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HomeMy WebLinkAbout047-200-082. — 047-200-082 1-1813 • RIVAL GEORGE am WOOI - CHIC°r) 04 =200-o8'2% t: ag.ol . :F CONT: CHICO ELE SUMMARY SHEET ,FOR' LAND DIVISIONS .,,. ELECTRIC FOR WELL /,F DEV Kenneth 0 `'Reimers •, Wookey, Rd ,`Chico' i , 7 - 047-200-08206-1977 BOUNDARY LINE MODIFICATfION -�- .- PUSHNIK, JAMES WOOKEY-RD, CHICO„ ; Cont: OWNER I NSF/DECK(COV) « ,►. i ,"047-200-082 06-1978. ' ' PUSHNIK ' . 4070 WOOKEY LN;.CHICO y� o } Conn=.WILLIAM F: SQUYRES FIRE SPRINKLERS B07-1656' MISCELL"ANEOUS�'=Private Garage/Shop ;DETACHED GARAGE (560)r.`:_ ".. I, " y A: .40 �.• E , PUSHNIK, JAMES ��_�: B07-2322 047-200-082 MISCELLANEOUS Phtovtaic Sys Roof GARAGE ROOFMOUNT SOLAR SYST 4070 WOOKEY RD PUSHNIK, JAMES r ' 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: 4070 WOOKEY RD Owner: Permit NO: B07-2322 APN: 047-200-082 PUSHNIK, JAMES Issued Date: 11/13/2007 By TMP Permit type: MISCELLANEOUS 1332 MARIAN AVE Subtype: Phtovtaic Sys Roof CHICO, CA 95928 Expiration Date: 11/12/2008 Description: GARAGE ROOFMOUNT SOLAR S1 Occupancy: Zoning: Contractor Applicant: Square Footage: SMITH MURRAY CONSTRUCTION SMITH MURRAY CONSTRU( Building Garage Remdl/Addn 2 HILLARY LANE 2 HILLARY LANE CHICO, CA 95973 CHICO, CA 95973 Other Porch/Patio Total FEE INFORMATION DBMSC Photovoltaic System $408.93 Total Charged: $408.93 Fees Paid: $408.93 Balance Due: $0.00 Receipt No: B5292 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 SMITH MURRAY CONSTRUCTI 772274 / B / 12/31/2007 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed IHEREBYAFFM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing ith action 7000) of Do4of usiness 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 a d ffect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 11/13/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signatur 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 j' WORKERS' COMPENSATION DECLARATION' " — 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 I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The 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 Contractor's License Law.). Cartier: Policy Number: Exp. Date: (This section need not be completed if the permit is for one hundred dollars ($100) or less.) ❑ 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' Comp tion laws of Califomia, and a ree that if I should become subject to the workers' X 11/13/2007 comp sa on provisions o ction 37 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provis ns. C X 11/13/2007 I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signa re Date WARNING: FAILUR TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS $100,000, IN ADDITION TO THE COST OF COMPENSATION, ( ) the issuance of this permit. I hereby acknowledge thatt is 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. Countyft enter the above mentioned property for inspection purposes. I hereby certify that I am the Prope owner or auth rized to act on the pro party o Br's behalf. ,T 11/13/2007 - CONSTRUCTION LENDING AGENCY 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of P rm " ee [ I N] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner ® Contractor OR. DAgent for Owner Agent for Contractor FILE COPY Lenders Address City State zip �07rBUTTE COUNTY 0 0 DEPARTMENT OF DEVELOPMENT SERVICES 0 0 BUILDING PERMIT APPLICATION. 0 0 OFFICE #: (530)5')8-7541 FAX #: (530) 533-2140 o - a-- o A FEE WILL BE REQUIRED AT TWE OF APPLICATION Website: w. rw.buttecounty.net/dds OUR **PLEASE PRINT CLEARLY** OWNER INFORMATION Last Name � First Name`, MailingAddress City - State CA zipp,� 1 Phone $ 3 Fax E-mail APPLICANT INFORMATION CONTRACTOR Name LLte�hA W tl Address � 1 / City CWk(_n Address Type Const. Phone � � Z0S S L E-mail City C `D Stat Zip q i 2. Phone �ZCf6� Fax. E-mail Lic. # —7? ZZ-, Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name LLte�hA W tl Address � 1 / City CWk(_n StateCv:), Type Const. Phone � � Z0S S Fax E-mail State License Number APPLICANT INFORMATION Name' v o Address 2 �` City C1' Stag Zip Phone Z O S Fax E-mail APPL/CAN SIG ATURE X 6L �� 2 �; PROJECT LOCATION AP# QLt-7 ZOO - 6 Property Address City C PERMIT NO. li:1t►�3 WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA Yes 1. No Occ. Type Const. .._.. _^ sem _ ._ w"---=- = .�.:©�_� _ _ ..__.^ ._�� ;- .... . .. ... .... 4f Ti IN J Ar) I ri L ELECTRICAL, PLUMBING, J tW AND MECHANICAL NOT PLAN CHECKED < -Rsmi kc... WL CL a-Q 1+0 PALS _TO Df SKU - M m--�P �or7- z3a� outlined in the attached PRC4290 Requirements, 149, TQI�/KS•';�� PLANNING DIVISION - `�� o ; \�L 3;� ^ - - BUILDING PLAN APPRO 5� Use:Date: % Parking: Landscaping: / Ilk. I Other Of r Signatu r . - ,FS�► �`� �1-lot�i� t.-11.1 ' F3?w rel 1.-11J F, 100 ` M;�' / CDF/Butte County Fire 14 t�-,t -10 AN new' to SRA are mgL*ed to have: w1. 4w fl t \ . r _ _' Fully enclosed noncombustible eaves on entire structure ' ,NCY CHANGES i``--- ----'" GutterscreenstopmventacCunuationof1..I is debris. D TO MEET THE COfin$tOnreS�tant _QUIRED AT THE + noncombustible, 1q,m '!bHurnopening APPLICATION mof and attic vents JPANCY CHANGE !OVEMENT-- LC' I.O , N ®TE: PROPERTY OWNER IS RESPONSIBLE FOR DETERMINING LOCATIONS OF PROPERTY LINES ' AND EASEMENTS AND MAINTAINING REQUIRED , SETBACKS FROM PROPERTY LINES AND �- EASEMENTS: A SURVEY MAY BE REQUIRED IF 1� DETERMINED NECESSARY BY THE BUILDING OFFICIAL. 444 -110 000— oN StTc MaP �. u`` � � +� �'� _ � �•• ' • `�.. 5-i•ti,. wry ) riroh-C lob-r�iti� -rp rat t: Pw=wa I�R •. � ... - � , � • • _�. __- __ . _ _ . __• . ,� Q7 ^-��-3 2:=22 ._ .- �• •� - 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: 4070 WOOKEY RD Owner: Permit No: B07-1656 APN: 047-200-082 PUSHNIK, JAMES Issued Date: 08/17/2007 By KEJ Permit type: MISCELLANEOUS 1332 MARIAN AVE Subtype: Private Garage/Shop CHICO, CA 95928 Expiration Date: 08/16/2008 Description: DETACHED GARAGE (560) (530) 896-1361 Occupancy: Zoning: A-40 Contractor Applicant: Square Footage: SMITH MURRAY CONSTRUCTION SMITH MURRAY CONSTRU( Building Garage RemdUAddn 2 HILLARY LANE 2 HILLARY LANE 560 CHICO, CA 95973 CHICO, CA 95973 Other Porch/Patio Total (530)345-2085 (530)345-2085 • 560 FEE INFORMATION DBEH Building Review Fee $75.70 DBF Garage -Wood Frame Plan Che $233.56 DBFIRE Fire Inspection (SRA) $102.70 DBFIRE Fire Inspection (SRA) $102.70 DBFIRE SRA Fire Plan Review (S $102.70 DBMSC Garage/Shop/Strge Wood F $350.34 DBOMSCF Fire Safe Standards Re $115.98 DBSMIP Residential $1.34 Total Charged: $1,085.02 Fees Paid: $1,085.02 Balance Due: $0.00 Receipt No: B4271 _ LICENSED CONTRACTOR'S DECLARATION - w OWNER / BUILDER DECLARATION' Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractors License SMITH MURRAY CONSTRUCTI 772274 / B / 12/31/2007 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OJPJURY that I am licensed under provisions of Chapter 9also (commencing ith Section 7000) o 'visie Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) s in full force a d effect. iYN 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 08/17/2007 the applicant to a civil penalty of not more than five hundred dollars [$500); Please check one of the following: Contractors SignaturEP 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 Contractors 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.). ❑ I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). Carrier: Policy Number: Exp. Date: (This section need not be competed if the permitis or ons a hundred dollars ($100) or less. ❑ I AM EXEMPT under Section B. & P.C. for this reason: MN/ I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS L-/-3 ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compens ' n laws of California, and agree the if I should become subject to the workers' X 08/17/2007 cempens io provisions of Se - 00 of the Labor Code, I shall forthwith comply with those Owners Signature Date provision 4 X 08/17/2007 • ! - - t :� - - 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, 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 5100,000, IN ADDITION TO THE COST OF COMPENSATION, ( ) injury, including death, and property damage caused arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge thatt is issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte Co y to enter the ab a mentioned property for inspection purposes. I hereby certify that I am the Pro rty owneroon a thorized to acto the property o rs behalf. lf 08/17/2007 CONSTRUCTION. LENDING AGENCY - - - - - I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of ermittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner ® Contractor OR: Agent for Owner ❑Agent for Contractor FILE COPY Lenders Address City State 7771 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION, OFFICE #: (5')0)5')8-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT ThWE OF APPLICATION Website: w. 1w.buttecounty.net/dds **PLEASE PRINT CLEARLY** Name' OWNER INFORMATION Last Name I Fi t Name Mailing Address City ` City co ; State . cyl7 StateC,,, Phone Phone S3O g2Fax (576L- E-mail E-mail Lic. # Name' CONTRACTOR Name, I Address G City ` IState State . cyl7 Zi� Phone S` ZCX S Fax. E-mail Lic. # Class Name' ARCHITECT/ENGINEER Name I Address G City6A�-c C11 State . cyl7 Zip Phone S 2 CY6 '�_ Fax E-mail State License Number Name' APPLICANT INFORMATION Address I City CC State C (�} Zip Phone 3 S- Z� �� Fax E-mail APPLICANT SIGNA TAIRE T X PERMIT NO. � 7 BIN # (,I w FTLC PROJECT LOCATION AP# �. � ZQO - d � • Property Address City H 3. 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 --20 DESCRIPTION OR SCOPE OF WORK: t WQK1 c Sq FT- Living Garage Open Cov ❑ Structure Built without Occupancy ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning 1410 Flood Zone SRA Yes No Occ. Type Const. 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: B07-1656 Date: 08/01/2007 Location: 4070 WOOKEY RD By: KCG Parcel Number: 047-200-082 Sub Type: Private Garage/Shop Owner Name: PUSHNIK, JAMES Phone: (530) 896-1361 Description: DETACHED GARAGE (560) 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 ❑ Thermalito Irri n District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 ❑ ❑ LOAPUD, 1960 Elgin Stre , Oroville CA 95966 - (530) 533-2000 ❑ ❑ City of Chico, 545 Vallombrosa, Eo 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,ham CA 95938 - (530) 345-1921 Feather River Recreaction & Park District, 1200 Myers eet, Oroville CA 95966 - (530) 533-2011 Paradise Parks & Recreation, 6626 Skyway, Paradise CA 959 9,,7 (530) 872-6393 SCHOOL DISTRICTS Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 8 -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 - (53095-4675 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) 532-30 Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: Other: ❑ Other: Signature of Property Owner: FILE Date: 08/01/2007 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: B07-1656 Job Address: 4070 WOOKEY RD Contractor: SMITH MURRAY CONSTRUCTION Fee Description 2 HILLARY LANE CHICO, CA 95973 Account Number Printed: 08/01/2007 9:57 am Fee Amount Paid Date Pmt Amt DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 08/01/2007 $75.70 DBFIRE Fire Inspection (SRA) 0100-450001-4617240-1010 $102.70 0100-450001-4617240-1010 $102.70 08/01/2007 $102.70 DBOMSCF Fire Safe Standards Re 0010-440001-4210500-1010 $115.98 DBFIRE SRA Fire Plan Review (S 0100-450001-4617240-1010 $102.70 08/01/2007 $102.70 DBMSC Garage/Shop/Strge Wood F 0010-440001-4210500-1010 $350.34 DBF Garage -Wood Frame Plan Che 0010-440001-4210500-1010 $233.56 08/01/2007 $233.56 DBSMIP Residential Printed By: Kourtni Graham 1001-0-280-1011298 $1.34 1,085.02 $514.66 Balance Due: $570.36 At the time of a mit application, I as advised the above fees are required prior to issuance of the permit. These a ma chan ur the plan checking process. Signature: Date: 08/01/2007 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 projector from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). California Department of Forestry and Fire Protection Butte County Fire Department Fire Prevention Bureau Reference Number: B07-1656 Location: 4070 WOOKEY RD Parcel Number: 047-200-082 Owner Name: PUSHNIK, JAMES 176 Nelson Avenue, Oroville CA 95965 (530) 538-7888 Office, (530) 538-2105 Fax Date: 08/01/2007 By: KCG Sub Type: Private Garage/Shop Phone: (530)896-1361 Description: DETACHED GARAGE (560) To meet the requirements of Government Code section 51182 and Public Resource Code 4291, Butte County requires a pre -construction inspection to pro -actively provide the below building and site requirements to the property owner. Your property is located within the State Responsibility Area (SRA) of Butte County SRA is required to meet the below requirements: ✓ Public Resources Code 4290 ✓ Public Resources Code 4291 ✓ California Building Code, Chapter 7A ✓ Butte County Improvement Standards Requirements prior to scheduling the pre -inspection: ✓ Full plan submittal to Butte County Development Services -Building Division ✓ Driveway and building pad must be identified on site ✓ Structure location must be staked out on the building site All development within the Requests for inspections shall be made a minimum of 72 hours in advance by calling the Fire Prevention Bureau's 24 hour inspection line at (530) 538-6837, ext. 169, (When the recording comes on, enter the extension number). For the pre -inspections, the property owner or authorized agent is required to meet the inspector at the construction site with two hard copies of the site plan. I have read and understand the above pre -inspection 08/01/2007 Date Signature All of the Fire Safe Requirements are posted on the Butte County Fire Department website at http://buttefire.org/Fireprevention/protplan/protplan.html Rev'd 5/7/07 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 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 (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municit)alcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-1656 Date: 08/01/2007 Location: 4070 WOOKEY RD Parcel Number: 047-200-082 Owner Name: PUSHNIK, JAMES Phone: (530) 896-1361 Description: DETACHED GARAGE (560) A Signature of Property Owner: FILE eu; Date: 08/01/2007 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: B07-1656 Location: 4070 WOOKEY RD Parcel Number: 047-200-082 Owner Name: PUSHNIK, JAMES Description:. DETACHED GARAGE (560) Date: 08/01/2007 By: KCG Sub Type: Private Garage/Shop Phone: (530)896-1361 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: 08/01/2007 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 www.buftecounty.net/dds www.buttegeneralplan.net REQUIRED SWIMMING POOL SAFETY UPGRADES (EFFECTIVE JANUARY 1, 2007) TO: All Single Family Residential Remodel and Modification Permit Applicants FROM: Scott Rutherford Manager, Building Division RE: Correction of Pool & Spa Hazards, Assembly Bill 2977 (Mullin) Chapter 478, Statutes of 2006 California Health and Safety Code Section 115928 DATE: February 28, 2007 To eliminate safety hazards on existing pools and spas, Assembly Bill 2977 (Chapter 478, Statutes of 2006), effective January 1, 2007, requires the installation of pool anti -entrapment covers whenever a building permit is issued for the remodel or modification of a single family home. The permit shall require that the suction outlet of the existing swimming pool, toddlerpool, or spa be upgraded so as to be equipped with an anti -entrapment cover meeting current standards of the American Society for Testing and Materials (ASTM) or the American Society of Mechanical Engineers (ASME), ASME/ANSI Standard A 112.19.8. DECLARATION The property located at (Check all that apply) ❑ a swimming pool ❑ a spa ❑ a wading /toddler pool 19 does not have a swimming pool, spa, or wading/toddler pool If there is an existing swimming pool, spa, or wading/toddler pool, I understand that a pool anti -entrapment device is required at the above address in conjunction with my permit. I also understand that if a pool anti -entrapment device is required, the completed Installation Certification below must be received by the building inspector at final inspection. Please note that permits cannot receive final inspection approval without this certification. Itu edge t 4read and understand the require nts of AB 2977 and that the above i true and correct. Signaturek Print Name Date Relationship to Project (please check one): ❑ Owner ❑ Agent for Owner ❑ Licensed Contractor ❑ Agent for Licensed Contractor Company Name Contractors State License Number INSTALLATION CERTIFICATION For the property located at I hereby certify that an anti -entrapment cover meeting the current standards of the American Society for Testing and Materials, or the American Society of Mechanical Engineers is installed in the ❑ swimming pool ❑ spa ❑ wading /toddler pool Signature Print Name Date Relationship to Project (please check one): ❑ Owner ❑ Agent for Owner ❑ Licensed Contractor ❑ Agent for Licensed Contractor ❑ Other: If "Licensed Contractor' or "Agent for Licensed Contractor' is checked, please complete the following: Company Name Contractors State License Number K:Forms/Building Forms/Swimming Pool Affidavit Anti -Entrapment Updated: 8/17/2007 / 7 H -7 FO. RF50.059PVT', (NE9'V5'6 Y60GAA Dao T24N N 89.36' 11' E o54LFr P4R/R,4/1) TEHAMA COUNTY x 89.17' 27' E(M) 5301.92'(M)IFIJ �(M) IRI) N 89.76' 11' E (M)(Rs) 2654.71' � N89"3454"E (R,) 2650.96' `72 37 R76 R3E 2813 �57'l N 89.36'02" E (R,) 2654.45 `31 32 � 2650.96' � ` n B9 38'02"E �y 1108.10 p 5 n 281 .'11'(R,)' y 110 .54' 6 I d18.85, _ 1812.47, 0 419'6;' `I 542.86' 1552 77': NA. TIN 1R,)(RPI I I NW Co... 0. 9EC.4 T 23 N �tH 'PARCp, 4 PARCEL 5 / / ED -I ~ PARCEL. 3 I I° ' 40.09 AC PARCII. SA,y40 . 2 °' 0° 47.88 AC c 40.00 AC - Q /. O w FP PARCEL I e65EDR Z 40.03 AC 111'••'{{i a g �I I: C 40.05 AC. M A' + 92-0384 02 w S.M. 92 2 S. N. 92-038399 e I 0 S.N.92-038400 421 9 , c S.N. 92-038401 -_ z 1551.24' v'p z 1578.15' z 1 - - - - - — 1114.11' m - f 1091,16' ' 42j,119' 1822.58' _ N 89.72' 48• M (M) (R,) (R.) --2629.31'— —g BgW;). WOOXC IT 2665.73' .'�� S 88'57' VI' M 2665.2 4, 195 cos /� d .F 9e 4^^455 s2549,Y pD 14$oPS Y9q RS 92-7280 ` s/4^LP. LS 4095w,xad SECTION 6 BREAKDOWN REBAR PER(R,)(R,) 50' WIDE I 60' EASEMENT , PER BK. III OF MAPS, PG. 17 RMA-S•N.92-038403 NOTE: 50' SETBACK FROM CENTER OF WOONEY ROAD. _ I - NOTE " U L•OTSS'W25r E,ORSAGRICULTURAL PUPOSES ONLY AND ARE NOT APPROVED SURVEYOR'S STATEMENTPP44 THIS IUPCORRWrLY REPRESERYS A SURVEY RAN BY 98 OR UNDER NY DIRECTION IN CONPOWUICE WITH SHE REOUIRESIMIS OF THE LAID 2 - SURVEYOR'S ACE AT THE REDDEST OF AEN REIMERS IN ROOM OP 1990. ¢ 5359.43' / n F//jam 0.&A.�.._ m - ///� x 89.05. 09" E / GJ �TLPl..-J /4Q�f V':'&Sf% O ly �- O y~ yi i - n -- R•C.E4CK AN I6803 13 D 97 'T '` H ��• 2679.06' �Ij1� 2679,59' ; EXP. DATE 6/30/93 �, NO. Io8ui ✓ m C LC'0 PT. Ian I 114 M 37 0 3 n I 3/4' I.P. LS 3948 IR.I _ / Ni EAST I/4 COR .� CIV(\- OQa�P _ -= gN NorNINo FODNo rc lZX7lOY SURVEYOR'SSTA775B}YT DF OAL\f `. z I THIS NAP NAS BEST HIS .2,7 1 ADAM o�INCE LIISH -SECTION 8766 OF . - lA(D SURVEYOR'S AC[ THIS mit DAY OP Ai UG . .1992. - f - THE DIVISION OF LAND SHOWN ON THIS MAP IS IN COMPLIANCE WITH REOUIRE.- MENTS OF THE SUBDIVISION MAP ACT AND LOCAL ORDINANCE. - 7 WILLIAM CHEFFp 6,�LL`��)•\AAI Oy': "`ti c I U BUTTE COUNTY S`VRVE YON �';'3 is "• $ N R.C.E 14225 i<i ND. 10226 '1'$)Ij O n EXP. DATE 7/3/93 C'IVIL•:��� a z « RECORDER'S STATEMENT ?0/GL6aq' I z FILED 'MIS 2 BTN DAY OP 4 UG 1T SY 1992. AT � $; O/ -N. IN AOR /2 rJ Pr NAPS AT DA[E ^.! AT z THE REDDEST OP BAQpMi AND ASSOCIA7C4 EILIREERiNC. SERIAL NO. _9Z- 38778 I 96RS44 NY COMMISSION EXPIRESAMENDED BY I114 RS 43 CAIDACE J. GRUBB6 BYI�-( BUM COURYY A1mQ0� � (39.83 CA) / NOR AT ANGLE (39.83 CA) / - 5 / 4 IN oLo PENCE FD. 2112• STEEL POST IH� 5 2708.170' (/ 2700.170' LIS.. JKE RB I.P. RECORD O F SURVEY CDNC. W/TAG ACE 228S.,:,) YYY 9E COa, SEC / W/21/2/BP488 J .TOPPe(i IA 4 -WAY FENCE IxrER• �� S 89'27' ]0' X IM) 5416.74' S 89'28'19°W Ifl,) 5416.77' 8 9 FO 9/4 RMA. A RE DIVISION OF THE LOT I E 2 AREA OF SECTION 6 sec TION w,) 7 B Ai SejogxER (5824 W 79.66 CA) NOTE. BEC.. IR,1 AND LOTS 1-4 AREA OF SECTION 5, T23 N, flIE, M.D. B. e. M. LEGEND 'AuroMA,TC FIRE SUPPRESSION SPBNWLER SYSTEMS SHALL IN S'A'E. FOR LEGEND N ALL RESIDENTIAL STRUCTURES IN ACCORDANCE WITH THE 1UTICHAL REFERENCES FIRE PROTECTION ASSOCIATION STANDARD FOR THE INS ALAATION BASIS OF BEARINGS ' FOUND, AS NOTED OF.SPRINNLER SYSTEMS IN ONE AND TWO FAMILY OWELLINOS W0 KEN REIMERS FOUND 3/4" 1. P., OPEN R•I 66M6 MOBILE HOME. NFPA STANDARO 134. THE PURPOSE OF THE INSTALLATION THE WEST OF OFINGS FOR SECTIONTION 5?HIS SURVEY IS BET WEEN FOUND (3/0' I. P. w/B. C., RCE 16803) (flE) R•2 101 RS 35 OF SRIINXLEq SYSTEMS IS FOR ADDITIONAL SAFETY fW0 PROPERTY 3 A C H M A N £L ASS 0 C I AT E S } CALCULATED POINT, NOT SET R•3 I I M 15 PRorecrloH w THE EVENT OF RESIO—AL FIRES. THIS INSTALLATION MONUMENTS, GIVEN AS N 5°15'15' E ON THAT WILL RE410E THE DEMAND FOR STNUCTDiAL FIRE PROTECTION SERVICES 3012 ESPLAN4DE CHICO. CALIFORNIA (M) MEASURED R•4 'II4RS37 WILL INSTANCES WHERE THEY ARE INSTALLED.* C. W. BACMMAN RCE 16803 PARCEL MAP FILED IN BOOK 111 OF MAPS AT PAGE O SET 3/4" I.P., RCE 16803 R-5 114RS43 SCALE -AS NOTED DECEMBER, 1990 15, BUTTE COUNTY RECORDS. ( ) GLO DATA -BENSON, FEB., 1875 SHEETA OFA SHEETS RP 47-ZO-56, fP�i 9 W"W N89'36'1 11 TEHAMA T. 23N. R. 1E M.D.B.&M. 1542.86 COUNTY RS 1�1 35 1 BUTTE I R 1520.39 1,812.47 1527.7t U)T I I LOT 2 T LVI 80 81 40.03),AC L 34.43 A -C' .40.00 AC COUNTY 1[34.62 AC T W, Lc;, _�T 40.19 JAC 33 C 40.05 AC 47j.86 AC 40.09 AC 12; fj AC A ..... ....... . . L .... . ......... 2-A -WOOKEY -R-0-AD 1396.53 RS 114-37 7 77 M.R. 39.20 AC @ 62 20 3. .......... . . ...... ..... I ............... 42 AC 80.00 AC80.00 AC 3] 1578941 + F7 PM ill 1587 \ 160.00 AC 503.48 AC M.R. 8 y 2513.94 0) 188.80 AC±1306.96 . ......... . 40.61 AC 01 06- 2 160.00 80.00 AC 40.02 AC --j 271 .: 2481.4 i± - '-. - 1684.57 1 1119.99 1119.99 1114.45 CN CD il. b - 61.35 AC 7 C, 0 40.76 AC 40.73 AC 40.59 AC Is . ......._RS_ 110-35-�- -112A00 ---Al O -On I I Ml- '00l%�00 c WILD-f(X� HC LAW 40.00 AC le 151RS6 F72 41.35 AC 41.39 AC o 41.20 AC 1684.55 N89'37'21 "E 1680.65 L, qamaosa NAY e ffi 110 AC ::E r . x 83 28 8 5AC 29.31 35.95 0. 4 20 AC �0.60AI: 20 AC 38 1A 1 0 AC 155 34 45 AC AC± 117. _ -fizi 871.to 671.09 .................. 32 66.00 660.00 1*51.17 AC86 D RS 96-44 UDT 39 SAC 00.00 A 20 AC 40 5A 3� 5A Butte County Assessor's Map .... ... . .... 134 c mu ROAD - k 47, Page 20 NOM' ALL MFORIAATM SHO" ON ASSESSORCREATED-BY CREATED ON 6-26-2001 'LL PARCEL MAPS ARE FOR ASIESSORS OFFICE USE 8,R F58] AND 00 NOT NECISSARILY CO"$TffUFE LEGAL RINSED SON REMO ON 8-06-2003 Lam. NO UMMM IS ASSUMED FOR THE ME AME 47-201 EFFECM 2004-05 ACCURACY OF THE DATA SHOW i [` ^'--�• r,».•....,�'npl�..e,•q'�sryya,.y�,,Xe�r.,-,t��y�r��lLanl�! f 047— 0 2 �,'`' 1=1813 RIVARD GEORGE 4070 WOOKEYs RD. CHICO ' CONT: CHICO ELECTRIC F ELECTRIC FOR WELL /.FUTUR DEV, I i e ' t OFFICE C y Address bo�� r - GAS w Meter By ' Date. ` r ELECTRIC �? 