853 $707.16 CWIFCUAFIREF SF 1851-0-280-1011852 $366.35 DB R3 Dwelling -Custom, Model DBF DWLNG CSTM/MDL N Plan Rvv 0010-440001-4210500-1010 $1,545.45 08/14/2007 $1,545.45 DBF DWLNG CSTM/MDL N Permit F( 0010-440001-4210500-1010 $2,318.17 DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 08/14/2007 $75.70 CWIFAUD Impact Processing Audi 0010-050-4617998-101001 $50.00 CWIFDDS Impact Processing Fee 0010-440001-4617999-1010 $50.00 CWIF SF CWIFSHERFVE SF 1840-0-280-1011842 $152.72 CWIFGGVE SF 1810-0-280-101001 $306.61 CWIFLBRYF SF 1825-0-280-1011826 $240.89 CWIFLBRYM SF 1825-0-280-1011827 $162.04 CWIFLBRYV SF 1825-0-280-1011828 $4.83 CWIFSHERFF SF 1840-0-280-1011841 $312.99 CWIFSHERFJL SF 1800-0-280-1011811 $288.00 CWIFGGF SF 1808-0-280-101001 $664.81 DBSMIP Residential 1001-0-280-1011298 $22.82 Printed By: Kourtni Graham 109575.54 $19621.15 Balance Duq$8,954.39 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These es may change during the plan checking process. Signature: Date: 08/14/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO,-ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Telephone (530) 538-2140 Facsimile ' � www.buttecounty.net/dds )Ion C n J PLAN CHANGE ❑ RECHECKv�? Owner's Name: v�,ct L,% VAc- - S � a, AP#: OLIO _ 6 LI U — 0 LJ BP#: 0 1 — Received By: (;rn h h,) Date: Cl ` N — 01 Time: Z � 3 D Contact Person & Phone Number: I V . K VA Ot vS �A 4 t I 5) 0 — 06 I Z PURPOSE OF PLAN CHANGE OR RECHECK .J2(once esponse to Inspector's Correction Notice —Inspector's Name: `® Res to Plan p Check Letter — clans Examiner's Name: _ Ti m +rD *Submit two (2) drawings reflecting the plan change or. recheck for plan review. If engineering is involved, the engineer or architect must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Drawings must clearly show changes proposed and locations involved. WHEN APPROVED: Call MAa,S, IC - I 5�v - 06 (Z, and hold for pick-up. 1:1Deliver with Next Inspection ( for 8 % X 11 only) Minimum plan change fee to be collected at time of submission, plans examiner will determine if �( additional plan checking fees are needed: i �► ❑ Minimum $115.98 paid. ❑ Additional Fee Amount: Receipt #: Revised 6/07 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING September 14, 2007 Brian Marshall 5 Taige Way Chico, CA 95928 Assessor Parcel Number: 040-640-048 Building Permit Number: B07-1737 (New Single Family Residence) Thank you for submitting plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by letter or by completing and returning a Plan Review Response Form. Your complete and clear response will expedite the re -check and approval of this project. COMMENTS: ote on the plans: For all PEX or CPVC installations, a completed "REQUEST TO USE PEX WATER PIPE" or "Certificate of Compliance for installations of CPVC Plumbing Materials" form must be submitted and approved by the Building Official. ovide WS -5R residential kitchen lighting worksheet on the Title 24 energy calculations. ate on the plans that the window above the spa tub to be tempered. 2001 C.B.C, chapter 24, section 6.4, for hazardous locations. Provide studs directly under roof truss members C-1 and N-1 for the high reactions loads. Note this e roof plan. ,,r9' Clarify the discrepancy of ceiling heights noted on the floor plan and the roof plan on sheet 3. The kitchen and the dining room on the floor plan have a 9'- 0" ceiling and 11'- 0" on the roof plan? . - pecify the top plate splice strapping and the straps from the top plates to the porch beams as per the structural calculations for lines A and B. 7�Note post caps and bases for the supporting columns at the porch beams. �8. Please submit two corrected sets of plans and calculations for recheck If you wish to discuss any of these comments, please call (530) 538-7541 between 8:00 a.m. and 5:00 p.m., Monday through Friday. Jim Peterson Plans Examiner 0eepeterson ,buttecouniy.net cc: Greg Peitz; Architect Philo Hunt, P.E. Plan Check Engineer phunt@buttecouniy.net Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ° If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $500 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. ° If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal ° income tax withholding, federal social security taxes, workers/ compensation insurance, disability insurance costs, and unemployment compensation contributions. There may be financial risks to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. I PERSONALLY PLAN TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT (YES R NO) Ns "VE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. 3. 1 HAVE CONTRACTED WITH THE FOLLOWING PERSON (FIRM) TO PROVIDE THE PROPOSED CONSTRUCTION: ADDRESS CITY_ PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CITY PHONE CONTRACTORS LICENSE NO WILL PROVIDE SOME OF THE WORK BUT I HAVE CONTRACTED (HIRED) THE FOLLOWING PERSONS TO PROVIDE THE WORK INDICATED: NAME ADDRESS PT4()NF. TVPP nF Wnau Description: NSF DWELLING(3101), GAR(893), COV(327) Reference Number: B07-1737 Applicant Name: MARSHALL, BRIAN Owner's Name: LARRY PORTER CONTRUC, AP h Signature of Property Owner: 4 Date: 040-640-048 S^2c!-07 GREGORY A. PEITZ ARCHITECT 383 RIO LINDO AVENUE, CHICO CA 95926 (530) 894-5719 PROJECT: -.1 a `''e5 %1 a C I �51 D I have reviewed the truss submittal for the above project and all loading design criteria have been met. Architect COUNTE v AUG 14 2001 DE SERO WMVT eltz Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-1737 Date: 08/14/2007 Location: 21 TAIGE WAY By: KCG Parcel Number: 040-640-048 Sub Type: SFD-Custom/Model Owner Name: LARRY PORTER CONTRUC, Phone: Description: NSF DWELLING(3101), GAR(893), COV(327) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No DRAINAGE DISTRICTS ❑ M Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 E] ❑ City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 1:1 ❑ Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 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 Plannin Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: oroftlor urd of OwUio Other:0WM_hddi2farn ❑ ❑ Other: Signature of Property Owner: Date: 08/14/2007 FILE ❑ 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 Plannin Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: oroftlor urd of OwUio Other:0WM_hddi2farn ❑ ❑ Other: Signature of Property Owner: Date: 08/14/2007 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. O Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at hqp://municiDalcodes.lexisnexis.com/codesibutteco/ Reference Number: B07-1737 Location: 21 TAIGE WAY Parcel Number: 040-640-048 Date: 08/14/2007 Owner Name: LARRY PORTER CONTRUC, Phone: Description: NSF DWELLING(3101), GAR(893), COV(327) Signature of Property Owner: Date: 08/14/2007 FILE Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds C National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-1737 Date: 08/14/2007 Location: 21 TAIGE WAY By: KCG Parcel Number: 040-640-048 Sub Type: SFD-Custom/Model Owner Name: LARRY PORTER CONTRUC, Phone: Description: NSF DWELLING(3101), GAR(893), COV(327) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title:{ FILE Date: 08/14/2007 Sep 13 07 09:50a BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM '(One form Per Building) School District �. i �1f* I 1 A1� r� Building Department No. Taxto Area No. A.P. Number` ," Jurisdiction: City County Property Owner Property Location/Address �1 MAN Subdivision Lot No. Residential Development � [�] C� Sa, Footage 1--H No of Living Niob�e Home I Addition/ "Supplemental to ;Group Rl Units Installation i Convention Permit #_ Cr. Derno - ( ) '(No foundetbn Inspect(o.", existing sq. ft. see attached Net total sq, ft. 1 Deed Restricted Sq. Footage (Attache a signed copy of Deed Restriction and Notice of Limited Use Facility doccmentl CommerciaVindustrial New Addition District Identification No. (13-0 09 0—"k L f (, Q chop! District certifies that AR W Ckiz (Street Address) (City) (State) r i a -n has complied vrith the requirements of Resolution No.�� representing 35/0/ square feet. School District Paid by Check # Remarks: (Zip fie) Sq. Footage (Ircluding E)lntior Roofed Areas) ;-nq Date 10 -FS &yi Id -1) (Payor) NC4A L VJJ -';� -6 01 �a (Phone Number) by payment of $ "' ` �-�> 2926 S lR L tAITIGATION $ Date Notice: You may protest the imposition of the fops Identified above by submitting a written protest to the District, In compliance with Government Code Section 66020(a), witttin 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. If, subsequeit to the School District Repreeentative signing this Butte County Schools Impact Fee Certification Form, the School District is notifhcd by tho appllooblo Local planning Agency that this project is being reviewed under the California Environmental Quality Act (CECA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (sch7dol'district), Yellow (building department), PinK (applicant) feefcrm xfa (,2roG)dnirn COUNTY SES' 18 2007 BDEVELOI'M ENT SERVICES Sep 13 07 09:59a BUTTE T COUNTY DEVEL OPi��lENT FEE CERTIFICATION FORM C1 Y'FPD) RIVER RECREATION AND PARK DISTRICT (FRP Pl?} V CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION =,ND PARD. DISTRICT (PP -PD) 0 DUR1EIAM RECREATION .�ND PARK DISTRICT (DRPD) Assessor Parcel Number (s) B+'•ilding Penni` Nur ber Pin Property Owner (s) — Project Location !Address Subdivision Name Assessable So.. Ftge 310 Type of Residential Development (check ane) p.3 New Development �_ Single Family -Detached — Single Fatrily-Attached Alteration/Addition(s) Non-Resider{dal to Rtu sidential Multi-Farnily Dwelling _ ile e homreplacement—�'�erifed by Assessor Department ��obile home _�Zcb Demo Permit (date issued } verified by Building Department Comments: Build g Department Repre "tative Date 0 1LRRPD 0 CARD 0 PRPD 0 DPPD certifies that: 1Ma 530 - 31-t L - c> �,Ly I Applicant Name Phone Number 'TC -1.k -I_ C t,� : C 0__- CA a S`1 Z� Mailing Ytd&ns City State Zip Has complied with requirements of the Butte County Board of Supt rv.scrs Resolution No. _ by Payment of: Dwelling Units @ $ 6 ` .3 _ per unit for a total of S Square Feet @ $ _ per sq foot for a total of S Remarks: -------- - Paid 'Dy Cbeck Fio: — Paid byt_ ash: Receipt No: BUTTE I. 1,4x r _ Recrc tion and Pall Dist -i a to--ive SEP 1 n 2007 Llste DEVELOPMENT 020092 -4 -09/18/07 -Check 2375.00 i SERVICES 8/23/2007 1:17 PM PAGE 2/003 Fax Server w+ �,�. � 11�1111111�111�lllllildulil@I . �litaOj7-0®3696 RECORDING REQUESTED BY Official tl0prds I C FEE Is. N Mid Vary Title & Escrow Company5 i1� �Satte� I AND WHEN RECORDED M➢AILTO: ONIlM J. In 1 Brian Marshall Cattnty Wrd�i 5 T&* %V I >b1 C lzi=o Ch 95928 B3i2ug-2907 1 Page i of 2 ~ Space Abm 'rds Line Ilan Itecor08rs Lin Only A.P.N.: 040-640-048-000 File No.: 0401-2855971 (OMP) GRAFT DEED The under4nw Grans) Dedara(S): DOC.WEN TARY TRANSFER TAX $197.00; CITY TRANSFER TAX MOM SURVEY MONUMENT FEE �0- { X =,PwAed on me ecn5i0er dW or null -awe of property mweyed, On CompAeO on the cons!deratlon or full value las:, value of liens and/or encurnwaneea remaining at time of sale, ( x unlftcorporated area; C l City of ChIco, and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Larry PortEr Construction, a California Carporatien hereby GRANTS to Brian Marshall, an unmarried man the following described property In the unincorporated area of Chico, County of Butte, State of Callfornla: PARCEL I; LOT 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, NATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68. PARCEL 1I: A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS, DRAINAGE, SANITARY SEWER, WATER LIME AND.PUBLIC UTILITY PURPOSES OVER TAIGE WAY, AS SHOWN ON THAT CERTAIN MAP ENTITLED, -PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 ANDGa. EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. . PARCEL III: A PORTION OF LOT 8, AS SHOWN ON THAT CERTAIN MIAP ENTITLED, "SIECOND SUBDIVISION OF J.F. ENTLER RANCHO-, WHICH MAP WAS RECORDED IN THE OFFICE OF TIKE RECORDER, COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK 8 OF MAPS, AT PAGE 2, DESCRIBED AS FOLLOWS: A 80.00 FOOT WIDE EASEMENT FOR PURPOSES OF INGRESS AND EGRESS MORE PARTICULARLY DESCRIBED AS FOLLOWS: Mal Tax WlIr nts To: SAME AS ABOVE r BUTTf91 COUNTY — SEP t ? inn7 �...__.._ DEV,:,.... _ ..tENT SERVICES A� w A.P.N.:040-640 48-600 8/23/2007 1:17 PM PAGE Grant Deed - continued 3/003 Fax Server Rio No. -0401-2555971 (DMP) Date: 07/25/2007 COMMENCING AT THE SOUTHEAST CORNER OF SAID LOT 8, SAM POINT SeMG ON THE NORTHWESTERLY RIGHT OF WAY LINE OF ENT'LER AVENUE; THENCE ALONG THE NORTHWESTERLY RIGHT OF WAY LYNNE OF SAID ENTLER. AVENUE, SOUTH 56 DEG. 55' GO - WEST, A DISTANCE OF 267.99 FEE'TTO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG THE NORTHWESTERLY RIGHT OF WAV LINE OF SAID EINTLER AVENUE, SOUTH 56 DEG. 55'00" WEST, A D]:3'TANCE OF 60.22 FEET; THENCE. LEAVING THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, NORTH 28 DEfa. 10' 00" WEST, A DISTANCE OF 367.50 FEET; THENCE NORTH 59 DEG. 32' 19" LEAST, A DISTANCE OF 60.05 FEET; THENCE SOUTH 28 DEG. 10'.06" EAST, A DISTANCE OF 364.75 FEET TO THE TRUE POINT OF BEGINNING. THE RIGHTS GRANTED IN THIS EASEMIENTaNPCLUDE THE RIGHT TO IMPROVE THE EASEMENT AREA WITH AN All -WEATHER SURFACED ROAD APPROXIMATELY TWErM- EIGHT (28-) FEET IN WMTH, PLUS ROCK SHOULDERS AND TAPERS, AND THE PLIGHT TO ESTABLISH GATES AT THE NORTHERN AND SOUTHERN ISOQdNDARdES OF THE EASEMENT AREA. Dated:t),, 1251 Z — - Larry Porter Construction, a California Corporation By: Larry P er, ident STATE OF A MIME K PRICE, NaWry IPuM COUNTY OF 2AAAC. ) On ::I - -.%-u - coir before me, Notary Public, personaNy peered �' j ( 8rA%cr . personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) WWare subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(les) 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 ane official seal. Signature 17 My Comtrission Expires: DENIM M. PRICE COUMMOJM rhos aim P$r oflTalal nMrfat scat Notary Name: Notary Phone: Notary Registration Plumber: County of Prindpal Place of Business: sage 2 or 3 i AND WHEN RECORDED MAIL TO: l BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE . OROVILLE, CA 95965 111111 'Jill _ Recors_d I Piffir-•i=1 .Records 1 10,k1ki County of I Pette i C zj ;qCc J. 'e:RuEo2 1 Ir+J�snty F-Jerk-'RecordEri 1 I CP 18-!✓ap-20@7 1 Aaga 1 or" 2 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County 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: lot z Pam-ste.f 5�,ba1+L�1:Sio� Date_ q-1 �' V7 PROPERTY OWNERS: top, c� State of California ) County of ) On ©7 before me, Y A -M' Moffotl, NctarY PUblic a. personally appeared_ t5FI f3 r x 4!a,c S `� G 4 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/the' ' ture(s) on the instrument, the person(s) or the entity upon behalf of which the persons) ct d, executed�tlle instrument. WITNESS official seal. A. M. MORROW Signature Seal: j� MOTAR'f COMM. # 1500433 W jj ,,/` ll t -11 -It -5, // tw�� A.P. # O`iO��V `t Title Order Number: File Number: 0401-2855871 Exhibit "A" Real property in the unincorporated area of the County of Butte, State of California, described as follows: PARCEL I: LOT 2, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68. PARCEL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS, DRAINAGE, SANITARY SEWER, WATER LINE AND PUBLIC UTILITY PURPOSES OVER TAIGE WAY, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68. EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. PARCEL III: A PORTION OF LOT 8, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SECOND SUBDIVISION OF J.F. ENTLER RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER, COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK 8 OF MAPS, AT PAGE 2, DESCRIBED AS FOLLOWS: A 60.00 FOOT WIDE EASEMENT FOR PURPOSES OF INGRESS AND EGRESS MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID LOT 8, SAID POINT BEING ON THE NORTHWESTERLY RIGHT OF WAY LINE OF ENTLER AVENUE; THENCE ALONG THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 5500" WEST, A DISTANCE OF 267.99 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 55' 00" WEST, A DISTANCE OF 60.22 FEET; THENCE LEAVING THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, NORTH 28 DEG. 10'00" WEST, A DISTANCE OF 367.50 FEET; THENCE NORTH 59 DEG. 32' 19" EAST, A DISTANCE OF 60.05 FEET; THENCE SOUTH 28 DEG. 10' 00" EAST, A DISTANCE OF 364.75 FEET TO THE TRUE POINT OF BEGINNING. THE RIGHTS GRANTED IN THIS EASEMENT INCLUDE THE RIGHT TO IMPROVE THE EASEMENT AREA WITH AN ALL-WEATHER SURFACED ROAD APPROXIMATELY TWENTY-EIGHT (28-) FEET IN WIDTH, PLUS ROCK SHOULDERS AND TAPERS, AND THE RIGHT TO ESTABLISH GATES AT THE NORTHERN AND SOUTHERN BOUNDARIES OF THE EASEMENT AREA. 12-`C - v'-) LONGFELLOW LUMBER CO. INC. Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue * Chico, CA 95928-7434 Phone (530) 893-0112 • (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com Wo�_',I- /7J7 r BUTTE COUNTY BUILDING DIVISION, - APPRO /Z $" a7 Customer: 3Brian Marshall D1 -- t 1 Address: Lot 2 Taige Wa Chico AP#: G20E (Rev. 5/05) f Job No: 3101 ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 ` B COUNTY DEC"0 4 2007 DEV1b°LOSERVIPCESNT ME APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 "P LONGFELLOW LUMBER CO.. INC. Quality Truss Design Roof €..Floor Systems 891oren Avenue • Chico; CA 95928-7,434 Phone (5307 893-0112 (800) 678-0112 Pax.(530) 893-0140 E-Mail: trusses®longfellorvlumbercom LONGFELLOW LUMBER HANGER KEY KEY- HANGER KEY- HANGER 1- LUS24 23- HGUS28-2 2- LUS26 24- HGUS28-3 3- LUS28 25- THJA26 4- MUS26 26- SUUR24 5- HUS26 27- SUUR26 6- HUS28 28- 3X6 TRULOX 7- HHUS26-2 29- 5X6 TRULOX 8- HHUS28-2 30- THA29 9- 31- 10- 32- 11- 33- 12- 13- 20- HGUS26 21- HGUS28 22- HGUS26-2 HKI22204 HOU'. ALT- laTEaAl. BRACE hcT-/v,t__ JS Vlih f.WC RE PIAciNG CON -J. 61LACES AT Y2. 012 AT (h TRU:,5F5 G 2.4" 10J.®I1z"Oc. G b� / 0. G. TrP 2 t2�WS 0. G: TYP. -2x�F �R AGR �SA4 r7RA&l WITS WEA (27�fa . HA�c. IOD NAILS G 0. G. TYP. = J=og pr_m6Itl� - 12 f�cplAC � 4 012 y3 N 0 T - Y2 poI ar.5 a� 0�1L�( FONT6 6 . RAGE HUST 1�,E D0 % 'TIE LENGTI OF TYE T1410 DETAIL I5 TO I> E: LJ0 1V A5 AN ALT. FOR ONE &ONTINUOUS LATRRAL Ei RAGE. TRvF✓�E�✓- r� NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-1 OD PER WEB (TYP). MAR 2 7 .2002 BRACE MAY BE.ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW) - RESTRAINT REaLIlP_ t7 AT EAG. EN(7 OF ZRAGE ANO AT Z0'--0" INTl;R�lALS. REFER TO �llt>-cll 5UHHARY 5YE*T FOR RI;GOHHEHt2ATIO1qt OP TNN: TRU55 PLATR (NSTUTE �2r::6 •I KAY a1= �mv �YIEkMI T A t L. 60 J..11A 04141 W-5 re). 'REV a319C 4 OOT % KTEI i� -rrc S A.?,,q LI V_EN!f+Y •P.c—.