1 Meter By 1� Date oc9'?Q . l I F COUNTY OF BUTTE - DEPARTMENT OF,DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PE MIT NO. (Rev. 12/96) APPLICATION AND PERMITf ASSESSORPARCELNU ERR ..-� ZONING BUILDING PERMIT OWNERTE �3(9r, 11, HONE SQ. FT. OCC. BUILDING VALUATION s OWNERS MAIu ADD ( c 0 /� 1111el E tor I Ir 1 N TM I CONTRACTORS UNG ADDRESS .% , CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. —Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee _$ BUILDING ADDRESS /^ (1./J ,l t _.•,y✓'� $ Energy Plan Checking.,Fecc $ + PERMIT FEE $ LOT NO. SUBDNIS IONS NAME PARCEL MAP ...�'- PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY' Solar or heat pump water heater 23.00,,.✓'" Water piping 5.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑er Describe Work: if � H �/ ( E.� w / (� Gas piping system 1 -,5 outlets 15.00 Buildingsewer r 15.00 ! Mobile Home I S IG I W Q20.00 PERMIT FEE t ELECTRICAL PERMIT Fling Fee 20.00 vR u Main Service .OA OR LESS 23.00 212 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and,the structure is not intended or offered for sale. )O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.).,_ ❑ 1 certify that in the performance of the•work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of Cal fornia, and agree that 'Tf I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith'comply with th:7rovisions. i' X Date Ir) a l Signature of'Applicant - O Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over, 60" deep and demolition or construction es over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST. ( DWEWNG OCCUP. s0 OR ADDNS. a ACC. S.3.5QFr: N.M.I 06T' MULTI.OUTLET @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. FIXTURES Ex.. ��@':� OFIXEDA PUNS. Ex. Occup..0T�"(RES D.°EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ (117 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ Mobile Home Installation Fee.. $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ U HAz. D.'FEES IMP FLooO CDF PARCEL 1 , ,�, PD+ ,� , HD ISSUEl This permit is hereby issued under the applicable provisions +. of the Butte County Code and/or Resolutions to do workl indicated above for which fees have been paid. / a , By Dete PERMIT EXPIRES ON J -S.-B.D. (Date) [tReceiptNo.? 6 . UCS CANAR -ASSES R PINK -INSPECTOR GOLDENROD -APPLICANT 4 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION �� County Center Drive Oroville, California 95965 • Telephone (530) 538-754, P MIT NO. (Rev. 12/96) .7' APPLICATION AND PERMIT � ASSESSOR PARCEL Nr(1 _ .Z�O ^ Z �J `-1 ZONING BUILDING PERMIT OWNER L�Or 2 TE HONE Q SO. FT. OCC. BUILDING VALUATION owNESIsADD s I ,C .t Ch J I C CONTMCTO E c- (' E r'i TM HE CONTRACTO NO ADDRESS a o , CONSTRUCTION LENDER 1 Fireplace , LENDER'S MAILING ADDRESS + ' Total Valuation $ l ARCHITECT OR ENGINEER LICENSE NO. Filing Fee ! $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS ' Plan Checking Fee BUILDING ADDRESS O (Jan key$ Energy Plan Checkin $ PERMIT FEE $ ' LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or ve 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Odper Describe W rk: CA Mf—I r l w In r L' Gas piping system t - utiets 15.00 Building sewer 15.00 Mobile Ho S I G I W @20.00 PERMIT FEE t ELECTRICAL PERMIT Fling Fee 20.00 Main Service • PonOR.ss 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. �f I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ l am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service 200A TO IGOOA 46.00 NEW CONST. DWELLING OCCUP. 3.5¢x, OR � . BUDS CONST. MUAC r NON•RESID. @7.50 POWER APPARATUS 6 SINGLE OUTLET CIR. OUTLET OR FDCTUREs 20 Q 1.00 Ex. Occu BAL o .so Ex. Occup..ODUTLETs AESID.LNS.DEA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 2 PERMIT FEE s. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEi= $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those rovisions. X Date % — Z 3 - -2 0 o_ Signature of Applicant - 2Q Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Gcc CONST. TYPE TOTAL FEE $ (o HAZ. D FEES IMP FLOOD COF PARCEL PD HD ISSU This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. f I By Date PERMIT EXPIRES ON Z3 1 ate Receipt No. WHITE-D.D.S.-B.D. -CANARY-ASSES PINK -INSPECTOR GOLDENROD -APPLICANT p - APPLICANT SUMMARY SHEET FOR LAND DIVISIONS 1 0. REIMERS COUNTyCFMir UIN�C- - G DEPT ADDRESS 9426 Dillon Ct.. Durham, Ca 95938 1111 OWNER Same. et al. PROJECT DESCRIPTION BOUNDARY LINE MODIFICATION LOCATION Modifying the boundaries of 8 parcels located on both sides of Wookey Rd 1.5 miles east of Meridian.Rd. Meridian Muniar area. ASSESSOR'S PARCEL NUMBER(S) 47-20-20, 62, 63, 76, 79, 80, 81 & 82 ZONING A-40 GENERAL PLAN Grazing & open lands PROJECT CONSISTENT? GENERAL PLAN CONFORMANCE REPORT July 7, 1993. LAND CONSERVATION ACT CONTRACTS? DATE APPLICATION RECEIVED July 9, 1993 AGENT/SURVEYOR/CIVIL ENGINEER Sierra West Surveving ADDRESS 5437 Black Olive Dr., Paradise, CA 95969 DATE PLANNING DIRECTOR'S REPORT PREPARED CATEGORICAL EXEMPTION - DATE FILED_ ENVIRONMENTAL DETERMINATION AND DATE NEGATIVE DECLARATION --DATE ADOPTED MIT.NEG.DECLARATION - DATE ADOPTED ENV.IMPACT REPORT - DATE CERTIFIED STATE CLEARINGHOUSE NO. DEVELOPMENT REVIEW COMMITTEE HEARING DAT APPEALED BOARD ACTI APPEAL HEARING DAT COMMENTS FOR PLANNING DIRECTOR'S REPORT ASSIGNED TO RECEIPT NUMB LD 1005 (11/921) DISK -� E.M. U ONLY Plot Plop Attoehad Floor Plan Attached e Sant to B.0 :L'l . -G I �C�i �/c=-►--c? 7C� GF�cxs ��y TO: Building Department FROM: Environmental Health SUBJECT:. Sanitation Clearance 47- 26Q —0 PP— Owner P— Owner Location I AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well X Clearance for - IIing� Other 3 Xa1,;Ve Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date 1 �l v 0 15-412- (a syzLa M A+tx a ql"ova-> uWcµ *AEA APPROVED Btftp 47ounty f{ealth ---� Ro A -> S'S/. 2- Z0044)4 . Zo0y)4 PLAT R.IVAkb r 4k -XT Y A -P ' o4?-»Zao_oSZ-000 ILI 71=-M�MA ILI M a ENVIRONMENFiAl. NEALTh MAY 1 12001 Chico, Califomia aA v j ILI 71=-M�MA ILI M a ENVIRONMENFiAl. NEALTh MAY 1 12001 Chico, Califomia ENVIRUWWAL IUL'M MAY 1 12001 Chko, Calfomta r17 J?()U4t4- seL-T,.41 el*J Z oc.V— j PDAI i RNA -0 qo,70 afao ay Rb, 4eA' aq7- Zoo - o g z- 60-0 SraDt o kzq • ... to V �Re v Pe RGII - 4744" G M, 6R w1 c.. `, •� z4 x.2 ` leoX16 1�1Xi4 %,. ILI J( q Uli. iL , EN t pl�. K 0 x11 � y 10 x L2.11 xtz •`�� /6Y7do+— J?()U4t4- seL-T,.41 el*J Z oc.V— j PDAI i RNA -0 qo,70 afao ay Rb, 4eA' aq7- Zoo - o g z- 60-0 kb 4744" G `, •� z4 x.2 ` iL /6Y7do+— I ✓ y kb 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: 4070 WOOKEY RD Owner: Permit NO: 06-1978 APN: 047-200-082 PUSHNIK JAMES C & ADAMS Issued Date: 10/23/2006 By KEJ Permit type: MISCELLANEOUS 1332 MARIAN AVE Subtype: Fire Suppression CHICO, CA 95928 Expiration Date: 10/23/2007 Description: FIRE SPRINKLERS FOR BP06-1977 (530) 896-1361 Occupancy: Zoning: Contractor Applicant: Square Footage: SQUYRES WILLIAM F JR SQUYRES WILLIAM F JR Building Garage Remdl/Addn P O BOX 3176 P O BOX 3176 " CHICO, CA 95927 CHICO, CA 95927 Other Porch/Patio Total FEE INFORMATION'. Fire Protection Engineer $0.00 Fund 10 BLDG $109.98 Total Charged: $109.98 Fees Paid: $109.98 Balance Due: $0.00 Receipt No: 460910 -LICENSED CONTRACTOR'S DECLARATION OWNER /BUILDER DECLARATION Contractor (Name) State Contractors License No. /Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractors License SQUYRES WILLIAM F JR CSLB-275206 / C16 / 10/31/2007 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENAL OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Di ' ion 3 of the Business and Professions CodeL, and my license is iri II force pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the a e ect. basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 10/23/2006 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK AND THE STRUCTURE IS NOT INTENDED OR • _ WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE AND the work himself or herself or through his or her own employees, provided that such improvements ❑I WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑ I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractors License Law dows not apply to an owner of the property who builds or improves My Workers' Compensation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). Carrier: Policy Number: Exp. Date: (This section nee not a competed if the permit is or one hundred dollars ($100) or less. �� ❑ 1 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 10/23/2006 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date pr visions. X 10/23/2006 _PA 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 q SignatureDate WARNING: FAILURE TO SECURE WORKERS' COMP NSATION 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 t is arising out of, a in any way connected with o,o the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the pro ov�pr a horizWd to �Noyt ope44 ay ees behalf. CONSTRUCTION LENDING AGENCY _1T WW \JJ v 1 10/23/2006 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permitt a [S N] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner Contractor OR DAgent for Owner DAgent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR fNSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY** CONTRACTOR OWNER INFORMATION Last Name d ams �s��►n� First Name Address Address City �cJZi Stale Zip 7� Phone (F) E-mail " .0) Fax E-mail �Wssl G CONTRACTOR Name�� Name Addres v City Address Se �cJZi Phond-� Q 7 �-_ ��� Z State Fa'?9 �- 1630 E-mail " .0) Lot # Lic.# ZXZo6 �Wssl G APPLICANT INFORMATION ARCHITECT/ENGI EE Name v State Zip Address Fax City (j� State Zip Phone Lot # Fax E-mail State License Number APPLICANT INFORMATION Name Address City u State Zip Phone Fax E-mail For office use only: Zoning y Address ] 1 Pro �0-)o Flood Zone Cross Street M 1 (� 11("111) )Ccd\qh SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: nVFR FOR SUBMITTAL RFOUIREMENTS PERMIT NO. 19.7Y 1�Y BIN N r-� PROJECTLOCATION AP# Zoo O y Address ] 1 Pro �0-)o Sq FT- Living Garage yOpe29 Cov Cross Street M 1 (� 11("111) )Ccd\qh Sheriff 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 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. Receive Amount: - Description or Scope of Wo , Sq FT- Living Garage yOpe29 Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy D I (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. Receive Amount: - Bldg SRA Receipt #: Sheriff SMIP Other Date: PTotal 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. El 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (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. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). 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.) , a r • N ❑ 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. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit 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 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: l �' \ ✓� Y�� ASSESSOR PARCEL NUMBER Proposed Building Use: {� "�� I n� YS r 01_ Permit Technician` v Date: 1 �� Items required in order to apply fora ermit. All boxes MUST be c ecked OR marked NA in o d r to apply. 1' 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. -i�;i 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxesl O 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. O 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or find plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Find 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. 0 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form O 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) Cl 14. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico 0 Oroville, as applicable O15: Fire Sprinklers............................................................................................ 0 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... ❑ 18. Erosion Control Plan Required........................................................................ ❑ 19. Fees. as shown on the attached Schedule of Fees Due Sheet .............................. O 20. City of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the City of Biggs .............................. ❑ 22. California Department of Forestry plan approval ❑ paid. Sent by: ............. ❑ "23. Planning approval for (A) Use: (B) Parking: (C) Parcel Check: ............ 0 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 0 26. NPDES Form..................................................................:.......................... ❑ 27.. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( _ Give. r owner, _Mailed to own ................ �.. 0� 31. Letter of Signature authorization......11�...(:}�,� .�, G....S1J .... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ..................... ❑ 33. Existing violations and/or expired permits.......................................................... ❑ 34. Deed Restriction.......................................................................................... O 35. ❑ Legal description, 0 M.H. Title, title search, registration or MCO ......................... O 36. Other: ❑ 37. Other: When issued Telephone I I I p amend hold f r pickup. have been informed of the above it/ems and requirements for obtaining a building permit. Applicant: �'� �R �U t Date: 1. Index permit application for the above items numbered: I Plan Checkt r 2. Additional items required ontra designer, er, as advised of the above data by t phone, ❑ mail, ❑ counter, by Date: Contractor, designer, ow­nLFrwas advised of the above data by 0 phone, ❑ mail, ❑ counter, by Date: Contractor, designer, ow M vised of the v d by ❑ phone, ❑ mail, O r, Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 .. .. ✓a.�a. .Vy a�.yl ✓i,a. .l Laai a. la.�. yL1a.Y Lr1\LL1♦ 111 u11a 1V Ll..✓ 1 1 ✓VLl'1111(lL. ENGINEER0 : William F. Squyres, Jr. (530),345-1012. ADDRESS : P.O. Box 3176, Chico, CA 95927. Date:507-12-2006' File: C:\RESDEN44\ADM&PSH.RES- JOB-:1Residential 2'Heads.Flowing { SOURCE STATIC 50.0 Psi RESIDUAL 40.0 Psi, FLOW 35'Gpm s DESIGN I SPRINKLER MANUF : Reliable MODEL'- RFC '3 t' SPRINKLER Q, 13:0•Gpm VALVE .0 Psi SPRINKLER.P 9.1,Psi METER :0 Psi NODE ELEVATION K- PRESSUR_ E' - % ',"DISCHARGE, . NO. Feet ----------------- --- ---------------------------.-------------• FACTOR . Psi Gpm y 1 10.0 4.3 9.1 ,•13.0 2 10.0 4.3 10.7 14.1 3 10.0 11.7' 4 10.,0 ` 15.8, 5 .10'.0 20.3 `. 6 3:0, 26.2 5.0 DOME 7 ` , 1. 0 . SOURCE • ,29.2 a + • 32. 1 SPRINKLERS' FLOWING. 2• - AREA PER'SPRINKLER 256 Sq'Ft TOTAL' DESIGN .AREA 512 Sq Ft �C,'61®a MIN SPRINKLER FLOW 13 O� Gpm F �Q g N.F. REQUIRED DENSITY .051 Gpm/Sq'Ft ire rote COMPUTED DENSITY . t F .051 Gpm/Sq Ft4. C 4 aq o. 27 TOTAL,SPRINKLER FLOW '27.1 C-16 Gpm. NA TOTALt DOMESTIC FLOW 5 Gpm OF CAL TOTAL�WATER REQUIRED 32.1 Gpm "- TOTAL SPRINKLER PRESS_ 29.2 Psi - WATER METER LOSS .0 Psi VALVE FIXED LOSS .0 Psi ,.Copyright(2004) SUPPLY PRESS AVAILABLE 41.5 Psi - by DEMAND PRESS REQUIRED 29.2. Psi Hydronics Engineering PRESSURE CUSHION 12.3 Psi .34119 Fremont B1, Suite 609 Fremont; Ca., 94555 MAXIMUM VELOCITY••= 9.0 F/S (800) 845-9819 ( r ':3 -7 C BUTTE COUNTy BUILDING DIV eS1G AP \ p b With, ENGINEER'S : William F. Squyres, Jr. (530) 345-1012. ADDRESS : P.O. Box 3176, Chico, CA 95927. Date: 07-12-2006 File: C:\RESDEN44\ADM&PSH.RES JOB : Residential 2 Heads Flowing PIPE BEG FLOW K -FACTOR LENGTH C -FACTOR PRESSURE NO. Gpm FITTING TYPE FTG FR- LOSS Psi ------------------------------------------------------------------------------- END DIAMETER TOTAL (Psi/Ft) 1 q= 13.0 K= 4.3 L= 15.0 Pt 9.1 Pt 9.1 1 Q= 13.0 F= LL F= 14.0 C= 150 Pe .0 Pv -.3 Vel= 6.8 D= .884 TL= 29.0 .0891 Pf 2.6 Pn 8.8 -------------------------------------------------------------------------- 3 Pt 11.7 2 q= 14.1 K= 4.3 L= 1.5 Pt 10.7 Pt 10.7 2 Q= 14.1 F= LR F= 8.0 C= 150 Pe .0 Pv -.4 Vel= 7.4 D= .884 TL= 9.5 .1036 Pf 1.0 Pn 10.3 ------------------------------------------------------------------=------- 3 Pt 11.7 3 q= .0 K= .0 L= 29.5 Pt 11.7 Pt 11.7 3 Q= 27.1 F= 6R F= 6.0 C= 150 - Pe .0 Pv -.5 Vel= 9.0 D= 1.109 TL= 35.5 .115 Pf 4.1 Pn 11.2 -------------------------------------------------------------------------- 4 Pt 15.8 4 q= .0 K= .0 L= 26.5 Pt 15.8 Pt 15.8 4 Q= 27.1 F= 5RL F= 12.0 C= 150 Pe .0 Pv -.5 Vel= 9.0. D= 1.109 TL= 38.5 .115 Pf 4.4 Pn 15.3 -------------------------------------------------------------------------- 5 Pt 20.3 5 q= .0 K= .0 L= 7.0 Pt 20.3 Pt 20.3 5 Q= 27.1 F=.4RSL F= 18.0 C= 150 Pe 3.0 Pv -.5 Vel= 9.0 D= 1.109 TL= 25.0 .115 Pf 2.9 Pn 19.7 6 Pt 26.2 6 q= 5.0 DOME L= 80.0 ----------------------- Pt 26.2 Pt 26.2 6 Q= 32.1 F= F= .0 C= 150 Pe .9 Pv -.2 Vel= 5.1 D= 1.602 TL= 80.0 .0262 Pf 2.1 Pn 2.6.0 7 --------------------------------------7---------------------------------- Pt 29.2 ------------------------------ Meter = .0 -------------------------------------------------------------------------- Q= 32.1 -.-o <<< SOURCE >>> Pt 29.2 E=>45-Elb L=>90-Elb B=>TeeBch R=>TeeRun C=>CouPlg S=>SwgChk G=>GatVly ENGINEERS : William F.,Squyres, Jr. (530) 345-1012. ADDRESS : P.O. Box 3176, Chico, CA 95927. DATE : 07-12-2006 FILE C:\RESDEN44\ADM&PSH.RES JOB : Residential 2 Heads Flowing PSI FIRE SPRINKLER HYDRAULIC GRAPH 100 90 80 70 60 50 40 30 20 10 0- 10 15 20 25 30 �--o Supply Curve Static 50.0 Resid 40.0 Flow 35.0 35 40 45 50 FLOW - Gpm �+ Demand Curve Avl Pr : 41.5 @ 32 Req Pr : 29.2 @ 32 Pr . Cush : 12.3 Copyright: Hydronics Engineering, 2004. 34119 Fremont B1, Suite 609, Fremont, CA. 94555. (800) 845-9819. Cautmion Read Carefully! Installation Instructions General Instructions 1. Do not pull on*the deflector when moving Model RFC43 Sprinklers from the shipping carton. 2. Install sprinklers after ceiling is in place. 3. Never apply paint or any other coating to sprinkler or concealed sprinkler cover plate. 4. Do not install concealed sprinklers in ceilings which have positive pressure in the space above, and do not cover the cup vent holes. An open plenum space must be above the sprinkler cup. 5. Use. a Model RFC Wrench, (Fig. 1) to install Yklers. Face of sprinkler fittin to ceiling is i . Ceiling hole diameter is 25s". 6. Final adjustment of each cover is made by hand turning the cover plate in the clockwise direction until it is tight against the ceiling. Approval Organizations Underwriters Laboratories Inc. ULI Listing Category: Residential Automatic Sprinklers ULI Guide Number: VKKW The Model RFC43 is a UL Listed Residential Sprinkler and is intended for use in accordance with NFPA13 Paragraph 4-3.6 in residential portions of any occupancy, in one and two family dwellings and mobile homes, (NFPA-13D), and residential occupancies up to four stories in height (NFPA-13R). The letters "RFC43," temperature, K factor, and year are stamped on the deflector. Cover plate: 135°F (57°C) Sprinkler Temp. Rating: 165°F (74°C) Max. Pressure: 175 psig Max. Ceiling Temp.: 100°F (38°C) When in doubt as to ceiling temperature, measure with an accurate thermometer. Technical Data Model RFC43 Flat Concealed Residential Sprinkler (SIN RA0612) 4 Installation The Model RFC43 is to be installed in ceilings with a plenum space above, that does not have a positive pressure. In addition, inspect all sprinklers after installation to ensure that both the gap between the cover plate and ceiling and the (4) slots in the cup are open and free of any air flow impediment. After a 2% inch diameter hole is cut in the ceiling, the sprinkler is to be installed with. the Model FC Wrench. When installing a sprinkler, the wrench is first positioned into the sprinkler/cup assembly and around the hexagonal body of the sprinkler frame. The Wrench must bottom out against the cup in order to ensure proper, safe installation. The sprinkler is then tightened into the pipe fitting. When inserting or removing the wrench from the sprinkler/cup assembly, care should be taken to prevent damage to the sprinkler. DO NOT WRENCH ON ANY OTHER PART OF THE SPRINKLER/CUP ASSEMBLY. MODEL RFC43 CONCEALED SPRINKLERS MUST BE INSTALLED ONLY WITH 135°F RATED COVERS. Model FC Wrench • Care must be taken to prevent grasping the deflector or pulling it downwards. Wrench should be fully inserted into sprinkler/cup assembly so that it fits over the entire hexagonal body of the frame, bottoming the wrench onto the cup. • When inserting or removing a wrench from a sprinkler/cup assembly, care should be taken to prevent damaging the operating parts of deflector. The sprinkler should only be tightened while the wrench is bottomed out in the cup, engaging the full length of the hexagonal body. Nominal Sprinkler Maximum Minimum Sprinkler Requked Discharge Minimum Distance Orifice Size K Factor Spacing Distance to - between Sprinkler In. (mm) (ft.) Wall (ft.) Flow Press. (ft ) -- -- - --- — - --(gpm) - -- psi)- - — 8 '/2" (15) 4.3 12 x 12 6 12 7.8 '/2" (15) 4.3 14 x 14 7 13 9.1 8 ''/2" (15) 4.3 16 x 16 8 13 9.1 8 (15) 4.3 18 x 18 9 18 17.5 8 %2" (15) 4.3 20 x 20 10 21 23.8 8 300 Figure 1 The Reliable Automatic Sprinkler Co., Inc. 525 North MacQuesten Parkway, Mount Vernon, New York 10552 CA -141 4 `Basic Principles of. t �,Solvent (Cementing )the solvent cemented connection in thermoplastic pipe:and.fittings is the last vital link in a plastic pipe 'installation, It can mean the'success'or failure of the system as a whole. Accordingly_ it requires.the same professional„ care and attention that'are given to other components of•the system: There are many solvent cementing techniques published covering step bystep procedures on just how to hake solvent,cemented joints. However, we feel that if the basic;principles irivolyed are explained; known and understood,:i better understandfng would be gained, as to what techrngu is are necessary to suit particular applications, teiriperature conditions; and variations-, ih size and,fits o6ipe and fittings. Be aware �t all times oi` good'safety practices. Solvent cements for pipe and.fittings are flammable, so there should -tie no'smoking nor,other sources of heat or flame in working, or storage areas.'Be sure to. -work onlyin, aFwell'ventilated space and avoid iunnecessary skin contact with all solvents. More'detailed'safery information is available from, Harvel or IPS,'(Weld-On) Corporation. � , To colnsistently, (make food joirits,,,,the,, following should be. care>�UIly understood. .1 The joining surfaces must be' softened and made semifluid. 2 Sufficient cement must be applied to fill . the gap between pipe and fitting. 3"Assembly of pipe arld fittings must be made while the surfaces are.stilllwet. and fluid. 4 Joint strength develops'as the cement'':;.. dries. In the tight part of the joint the surfaces will;tend to fuse together, In the loose part the cement will bond to both surfaces. 1 These areas must be, softened.and . 