�-,Gc.0 Tl = rzy3 612 2)4 An W4itq KeMp-r--K. SHAPEn ainry CROS'. SECTION C -C HIP .RAFTERS COMMON TRUSSES r•iart: SEE ENwlvEEa1lJ6 For_ RAFrer, YALk ANOTRvsS p65I6N5, LATERAL 5Tf1OI WT y of Roof sy5 T6M To 8E PROvioro py PRoxecr REPG,uER, SHAPED BLOCK CROSS BLOCK PLAN VIEW "C ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET @ COMMON TRUSS. SuPfDZM(P v 0 N M15PS) Q 5�- 7 ' o,E• (M4100 ,i-- TOP CHORD JACK EXTENSION ENO JACK SETBACK COMMON TRUSSES HIP TRUSSES SECTION B -B WO -2359 CALIFORNIA HIP YITok Indualrles, Inc. 6-20-91 REV. 7//0/92 TOP CHORD BRACING PER ENGINEERING SPECIFICATIONS. r -�k,c VPORTZtio LP►2oe MV ►3i aRtad )g4LO" o.c . Ct f o -) /T7 TOP CHORD JACK -EXTENSIONS HIP /2- SECTION A-4 -QtppwT5 C51,, ) Fip-7Ack5 & nAFrnns Qy0e r CK May 31, 2002 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) 6761909 TELEPHONE (916) 6761900 MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical 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. Sincere , QROFESSIO ONG yG F20/ C9 NO. 049919 Redong Director of�fions Western Oper RY/ek DETAIL FOR COMMON AND END JACKS J 1 y an 0 Industries, Inc. Jan 09 2004 Pagel of 1 -2-0-0 6-0-0 TOP CHORD PITCH: 4/12-10/12 BOTTOM CHORD PITCH: 0/12---4/12 SPACING= 24" O.C. ALL NAILS TO BE COMMON WIRE NAILS LENGTH OF EXTENSION AS DESIGN REQ'D 20'-O" MAX SPLICE PLATES SHALL BE 3X6 ON TOP CHORD. DO NOT SPLIT LUMBER. SUPPORT AND CONNECTION (BY OTHERS) OR 2-16d TOE NAILS @ 4'-0" O.C. ALONG THE EXTENSION 2 CONN. W/3 16d TOE NAILS OF TOP CHORD. PQ 3x4 - CONN. W/2 10d TOENAILS 6-0-0 2-0.0 6-0-0 4-0-0 EXT. EXT. 2-0-0 EXT.2 2-0-0 -0-0 CONN. W/3 1 6C TOE NAILS BOTTOM CHORD LENGTH MAY BE 2' -0 - El OR A BEARING BLOCK. 3x4 = MAX LOADING(pst) SPACING 2-" TCLL 30.0 Plates Increase 1.15 TCDL 15.0 Lumber Increase 1:15 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC/ANSI95 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, DF -L No.1 BOT CHORD 2 X 4 SPF, DF -L No.2 s -o -o ' CONN. W/2 1 O TOENAILS CSI JAN 9 9 2004 DEFL On) poc) I/detl PLATES GRIP M20 197/144 1st LC LL Mln Well = 240 Weight 22 lb BRACING TOP CHORD Sheathed or 6-" on center purtin spacing. BOT CHORD Rigid calling directly applied or" -0 on center bracing �� (s) W1 oil, MiTek POWER TO PERFORM." Re: port3101 PORTER - 3101 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Longfellow Lumber. Pages or sheets covered by this seal: R26223337 thru R26223368 My license renewal date for the state of California is March 31, 2009. OV?,o ESS/pN9 Q W C W433 rn. ©M��%:::;'ic�'F�© August 2,2007 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides Of truss and fully embed teeth. 1. Additional stabilitybracingfor truss system, e. diagonal or x-braing, is aays required. See BCSI1. 0-1/16" 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS cr•s cza wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 4 WEBS cza 3. Never exceed the design loading shown and never Q stack materials on inadequately braced trusses. For 4 X 2 orientation, locate rr O v � 3 �� ; U a a 0 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0 nG' from outside a- `% u U all other interested parties. edge Of truss. - p 5. Cut members to bear tightly against each other. Cid Cbl CS-6 BOTTOM CHORDS 6. Place plates on each face of truss of each This symbol indicates the 8 7 6 5 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI I. Connector plates. 7. Design assumes trusses will be suitably protected from 'Plate location details available in MITek 20/20 the environment in accord with ANSI/TPI I. software Of UpOr1 reC1JU@St. 8 herwise content t JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 19%of timefabrication.ure shallUnless ll notexceed lumber of AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular P P CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the 4 x 4 responsibility of truss fabricator. General practice is to to slots. Second dimension is camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, by text in the bracing section of the 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2006 MTek® All Rights Reserved approval of an engineer. reaction section indicates joint �� O number where bearings occur. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, bock, words Plate Connected Wood Truss Construction.MiTek t�J and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSII : Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, POWER TO PERF'0Rk` ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 Job Truss Qty Ply PORTER .3101 PORT3101 ]Tru`ss-T,ep Al ROOF TRUSS 1 1 826955566 Larlafelim Lumber Co Inc rbirm ra OSo—.- a.e,. eewe. I/defl Ud PLATES GRIP Reference O I b.ZW S Jul 13 ZOOS MITeK Industries, Inc. Wed Oct 17 11:16:05 2007 Page 1 -14-0 1 SA12 5-10-15 941-0 1 13-41 1 p,4 14411 f —1 14-0 5812 04-3 3-9-1 19-1 04-3 5812 Scale = 1:35.4 4x4 , US = 4.4 3x8 = a 1u a 11 7 3x4 = 1.5x4 11 3x4 axe _ = 5812 4-14 4-14 5-6-12 I$ Plate offsets (X.Y): [2:0-4-12.0-1-81.16:0-4-12.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.07 8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.14 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.05 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 80 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 3-9-1 oc purlins, except BOT CHORD 2 X 4 DF No.1 G 2-0-0 oc purlins (4-2-9 max.): 3-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=1159/Mechanical, 2=1248/0-5-8 Max Horz 2=34(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/15.2-3=2138/0,3--4=189410.4-5=1924/0,5-6=2159/0 BOT CHORD 2-9=0/1914, 9-10=0/2282, 8-10=0/2282, 8-11=0/2282, 7-11 x/2282, 6-7=0/1944 WEBS 3-9=0/518,4-9=51210.4-8=0/263.4-7=478/0, 5-7=0/506 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Refer to girders) for truss to truss connections. 7) Girder carries hip end with 6-0-0 end setback. 8) Design assumes 4x2 (fiat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ()FESS/ 9 Hanger(s)or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 13-7-8, and 234 Ib down and 10 Ib up at 5-8-8 on top chord. The designlselection of such connection device(s) is the responsibility of others. �� .S. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C7` LOAD CASE(S) Standard Q ,L C 1) Regular. Lumber Increase=1.25, Plate Increase=1.25^ n A m Uniform Loads (plf) LU 1, V r+ Vert: 1-3=52, 3-5=98, 5-6=-52, 2-6=26(1`=12) Concentrated Loads (lb) * `09 *� Vert: 3=234 5=234 18,2007 WARMS. 7—M deep. Parameters and READ MM ON TM8 AND MC1,(nW 11OTEE RMM M e PAGE MV 7473 BEPORS US& Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design porame enters 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 co mhucl(on is the respomibtOty, of the Ilek' erepermanent erector. Additional peanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. erection and bracing. consul ANS 11 Quay World, DSB-89 and BCSII Butiding Component .o—.K- Sarefy Information available from Trust Plate Institute. 5113 D'Onofdo Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 = qua i.a cwa mires anuu5naes, Inc. wee um ii 11: ib:Ub ZW r Hage 1 -14-0 , 7$.12 7_10.15 11-5-1 104 19-4-1 14-0 78-12 04-3 38.2 04J 711.12 Scale = 1:35.2 4x12 = 44 3x8 = r 8 34 1.5x4 II 3x4 = 78-12 4-28 78-12 Plate Q"sets (X.1): 12:0-2-12.0.1-81 Truss Truss Type Ory py PORTER - 3101RT3101 rPOJob A2 CAL HIP 1 i CSI DEFL i (loc) Vdefi Ud Longfellow Lumber Co- Inc. China Ca g5MIL7AU r,,u,. nano, Plates Increase 1.25 TC 0.53 8 Bf O = qua i.a cwa mires anuu5naes, Inc. wee um ii 11: ib:Ub ZW r Hage 1 -14-0 , 7$.12 7_10.15 11-5-1 104 19-4-1 14-0 78-12 04-3 38.2 04J 711.12 Scale = 1:35.2 4x12 = 44 3x8 = r 8 34 1.5x4 II 3x4 = 78-12 4-28 78-12 Plate Q"sets (X.1): 12:0-2-12.0.1-81 13.0-6-0 0.0-81 14.0-2-12 TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 4-9-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 0-2 Ot (5 0 2-10 0 1 -- REACTIONS (Ib/size) 5=836/Mechanical, 2=919/0-3-8 Max Horz 2=40(load case 4) Max Uplift5=9(load case 5), 2=26(load case 5) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.11 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.17 5.6 >999 180 7) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. BCLL 0.0 Rep Stress Incr NO OFE$$/ OQR o WB 0.09 Horz(TL) 0.03 5 n/a Na (plf) BCDL 7.0 Code UBC97/ANSI95 (Matrix) k E 9 Weight: 75 lb L UMBEK BRACING ` TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 4-9-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-0-0 oc purlins (5-2-7 max.): 3-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=836/Mechanical, 2=919/0-3-8 Max Horz 2=40(load case 4) Max Uplift5=9(load case 5), 2=26(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30,2-3=1494/55, 3-8=1271/55,4-8=1271/55.4-5=1502/58 BOT CHORD 2-7/1266, 6-7/1262, 5-6=0/1275 WEBS 3-7=15/208.3-6=125/143.4-6=28/209 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psi top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or otherconnection device(s) shall be provided sufficient to support concentrated load(s) 147 Ib down 6 lb OFE$$/ OQR o and up at 11-7-8, and 147 Ib down and 6 Ib up at 7-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. �f2 S. TiNc`I��2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads 0 A (plf) + Vert: 1-3=52, 4-5=52, 2-5=14 Concentrated Loads (lb) Vert: 3=147 4=147 k E 9 Continued on page 2F�F 18,2007 4 WARNM - Ver ft design parameters and RMV NO7Na ON TMS AND nVCWnW &7rZX R&PERENCS PAGS rmA473 BLEFORS Vass. _ Design valid for use only will Mlfek connectors. This design is based only upon parameters shown, and is far an Individual building component. Applicability of design poramenters 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 responsibBFity, of the MiTek' erector. Additional permonent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storoge. delivery, erection and bracing. consult ANSVTP11 Quality Cdfedo, DSB89 and BCSII Building Component Safety Information available from Tnrss Plate Institute. 583 D'Onom Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type pty Pty PORTER • 3101 PORT3101 A2 CAL MIP 1 1 R26955567 LOnOfeBOW Lumber Ce_. Inc Chirp r`e oSMA1dM r..o., eewe, b e @ @I o.cw s jus is cuua mu es mu—nes, mc. War ua III 1:Ib:Ui 2007 Page 2 LOAD CASE(S) Standard Trapezoidal Loads (pit) Vert: 3=6540-8=104, 8=10440-4=65 WARMO • oe•1fv aedpn panamaeum ad READ NDTEB ON TB78 AND MMMW MITEE REPERENicE PADS MU 7473 BEFORE Das. Design valid for use only with MiTek connectors. This design Is based only upon parometers shown, and is for an Individual building component. s 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 stobRty, during construction is the responsibillity, of the MiTek erecta. Additional permanent bracing of the overall structure is the respons(bility, of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and brocing, consult ANSI/IPII Quality Criteria. DSB-89 and BC511 BuOding Component rmA.�4 ro'LegR�` Safety Information available from Truss Plate Institute. 563 D'OnoMo Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 JobTuss Truss Type pry Ply PORTER - 3101 PORT3101 IBnl MONO TRUSS 1 1 826955566 Lorafeum Lumber Ca. the chill C- QSQIr 7- c.-- A, Vert(TL) -0.03 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO Job of e T scur 1s ZWOMireK t 3.3-10 I f;-" 3310 2.8-6 1.5x4 II 3x8 11 4x4 = Inc. Wed 00 17 11:16:06 2007 Page 1 Scale = 1:21.0 3-3-10 6-0-0 3310 2.8-6 Plate Offsets (X Y): [2:0-2-8.0-1-81,15:04-0.0-1-81 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TCDL 10.0 TC 0.14 Vert(LL) 0.02 5 >999 240 MT20 220/195 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.03 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Harz(TL) 0.01 4 n/a Na BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 4-10-15 oc purlins, except end verticals. BOT CHORD 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied WEBS 2 X 4 OF Std G or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1030/0-3-8,4=1507/Mechanical Max Horz 1=89(load case 4) Max Upliftl=-6(load case 4), 4=66(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1679119.2-3=-45/25,3-4=59/12 BOT CHORD 1-6=76/1473, 6-7=76/1473, 5-7=76/1473, 5-8=76/1473, 4-8=76/1473 WEBS 2-5=5717509, 2-4=1739/67 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 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure 8 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 Ib down and 5 Ib up at 1-0-0, and 1160 Ib down and 38 Ib up at 3-0.0, and 840 Ib down and 27 Ib up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). QFE$$/ �N91 LOAD CASE(S) Standards. �OQ� 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 � Uniform Loads (plf) pert:, 4=14,1-3=52 Loads (lb)Vert: QLU C/0'433 MConcentrated 6=160(F) 7=1160(F) 8=840(F)E1-09 18,2007 4 WARMG - V61M design pa-mefan and READ ROTSB OR TMS AM wa unEU warm mwmitaws PAGS AM 7473 MWORS URE- ■ Design valid for use only wilh Mnek connectors. This design is based only upon parameters shover and is for an individual building component. {'♦1, Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown NOW is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the IYriTek• erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regartlin fabrication, quality control storage. delivery. erection and bracing, consult ANS VfPII QuaBly CrReAa, DSB-89 and BCSII BuOding Component ;Z.r- Safefy Information available from Truss Plate Institute, 583 D'Onolno Drive. Madison. 153719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type pry Ply PORTER - 3101 PORT3101 C7826955569 CAL HIP 1 TC 0.53 I MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.58 15 >670 180 BCLL 0.0 Rep Stress Incr NO I nnnf.fl— smear— Ing— re BCDL 7.0 Code UBC97/ANS195 (Matrix) (optional) 6.200 s Jul 13 2005 Mfrek Industries, Inc. Wed Oct 17 11:16:07 2007 Page 1 I.1-4-0 l 5-0-12 i1Ms 27.1-1 27150 37-10-0 ��11 1411 56-12 0-0-3 21-2-2 0-0-3 54-12 Scale = 1:58.8 1.5x4 II 1.5x4 II 3x8 = 19 1B 17 16 15 21 14 122 4x8 4x4 = 2x4 11 3x8 = 7x8 WB = 2x4 11 3x4 = 4x4 = 5-6-12 21-10.9 54-12 Plate Offsets (X Yt: i3.0 -1-1z 0-2-01 [6.0-z-0 Edget 110.0-1-1z 0-1-8t 111.0-3-0 0-1-12t r12'Edoe 0-z 1t in'0-2 1z 0-1-81 LOADING (psf) SPACING 2-0..0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.29 15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.58 15 >670 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horc(TL) 0.11 12 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 355 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 4-11-8 oc purlins, except BOT CHORD 2 X 6 OF SS G 2-0-0 oc purlins (3-10-11 max.): 3-11. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS (Ib/size) 12=3499/0-3-8, 2=2514/0-3$ Max Horz 2=69(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33,2-3--522810, 3-4=50/19, 3-5=-4558/0,5-6=-4558/0.6-7=9941/0.7-8=9941/0.8-9--9941/0, 9-20=10070/0, 10-20=10070/0, IID -1111=-6574/0.1111-112=75114/0 BOT CHORD 2-19=0/4666, 18-19=0!7598, 17-18/7598, 16-17=0/12114, 15-16=0/12114, 15-21=0/12114, 14-21=0/12114, 14-22=0110070,13-22=0/10070,12-13--0/6695 WEBS 3-19=0/1962, 11-13=0/2194, 6-18=0/328, 7-17=150/0, 9-15=0/1530.10-14=0/1 574, 6-19=3582/0, 6-17=0/2811, 9-17=2603/58, 9-14=2388/0, 10-13=-4084/0, 4-5=55/4 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Pry to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psi 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 QFESS/ QR Div dimensions 45 It by 33 It with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If they S parches exist, are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to water Cr+,`` Y prevent ponding. 6) This truss has been �Q_A�R 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 applied for the green lumber members. 8) Girder carries hip 4643.3 T. end with 6-0-0 right side setback, 19-4-0 left side setback, and 6-0-0 end setback. � 4x 9) Design assumes 2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 754 Ib down and 31 Ib up at 27-3-8, * xP - 1-09 and 754 Ib down and 31 Ib up at 19-4-0 on top chord, and 1510 lb down and 2 Ib up at 19-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. J rtfldl"Stf"Mandard F0 hl1 18,2007 ® WAW11D90 - v-(& dents- p amees.sl and READ NOTES ON rms AND wim mm BO7Ee a>roscaur•v PAQE 11W 7473 81000 OSB; � ` Design valid far use only with Mirek connectors. This design is based only upon parameters shown. and is for on Individual building component. Appricability, of design poramenters 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's the respomblGiy of the Nil erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing. consult ANSIRPII QuOMY Cdteda, DSB-89 and BCSII Building Component ro.s4 Safely Information available from Truss Plate Institute. 583 D'Onofno Wve. Madison. WI 53719. 7777 Greenback Lana, Suite 109 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 Cl CAL HIP 1 826955569 Loncfafl wLumbr rn inn rno-.. r O5a9A]A'U r.e., a we. Jobe fence (optiona o.<w s — i o two mi I eK maustnes. Inc. Wed Od 17 11:15:07 2007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-4=52, 5-20=52,11-20=98.11-12=52. 2-12=26(1`=12) Concentrated Loads (lb) Vert: 11=754 20=754 21=1510(F) A WARNBYO - va"M Gaslan Pasometan arta READ NOTES ON TBD? AND wcLvDED mrTEE REFERENCE PAGE AW 7473 BEFORE USE. Design valid for use only with MITek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of bulling designer- not truss designer. Bracing shown p� T is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibility of the IYI �TQ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fab ricatlon, quality control storage. detivery. erection and bracing. consult ANSI/TPII Quality CrReAa, DSB-89 and BCSII BuOdlnp Component ro.r. Safety IntormaBon available from Trvss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 C2 CAL HIP 1 1 826955570 Lorxifeltow Lumber Co.. Inc.. Chico. Ca_ 9597!-7&34 rmn a.eer BC 0.73 Vert(TL) -0.44 10-12 >894 180 e e o ' 13 zuua Mi lex inausines, Inc. Wed Oct 17 11:16:08 2007 Page 1 1�4-0 I 7b17 7. 1.P45 13-64 I 19.5-17 I 2&1.1 7554 37 10-0 1.4.0 74-12 04-3 57-5 511-8 57-5 04-3 74-12 Scale = 1:59.0 4x6 i 4 5x0 — 13 16 12 11 10 9 54 = 3x4 = 3x4 = 5x0 WB = 1.5x4 II 3x4 = 74.12 511-8 511.8 511-8 74.12 (6 d Plate Offsets (X.17: r2:0-1-11.Edget. 17:0-2-120-2-01 18'0-0 0 0-1-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.23 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.44 10-12 >894 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.14 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 143 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 2-11-13 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-0-0 oc purlins (3-47 max.): 3-7. WEBS 2 X 4 OF Std G BOT CHORb Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13 REACTIONS (Ib/size) 8=1700/G-3-8.2=1468/0-3-8 Max Horz2=78(load case 4) Max Upli t8=-45(load case 5), 2=-66(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2/30, 2-3=2747/152, 3-4=51/0, 3-14=2363/173, 5-14=2363/173, 5-6=-3372/177, 6-15=2959/127, 7-15=2959/127, 7-8=3417/140 BOT CHORD 2-13=119/2393.13-16=11113372,12-16--111/3372,11-12=96/3826, 10-11=96/3826, 9-10=96/3826, 8-9=-62/2985 WEBS 3-13=-60/802, 513=1308/34, 5-12=23/402, 6-12=-607/1, 6-10=13/190, 6-9=1126/67, 7-9=49/701 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi 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 33 It 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Girder carries tie-in spans of 3-0-0 from front girder and 5.0.0 from back girder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 990ESSio 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 356 Ib down and 14 Ib up at 253-8, �O r�� S. T�NCI �2 and 356 Ib down and 14 Ib up at 19-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. r` LOAD CASE(S) Standard w Q� F� m 1) Uniform Lo pm Regular. rm ds (�ease=1.25, Plate Increase=1.25 IX C 43 M Vert: 1-3=52, 3-4=52, 3-14=20, 6-14=52, 7-8=52, 2-8=14 Concentrated Loads (lb) * 1-09 k� Vert: 7=356 6=356 Continued on page 2 18,2007 WAWOM - Verift deNQn parnmeem and READ MTE8 ON TRIS AND DPCWnW M111 -M P.2 S z PAGE M9 7473 SEPGRE 014& Design valid far use only with Mitek connectors. This design Is based only upon parameters shovm. and is for an Irldivtduat building component. Y Applicability of design paromenters and proper Incorporation of component Is responsib8ity of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stobifity during construction is the responsibility of the Mire k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing, consult ANSIaPll Quality CrRerlg, DSB-89 and SCSII Building Componerd Safety InlortnaBon available from Truss Plate Institute. 