1 penetrated : Surfaces'mustbe. a assem0ed .while they are wet -and soft 11 11 11 T 1 • . b 11 When uslr g,the,ONE STEP 'If the cement coatings on the,plpe cementing process, penetration and..: and fittings are wet and fluid when softening can be achieved;by.the assembly takes place, they %MI1 tend cement itself (read ONE STEP' to now together and become one cementing procedures carefully' - layer Wsb;%If the. cementls wet the, refer to. Installation Instruction_ s).' For % zsurfaces beneath thein will still be certain "slzes;.under. certain • soft,'and these softened surfaces In conditions, may be'desirable to the tight part of the joint vdll tend use tt a TV O Si tP process ;hhlrK to fuse_ together utillies a•prirAer to ensure adequate_' softening. For example, when working in cold weather with large diameterpipe, more .time'and" s Surfaces a`dditlonal applications maybe Bonded Su ces A . required:" . Cement,:coatings of 1, sufficient thikknes_s 11' IP' FUsed Surfaces ' As the solvent dissipates; the k„ cement layer and the softened,'!., Y ,. More than sufficient cement to fill surfaces will harden with a the loose part of the Joint must be i corresponding Increase in jolrfk ' applied. Besides filling the gap, Will strength. A g Joint wit take the adequate cement layers the required working pressure long - before the fully final :- penetrate surfaces and also Jolntis dry alai remaln.wet'untit the Joint is strength is obtained: In the tight• ; assembled. Prove this yourself. • (fused) part of,the jolht; strength ' Apply on the top surface of a piece will develop more qulcIdy than In.;.;.. of pipe two separate layers of -on the looser (bonded) part of the. ; cement, First flow a heavy layer. Joint; Information about the of cement, then alongside It a thin development of bond strength df ' bi'u'shed out layer. Test the (dyers solvent cemented Joints Is avallable, every i5 seconds or so by,a gentle - tap.with,your finger. You -will note that the thWlayer becomes tacky and then dries quickly (probably. within-ISseconds)•Theheavylayer will r yn.•`E*�' remain wet much longer. Now check for penetration a few minutes after a00these layers. Scrape them with'a knife. the thin layer willhaveachieved little or no penevadon..the heavy.one,`much •� more'penetratlon. The itALITY'L� ne 4 FOR SMALL PIPE E)POTTER '6�S.R-SFG VANE TYPE WATERFLOW ALARM SWITCH The Symbol of Protection WITH RETARD AND GLUE -IN UNION CUL, UL and CSFM Listed, CE Marked, NYMEA ACCEPTED US Patent No. 6,471,255 Stock No. 1113555 1113600 W/TSK Service Use: Automatic Sprinkler NFPA-13 Service Pressure: Up to 175 PSI (12,07 BAR) Minimum Flow Rate for Alarm: 8-10 GPM (30-38 LPM) Maximum Surge: 18 FPS (5,5 m/s) Enclosure: Die-cast, red powdercoat finish No. 1113555: Cover held in place with tamper resistant screws No. 1113600 - Tamper: Cover incorporates micro -switch. Cover Tamper: Activated by cover removal. Cover Tamper Switch Contacts: One set SPDT, Rated at 250VAC. Cover Tamper Switch Terminations: 8" 22AWG wire leads. Contact Ratings: Two sets of SPDT (Form C) 15.0 Amps at 125/250 VAC 2.0 Amps at 30 VDC Conduit Entrances: Two knockouts provided for 1/2" conduit. Usage: Listed CPVC plastic piping systems manufactured by Central Sprinkler Corp., Grinnell Sprinkler Corp., Spears Manufactur- ing Co., and IPEX (Scepter). Fits pipe sizes - V, 1-1/4", 1-1/2" and 2" Environmental Specifications: • Suitable for indoor or outdoor use with factory installed gasket and die-cast housing. • For NEMA 4/IP55 rated enclosure - use with appropriate conduit fitting and/or plugs. • Temperature range: 40° F to 120° F (4,5° C to 49° C) One or two family dwelling NFPA-13D Caution: This device is not intended for applications in explosive envi- Residential occupancy up to four stories NFPA-13R ronments. National Fire Alarm Code NFPA-72 The Model VSR-SFG is a vane type waterflow switch foruse on wet sprinkler systems using CPVC plastic fittings manufactured by Central Sprinkler Corp., Grinnell Sprinkler Corp., Spears Manufacturing Co., and IPEX (Scepter) that use I", 1-1/4", 1-t/2" or 2" pipe sizes. It is equipped with a union to accommodate installation in confined spaces. The unit contains two single pole double throw snap action switches and an adjustable, instantly recycling pneumatic retard. The switches are actuated when a flow of 8-10 gallons per minute (30-38 liters per minute) or more occurs downstream of the device. The flow condition must exist for a period of time necessary to overcome the selected retard period. INSTALLATION: These devices maybe mounted on horizontal or vertical pipe. On horizontal pipe they should be installed on the top side of the pipe where they will be accessible. The units should not be installed within 6" (15 cm) of a valve, drain or fitting which changes the direction of the waterflow. The unit has a 1" male fitting for gluing into a CPVC plastic TEE. Loosen the union nut and separate the 1" male fitting from the VSR-SFG. Glue the I" male fitting into the TEE following the TEE manufacturer's instructions for preparation and gluing of CPVC piping systems. (NOTE: The V male fitting must bottom out on the stop of the TEE for proper operation of the VSR-SFG. See Fig. l.) Wait 2 to 4 hours to allow the glue to dry before attaching the VSR-SFG to the I" male fitting. Select the proper paddle for the pipe size and type of TEE used. See Fig. 3 and Fig. 5 for instructions on how to change paddle. Verify that the o -ring is properly positioned in its groove. Hand tighten the nut on the union after orienting the device in the appropriate direction to detect waterflow as shown in Fig. 2. CAUTION: Do not over -tighten the union nut, hand tighten only! The vane must not rub the inside of the TEE or bind in any way. The stem should move freely when operated by hand. INSPECTIONANDTESTING: Checkthe operation of the unit by opening the inspector's test valve at the end of the sprinkler line or the drain and test connection, if an inspector's test valve is not provided. If there are no provisions for testing the operation of the flow detection device on the system, application of the VSR-SFG is not recommended or advisable. The frequency of the inspection and testing and its associated protective monitoring system should be in accordance with the applicable NFPA Codes and Standards and/or authority having jurisdiction (manufacturer recommends quarterly or more frequently). Potter Electric Signal Company • 2081 Craig Road, St. Louis, MO, 63146-4161 • Phone: 800-325-3936/Canada 888-882-1833 • www.pottersignal.com PRINTED IN USA MKT. #8800009 - REV P PAGE I OF 2 MFG. #5401062 - 11/05 INSTALLATION AND MAINTENANCE INSTRUCTIONS SSM and _SSV BELL Series Specifications SSM Series: Voltage: Operating Voltage .Limit: Maximum Current: Operating Temperature: SSV Series: Voltage: Operating Voltage Limit: Maximum Current: Operating Temperature: 24 VDC SSM SSM24-6 SSM24-8 SSM24-10 120 VAC SSV SSV120-6 SSV120-8 SSV120-10 P = Polarized S = Suppressed (6", 24 VDC, P, S) (8", 24 VDC, P, S) (10", 24 VDC, P, S) (6", 120 VAC) (8", 120. VAC) (10", 120 VAC) Regulated 24 VDC 16 - 33 VDC DC - 31.1mA/FWR - 53.5mA -310 to 150°F (-35° to +66°C) Regulated 120 VAC 96 - 132 VAC 53mA -310 to 150°F (-350 to.+66°C) UL Reverberant Room Sound Output per UL 464 (dBA) 82 80 81 85 82 82 Important Please Read Carefully and Save This instruction manual contains important information about the installation and operation of bells. Purchasers who install bells for use by others must leave this manual or a copy of it with the user. System Sensor supplies bells for nearly all sprinkler/fire alarm/burglar applications. These instructions apply to all System Sensor bells in the series. Read all instructions carefully before beginning. Follow only those instructions that apply to the model you are installing. ACAUTION Do not .use in potentially explosive atmospheres. Do not leave any unused wires exposed. SYSTEM SENSOR® 3825 Ohio Avenue, St. Charles, Illinois 60174 1-800-SENSOR2, FAX: 630-377-6495 www.systemsensor.com NOTE: All SSM Series DC bells were only tested at the 16-33 Volt-DC/FWR limits. All SSV Series AC bells were only tested at the 96-132 Volt AC limits. This does not include the 80% low-end or 110% high-end voltage limits. General Description The National Fire Protection Association has published codes, standards, and recommended practices for the installation and use of the above appliances. It is recom- mended that the installer be familiar with these require- ments, with local codes, and any special requirements of the authority having jurisdiction. These bells are intended to be connected to alarm indicat- ing circuits .of UL listed fire alarm control panels. The SSM series is polarized to enable supervision of the installation wiring. The SSM bells require 24 VDC and the SSV bells require 120 VAC. D770-11-00 I 1 156-0674-008R 0 �QLCQ INCORPORATED CORONA, CA • (909) 737-5599 FIG. 23 HANGER FOR C. P. V. C. PLASTIC PIPE DOUBLE FASTENER STRAP TYPE Size Range - 3/4" thru 2" C.P.V.C. pipe. Material- Carbon Steel with galvanized finish G-90 govt. spec. Function'- The Fig. 23 and Fig. 24 are intended to perform as a hanger/restrainer to support only C.P.V.C. piping used in automatic fire sprinkler systems. Fig. 23 and Fig. 24 can be installed on the top or on the bottom of a beam. The Fig. 23 can also be installed on the side of a beam. The Fig. 23 and Fig. 24 can also function as a restrainer to prevent the upward movement of the sprinkler head during activation. Approvals - Underwriters' Laboratories listed to support fire sprinkler piping. Meets and exceeds the requirements of N.F.P.A. 13,13R, and 13D. Features - The Fig. 23 and Fig. 24 incorporate features which protect the pipe and ease installation. The flared edge design FIG. 24 HANGER FOR C.P.V.C. PLASTIC PIPE DOUBLE FASTENER STRAP TYPE – SIDE MOUNT I--8-->li-8-14--I protects the C.P.V.C. pipe from any rough surface. The Fig. 23 design incorporates snap retainers allowing easier and faster installation. The Fig. 23 and Fig. 24 are easily attached to the building struc- ture using the two hex head self threading screws' furnished with the product It is recommended that rechargeable electric drills fitted with a hex socket attachment be used as Installation tools. No Impact tools (such as a hammer) or impact fasteners (such as drive screws or nails) are allowed. Damage has been known to result from Installations using impact type tools. No pre drilling of a pilot hole in wood is required. Order By - Figure number and C.P.V.C. pipe size. Patents Pending '-Hardened hex head self threading screw is furnished with the product and is the minimum fastener size acceptable. C.P.V.C. PIPE SIZE A FIG. 23 FIG. 24 B FIG. 23 FIG. 24 C FIG. 23 FIG. 24 MAX. HANGER FASTENER APPROX. SPACING I1EX I1EAD WEIGHT(FT. 3 4 _ . 3-1/8 2-5/16 — 1 9 16 1-5/32 1-3/16 1 ....... _ SIZE PER 100 5-1/2 5/16 9 1�%16a+s`i5%1'C�'�'�1'3/16``'X`"37/1`6; ���`����/'�°�?�� 1.1 4j ���' OWN 4-3/16 3 4�7'/ 2-3/32 1-1/2 1-3/16 1-3/16 6-1/2 5/16 11 Y' ¢o- 2 4-7/8 3-11/16 2-7/16_ 1-27/32 1 3/16 _1_3/16 8 5/16 15 1 l� I,< li) 1*-o1\'17.""H(., I I I') I., I ,.� I,-' I ISI "A -C (\Jli\ llI vAl-vi. APPUCATIONS Specifically designed for the following uses: • Water circulation • Booster service • Liquid transfer Spraying systems • Jockey pump service. • General purpose pumping SPECIRCATIONS Pump. • Capacities: to 50 GPM. • Pressures: to 94 PSI (217 feet). • Pipe connections: 1 1VId" suctlon 1' discharge. • Temperatures: to 1801 (82"C) max. • Maximum working pressure: 125 PSI. • Rotation: right hand, ie; clockwise when viewed from motor end. Motor • NEMA standard V4 — 2 IIP, 1151230 V. 60 Hz. • Single phase. •3500 RPM. • Built-in overload with automatic reset. • Capacitor type. • Stainless steal'shaft. FEATURES Multi -stage Design: Provides steady, quiet and vibration -free operation for years of trouble-free service. Impellers: 20% glass - filled thermoplastic precision molded for high efficiencies. Compact Design: Cl6se- coupled; space saving design provldes easy installation. Flexible coupling and bedplate not requited. Mounting: Can be mounted in vertical or horizontal position. gyp. {I Ir 'lr'�riayf ��e^ fy W�! f� oc -1 HSC Stainless Steel Pump Shaft: Hex design provides positive drive for impellers and eliminates clearance adjustments, Corrosion nesisianl: Stainless steel wear rings and coverplatas. Electro- coated paint process applied Inside and out and then baked on. 0 -rings: Throughout for positive sealing. Easy to Service: Can be taken apart for service by removing four bolts. Motor: Close coupled design. Ball bearings carry all radial/axial thrust loads. Desidneflor continuous operation. All ratings are within working limits of the motor. _ He t4odel stades 3: HSCil7 2 1 ' FIS010 2 1;•i HSC15 2 2 14SC20 3 3 4 1 2 7 a 5. 6 9 COMPONENTS Item lto, Description 1. Mechanical seal ' 2 Corrosion naistant impellers 3 Rugged cast iron 9 construction 4 Eleciro•coat paint 5 Stainless steel hex shaj 6 'Stainless steel wear rings 7 Stainless steel Cover plates 8 0 -ring seals 9 Impeller boll and washer Effeclivo Jima. 1994 • :} s : i -2903.08L6 AM NORTH.STATE:ELECTRIC.&PU 15308910793 P.02 -- Iil�►lIUOMr'!g;1��"h6 NOW gal pufflip HSC nlfl'i8t�810DS SNDWEIQNT8 . , • — ^"tftl HP Length Width V4 15 6 g iiC15. 1�i4 r 17 9 9 ` 72 • r — 4SC20 2 19 8 8 75 ; Jlsienslons aro In Inches and welght In lbs. Do not use for comtructlon purposes.) -n.►4'�'r CURVE FEET 240 -�- - — --- G2�. NP Hp rMODEL - HSC - 'SIZE s/4 - 2 HP 60 200 RPM 3500 180--- 80160 100' QHS X15 4.10 120 i . HS 07 4!TO CONVERT FEET OF WATER ` TOTSI DIVIDE FEET BY 2.31 20 L 80 �. 80 40 jc0 0 0 10 20 30 40 50 80 7b QPM 2. 4 8 8 • 10 TL2 ';14 16 ma/hr. CAPACITY • r wATCA TGCHM0L0W40.QR0UF 0140 �It 8P6CIFIOAION6 ARE SUBJECT TO CHANGE WITHOUT NOTIC2. PCiINT60 IN U.S.A. M .I. • i4� SSI 4l:nl• ',��� l't, r� , i : ,1 : '• 1 1 mp Lr) 6 ' ''��'ft'"�'�;:;'�!t. i :t•: '' .'111}�� d :1 1,1cm J m O ' CD 1 WX )''j �� '•)T' / ,' •' it i`1 I•',11�1 (1�(],Y�'� co C. :.��.hS11' f i i':• i't[ b�5F1lJ M LL- A '.i•.TiCL cm i • .1', /`�,� �.r.,�_ 1..x,.1 , ,••tf�t. l cm ijJ LU us i,t.• �' 11.r, -:t�• .r1 Ua1 a •�' r;l 1 1•l' f' h. ' I, ',�it�u, !i'��`�11•''• ::�t'j'If�'ti'ti'' ,. IiII) y' •1 (' ,;M� l�J;''� 1' i1!`��� tui.%`it ,. if`�� �!'� �rl���:. ..`a�L�•t�f1'�,�'i,. - x w Cr) O O 4 w tV O1\ 00 O / x?I u -i _l x w W '.1 OO O r-4 e• Go O O r-1 C11 �O I O in r-+ r-1 to O v r-1 C`1 O 00 u.w W r -n O 0 in O O O CIO -K1+ O1\ O r-•1 C) O O August 8, 2006 VerticalTechnology Engineering E3 Rig U-&A,e #2M Chian, CA, 99926 Ph (-'M) 899-M6 Fax(90)899-1102 RE: Pushnik Residence, 4070 Wookey Road, Chico, CA. 95973 To Whom it May Concern: have reviewed the truss calculations by Longfellow Lumber Co. Inc. dated 87/06 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. VerticalTechnology XWAA r Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 �ecc Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculations Client: Adams and Pushnik Project: Adams and Pushnik Residence Location: 4070 Wookey Road, Chico, CA. 95973 - q7'7 BUTTE CUNT LDINr" nit b COVED QROFESS��y cc �� m g No. S 4732 M Exp./8/30/6t cS' � �CTU AUG 1 6 CA If 20OG Attention: This engineer is not refponsible fo on si/insection to assure compliance with the standards, sizes, materials, or workmanship spe 'fled hehis engineer is not responsible for any structural element or system not specifically not d in tof specifications unless authorized in writing by this engineer. Workmanship is to be of quality and in all cases follow accepted construction practice, the latest edition of the Uniform Building Code, and local building department standards. VERTECH ENGINEERING PROJECT:Pushnik 5/26/06 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2001 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (VERTECH ENGINEERING) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1000 PSF PER CBC TABLE 18-1-A. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. (12" TO 24" AS PER LOCAL REQUIREMENTS) E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN 'SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 18-1-1 OF 2001 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1805.5 OF THE 2001 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND CBC APPENDIX, CHAPTER 19. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. VERTECH RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3- 1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP'/" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 20'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 '/2" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. m VERTECH ENGINEERING PROJECT:Pushnik 5/26/06 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: '/z" APA RATED EXTERIOR 32/16 STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. 3. WALL SHEATHING: SEE PLANS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER IN ACCORDANCE WITH CBC 2306.12. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY OTHERS TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 1701.7 AND CBC 2304.4.3. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.6.2. C.) MICROAAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 2800 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 2"X 2"X 3/16" PLATE WASHERS LOCATED AT 4'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF U480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 Y4 LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2001 CBC TABLE 23 -II -B-1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 3 VERTECH ENGINEERING PROJECT:Pushnik 5/26/06 6-4 POSTSITRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12)16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK- BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICBO REPORT. D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BE A MINIMUM OF 14" IN HEIGHT. FOR LESSER HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 7.2 HARDY FRAME A.) HARDY FRAMES SHALL BE INSTALLED PER ICC -ES LEGACY REPORT PFC-5342. B.) INSTALL 15# FELT MOISTURE BARRIER IN LOCATIONS WHERE HARDY FRAMES ARE IN CONTACT WITH PRESSURE TREATED LUMBER. C.) USE HARDY FRAME TEMPLATES "HFT" FOR INSTALLATION OF ANCHOR BOLTS. D.) CONTACT FIELD REPRESENTATIVE ANDY JOHNSON AT (530) 592-5019 WITH ANY INSTALLATION QUESTIONS. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND THE CBC. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 36 PSF UPLIFT LOAD AS REQUIRED BY THE 2001 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = U360, TOTAL LOAD DEFLECTION = U240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: 3 D) WIND SPEED: 80 MPH EXP C VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 6/6/2006 gn of : Gravity Loads Gravity Loads: Slope= 4.5 to 12 Roof Dead Load Ply 2.5 psf Roofing 2.5 psf Framing 5.0 psf Gyp 2.5 psf Insul 1.0 psf Misc. 2.5 psf Total (sloped) 16.0 psf Total (horiz) 16.5 psf Roof Live Load Residential 20.0 psf (Reducible to 16 psf if slope is >=4:12) Wall Dead Load Stucco Siding 10.0 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.3 psf Total 17.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf Floor Dead Load Framing @ 16" o.c. 5.5 psf 3/4" ply 2.25 psf Gyp. 2.2 psf Flooring 2 psf Misc. 3 psf Total 15.0 psf Floor Live Load Residential 40.0 psf y L Kyou Lmw S VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 6/6/2006 Design of: Wall Line Shear Forces due to Seismic High Roof 2nd Floor 1st Floor Area (fe) Weight (lbs) Roof 0 0 Roof Snow (25%) 0 0 Floor 0 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 0 0 0 Walls(int) 0 0 0 Total 0 Area (f?) Weight (lbs) Roof 0 0 Roof Snow (25%) 0 0 Floor/Deck 0 0 Height (ft) Length (ft) Weight (Ibs) Walls(ext) 0 0 0 Walls(int) 0 0 0 Total 0 Area (ft?) Weight (lbs) Roof 3033 50075 Roof Snow (25%) 0 0 Floor 0 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 9 260 19890 Walls(int) 9 100 2700 Total 72665 Veq(lbs) Roof Area (fe) Floor Area (ftz) Ultimate High Roof 0 0 0 2nd Floor 0 0 0 1 st Floor 3033 0 11900 2001 CBC Static Seismic Forces VerTech Engineering Project: Pushnik Residence Comments: Seismic/Diaphragm Loads Date: 6/6/06 Units: Kips & Feet (UNO) Zone = 3 USE Soil type = sd Soil Profile Types I = 1 Importance Factor Table 16-K R = 5.5 Overstrength and Ductility Factor Table 16-N or 16-P Ca = 0.360 Seismic Coefficient - Table 16-Q Cv = 0.54 Seismic Coefficient Table 16-R hn = 9 HEIGHT TO ROOF) Ct =F—=.020 FOR ALL OTHERS ;. TA = Ct(hn)" USE Max TB = 1.4*TA 11.9 VEQ = (Cv*I*W)/(R*T) 2.9 11.9 Ft = 0.07*T*V ' —METH (If T<.7. Ft=O) A T = 0.104 METH El 0.104 EQ: CvI/RT = 0.9448 0.9441 VIM VEQ = 68.7 69 V: Ft = 0.00 MIN V MAX V USE .11 *Ca*I 2.5*Ca*I/R 11.9 0.0396 0.1636 2.9 11.9 /1.bb4tt I bb4 ■moo . , v .. �o .. , /1.bb4tt I bb4 0 1 VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 6/6/2006 .sign of: Wall Line Shear Forces due to Seismic (cont.) Trib Area (ft2) Line Shear (lbs) Wall Line I Roof Floor I W/S 1st Level 1 394 1104 2 446 1250 3 746 2091 4 921 2581 5 176 493 6 350 981 A 252 706 a 1176 3296 C 128 359 D 1036 2903 E 441 1236 I 2001 CBC Wind Loads VerTech Engineering (UBC CH16 DIV III) Project: Pushnik Residence Date: 6/6/2006 Comments: Wind Speed: 80 mph Importance: 1 14.6 Exposure: C -20.9 -23.4 -25.0 0 One Story or Partially Enclosed Multi-StoryStructure -31.2 -33.3 Parapet Walls Primary Frame Elevation Elevation Elevation Method A 15 25 35 Windward Wall 13.9 15.6 16.7 Leeward Wall -8.7 -9.8 -10.4 Roof -31.2 15.6 -33.3 16.7 >7:12 to 12:12 Leeward or Flat Roof -20.9 -23.4 -25.0 Windward Roof Slope <2:12 -20.9 -23.4 -25.0 2:12 to <9:12 -24.3 5.2 -27.3 5.9 -29.2 6.2 9:12 to 12:12 7.0 7.8 8.3 >12:12 12.2 13.7 14.6 Wind Parallel to Ridge -20.9 -23.4 -25.0 Method B -31.2 -33.3 Parapet Walls On Vertical Projected Area 39.7 25.4 -27.1 27.1 Roof Elements Enclosed and Unenclosed Structures Slope <7:12 Structure <= 40' High 22.6 25.4 27.1 Structure >40' High 24.3 27.3 29.2 On Horizontal Projected Area -20.9 -23.4 -25.0 Elements and Components not in areas of discontinuity Wall Elements All structures 20.9 23.4 25.0 Enclosed and Unenclosed Structures -20.9 -23.4 -25.0 Partially Enclosed -27.8 -31.2 -33.3 Parapet Walls -22.6 22.6 39.7 25.4 -27.1 27.1 Roof Elements Enclosed and Unenclosed Structures Slope <7:12 -22.6 -25.4 -27.1 7:12 to 12:12 -22.6 22.6 -25.4 25.4 -27.1 27.1 Partially Enclosed Slope <2:12 -29.6 -33.2 -35.4 2:12 to 7:12 -27.8 13.9 -31.2 15.6 -33.3 16.7 >7:12 to 12:12 -29.6 29.6 -33.2 33.2 -35.4 35.4 Elements and Components in areas of discontinuity Wall Corners -26.1 20.9 -29.3 23.4 -31.2 25.0 Roof Eaves, rakes or ridges without overhangs Slope <2:12 -40.0 -44.9 -47.9 2:12 to 7:12 -45.2 -50.7 -54.2 >7:12 to 12:12 -27.8 -31.2 -33.3 Slope <2:12 at overhangs, canopies 48.7 -54.6 -58.3 E VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 6/6/2006 Design of : Wall Line Shear Forces due to Wind Wall Line I Trib Area Wind Force Line Shear 1st Level 1 40 22.60 904 2 97 22.60 2192 3 200 22.60 4520 4 260 22.60 5876 5 31 22.60 701 6 76 22.60 1718 A 30 22.60 678 B 116 22.60 2622 C 67 22.60 1514 D 120 22.60 2712 E 112 22.60 2531 VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 6/6/2006 Design of: Shear Force Summary Wall Line I Wind Shear Seismic Shear Controls 1st Level 1 904 1104 Seismic 2 2192 1250 Wind 3 4520 2091 Wind 4 5876 2581 Wind 5 701 493 Wind 6 1718 981 Wind A 678 706 Seismic B 2622 3296 Seismic C 1514 359 Wind D 2712 2903 Seismic E 2531 1236 Wind 11 Shear Wall Design VerTech Engineering Project: Pushnik Residence Location: Program Date: 6/6/06 Units (UNO): lbs, in Panel Thickness -VI 3/8 11 Orientation Short Dimension Across Studs v Nail Type 8d Anchor Bold Diam. 1/2 • Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Spec Grav Of Framing C -D, C -C, UBC 21-2, UBC 23-3 Fnd Sill Plate Grade I DF -L AB in 2X Sill 620 AB in 3X Sill 730 Split Anchorage Reduced Index # Nail Nail Length Diam Embed Cd NDSValue Value 1 10d 3 0.148 1.50 0.84 118 100 2 12d 3.25 0.148 1.75 0.99 118 116 3 16d 3.5 0.162 2.00 1.00 141 141 4 20d 4 0.192 2.50 1.00 170 170 5 30d 4.5 0.207 3.00 1.00 - 186 186 6 1/4" Screw 0.25 2.00 1.00 220 220 7 3/8" Screw 0.375 3.00 1.00 400 400 8 A35 450 9 A34 365 Shear Wall Design Edge Nail Alowable SW Joint Fastening SW Joint Fastening AB Spacing (ft) Load Fastener Cond A Cond B Fastener Cond A Cond B 2X Sill 3X Sill 6 260 2 7.1 0 8 20.8 0 3.17 3.73 .4, Note 1 380 2 4.9 0 8 14.2 0 1.09 2.56 3, Note 1 490 2 3.8 0 8 11.0 0 0.84 1.98 2, Note 1 640 2 2.9 0 8 8.4 0 NG 1.52 44, Note 1 760 4 3.6 Note 2 8 7.1 Note 2 NG 1.28 33, Note 1 980 4 2.8 Note 2 9 4.5 Note 2 NG 0.99 22, Note 1 1280 4 2.1 Note 2 9 3.4 Note 2 NG 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing 1� VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 7/28/2006 Design of: Shear Walls Framing 'anel Shear Walls Resistive A35 Sill Lateral Wall Attachment Attachment Load Length Length Length Load/ft Edge Nail Wall.-..- Ibs u 0 U Sbn in ..................... ........ ? 1104................. 4:50..........._..... 4:50 .................. 4:50........ 245...................... 6. .............................................. _?._......._ .._. 2192........ _......_8:50--..... _.......$_50....................................50 ...................._......................._..................................................... 258 6" 3._...................4520.............._1.1.:00....... _........ .._.............................................................................._....................................I.................. 11.00 411 Y 4 _ _5876_ „ _15.00 .... 15.00 _.._......._.._.........._..._._._.._...__...._._._._.._ 15.00 392 ...................__.._............................................... 3" 5..........._ ..........701 ....................3: 50..................3:50..................3:50...................200......................6.,.... --......_6.........._........_? ,7..?_8 ................ � :59 ....9: 50..................9:50................._229............_........ ........ 6................................................ ..... ........................ ..... A706 ................_......_.................._._.................._._...................................................I........................_ .._...__._............ 4.00 ... __.-................ 4.00 ......_.__........_..._....................... 4.00 ....... 177 ...... _........ _._....... 6" ................................. . _B 3296 _ 15_75_ 15.75 ................................................................................................ 15.75_ 209 6" C 1514 4.00 4.00 _ 4.00 379 ......_ _._4:.............._........._..._.............. — .._........2903....._ ..__ 13:25:_...........13.25 219.......... g•• E 2531 7.00 ..............13.25 7.00 7.00.................362 4,,............ .................. _.............. M VerTech Engineering Project: Pushnik Residence Engineer: RKB Design of: Shear Walls Stability ...............__.._.__...__ 9.50 7.50 Page: Date: 7/28/2006 Overturning _....-.._-: IS VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 7/29/2006 Design of: Shear Walls Stability Seqment Segment OT Righting Net Length Height MMT MMT M/D Wall fm L1 (ft -Ib) -lb) (ft -Ib) (lb) VerTech Engineering Project: Pushnik Residence Page: Engineer: RKB Date: 6/6i2006 ,ion of: Draa Loads Strap Lateral Overall Shear per Length to Drag Load Drag Load Length Foot be dragged Type 1st Level ................. 1104 .............. 40.00 ........ 27.6 21.00 580......... A 2 .............................................................................................................................................................................................. 2192 6...... 40.00 ... .......... 54.8 ....... 24.00 1315 ................. A 3.........................4520...............36.00.............125:6 13.00 - 1632 A 4 .............................................................................................................................................................................................. 5876 34.00 ....................................................................................... 172.8 6.00 1037 A 5 .............................................................................................................................................................................................. 701 11.00 63.7 7.00 446 A 6 1718 24.00 71.6 7.00 501 A ............................................................. A .............................................................................................................................................................................................. 706 24.00 29.4 10.00 294 A B ...............................................1.4...........................0.......................6....................................................6.......................... 3296 80.00 41.2 24.00 989 A C ....................................................................6........6............................................6....6................................................... 1514 16.00 94.6 10.00 946 A D .............................................................................................................................................................................................. 2903 80.00 36.3 18.00 653 A E 2531 24.00 105.5 11.00 1160 A PROJECT ENGINEER DESIGN OF VERTECH ENGINEERING rMP , (\oJ\ A � K6 t. -1 00 Fit e- L 10 trt� cloll%—,�, 511 : b ,tib L srAE I OAe-.1.t 11 PAGE ' DATE 3 W=llbM h4uV41m- QIN N06t,\s 1% L1- I.D�I M P VerTech Engineering Project: Pushnik Engineer: RKB Desian of: Roof Framina Roof Loads DL= 16 psf LL= 20 psf (reducible to 16psf where pitch > 4:12) Page: .Date: 5/26/2006 Roof plywood: 1/2" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 12" O.C. field. Edge nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses: Spacing = 24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead Load = 8 psf B.C. Dead Load = 8 psf Total Load = 36 psf In a 2x6 wall provide a stud directly under each truss reaction greater than 2250#. In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#. Rafters: Live Load = 20 psf Dead Load = 16 psf Total Load = 36 psf Typical Headers (uno) Use 6X10 DF#1, use (2) trimmers min. at all openings larger than 4'-0". 1, Timber Column Design Values Per NDS 3.7 VerTech Engineering 4X DF-L(N) #1 Fc E d KCE c CD 1400 1600000 3.5 0.3 0.8 1.25 Stability Reduction Column Capacity Obs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.80 1124 13773 21644 29515 37385 45256 6 0.70 973 11925 18739 25554 32368 39182 7 0.58 815 9981 15685 21388 27092 32795 8 0.48 673 8244 12954 17665 22376 27086 9 0.40 557 6819 10716 14612 18509 22405 10 0.33 464 5688 8938 12189 15439 18689 11 0.28 391 4795 7535 10275 13016 15756 12 0.24 334 4086 6422 8757 11092 13427 13 0.21 287 3518 5529. 7539 9549 11560 14 0.18 250 3057 4805 6552 8299 10046 15 0.16 219 2680 4211 5742 7273 8805 16 0.14 193 2367 3719 5071 6424 7776 17 0.12 172 2105 3307 4510 5713 6915 18 0.11 154 1883 2960 4036 5112 6188 19 0.10 138 1695 2663 3632 4600 5569 20 0.09 125 1533 2409 3285 4161 5037 21 0.08 114 1393 2189 2985 3782 4578 22 0.07 104 1271 1998 2725 3451 4178 23 0.07 95 1165 1831 2496 3162 3828 24 0.06 87 1071 1683 2296 2908 3520 25 0.06 81 988 1553 2118 2683 3247 26 0.05 75 915 1437 1960 2483 3005 27 0.05 69 849 1334 1819 2304 2789 28 0.05 64 790 1241 1693 2144 2595 29 0.04 60 737 1158 1579 2000 2421 30 0.04 56 689 1083 1476 1870 2264 11 Timber Column Design Values Per NDS 3.7 VerTech Engineering 6X6 DF-L(N) #1 Fc E d KCE c Co 1000 1600000 5.5 0.3 0.8 1.25 Stability Reduction Column Capacity Obs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.96 955 28899 39407 49916 60425 6 0.93 932 28203 38458 48714 58970 7 0.90 902 27299 37226 47153 57080 8 0.86 865 26156 35667 45178 54689 9 0.82 818 24757 33759 42762 51764 10 0.76 764 23123 31532 39940 48348 11 0.70 705 21323 29077 36831 44585 12 0.64 643 19459 26535 33611 40688 13 0.58 583 17633 24044 30456 36868 14 0.53 526 15917 21706 27494 33282 15 0.47 474 14354 19573 24792 30012 16 0.43 428 12953 17664 22374 27084 17 0.39 387 11713 15972 20231 24490 18 0.35 351 10619 14480 18342 22203 19 0.32 319 9656 13167. 16679 20190 20 0.29 291 8808 12011 15214 18417 21 0.27 266 8060 10991 13922 16853 22 0.24 245 7399 10089 12779 15470 23 0.23 225 6812 9289 11765 14242 24 0.21 208 6289 8576 10863 13150 25 0.19 192 5823 7940 10058 12175 26 0.18 179 5405 7370 9336 11301 27 0.17 166 5030 6858 8687 10516 28 0.16 155 4691 6397 8103 9808 29 0.14 145 4385 5979 7574 9168 30 0.14 136 4107 5601 7094 8588 11 VerTech Engineering Project: Pushnik Engineer: RKB n of: Foundations Soil Bearing: 1000 psf Concrete stem wall (Non -retaining): (fc'=2500 psi) 6" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. Continuous footings: (fc' = 2500 psi) Width Thickness Cap (PIO Reinforcing 12 12 1000 (2) #4 cont. 15 12 1250 (2) #4 cont. 18 12 1500 (3) #4 cont. 24 12 2000 (3) #4 cont. 30 12 2500 (4) #4 cont. Spread Footings:(fc'=2500 psi) Reinforcing Cap. Connnector Label Size Thickness Ea Way Kips Simpson F1 1'-0" Sq. 12 (1) #4 1 PB F1.5 T-6" Sq. 12 (2) #4 2.25 PB F2 2'-0" Sq. 12 (3) #4 4 PB F2.5 2'-6" Sq. 12 (4) #4 6.25 PB F3 3'-0" Sq. 12 (4) #4 9 CB F3.5 T-6" Sq. 12 (5) #4 12.25 CB F4 4'-0" Sq. 12 (5) #4 16 CB F4.5 4'-6" Sq. 12 (6) #4 20.25 CB F5 5'-0" Sq. 12 (7) #4 25 CB F5.5 5'-6" Sq. 12 (5) #5 30.25 CB F6 6'-0" Sq. 18 (8) #5 36 CB F6.5 6'-6" Sq. 18 (9) #5 42.25 CB Page: Date: 5/26/06 Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. G�"IIA �\Kf T� I" 115N��sK PROJECT n VERTECH ENGINEERING ENGINEER DESIGN OF a1-- 6EP� 61. 6ENr\ 6s - ISE Pry N - 6E Ne\ 9W 16 W foo F D L - 16.5 Psf j'1= I�1t ►.a-E� (ta4f LL'• (6 M X44( �L s 1d . S P.SF E1 ' S10 �• \os ��- s NL Po he I�.S PSf tAt 600F LL' SmK101 PAGE DATE S 4 * � tx A ti 6j 10 y of 6410 br 01- PROJECT Ppow4m VERTECH ENGINEERING PAGE ENGINEER hied DATE 5 �� DESIGN OF ��tivz��r 6EP�S 11�SrS.1,1�-tW RooF �.t.' It, PAF Ib' �toof bL, I6. S psr I �' f' , ISM us- (1 E� lS1 �1e` LQ �. ,L 6�� �F o t 61- A P I.ZS' Roof LL` K OF III IMF W ILSfIr M < 's � S� -.v h1\ ETvsF �L fog. Q�mg door L� = I6 P,if 5.5' Aw pit ILS fir S.S y PROJECT NAVA1V, ENGINEER W, DESIGN OF Ewa l-\ &NmP 6g - 6(Nrn VERTECH ENGINEERING 1W tL = N PSG AW SLS 10 Psf 7ill PAGE DATE S �� til ' COMPANY PROJECT Pushnik Beam l .wwb Desi n ' '3UAW,LAE.sOA:1vo0D"DEfiCA!.' I-ne 14.9006 09-49-34 Shear fv @d = Design Check Calculation Sheet Fv' = Sizer 2002a fv/Fv' = LOADS: ( lbs, psf, or plf ) 1.0 Load Type Distribution Magnitude Location [ft] Pattern 1.0 Start End Start End Load? 1170 Loadl Live Full Area 16.00 (9.25)* Yes lNo 0.94 Load2 Dead Full Area 16.50 (9.25)* 0.08 = *Tributary Width (ft) 0.22 = MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0. Ll 6'-6" Dead 511 0.32 = 511 Live 981 981 Total 992 992 Bearing: Length Lumber -soft, D.Fir-L, No.2, 4x6" Self Weight of 4.57 pif automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1612 lbs -ft Shear : LC# 2 = D+L, V = 992, V@d = 852 lbs Deflection: LC# 2 = D+L EI= 77.64e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Desi n Value Analysis/Design Shear fv @d = 66 Fv' = 95 fv/Fv' = 0.70 1.0 fb = 1.0 Criterion Analysis Value Desi n Value Analysis/Design Shear fv @d = 66 Fv' = 95 fv/Fv' = 0.70 Bending(+) fb = 1096 Fb' = 1170 fb/Fb' = 0.94 Live Defl'n 0.08 = <L/999 0.22 = L/360 0.35 Total Defl'n 0.20 = L/392 0.32 = L/290 0.61 COMPANY PROJECT k Pushnik 1/"br,ks® Beam2.wwb SOfT1VARFFOR'WOODDFS1CiV lune 14 9Q0"0 -17 -An Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern fv @d = 35 fb = 704 0.16 = <L/999 0.44 = L/387 627 Total Start End Start End Load? Loadl Live Full Area 16.00 (5.50)* 1.0 Yes Load2 Dead Full Area 16.50 (5.50)* 1.00 No -rriDuLary wiaLn (rL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0. 14'-3" I-% Dead 735 Design Value 735 Live 627 fv @d = 35 fb = 704 0.16 = <L/999 0.44 = L/387 627 Total 1362 1.00 1.000 1362 Bearing: 1.00 1.00 2 1.0 1.00 1.0 Length Timber -soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psl, and In) Criterion Analysis Value Design Value Anal sis/Desi n FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 35 fb = 704 0.16 = <L/999 0.44 = L/387 Fv' = 85 Fb' = 875 0.47 = L/360 0.71 = L/240 fv/Fv' = 0.41 fb/Fb' = 0.80 0.34 0.62 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 4852 lbs -ft Shear : LC# 2 = D+L, V = 1362, V@d = 1211 lbs Deflection: LC# 2 = D+L Ei= 510.84e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. A;• COMPANY PROJECT Pushnik oVilks, Beam3.wwb .SOFIIVARE;FOR-TYOOOODEfICIV Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ftj tern fv @d = 38 760 Total Start End Start End d? Loadl Live Full Area 16.00(10.00)* 1.0 LNo Load2 Dead Full Area 16.50(10.00)* 0.48 = L/240 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 01 Dead 843 Desi n Value 893 Live 760 fv @d = 38 760 Total 1603 Bending(+) 1603 Bearing: fb/Fb' = 0.63 1.00 Live Defl'n 1.0 0.32 = L/360 1.0 Length Timber -soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=osi. and In Criterion Analysis Value Desi n Value Analysis/Design FACTORS: F CD Shear fv @d = 38 Fv' = 85 fv/Fv' = 0.45 1.00 Bending(+) fb = 552 Fb' = 875 fb/Fb' = 0.63 1.00 Live Defl'n 0.06 = <L/999 0.32 = L/360 0.18 - Total Defl'n 0.15 = L/745 0.48 = L/240 0.32 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3806 lbs -ft Shear : LC# 2 = D+L, V = 1603, V@d = 1336 lbs Deflection: LC# 2 = D+L EI= 510.84e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1� 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 4 - Site Address: 4070 WOOKEY RD Owner: permit No: 06-1977 APN: 047-200-082 PUSHNIK JAMES C & ADAMS Issued Date: 12/19/2006 By GLB Permit type: RESIDENTIAL 1332 MARIAN AVE Subtype: SFD-Custom/Model CHICO, CA 95928 Expiration Date: 12/19/2007 Description: NSF/DECK(COV) (530) 896-1361 Occupancy: R-3 Zoning: Contractor Applicant: Square Footage: SMITH MURRAY CONSTRUCTION PUSHNIK JAMES C & ADAM Building Garage Remdl/Addn 2 HILLARY LANE 1332 MARIAN AVE 1,940 CHICO, CA 95973 CHICO, CA 95928 Other Porch/Patio Total (530) 896-1361 621 2,561 FEE INFORMATION ' County Impact - SFD $2,244.02 Dwelling - Custom, Model $1,712.82 Fund 10 BLDG $1,251.86 Impact Processing Auditor $50.00 Impact Processing DDS $50.00 Res Impact Fees - SFD $2,005.09 SMIP - Residential $13.60 Total Charged: $7,422.39. Fees Paid: $7,422.39 SRA Fees $95.00 Balance Due: $0.00 Receipt No: B1262 LICENSED CONTRACTOR'S DECLARATION 4 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 SMITH MURRAY CONSTRUCTI 772274 / B / 12/31/2007 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 12/19/2006 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED L4 CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The 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 Contractor's License Law.). Cartier: Policy Number: Exp. Date: (This section need not a completed if the permit is or once hundred dollars ($100) or ess. 111 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 12/19/2006 compensatio rovisions of Section 37 f the Labgr Code, I shall forthwith comply with those Own is Signature Date provisions. 12/19/2006 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 Signatu Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS $100,000, IN ADDITION TO THE COST OF COMPENSATION, ( ) the issuance of this permit. I hereby owl a thatt is issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or o ncy of any sidewal , st et, su si walk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to ier the abov me on pr e f in pection purposes. I hereby certify that I am the proPe eroraryec ori act a ropertyownefsbehalf. CONSTRUCTION LENDING AGENCY (% 12/19/2006 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency fo a of Permittee [S GN] Pflnt Date the performance of the work for which this permit is issued. (3097 civ. code) MOwner Contractor OR; Agent for Owner ❑Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 - CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buffecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INPORMATION Last Name first �l�e_ �t 9'� 1'YC Address 1-38-2— City l CO State C-4 Zip Phone D Fax E-mail PUSCSU c-/ / Gd ' RAF "WRA-TIFT11 "R Logom-r-A * !'4�= For office use only: CONTRACTOR Name Address S City '- State Zip Phone Zip Fax E-mail C Lic. # Class RAF "WRA-TIFT11 "R Logom-r-A * !'4�= For office use only: ARCHITECT/ENGINEER Name I SRA' S Address '- City N State Zip State Zip C Ph ne S3� Fax _/ 87 E-mail CS - State License Number RAF "WRA-TIFT11 "R Logom-r-A * !'4�= For office use only: APPLICAN NFORMATION Name I SRA' S Address Occ. Type Const. N City Page State Zip Pho Fax S3� E-mail CS - RAF "WRA-TIFT11 "R Logom-r-A * !'4�= For office use only: Zoning Flood Zone I SRA' YIP No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS KAFORMS\BUILDING FORMS\BldgApplSubRgmts.doc PERMIT NO. M- INi PROJECT LOCATION AP# ac) 0 G Pro erty Address ITT ]X016 0 oo — co Cross Street I ' 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 Pa6e 1 of 2 Description or Scope of Work: JZA�jaa Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount:I lqC�u l, Bldg � SRA CReceipt #� � Sheriff SMTP Other Date: l � 6� 1 Total REV 8-12-05 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 faxesl ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (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. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). 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). 137. 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. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit 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 KAFORMSMILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 ,j AND WHEN RECORDER M%L TO - BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 200.6-00561 Recorded I AEC FEE 13.00 Official Records'. I"L County of''F I Butte I CANM J. + 6RUBB5 County.Clerk-Recorder) ; _ I BW 09:36AN 26 -Oct -2006 1•Page l,of 3 ,r -�-_.��_: I111111111Illlllll.Illllillllllllll_ �'-_� __ ��'__�; J� 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: Date 1 '7n n� State of Ca%fornla County of On ov- VT An �v personally appeared ( perky. �tarvw>rrte.me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s)�are subscribed to the within insfrument an a no ledged to me that 40157s#/they executed the same in tl�is/ 01their authorized capacity(ies), and t at by his eir nature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) act execute he ' str ent. WITNESS my ha and of Is al. "Ja JENNIFER L. TEAGUE Signature Seal: COMM. # 1557219 NOTARY PUBLIC{ALIFORNIA (n QCOUNTY OF BUTTE w omm. Expires March 6, 2Q09 d A.P. #f s a r 14' UN 33-4 1:3 I b95"tO�:A f Zh^E07l� LS[7:3t� sit ;,; f �a q#ruaJ i 9:fJ� cn$ a) A 33,",M l,s:fia�eri-,��?IJ Y3nuo.t i 9:s4 1-0-as 1111511111111111 4 ' r i +Z� � T e �i 4 ' r i Order No.: 00201386-002 SCHEDULE C THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL .I: BEING A PORTION OF SECTION 5, TOWNSHIP 23 NORTH, RANGE 1 EAST, M.D.B. & M., MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHEAST CORNER OF SAID SECTION 5; THENCE ALONG THE EAST LINE OF SAID SECTION 5, SOUTH 03° 56'53" WEST, 1128.35 FEET; THENCE LEAVING SAID EAST LINE SOUTH 880 53' 47" WEST, 1551.24 FEET; THENCE NORTH 04° 19' 48" EAST, 1137.90 FEET TO A POINT ON THE NORTH LINE OF SAID SECTION 5, NORTH 89° 13'27- EAST, 1542.86 FEET TO THE POINT OF BEGINNING. AP NO. 047-200-082 PARCEL II: A NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITIES 30 FEET IN WIDTH BEING 15 FEET ON EITHER SIDE OF THE CENTERLINE RUNNING THROUGH LOTS 1, 2, AND 3 OF SECTION 5, TOWNSHIP 23 NORTH, RANGE 1 EAST, M.D.B. & M., MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT A POINT IN THE SOUTH BOUNDARY OF SECTION 33, TOWNSHIP 24 NORTH, RANGE 1 EAST, M.D.B. &M., COUNTY OF TEHAMA DISTANT THEREALONG NORTH 87° 55'45- EAST, 2074.8 FEET FROM THE SOUTHWEST CORNER OF SAID SECTION 33; SAID POINT BEING IN THE CENTERLINE OF AN EASEMENT FOR AN ELECTRIC TRANSMISSION LINE DESCRIBED IN THE DECLARATION OF TAKING, CIVIL NO. 4858, FILED FEBRUARY 29, 1944, IN THE DISTRICT COURT OF THE UNITED STATES IN AND FOR THE NORTHERN DISTRICT OF CALIFORNIA NORTHERN DIVISION; THENCE ALONG SAID CENTERLINE NORTH 160 15'00" WEST, 1694.90 FEET; THENCE LEAVING SAID CENTERLINE SOUTH 23' 15' 07" WEST, 77.48 FEET TO A POINT IN THE WESTERLY RIGHT-OF-WAY LINE OF SAID TRANSMISSION LINE; THENCE CONTINUING SOUTH 23° 15' 07" WEST, 173.84 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHWEST, HAVING A RADIUS OF 1500 FEET; THENCE 395.62 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 150 06'42"; THENCE SOUTH 380 21'49- WEST, 43.11 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHWEST HAVING A RADIUS OF 200 FEET; THENCE 119.05 FEET ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 34'06'18"; THENCE SOUTH 72* 28'07" WEST, 11.14 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTHEAST, HAVING A RADIUS OF 500 FEET; THENCE 193.52 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 22' 10' 31"; THENCE SOUTH 50° 17'36" WEST, 526.87 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTHEAST, HAVING A RADIUS OF 2000 FEET; THENCE 310.50 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 80 53'43"; THENCE SOUTH 41° 23'53" WEST, 352.16 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTHEAST HAVING A RADIUS OF 2000 FEET; THENCE 146.30 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 40 11'28" TO A POINT IN THE SOUTH BOUNDARY OF SAID SECTION 33 DISTANT NORTH 870 55'45" EAST, 22.40 FEET FROM THE SOUTHWEST CORNER OF SAID SECTION 33, SAID POINT BEING THE TRUE POINT OF BEGINNING FOR THE CENTERLINE HEREIN DESCRIBED; THENCE CONTINUING 154.54 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 40 25'38"; THENCE SOUTH 32° 46' 47" WEST, 88.06 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHWEST, HAVING A RADIUS OF 300 FEET; THENCE 132.53 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 25018'43"; THENCE SOUTH 58° 05'30- WEST, 5.12 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTHEAST HAVING A RADIUS OF 100 FEET; THENCE 73.16 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 410 55'05"; THENCE SOUTH 16° 10'25" WEST, 100.53 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHWEST, HAVING A RADIUS OF 500 FEET; THENCE 206.46 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 23° 39'32"; THENCE SOUTH 390 49'57- WEST, 68.04 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE SOUTHEAST, HAVING A RADIUS OF 300 FEET; THENCE 159.06 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 30' 22' 41"; THENCE SOUTH 9° 27' 16" WEST, 266.96 FEET TO THE BEGINNING OF A CURVE CONCAVE TO THE NORTHWEST, HAVING A RADIUS OF 50 FEET; THENCE 69.38 FEET ALONG SAID CURVE THRU A CENTRAL ANGLE OF 790 30' 08"; THENCE SOUTH 88° 57'24" WEST, 2223.08 FEET TO A POINT IN THE EASTERLY TERMINUS OF WOOKEY ROAD (BUTTE COUNTY 70145A) AND THE POINT OF TERMINATION OF THIS EASEMENT DISTANT SOUTH 670 20' 46" WEST, 3037.81 FEET FROM THE SOUTHWEST CORNER OF SAID SECTION 33; THE SIDELINE BOUNDARIES OF SAID EASEMENT ARE TO BE LENGTHENED OR SHORTENED, AS THE CASE MAY BE, TO TERMINATE IN THE EASTERLY RIGHT-OF-WAY BOUNDARY OF WOOKEY ROAD. EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. '_ "Zi ALSO EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN SECTION 4, TOWNSHIP 23 NORTH, RANGE 1 EAST, M.D.B. & M., AND ALL THAT PORTION LYING: - WITHIN SECTION 33, TOWNSHIP 24 NORTH, RANGE 1 EAST, M.D.B. & M., COUNTIES OF;, BUTTE AND TEHAMA. 