583 D'Onofrlo Drive, Modhon. wWI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type pry Py PORTER - 3101 PORT3101 C2 CAL HIP R26955570 1 1 Lumber CO., Inc., Chico. -7434Gren AhereLorglelow Ca. 95928 _Job . ence (optiona ........ —4 ...... luu-5, cric. weo va r r n:so:ua zuur Page z LOAD CASE(S) Standard Trapezoidal Loads (ptf) Vert: 6=67 -to -15=104, 15=1104 -to -7=65 WAPJMW - 7e+lltl daafgn Pmerrraters acrd READ ROTES OR TRlB ARD D7Cl.0DED MlTEB RSPSR&WE PAGE MU -7473 HSPOM 088: �' Design eab valid for only with MiTek connectors. This design is based only upon parameters shovm, and k far an individual building component. App ty design Pammenters and proper incorporation of component is responsblity of bulking designer - not truss designer. Bracing shown Is far lateral support of Individual web members only. Addiflonal temporary bracing to insure stability during construction is the responsibllty of the Mirek erector. Additional pennonent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabricalion. quality control storage, delivery, erection and bracing, consult ANSVTF11 Quality CsBeda, OSB -89 and BCSII Building Component X69 m "`rper`- Safety Intc;mn n available from Truss Plate institute. 583 UOnotrro Drive. Madison. WI 53719. 7777 Greenback Lane, Sule 109 Job 5 T -SS Type Qty Ply PORTER • 3101 PORT3101 :jE1 MONO CAL HIP I 1 826955571 Lorlafellow Lumber Co.. Inc. Chirp r QSQ7a 7— a,o.. A—, BC 0.60 Vert(TL) -0.65 14-16 >596 180 11-12 2 X 4 OF No.1 G ob e e e o 'o al 6.200 5 Jul 13 2005 M7ek Industries. Inc. Wed Oct 17 11:16:08 2007 Page 1 -1-0-0 I 5b-1 f�Q7 12-3-1a I 10-1-4 I 15.10-11 Iy 1a0 1A-0 5b•1 0-6.6 6.13 6-9-9 6-9-9 6-11-5 Scale = 1:59.2 1.5x4 II 6 5x8 17 22 23 24 16 15 14 25 13 12 3x6 = 3x4 = 7x6 WB = 2x4 II 4x4 = 4x8 = 5.6-1 6.9-9 6-9-9 6-9-9 6-11-5 9 rA Plate offsets(X,Y): f2:0-4-0 0 2-121 [10:0-3-8.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.31 14-16 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.65 14-16 >596 180 11-12 2 X 4 OF No.1 G BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.14 12 nla n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 201 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS G -Except- TOP CHORD 1-6 2 X 4 OF No.1 G BOT CHORD 2 X 6 OF SS G BOT CHORD WEBS 2 X 4 OF Std G 'Except- WEBS 11-12 2 X 4 OF No.1 G OTHERS 2 X 4 OF Std G JOINTS REACTIONS (Ib/size) 12=2074/0-3-8, 2=2088/0-3-8 Max Horz2=171(load case 4) Sheathed or 2-11-0 oc purlins, except end verticals, and 2-M oc purlins (3-3-5 max.): 3-11. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-17.9-13 2 Rows at 1/3 pts 10-12 1 Brace at Jt(s): 11, 5 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33.2-3=-4316/0. 3-18=76/0, 4-18=37/45.4-6=8/0, 3-5=3788/0, 5-119=3788/0.119-20=3788/0, 7-20=3788/0, 7-8=6206/0.8-9=-6206/0.0-21=4368/0.10-21=-4368/0, 10-1111=211719,111-12=-342/3 BOT CHORD 2-17=0/3851, 17-22=0/6206, 22-23=0/6206, 23-24=0/6206, 16-24=0/6206, 15-16=0/6403, 14-15/6403, 14-25=0/6403, 13-25=0/6403.12-13=0/4368 WEBS 3-17=0/1198, 7-17=2639/0, 7-16=0/500, 9-16=332/0, 9.14=0/441, 9-13=2180/0, 10.13-0/1069, 10-12=-4447/0, 4-5=141/15 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 33 It 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 0-0-0 right side setback, 6-1-8 left side setback, and 6-1-8 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 246 Ib down and 22 Ib up at 5.7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard Continued on page 2 O0?,o ESS/pN� S. 18,2007 4 WARNM - 9'"IM dtallm P ---t— and READ NOTES ON TWS AND 0CLVnW t1OTER REVERENCE PAGE MU 7473 REFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on indvidual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown pp� Is for lateral support of Individual web members onty. Additional temporary bracing to Insure stability during construcllon Is the responsibility, of the IYI iTek 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, mnsult ANSI/TPII Quality Criteria, DSB-89 and BCSII BuOding Component �NC9 ro rt.roaK- Satefy Information available from Truss Plate Institute. 583 D'Onofdo Rive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type pry Ply PORTER - 3101 PORT3101 E7 MONO CAL HIP 1 1 826955571 Lollofellorr Lumber Co. Inc Chi— Ca nKQIA-7 'U eine. o.<uv sum ro two mneK mauslnes. Inc. Wea OCI 17 11:16:082007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=52, 3-18=52, 4.18=100, 4-6=20, 5-19=100, 19-20=68, 11-20=100, 2-12=27(F=13) Concentrated Loads (lb) Vert: 3=246 Y WARNING - Varft design parameeere and READ NOTES ON TNffi END MMMED MITER REFERENCE PAGE ZW 7473 BEFORE DBE. Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loeral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the _ iviiTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding SaeIQaBon iTititofnfmo �19�'D58-89 and ECSII Building Component from Truss Institute. 583 O DreMadi537717777 Greenback Lane. Suite 109 Job Truss Truss Type ay Ply PORTER - 3101 PORT3101 E2 MONO CAL HIP 1 1 826955572 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928-7434 r;111 4ehor BC 0.94 Vert(TL) -0.57 21-22 >689 180 o et r ce o a ._ _ _ _ _ s uui r3 zuua m1 i eK lnausmes. Inc. Wed Oct 17 11:16:09 2007 Page 1 PI -4-0 1 6-641 1 9-10-15 6 32-10-0 1 14-0 6-6-0 34.15 22-11-1 1.5x4 II 1.5x4 II A, - 1 9 7.8 = 25 6x10 = oxo — 1.bx4 11 2U 19 18 17 12.00 12 2x4 II 4x4 = 4x4 = 6x8 = 8x14 MT20H 11 23.8 1." 14-5.8 1-0.0 tato Scale = 1:62.6 A I¢ LOADING (psf) SPACING 2.0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.32 23-24 >999 240 MT20 220/195 BCLL 0.0 Lumber Increase 1.25 Rep Stress Ina NO BC 0.94 Vert(TL) -0.57 21-22 >689 180 MT20H 165/146 BCDL 7.0 Code UBC97/ANS195 WB 0.93 (Matrix) Horz(TL) 0.27 17 n/a n/a Weight: 208 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G BOT CHORD 2 X 4 OF No.1 G 'Except TOP CHORD Sheathed or 1-5-9 oc purlins, except end verticals, and 2-0-0 oc purlins 20-21 2 X 6 DF SS G, 17-202X6 OF SSG BOT CHORD (2-11-9 max.): 6-16. Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 2 X 4 OF Std G *Except* WEBS 1 Row at midpt 14-18.15-17 3-24 2 X 4 DF No.1 G JOINTS 1 Brace at Jt(s): 16, 8 OTHERS 2 X 4 OF Std G REACTIONS (Ib/size) 17=1869/0-3-8,2=1616/0-3-8 Max Horz2=343(load case 4) Max Uplift17=106(load case 4), 2=-46(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=3038/58, 3-4=-6272/471, 4-5=-6156/487, 5-6=3530/181, 6-7=66/42, 7-9=15/0, 6-8=3139/227, 8-26=3139/227, 10-26=3139/227, 10.27=3930/225, 11-27=3930/225, 11-12=3930/225, 12-13=3268/179, 13-14=3268/179,14-15=1619/69.15-16=79/0.16-17=221/3 BOT CHORD 2-25=337/2615, 24-25=385/3016, 23-24=-449/3696, 23-28=-407/3841, 28-29=-407/3841, 22-29=407/3841, 21-22=407/3841, 20-21=-363/3788,19-20=255/2654,18-19=255/2653,17-18=182/1619 WEBS 5-23=-624!72, 6-23=80/1143,10-23=1024/57,10-22=15/133. 10-21=22/249.14-19=-41/90,14-20=-87/856. 3-25=1829/234, 4-24=23/209, 3-24=403/3167.11-21=181/0, 12-20=-2513/238, 5.24=304/2297, 12-21=236/2267, 15-18=7011097,14-18=1470/103.15-17=2243/122, 7-8=146/26 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It by 33 ft with exposure B ASCE 7-93 per UBC97/ANSl95 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries tie-in spans of 4-0.0 from front girder and 4-" from back girder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) 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 Continued on page 2 OQROF ESS/pNy S. TjNC`�ti C 0433 Tn OF 18,2007 Y WdRNINO' oerinf design lwrcmeters and REW NOTES ON TIDS AM DPCWnW WTBR REPERENCS PAGE AW -7473 BPFORE U8& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indhddual building component. APPRcab3y of design poramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bradng shown Is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblly, of the M 1.' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' Il Safety Information o�ollaobte from Truss/Plate Institute. 5834 Onotno DriveulMadisson. WPI53Q my Cdleda. DSO -89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Clrus Hel Ms CA, 95610 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 826955572 E2 MONO CAL HIP 1 1 ob Refer nce a Gonad Longfellow Lumber Co.. Inc., Chico, Ca. 95928.7434. Greg Asher 6.200 s Jul 13 2005 Mrrek Industries, Inc. Wed Oct 17 1116:09 2007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=52, 16-27=104(B=52), 2-25=14, 24-25=14, 21-24=14, 20-21=-14, 17-20=14 Trapezoidal Loads (plf) Vert: 6=78 -to -9=97, 6=26 -to -8=43, 8=63 -to -26=65, 26=97 -to -27=104 WARNEM - V ft dinsta. porarnat. and READ NOTES ON rtes AND MCLUDLIM WTEE REPEeERcs PAGE em -7473 BERM ME. KNEE Design valid for use only with Miifek connectors. This design is based only upon parameters 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 s for Ioterat wpporl of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibil8ty, of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding to sah}yInform4ation avvailable from Truss lPlate institute. 5833D'Onohq DrriivveulMadisson51WP15137719 Ofteda, DSB-89 and BCsll Building Component 7777 Greenback Lane, Suite 109 14-0 s aur ss 2005 mn ex mausmes, Inc. Wed Oct 17 11:16:092007 Page 1 32-10.0 4.4 i 3x4 = 6.00 r 8 3x4 = 3x8 = 3x4 II Scale = 1:65.6 --- 20 4x4 = 3x8 = 5x8 // 12.00 12 8x18 MT20H = 15 14 13 54 = 1.5x4 II 3x4 = 7x6 \\ 243-8 P-3-81 23.8 1.0-0 14-5-8 1-0-0 14-1-0 Plate Offsets (X Y): 12:0-4-12 Truss Truss Type Qty Ply poRTER - 3101 LP-ObRT3101 E3 MONO CAL HIP 1 1 R26955573 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928.7435 [;ren acner BC 0.95 Vert(TL) -0.44 18-19 >887 180 MT20H 165/146 - ob of re o do al ... _ _ _ _ _ 14-0 s aur ss 2005 mn ex mausmes, Inc. Wed Oct 17 11:16:092007 Page 1 32-10.0 4.4 i 3x4 = 6.00 r 8 3x4 = 3x8 = 3x4 II Scale = 1:65.6 --- 20 4x4 = 3x8 = 5x8 // 12.00 12 8x18 MT20H = 15 14 13 54 = 1.5x4 II 3x4 = 7x6 \\ 243-8 P-3-81 23.8 1.0-0 14-5-8 1-0-0 14-1-0 Plate Offsets (X Y): 12:0-4-12 0-1-81 13.0-2-8 0-2-01 113:0-1-8 0-1-81 115 0-3-0 0-1-121 f 16 0-3.0 0-2 121 [19:0-8-0 Edgel 120 0-2 8 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.27 18-19 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.44 18-19 >887 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.22 13 n/a n/a BOT CHORD 2-20=197/1763, 19-20=231/2103, 18-19=-40C/3976, 17-18=204/1979, 17-21=-135/1270, 16-21=-135/1270, BCDL 7.0 Code UBC97/ANSI95 (Matrix) WEBS 320=1344/148, 4-19=141/1241, 319=268/2643, 9-16=20/62, 10-15=1208/117, 10-16=133/775, 7-17=28/380, Weight: 215 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 2-9-14 oc purlins, BOT CHORD 2 X 4 OF No.1 G except end verticals, and 2-0-0 oc purlins (5-4-9 max.): 7-12. WEBS 2 X 4 OF Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-19 2 X 4 DF No.1 G WEBS 1 Row at mid pt 12-13,10-15,4-18,11-13 JOINTS 1 Brace at Jt(s): 12 REACTIONS (Ib/size) 13=1079/0-3-8,2=116010-3-8 Max Horz2=274(load case 4) Max Uplift13=44(load case 4), 2=26(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=2074/10, 3-4=-4726/249, 4-5=-2248/30, 5-6=2135/59.6-7=1559/86. 7-8=22/0, 12-13=158/5, 7-22=-1334/95, 9-22=1334/95, 9-10=1271/92, 10-11=1157/96.11-12=50/68 BOT CHORD 2-20=197/1763, 19-20=231/2103, 18-19=-40C/3976, 17-18=204/1979, 17-21=-135/1270, 16-21=-135/1270, 15-16=152/1450.14-15=89f797,13-14=891796 WEBS 320=1344/148, 4-19=141/1241, 319=268/2643, 9-16=20/62, 10-15=1208/117, 10-16=133/775, 7-17=28/380, 6.18=-43/454, 4-18=2013/198, 6-17=752/63, 9-17=52/222, 11-14=34/243, 11-15=-61/535, 11-13=1166/58 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 33 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) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �F ESS QR /�N 5) A plate rating reductionries 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flatt orientation) purlins at oc spacing indicated, fastened to truss TC S w/2 -10d nails. LOAD CASE(S) Standard �Q!`P�_p�R Q �2 � m C04 3 ,t E + / 18,2007 A WARM0 - 7ar% deafen parumerens and READ NOTES ON TMS AND MCWZUM ADTES REP'SRE M8 PADS MU 7473 DEPORE US& MrAffm mm �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is respomibklity of building designer - not truss designer. Brocing shown p u for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibOGty of the IYI iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatio quality control. storage, delivery, erection and bracing, consult AN51/TPII QuaOly Crtteda, g3l-89 and 6CS11 BuOdlnp Component .a.r.>e n4roer<- Safefy Intorma8on available from T"s Plate Institute. 583 D'Onobro Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type ply=Job"Reference x12.0 z-8 Edoet ER-3101 PORT3101 E4 SPACING 2-" CSI 826955574 in (loc) Vdefl CAL HIP 1 TCLL 16.0 Plates Increase 1.25 Longfellow Lumber Co.. Inc.. Chic- Ca. 9697a.7A'U r n.nw Vert(LL) 0.27 13-14 >999 (optional) s.ns a zuua mi ex alausmes, Inc. Wea Oct 17 11:16:10 2007 Page 1 2h15 1$ &S-0 I 14-11.1 15i12 6 .00F1'1.1131.4 1 1 -8.127x4 ! 6-57 6S1 3xb-3=11 17-74 14-0 Scale = 1:74.3 04-3 3x8 = 4x4 Av1 i 7 19 18 17 18 4x4 = 12 3x8 3x4 113x8 = 1.5x4 II 84 //12.005_2 54 = 8x16 MT20H = 5x8 \\ 14-1.0 1.0-0 14-5-0 1-0-0 2-3.8 Plate Offsets (X.Y): ILO -1-4 0-1-8t 14:0-1-120-1-8t t6.0 -z-0 Edget rs az 8 a2 -0t no 0 4 12 0 1-8t x12.0 z-8 Edoet 113.0-8-0 Edaet it5:0-5-4.0-2-81, [16:0-2-12,().1-121 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.27 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.51 13-14 >771 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.24 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 230 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 OF Std G *Except* BOT CHORD 9-13 2 X 4 OF No.1 G WEBS REACTIONS (Ib/size) 19=1072/0-3-8,10=1153/0-3-8 Max Horz 19=271 (load case 3) Max Upliftl9=22(load case 3), 10=18(load case 5) Sheathed or 2-9-13 oc purlins, except end verticals, and 2.0-0 oc purlins (5-8-12 max.): 2-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-18, 3-18, 4-16, 7-15, 8-14, 1-19 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=206/106, 2-3=206/77, 3.4=1000!77, 4-5=1132/67, 5-6=1333/72, 6.7=1344/10, 7-8=2121/34, 8-9=-4734/0, 9-10=2054/0, 10-11=0/30,11-19=1055/64 BOT CHORD 18-19=0/218, 17-18=0(788, 16-17=0/789, 15-16/1304, 12-13=0/2077, 14-15=0/1855, 13-14=0/4001, 10-12=0/1743 WEBS 2-18=211/37, 3-18=952/42, 3-17=21/212,3-16=34/394,5-15=-27/359. 4-16=1105/0,8-13=0/1223, 9.12=1322/0, 9-13=0/2681, 7-14=17/489, 7-15=843/31, 8-14=2158/0, 4-15=0/1024, 1-18=38/1017 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi 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 It by 33 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �OQ�pFESS/p� � Q LU C 00643 ©W_ ra 18, 2007 ® WARRL9G - Verify design paramat= and READ HDTE8 ON THrB AND LVCZMW WTEE REFERENCE PAGE AlIff•7473 BEFORE I%& Design valid for use only with MTek connectors. The design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenlers and proper incorporation of component is responsibility of bull designer- not truss designer. Bracing shown Is for lateral support of indMdual web members only. Additional temporary bracing to insure stabi0ty, during construction is the respomibOBty of the �i'''e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control a storage, delivery• erection and bracing. consult ANSVTPII Quality Crtiedo, OS6-89 and BCSII BuOding Component .o.r.,o.r.. -- Safety Information avollable from Truss Plate Institute. 583 D'Onotno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus 1— -his, CA, 95610 Job Truss Truss Type Qty Ply 3101 PORT3101 ES CAL HIP 1 1 FPORRT�ER- 826955575 Lonafellm Lumber Co. Ire Chun Cn oSo�fL]e'!A r.e., a we. Max Upl'dt20=12(load case 3), 10=18(load case 5) a Ce(optional) - - - - -- - - • - -a - - o.zuv s Jul 14 zuua mi ek Industries, Inc. Wed Oct 17 11:16:102007 Pagel 12.0-15 3-8-14- 8$-O { 14-11-1 1t? 12 2-0-15 1-7-13 1 A-9-4 678-0 a s 1 I 0-3-11 17.74 1-4-00'1 6.00 Fi2 4x4 Scale = 1:78.1 3x8 = 4x8 20 19 18 17 16 ._ 4x4 = 3x8 3x4 II 3x8 = 1.5x4 II 5x6 // 12.00 12 12 3x4 = 5x8 = 8x18 MT20H = 5x6 \\ 32-10-0 14-1-0 1.0.0 14-5-8 1-0-0 2-3-8 Plate Offsets (X,Y): [1:0-1-4,0-1-121, [4:0-2-0,0-2-0], [5:0-1-8,0-2-0], [6:0-2-0,Edge], [9:0-2-8,0-2-0], [10:0-4-12,0-1-8], [12:0-2-8,Edge], [13:0-8-0,Edge], [15:0-5-4,0-2$], [16:0-3-8 rL,j-11 LOADING (psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.57 BC 0.95 WB 0.84 (Matrix) DEFL in (loc) Vdefl Ud Vert(LL) 0.28 13-14 >999 240 Vert(TL) -0.52 13-14 >755 180 Horz(TL) 0.25 10 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 251 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 2-9-14 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1 G (6-0-0 max.): 2-4. WEBS 2 X 4 DF Std G 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-13 2 X 4 DF No.1 G WEBS 1 Row at midpt 2-19, 3-19, 7-15, 8-14, 1-20, 4-17, 5.16 REACTIONS (Ib/size) 20=1072/0-3-8.10=115310-3-8 Max 1-1orz20=277(load case 3) Max Upl'dt20=12(load case 3), 10=18(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=432/106, 2-3=363/87, 3-0=874/88, 4-5=1049/102, 5-6=1320/73, 6-7=1329/9, 7-8=2125/35, 8-9=4726/0, 9-10=205510, 110-11=0/30.1-20=1045/25 BOT CHORD 19-20=0/225, 18-19=0/695, 17-18=0/695, 16-17=0/872, 1576=0/1412, 12-13=0/2077, 14-15=0/1859, 13-14/3992, 10-12=0/1745 WEBS 2-19=95/47, 3-19=753/41, 3-18=16/153, 3-17=37/419.5-15=011347, 8-13=0/1221.9-112=1321/0, 9-13=0/2671, 7-14=17/486, 7-15=878/34, 8-14=2145/0, 1-19=38/874, 4-17=321/0, 4-16=-23/635, 5-16=1484/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 33 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If they porches exist, are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. pFE.`i$ /Q�� 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent �OQ� �R .S T,N 1 with any other live loads. 6) A plate rating reduction of 20% has been applied for the lumber members. �� _n Crr, green 7 Design assumes 4x2 Flat ' -) orientation spacing 9 ( )purlins at oc s aGn Indicated, fastened to truss TC w/ 2-10d nails. 0—C Q LOADCASE(S) Standard rn W C 0 643 * 1-09 OF 18,2007 WARRD70 - 17ert/y design ➢ammeter aM READ NOTES ON TRIB AND OPCUMED NITER REFERENCE PAGE AM -7473 BEFORE DSR. �� s Design valid for use only with Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicobilty of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of frldMduol web members only. Additional temporary bracing to insure stability during construction's the responsibllty of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSVTPII quality Criteria, OSB -89 and BCSII Building Component rose �TerOeN- Safety Information available from Truss Plate Institute. 583 D'Onofno Drive, Madison. WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty BOT CHORD 2 X 4 OF No.1 G • 3tOfE6 WEBS 2 X 4 OF Std G BOT CHORD CAL HIP 1LongfellowLumber IPIYTPORRTER DEFL Co. the Chir, rn osa1a�naee Ud PLATES GRIP TCLL 16.0 e erlce optional) a.zuu a Jul 13 2uub MiTek Industnes. Inc. Wed Oct 17 11:16:112007 Page 1 3-8-12 - -3 6-5-13 6-3-4 6-9-11 14-0 6.00 12 4x4 3x4 = 4x4 14 13 12 11 10 3x8 — 1.5x4 II 3x8 = 3x8 =3x4 = 3x4 = 3$12 13-3d4 22.10-11 32-10-0 3.8-12 9-6-8 9-7.7 9-11-5 Scale = 1:73.0 Plate Offsets (X.Y): 18:0-4-12.0-1-81 BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 OF Std G BOT CHORD LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.25 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.45 10-12 >860 180 BCL- 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.05 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 200 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 OF Std G BOT CHORD WEBS REACTIONS (Ib/size) 14=1074/0-3-8.8=1151/0-3-8 Max Horz 14=277(load case 3) Max Uplift14=13(load case 3), 8=18(load case 5) Sheathed or 4-4-9 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0.0 max.): 2-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-13.3-13. 