3 PARCEL III: A RIGHT-OF-WAY FOR ROAD AND PUBLIC UTILITY PURPOSES OVER THE SOUTH 60 FEET OF THE FOLLOWING DESCRIBED PROPERTY: BEING A PORTION OF SECTION 5, TOWNSHIP 23 NORTH, RANGE 1 EAST, M.D.B. & M., MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ALONG THE NORTH LINE OF SAID SECTION 5 THAT BEARS SOUTH 89° 13'27- WEST, 419.64 FEET FROM THE NORTH'/ CORNER OF SAID SECTION 5; THENCE ALONG SAID NORTH LINE OF SAID SECTION 5, NORTH 89° 13' 27" EAST, 419.64 FEET TO THE NORTH % OF SAID SECTION 5; THENCE CONTINUING ALONG SAID NORTH LINE NORTH 89° 13'27- EAST, 1108.10 FEET; THENCE LEAVING SAID NORTH LINE SOUTH 04* 19'48" WEST, 1137.90 FEET; THENCE SOUTH 88° 53147" WEST, 1114.11 FEET TO A POINT ON THE NORTH - SOUTH CENTERLINE OF SAID SECTION 5; THENCE SOUTH 88'53'47" WEST, 421.97 FEET; THENCE NORTH 040 42'16" EAST, 1147.41 FEET TO A POINT ON THE NORTH LINE OF SAID SECTION 5 AND THE TRUE POINT OF BEGINNING. COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: v \ V) i ASSESSOR PARCEL NUMBER Proposed Building Use: D Permit Technician: Date: Items required in order to apply for a permit All boxes MUST be checked OR marked NA in order ta',�apply. �6 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 1D 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. P 4. Engineered truss details and layouts in duplicate. No faxes! 19 5. Letter from Engineer or Architect for truss design review. ID 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or find plans, all in du li e. Cl 9. 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. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Fi s needed to issue the permit (May require additional plan review upon receipt of the following items.) 1 Sanitation and site plan approval from the Environmental Health Department in kChico ❑ Oroville, as applicable Fire Sprinklers... �� l�.P .�... -Ayr .... �..t ...o .......................................... . Agricultural Buffer dr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... O / &Fees Erosion Control Plan Required........................................................................ as shown on the attached Schedule of Fees Due Sheet .............................. City of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the City of Biggs ....................... 22. California Department of Forest Ian approval ❑ paid. Sent by:.......) . -Z -�t'p 1 j 23. Planning approval for (A) Use: � (B) Parking: (C) Parcel Check:. 1... �3 0 ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form...................................................................................... 27. Encroachment Permit for driveway from the Public Works Dept..@.-. `lq. � (e i..... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number ........................................ , 1130. Owner -Builder Verification (= Given to owner, _Mailed to owner) ..................... W ❑ / , Letter of Signature authorization.................................................................... ¢� 32 Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 3. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Titre, title search, registration or MCO ......................... ❑ 36. Other. ❑ 37. Other. r >^ When issued Telephone Q U • `� V and hold for pickup. I haveLnt n info ed of the above ' e s and requirements for obtaining a building permit. Appli A Date: 1. Index permit application for the Aove items numbered: K1 J51APlan Check etter 2. Additional items r Contractor, design own as advised of the above data by phone, ❑ mail, ❑ counter, by = Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ co Date: Contractor, designer, advised of the abovp date by ❑ phone, ❑ mail,ou Date: Plans reviewed by: Date: 7 O6 Plans approved by: Date: Structural reviewed by: Date: Structural approved b . Date: Note transfer by: Date: Yellow: Building Division 1 Plot Plan Attached d Floor Plan Attached Sent to BD/DS I_ TO:. Building Division — Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance 407O w00% %gal, 47-400 —D?L Owner Location AP# Plan Approved for: Sewage Disposal: X Water Supply: Public Private Well k Clearance for Awe4img. Other Z iia e_ Hold final for: ;e - Final clearance O.K. for: NOTE: G� �b�ii'��cl�. �Y• �E�S �-��-off Environmental Health Specialist Date Building Clearance 9/2005 I VMI Pin ABxJW 10- 5=4=. ! TO: Building) Division — Development Services FROM Environmental Health i SUBJECT: Sanitation Clearanoe -- - Omer = ter::; :' G✓u� i2d•. 417 - z 60 --'s Location AN Plan Approved for: Sewage Disposal: ;<:. Water Supply: Public Private Well k Clearance for 4wel4ng. Other ' Hold final for_: Final clearance Ok for: N®TE: Com• ���1(Crrl �+ri Jf(- Environmental Heafth Specialist t�uMM9 CkManae SM05 ®ate Ppet-It'Fax Note 76'71 ��' ppe�esD TO CoMepL Phone a Pfione M � � � Fax a �. d � .�. 7 Coe BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner PUSHNIK, JAMES APN No: 047-200-082 Permit Type: - Subtype: App Date: 8/17/2006 ' Permit No: BP 06-1977 Permit Desc: 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $2,854.70 Plan Check portion of Permit Fee $1,141.88 $1,712.82 Balance of Building Permit Fee 2 FEMA Rx Yes Flood Elevation Review $109.98 0 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 $95.00 $204.98 (state Responsibility Area) - Building Inspection $109.98 - $109.98 NUN -REFUNDABLE portion of tees clue at application $1,236.88'i FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,346.86 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT j $6,075.53 11 1 4 Balance of Building Permit Fees (from No. 1 above) $7,997 771 Comanche Creek 5 SMIP* - Strong Motion Instrumentation Program (Enter amount from permit system) 6 Additional Plan Check Fees (NON-REFUNDABLE) $9,088 773 Big Chico Creek 7 Other*: $8,267 775 SUDAD Ditch 7a Other*: $6,275 PV Ditch 8 IMPACT FEES - RESIDENTIAL* Per Dwelling Per Dwelling Dwelling Applications After04/15/06 MFD r�v� County 1 4249.11 3183.54 3238.72 Chico Urban Area 6146.23 4538.82 5648.44 EI Medio Fire District 3249.97 2385.76 2422.68 North Chico Specific Plan SR -1, SR -3, SR-1/PD 8801.091 7395.041 8486.40 �c R-1 8897.09 0 7491.04 8582.40 ti0 R-2 8390.09 6984.04 8075.40 R-3 7604.09 6198.04 7289.40 Processing Fee is automatically added to impact fee total 1 $100.00 9 WATER TENDER FEE (Not collected when impact Fees Applicable( Enter Bat.# $200,00 DRAINAGE FEES* 10 10a 11 11a CHICO STORM DRAINAGE MASTER PLAN 770 Butte Creek $7,997 771 Comanche Creek $8,341 New construction, vacant land, on 1 acre or less Enter 1 or less acre - value I777 772 Little Chico Creek $9,088 773 Big Chico Creek $6,776 774 Lindo Channel $8,267 775 SUDAD Ditch $7,211 776 Mud -Sycamore Creek $6,275 PV Ditch $8,893 More than 1 acre, existing buildings - fees to be assessed by Public Works I Fee Determination Sheet Needed - Enter amount determined by PW THERMALITO DRAINAGE AREA $684 Maximum i Per each new living unit on existing lots where full drainage fees have not been paid Temporary Dwelling $136 At time of building permit _ $136 annual renewal fee for first 4 renewals., Not to exceed $684. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO ISSUANCE is completed for applicant to take to respective district office. r t RECEIPT gDATE •�T P'Ssti $1,712.82 $13.60 F RECEIPT DATE Tech/Asst $4,349.11 RECEIPT DATE Tech/Asst PERMIT. Forms will be prepared after plan check 12 SCHOOL DISTRICT FEES* Chico Unified School District 062-f �o�, r', IV I 12a RECREATION DISTRICT FEES*Chico lli Fj At the time of permit application, I was advised the above fees are required to be aid prior to issuance of the permit. These fees may be changed during the Ian P PP � q P P P Y 9 9 P checking process. t Appl• wz"rzzll Date: �7 Pursuant toment code Section 66020, you are'hereby notified those Items followed by an "•" may have been imposed opf your oject. You have 90 days from the date of approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM ❑ FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) �KCHICO AREA RECREATION AND PARK DISTRICT (CARD) D PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number. (s Property Owner (s) Project Location /Address Subdivision Name Building Permit Numbe ao • 1 ---)I tJ55csZSdu1c 0+ r rrv- Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: Building Departrprnent R sentative Date O D 0 CARD ❑ PRPD ❑ DRPD certifies that: P J4-rn l� Applicant Name Mailing !S-8 O bl'( co City State Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of. Dwelling Units @ $ 6 � 3 75. Ut per unit for a total of $ ' 0 3 %� Square Feet @ $ per sq foot for a total of $ Remarks: Paid by Check No: , Paid by Cash: i� Receipt No: R Pnrratinn and Park Dista t Representative Date Zip ...r d•n _ _ ""v �s ."tr j ...- .M � ♦. C' . ... _.e. ,;. .. i-"•` �;�4.. .. i±.� � '1- r`1 + .. ti. .. BUTTE COUNTY SCHOOLS IMPACT,FEE CERTIFICATION FORM (One form per Building) / n UCS School District Building Department No. A.P. Number �U V ' U (j�Jurisdiction: City County Property Ownerl/L� \ �-• Property Location/Address 4o o d ` C16 Subdivision Lot No. :......................................................................................', O Residential Development Q . Q Q Sq. Footage No of Living. Mobile Home Addition/ _ 'Supplemental to (Group. R) Units Installation Conversion Permit # *(No foundation inspection) ......................................................................................... Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial Building Department 0 New Addition K� Sq. Footage (Including Exterior Roofed Areas) Date District. identification No. 0 70a 1 5- [.�jp School District certifies that ` (Applicant) (Street Address) ff (Phone Number) (City) {. (State) has complied with the requirements of Resolution No. 9 representing 5'7t/ square feet. School District Representative Paid by Check # Remarks: (Zip Code) by payment of $ 51C� P. C 0 rULBL2926 MITIGATION f Date Nodes: You may protest the Imposition or the fees Idendfled above by submitting a written protest.to the DhMct. In conVdance with Government Cods section 66020(a), within 90 days from the date fees are paid. FaHure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. H, subsequent to the School District Representative signing title Butte County schools Impact Fes Cw Madon Form, On school District to nodfled by the applicable Local Planning Agency that this project Is being revlerimed under the California Environmental Gue ft Act 10E4W. this prolect maybe sublect to additional school fees to f ft mMloate Its Irnm Non the school dhsbWs schools. White (school district), Yellow (building department), Pink (applicant). feeformids (3f05)drlsm F p�QPR!U ENr oc gU T TF 1 0 co t4l Aoecrc Department C o u n t J. Michael Crump, Director of Public f B u t t Work's LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 1530) 53&7266 (FAX) 53B-7171 National Pollutant Discharge Elimination *System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE1 Project Description: Project Location and/or Parcel Number: By signing below, I, the project owner/owner's agent, certify that this.project WILL NOT DISTURB 1 acre or more of land and that L 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 build -outs 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 Control 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 a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: 7 r than 1 Acre NPDES & SWPPP'Comvliance Certification Butte CounCy.Depar-t=rnelit ol" Developnent Sel vices °�vrrF° 7 County Center Drive ° S ° Oroville, CA 95965. (530) 538-7601 Telephone (530) 538-7785 Facsimile BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination_ process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited .to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: v I need to submit applications for septic and/or well to Butte County Environmental Health immediately. • I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained 9 I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans. - The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name: -Ja tm :=c, I CA- Building oBuilding site address: 0 Co LI Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: (D�-pL17 A6 AATUPWECF APPLICANT DATE Q pSTMENr °0 TTF0& Departm' ent ®f Public Works 0 C o u n t y o f B ui t t e 0 0 7 County Center Drive 0 0 Oroville, CA 95965 c�UN,y J Michael Crump, Director (530)538-7681 At'eQo Wo��9 Shawn H. O'Brien, (FAX) 538-7171 ' Assistant Director Assessors Parcel Number: 200- 002 Building permit # Owners Name: Owners Mailing Address: Property Address:=��Tj7. ENCROACHMENT PERMIT ACCEPTED: PERMIT NUMBER: O (o JO H7 lv ENCROACHMENT PERMIT EXEMPTION: . Reason for exemption: Rf Not a County maintained road 0 Existing driveway conforms to County S-31 standard ❑ Other Approved b PP Y -'�2, Printed Name�_�.� Title Datee, 2 ' ?, CONDITIONS FOR EXEMPTING A DRIVEWAY PERMIT 1. An existing home with a driveway 10 years or older and doesn't cause any problems with the county road or drainage. 2. An existing home with only minor remodeling or repairs. 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 8, 2006 James Pushnik 1332 Marian Av Chico, CA 95928 Assessor Parcel Number: 047-200-082 Building Permit Number: 06-1977 Thank you for submitting the 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. PLAN REVIEW COMMENTS: 1. Provide a revised Truss Calculation for the E21) truss as the current calc identifies only a 4000# drag load while the plans and structural calculations indicate a higher capacity is required at this location (4600#). If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you'applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Kristin Lee Wreden Building Plans Examiner kw]7eden@buttecounty.net cc: Janice Lee Customer: t Address: AP#: Quality Design . Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 e (800) 678-0112 Fax (530) 893-014.0 E -Mail: trusses@longfello lumber.com WOOKIE RD. CHICO Job No. ADAMS & PUSHNIK RES. ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 V1 1IVV LONGFELLOW LUMBER CO- INC. Quality Truss Design - Roof & Floor Systems 89 Loren Avenue - Chico; CA 95928-7434 Phone (530) 893-0112 - (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com 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 SUL/R24 5- HUS26 27- SUL/R26 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 HK122204 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) 676 1909 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 meat 1-800-772-5351. QROFESSIO GNG 70 70 ��j�6 RedongXof'Director F 66 Western Operations RY/ek SHAPED BLOCK CROSS BLOCK COMMON TRUSSES SECTION C -C f HIP .RAFTERS SHAPED BLOCK CROSS BLOCK PLAN VIEW L- C ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET @ COMMON TRUSS. SuPF�s(F►m�n�b �(r>�kars) O 5'--� �" o,E• (w�rrail tTRUSSES P CHORD JACK EXTENSION END JACK SETBACK COMMON TRUSSES SECTION B -B . lmw- rmlWO -2359 YITsk ln4u*trlos, Inc. 6-20-91 REv, 7//0/92- CALIFORNIA //o/9Z CALIFORNIA HIP 1.1076: SEE ENGINEERING for RRFrER, 7ACk A9DTPV$5 p67516NS, LATERAL 5TA1311-ITy of ROOF sy5TEA1 To rE PROwpEo 13y PROJECT RE516A/E(?, TOP CHORD BRACING PER ENGINEERING SPECIFICATIONS. /17- TOP CHORD JACK -EXTENSIONS SECTION A-A,,lpVw'T3; 01,. ) FrriZA&5 8s y2AFTr=tZS --- 'Peer CK Ix4 CONT BRACE AT BRACE MEMBERS LONEER THAN 12' ATTACH AT MIDPOINT OF BRACE W/ 2-bd NAILS GABLE END STUD 2x4 HF 5TRON6BAGK (NAIL TO LE06M W/ IOd o 12' OL) — 2x4 HF LEDGER (NAIL TO VERTICAL W IOd NAILS) s ,o �-A35 BRACE TO FLAT X"111' �H-3 AT 48' O.C. Q NOTE: THIS DETAIL MAY BE USED FOR 7RU55M WITH PITCHED BL. ALSO. (0) OPTION TO WEB PLATING= USE (3) - 2' KRE STAPLES (0.072 DIAA5 6A) TOENAILED THRU CHORD INTO WEB t THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI). (50 t (H) MUST BE PLATID. ti-l4liy,,��� IF h CAS - .Zx,r Du c.ti `3-IOd NAILS EACH END 6-I0d COMMON 2x6 DIA60NAL NAILS BRACE o 48' O.G. OA MAX UNBRACED LENGTH OF GABLE END STUD. (2x4 FIR -LARCH) - STANDARD = 5' -II' - MI AND BTR = 7'-9' TO LL 30D P5F TG DL 15.0 PSF NOTE: 6ABLE END M16N BA5ED BG DL PSF ON 75 MPN hUND, EXQMRE 'B' BG LL OA PSFTOT1D. 50D P5F AT 0-25 FEET MEAN HE16W DURFAG. 1.15 TYPE of JOB DETAIL JOB NAME Low;,ffu..ow UIMBER CITY, 5TATF CHICO, CALIFORNIA Date: 10-18-02 Gary Hawkins ARCHITECT Drawn: AK (530) 892-2700 Job no.: 02-116 1370RIDGEWOODDR..'SfE.10 FAx:(530)893-0532 CHICO, CA 95973 gmycrchmsbcglobclnet _USa A T ATERAL UWE �CML_ _vAl►h PAGE I OF f.W2 RE PLAciuG COH T . 6XA«S AT Y2 0P AT I/! PL Jj 2 ROWS RAGE WITH :ILS YP. �o►z �2�P�AG�dT - NOT� lop Q 6'' 0.&.' TYP. , HAA. �?- fzc—rJACu4� / OP, Y-�2 I NTS 6r?14�, RAGE DD % TI E: LENGTj 0r- TIE Tk1-5 DETAIL Ib TO t>E U5Et7 A5 AN ALT. POR ONE 66NTINUoUS LATERAL t; RAGE. L..AT R. - AL A�-.r--, or--- -rAii TRu5�E5 2,+" 0. G.. TTP. 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 RE(QUIXW AT EAG• ENb, OF �FRAGE AHV AT 20'-0" INTERJALS. REFER TO SUHHARY S14EET POR R< &OHHNVA-rioNE OP TIE TF -U55 PLATE INSTUTE 9esTlAt MAY DF- 'Amo �YTEKMI c- cr f" "tT PlAPHIu+�i�.oiZ L PcPc L C� l N P � T Pc TI 2Y'� CIS 24 5 Symbols, Numbering System AGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property "Center plate on joint unless x, y u or DamagePersonal In Injury offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. J� and securely seat. diagonal or X -bracing, is always required. See BCSI1. 0-'/16" 2. Never exceed the design loading shown and never i 2 3 stack materials on inadequately braced trusses. TOP CHORDS ci-2 c2-3 3. Provide copies of this truss design to the building N. 4 designer, erection supervisor, property owner and o WEBS coo all other interested parties. For 4 x 2 orientation, locate h, p 4. Cut members to bear tightly against each other. plates 0-1/,6' from outside U e_ a �' U a 5. Place plates on each face of truss at each edge of truss. O joint and embed fully. Knots and wane at joint C7-8 Cbl c" O locations are regulated by ANSI/TPI1. BOTTOM CHORDS "This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII. "Plate location details available in MTek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT• use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility Of truss fabricator. General practice IS t0 dimension is the length parallel c amber for dead load deflection. to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at BEARING SBCCI 9667, 9730, 96048, 9511, 9432A spacing shown on design. Indicates location where bearings 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but reaction section indicates joint 14. Connections not shown are the responsibility of others. number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: _ M iTek® 16. Install and load vertically unless indicated otherwise. ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, e Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 © 2004 MiTek® Job russ n1sS Type Qty Ply ADAMS&PUSHNIK PUSHN0613 A7 KINGPOST 5 1 822301949 I aaarenaw t omher r the cntrv, -0.04 2-6 >999 240 Job Reference (optional) b.[uu s dm la 2uua MI lek Inaustries, Ina FriAug 04 14:17:44 2006 Pagel -2-0.0 7-40 14-0.0 16-40 2-40 7.40 7-0-0 2-0.0 Scale = 1:29.2 4x4 11 7-40 7-0-0 LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert( L) -0.04 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.07 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 48 lb LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&BV G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=563/0-5-8,4=563/0-5-8 Max Horz2=2(load case 3) Max Uplif12=30(load case 3), 4=30(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-7=738/0,3-7=-673/17,3-8=-673/13,4-8=738/0,4-5=0/36 BOT CHORD 2-6=0/631, 4-6=0/631 WEBS 3-6=11/263 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �OQ(tOF ESS/ON�� S. 2P �`� rn Lu M elf C 04633 * EX -07 *, TF August 7,2006 A& WARNING - Ver1/y deefgn parameter and READ NOTES ON THIS AND LNCLUDED MTTERR' REFERENCE PAGE !TD -7473 BEFORE USE, 7777 Greenback Lane Design valid for use only with MrTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component u responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 e for tor. A support� of individual web members only. Addilional,temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent Waking 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/Tss PII Quality Criteria, DSB-89 and BCSII Butding Component M, ,eke Safety Information available from TruPlate Institute. 583 D'Onotrio Drive. Madison. WI 53719. O fuss fuss Type ty y ADAMSBPUSHNIK PUSHN0613 A. 1-D JKJNGPOST 1 1 822701949 I nno(ellawlumhar Cn Ine chiro r. oaoor,-�nan ew..,.. n:..,. 2-6 >999 240 Job Reference o tional ____ 6.200 s Jul 13 2005 Welk Industries, Inc. Fri Aug 04 14:17:45 2006 Page 1 '2.0-0 i -O -o 14-0-0 16-0-0 2-0.0 7.0-0 7.0-0 2.0.0 Scale = 1:29.2 4x4 II 7-0-0 7.0-0 LOADING(psf) SPACING 2-0-0 CSIDEFL in floc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.04 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.07 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 - 4 n/a n/a BCDL 7.0 Code U8C97/ANSI95 (Matrix) Weight: 48 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 4-5-14 oc purlins. BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (lb/size) 2=563/0-5-8, 4=563/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz2=2(load case 9) Max Uplift2=523(load Case 8), 4=-523(load case 11) Max Grav2=1056(load case 7), 4=1056(load Case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-7=-2088/1318, 3-7=-1349/667, 3-8=1349/667, 4-8=-2088/1318, 4-5=0/36 BOT CHORD 2-6=-1204/1763, 4-6=-1204/1763 WEBS 3-6=-11/263 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 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. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. QF ESS/ 6) This truss has been designed for a total drag load of 2600 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0, QR �/l7 o -o -o to 14-0-0 for 92.9 plf. �� ����R LOAD CASES Standard 2 . U-1 C��0,,4/P433 � * E -46-10-7 �F y� August 7,2006 ® WARNING - Verify design paramer— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane Design valid lar use only wilh Miilek connectors. This design is based only upon porometws shown, and is for on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component's responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA. 95610��� is for lateral support of inclMduot web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional pe,rmonenl 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/TPI] Quality Criteria, OSB -89 and BCSII Building Component \ A �'��m Safety Information available from Truss Plate Institute. 583 D'Onobio Drive. Madison, WI 53719. i s aui is zuua ml I ex mausmes, Inc. hn Aug 04 14:17:46 2006 Page 1 I •2-0-0 I 5-5-9 5�4�5 9-11.14 I 14-6.2 1 - - 18-7-1 1�- 7 24-8-0 2.40 5-5-9 45-6 4415 _ 46-4 4415 45-6 5-5.9 Scale = 1:45.0 4x6 = 4.50 F12 3x4 = 3x8 = 4x8 = .z 3x6 = 11 10 20 9 3x4 = 5x12 MT20H= 2x8 II 3x6 = 5-5-9 9-11-14 14-6-2 19-47 24-6-0 5-5-9 46-4 46-4 46.4 5-5-9 5x14 LOADING (psf) russ russ ypety y ADAMSBPUSHNIKR22301950 PSo HN0613 81 CAL HIP 1 1 TC 0.61 I...f.11.w Lumh-rn I.. Chir-„ r. aSa91L7d'!d d.�,.�r,;e,. 9-11 >999 240 Job Reference optional) s aui is zuua ml I ex mausmes, Inc. hn Aug 04 14:17:46 2006 Page 1 I •2-0-0 I 5-5-9 5�4�5 9-11.14 I 14-6.2 1 - - 18-7-1 1�- 7 24-8-0 2.40 5-5-9 45-6 4415 _ 46-4 4415 45-6 5-5.9 Scale = 1:45.0 4x6 = 4.50 F12 3x4 = 3x8 = 4x8 = .z 3x6 = 11 10 20 9 3x4 = 5x12 MT20H= 2x8 II 3x6 = 5-5-9 9-11-14 14-6-2 19-47 24-6-0 5-5-9 46-4 46-4 46.4 5-5-9 5x14 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.28 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.54 9-11 >539 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.10 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 2-9-10 oc purlins, except BOT CHORD 2 X 6 DF SS G 2-0-0 oc purlins (2-8-3 max.): 3-6. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=1838/0-3-8, 2=1484/0-3-8 Max Horz2=27(load case 3) Max Uplift7=14(load case 4), 2=37(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-13=-3626/0, 3-13=3578/26, 3-14=3312/23, 4-14=-3312/23, 4-15=5369/43, 15-16=-5369/43, 5-16=-5369/43, 5.17=-0645/52, 17-18=-4645/52, 6-18=-4645/52, 6-19=-4943/52, 7-19=5026/38 BOT CHORD 2-12=0/3381, 11-12=10/5369, 10-11=23/6583, 10-20=23/6583, 9-20=23/6583, 8-9=23/6583, 7-8=18/4715 WEBS 3-12=-14/930, 4-12=2298/25, 4-11=-20/679, 5-11=1352/17, 5-9=-18/857, 5-8=-2188/10, 6-8=17/923 NOTES 1) Unbalariced 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) 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) This truss has been designed for a moving concentrated load of 12.0Ib live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 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) 280 Ib down and 3 Ib up at 18-6-0 on top chord, and 816 Ib down and 8 Ib up at 14-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 �OQ�pFESS/py�l S. m Of C 06433 In *\ VRA4r-07 August 7,2006 WARNING -Verify sign de parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"__W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■�■ ek fabrication, quality control storage. delivery, erection and bracing, consult ANSI/rPll quality Criteria. DS8•89 and BCSII Building Component M e® Safety Information available from Truss Plate Institute, 583 D'Onobio Drive. Madison. WI 53719. Job Truss Fuss ype ty y ADAMSSPUSHNIK PUSHN0613 - 81 CAL HIP 1 1 R22301950 Lonafellow Lumber Co.. Inc_ Chic. Ca QSQ7A.7A]A Aa—near, Job Reference (optional) LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1•.25 Uniform Loads (plf) Vert 1-3=-52, 3-16=52, 6-16=130(F=78), 6-7=52, 2-20=14, 7-20=-28(F=-14) Concentrated Loads (lb) Vert: 18=-280(F) 20=816(F) WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD-7473BEFORE USE. Design valid lar use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lobdcation. quality control. storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. W153719. 7777 Greenback Lane Suite 109 ® Citrus Heights, CA, 95610"o-1 . Mak® •2-0.0 38.14 6-8.9 711-15 10-4-14 14.1-2 17-4-1 1 7 20.11-2 24-6-0 2-0.0 38-14 31.12 0.5.6 32-15 38.4 32-15 0.56 31-12 36.14 Scale = 1:45.1 4x6 4.50 f —I?- e 3x4 = 3x8 = 4x6 = -- - -" 11 .1 io m 1z 11 10 3x8 = 2x4 11 3x8 = 3x4 = 5x6 = 2x4 11 3x8 = 2x4 11 36.14 6-8-9 10.4-14 14-1-2 17-9-7 20.11.2 24-6-0 36.14 31.12 38-4 38-4 tae — —_ LOADING(psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL' 0.0 Rep Stress Incr NO BCDL 7.0 Code UBC97/ANSI95 Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. LUMBER TOP CHORD 2 X 4 DF NO.li3Btr G BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 OF Std G 29 4x8 = CSI TC 0.25 DEFL in (loc) I/dell Ud PLATES GRIP BC 0.48 Vert(LL) 0.16 Vert(TL) -0.3112-14 12-14 >999 240 >932 180 MT20 220/195 WB 0.43 Horz(TL) 0.07 9 n/a n/a (Matrix) NOTES Weight: 259 Ib 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. BRACING Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. TOP CHORD Sheathed or 4-10-0 oc purlins, except 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 25 It 2-0-0 oc purlins (5-1-14 max.): 4-7. at 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 9=3558/0-3-8.2=2417/0-3-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz2=228(load case 9) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max UPIA9=215(load case 11), 2=-243(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-17=5823/567, 3-17=-5779/387, 3-18=-0149/393, 4-18=-0128/300, 4-19=5731/191, 5-19=5731/82, 5 -20=7446!74,6 -20= -7446/184,6 -21= -7003/90,7 -21=-7003/194,7-22=7491/308,8-22=-7513/400,8-23=8150/454, 9-23=8181/565 BOT CHORD 2-24=330/5413, 16-24=257/5413, 16-25=-257/5413, 15-25=257/5413, 15-26=129/7446, 26-27=-129!7446, 14-27=-129!7446, 13-14=41/8087, 13-28=-41/8087, 12-28=-41/8087, 11-12=-41/8087, 10-11=87/7(334, 10-29=-8717634, 9-29=291/7634 WEBS 3 -16=161/8.3-15=59/543.4-15=67/1682.5-15=-2098/130,5-14=79/952. 6-14=-806/156.6-12=18/932, 6-11=1351/123, 7-11=69/2100, 8-11=-551/83, 8-10=29/623 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 0-9-0 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 25 It N at 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 PROFESS/� q` Q- S. 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 `pER plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. —00 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 CD LLIC � 433 m Rl green lumber members. 8) Load case(s) 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 has/have been modified. Building designer must review loads toyt E Q7 verity that they are correct for the intended use of this truss. k 9) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Continued on page 2 9 _ 5 v_ ab N 1$ August 7,2006 ® WARNING - V—Yf f dest9^ pasamden and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Malek connectors. This design b based on u Suite 109 AppGCabili of design 'g N upon parameters shown, and is for on individual building component. Applicability g poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA. 95610"W is for lolerol support of individual web members only. Additional lemporory bracing to insure stability during construction is the responsibilfity of the erector. Additional Permonenl bracing of the overoll structure is the responsibility of the building designer. For general regarding egarding i•�` rlo. DSB-89 and OCSII once r Component Safety Informallon available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, wl 53719. w A �w 1. m fabrication, quality controL storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Crile Job fuss Truss I ype oty Ply ADAMSBPUSHNIK PUSHN0613 82 CAL HIP 1 822301951 I nnrfellaw Lurcher r.. Ine Chi- r otosrL7nan e,hm n;e«. 2 Job Reference o tional -- - -- - - -- o.cuu a aur i a iuuw ml l eK lnauslnes, Inc. Fn Aug U4 14:17:47 2006 Page 2 NOTES 10) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 23-6-0 to 24-6-0 for 750.0 plf. 11) Design assumes 4X2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 431 Ib down and 4 Ib up at 6-0-0, 179 Ib down and 2 Ib up at 8-0-0, and 294 Ib down and 3 Its up at 10-0-0, and 330 Ib down and 3 Ib up at 12-0-0 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 1-4=52, 4-7=52, 7-9=-52, 2-28=14, 9-28=281(F=267) Concentrated Loads (lb) Vert: 13=-330(F) 25=-431(F) 26=179(F) 27=294(F) 20) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=20, 4-7=20, 7-9=-20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert 13=170(F) 17=-87 25=-222(F) 26=-92(F) 27=151(F) 21) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=-20, 4-7=20, 7-9=20, 2-28=-14, 9-28=152(F=138) Concentrated Loads (lb) Vert 13=170(1`) 18=87 25=-222(F) 26=92(F) 27=-151(F) 22) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 14=-20, 4-7=20, 7-9=-20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert 13=170(F) 19=87 25=222(F) 26=92(F) 27=-151(F) 23) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-20, 4-7=20, 7-9=20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert 13=170(F) 20=87 25=222(F) 26=92(F) 27=151(F) 24) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=20, 4-7=20, 7-9=20, 2-28=14, 9-28=152(F=138) . Concentrated Loads (lb) Vert 13=170(F) 21=87 25=222(F) 26=-92(F) 27=151(1`) 25) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=20, 4-7=20,'7-9=20. 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert 13=-170(F) 22=87 25=222(F) 26=-92(F) 27=151(F) 26) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14=20, 4-7=20, 7-9=20, 2-28=14, 9-28=152(1`=138) Concentrated Loads (lb) Vert 13=-170(F) 23=87 25=222(F) 26=-92(F) 27=151(F) 27) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=20, 4-7=20, 7-9=20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert 2=87 13=170(F) 25=222(F) 26=92(F) 27=151(F) 28) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14=-20, 4-7=20, 7-9=20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert 13=170(F) 3=87 25=222(F) 26=92(F) 27=151(1`) 29) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=20; 4-7=20, 7-9=-20, 2-28=-14, 9-28=152(F=138) Concentrated Loads (lb) . Vert 4=87 13=170(F)25=222(F)26=92(F)27=151(F) 30) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14=20, 4-7=20, 7-9=20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert 13=170(F) 5=-87 25=222(F) 26=92(F) 27=151(F) 31) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ver 14=20, 4-7=20, 7-9=20, 2-28=-14, 9-28=152(F=138) Concentrated Loads (lb) Vert: 13=170(F) 6=87 25=222(F) 26=92(F) 27=151(F) 32) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 3 A& WARNING - 17 -Iffy deadgn pa --ten and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M37-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon porometers shown• and is for on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 956101"OW is for lateral support of individual web members only. Additional tem =� H res temporary bracing to insure building dey during construction i the re regarding of the erector. Additional permanent bating of the overall structure is the responsibility of the building de4gner. For general guidance regarding fabrication, quality control. storage. delivery, erecfion and bracing, consult ANSI/TPI7 Quality Criteria, DS1149 and BCSI1 Building Component M ■ ■eke Safety Information ovoiksble from Truss Plate Institute, 583 D•Onofrfo Drive. dJndison, wl 53719. Job I russ Truss ypety y ADAMSSPUSHNIK PUSHN0613 82 CAL HIP 1 822301951 Lonafellow Lumber Co.. Inc.. Chim. Ca_ 95928-7434 Adam nlan 2 Job Reference (optional) e.Zw s jui 15 <uw mn es inausmes, mc. rn Aug u4 14:1/:4/ Zaa6 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=20,4-7=20,7-9=20.2-28=114. 9-28=152(F=138) Concentrated Loads (Ib) Vert 7=87 13=170(F) 25=222(1`) 26=92(1`) 27=151(F) 33) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=20, 4-7=20, 7-9=-20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert: 13=170(F) 8=87 25=222(1`) 26=92(F) 27=151(F) 34) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=20, 4-7=20, 7-9=20, 2-28=14, 9-28=152(F=138) Concentrated Loads (lb) Vert: 9=-87 13=170(F) 25=222(1`) 26=-92(F) 27=-151(F) ® WARNING - Verify deMgn parameters and READ NOTES ON THIS AND INCLUDED BfITER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibifily of building designer • not truss designer. Bracing shown is for loleral support of individual web members only. Additional temporary bracing to insure slobifily during construction is the responsibilfity of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, wecfion and bracing, consult ANSI/TPII OuatBy Crilerla, DSB-89 and BCSII BuBding Component Safety Information available from Truss Plate Inslilute. 583 D'Onohio Drive. Madison. WI 53719. 4 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610%W MTek� Job russ I russ Type Qty Ply ADAMSBPUSHNIK PUSHN0613 Cl MONO CAL HIP 1 1 822301952 1 I anarenaw I rrmner r Inr chl.-n r� OSa9A)nin sa.,_ n.e., 0.06 12-13 >999 240 Job Reference (optional) a.zuu s um a zuub Mi rex Inausines, Inc. Fn Aug 04 14:17:48 2006 Pagel -2.0-0 I 5-5-9 5-10•?5 10.7.3 15.8-12 I 25-0-0 1 2-0.0 5-5-9 0-5-6 4-8-4 5.1.9 9,3,4 Scale = 1:46.7 4x6 4.50 12 3x4 = 4x12 = - 3x4 = 2x8 II axo = 13 21 22 12 11 10 •9 23 8 3x4 = - 3x8 = 3x4 = 1.5x4 II 3x6 = 3x4 = 5-5.9 10-7-3 15.6.0 1 12 25-0.0 5.5.9 5-1-9 4-10-13 - 0.2.12 - 9.34 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.81 Vert(LL) 0.06 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.13 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.02 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 110 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 4-8-8 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.18Btr G (4-8-2 max.): 3-7. WEBS 2 X 4 DF Std G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-13 2 X 4 DF No.1 G, 5-12 2 X 4 DF No.1 G JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 8=396/Mechanical, 2=959/0-3-8, 10=2148/0-5-8 -Max Horz2=83(load case 4) Max Grav8=405(load case 7), 2=959(load case 1), 10=2148(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-14=1964/0, 3-14=1877/0, 3-15=1811/0, 15-16=-1811/0, 16-17=-1811/0, 4-17=1811/0, 4-18=-1357/0, 5-18=-1357/0, 5-19=-290/4,6-19=290/4, 6-20=-109/10,7-20=-109/10,7-8=-268/1 BOT CHORD 2-13=0/1809, 13-21=0/1357, 21-22=0/1357, 12-22=0/1357, 11-12=-927/0, 10-11=92710.9-10=-927/0,9-23=0/290, 8-23=0/290 WEBS 3-13=38/221, 4-13=0/492,4-12=763/0.5-12=0/2448,5-10=-1976/0, 6-9=-433/13,6-8=-219/0.5-9=0/1304 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) 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 girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 6-0-0 end setback and tie-in span of 4-0-0 from subgirder. 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) 312 Ib down and 15 Ib up at 6-0-0 0 top chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 SOV?,o ESS/S.pN( Of C 0,4433 Mw;Qr_Mae`r�r=M August 7,2006 ® WAEMNO - Verify design parameter and READ NOTES ON TRIS AND INCLUDED M/TEE REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not loss designer. Bracing shown Citrus Heignts, CA, 95610§� is for lateral support of individual web members only. Additional temporary bracing Io insure stability during construction is the responsibillity of the ereclor. Additional permonent bracing of the overall structure is the responsibifily of the building designer. For general guidance regarding ■�■ tobricot'ion, quofity control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Mk Safely Information available from Truss Plate Institute. S83 D'Onofrio Drive. Madison. WI 53719. Job russ Truss ype ty PUSHN0613 C11 MONO CAL HIP 1 7Y, R22301952 I „� Wl—t amnarr rnr cn; c� oco��, ,. sa_ n.e,_ Job Reference o tional —, —ww ..c, rri—q—sv:rr:aoewo rage LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-52, 3-15=52, 7-17=-113, 2-8=-27(F=-13) Concentrated Loads (lb) Vert: 15=-312 Trapezoidal Loads (plf) Vert: 15=100 -to -17=113 ® WARNWO - Very fy design Pammetem and READ NOTES ON THIS AND INCLUDED MITES' REFERENCE PAGE M17-7473 BEFORE USE. 7777 Greenback Lane � * Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is far an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility or building designer- not truss designer. Bracing shown Citrus Heights, CA 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■�■ fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component M �ekm Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. Job SPACING tossType Qty. y ADAM58PUSHNIK PUSHN0613 FC2 MONO CAL HIP 1 1 822301953 Lonafellow Lumber Co_Inc. Chirp Ca 9599a-7A1A Ada—n.or. 0.07 11-12 >999 240 Job Reference o tions[ . I 3 _.�_____. ._-.,,.,, ..���..�,,,�•,�•„ .,,•.. r,� uyv �v.ir.ve evw ayar -2-0-0 5.5-9 5- tIs 11.11-2 18-4-11 25.0-0 2-0.0 . 5-5-9 0.5-6 6-0-3 - 6.5-9 6.7-5 Scale = 1:46.7 4.50 F12 04 1z 18 11 10i 9 8 3x4 = 5x6 = 3x4 = 1.5x4 II 3x4 = 5-59 1 11-11.2 1511-8 18-4-11 25.0-0 559 6-59 4-0-6 2-53 6.7.5 LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.07 11-12 >999 240 MT20 220/195 TCDL ' 10.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.0911-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 111 Ib LUMBER TOP CHORD 2 X 4 DF NO.1&Blr G BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 8=179/Mechanical, 2=588/0-3-8, 10=1021/0-5-8 Max Horz2=114(load Case 4) Max Uplif12=60(load case 3), 10=-49(load case 4) Max Grav8=194(load case 7), 2=588(load case 1), 10=1021(load case 1) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-13=967/90, 3-13=880/113, 3-4=-48/0, 3-14=872/137, 14-15=872/137, 5-15=-872/137, 5-16=-52/585, 6-16=52/585, 6-17=-97/17, 7-17=97/17, 7-8=-158/0 BOT CHORD 2-112=145/869,112-18=57/451. 11-18=57/451, 10-11=-58/453.9-10=-55/48.8-9=55/48 WEBS 3-12=-46/102, 5-12=91/441, 5-11=26/192, 6-10=729/12, 6-9=-17/180, 6-8=31/111, 5-10=1170/95 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 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 girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard . OQ?,pF ESS/pN9 S. TjNG,�F� 0 M C 0-416433 T *\ EV:.k31-97 /*, August 7,2006 ®, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED m7TER REFERENCB PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Walk connectors. This design is based on u Suite 109 g y pop parameters shown, and is an individual i of truss building component. , Citrus Heights, A, �� �y Applicability of design poramenters and paper incorporolion of component is responsibility of building designer -not truss designer. Bracing shown ghts, C 95610�my is for loterol 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 overoll structure is the responsibility of the building designer. For general guidance regarding AV" rh fabrication. quality control, storage. delivery, erection and brocing, consul[ ANSI/TPI1 Quolity Criteria, DSR -89 and 8CSI1 Building Component M iTekm Safely Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job rusSfuss Type ty y ADAMSBPUSHNIK PUSHN0613 01 CAL HIP 1 1 822301954 Lonafellow Lumber Co I— Chirp Ca 515 R.7,11A nda,,,mm, 6-8 >999 240 Job Reference optional) s um - auua mn ex Inausmes, Inc. hn Aug 04 14:17:49 2005 Page 1 1.11.9 2,4-15 9.3.4 1 15.1-1 115-617 20-0.10 i 25-0-0 I 27-0.0 r 1-11-9 0-5.6 6-10-5 5.9-13 0-5-6 - 4-6-4 4.11-6 2.0-0 Scale = 1:46.1 4.50 12 04 3x8 = 4x6 1.5x4 II 3x8 = 1.5x4 11 3x4 = 3x8 1-11-9 9-0.8 2A4 15-6-7 25-0-0 1-11.9 7-0.15 0-2-12 6.3-3 9.59 LOADING(psf) SPACING 2-0-0 CSI DEFL .in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.41 Vert(LL) - -0.14 6-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.26 6-8. >720 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 120 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2 X 4 DF Std G BOT CHORD REACTIONS (Ib/size) 12=141/Mechanical, 10=1497/0-5-8, 6=893/0-3-8 Max Horz 1 2=1 55(load case 3) Max Upliftl2=26(load case 3), 10=8(load case 4), 6=50(load case 4) Max Gravl2=173(load case 6), 10=1497(load case 1), 6=893(load case 1) Sheathed or 5-0-7 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-8. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=104/34, 2-13=92/44, 2-14=117/38, 3-14=-117/38, 3-15=810/89, 15-16=810/89, 16-17=810/89, 4-17=810/89, 4-18=-774/91, 18-19=844/59, 5-19=-917/51, 5-20=1443/54, 6-20=1542/18, 6-7=0/35, 1-12=-193/24 BOT CHORD 11-12=10/135, 10-11=-310!71, 9-10=3110/71,8-9=-3101711, 6-8=0/1374 WEBS 2-11=261/0, 3-11=0/454, 3-10=1401/0, 3-8=28/1281, 4-8=-288/0, 5-8=617/32, 1-11=-27/212 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) 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 girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. 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) 147 Ib down and 7 Ib up at 30-0-0, i and 147 Ib down and 7 Ib up at 17-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Appficability of design paromenters and proper incorporotion 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 responsibirily, of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consull ANSI/TPll Quality Criteria, DSB-89 and BCSII Bunding Component safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. OQ�pFESSIpN� S. rjN�,l F'G GO c C 04 433 r * E -07 ' T OF August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610MIff MiTek® Job cuss cuss ype Qty Ply ADAMSBPUSHNIK PUSHN0613 �-1 CAL HIP 1 1 822301954 Lonafellow Lumber Co. Ire chl� ca a5a�a.7eae nn��. Job Reference (optional) 6.200 n am 15 2w3 Mn es InUUSMes, inc. t•n Aug U4 14:17:49 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=52, 2-15=52, 4-17=104(8=52), 4-19=104(8=-52), 7-20=52, 6-12=14 Concentrated Loads (lb) Vert 15=147 20=147 Trapezoidal Loads (plf) Vert: 15=65 -to -17=104, 19=104 -to -20=65 ® WARMING • 9e14jg design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based on u g component.Suite 109 g N pan parameters shown, and u for on individual building Applicability of design paromenlers and proper incorporation of component o resCitrus Heights, CA, 95610 MMEW poo insure of building designer- not truss is designer. Bracing shown • is dor lateral support of individual web members only. Additional temporary bracing to insure stobi6ty during construction is the responsibilnty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding L■, fabrication, quality conhol storage. delivery, erection and bracing, consul) ANSI/TPII Qualify Criteria, DSB-89 and BCSII Bunding Component M, ,eke Safety Information available from Truss Plate Institute. 583 D'Onohio Drive, Madison, wl 53719. Job Truss rusS ype y - y ADAMSBPUSHNIK PUSHN0613 E1: HOWE 4 � 822301955 Lonafellow Lumber Co.. Inc.. Chico Ca. 95929.7494 Adam ni—Job SPACING 2-0-0 CSI DEFL in floc) I/deft Ud Reference (optional 7-2-12 1250 17.9-4 25-0.0 27:2: 7-2-12 5-3.4 5-3.4 - 7-2-12 2-0.0. Scale = 1:43.9 4x4 = 3 August 7,2006 ® WARNING -Verify design pasameiera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design vo6d far use only with Ivklek connectors. This design rs based on u Suite 109 g y upon parameters shown, and is for an individual building component. Citrus Heights, CA. 95610_ Applicability of design paromenters and proper incorporation of component u responsibility of building designer -not buss designer. Bracing shown is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the gn&. Braciresponsibilly of the W cloy. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control. storage, delivery, efeclion and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCSII Building Component , w "'���m Safety Information available from Truss Plate Institute. 583 D'Onoffio Drive, Madison. WI 53719. 'v 5 ,Q -. 6 3x6 = 10 9 8 7 1.5x4 II 3x4 = 3x8 = 1.5x4 II 3x6 r 7.2.12 12-6.0 17-9-4 25.0-0 7-2.12 5.3-4 5.3.4 7-2-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.08 1-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.13 1-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 7 n/a. n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 101 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.l&Btf G , , TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=534/Mechanical, 7=974/0-5-8, 5=238/0-5-8 . Max Horz 1 =26(load case 4) Max Upliftl=8(load case 3), 5=39(load case 4) Max Gravl=534(load case 1), 7=974(load case 1), 5=281 (load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=1009/12, 2-11=-942/45, 2-12=-423/22, 3-12=366/55, 3-13=366/55, 4-13=-423/35,4-14=0/304, 5-14=13/242, 5-6=0/36 BOT CHORD 1-10=0/886, 9-10=0/886, 8-9=0/886, 7-8=-225/35, 5-7=225/35 WEBS 2-10=17/248, 3-8=36/129, 4-7=-857/0, 2-8=620/32, 4-8=0/633 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) 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) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ESS�c7Nq LOAD CASE(S) Standard OQR()F C-0��Q�t�R (D m Uj C046 33 rn * EX �7. i August 7,2006 ® WARNING -Verify design pasameiera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design vo6d far use only with Ivklek connectors. This design rs based on u Suite 109 g y upon parameters shown, and is for an individual building component. Citrus Heights, CA. 95610_ Applicability of design paromenters and proper incorporation of component u responsibility of building designer -not buss designer. Bracing shown is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the gn&. Braciresponsibilly of the W cloy. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control. storage, delivery, efeclion and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCSII Building Component , w "'���m Safety Information available from Truss Plate Institute. 583 D'Onoffio Drive, Madison. WI 53719. 'v Job cuss russ Type ty Ply =Reference 822301956 PUSHN0613 rEtD HOWE 1 nal Longfellow Lumber Co., Inc., Chiw, Ca. 95926-7434, Adam Dietz 6.200 s Jul 13 2005 MTek Industries, Inc Fri Aug 04 14:17:50 2006 Page 1 7-2-12 12-6.0 17-9.4 25.0.0' 27-40 7.2-12 534 53-4 7.2-12 2-40 Scale = 1:43.9 4x4 = 1.5x4 II 3x4 = 3x8 = 1.5x4 II lg 7-2.12 12-&0 17-9.4 i25-0-0 7-2-12 534 534 7-T-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.08 1-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.15 1-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.03 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 101 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2 X 4 DF Std G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 1=534/Mechanical, 7=974/0-5-8, 5=238/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1 =61 (load case 10) Max U pl iftl =532(load case 8), 7=166(load case 11), 5=-392(load case 11) Max Grav1=1058(load case 7), 7=1145(load case 6), 5=635(load case 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=2464/1378, 2-12=2014/1037, 2-13=1126!721, 3-13=-742/458, 3-14=468/196, 4-14=844/440, 4-15=575/832, 5-15=-977/1183,5-6=0/36 BOT CHORD 1-10=1299/2210, 10-11=-1299/2210, 9-11=-1299/1942, 8-9=1031/1746, 7-8=-1123/933, 5-7=-1123/933 WEBS 2-10=-23/248, 3-8=133/162, 4-7=1030/154, 2-8=640/52, 4-8=201/855 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 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) 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) Refer to girder(s) for truss to truss Connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.O1b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ��P�OF E$$/Q��( 7) This truss has been designed for a total drag load of 2500 Ib. Connect truss to resist drag loads along bottom chord from 9-0-8 to 1 B-0 0, 9-0 8 to 18-0-0 for 139.5 plf. h�Q`' S. LOAD CASE(S) Standard QP �� m LU Of C /046433 August 7,2006 WARNING - Vertfg design param - and READ NOTES ON THIS AND INCLUDED M7TER REFERENCE PAGE MD.7473 BEFORE USE. 7777 Greenbads Lane Design valid for use only with M -Tek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown Citrus Heights, CA. 95610��� • is for lateral support of individual web members only. Additional tem H temporary bracing to insure building d stability during conshuc tion is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrical'ion, quality control. storage, delivery, erecfion and bracing. consull ANSI7TPI1 Quality Criteria, DSB-89 and BCSII Building Component , /:T��m Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Md'ary o on. WI 53719. ", Job russcuss ype Qty y ADAMSBPUSHNIK PUSHN0613 E2 HOWE 2 1 R22301957 Lonafellm Lumber Ca_ Inc_ Chirp Ca 9597a.7E3e Adam N ­Job 6-7 >999 240 Reference o tional - — ------- ...I—..------ , .....,.y -I "..I.... ­uyo . -2-0.0 7.2.12. 12-&0 17-9-4 250.0 2.0-0 7-2-12 53-4 53-4 7.2.12 Scale = 1:44.8 4x4 = 4 mac — 10 9 8 - 7 3x6 = 1.5x4 I I 3x4 = 3x8 = 1.5x4 11 Ig LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 _ Vert(LL) 0.10 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.16 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.35 Horz(TL) 0.05 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 101 Ib r LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS L 2 X 4 DF Std G REACTIONS (Ib/size) 2=931/0-5-8, 6=805/Mechanical Max Horz2=26(load case 3) Max Uplift2=35(load case 3), 6=6(load case 4) BRACING TOP CHORD Sheathed or 4-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-11=1704/0, 3-11=1637/31, 3-12=-1188/31, 4-12=-1134/50, 4-13=-1134/51, 5-13=-1189/17, 5-14=1669/40, 6-14=1735/8 BOT CHORD 2-10=0/1525, 9-10=0/1525, 8-9=0/1525, 7-8=0/1559, 6-7=0/1559 WEBS 3-10-13/232, 4-8=33/568, 5-7=17/238, 3-8=538/21, 5-8=-577/32 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 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. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard oQR�F ESS/�N� S. CID C 06433 * EAP -14t-07 s August 7,2006 ® WARNING - Ver1(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 79M Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. r Applicability of design poromenters and proper incorporation of component 0"W rpo proxy b is responsibility of building designer - not truss designer. Bracing shown is for lateral A support of individual web members only. Additional temporary bracing t h insure building des during construction idance regarding of the erector. Additional permanent bracing of the overall structure ¢the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality CrIteda, DSB-89 and BCSII Building Component !TQ�Safety Informatlon available from Truss Plate Institute• 583 D'Onofrio Drive. Mod'aon. WI 53719. , o russTruss TypeJPIY- ty in ADAMSBPUSHNIK PUSHN06f3 FZD HOWE 1 1 822301958 1 onafellew t umher Cn tae rhlr„ c� acoor��ave e�,�, r,:e,. 10 >999 240 Job Reference o tional ' -2-0-0 7-2-12 12-&0 17-9-4 25-0-0 2-0-0 7-2.12 5-3-4 534 - 7-2-12 Scale = 1:44.9 4x4 = 4 to 9 8 7 3x10 = 3x10 = 1.5x4 11 3x6 = 3x8 = 1.5x4 II 7-2-12 12-8-0 17.9-4 25-0-0 7-2-12 5-3-4 5-3.4 7-2-12 Plate Offsets (X,Y): (2:0-10.1 0-0-61 f6:0-10-1 0-0-61 LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) 1/deft" Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.12 10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.19 2-10>999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 101 Ib LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18BtrG WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 3-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-4 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 2=931/0-5-8, 6=805/Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz2=278(load case 9) Max Uplift2=798(load case 8), 6=-769(load case 11) Max Grav2=1694(load case 7), 6=1568(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-12=3783/2059, 3-12=-3115/1023, 3-13=-2089/914, 4-13=-1546/482, 4-14=1519/292, 5-14=2088/913, 5-15=3157/1503, 6-15=3825/1964 BOT CHORD 2-11=1666/2878, 10-11=-1302/2844, 9-10=-1302/2844, 8-9=1302/2844, 7-8=-1354/2924, 6-7=-1935/3173 WEBS 3-10=20/232, 4-8=36/568, 5-7=18/238, 3-8=572/55, 5-8=596/50 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) 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) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonrwncurrent with any other live loads. 7) This truss has been designed for a total drag load of 4000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 17-6-8 to 25-0-0 for 472.9 plf. LOAD CASE(S) Standard ® WARNING - Verify desrgn parvmetera and READ NOTES ON THIS AND INCLUDED MATER REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with Mlek connectors. Th's design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility or building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respcnsibillily of the erector. Additional permanent broking of the overall structure is the responsibility of the building designer. For general guidance regarding 1.bricolion, quality control, storage. delivery, erection and bracing, consult ANSI/FPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onolno Drive. Madison. WI 53719. OQRpF ESS/ONS S. TjNc(Fti CK C 04 433 * E -07 i T OF August 7,2006 7777Greenback Lane Suite log Citrus Heights, CA, 95610" MOW Job russcuss ype tyPly CSI ADAMSBPUSHNIK PUSHN0613 F7 CAL HIP 1 1 822301959 I Lonafellow Lumber Co.. Inc.. Chico. 59 Ca. 978-7414 Adam Nt BC 0.75 Vert(TL) -0.50 16-17 >669 180 Job Reference (optional) . eco > wr — 4— mr r en inousmes, mc. rn Aug uv 14:11:31 zvub rage 1 -2-0-0 5.5.9 - 5-10-05 9-8-13 14-0.0 18-3-3 22-1-1 23-§17 28-0-0 30-0-0 2-0.0 5-5.9 0-5-6 3.9-14 4-3.3 4-3-3 3.9-14 0-5-6 5.5-9 2-0.0 Scale = 1:53.6 1.5x4 II 1.5x4 II 3x4 = 3x4 = 7x6 = 3x4 = 3x8 = 2x8 I I 5-5-9 9-8-13 14-0-0 18-3.3 22-&7 28-0-0 SSA 4-3.3 4-3.3 4-3.3 4-3.3 5-5-9 Nlate offsets (X,Y): [11:0-1-8,0-1-8] [12:0-3-5 Edge] f17:0-3-0 0-4-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) 0.28 17 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.50 16-17 >669 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.09 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 157 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD BOT CHORD 2 X 6 DF SSG ' WEBS 2 X 4 DF Std G BOTCHORD JOINTS REACTIONS (Ib/size) 12=2323/0-3-8,2=1204/0-3-8 Max Horz2=61(load case 3) Max Uplift12=67(load case 4), 2=-57(load case 3) Sheathed or 2-8-2 oc purlins, except 2-0-0 oc purlins (3-0-9 max.): 3-10. Except 1 Row at midpt 3-6 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 6 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-20=2787/53, 3-20=-2738/85, 3-21=65/12, 21-22=46/15, 22-23=-34/28, 23-24=-31/39, 5-24=27/47, 5-7=44/0, 3-25=-2538/135, 25-26=2538/135, 4-26=2538/135, 4-27=3840/253, 6-27=3840/253, 6-28=3840/253, 8-28=-3840/253, 8-29=-4482/162, 9-29=-4482/162, 9-30=-3959/102, 30-31=3959/102, 10-31=-3959/102, 10-32=-4206/108, 11-32=4227/95, 11-33=5229/81, 112-33=5273163,12-13=0/39 BOT CHORD 2-19=81/2588, 18-19=195/3840, 18-34=179/4549, 34-35=-179/4549, 17-35=-179/4549, 16-17=179/4549, 15-16=103/4482,14-15=31/4898,12-i4=31/4898 WEBS 3-19=-57/652,4-19=-1424/129.4-18=23/417. 8-18=916/0, B-17=27/169,8-16=169/152,9-16=57/125. 9-15=572/66, 10-15=36/951, 5-6=-220140.11-14=0/988,11-15=-1018/0 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 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 It 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) This truss has been designed for a moving concentrated load of 12.O1b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 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 loads) 71 Ib down and 1 Ib up at 22-0-0 on top chord, and 1367 Ib down and 11 Ib up at 25-0-0 on bottom 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). CM lD"CASE(figStindard ® WARNWO . Verify deMgn parame[em and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE - Design valid for use only with mitek connectors. This design is based only upon parameters shown, and is lar on individual building component. Applicability of design poromenlers and proper incorporation of component is responsibil ly of building designer - not truss designer. Bracing shown is tor 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 overoll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Informallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. �OQ?,oF ESS/pNgl S. m Of C 00433 T August 7,2006 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 95610 100` �A MiTeks Job fuss Truss Type Qty Ply ADAMSBPUSHNIK PUSHN0613 F7 CAL HIP 1 1 822301959 i.,r,ar„nawl.mnercn i— rra.-,. r, osooa,.,. �a-_r,...._ Job Reference (optional) o.— s jw w zwa mn eK mausmes, inc. rn Aug U9 14:11:02 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=52, 3-7=52, 6-28=20, 10-28=52, 10-13=-52, 2-12=14 Concentrated Loads (lb) Vert: 14=1367(F) 31=71(F) ® WARNING - Vertfy deafgn Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU.7473 BEFORE USE. 7777 Greenback Lane �m Design valid for use only with Malek connectors. This design is based on u Suite 109 9 y pan parameters shown, and u far an individual Is component. Citrus Hei Applicability of design paromenters and proper incorporation of component is responsbifiy of building designer - not buss designer. Bracing shown 9hts, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional perrnonenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1.bricotion. quality control storage, delivery. erection and bracing, consult ANSI/1711 quality Criteria. DSB-89 and BCSII Building Component Tek Safety Information available from Truss Plate Institute, 583 D-Onohio Drive, Madison, WI 53719. Job russ�Iruss type ty y ADAMSBPUSHNIK PUSHN0613 F2 CAL HIP 1 1 822301960 Lonafellow Lumber Co.. Inc._ Chicn Ca. 95471L7AU Adore Alm, 0.24 12-14 >999 240 Job Reference o tional jui iS Auua Mi I ea inausmes, Inc. rn Aug 04 14:11:53 2006 Page 1 -2-0-0 7-5-9 7- 15 14-0-0 20-1-1 2 7 28-0-0 30.0-0 2-0-0 7-5-9 0-5-6 6.1-1 6.1-1 0-5-6 7-S9 2-0-0 Scale = 1:53.6 1.5x4 II 18 3x10 = 3x4= 5x8 WB = 1.5x4 II 3x4 = 7-5.9 14.0-0 20-6-7 28.0-0 7.59 6-6.7 6-6.7 7-5-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 Vert(LL) 0.24 12-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.46 12 >722 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.13 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 121 lb LUMBER BRACING - TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 3-2-11 oc puffins. except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins (3-0-1 max.): 3-8. Except: WEBS 2 X 4 DF Std G 1 Row at midpt 3-5 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS (Ib/size) 2=1514/0-3-8,9=1474/0-3-8 Max Horz2=68(load case 3) Max Uplift2=-48(load case 3), 9=-60(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-15=3530/35, 3-15=3410/81, 3-16=113/0, 16-17=-64/0, 4-17=31/60, 4-18=-55/0, 6-18=42/0, 3-19=3236/142, 19-20=3236/142, 5-20=3236/142, 5-21=3236/142, 21-22=3236/142, 7-22=-3236/142, 7-23=3101/97, 23-24=-3101/97," 24-25=3101/97, 8-25=3101/97, 8-26=3327/106, 9-26=-3394/60, 9-10=0/35 BOT CHORD 2-14=-73/3262, 13-14=105/4157, 13-27=-105/4157, 27-28=-105/4157, 12-28=105/4157, 11-12=-105/4157, 9-11=28/3130 WEBS 3-14=35/536, 7-14=-1121/41, 7-12=-30/201, 7-11=1145/85, 8-11=45/557, 4-5=-301/33 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) 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) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 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 Its down and 3 Ib up at 20-0-0, and 147 Ib down and 3 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 �O??,o ESS/S. pNgl CO LU C 046433 rn *\ E��1-O7 /* August 7,2006 ® WARNING - Vert fy dealgn Pa rrte- and READ NOTES ON THIS AND WCLUDED AfITEH REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610mmew is for lalwal support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the =� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --- fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component ormM Tek® Safety Information available from Truss Plate Institute. 583 D'Onolrio Drive. Madison. WI 53719. Job Truss Russ ype yPly, PUSHN0613 F2 CAL HIP 1 [ADAMSIPUSIIIIIK 822301960 Lonafellow Lumber Co. Inc. Chirp r asa9x_7ase AA,m neon Job Reference (optional) LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=-52, 3-16=52, 6-18=104(8=52), 21-22=-72(B=-52), 22-23=104(13=52), 8-25=-52, 8-10=52, 2-9=-14 Concentrated Loads (lb) Vert 16=147 25=-147 Trapezoidal Loads (plf) Vert: 16= -65 -to -18=-104, 19= -13 -to -5=-47, 5= -67 -to -21=-72, 23= -104 -to -25=-65 S r P 1 1 I ® WARNDOG • 170fY dessgn Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Mlek 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 is for lateral support of individual web members only. Additional lemporory bracing to insure stability during construction is the responsibilfily of the ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building. Component Safely Information available from Truss Piste Institute. 583 D'Onotrio Drive. Madison. WI 53719. . 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610�vff �A MRek® Job Truss Truss Type Oty Ply ADAMS&PUSHNIK PUSHN0613 F2A CAL HIP 1 1 822301961 ,.,..,.re,,,.,.,, ,...ne. r-.. ,..,. �,...., �_ o�e,•,.,...__,,._� TC 0.59 Vert(LL) -0.20 18 >999 240 Job Reference (optional) b.2uu s Jul 13 2005 MITek Industries, Inc. Fn Aug 04 14:17:54 2006 Page 1 1 -2-0-0 , 7-5-9 7.1015 14.0.0 1 20-1-1 20-6[7 26-0-0 30-0-0' t 2.0-0 7-5-9 0.5-6 6-1.1 6.1-1 0-5-6 7-5.9 2-0-0 Scale = 1:55.6 1.5x4 II 1.5x4 II 4x6 - 4x6 o,, 6 1n w ,mo a� ro 3x4 = 4x6 = 1.5x4 11 1/ 16 3x8 = 1.5x4 II 5x14 = 7-5-9 14-0-0 20-6-7 28-0.0 7.5.9 6-6-7 6-6-7 7-5.9 Plate Offsets (X,Y): [2:0-1-1,0-0-2],[13:0-2-4,0-1-81,[14:0-5-4,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.20 18 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0,38 18-20 >881 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.13 14 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 148 Ib LUMBER BRACING TOP CHORD 2 X 4 DF NoA&Btr G TOP CHORD Sheathed or 2-10-14 oc puffins, except BOT CHORD 2 X 4 DF No.1 &Btr G 2-0-0 oc'pudins (4-3-9 max.): 3-12, 5-10. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 7, 4, 11 REACTIONS (Ib/size) 2=1695/0-3-8,14=1687/0-3-8 Max Horz2=28(load case 3) Max Uplift2=54(load Case 3), 14=-58(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-21=-4006/49, 3-21=-3939/95, 3-22=2328/14, 22-23=2269/28, 5-23=2178/53, 5-24=72/0, 6-24=-58/0, 3-25=-1603/81, 25-26=1603/81, 4-26=1603/81, 4-27=-1644/82, 27-28=-1644/82, 28-29=-1644/82, 7-29=1644/82, 7-30=-1574/65, 9-30=-1574/65, 9-31=1574/65, 11-31=-1574/65, 11-32=-1536/65, 32-33=1536/65, 12-33=1536/65, 10-34=2169!78, 34-35=2260/41, 12-35=2267/36, 12-36=3820/100, 13-36=-3846/89, 13-37=-3761(73, 14-37=3805/53, 14-15=0/35, 5-40=2051!76, 40-41=-2051/76, 41-42=-2051/76, 42-43=-2051/76, 43-44=2051/76, 8-44=2051/76, 8-45=-2051/76, 10-45=2051/76 BOT CHORD 2-20=45/3700, 20-38=-48/3639, 19-38=-48/3639, 19-39=48/3639, 18-39=-48/3639,17-18=48/3639. 16-17=-21/3492, 14-16=-21/3492 WEBS 3-20=23/253, 7-20=169/214, 7-18=-28/217, 7-17=185/107, 12-17=21/222, 4-5=71268, 10-11=-4/289, 8-9=-16/139, 13-16=12/70,13-17=-6/219 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, pF ESS/ on an occupancy category I, condition I enclosed building, of Q� 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 exist. they are to The lumber S. porches exposed wind. DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. _A�R C�, \�`` CF.� 4) This truss has been designed for a 10.0 bottom live load CO QPM Z psf chord nonconcurrent with any other live loads.m 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This W C �4 33 r" truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel Cr points along the Top Chord, nonconcurrent with any other live loads. 7) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. EX - 1-07 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 3 Ib up at 20-0-0, S1 \ and 147 Ib down and 3 Ib up at 8-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 OF r 1F August 7,2006 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid lor use only with MTek connectors. This desgn is based only upon parameters shown, and is far on individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component a respomibilly of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610��� • is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erecta. Additional permanenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,�,ek fobricolion, quality control. storage. delivery, erection and bracing, consult ANSI PIT Quality criteria. DSB-89 and BCS11 Bunding Component M. ,® M Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. adison. WI 53719. O Truss cuss ype=Job ADAMSBPUSHNIK PUSHN0613 F2A CAL HIP rR223019 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928 -7434 -Adam Ding Reference o tional Y. NOTES' NOTES' 10) In the LOAD CASES) 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 (plf) Vert: 1-3=-52, 3-22=-52, 6-24=104(B=-52), 27-31=-52(B), 12-35=-52, 12-15=-52, 2-14=14, 40-41=-72(B=-52), 41-45=-104(B=52) Concentrated Loads (lb) Vert: 22=-147 33=147 Trapezoidal Loads (plf) Vert 22= -65 -to -5=100, 5=10044-24=104, 25=13 -to -27=52, 31=52 -to -33=-13, 10=100 -to -35=-65, 5= -120(8= -52) -to -40=124(B=52), 45=-156 (B-52}to-10=-152(13=52) 4 MSEM t r - s i t ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is loosed only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibi4ty, of building designer - not truss designer. Brocing shown _ Citrus Heights, CA, 95610 is lar lateral support of individual web members onty. Additional temporary brocing to insure stability during construction is the responsibillity of the • M erector. Additional permanent brocing 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/7P11 Quality Critedo, DSB-89 and BCSII Building Component R w �}��m Safety Inlormatlon available from Truss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. - M Job cuss cuss Type Qty Ply ADAMSBPUSHNIK PUSHN0613 F3 HOWE 1 1 822301962 Lonafellow Lumber Co.. lne_Chiro Ca 95aTst7esd AI.