5-12.1-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=388/79.2-3=-354/87, 3-4=-866/87, 4-5=961/67, 5-6=1582/49, 6,7=1582/49,7-8=1817/0, 8-94115,1-14=1049/8 BOT CHORD 13-14=0/225, 12-13=0/669, 11-12=0/1250, 10-11=0/1250, 8-10=0/1614 WEBS 2-13=88148, 3-13=723/34, 3-12=-46/456.4-12=-42/226, 5-12=545/37, 5-10=38/446, 7-10=-289/14, 1-13=40/866 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It by 33 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOADCASE(S) Standard �OQ�QFE$$/�� S. G'. GO a� � LU * E00,. 91t . 18,2007 WA&VM - Verb deedpn parameters and READ NOTES ON 7818 AND dNCI.f7 M LD7ER REFERENT•E PADS SW -7473 BEFORE USB. i Design valid for use only with Wet, connectors. This design is based only upon poromelers 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 p is for lateral support of individual web members only. Additional temporory bracing to insure stability during construction a the responsibllty 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. storage. defivery. erection and bracing. consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building ComponentR9ropn- Satety Information available from Truss Plate Institute. 583 D'Onotno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 F1 MONO CAL HIP 1 1 826955577 Lonafello Lumber Co Ins Chen re Qsoia�eve r .eine, I/defl Ud PLATES GRIP Job Reference (optional) 5-5-4 0.5-11 4x4 10-2-9 s Jul 1J dWb Mn eK mausines. Inc. Wed Oct 1711:16:112007 Pagel Scale = 1:2e.o ., 3x8 = 1.5x4 II 3x4 = 5-5-4 1.5x4 II 10-8.4 3x4 = Plate Offsets (X,Y): 11:0-1-12.0-0-21 TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 4-5.15 oc purlins, BOT CHORD 2 X 4 OF No.1 G except end verticals, and 2-0-0 oc purlins (4-0-8 max.): 2-4. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (Ib/size) 1=943/0-3-8, 5=1042/0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.06 6-7 >999 240 MT20 2201195 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.03 5 n/a n/a 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). BCDL 7.0 Code UBC97/ANSI95 (Simplified) 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Q L Z Uniform Loads (plf) Vert: 1-2=52, 2-0=100, 1-5=27(F=13) tT 04 3 � Concentrated Loads (lb) Weight: 70 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 4-5.15 oc purlins, BOT CHORD 2 X 4 OF No.1 G except end verticals, and 2-0-0 oc purlins (4-0-8 max.): 2-4. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (Ib/size) 1=943/0-3-8, 5=1042/0-3-8 Max Horz 1=82(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=1659/0.2-3=1484/0, 3-8=17/24,4-8=17/24.4-5=264/5 BOT CHORD 1-7=0/1490, 7-9=0/1398, 6-9=0/1398, 6-10/1398, 5-10=0/1398 WEBS 2-7=0/329, 3-6=0/345, 3-7=22/97, 3-5=1566/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If parches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down 21 and Ib up at 5-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. OF ESS/ () 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �OQR S LOAD CASE(S) Standard \\v Y C 03(� ��_A�R 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Q L Z Uniform Loads (plf) Vert: 1-2=52, 2-0=100, 1-5=27(F=13) tT 04 3 � Concentrated Loads (lb) * Vert: 2=234 E k 18,2007 I� WARNZIM - VertlSl dt-Ogn Parameters and READ NOT98 ON 7876 AND DVaZDSD WTEH RSPeununo PADS LID -7473 BEPOR8 DEE. ° Design valid tar use only with M7ek conneclors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenfers and proper incorporation of component is respomibi ty of building designer - not truss designer. Bracing shown Nil is for lateral support of individual web members only. Additional temporary bracing to insure stobNly during construction is the responsiblGty, of the M iTek erecta. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding fob ricatfon, quality control storage. delivery. erection and bracing. consult ANSVIP11 Quality Cdfedo, DSB-69 and BCSII Building Component ro.r4 ro Ke1pq�- so" In}ormaBon available from Truss Plate Institute. 583 O'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Pry PORTER - 3101 PORT3101 FIA MONO CAL HIP 1 1 826955578 Lorafel,m Lumber Co. Inc Chirp Ce Vert(LL) -0.09 5-6 >999 240 MT20 220/195 TCDL 10.0 b Reference O tion s Jul 13 ZOOS Milek Industnes, Inc. Wed Oct 17 11:16:112007 Page 1 7.5-4 0.4-3 3-11-1 4-5.0 44 i Scale = 1:29.2 3x4 = 3.4 II 4x4 = 7-5.4 8-8-4 ' Plate Offsets (X.Y): 11:0-2-10.0-1-81.(2:0-0-1.0-0-0.[5:0-1-12.0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.09 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.14 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 5-4-11 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1 G (5-10.6 max.): 2-4. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (Ib/size) 1=697/0-3-8,5=972/0-3-8 Max Horz 1=113(load case 4) Max Upliftl=17(load rase 5), 5=54(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1205/78, 2-3=1011/73, 3-7=-64/39,4-7=-64/39. 4-5=277/15 BOT CHORD 1-6=93/1010, 56=-69/802 WEBS 2-6=35/119, 3-6=32/289, 3-5=981/54 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 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 3) Provide adequate drainage to prevent water ponding. 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 201/6 has been applied for the green lumber members. 6) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 147 Ib down and 13 Ib up at 7-7-0 on is the responsibility of others. top chord. The design/selection()tio, l of such connection devace of the 9) In the LOAD CASE(S) section, loads applied to the face of the Wss are noted front OQ�QFE$$�ON9 .S as (F) or back (B). �Q��_n�R \``�r,, C��y LOAD CASE(S) Standard —C- Q yrs 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) � 46433 Vert: 1-2=52, 1-5=14 Concentrated Loads (lb) * XP 1-09Vert: 2=147 I / Continued on page 2 18, 2007 WARNMM - 9'er1/y deMyn Parameters and READ MnEB ON 7MB AND D9CLUDED AOTEEREFEREROE PADS AW -7473 BEFORE US&Mr Design valid for use only with Walk connectors. This design Is based only upon parameters shovm. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsblity of building designer- not truss designer. Bracing shown IYI pp� is for loterol support of individual web members only. Additional temporary bracing to insure stability during construction's the resporssibllly of the (Tek 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 ANSVTPII Quality Crtledo, DSB-89 and BCSII Building Component .o.rn p'Leroen- Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Job Truss ]Trussype t]tyER- 3101 PORT3101 FIA CAL HIP 1 1 826955576 ob Re ere o tnal Longfellow Lumber Co.. Inc., Chiw, Ca. 95928-7434, Greg Asher 6.200 is Jul 13 2005 MTek Intlustries, Inc. Wed Oct 17 11:16:112007 Page 2 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 2=6540-7=104, 7=156(8=52) -to -4=117(8=52) WAWMW - Va1M deafen Paramet m and READ NOTES ON TRIS AND MCJ=W MrTEE RSFERSRCE PADS MU 7473 BEFORE UBS. Design valid for use only with MTek connectors. This design is based ony upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown p� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYI iTek ereclor. Additional penrnanent bracing of the overall structure is the responsibiliy of the building designer. For general guidance regarding labricotion, quality control sioroge, delivery, erection and bracingg. consult ANSI/TPII Quagly CMedo, DSB-69 and BCSII BuOdlnp Component ;3--FsaroaK� Sabely InfomlaBon avalable from Truss Plate Institute, 583 O'Onofrta Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 ob Truss 1 Truss Type Qty Ply I PORTER • 3101 'ORT3101 FIC----] ROOF TRUSS R2695557S JQ -ongfellow Lumber Co.. Inc., Chico.Reference tinal, Ca. 95928-7434, Greg Asher 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Oct 17 11:16:12 2007 Page 1 5-7-11 I 1fLa.17 1 16-11-A 1.4-0 5.7.11 5-1.3 54.11 Scale = 1:51.9 3x4 = B 7 3x4 = 3x4 = 8-24 7-11.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.09 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.15 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight: 81 lb 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 10-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5-7 REACTIONS (Ib/size) 7=52110-3-8,2=59710-5-8 Max Horz2=266(load case 4) Max Uplift7=63(load case 4), 2=17(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/15, 2-3=-689/0, 3-0=4197/37, 4-5=86/51, 5-6=1/0, 5-7=138/31 BOT CHORD 2-8=97/609.7-8=74/31111 WEBS 3-8=239/14, 4-8=32/363, 4-7=-453/31 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 1, 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard /QRpFESS/ON e S. CO (D a LU Of C 04,833 'T IMIWI �'12 18,2007 WARNMG - Verylo design pasame/em and READ AWLS ON TN78 AND DWIZDSD 80TSR REPERENM PADS 807-7473 NEPORE 085. ■ Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. �s 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 stab fiy during construction is the responsibility, of the M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualiy safety Informa8control, storage. delivery, erection and bracing, consult ANSVIFII Quality Criteria, DSB-89 and BC511 BuIlding Component - A7- 0 available from Truss Plate Institute. 583 UOnolrlo Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Job NSS T --- --Type IY PLATES GRIP R - 3101 PORT3101 F2 MONO CAL MIP 1 1 826955580 FjqbReferaruna Longfellow Lumhnr Cn I— Chir.. rn C9o1-1w WEBS BCLL 0.0 Rep Stress Incr NO (optional) 1-4-0 1-10-15 2-1-1 12-1-8 b.2alJ s Jul 13 2005 MTek Industries, Inc. Thu Ocl 18 09:20:14 2007 Page 1 3X4 II Scale = 1:45.1 4.4 = 2X4 II 3x4 = 16-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.08 9-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.12 10-11 >999 180 WEBS BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.02 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 100 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.l G TOP CHORD BOT CHORD 2 X 4 DF No.1 G WEBS 2 X 4 DF Std G 'Except' BOT CHORD 6-11 2 X 6 DF SS G WEBS JOINTS REACTIONS (Ib/size) 9=51310-3-8,2=61610-3-8 Max Horz 2=287(load case 4) Max Uplift 9=-81 (load case 4), 2=57(load case 5) Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0.0 oc purlins (6-0-0 max.): 3-4, 6-11. Rigid ceiling directly applied or 10.0-0 oc bracing. 1 Row at midpt 8-9 1 Brace at Jt(s): 4 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=1144/83, 3-13=972/68, 4-13=-972/68, 8-9=128/20, 4-11=38/68, 4.6=-409/22, 5-6=0136, 6-17=577/40, 7-17=455/82, 7-8=106!71 BOTCHORD 2-12=182/1030,12-14=16711952,14-15--167/1952.11-15=-167/1952. 11-16=136/11180,10-116=1136/1180, 9-10=100/408 WEBS 3-12=36/294.4-112=10116192, 7-10=74/337, 6-10=1126/1102.7-9=522/62, 4-10=616/63 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 It 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 Ib down and 1 Ib up at 6-1-8, and 9 Ib down and 1 Ib up at 1-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 Continued on page 2 Y WARND9O - V --O de+TCn Parwnet. and RP.AD MnES ONTJZM AND MCWDED MTJM pgpgag19C8 PAOS EII1-747311F"R8 US& Design valid for use only with MITek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability po lica atyo f design paromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing drown support of individual web members only. Additional temporary bracing to insure slabilty during construction is the responsibllty, of the erector. Additional permanent bracing or the overall structure is the responsibility of the buldeng designer. For general guidance regarding fabrication, quality control storage. delivery. erecrlon and bracing. consult ANSVIPII Quality Criteria, DSB-89 and SC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison. W153719. ff MiTek_' 7777 Greenback Lane. Suite 109 18,2007 Job ti55 N55 Type H P PORTER -3101 PORT3101 F2 MONO CAL HIP 1 1 826955580 Longfellow Lumber Co.. Inc chic„ ca a50I0.7die Job Reference (optional) w 4— mn eR nousuies, rric. i nu Vcl w Lm:Zu:ib Zuu7 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=52, 3-13=-48, 4-13=16, 2-9=-13(F=1), 5-6=52, 6-17=-08, 8-17=52 Concentrated Loads (Ib) Vert: 3=9 17=9 A WARNM • vergy design pairameters and READ NOTES ON TMS AND DVCLZMW lls7'EE RSPERENCE PAGE MU -7473 BEFORE USS. ■ Design valid for use only with Walk connectors. This design is based only upon parameters shown. and is for an individual building component. �c Applicability of design pammenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p is far lateral supporl of individual Web members only. Additional temporary bracing to insure stabilty, during construction B the responsibility of the G iTek' erecta. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing. consult ANSI/TPII pual8y Criteria, DSB$9 and BCSII Building Comonent A.c. Salety Information available from Truss Plate Institute. 583 D'Onotno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 F3 ROOF TRUSS 1 1 826955581 LonufelfM Lumber Co. Inc Chico Ca Q9Q91L7AAA c. Armee, 6-7 >999 240 ab Reference (optional) CONN. OF GABLE STUDS BY OTHER 3. 1 .t.9A I tt-B.a 1.9-8 11-8-0 s Jul 1.3 1.5x4 II 5 1.5x4 'll 3x4 = 3x4 = Industries, Inc. Wed Oct 17 11:16:13 2007 Page 1 Scale = 1:50.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.03 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) -0.00 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 87 lb LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 OF Std G OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 6=377/0-3-8,8=472/0-5-8 Max Horz8=267(load case 4) Max Uplift6=93(load case 4), 8=14(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2/23, 2-3=228/30, 3-4=89/48, 4-5=1/0, 4-6=-154/32.2-8=-433n BOT CHORD 7-8=251/29, 6-7=112/204 WEBS 2-7=0/221, 3-7=72/121, 3-6=274/81 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mid pt 4-6 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 psi 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) Gable studs spaced at 2-M oc. 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 OQ�kpFESS/pNq S. T,Nc�Fti GO Fc �a �2 LU C o� �^ m JMW r 18,2007 4 -ARPMM - V.% deacons pa..eimil and READ NOTES ON'rWS AND MMIADSD NITER 3wnnvnv PAOS NU 7473 aEPORS UR& ��` Design valid for use only with MTek connectors. This design is based only upon parameters shown. and Is for on individual building component. Applicability m y of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Welk' is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/rPll Quality Cdtedo, DSB-89 and BCSII Building Component ;Z—. m ��a.o safety Intormaeon available from Truss Plate Institute, 583 D'Onof% Drive. Madison. WI 53719. 7777 Greenback lane, Suite 109 Job Truss Truss Type Qty Ply PORTFJ2 - 3101 PORT3101 H1 CAL HIP 2 1 826955582 b ee o a Longfellow Lumber Co., Inc., Chiw, Ca. 95928-7434, Greg Asher 6.200 s Jul 13 2005 Mi ek Intlusiries, Inc. Wed Oct 17 11:16:13 2007 Page 1 0-3.10 13-0 04-3 1.34 2110 1-3-4 04-3 1-3-0 0-3-10 Scale = 1:14.5 4x4 i 6.00 12 4x4 2x4 = 2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(Q -0.00 11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G WEBS 2 X 4 DF Std G 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=90/0-3-8.7=85/0-3-8.14=143/0-3-8. 10=127/0-3-8.12=11210-3-8 Max Horz 2=-4(load case 3) Max Uplift2=-8(load case 5), 7=8(load case 5) Max Grav2=90(load case 1), 7=85(load case 1), 14=145(load case 6), 10=131(load case 7), 12=115(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 2-3=36/11, 3-4=30/9, 4-5=30/9, 5-6=30/9, 6-7=35/10, 7-8=0/6 BOT CHORD 2-15=0/25,14-15=0/30,13-14=0/30.12-13=0/30.11-12=0/30, 10-11=0/30.9-10=0/30, 7-9=0/24 WEBS 315=-47/0, 4-13=117/0, 5-11=110/0, 6-9=51/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard A WARlm9O - 7er1/1r deergn P— 6— and READ NOTES ON Tms AND OmcLuDED BGTEE REYERENcd PAGE rW 7473 asroxE UES. Design valid for use only with MTek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibOGty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consult ANSI/TPil Quality Criteria, DSB-89 and BCSI1 Building Component Safety InformaB0 available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. Ifs MiTek' 7777 Greenback Lane, Suite 109 18, 2007 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 H2 CAL HIP 2 / 826955583 Lonafellow Lumber Co.. Inc_ Chim CA 9599A7A3A r— A-1 Udell L/d PLATES GRIP ob e e ce o 'o a s jai is 2uub Mfl eK Industries. Inc. Wed Oct 17 11:16:13 2007 Page 1 -063-101 7 10-7 13-3-0 1 3-7.1 45-5 4-9-A 15 z 1 I 8-0 -11 04-11 0-3.10 2-10-7 0-4-9 0A-3 0-10.2 0.4-3 0-4-9 2-10-7 0-3-10 4x4 Scale: 3/4"=1' 4x8 = 2x4 = 2x4 = 2.1-4 0.9-3 0-4-9 1-0-8 0-0-0 0449 1-0-3 1-10-4 1$ Plate Offsets (X.Y): f4:0-3-0.0-0-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.00 11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 Cade UBC97/ANSI95 (Matrix) Weight: 31 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-" oc purlins (6-0-0 max.): 3-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=137/0-3-8.5=135/0-3-8, 11=69/0-3-8.7=54/0-3-8,9=163/0-3-8 Max Horz 2=9(load case 4) Max Uplift2=4(load case 5), 5=5(load case 5) Max Grav2=137(load case 6), 5=135(load case 1), 11=93(load case 2), 7=81(load Case 2), 9=163(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6, 273=76/10, 3-4=50/12, 45=74/11, 5-6=016 BOT CHORD 2-11=0141, 10-11=0/41, 9-10=0/49, 8-9=0/49, 7-8=0/40, 5-7=0/40 WEBS 3-10=9610, 4-8=98/0, 4-10=23126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Y WARNING - FerlJtr d-tgn Parameters and READ NOTES ON TWO AND DI aNDiDED W TBH REFERENCE PAGE MU 7473 BEFORE 08& n � ` Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is far an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbBBty, of the M iTek erector. Additional permanent bracing of the overall structure is the responsibility of the bulling designer. For general guidance regarding fabrication, qualiy control storage. delivery. erection and bracing. consult ANSVTP11 Quality Criteda, DSB-89 and BCS11 Building Component ro.x4 A�rwmRK Safety Informa8on available from Truss Plate Institute. 583 O'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job SPACING Truss Type Qty Ply PORTER - 3101 PORT3101 ��H3 KINGPOST 1.25 TC 0.16 826955584 4-6 >999 240 MT20 220/195 TCDL 10.0 1 1 BC 0.15 Lontifellow Lumber co.. Inc._ china. ca. 4599i17ene rra„ nano. BCLL 0.0 _ -Job Reference (optional) 0-3-10 4-" 4x4 = 3 4-0-4 oa10 2x4 = 2x4 = 1$ Scale = 1:17.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.00 4-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.01 4-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=27910-3-8,4=279/0-3-8 Max Horz2=12(load case 3) Max Uplift2=5(load case 5), 4=5(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=013, 2-3=274/0, 34=27410, 4-5=0/3 BOT CHORD 2-6=0/242.4-6=0/242 WEBS 3-6=9/132 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard �o9?,pFESSIS. 0N9� uj C04 m ,t E - -09 * , OF 18,2007 A WARNDrG - V-& deelpn par..eere and READ NOTES ON TWS AND INCL MED MITER REFERENCE PAGE MV 7473 BEPORS USB. Design valid for use only with Mlek connectors. The benign is based only upon parameters shown. and Is for an individual building component.Applicability of design paramenlers and proper incorporation of component's nmponsbility of building designer- not truss designer. Bracing shown isfor lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the NNW erector. Additional permanent bracing of the overall structure is the responsibility or the building designer. For general guidance regarding SafeettyolnplormQelton available from Truss lPlate erection e. 583 D'Onofno Driivee. Madisson. WI 53719a0y 6Rerla, OSB -89 and BCSII Building Component 7777 Greenback Lane. Suite 109 Job Truss Truss Type Oty Ply PORTER - 3101 PORT3101 H4 MONO MONO TRUSS 3 1 TC 0.17 Longfellow LumherCn I— Chir, r oso�a�nvs r_.e., e�w-. 2-6 >638 240 O e even O hOnal 0-3-10 4-1-14 4-0$ 1.5x4 II 5 2x4 = 3x4 = Scale = 1:26.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.15 2-6 >638 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.25 2-6 >375 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 35 lb LUMBER TOP CHORD 2 X 4 OF No.1 G BOT CHORD 2 X 4 DF No.t G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=28010-3-8,6=262/0-3.8 Max Horz2=128(load case 4) Max Uplift2=4(load case 5), 6=32(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/3.2-3=218/0,3-4=51/18.4-5=1/0. 4-6=107/17 BOT CHORD 2-6=37/193 WEBS 3-6=217112 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 It by 24 It 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard / QFtOF ESSIpS. UJ ,� a 446 - 433 T * XP 1-09 *.A1 18,2007 WAR -0 - V-j/y design parame[ess and PZAD NOTES ON THIS AND MaXIDED SDTER A1I7 RM= PAGE AM 7473 MWORE USE. ` Design valid far use only with Miirek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not trvss designer. Bracing shown Nil is for lateral support of individual web members only. Additional temporary bracing to insure stabifity during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibifify of the bulding designer. For general guidance regarding fabrication, quolily control. storage, delivery. erection and broc'h consult ANSUTPII Quality Criteria, DSB-89 and BCSII Building Component pWL9 A�a.aeK- Salety IntormaBon available from Truss Plate Institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 K7 CAL HIP 1 1 826955586 Longfellow Lumber CO., Inc., Chiw, Ca. 95928-7434. Grea Asher -1 le = 1:81.9 � 0-11-5 ob a al ._ _ ..._ . _ . -_ -.. _ . _ ____ REACTIONS (Ib/size) 18=202310.3-8,2=247810-3-8 Max Horz 2=72(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=5277/0, 3-38=-4632/0, 4-38=-4632/0, 4-39=7369/0, 5-39=7369/0, 5-6=-8841/0, 6-7=8841/0, 7-8=-8864/0, 8-11=7564/0, 11-12=7564/0, 12-15=5901/0, 9-10=21/0, 10-13=-46/47, 13-14=57/0, 14-15=115/0, 15-16335/0, 116-17=729510.117-18=390110. 18-19=0/30 BOT CHORD 20-21=0/74, 18-20=0/3446, 2-30=014724, 30.40/7369, 40-41=0/7369, 29-41=Of7369, 29-42=0/8841, 28-42=0/8841, 27-28=0/9205, 26-27=0/9205, 25-26=0/9205,24-25=0/8864. 23-24=017564, 22-23=0/6582 WEBS 3-30=0/1705, 4-30=3162/0, 4-29=0/1136, 5.29=1832/0, 5-28=0/657, 7-28=72210, 7-26=0/328, 7-25=451/152, 8-25=13/417, 8-24=1541/0.12-24=0/859. 12-23=2012/0,15-23=0/11851. 17-20=201610, 21-22=0/85, 16-22=0/2362, 20-22=0/4017,17-22=0/3064, 16-23=1236/0.112-13=181110, 10-11=-153/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 45 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries hip end with 32-0-0 right side setback, 6-0-0 left side setback, and 6-0.0 end setback. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 16-8-0, and 234 Ib down and 10 Ib up at 9.6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 Y WARNDN) - V—(& deefpn pv amete and READ NOTES ON TNra AND RMIZZIED WTER R&MRENCE PADS AM 7473 REPORE US& Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is lar an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addillonal temporary bracing to insure stability during construction is the responsibOGty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSII Building Component Solely Information available from Truss Plate Institute. 583 D'Onotno Drive. Madison. WI 53719. O9?,o ESS/ONS S. r�Nc�< GD m C 04 fn * E 9 OFC 0 ber 18,2007 Iffik' 7777 Greenback Lane, Suite 109 Page uu., vvnaunu iiA6;i52W7 s 0.11-5 -I-o-Q 1 5-10-15 349-1 448-0 6-0 1-0-0 4-11-10 28-10-2 9 1 9-10.15 -1 le = 1:81.9 � 0-11-5 1.5x4 11 10 1.5x4 II 5x12 5x10 4 6.00 12 4� — II 13 3x6 4x8 = 4x4 = 4x8 = 4x4 = lox 14 3 38 4 39 5 6 7 8 12 15 5x8 Z�l ' 4x8 f�� 2 17 g c d 5x12 i 30 40 41 29 42 28 27 28 24 23 18 4x6 = 4x4 = 4x4 = 2x4 11 4x4 = 04 = 8x10 = lg dd 8x14 MT20H WB = 21 20 012 = 1.5x4 I I 5x6 = CONN. OF GABLE STUDS BY OTHERS. — 4x8 0111-? a4e o 0-11-5 434-11 Plate Offsets (X,Y): f2:0�J 90-2-121 (12:0-4-0.0-2-12].116:0-2-8.0-2-81. [18.0-0-10 Edoel 120 0-1-12.0-241, [22:0-6-12.0-4-121 LOADING (psi SPACING 2.0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.63 25-26 >842 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -1.47 25-26 >363 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.48 18 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 317 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G *Except* TOP CHORD Sheathed or 1-9-12 oc purlins, except 3-62X 6 DF SSG, 6-15 2 X 6 DF SSG 2-0-0 oc purlins (2-8-6 max.): 3-15. Except: BOT CHORD 2 X 6 DF SS G *Except* 2 Rows at 1/3 pts 11-15 18-212 X 4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G 'Except' WEBS 1 Row at midpt 4-30 16-212 X 4 DF No.1 G, 20-22 2 X 4 DF No.1 G, 17-22 2 X 4 OF No.1 G JOINTS 1 Brace at Jt(s): 25, 24, 22, 11 OTHERS 2 X 4 DF Std G 'Except' 21-31 2 X 4 DF No.1 G REACTIONS (Ib/size) 18=202310.3-8,2=247810-3-8 Max Horz 2=72(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=5277/0, 3-38=-4632/0, 4-38=-4632/0, 4-39=7369/0, 5-39=7369/0, 5-6=-8841/0, 6-7=8841/0, 7-8=-8864/0, 8-11=7564/0, 11-12=7564/0, 12-15=5901/0, 9-10=21/0, 10-13=-46/47, 13-14=57/0, 14-15=115/0, 15-16335/0, 116-17=729510.117-18=390110. 18-19=0/30 BOT CHORD 20-21=0/74, 18-20=0/3446, 2-30=014724, 30.40/7369, 40-41=0/7369, 29-41=Of7369, 29-42=0/8841, 28-42=0/8841, 27-28=0/9205, 26-27=0/9205, 25-26=0/9205,24-25=0/8864. 23-24=017564, 22-23=0/6582 WEBS 3-30=0/1705, 4-30=3162/0, 4-29=0/1136, 5.29=1832/0, 5-28=0/657, 7-28=72210, 7-26=0/328, 7-25=451/152, 8-25=13/417, 8-24=1541/0.12-24=0/859. 12-23=2012/0,15-23=0/11851. 17-20=201610, 21-22=0/85, 16-22=0/2362, 20-22=0/4017,17-22=0/3064, 16-23=1236/0.112-13=181110, 10-11=-153/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 45 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries hip end with 32-0-0 right side setback, 6-0-0 left side setback, and 6-0.0 end setback. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 16-8-0, and 234 Ib down and 10 Ib up at 9.6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 Y WARNDN) - V—(& deefpn pv amete and READ NOTES ON TNra AND RMIZZIED WTER R&MRENCE PADS AM 7473 REPORE US& Design valid for use only with Mlek connectors. This design is based only upon parameters shown. and is lar an Individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addillonal temporary bracing to insure stability during construction is the responsibOGty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSII Building Component Solely Information available from Truss Plate Institute. 583 D'Onotno Drive. Madison. WI 53719. O9?,o ESS/ONS S. r�Nc�< GD m C 04 fn * E 9 OFC 0 ber 18,2007 Iffik' 7777 Greenback Lane, Suite 109 Job TrussTruss Type Qry Pty PORTER - 3101 PORT3101 K7 CAL HIP 1 1 826955586 Lonafellow Lumber Co_. Inc. Chim Cs G5G9a.7— limn A—, _ __ _ Reference (optional) NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (I3). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-39=-100, 11-39=52, 9-10=-20, Concentrated Loads (lb) Vert: 3=234 39=234 10-15=52, 1519=52, 18-21=-27(F=13), 2-22=27(1`=13) o.cvv sas w-- mn eK aaumnes. Inc. wea um 1711:16:152007 Paget WARNING - Ver{ jar design parwineters and READ NOTES ON TmS AND vircwDED mrTzK REPERENcz: PAGE mu 7473 BEFORE USE. Design valid for use only with MITek connectors. This design is lased only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure Mobility during construction a the responsibility of the IYI iTek' erector. Additional permanenf bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrt aI, quality control. storage. delivery. erection and bracing. consult ANSUTPI I Quality Criteria. DSB-89 and BCSII Building Componentm.r..osK- Safety Information available from Truss Plate Institute. 583 D'Onotno Drive. Madison, WI 53719. 7777 Greenback Lane. Suite 109 lob Truss Truss Type Qty Ply PORTER - 3101 IORT3101 K2 CAL HIP 1 1 R26955587 In Longfe8oReference(optional) ow Lumber Co., Inc., Chieo, Ca. 95928.7434, Greg Asher 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Oct 17 11:16:15 2007 Pane i 14-0 4-0-10 3-10-5 6-0-7 6-4-10 64-10 6-0-7 7-5-13 4.5-2 14-0 g Scale = 1:82.6 1.5x4 II 10 \\ 5x8 8.00 F12 4 3x4 3 2 91 3x8 — 27 26 1.5x4 II 3x8 = 3x8 =1. 4 II 3x4 = 3x8 = 3x4 = 5 B 7 30 11 Im 25 24 23 31 32 22 3x4 = 3x8 = 1.5x4 II 3x4 = 36-2.8 3xB 5x8 12 4x6 14 3x4 15 g qq us 214 = 16 d Id 17 l. N 3x10 = 34 = 19 18 2x4 I I 3x4 = 3W 4aBt 0.5-8 8-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase Lumber Increase 1.25 1.25 TC 0.81 Vert(LL) 0.21 22-23 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES BC 0.47 WB 0.83 Vert(TL) -0.35 Horz(TL) 0.11 23-25 >999 180 19 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 244 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 4-4-7 oc purlins, except BOT CHORD 2 X 4 OF No.1 G'ExcepY 2-0-0 oc purlins (3-11-0 max.): 4-13. Except: 14-19 2 X 4 OF No.18Btr G 1 Row at midpt 8-13 WEBS 2 X 4 DF Std G OTHERS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 4-9-0 oc bracing. WEBS 1 Row at midpt 11-21 JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) 19=1919/0-5-8,2=1211/0-5-8 Max H=2=170(load case 3) Max Uplift19=45(load case 5), 2=55(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--0/30,2-3=-2124/90, 3-4=2006/1113,4-5=1781/104, 5-6=2522/164, 6-7=1803/250, 7-30=1803/250, 8-30=1803/250, 8-11=1803/250.11-113=390/107. 9 -10=55/0,10-12=55/31,12-13=120/0.13-14=-441/24,14-15=125/1508, 15-16=57/492,16-17=0/29 BOT CHORD 18-19=-43/4.16-18=389r72,2-27=0/1822, 26-27=0/1822, 25-26=0/2522, 24-25=11/2562, 23.24=11/2562, 23.31=11/2562 , 31-32=11/2562, 22-32=11/2562, 21-22=23/1803, 20-211=1330/173.19-20=1903/41, 14-20=2057/72 WEBS 4-26=53/568, 13-21=-236/72, 3-27=5/94, 3-26=34/8, 525=61/248, 6-23=35/213, 11-22=-40/572, 526=-858/83, 6-25=144/97, 6-22=885/0, 11-21=1721/166, 1518=47/289, 18-20=394/78, 1520=922/101, 14-21=-64/1977, 8-10=306/59 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf lop 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 It by 37 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OQ?,OF ESS/�N9 S. T/,yC�F2 C7 T�11 IX C 049433 ITT IMws4•�! 1 18, 2007 WARNBW - 17-V9 desrpn Parramaters and READ NOTES ON TRIS AND INCLUnW WTEE REFERENCE PADS MU -7473 BEFORE US& Oesign valid for use only with Wek connectors. This design is based only upon parameters shown, and is fa 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 resporuibkllity, of the iw iTek erector. Addlliorsal permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication.oInformation aavaailaable from Truss/Plate Institute. e. 583 D'Onofno OriveulMadison. WIt537719. Quality OBeda, OSB -89 and BCSII BuOdtnp Component 7777 Greenback Lane. Suite 109 Job Truss Truss Type pry Piy PORTER - 3101 PORT3101 K3 CAL HIP 1 1 826955588 Longfellow Lumber Co.. Inc.. Chive, Ca. 95928-7434obeferericce o tional , Greg Asher 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Oct 17 11:16:16 2007 Pane 1 14-05-0-10 4-10.5 6-10-0 3.7-1 3-7-1 1.9.9 5-0-7 9-5-13 4-5-2 14-0 Scale = 1:82.6 2 �1 6.00 12 4 3x4 = 3x6 = 3x8 = 5x8 22 5 6 7 23 8 3x4 3 44 9 3x4 - d 10 n 5x6 = 21 20 19 18 17 18 5x8= Q 11 12 1 4 1.5x4 II 3x8 = 4x8 = 1.5x4 II 4x12 3x6 = 3x4 = 14 13 2x4 II 3x4 = 36-2-8 0.5.8 8.0-0 Plate Offsets (Xv): 12:0-1-10.Edget (4•o -2-1s o-2-8] 18'0-2-12 o -2-8t t9'o-3-o 0-1-8t 114'0.2-4 o -1-0t 115.0-&0 o -z 8) LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl L/d PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.79 BC 0.64 Vert(LL) -0.23 17-19 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.57 Vert(TL) -0.43 17-19 >999 180 Horz(TL) 0.16 14 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 223 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 3-0-9 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 'Except* 2-0-0 oc purlins (2-8-6 max.): 4-8. 9-14 2 X 4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. WEBS 2 X 4 DF Std G 'Except* WEBS 1 Row at midpt 5-20 9-16 2 X 4 OF No.1 G 2 Rows at 1/3 pts 7-16 REACTIONS (Ib/size) 14=2615/0-5-8,2=1774/0-5-8 Max Horz2=68(load case 3) Max Upliftl4=52(load case 5), 2=41 (load case 4) Max Grav14=2615(load case 1), 2=1802(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=-3365/68, 3-4=3201/92, 4-22=2854/87, 5-22=2854/87, 56=3753/104, 6-7=-3753/104, 7-23=1667/66, 8-23---1667/66,8-9=1850/80. 9-10=125/1500, 10-11=57/493.11-124/29 BOT CHORD 113-114=441/4,1111-113=39V72, 2-21=11/2914, 20-21=11/2914.19-20=14/3753,18-19=-8/3365.17-18=-8/3365, 16-17=-8/3365,15-16=1297/171.14-15=2599/48, 9-15=2724778 WEBS 4-20=34/710, 8-16=-44/242, 3-21=-8/142, 3-20=99/108,5-19=186/53.7-17=18/24 9, 5-20=1105/32, 7-19=15/519, 7-16=-2077/45, 10.13=-47/284, 13-15=393778, 10-15=912/100, 9-16=78/3019 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 1, condition I enclosed building, of dimensions 45 it by 37 it 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 pF ESS/ QR �H 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora IR S 10.0 psf bottom chord live load noncancurtent with any other live loads. 5) A plate rating reduction of 20% has been applied for the lumber 'Y green members. G) � 6) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder. Q .L 2 7 Design assumes 4x2 flat orientation spacing ' 9 ( )purlins at oc s acro Indicated, fastened to truss TC w/ 2-10d f11 nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 156 Ib down and 6 Ib up at 3411-8, LUr+ n� m C L and 156 Ib down and 6 Ib up at 13-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * EXP LOAD CASE(S) Standard C Continued on page 2 !t , 1 18,2007 Al WA --o - Ver1/y destpn P--oa- and READ NOTEB ON TIM AND DICIAMED MITRE REFERENCE PAGE AV 7473 BEFORE OSE. ■■■ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. s 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 responsibarity, of the ;a-- WOW k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding safety Information available from Truss lPlate nstittute. 583 D'O ohro DDrriivvee. Madisson. WI 537719. DSB-89 and BCSII Building Component 7777 Greenback lane, Suite 109 Job Truss Type Qty Ply PORTER • 3101 PORT3101 EK37 CAL HIP 826955568 1 1 Longfellow Lumber Co.. Inc.. Chic.. C. "q2P-7etd r-an nano. Ob Bliference (oationall o—u —i is zu— ml I K Irlauslnes. Inc. Wee ucl If 11:15:162007 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=52, 22-23=104(6=52), 8-12=52, 11-14=14, 2-15=14 Concentrated Loads (lb) Vert: 8=156 4=-156 Trapezoidal Loads (plf) Vert: 4=78-110-22=104, 23=104-110-8=78 ASA WARM0 - Vee ft de&Wn Parnnretere and READ NOTES ON TMS AND INCLUDED 1NTTEE REPERENCS PADS MU -7473 BEFORE US& Y ■■■ Design valid for use only with MITek conneclors. This design is based only upon parameters shaven. and is for on individual building component. ` Applicability of design paromenlers and proper incorporation or component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility,of the building designer. For general guidance regarding piTek' fabrication. quality control. storage. delivery. erection and bracing, consult ANSVTPII Quality Criteria. DSB-69 and BCSII Building ComponentPr4roaK- Safety Information available ham Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Citrus HeigMs. CA. 95610 Job Truss Truss Type pry Ply PORTER - 3101 PORT3101 K4 CAL HIP 4 1 826955589 Longfellow Lumher Co Inc r^nvn I Job (optional) 620115 Jul 13 2005 M7ek Industries, Inc. Wed Oct 17 11:16:16 2007 Page 1 22.8-10 8-0-10 1570.15 8-tp 40.214 I 448-0 '6-0-0 8-0-10 7-10.5 4-51 1-7-1 2-0.7 155-13 4.52 zale = 1:81.0 5x8 % 0-9-9 3x8 = 5x6 13 12 2x4 11 3x4 = 36-2-8 0.5-e 8-0-0 Plate offsets (X.Y): 11:0-4-12.0-1-81 f3:0-2-15.0-2-81, 15.0-2-120-2-81 L14:0-&0.0-2-121. 115:0-3-8.0-1-81 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.42 Vert(LL) 0.13 1-20 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.21 1-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.04 13 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 243 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 4-2-7 oc purlins, except BOT CHORD 2 X 4 DF No.t G *Except* 2-0-0 oc purlins (5-6-3 max.): 3-5. 8-13 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-9-9 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 2-19, 4-19,4-16 REACTIONS (Ib/size) 1=1112/0-5-8.13=1890/0-5-8 Max Horz 1=102(load case 3) Max Uplift13=23(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=2045/35.2-3=1465/65, 34=1234/60, 4-5=961/52, 5-6=1129/57,6-7=721/12, 7-8=817/0,8-9=125/1497, 9-10=57/494,10-11=0/29 BOT CHORD 12-13=-40/4,10-12=392t72,1-20=0/1 741, 19.20=0/1741, 18-19=0/1174, 17-18=0/1174,16-17=0/1 174,15-16=0/670. 14-15=1260/171, 113-14=1874/19.8-14=`1995/48 WEBS 3-19=27/365,5-16=36/268,2-20--22/294.2-19=574/46. 4-17=101138,4-19=40/128, 6.15=671/0, 4-16=-442/18, 9-12=-47/283, 12-14=401/77, 9-14=905/100, 8-15=-43/2068, 6-16=0/394 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf tap 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 37 It 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 3) Provide adequate drainage to prevent water ponding. OFESS/ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �OQR ONq 5) A plate rating reduction of 20% has been applied for the green lumber members. �� _p�R S 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. C,` Y LOAD CASE(S) Standard -COf LU M eC 0 0 1-09 *� OF October 18,2007 ,& WARNM - Ver(fq deafen Pa ete and READ NDTEa ON TMS AND rFCUMW WT= REP&RSNCE PADS AW 7473 BEFORE USE.�` Design valid for use only vdth MITek connectors. This design is based only upon parameters shove. 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 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the7"';-, iTek' erector. Additional permanent bracing of the overall structure Is the responsibility of the build'ag designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPIt Qua0ly Cdteda. DSB-89 and BCSII Building ComponerdSafety Information available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. eenback Lane, Suite 109 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 K5 CAL HIP 1 1 826955590 Longfellow lumber Co., Inc.. Chico. Ca. 95928-7434 Gran a<nar Lumber Increase 1.25 BC 0.17 Vert(TL) -0.05 14-15 >999 180 Job Reference (a tionall 8-8.0 10.10.10 6.200 s Jul 13 2005 MRek Industries, Inc. Wed Oct 17 11:16:17 2007 Page 1 4-0-15 8.6.0 10.1.1 12-11-1 28-4-14 32.10-0 2-0 6.00 124-0-15 4x4 i4-5.1 1-7.10-9-9 2-0-7 15-5.13 4-5.2 1.4-0 3x8 = 4x4 12 11 _... 1.5x4 II 3x4 = 24.4-8 0-5.8 8-0-0 DIP Scale = 1:69.6 Plate offsets (X.Y): I1:0-1-8.0-1-81 F770-2-0.0-1-121,113:0-6-4-0-2-81.[14:0-1-12.0-1-121 TOP CHORD 2 X 4 DF NOA G TOP CHORD Sheathed or 6-0-0 oc puriins, BOT CHORD 2 X 4 DF No.1 G *Except* LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.03 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.05 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.04 12 n/a n/a WEBS 2-18=108/17, 4-15=70r74,11-118=20/527, 3.16=14/159, 3-18=-356/24, 5-14=518/1, 3.15=55/22, 8-11=-47/284, BCDL 7.0 Code UBC97/ANSI95 (Matrix) NOTES Weight: 209 lb LUMBER BRACING TOP CHORD 2 X 4 DF NOA G TOP CHORD Sheathed or 6-0-0 oc puriins, BOT CHORD 2 X 4 DF No.1 G *Except* except end verticals, and 2-" oc purlins (6-D-0 max.): 2-4 7-12 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-15 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 1-19.3-18. 3-15 REACTIONS (Ib/size) 12=1541/0-5-8,19=685/0-5-8 Max Horz 19=250(load case 3) Max Upliftl2=25(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=338/77, 2-3=279/65, 3-4=-451/55, 4-5=562/55, 5-6=294/15, 6-7=380/0, 7-8=125/1499, 8-9=57/494, 9-10=0/29, 1-19=-660/4 BOT CHORD 11-12=38/4, 9-11=392/72, 18-19=0/210, 17-18=0/456.16-17=0/456,15-16--0/456. 14-15=0/280, 13-14=1265/171, 12-13=-1526/22, 7-13=1649/50 WEBS 2-18=108/17, 4-15=70r74,11-118=20/527, 3.16=14/159, 3-18=-356/24, 5-14=518/1, 3.15=55/22, 8-11=-47/284, 111-13=402178,8-13=907/1100, 7-14=-46/1658, 5-15/227 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It by 37 It 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ()F ESS/ Qi Ojv 5) A plate rating reduction of 20°h has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC S w/ 2-10d nails. C�.L LOAD CASE(S) Standard —C-)Q�� y 0 M 0 0 +C 1 09 OF October 18,2007 JA WARNING - 7Q ft deargn Parameter and READ NOTES ON TB7a AND D9C1d7DED MITES REFERENCE PADS AW -7473 BEFORE Da& ` Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is (man indvidual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown p q is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M)Tek' erector. Additional permanent bracing of the overall structure is the responsibi0fy of the building designer. For general guidance regarding fabrication, quality control. storage. defivery, erection and bracing. consult ANSVTPII Qually Criteria, DSB-09 and BCSII Building Componersf2a.oaK- Safety Infonnatlon available from Tens Plate Institute. 583 D'Onoba Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 ob Truss Truss Type Qty PlyPORTER - 3101 IORT3101 N7 CAL HIP i R26955591 3 eee i al Longfellow Lumber Co., Inc.. Chico, Ca. 95928.7434, Greg Asher 6.2(100 s s Jul 13 2005 MTek Industries, Inc. Wed Oct 17 11:16:17 2007 Page 1 PA -Di 11.1 1 5-10-15 S-114 1 ( 41 0-0 414-q 1A-0 5-10-15 25-2-2 9.10-15 14.0 1.5x4 11 18-5-4 9 10 6.00 12 r� d 4x6 5x8 i 3x4 = 3x8 = 3 38 439 5 29 40 41 28 42 43 2726 04 = 4x4 = 2x4 11 5x8 = Scale = 1:81.5 1.5x4 II 1.5x4 II 5x6 3x4 = 12 3x8 3x6 = 1. 4 II 3x4 14 6 7 11 15 3x4 ea 16 4x4 17 0 25 24 23 18 d 19 t N 4x4 = 04 = 4x8 = 21 20 3x6 CONN. OF GABLE STUDS BY OTHERS. 1.5x4 II 4x4 = 5x8 = e -0A n-1ao 1-0-0 32-6-8 8.5-8 date utfsets (X Y): [3:G-0-1.0-0-01.(16:0-1-12.0-1-81,120:0.1-12.0-2-01,122:0-5-8. -- 12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.27 25 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.61 25 >804 180 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.19 18 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 811 lb s-ulnoerc TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 6 OF SS G -Except- 18-21 2 X 4 DF No.1 G WEBS 2 X 4 OF Std G OTHERS 2 X 4 DF Std G 'Except* 21-302 X4 OF No.1 G REACTIONS (Ib/size) 18=2303/0-3-8.2=316710-3-8 Max Horz2=68(load case 3) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (64)-0 Max.): 3-15. Except: 1 Row at midpt 8-15 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 25, 24, 23, 22, 8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/33, 2-3=6719/0, 3-38=5896/0, 4-38=589610,4-39=9984/0, 539=9984/0, 5-6=10681/0, 6.7=10681/0, 7-8=-8938/0 .8-11=-8938/0,11-13=-6689/0,13-15=-6689/0. 9-10=8/0,10-12=50/34,12-14=-11/39,14-15=-60/0,1516=7238/0, 16-17=-848910.17-18=-4454/0. 18-19=0/30 BOT CHORD 20-21=0/78, 18-20=0/3895, 2-29=0/6019, 29-40=0/9984, 40-41-0/9984, 28-41=0/9984, 28-42=0/11854, 42-43=0/11854, 27-43=0/11854, 26-27=0/11854, 2526=0/11854, 24-25=0/10681, 23-24=0/8938, 22-23=Or7634 WEBS 3-29=0/2242, 4-29=-4693/0, 4-28=0/1716, 528=2191/0, 527=0/1231, 525=1387/193, 7-25=29/589, 7-24=2020/0, 11-24=0/1034, 111-23=2633/0,15-23=0/22611. 17-20=2360/0, 21-22=0/87,16-22=0/2648. 16-23=1582/0, 20-22-0/4548, 17-22=0/3656, 8-10=115/0, 12-13=199/0 NOTES 1) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 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 1, condition I enclosed building, of dimensions 45 ft by 41 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 5) Provide adequate drainage to prevent water ponding. 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 applied for the green lumber members. 8) Girder carries hip end with 30-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. Continued on page 2 A WAMnM - Vert fy derrlgn panometens and READ NOT88 ON TMS AND MCLUUM MrTEK RgpgRENCS PAGE MU -7473 BEFORE DBE. Design valid for use only with mifek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labrkation, quality control sloroge. delivery. ereclbn and bracing, consult ANSVTPl1 quality Criteria, DSB-89 and BCSI1 Building Component Safety Intotmal on available ham Truss Plate Institute. 583 D'Onotr. Drive. Madison. Wi 53719. oQ�pFESS/pN9 S. CC Of C 0*03 7777 Greenback Lane. Suite 109 18, 2007 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 N1 CAL HIP 1 R26955591 3 ob Reference Longle0ow Lumber Co.. Inc., Chico. Ca. 95928-7434, Greg Asher 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Oct 17 11:16:17 2007 Page 2 NOTES 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10lb up at 15-0-0, and 234 Ib down and 10 Ib up at 9-8-8 on top chord, and 1360 Ib down and 2 Ib up at 18-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=52, 3-39=-100, 8-39=-52. 9-10=20, Concentrated Loads (lb) Vert: 3=234 39=234 43=1360(1`) 10-15=-52, 15-19=52, 18-21=27(F=13), 2-22=27(1`=13) Y WARNWO - Velft design parameters and READ NOTES ON TMS AND INCLUDED WTER REPERENCE PAGE MU -7473 SWORE OS& Design valid for use only with ML7ek connectors. This design is based only upon parameters shown, and is (Mon individual building component. l� ` Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown s is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the MiTek` erector. Additional pemsonenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, OSS49 and BCS11 BuIlding Component pML9 p R4.oar< Safely Information available from Trus Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 Job Truss TTU55 Type QtyPty 2x4 II PORTER - 3101 PORT3101 N2 CAL HIP 1.5x4 II 826955592 5x8 - 1 1 Longfellow Lumber Co.. Inc.. Chico. Ca. 9592&7434 Gran Aahar 4x8 = 4x4 12 5x8 e e(optional) ___................................ ��.,. �,,,.. ..�....,.. ,. , ,. , v. i o �wr rage � 114-01 7-10.15 I 29.1-1 I 41.0-0 47 "-1 1-4-0 7-10-15 21-2-2 11.10-15 T1.4.0 Scale = 1:78.3 REACTIONS (Ib/size) 16=160310-3.8,2=1833/0-3-8 Max Harz 2=144(load case 3) Max Upliff16=60(load case 5), 2=76(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=3505/134, 3-4=3448/166, 4-34=-3083/150, 534=3083/150, 535=-4408/224, 6-35=-4408/224, 6-7=4408/224, 7-36=-4501/342, 8-36=4501/342, 8-11=3595/227, 11-13=-3595/227, 9-10=-67/0,10-12=-68/71, 112-13=104/0,13-14=40110/1611. 14-15=5349/152, 15-116=3025/108,116-17=0/30 BOT CHORD 18-19=1/62, 16.18=38/2632, 2-26/3060, 2526=23/4408, 24-25=81/4758, 23-24=81/4758, 23-37=-81/4758, 22-37=-81/4758, 22-38=142/4501, 21-38=142/4501, 20.21=-49/4796 WEBS 4-26=-64/937,13-21=102/1368,19-20=-4/56.14-20=26/1433, 14-21=1406/24,15-18=-1318/11,18-20=-42/2913, 1520=9/2104, 3-26=31/117, 525=551414, 7-23=16/190, 8-22=-51/389, 526=1584/102, 7-25=-437/78, 7-22=570/0, 8-21=1083/138, 10.11=308/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 41 ft with exposure B ASCE 7-93 per UBC97/ANSl95 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 147 Ib down and 6 Ib up at 19-0.0, and 147 Ib down and 6 Ib up at 11-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 4 WARI9DPO - v-% d-Ign Parameters 0.M READ NoTEa ox'I'N28 AND 1NCLUDBD 11QTEE RmmRENCS PAG8 MR 7473 eEPORE US& Design valid for use only with Mitek connectors. This design's based only upon parameters shown. and is far an individual building component. Applateral lyu oru f design poromenters and proper incorporation of component is respibl ity of building designer- not truss designer. Bracing shown is support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibOSly, of the erector. Addilional pemtonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrkalion. gvalily control storage, delivery. erection and bracing. consult ANSVTPII Quality Criteria. DSB-89 and BCSII Building Component Safety Infot1n/18on available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. �o?9,0 ESS/0 S. Az Y C C7 n LU C 6433-0 MILM/ ® gk' 7777 Greenback Lane. Suite 109 18,2007 ' 2x4 II 1.5x4 II 5x8 - 4x8 = 10 34-- 6.00 12 4x4 = 4x8 = 4x4 12 5x8 4 34 5 35 6 7 36 8 13 1.5x4 4x4 g 14 3x8 1 m 2 15 d 4x8 _ 26 25 24 3 37 2 38 21 I 18 Id 3x8 = 3x4 = 4x12 MT20H = 3x4 = 3x8 = 6x10 = 171^ 1JJN d 1.5x4 II 19 18 5x6 CONN. OF GABLE STUDS BY OTHERS. 1.5x4 II 4x6 = 22-10-0 41-0.0 32-6.8 8-5.8 Plate Offsets MY): 1270_-03 0-0-01,114:0-14.0-2-0], [15:0-24.0-1-81, (16:0-1-10Edoel [18:0.2-0.()-2-01, 1200-3-00-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weill Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.86 Vert(LL) 0.42 22-23 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.77 22-23 >633 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.35 16 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 264 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G 'Except' TOP CHORD Sheathed or 2-6-4 oc purlins, except 4-6 2 X 6 OF SS G. 6-13 2 X 6 DF SS G 2-0-0 oc purlins (3-11-12 max.): 4-13. BOT CHORD 2 X 4 DF No.1 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 19-27 2 X 4 OF Std G WEBS 1 Row at midpt 5-26 WEBS 2 X 4 OF Std G 'Except* JOINTS 1 Brace at Jt(s): 21, 20, 22, 11 14-19 2 X 4 DF No.1 G. 18-20 2 X 4 OF No.1 G OTHERS 2 X 4 OF Std G REACTIONS (Ib/size) 16=160310-3.8,2=1833/0-3-8 Max Harz 2=144(load case 3) Max Upliff16=60(load case 5), 2=76(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-3=3505/134, 3-4=3448/166, 4-34=-3083/150, 534=3083/150, 535=-4408/224, 6-35=-4408/224, 6-7=4408/224, 7-36=-4501/342, 8-36=4501/342, 8-11=3595/227, 11-13=-3595/227, 9-10=-67/0,10-12=-68/71, 112-13=104/0,13-14=40110/1611. 14-15=5349/152, 15-116=3025/108,116-17=0/30 BOT CHORD 18-19=1/62, 16.18=38/2632, 2-26/3060, 2526=23/4408, 24-25=81/4758, 23-24=81/4758, 23-37=-81/4758, 22-37=-81/4758, 22-38=142/4501, 21-38=142/4501, 20.21=-49/4796 WEBS 4-26=-64/937,13-21=102/1368,19-20=-4/56.14-20=26/1433, 14-21=1406/24,15-18=-1318/11,18-20=-42/2913, 1520=9/2104, 3-26=31/117, 525=551414, 7-23=16/190, 8-22=-51/389, 526=1584/102, 7-25=-437/78, 7-22=570/0, 8-21=1083/138, 10.11=308/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 41 ft with exposure B ASCE 7-93 per UBC97/ANSl95 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 147 Ib down and 6 Ib up at 19-0.0, and 147 Ib down and 6 Ib up at 11-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 4 WARI9DPO - v-% d-Ign Parameters 0.M READ NoTEa ox'I'N28 AND 1NCLUDBD 11QTEE RmmRENCS PAG8 MR 7473 eEPORE US& Design valid for use only with Mitek connectors. This design's based only upon parameters shown. and is far an individual building component. Applateral lyu oru f design poromenters and proper incorporation of component is respibl ity of building designer- not truss designer. Bracing shown is support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibOSly, of the erector. Addilional pemtonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrkalion. gvalily control storage, delivery. erection and bracing. consult ANSVTPII Quality Criteria. DSB-89 and BCSII Building Component Safety Infot1n/18on available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. �o?9,0 ESS/0 S. Az Y C C7 n LU C 6433-0 MILM/ ® gk' 7777 Greenback Lane. Suite 109 18,2007 Job c„ cw nmumncs, nu.. uvea vsa Truss Truss Type pry Ply PORTER -3707 PORT3101 N2 CAL HIP 1 1 826955592 Lonafellow Lumber Co._ Inc. Chico Ca g5g9lL7AV r— A—, _ ob a ere i0 al i, r rro: re Auur rage LOAD CASE(S) Standard 1) Regular:. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=52, 35-36=52,111-36=20, 9-13=52, 13-17=52, 16-19=14, 2-20=-14 Concentrated Loads (lb) Vert: 4=147 35=147 Trapezoidal Loads (plf) Vert: 4=65 -to -34=104, 34=104110-35=65 A WARNm - veriN deefgn Parameters and READ NOTES OX Twa AND BveeODw wTSR RmmuNC6 PADS NU 7473 BEFORE 086. Design valid for use only With Mii1ek connectors. This design is based only upon parameters shovm. and is far on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shovm Is tar lateral support of individual Web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the Mire k. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing. consult ANSVFPll Quality Criteria, DSB-89 and BCSII Building Component •o.r4.o.ra.oa Safety Infonnotton available from Truss Plate Institute. 583 D'Onofno Drive. Madison. WI 53719. 7777 Greenback lane, Suite 109 Job Truss Truss Type ply Piy PORTER - 3101 PORT3101 N3 LOADING (psf) SPACING 2-0-0 15-17 2 X 4 DF No.1 G 826955593 OTHERS 2 X 4 DF Std G DEFL CAL HIP 1 1 PLATES GRIP Longfellow Lumber Co.. Inc._ Chico. Ca. 95929.7Av r— nen.. TC Reference GO al o.cuu saw m Awa mn ex inu—nes, mc. wea ocl 17 11:16:18 2007 Page i 9.10.1s I 77-1-1 I Al 0 0 4�2a a 9-10.15 17-2-2 1310.15 1-0-0 Scale = 1:78.6 5x6 i "� 4x4 = 4x8 = lox 9 5x0 8.00 12 3 4 5 8 1 10 1.5x4 2 4x4 11 1 4x4 12 c} 1x6 — :",1323 22 21 0 1932 18141^ c, 3x8 = 3x4 = 44 = 1.5x4 11 3x4 = 3x8 = 5x10 = 32-6-8 CONN. OF GABLE STUDS BY OTHERS. 1.5x4 If 15 5x6 3x8 = 31-0-0 I 8-5-8 Plate Offsets_ (X Y): [1:0-0-12.0-0-21, [6.0-5-0,0-2-121. [11:0-1-8 0 2-0t 112 0 2 0 - 1-121 f13:0-11-11 IEdget f 15:0-3-0 0-1-81 (17:0-7-4.0-3-41 BOT CHORD 2 X 4 OF No.1 G BOT CHORD LOADING (psf) SPACING 2-0-0 15-17 2 X 4 DF No.1 G CSI OTHERS 2 X 4 DF Std G DEFL in (loc) III Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.26 19-20 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.50 19 >978 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 HOr-L(TL) 0.26 13 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 266 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G 'Except' TOP CHORD 3-102X6 DF SSG BOT CHORD 2 X 4 OF No.1 G BOT CHORD WEBS 2 X 4 OF Std G *Except* JOINTS 15-17 2 X 4 DF No.1 G OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 1=1346/0-3-8.13=i427/0-3-8 Sheathed or 2-10-12 oc purlins, except 2-0-0 oc purlins (5-0-0 max.): 3.10. Rigid ceiling directly applied or 90-0-0 oc bracing. 1 Brace at A(s): 18, 17, 6, 19 Max Horz 1=-135(load case 3) Max Uplift1=16(load case 5), 13=23(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2603/51, 2-3=2415/79, 3.4=2120/75, 4-5=2656/85, 5-31=2912/113, 6-31=2912/113, 6-10=-2620189, 7.8=2010, 8-9=23/0, 9-10=89/0, 10-11=2984144.11-12=-463810,12-13=2648/29,13-14=0/30 BOT CHORD 15-16=0/45, 13-15=0/2297, 1-23=0/2276, 22-23-0/2656, 21-22=0/2946, 20-21=0/2946, 20-32=0/2946, 19-32=0/2946, 18-19=0/2912,17-18=0/4150 WEBS 3-23=38/741, 10-18=36/933, 16-17=-4/56, 11-17=0/1239, 11-18=1611/2, 12-15=1146/0, 1517=0/2554, 12-17-0/1810, 2-23=171/19, 4-22=30/347, 520=13/170, 6-19=54/219, 4-23=765/32, 522=414/32, 519=227/157, 6.18=481/46, 6-8=121/21 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 41 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 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. 6) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard Y WAfalla9G - o�NL d.Wa. Parameters and READ ROTES ON THIS AIM Z1VMUDED WT=REPERENr,E PAGE MII-7473 am= Da& Design valid far use only with Mffek connectors. This design's based only upon parameters shovm, 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 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdfity 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, consult ANSA TP11 Quality Crfledo, DSB-89 and BCSII Building Component Safety Informatlon ovalloble ham Truss Plate Institute. 583 D'Onofno OrNe. Madison, WI 53719. oQROF ESS/pN-1 S. Ccm w C 4 33 f„ r V_%VV% 1 -1s MiTek' 7777 Greenback Lane, Suite 109 18,2007 Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 N4 CAL JOINTS CSI 826955596 DEFL in (loc) HIP 1 1 TCLL 16.0 Longfellow Lumber Co.. Inc._ China rn Actio. Ca 9597a7dv rn TC 0.40 Vert(LL) ObReference 9-10-15 Sz6 13.2.2 6.200 s JN 13 2005 MTek Industries. Inc. Wed Oct 17 11:16:19 2007 Page 1 15-10.15 14-0 Scale = 1:71.8 CONN. OF GABLE STUDS BY OTHERS. 30-6.8 15 14 3x8 1.5x4 II 4x0 = B-5-8 Plate Offsets (X.Y): 110:0-1-8 0-2-01 t11:0-2-0 0-1-12t [12.0-8-6 0-0-1ot na 0 2 0 0 2 of t1 s a3 8 o-1 of tzo 0 2 1 z 0 3 of x23 0 z-0 0 1 Bt LOADING (psf) SPACING 2-0-0 JOINTS CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.23 16-17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.41 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.20 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 269 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G *Except* TOP CHORD 3-62X6DFSSG BOT CHORD 2 X 4 DF No.1 G 'Except' BOT CHORD 15-25 2 X 4 DF Std G JOINTS WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 12=1389/0-3.8,24=1301/0-3-8 Max Horz 24=152(load case 3) Max Uplift12=58(load case 5), 24=44(load case 5) Sheathed or 2-10-14 oc purlins, except 2-0-0 oc purlins (5-9-0 Max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 18, 16, 19, 17 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1804/96, 2-3=1896/132, 3-4=1658/120, 4-5=2095/153, 5-33=2204/202, 6.33=2204/202, 6-7=73/0, 6-8=2474/165, 8-9=3011/144, 9.10=3077/139, 10-11=-4459/148, 11-112=2563/1103.12-113=0130 BOT CHORD 14-15=1/45,12-14=34/2222. 2324=0/152, 22-23=0/1583, 21-22=0/2095, 20-21=0/2282, 19-20=0/2282.19-34=0/2282. 18-34=0/2282,17-18=9/2727,16-17=-42/3988 WEBS 322=56/536, 6-18=52/726, 15.16=4/56, 10-16=27/1222, 8-18=757/13, 11-14=1106/9, 14-16=37/2468, 11-16=7/1722, 4-21=-66/347, 5-19=30/161, 4-22=744/68, 5-21=-334/76, 5-18=277/22, 1-24=1272/39, 2-23=317/0, 1-23=-49/1629, 2-22=22/207, 8-117=211738,110-17=1483/39 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It by 41 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OQ9 0FESS/ON9 S.CO 0 m � C 00433 *\ E)V. X1-09 - /* OF 18,2007 �p WARNZIM - Psift design parameoers and READ NOTES ON 7NrS AND d1PCLf7DAD ADTEN RSPgRgNCE PADS MU -7473 BEPORE USE, Design valid for use any with Milek connectors. This design is based only upon parameters shown. and Is for an individual building component. Applicability of design Paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is far lateral support of indMduol web members ony. Additional temporary bracing to insure stabifly during construction is the responsibility I� of the R (Tek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatbn. quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ro.rA,o.�4�oaK- safely InlorrnaBon available from Truss Plate Institute, 583 D'OnoKo Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type Qty Ply PORTER-3101 -ORT3101 07 ROOF TRUSS 11 1 R26955595 ob of ce i do Longfellow Lumber Co., Inc., Chico, Ca. 9592&7d34, Greg her 6.200 5 Jul 13 2005 MTek Intlustrles, Inc. Wed Oct 17 11:16:19 2007 Page 1 I14-01 616.5 1 17-6-3 i IM -0 1 94-619 1 90-5-11 474)-0 PB -4-0- 14-0 6b5 5-11.13 5-11-13 5-11.13 5.11-13 6-6.5 14-0 54 = 6.00 12 6 Scale = 1:73.0 -' 15 14 13 12 3x8 = 3x4 = 4x6 = 3x4 = 3x8 = 9.64 8.11-12 B-11-12 9a4 Plate Offsets (X Y): 12:0-4-1z 0-1-8t flO:0-4-1z 0-1-81 [14.0-2-00-O.O] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.22 13-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.43 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 10 n/a n/a BCDL 7.0 Cade UBC97/ANS195 (Simplified) Weight: 175 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G TOP CHORD Sheathed or 440-14 oc purlins. BOT CHORD 2 X 4 DF No.1 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5-13,7-13 REACTIONS (Ib/size) 2=1286/0-3-8, 10=1290/0-58 Max Horz2=63(load case 3) Max Uplift2=18(load case 5), 10=19(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2/15, 2-3=2131/0, 3-4=1908/48, 4-5=11908/48,5-6=1332164. 6-7=1332/64.7-8=1897/48, 8-9=1897/48, 9-10=2115/0, 10-11=0/15 BOT CHORD 2 -15=0/1893,14-15=0/1553,13-14=0/1553,12-13=0/1548.10-12=0/1873 WEBS 3-15=274/14, 515=36/419, 513=527/35, 6-13=71/880, 7-13=-520/35, 7-12=-36/409, 9-12=262/14 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 It by 37 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNBPO - PerW desfpn parameters and READ NOTES oN fans A= =NUDE wT=mwzarr� PAGE MQ -7473 BLFORB OSE. Design valid for use only with Welk connectors. This design's based only upon parameters 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 8 the responsibilrity of the erector. Additional pern*,anent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSVTPII QuaBly Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofna Drive. Madison. WI 53719. OF ESS/O S. GO (D Q .� W C 04 7777 Greenback Lane, Suite 109 18, 2007 Job Truss Truss Type pty py FPORRT.EfR-3tOtPORT3101 02 ROOFTRUSS R26955596 3 1re o k a Longfellow Lumber Co., Inc., Chico, Ca. 9592&7434, Greg Asher 6.200 s Jul 13 2005 MTek Inaustdes, Inc. Wed Oct 17 71:16:20 2007 Page 1 IN R -0I I 13.5-e I 20-41 I 2618.6. 98-2- 8-4.6 5-1-2 6-10-9 6-6-5 1-0-0 4x4 — Scale = 7:61.9 6.00 12 3 11 10 4x4 = CONN. OF GABLE STUDS BY OTHERS. 1.5x4 II 4x4 — 84-6 8.11-12 9$-0 Plate Offsets (X Y): 14:0-1-8 0-2-01 1B:0 -1-120-0-2t 110:0-1-120-2-0t t12.0-2-8 0-2-41 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.32 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.59 12-13 >543 180 BCLL 0.0 Rep Stress Ina YES WB 0.63 Horz(TL) 0.08 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 174 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD BOT CHORD 2 X 4 OF No.1 G *Except* BOT CHORD 6-112X4 OF Std G, 11-15 2 X 4 OF Slid G WEBS 2 X 4 OF Std G JOINTS REACTIONS (Ib/size) 8=95510-5-8.14=874/0-3-8 Max Horz 14=146(load case 3) Max Uplift6=20(load case 5) Sheathed or 3-10-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 1 Row at mid pt 12-13 1 Brace at Jt(s): 13, 12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=13/47,2-3=760/46, 3-4=760/46,4-5=2499/36, 5-6=-2499/36.6-7=2499/0,7-8=1555/6, 8-9=0/15.1-14=-81/17 BOT CHORD 10-11=0/16.8-10=0/1370,13-14=0/484.12-13=0/1182,11-12=-5/66. 6-12=234/9 WEBS 3-13=53/454, 4-13=687/19, 4-12=30/1439, 7-12=0/867, 2-13=8/282, 2-14=881/0, 7-10=648/0, 10-12-0/1541 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) 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 37 It with exposure 8 ASCE 7-93 per UBC97JANS195 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard WARMRG - V -ft derision Pommetera and READ NOTES ON MIS AND BPMUDED WT8R REFERENCE PAGE MIF -7473 BEFORE USE. Design valid for use only with Mrrek connectors. This design is based only upon porameters shown. and is far an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/IPiI Quality Criteria. OSB -89 and BCSII BuOding component Sorely Inlormallon available from Truss Plate Institute. 563 D'Onotno Drive. Madson. WI 53719. Ogp,o ESS/pN9 S. TjNG1(�'L IX C 04,6,03 ©W �r�� ' _�ma 7777 Greenback Lane, Suite 109 18,2007 Job Truss Truss Type Ory PORT3101 O4 CAL HIP 1 [ly�Z11ER-310826955597 SPACING 2-0-0 I —f.0— CSI DEFL in (loc) Ce (optional) .....-.. .......... �...... ......... ............ .�. ,,,... ..w vi.. ,. , ,.,o.<v cvvr aye � 3.11.5 I 24-10 7-AQ+S 12.11-5 18-6-0 + 94-0-11 I 29.1-1 2.7.16 33.0-11 I 37-0-0 P&4 -0I 3-11-5 35-5 D-6-5 5-0.6 5$11 5-6-11 5-0.6 0b-5 3-5-5 3-11.5 14-0 Scale: 3/16'=1' 5x6 = 8.00 Fi2 1 4x8 = 2x4 II 4x8 = 4x8 = 5x8 = 17 16 15 14 13 12 3x8 = 1.5x4 II 5x8 WB = 1.5x4 II 3x8 = 3x8 = I— 74-10 12.11.5 I 16-6-0 2".11 247-6 37-0-0 74-10 5-6-11 5-6-11 5-6-11 5b-11 7.4-10 5x8 = 9 4 tI" - - - �r r -011 10.V--y-4-yl.11 V.0 - I - I I.Cugel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.31 14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.57 14 >770 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.20 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 191 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 G 'Except* TOP CHORD 3-6 2 X 6 OF SS G. 6-8 2 X 6 DF SS G BOT CHORD 2 X 4 OF No.1 G BOT CHORD WEBS 2 X 4 OF Std G WEBS REACTIONS (Ib/size) 1=1822/0-3.8, 10=1899/0-3-8 Max Horz I= 43(load case 3) Max Uplift1=27(load case 5), 10=-43(load case 5) Sheathed or 3-4-0 oc purlins, except 2-0-0 oc purlins (3-7-0 max.): 3-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-17.7-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3579/48, 2-3=-3522/78, 3-4=3163/85, 4-5=5099/120, 5-6=5099/120, 6-7=5099/120, 7-8=3163/85, 8-9=3522178, 9-10=3579/48,10-11=0/15 BOT CHORD 1-17=22/3161, 16-17=34/4599, 15-16=34/4599, 14-15=34/4599, 13-14=27/4599, 12-13=-27/4599, 10-12=-6/3161 WEBS 2-17=-25/159, 3-17=34/1008, 4-17=1759/42, 4-16=13/1189,4-14=22/642, 5-114=578/0,7-14=22/642. 7-13=13/189, 7-12=1759/42, 8-12=34111008.9-112=25/1159 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psi 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 37 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Girder carries tie-in spans of 3-0-0 from front girder and 5-0-0 from back girder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 147 Ib down and 6 Ib up at 29-5-10, and 147 Ib down and 6 Ib up at 7-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 ® WARNUM - Ver{/)/ dellen Parameters oral READ NOTES ON TRIS AND lNCLDDSD NTTER R&VMMNC8 PAGE NU 7473 BSPORE USE. Design valid for use only with t4Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovm Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANS 11 Quality CrBeAa, DSB-89 and BCSII BuBding Component Safely Information available from Truss Plate Institute. 583 D'Onofrlo Drtve. Madison, WI 53719. O0,�,pFESS/ON9 S. C04 X Tt E 9 TFOF C October 18,2007 �d _MiTek_' 7777 Greenback Lane. Suite log Job Truss Truss Type Qty Ply PORTER - 3101 PORT3101 04 CAL HIP 1 1 826955597 Longfellow Lumber Co Inc. Chi— Cn osowa_7ev r.o,. eche, b O t I g.cw s jui - zvua ml i ex moustnes. Inc. wea Oct 17 11:16:20 2007 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=52, 4-7=104(6=52), 8-11=52, 1-10=14 Concentrated Loads (lb) Vert: 3=147 8=147 Trapezoidal Loads (ptf) Vert: 3=-6540-4=104, 7-104-10-8=65 WARN11M - Ver(fy desdQn Parameters and READ NOTES ON TWS AND INCLUDED IMTEE REFERENCE PAGE MU 7473 BEFORE OS& ., �� Design valid for use only with MTek connectors. This design is based only upon parameters shoe ri. and Is for an Individual building component. Applicability of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown is is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the respom1b0lity, of the erector. Additional permanent bracing of the overall structure is the responvbifity, or the building designer. For general guidance regarding IV I it fabrication, quality control storage. delivery. erection and broclg. consult ANSVfPII GuaQly, GBeda, D58-89 and BCSII BuOdinp Component ra.r4 m Kn.vn. Safely Information available from Truss Plate institute. 583 D'Onofno Drive. Madison, WI 53719. 7777 Greenback lane, Suite 109 Job Truss Truss Type Qty Ply PORTFJi-3101 PORT3101 OS ROOF TRUSS 1 TC 0.39 826955598 Lonalellrnr I—— (:n Ing torn n. TCDL 10.0 Lumber Increase 1.25 ob a ence to a 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Oct 17 11:16:212007 Page 1 5$12 4-10 15 alae 1 14-2-4 1 1"_0 1 22.9-12 I 2Z-1-8 1 atm 1 1 3100 3z -m 1784-0 5-6-12 04-3 3-11-9 4-3.12 4-3-12 4-3-12 4112 3-11-9 D-4-3 5-6-12 14-0 Scale = 1:64.7 5x6 i 6.00 12 3x8 = 3x6 = 5x6 19 20 18 17 16 15 14 13 121 3x8 = 4x6 = 1.5x4 II 5-6-12 4$12 4-3-12 4112 4-3-12 4-3-12 4-3-12 5-6-12 LOADING (psf) SPACING 2-0.Q CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.31 15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.64 15 >685 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.16 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 334 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1 G TOP CHORD Sheathed or 6.0-0 oc purlins, except BOT CHORD 2 X 4 OF No.t G 2-0-0 oc purlins (4-9-5 max.): 2-9. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=2262/Mechanical, 10=2339/0-3-8 Max Horz 1=-37(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4642/0, 2-3=-4088/0, 34=-6195/0, 4-5=7466/0, 5-6=7466/0, 6-7=7466/0, 7-8=6195/0, 8-9=-4088/0, 9-10=4642/0, 10-11=0115 BOT CHORD 1-19=0/4166, 19-20=0/6195, 18-20/6195, 17-18=0/7466, 16.17=0(7890, 15-16=0!7890, 14-15=0/7890, 13-14=0/7466, 13-21=0/6195, 12-21=016195, 10-12=0/4166 WEBS 2-19=0/1478, 3-19=2519/0, 3-18=0/935, 4-18=-1530/0, 4-17=0/496, 5-17=-527/0, 5-15=0/276, 5-14=527/0, 7-14=0/496, 7-13=1530/0, 8-13=0/935, 8-12=2519/0, 9-12=0/1478 NOTES 1) 2 -ply truss to be connected together with 0.131'X3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 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 37 It 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 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 10) Girder carries hip end with 6-0-0 end setback. 11) Design assumes 42 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 31-3-8, and 234 Ib down and 10 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 JA WARND7G - Vtrr ft deeign P—. &, and READ NOTES ON'rMS Arm WC1. MW WTKK REFERENCE PAGE MU -7473 BEPOM Dag. Design valid for use only with Mrek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporotton of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consult ANSVTP11 Quality Criteria, DS11-89 and BCSII Building Component safety InMrmaBon available hom Truss Plate Institute. 583 VOnofno Drive. Madison. WI 53719. O0,p,0FESS/0N S. w C 04 AL 1, MiTek' 7777 Greenback Lane, Suite 109 18,2007 Job TNS6 TN55 Type Qty Ply PORTER - 3101 PORT3101 OS ROOF TRUSS 826955598 I Lonalellax WmMrCn Ine cnl— en ocova>,r ae r_.e., eewe, ob eterence o tional o.euu s — is zuw mu ea asausines. Inc. Wed Oct 17 11:16:212007 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=52, 2-9=98, 9-11=52, 1-10=26(F=-12) Concentrated Loads (lb) Vert: 9=234 2=234 ,& WARNING - Vance daeo. parvmeW. arid READ NOTES ON T878 AND D1'cLVDED MTEE REFERENCE PAGE 11119 7473 BEFORE USB. Design valid for use only with MiTek connectors. This design's based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is resporssiblity 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 responsiblrify of the M iTek. erector Additional permanent bracing of the overall structure is the responsibily of the building designer. For general guidance regarding fobrication, quality control storage. delivery. erection and bracing, consult ANSVIPII Qually Criteria, DSB-89 and BC311 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotno Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 b Truss Truss Type ply=Job ER - 3101 1pc�RT3101 P1 MONO TRUSS 1 CSI 826955599 Lonadellow Lumber Co. Inc Chir, r, o5a1a: - -- a—, Well L/d PLATES GRIP Reference (optional) 3-3-10 2-" 6-Z00 s Jul 13 2005 MTek Industries. Inc. Wed Oct 17 11:16:21 2007 Page 1 1.5x4 II 2x8 11 4x4 = 33.10 6-0.0 3.3-10 2.8.6 Scale =1:21.0 Plate Offsets (X,Y): f1:0-3-12.0-1-81 LOADING (pso SPACING 2-p CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.11 Vert(LL) 0.01 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert( L) -0.02 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 31 lb LUMBER TOP CHORD 2 X 4 DF No.1 G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=1352/0-3-8, 4=1352/0-3-8 Max Horz 1=89(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1336/0, 2-3=34/16, 3-4=-66/12 BOT CHORD 1-5/1192, 4-5=0/1192 WEBS 2-5-0/1204, 2-4=1407/0 BRACING TOP CHORD Sheathed or 5-6-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 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 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 R 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Girder carries tie-in span(s): 27-0-0 from 0-0-0 to 6-0-0 5) 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) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 114=422(1`=-408).11-3=52 �OQRpFESS/S. pN�� 0 m LU C 0/643a X OF October 18,2007 Y WARNM - Vert design pararru tem and READ NOTES ON Tius AND INCLUDED BDTEE RI:YSRENCS PAO;Z7473 BEFORs USE. ` Design valid for use only with MITek connectors. This design is based only upon parameters shovsl, and is for an individual building component. Applicability of design paromenters and proper incorporation of componenl B 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 responsiblfity, of the iw iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrkatbn. quality control. storage. delivery, erection and bracing, consul) ANSVTP11 Quality Cededo, DSB-89 and BCSII Building Componerd .owrn ,o.�.,.oe..- Safety Information available from Truss Plate Institute. 583 D'Onofrao Drive. Madison. WI 53719. 7777 Greenback Lane, Suite 109 Job Truss Truss Type CSI Ply PORTER - 3101826955600 PORT7101 51 ROOF TRUSS VQ'Y 1 TCDL 10.0 Lonafelm Lumber Co_. Ino_ Chian Ca eSGIA)n r— A—, Vert(TL) -0.20 8-9 >807 180 BCLL 0.0 -Job Reference (optionall III s Jul 13 LW7 MII eK Industries, Inc. Wed Oct 17 11:16:22 2007 Page 1 1-5-4i a-11-1 S F-9.71 5-0.1 I I 12-2-9 12.6.1 14.0-0 154 0-4-3 32-9 311-15 32-9 0-0-3 1.5-4 Scale: 1R"=1' 6,00 F12 4x4 i 041 = 4x8 = 4x4 3x4 = 4x4 = 1.5x4 II 4x4 = 3x4 = 154 I 5JL1 8-11.15 17-1.17 1-54 3-6-13 3-11.15 3$-13 1-54 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.11 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.20 8-9 >807 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.t G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.1 G 2-0-0 oc purlins (4-7-6 max.): 2-5. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=415/0-5-8, 6=415/0-5-8 Max Hoa 1=-4(load case 3) Max Uplift1=11(load case 5), 6=11(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=961/33, 2-11=815/26, 3-11=815/26, 3-12=1786/51, 4-12=-1786/51, 4-13=-815/26, 513=815/26, 5.6=961/33 BOT CHORD 1-10=211/867,10-114=40/1786, 9-14=40/1786, 9-15=40/1786, 8-15=40/1786, B-16=-40/1786,7-16=-40/1786,6-7=18/867 WEBS 2-10=18/261, 3-10=1000/28, 39=16/101, 4-9=12/12, 4-8=15/101.4-7=-11000/28' 57=18/261 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 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 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 3) Provide adequate drainage to prevent water ponding. 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. 6) Girder carries hip end with 2-0-0 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 Ib down and 0 Ib up at 12-5-0, and 9 Ib down and 0 Ib up at 1-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) ESS/0�9 section, loads applied to the face of the truss are noted as front (F) or back (B). �OQRQF LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 00Q � Uniform Loads (plf) U Vert: 1-2=52, 2-11=52, 11-13=46, 513=52, 56=52, 1-6=12(F=2) C 6433 Concentrated Loads (lb) OLIj ff Vert: 2=9 5=9 * 09 18, 2007 WARNMM - Ver{/y design pa tenr and READ N07ES ON 7Nr8 AND ➢PcWnw ED788 RSPSRSNCS PAGE MU 7473 MYORS Dab. �• Design valid for use only with MRek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown p u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the 121 iT it erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regard/ fabrication. quality control storage. delivery, erection and brac'ung. consult AN51/tPil pua0ly Cdleda, DSB-69 and BCSII Building Component re Comp;G...Re�Rn- Safety Information available from Truss Prole Institute. 583 D'OnoIna Drive. Madison. WI 53719. 7777 Greenback Lane. Suite 109 I J I U1 25'-0" P4aT[wINR L=41-611 L=41-6tk SP ,�RJ T --- 2x4 0>= @ 1611 0.C. rII I II� II I� It I I:• k,{ 2—:r-- ��j i hj Ij1 SHOP j x 241-5"x24'-5" U q'-6". CEILING HE 105 :t UNFINISHED INTERIOR (v GONG. FLOOR U- x N 3068 2x4 OF @ 1611 O.G. i 6040 SL SP SF' L=41-611 L=41-61' I 4'-6" 2'-1211 25'-O" I, FLOOR PLAN DBL 2x4 W ERlOR SCALE: 3/8' = I' -0a 2x DBL 4.12 EXTERIOR TOP BRACED WALL PANELS PLATE W09 URAL OSB HING WITH HICKNESS T LESS THAN 5/16 3 FOR 016 INCH (406 MM) STUD SPACING ANDTNOT LESS TOHAN 3/8 INCH (9.5 MM)HFOR (7.9 24 M) S P INCH (610 MM) STUD SPACING IN ACCORDANCE WITH SECTION 2308.9.3 (2) AND 2308.9.3(3) FOR METHODS 2. 3, 4, 6. 7, AND 8, EACH BRACED WALL PANEL MUST BE AT LEAST 48 INCHES (1219 MM) IN LENGTH COVERING THREE STUD SPACES WHERE STUDS ARE 16 INCHES O.C. (406 MM) APART AND COVERING TWO STUD SPACES WHERE STUDS ARE SPACED 24 INCHES (610 MM) APART. - ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING EXCEPT WHERE WAIVED. BY THE INSTALLATION REQUIREMENTS FOR THE SPECIFIC SHEATHING MATERIALS. FOR METHOD 5• EACH BRACED WALL PANEL MUST BE AT LEAST 96 INCHES (2438 MM) IN LENGTH WHEN APPLIED TO ONE FACE OF A BRACED WALL PANEL AND 48 INCHES (1219 MM) WHEN APPLIED TO BOTH FACES. BRACED WALL NAILING AS SPECIFIED: STRUCTURAL PANEL- 6' EDGE, 17 FIELD; STUCCO LATH - 6' O.C.; GYPSUM BOARD- T O.C. PARTITION FRAMING LOP@nN65 P4aT[wINR ATION • t.ta c.aapm •. - Qw1;••C.ta+] -T:. wm uae• cam. 2- 16d ra B;— eammfP•15'aD:a,'i .j �'•. �'� EA. END TYP. TR 1 ! a 5TT1,05UD5 PV 6d Q __.___-- _ a 12' 04. O 115E 1 RILL. TRIM a I RILL KING. ISE DBL TRIM ON < 4' 4'-0• MIN. !OP RATE SPLICE "NT OV6L STIR EA END 2x SILL PLATE CORNER FRAMINC7 TYPIGAL FRAMING DETAIL SCALE: i COww6C<,pN P4aT[wINR ATION • t.ta c.aapm •. - Qw1;••C.ta+] -T:. wm uae• cam. 36'�,.Gc-•�--_•-- eammfP•15'aD:a,'i .j �'•. �'� . DAs.—i..—._._.—_.—j_—�--_r_�•� _ _......__.._ _(_;:_-:_ a __.___-- _ , T1. 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I E� I I I;I 1 L Ij jt SOP j x v241-11/x24'-511 O q'-6" GE I L I NG HEIGHT :t UNFIN15HED INTERIOR (v GONG. FLOOR x N 3068 2x4 OF @ 16" O.G. A6040 SL I - SP SP L=4'-611 L=41-611 41-611 2'-111 25'-O" FLOOR PLAN > DBL 2x4 RITERIOR 51—ALE: 5/5' = 1'-0' 2x,OBL TOP PLATE� 4x12 EXTERIOR BRACED WALL PANELS A3, WOOD STRUCTURAL OSB SHEATHING WITH A THICKNESS NOT LESS THAN 5/16 INCH (7.9 MM) S P FOR 16 INCH (405 MM) STUD SPACING AND NOT LESS THAN 3/8 INCH (9.5 MM) FOR 24 INCH (610 MM) STUD SPACING IN ACCORDANCE WITH SECTION 2308.9.3 (2) AND 2308.9.3(3) FOR METHODS 2, 3, 4, 6, 7, AND 8, EACH BRACED WALL PANEL MUST BE AT LEAST 48 INCHES (1219 MM) IN LENGTH COVERING THREE STUD SPACES WHERE.STUDS ARE 16 INCHES O.C. (406 MM) APART AND COVERING TWO STUD SPACES WHERE STUDS ARE SPACED 24 INCHES (610 MM) APART. ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING EXCEPT WHERE WAIVED, BY THE INSTALLATION REQUIREMENTS FOR THE SPECIFIC SHEATHING MATERIALS. FOR METHOD 5, EACH BRACED WALL PANEL MUST EE AT LEAST 96 INCHES (2438 MM) IN LENGTH WHEN APPLIED TO ONE FACE OF A BRACED WALL PANEL AND 48 INCHES -(1219 MM) WHEN APPLIED TO BOTH FACES. BRACED WALL NAILING AS SPECIFIED: STRUCTURAL PANEL- 6' EDGE, 17 FIELD; STUCCO LATH - 6' O.C.; GYPSUM BOARD- T O.C. PARTITION FRAMING SZ S 4 N R 4•-0• MIK fOP PLATE SPLICE JOINT OVER 5710 GOR E FRAMING T'l 1GAL FRAMING DETAIL SCALE: 3/a• 1'.p' 1' ......TIaN TAPT[wlwC: TION ' . . r. )•T,. pp a•,T, 2-'16d T4 Tt B, M [HD TYP,EA_ END wrr.urnne TR M?IER ..ee :. �- 2x 51LL + t 57u3s PLATE W 6d IyCO...s u�.T.-�nz�.Y --.— 1. +Cc �`0,�� races e --.._.._--i •v+i..0 .[ • 12. O6. 1 FULL. TRIM lYP 5111D t I FU1 KIN5. USE DBL TRIM ON i1OL1 ..T. 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'nxmv]i,x mN'm,. 1. pa,oef dmlaiep ypli�mc.5d.ibp ti'e0.11]')art da vivimub lapurd ae.rvd m.al,pC'e.b:I MT � •iMJ :I. i.d e.r �..ml:.e vc��m•. m,�mm a.¢ea�mosx,aee�eilxsex ivmmmnve ,.r ¢m daepe..aiYd,onia¢N.aiee NlR•*vb•denw. mdAdl lvl4¢I•la, . ,00fdm+aivp. p. pemmm y.Aea:,d,em ®ancdpe�ti #en o,emvEiue wppvm. DEC 39 Z Q J O J U— TIDE . � NG' REDDING, CA. 8837 AIRPORT ROAD REDDING, CA 96002 (530) 222 -1427 voice (530) 224 - 9821 fax dezdraft edezigrAu.com www.de7ign4u.com I DAVE CHINCHEN SHOP 21TAIGE WAY CHICO CA. 95928 APX 040.640-048 DATE: SWE: I AS) DIiAYM; JOe O1 a,VG: MAYER-25x25_60 PLOTTED: 12rronooa 12194,52 FH REVWN: — mmstom AFVISIOIl: 2 OF 3 FLOOR PLAN 25'-O" 2x4 DF ir7S 16" O.Ci. I L=4'-611 L=41-6" 77 2- 16d Tt B.— 0(1)1+V ::;)L -I - SP SP L=4'-6° L=4'-611 I 4'-611 2'-1211ol 25'-O" FLOOR PLAN 1 PBL 2x4 INTERIOR SCALE: 3/6' = 1'-0' 2x PBL 4.12 EXTERIOR BRACED WALL PANELS 3• WOOD STRUCTURAL OSB SHEATHING WITH A THICKNESS NOT LESS THAN 5/16 INCH (7.9 MM) S P FOR 16 INCH (406 MM) STUD SPACING AND NOT LESS THAN 3/8 INCH (9.5 MM) FOR 24 INCH (610 MM) STUD SPACING IN ACCORDANCE WITH SECTION 2308.9.3 (2) AND 2308.9.3(3) FOR METHODS 2. 3, 4, 6. 7, AND 8, EACH BRACED WALL PANEL MUST BE AT LEAST 48 INCHES (1219 MM) IN LENGTH COVERING THREE STUD SPACES WHERE STUDS ARE 16 INCHES O.C. (406 MM) APART AND COVERING TWO STUD SPACES 'WHERE STUDS ARE SPACED 24 INCHES (610 MM) APART: ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EOUAL IN SIZE TO THE STUDDING EXCEPT WHERE WAIVED BY THE INSTALLATION REQUIREMENTS FOR THE SPECIFIC SHEATHING MATERIALS. FOR METHOD 5, EACH BRACED WALL PANEL MUST BE AT LEAST 96 INCHES (2438 MM) IN LENGTH WHEN APPLIED TO ONE FACE OF A BRACED WALL PANEL AND 48 INCHES (1219 MM) WHEN APPLIED TO BOTH FACES. BRACED WALL NAILING AS SPECIFIED: STRUCTURAL PANEL - 6' EDGE,12' FIELD; STUCCO LATH - 6' O.C.; 'GYPSUM BOARD- T O.C. PARTITION FRAMING CORNER FRAMING TOP PLATE 2x4 DF ir7S 16" O.Ci. I a: r+. p,prupn. 2- 16d Tt B.— ;j I� EA, END TYP. i+, —L4..J n_Y.. t'uTm 4'TLO pv+�.x. rx it a�.�1'n.7 I O H/ 6d 4 ; • 12' 06. O 1 USE 1 FULL TRIM I LL t I FULL KING. Jti�Ji� j x v 24'-5 "x24'-511 �n N -�e•.anw en....,wm>mr.sa GEILING HEIGHT . UNF I N15HED INTERIOR GONG. FLOOR _-1 >L :.tmm.+,m,PX-. e.,a '�•,•• x N I mcu+w , 0,6^. c cbt r-0> •e�T uppu;,� 30(b8 2x4 OF 0 I6" O.G. 0(1)1+V ::;)L -I - SP SP L=4'-6° L=4'-611 I 4'-611 2'-1211ol 25'-O" FLOOR PLAN 1 PBL 2x4 INTERIOR SCALE: 3/6' = 1'-0' 2x PBL 4.12 EXTERIOR BRACED WALL PANELS 3• WOOD STRUCTURAL OSB SHEATHING WITH A THICKNESS NOT LESS THAN 5/16 INCH (7.9 MM) S P FOR 16 INCH (406 MM) STUD SPACING AND NOT LESS THAN 3/8 INCH (9.5 MM) FOR 24 INCH (610 MM) STUD SPACING IN ACCORDANCE WITH SECTION 2308.9.3 (2) AND 2308.9.3(3) FOR METHODS 2. 3, 4, 6. 7, AND 8, EACH BRACED WALL PANEL MUST BE AT LEAST 48 INCHES (1219 MM) IN LENGTH COVERING THREE STUD SPACES WHERE STUDS ARE 16 INCHES O.C. (406 MM) APART AND COVERING TWO STUD SPACES 'WHERE STUDS ARE SPACED 24 INCHES (610 MM) APART: ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EOUAL IN SIZE TO THE STUDDING EXCEPT WHERE WAIVED BY THE INSTALLATION REQUIREMENTS FOR THE SPECIFIC SHEATHING MATERIALS. FOR METHOD 5, EACH BRACED WALL PANEL MUST BE AT LEAST 96 INCHES (2438 MM) IN LENGTH WHEN APPLIED TO ONE FACE OF A BRACED WALL PANEL AND 48 INCHES (1219 MM) WHEN APPLIED TO BOTH FACES. BRACED WALL NAILING AS SPECIFIED: STRUCTURAL PANEL - 6' EDGE,12' FIELD; STUCCO LATH - 6' O.C.; 'GYPSUM BOARD- T O.C. PARTITION FRAMING CORNER FRAMING TOP PLATE TAPT[N,NG I a: r+. p,prupn. 2- 16d Tt B.— EA, END TYP. —L4..J n_Y.. t'uTm 4'TLO pv+�.x. rx a�.�1'n.7 H/ 6d 4 ; • 12' 06. O 1 USE 1 FULL TRIM t I FULL KING. 115E DBL TSM ON LOPB/IN65 t 4' TOP PLATE SPLICE JOIM OVER STUD a-16d—i 346d / EA, r2x 54LL PLATE M16AL FRAMING .DETAIL 5�jg1Ft 3/8' • 1'-0' NNBCT,PN TAPT[N,NG LOCwTiaN a: r+. p,prupn. c T.cur :: J',c vv macs —L4..J n_Y.. t'uTm •--__.._—__) ttc��ac-5 pv+�.x. rx a�.�1'n.7 . -�e•.anw en....,wm>mr.sa i'i,c'..up: .e o» plv.v.ee.e. _-1 u,mvro..mre.r,..m. :.tmm.+,m,PX-. e.,a '�•,•• +. 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Fromm .p.me t:,du m ®m m oeFc� t i.cM m imrneOliax wppon.. 8837 AIRPORT ROAD REDDING,CA 96002 •(530) 222.1427 voice (530) 224 - 9821 fax dezdraft Adezign4u.com www.dezign4u.00m HAVE CHINCHEN SHOP 21 TAIGE WAY CHICO CA. 95928 AN 040-E40-048 DATE: 12/08 SCALE: I A5 NarW DRAWN: AAS JOB: 08-069 DWG: 12/23r2t708 12,34,52 PM REW$x1N: REW510N: PEW$ DN: 2 OF 3 F100R PLAN to % § ; �n $ 00 94 0 |§ §t)�§ k� a.� ai � «■| 2 .z � m || § t� ■ _§ \■� | • 7 °K §| k � � |@ B ®� ` § &u{l � �2k§ G■/ G |% 2� ■. E ,2 � ■ §k 94 N |§ §t)�§ k� � «■| 2 .z � m || § t� ■ _§ \■� | • 7 °K §| k � ■ §k '�� P§| k �|§& ■ ■ «■| 2 .z � m || § t� ■ _§ \■� | • 7 k k 3 BEDROOM RESIDENCE + OFFICE ! ( �GREGORY A.PEITZ for BRIAN MARSHALL | 4 ARCHITECT u § r 393RIoLindoAve.c cc 95926 (530)894-5719 ,Vxfi___l�mM07-t m__aadwg, m_, 14_ F Pao Lo Q r WARNING ! BCS,I-B1 SUHit�lAR1� �H�ET -GUIDE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF TRUSSESMONEDITION) 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 rylateral identifi ue la freccen 'a Iow lizaeron derestria-l"n lateral restraint and diagonal bracing. Follow the y arriostre diagonal temporales. Use las recomendaciones recommendations for handling, installing and de manejo, instalad6n, restriaadn y arriostre temporal de temporary restraining and bracing of trusses. los trusses. Vea el folleto BCSI Guia de Buena PMtca Refer to BCSI Guide to Good Practice for Dara el Manejo. Instalaci6n. Reshicci6n y Aniostre de IDs Handling. Installing. Restraining & Bracing of Trusses de Madera Conectados con Placas de Metal para Metal Plate Connected Wood Trusses for more informaddn mos detallada. detailed information. Los dibujos de disefio de los trusses pueden especificar las Truss Design Drawings may specify locations of localizaciones de restriccidn lateral permanente o refuerzo permanent lateral restraint or reinforcement for en los miembros individuales del truss. Vea la hoja individual truss members. Refer to the BCSI-B3 resumen BCSI-B3 - Restdcci6n/Arriostre Permanente de Summary Sheet -Permanent Restraint/Bracing Cuerdas y Miembros Secundarios para mos informad6n. of Chords & Web Members for more information. EI resto de IDs dtsenos de arriostres permanentes son la All other permanent bracing design is the responsabilidad del Disenador del Edificio. responsibility of the Building Designer. © Theconsequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, levantamfento, instalact6n, restricci6n y arrisotre incorrecto puede ser la caida de la estructura o a6m peor, heridos o muertos. 0 Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when 0 coo cutting banding. Empaques y placers de metal tienen bordes m afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING - MANEJO ® Avoid lateral bending. - Evite la Flexion lateral. Q The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. EI contratista tiene la responsabilfdad de recibir, descargar y almacenar adecuada- mente los trusses en la obra. If trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moisture gain but allow for ventilation. Refer to BCS1 Guide to Good Practice for for more detailed Information pertaining to handling and jobslte storage of trusses. SI los trusses estaran guardados horizon- tatmente, ponga bloqueando de altura suficfente detras de la pila de los trusses. Use special care in Utilice cuidado windy weather or especial en dias near power lines ventosos o cerca de and airports. cables eledricos o de 30' to 45' aeropuertos. 30 a 45 pies 8 pies maximo 45' to 60' Spreader bar 45 a 60 pies 6 pies maximo for truss 4' o.c. max. 60 a 80 pies' 4 pies d6n y Ardostre Temporal cantilever and at beating All Lateral Restraints y Permanente de locations. lapped at least two trusses. "O O QUse proper rig- Use equipo apropfado ging and hoisting para levantar e equipment. Improviser. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en Para trusses guardados por mas de una uneven ground. tierra desigual. semana, cubra los paquetes para prevenir aumento de humedad pero permita venti- lad6n. Vea el folleto BCSI Gufa de Buena Pradica para el Manejo. Instalad6n. Restriccf6n y Ar- riostr c de los Trusses cle Madera Conectaclos Con Placas de Metal para (nformad6n mas detallada sobre el manejo y almacenado de _ IDS trusses en area de trabajo. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. 0 Warning! Don't overload the crane. iAdvertencia! IND sobrecarga la gr6a! Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use s6lo los empaques para levantar un paquete. No levante un grupo de empaques individuales. A single lift point may be used for bundles with trusses up to 45'. Two lift points may be used for bundles with trusses up to 60'. Q Warning! Do not over load supporting Use at least 3 lift points for bundles with structure with truss bundle. trusses greater than 60'. iAdvertencia! No sobrecargue la estructura Puede usar un solo lugar de levantar para apoyada con el paquete de trusses. paquetes de trusses hasta 45 pies. Puede usar dos puntos de levantar para Q Place truss bundles in stable position. paquetes mas de 60 pies. Puse paquetes de trusses en Una posici6n Use por to menos tres puntos de levantar para estable. paquetes mas de 60 pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALACION POR LA MANO DE TRUSSES INDIVIDUALES Trusses 20' ' - Trusses 30' or or less, sup- less, support at port at peak. quarter points. Levante Levante de del Pico los los cuartos trusses de de tramo los 20 pies o t- Trusses up to 20' -► trusses de 30 1.4- Trusses up to 30' i menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies MISTING OF SINGLE TRUSSES - LEVANTAMIENTO DE TRUSSES INDIVIDUALS i Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga sada truss en posici6n con equipo de gr6a hasta que la restricci6n lateral temporal de la cuerda superior estd instalado y el truss ester asegurado en los soportes. Q Warning! Using a single pick -point at the peak can damage the truss. iAdvertencia! EI use de un solo lugar para levantar en el pito puede hater daho at truss. HOISTING RECOMMENDATIONS FOR SINGLE ` TRUSSES 60' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES J� .�— Approx. 1/2 yl truss length Tegline TRUSSES UP TO 30' oreade TRUSSES HASTA 30 PIES 1Z_==2a41 bar Toe -int T� oe-In Attach Locate Spreader bar 10' O.C. I _ Spreader bar 1/2 to I above err sti0back max. j� 213 truss length —� mid -height Te TRUSSES UP TO 60' /1 —f TRUSSES HASTA 60 PIES I. Spreader bar 2/3 to I 3r4 .as length —►II Tegline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2 Summary Sheet - Truss Installation & Temoorary Restraint/Bracing for Top Chord Temporary more information. Lateral Restraint (TCTLR) Vea el resumen BCSI B2 - Restricci6n/ 2x4 min. Arrtostre Temporal y Instalaci6n de los Trusses para mas informad6n. QLocate ground braces for first truss directly in line with all rows of top chord temporary lat- eral restraint (see table in the next column). =90° Coloque los arriostres de tierra para el primer truss directamente en linea con sada una de Brace first truss las filas de restricci6n lateral temporal de la — securely before cuerda superior (vea la table en la proxima erection of additional columna). trusses. Do not walk on unbraced trusses. 4 No Gamine en trusses ti sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente at arriostre de tierra. 3) Instale los pr6ximos cuatro trusses con restricci6n lateral temporal de mlembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los pianos de los miembros secundarios para estable los primeros cinco trusses (vea abajo). 6) Instale la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita erste procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. QRefer to BCSI-82 Summary Sheet - Truss Installation & Temporary Restrain[/Bracing for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses y Ardostre Temporal para mayor informaci6n. RESTRAINT/ BRACING FOR ALL PLANES OF TRUSSES EL RESTRICCION/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de restriction y arriostre es para todo trusses excepto trusses de Cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Es aciamiento 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' [0 80'• 4' o.c. max. 60 a 80 pies' 4 pies *Consult a Professional Engineer for trusses longer than 60'. `Consulte a un ingeniero para trusses de mas de 60 pies. QSee BCSI-82 for TCTLR options. - - Vea el BCSI-B2 para las opciones de TCTLR. A Refer to BCSI-B3 Sum- mm� Sheet -Permanent Restraint/Bracing of Chords - & Web Members for Gable End Frame restraint/bracing/ reinforcement information. Para informaci6n sobre restricci6n/arriostre/refuerz,, Para armaz6n de hastial vea el resumen BCSI-B3 - Re- stricci6n/Arrtostre Ground bracing not shown for clarity, Permanente de Cuerdas y Miembros Secundartos. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS t' LATERAL RESTRAINT & DIAGONAL BRACING Web Members ARE VERY IMPORTANT KA RESTRICCION - LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Q30'-15' max. Same spacing as RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCI614 Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 QRefer to BCSI-B7 Diagonal Bracing Summary Sheet 10' or 15"Repeat Diagonal Bracing - Temporary & Per- _�� every 15 truss spaces (30') manent Restraint/ Bracing for Parallel , � �" � Chord Trusses for Tolerancias para Fuera-de-Plano. / more information. Bow Length maximo Apply Diagonal Brace to *Consult a Professional Engineer for trusses longer than 60'. `Consulte a un ingeniero para trusses de mas de 60 pies. QSee BCSI-82 for TCTLR options. - - Vea el BCSI-B2 para las opciones de TCTLR. A Refer to BCSI-B3 Sum- mm� Sheet -Permanent Restraint/Bracing of Chords - & Web Members for Gable End Frame restraint/bracing/ reinforcement information. Para informaci6n sobre restricci6n/arriostre/refuerz,, Para armaz6n de hastial vea el resumen BCSI-B3 - Re- stricci6n/Arrtostre Ground bracing not shown for clarity, Permanente de Cuerdas y Miembros Secundartos. 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS t' LATERAL RESTRAINT & DIAGONAL BRACING Web Members ARE VERY IMPORTANT KA RESTRICCION - LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Q30'-15' max. Same spacing as RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCI614 Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 QRefer to BCSI-B7 Diagonal Bracing Summary Sheet 10' or 15"Repeat Diagonal Bracing - Temporary & Per- _�� every 15 truss spaces (30') manent Restraint/ Bracing for Parallel , � �" � Chord Trusses for Tolerancias para Fuera-de-Plano. / more information. Bow Length Vea el resumen BCSI-87 Restric- Apply Diagonal Brace to - vertical webs at end of d6n y Ardostre Temporal cantilever and at beating All Lateral Restraints y Permanente de locations. lapped at least two trusses. Trusses de Cuerdas 'Top chord Temporary Lateral Restraint spacing shall be Paralelas para mas 10' o.c. max. for 3x2 chords and 15' D.c. for 4x2 chords. informaci6n. INSTALLING - INSTALACION Material Height Gypsum Board 12" out of Plane QTolerances for Out -of -Plane. Out of Plumbl Max. Truss Tolerancias para Fuera-de-Plano. 3-0 tiles high Bow Length Max. Bow D/50 D (ft.) grupo de 4 trusses. �Length —► P1 t � D Never stack materials near a peak. Nunca amontone material cerca del p(co. 3/4" 12.5' — Ear I^— 1l4" 1' Bow Length y I- 1/2" 2' 7/8" 14.6' Max.► 1 Truss bracing not for clarity. 1" 16.T I' ; t 3/4" 3' ....--- ....----- - - .------------------ Len 1-1/8" 18.8' 0 1" 4' r ; 1-1/4" 20.8' d Plumb o QTolerances for bob 1-1/2" 6' 1-3I8" 22.9' Out -of -Plumb. 1.1/2" 25.0' Tolerancias para D/50 max - - 1-3/4' 29.2 Fuera-de-Plomada. I 2" 28' 2" 233.3' CONSTRUCTION LOADING - CARGA DE CONSTRUCCION Q Do not proceed with construction until all lateral restraint and bracing is securely and properly in place. No proceda con la construction hasty que todas las restric- cfones laterales y los arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI-84 Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 C irga de Construcci6n paramayor information. ,Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8' Clay Tile 3-0 tiles high Repeat diagonal braces for each set of 4 trusses. Repita los arrisotres Do not overload small groups or single trusses. diagonales para sada No sobrecargue pequenos grupos o trusses individuales. grupo de 4 trusses. Never stack materials near a peak. Nunca amontone material cerca del p(co. QPlace loads over as many trusses as possible. iagonal Coloque las cargas sobre tantos trusses Como sea posib le. .Bracing Q Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. I Anshown ALTERATIONS - ALTERACIONES Truss bracing not for clarity. Q Refer to BCSI-B5 Summary Sheet - Truss Damage. ]obc_ite Modifications &Installation Errors -B5 Summary Shit - Truss Modifiestions & In�[i ation Errol. Vea el res6men BCSI-B5 Dafios de trusses, Modificaciones en la Obra y Emores de Instalaci6n-B5 Danos de trusses. la 06�y Errores de Instalaci6n. Chords Diagonal Braces every 10 truss spaces (20' max.) bottom chord lateral Restraint Some chord and web members not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords Diagonal Braces every 10 truss spaces (20' max.) 10'45' Some chord and web members max. not shown for clarity. Do not cut, alter, or drill any structural member of a truss unless r specifically permitted by the Truss Design Drawing. No corte, altere o perfore ning6n mfembro estructural de los trusses, a menos que estd especificamente permitido en el dibujo 17 del diseno del truss. QTrusses 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 autorizacion . previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer rely on the presumption that the contractor and acne operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance In some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined In this document are Intended to ensure that the overall construction techniques employed will put the trusses Into place SAFELY. These recommendations for handling, Installing, restraining and bradng trusses are baud upon the collective experience of leading personnel Involved with truss design, manufacture and installation, but must, due to the nature of responsibilities im lved, be presented only as a GUIDE for use by a qualified Building Designer or contractor. It is not intended that these recommendations be Interpreted as superior to the Building Designer's design specification for handling, installing, restraining and braciN trusses and it does not preclude the use of other equivalent methods for restralning/bacing and providing stability for the walls, columns, Boors, roofs and all the interrelated structural building components as determined by the Contractor. Thus, WTCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-4849 • www.sbcindustry.com 703/683-1010 • www.tpinst.org BIWARN11x17 20061115