—N..Job 1-10 '>999 240 Reference (optional) 6.200 s Jul 13 2005 MTek Industries, Inc. Fri Aug 04 14:17:54 2006 Page 1 7-45 140-0 20-7-11 25.0-0 7-45 6-7.11 6.7-11 445 Scale = 1:42.1 4x4 = 1.5x4 II 3x4 = 3x8 = 3x4 = 1.5x4 11 7-4-5 140-0 20-7•11 zs•ao 7.45 6.7-11 6-7-11 445 N LOADING (psf]) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.09 1-10 '>999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.15 1-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 109 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=812/0-5-8,1=812/0-6-4 Max Horz 1 =36(load case 4) Max Uplift6=5(load case 4), 1=5(load case 3) BRACING TOP CHORD Sheathed or 4-9-5 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=1748/5, 2-11=-1681/40, 2-12=-1107/15, 3-12=-998/57, 3-13=-1042/57, 4-13=1103/30, 4-14=-1107/33, 5-14=-1176/8, 5-6=778/1 BOT CHORD 1-10=19/1571, 9-10=19/1571, 8-9=19/1571, 7-8=14/1072'6-7=-9/84 WEBS 2-10=-18/252,3-8=38/465, 4-7=218/0.2-8=668/33.4-8=193/41. 5-7=5/1031 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 25 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. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNDJG -Verify design panamete and READ NOTES ON THIS AND INCLUDED OATEN REFERENCE PAGE MU -7473 BEFORE USE. Deign valid for use only with Mlek 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 is for lateral support of indMduol web members only. Additional temporory bracing to insure slobifity 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, defivery, erection and bracing, consult ANSI/TPII Quality Crfferlo. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. �oQ?,pf ESS/pN�( S. T jNC Fy GO c rn CK C 09433 August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610��� M7eke Job russ Truss Type Qty Ply ADAMSRPUSHNIK PUSHN0613 F4 FINK 1 1 822301963 1 nnnfnllrwl umAm Cn Ing r6i,-,. r� ocma_leie nor.,.., n:...- 9-11 >999 240 Job Reference (optional) - --- -- s am a zuuo mr1 elt Inaustnes, Inc. hn Aug 04 14:17:55 2005 Pagel 5.5.13 12-1-8 18-9.3 23.1.8 25.1.8 5.5.13 67-11 6.7-11 4-4-5 2-0-0 " Scale = 1:41.1 4x6 = ra to 3x4 = 3x4 = 3x4 = 7.66 16-6.10 23.1.8 7-66 610.4 6614 Plate 3x4 = LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.12 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.22 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 110 Ib LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G SLIDER Left 2 X 8 DF SS -G 2-4-10 REACTIONS (Ib/size) 1=753/0-3-8,8=875/0-3-8 Max Horz 1 =25(load case 5) Max Upliftl=7(load case 3), 8=33(load case 4) BRACING TOP CHORD Sheathed or 5-1-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1323/1, 2-12=1267/13, 3-12=-1256/36, 3-13=1141/37, 4-13=-1092/80, 4-14=-945!14, 5-14=-1056/47, 5-15=69/46, 6-15=102/20, 6-7=0/39, 6-8=-221/32 BOT CHORD 1-11=0/1135, 10-11=0/846.9-10=0/846, 8-9=0/934 WEBS 3-11=-199/10,4-11=38/372,4-9=30/252,5-9=-58/110,5-8=110610 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. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,& WARNING -Verify deetgn parameters and READ NOTES ON THIS AND INCLUDED K7TEK REFERENCE PAGE MH.7473 BEFORE USE. Design valid for use only vrilh rvulek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overofl structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 quality CrIferia, DSR -89 and BCSII Building Component Safety Informoon available from Truss Plate Institute. S83 D'Onofrio Drive. Madison, wl 53719. oQROF ESS/ON9 S. G) CO (D F� m o C 046A33rn * EXP 07 PFOF 1F August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights. CA, 95610�zw Iff"a M 7eks Job fuss fuss type ty y ADAMSBPUSHNIK PUSHN0613 F5 FINK 8 1 822301964 " Lonafellow Lumber Co_ Inc_ Chirp ca 959711-7,11d nn=m nieti 8-9 >999 240 Job Reference -(Optional) 4.2-8 10-0.0 15.9-8 21.0.0 23-0-0 4.2-8 5-9-8 5.9.8 5-2-8 - 2.0.0 04 = 3 . — r- 11 10 3x4 = " 1.5x4 II ` 4-2-8 10.0.0 15-9-8 21.0.0 4-2.8 5-9-8 5_941 5-2-8 Scale = 1:42.7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.06 8-9 >999 240 , MT20 220/195 TCOL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.10 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.43, Horz(TL) 0.04 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 102 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 5=801/0-3-8.11=678/0-3-8 BRACING TOP CHORD Sheathed or 5-7-2 cc purlins; except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz11=-47(load case 3) Max Uplift5=32(load case 4), 11=7(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=1204/0, 2-12=1139/14, 2-13=974/23, 3-13=920/44, 3-14=877/43, 4-14=-975/20, 4-15=1362/0, 5-15=-1411/0, 5-6=0/30, 1-11=648/0 BOT CHORD 10-11=0/29, 8-9=0/1112, 7-8=0/1257, 5-7=0/1257 WEBS 9-10=-4/52, 2-9=-81/31, 9-11=0/45, 1-9=0/1051, 3-8=-27/404, 2-8=-318/15, 4-7=9/179, 4-8=-448/18 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) 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) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard , 1 �OQ?,GF ESS/pN�( CID S. TjyG'�F�c1 LU C 046433 T t *� EX/7 %* Na, August 7,2006 ® WARNING - Verdfg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE- 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is lar on individual building component. Suite 109 • Applicability of design poramenters and proper incorporation of component is res Citrus Heights, CA, 95610�wff po responsibility or building designer - not truss designer. Bracing shown �f is lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilfity of the erector. Additional permanent bracing of the overall struclure is the responsibiriy of the building designer. For general guidance regarding 1.bricalion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Duality CrBerta, DSII -89 and BCSII Building Component r - r M Tek® Safety Informallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. �OQ?,GF ESS/pN�( CID S. TjyG'�F�c1 LU C 046433 T t *� EX/7 %* Na, August 7,2006 ® WARNING - Verdfg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE- 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is lar on individual building component. Suite 109 • Applicability of design poramenters and proper incorporation of component is res Citrus Heights, CA, 95610�wff po responsibility or building designer - not truss designer. Bracing shown �f is lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilfity of the erector. Additional permanent bracing of the overall struclure is the responsibiriy of the building designer. For general guidance regarding 1.bricalion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Duality CrBerta, DSII -89 and BCSII Building Component r - r M Tek® Safety Informallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job russruss Type oty Ply ADAMS8PUSHNIK PUSHND613 F6 FINK 2 1 822301965 Job Reference (optional) o.zuu s Jul 1 j 4uub Mn ex Inaustnes, Inc. Fn Aug 04 14:17:56 2006 Page 1 3-4.5 10.0.0 16-7-11 21-0.0 3-4-5 6-7-11 6.7-11 4-4-5 4XIS = Scale = 1:37.9 3x4 = 3x4 = 3x4 = 3x4 = 3x6 = H 5-6.14 14-5-2 z1•o-a 5-6-14 8-10.4 6.614 Plate Offsets(X,Y): [10:0-1-12.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.10 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.19 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 101 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 4-10-3 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-7-0 oc bracing. WEBS 2 X 4 DF Std G QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 6=683/Mechanical, 10=683/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz10=437(load case 8) Max Uplif6=787(load case 11), 10=-734(load case 8) Max Grav6=1463(load case 6), 10=1410(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=174/202, 2-12=456/468, 2-13=1542!711, 3-13=1073/413, 3-14=1207/377, 4-14=1783/866, 4-15=-612/600, 5-15=-242/86, 1-10=11112/25,5-6=1160144 BOT CHORD 10.11=1210/2838, 9-11=-2145/2838,8-9=-1 592/2301. 7-8=-1592/2301, 6-7=-1172/2023 WEBS 2-9=-411/546, 3-9=-449/562, 3-7=382/601, 4-7=-445/395, 2-10=-1967/1070, 4-6=-2258/1322. 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) 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) Refer to girders) for truss to truss connections. ()F ESS/ 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel QR �N points along the Top Chord, nonconcurrent with any other live loads. ��CL�`n�R 7) This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, \`r` 0-0-0 to 1-0-0 for 1500.0 plf. C LU LOAD CASE(S) Standard * E O A M 4 -Ar August 7,2006 WARNING - Verify deafgn p --cera and READ NOTES ON THIS AND WCLUDED MITEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is lar an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610MANI • efor lo. A support_--_ of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent Wocing of the overall structure is the responsibility of the building designer. For general guidance regarding ■�, fabrication, quality control, storage. deWery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component M, ,ek® Safety Informallon available from Truss Plate Institute, SM D'Onotrio Drive, Modison, WI 53719. Job russ Truss Type Qty Ply ADAMSBPUSHNIK PUSHN0613 F7 FINK 2 1 822301966 nnn(wllrnu 1 umAnr Cn 1—CAi�n !`a 0509!♦-]A4A nw..... n:.,ti 8-10 >999 240 Job Reference (optional) _ --- _ -- s dui t u ZUu7 Mn ex Inaustnes, Inc. Fn Aug 04 14:17:55 2006 Pagel -2-0-0 7-4-5 14-0.0 20.7-11 25-0.0 2-0-0 7-4-5 6.7-11 6.7-11 4-4-5 Scale c 1:45.1 4x6 = 2x8 i 10 9 3x4 = 3x4 = 3x4 = 40.0 9-6.14 18-5-2 25-0-0 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.10 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.20 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 114 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 7=641/Mechanical, 11=1104/0-3-8 Max Horz 11=56(load case 4) Max Uplift7=2(load case 4), 11=38(load case 3) 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, Except: 6-0-0 oc bracing: 2-11. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-12=102/774, 3-12=76/842, 3-13=680/25, 4-13=-579/49, 4-14=801/63, 5-14=-862/39, 5-15=86/43, 6-15=124/17, 6-7=140/5 BOT CHORD 2-11=724/120, 10-11=0/468, 9-10=0/606, 8-9=0/606, 7-8=6/804 WEBS 3-10=-14/225, 4-10=43/117,4-8=-34/309, 5-8=-116/57, 3-11=1550/51, 5-7=-873/0 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) 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) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard A WARNING -Verify design params[ers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Iv iTek 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 • is for loleral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and broking, consult ANSI/11`11 Quality Criteria, DSS -89 and BCSII Building Component Safety Inlormallon available hom Truss Plate Institute. 583 D'Onohio Drive. Madison, wl 53719. OQRpF ESS/ONS CIO LU C 046433 1` * E -W TFOF 1F August 7,2006 77�77MRekw Su C'N0��� Job russ Truss ype Qty Ply ADAMSBPUSHNIK PUSHN0613 F6 FINK 2 p 822301967 Lonatellow Lumber Co the Cnirr r.,. 95a91L7d3d dAam n;es. Job Reference (Optional) —,-,,—„wv,,,, .'. rn nay— —.lar tuuo rage s -2-0-0 7-4-5 14-0-0 20-7-11 25-0.0 2-0-0 7-4-5 6-7-11 6-7-11 4-4.5 Scale = 1:45.1 06 = 4 . axo — 10 9 8 7 3x4 = 3x4 = 3x4 = 3x4 = N LUMBER BRACING TOP CHORD 2 X 4 DF No.l &Btr G TOP CHORD Sheathed or 4-10-14 oc putting, except end verticals. BOT CHORD 2 X 4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied'or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=934/0-5-8, 7=807/Mechanical Max Horz2=58(load case 4) Max UpIW=31(load case 3), 7=4(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-11=1690/0, 3-11=1623/24, 3-12=-1444/45, 4-12=-1333!71, 4-13=-1110/71, 5-13=1171/43, 5-14=107/44, 6-14=-136/18, 6-7=146/6 BOT CHORD 2-10=4/1516,9-10=0/953.8-9=0/953,7-8=911048 WEBS 3-10=-363/3,4-10=31/585.4-8=-32/230,5-8=-75/108,5-7=-1145/0 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 25 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. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Verrjy design parameters and READ NOTES ON THIS AND INCLUDED M7TEX REFERENCE PAGE MU -7473 BEFORE USE. Deign valid for use only with Mrlek connectors. This design is based only upon poromefers shown, and is for on individual building component. Applicability of design poramenlers and proper incorporation of component is re,sponsibi5ly of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional lemporary bracing to insure stability during construction is the responsibi16ty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCS11 Building Component Safely Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI 53719. Oq?,0 ESS/pyo S. LU C 046433 T *\ EXPM X07 /+ August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 100` MOW 9-6-14 9-6-14 18-52 8-10.4 250.0 6.6.14 Plate Offsets (X,Y): p:0-1-120-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.14 2-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.27 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 108 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.l &Btr G TOP CHORD Sheathed or 4-10-14 oc putting, except end verticals. BOT CHORD 2 X 4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied'or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=934/0-5-8, 7=807/Mechanical Max Horz2=58(load case 4) Max UpIW=31(load case 3), 7=4(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-11=1690/0, 3-11=1623/24, 3-12=-1444/45, 4-12=-1333!71, 4-13=-1110/71, 5-13=1171/43, 5-14=107/44, 6-14=-136/18, 6-7=146/6 BOT CHORD 2-10=4/1516,9-10=0/953.8-9=0/953,7-8=911048 WEBS 3-10=-363/3,4-10=31/585.4-8=-32/230,5-8=-75/108,5-7=-1145/0 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 25 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. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Verrjy design parameters and READ NOTES ON THIS AND INCLUDED M7TEX REFERENCE PAGE MU -7473 BEFORE USE. Deign valid for use only with Mrlek connectors. This design is based only upon poromefers shown, and is for on individual building component. Applicability of design poramenlers and proper incorporation of component is re,sponsibi5ly of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional lemporary bracing to insure stability during construction is the responsibi16ty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCS11 Building Component Safely Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI 53719. Oq?,0 ESS/pyo S. LU C 046433 T *\ EXPM X07 /+ August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 100` MOW 0 1 fuss I fuss ype ty y=.ptional) SPACING 2-0-0 PUSHN0613 F9 CAL HIP 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.19 BC 0.26 Vert(LL) 0.07 12-13 >999 240 MT20 220/195 BCLL 0.0 '7.0 I WB 0.40 Vert(TL) -0.1212-13 >999 180 Horz(TL) 0.04 8 n/a n/a Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Dietz Code UBC97/ANSI95 (Matrix) s aw 1 s tuuo mu ex mdustnes, Inc. Fo Aug 04 14:17:58 2006 Page 1 -2-0-0 511-5 11.5-9 11,1L),15 16.1.0 1 22-0-10 25.0-0 2-0-0 5-11-5 5-6-4 0-5.6 4.2-1 0.5,6 56.4 2.11-6 4x8 = 4x4 Scale = 1:47.1 3x6 = 13 12 11 10 a a 1.5x4 II 3x4 = 3x8 = 3x4 = 3x4 = 1.5x4 II 5-11-5 11-59 16.6-6 22-0-10 250-0 5-11-5 56.4 50.13 56-4 2.11-6 Plate Offsets (X,Y): [4:0-3-0,0-0-8] LOADING(psf) TCLL SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP 16.0 TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.19 BC 0.26 Vert(LL) 0.07 12-13 >999 240 MT20 220/195 BCLL 0.0 '7.0 Rep Stress Incr YES WB 0.40 Vert(TL) -0.1212-13 >999 180 Horz(TL) 0.04 8 n/a n/a BCDL Code UBC97/ANSI95 (Matrix) Weight: 119 Ib LUMBER BRACING TOP CHORD '2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 4-10-10 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2 X 4 DF No.1&Btr G purlins (6-0-0 max.): 4-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=932/0-3-8, 8=811/Mechanical Max Horz2=57(load case 4) Max Uplift2=33(load case 3), 8=6(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-14=-1799/0,3-14=1744/20, 3-15=-1331/27, 4-15=1282/41, 4-16=1096/41, 5-16=-1096/41, 5-17=1163/44, 6-17=-1211/25.6-18=972/25,7-18=101817,7-8=-785/4 BOT CHORD 2-13=8/1626.12-13=8/1626,11-12=0/1202, 10-11=0/1202, 9-10=-16/938, 8-9=-8/49 WEBS 3-13=10/202, 3-12=-454/17.4-12=20/321.4-10=-232/5, 5-10=-22/206, 6-10=0/241,6-9=-339/0,7-9=-8/978 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) 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 girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.Olb dead located at all mid panels and at all panel points along the Top Chord, non rent with any other live loads. 8) Design assumes 4x2 (flat orientationtion)) purlins at oc spacing indicated, fastened �OQ9,OFESS/pNq( �P���R S to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Q � m � rn CK C 0 433 * E 7 August 7,2006 ® WARNDIG - Yer'jly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane —® Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610100` is for loteral support of individual web members only. Additional lemporory bracing to insure stability during comlruction is the responsibility of the erector. Additional permonenl 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 ANS1/TPI1 Quality Crtieda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison. WI 53719. Jobcuss 9-5-9 6-6.7 6-6.7 2-5-9 Muss ype ty y ADAM58PUSHNIK PUSHN0613 G7 CAL HIP 1 1 - 822301969 Longfellow Lumbar Co.. Inc_ Chico. Ce. 95928-7a3a AAam nlm, TCDL 10.0 Lumber Increase 1.25 BC 0.46 Job Reference (optional) '- -2-0-0 4-11.6 9-5-9 9- O - ?5 16-0-0 22•1-1 z 7 25.0-0 2-0-0 + 4-11-6 4-6-4 0-5-6 6.1.1 • 6.1-1 0-5.6 2-5-9 - Scale = 1:47.1 t 44 3x8= 4x4 3xb % 12 11 10 9 8 3x8 = 3x4 = 1.5x4 11 3x8 = 1.5x4 11 9-5-9 16.0.0 22.6.7. 25-0-0 9-5-9 6-6.7 6-6.7 2-5-9 Plate Offsets (X,Y): [2:0-3-6,0-1-8] [4:0-2-0.0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.15 2-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.28 2-12 >999 180 BCLL 0.0 Rep Stress lncr YES WB' 0.89 Horz(TL) 0.04 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 119 Ib LUMBER BRACING + TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-11-3 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF N0.1&Btr G (5-6-1 max.): 4-6. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 8-9. REACTIONS (Ib/size) 2=932/0-3-8, 8=811/Mechanical Max Horz2=105(load case 4) Max Uplif12=32(load case 3), 8=6(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/35.2-13=1790/0. 3-13=1746/8, 3-14=1534/21, 4-14=-1460/33.4-15=-1409/34,5-15=1409/34, 5-16=547/31, 6-16=547/31, 6-17=-536/35, 7-17=568/22, 7-8=-809/5 BOT CHORD 2-12=38/1626,111-12=30/1381. 10-11=30/1381, 9-10=-30/1381, 8-9=18/24 WEBS 3-12=-225/4.4-112=18/3011, 5-12=-96/96, 5-10=16/203,5-9=95V7, 6-9=1118/32,7-9=9/832 , 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 1 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 girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel flE ESS/ points along the Top Chord, nonconcurrent with any other live loads. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard LliQ C 0 433 * E -07 August 7,2006 ® WARNING - Verify deasgn parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane Design volid low use only wilh Welt connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"NW is for lateral support of individual web members ohly. Additional temporary bracing to insure stability during construction is the responsbil6ly 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/11`I1 Quality Criteria, DSB-89 and BCSII Building Component Safety , �Km Safety Information available from Trvss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. 'Y" Job nus fuss ypety y ADAMSBPUSHNIK MONO CAL HIP 1 PUSHN0613 Kt R22301970 1 Job Reference (option Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434, Adam Died 6.200 s Jul 13 2005 MiTek Industries, Inc Fri Aug 04 14:17:59 2006 Page 1 -2-0-0 5.5-9 s a1s 11-11-2 18-4-11 25.0-0 2.0-0 5.59 456 6-0-3 6.59 6-7.5 Scale = 1:46.7 4.50 F12 4x4 . oxo— 11 17 10 Q e 3x4 = 5x6 = 3x6 = 559 11-11.2 18-4-11 25-40 559 55.9 559 57-5 Plate Offsets (X,Y): [10:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 TCDL Plates Increase 1.25 TC 0.82 Vert(LL) 0.20 10-11 >999 240 MT20 220/195 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.32 9-10 >913 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.07 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 110 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.l &Btr G TOP CHORD Sheathed or 4-7-4 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No. 1&Btr G (3-11-5 max.): 3-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-8 JOINTS 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 8=823/Mechanical, 2=965/0-3-8 Max Horz 2=1 14(load case 4) Max Uplift8=23(load case 4), 2=76(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35,2-12=-2072/136.3-12=1985/162, 3-4=-48/0, 3-13=-1885/182, 13-14=1885/182, 5-14=-1885/182, 5-15=2674/157 , 6-15=2674/157, 6-16=135/19,7-16=-135/19,7-8=-170/0 BOT CHORD 2-11=196/1908, 11-17=164/2677, 10-17=-164/2677, 9-10=-84/2075, 8-9=-84/2075 WEBS 3-11-40/408, 5-11=945/0, 5-10=92/63, 6-10=-84!627, 6-9=14/213, 6-8=2028/71 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) Refer to girder(s) for truss to truss connections. ES$J�N� 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. OQ��F ��1`n�R S. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. CO LOAD CASE(S) Standard rn � C 046 * EXR - * August 7,2006 ® WARNING - V—VY design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design vorid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610l"9W is Id lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permonent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding . � fabrication, quality control, storage, delivery. erection and bracing. consul[ ANSI/TPII Quality Crfterio, DSB-89 and BCSII Building Component M..ek� Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W153719. Job loss cuss ype ty y ADAMSBPUSHNIK PUSHN0613 K2 MONOCALHIP 1 1 822301971 Lonafellow, Lumber Co.. Inc.. Chico. Ca. ssg�eaaae AAam risen -0.30 10-12 >975 240 Job Reference o tional nam a emu mn eK mausmes, mc. rn Aug u4 14:17:59200b Page 1 -2-&0 5-5-9 5 -?O- 5 10.3.12 15-1-15 20-0-1 25-0-0 2-0-0 5.5-9 0-5.6 4-4-13 4-10.3 4.10.3 4.11.15 Scale = 1:46.7 4x8 4.50 FIT 3x4 = 3x4 = 4x12 = 34 II oxtt - 13 21 122 11 10 9 23 B 3x4 = 4x12 MT20H= 3x4 = 3x6 = 1.5x4 II 5.5-9 10-3-12 15.1-15 20-0.1 25-0-0 5.5.9 4-10-3 4-10-3 4-10.3 4-11.15 4x8 = A N LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.30 10-12 >975 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.62 10-12 >480 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.14 8 n/a n/a BCDL 7.0 Code UBC97/ANS]95 (Matrix) Weight 110 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.18Btr G TOP CHORD BOT CHORD 2 X 4 OF No.18Btr G WEBS 2 X 4 OF Std G *Except* BOT CHORD 7-8 2 X 4 DF No.1 G WEBS JOINTS REACTIONS (Ib/size) 8=1751/Mechanical, 2=1752/0-3-8 Max Horz2=83(load case 4) Sheathed or 3-1-4 oc purlins, except end verticals, and 2-0-0 oc purlins (2-6-9 max.): 3-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-8 1 Brace at Jt(s): 7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/35, 2-14=-4269/0, 3-14=-4182/0, 3-15=3918/0, 15-16=3918/0, 16-17=-3918/0, 4-17=-3918/0, 4-18=5467/0, 5-18=5467/0, 5-19=-5339/0, 6-19=5339/0, 6-20=-182/4, 7-20=182/4, 7-8=-292/0 BOT CHORD 2-13=0/3975, 13-21=0/5467, 21-22=0/5467, 12-22=0/5467, 11-12=0/5339, 10-11=0/5339, 9-10=0/3544, 9-23=0/3544, 8-23=0/3544 WEBS 3-13=0/835, 4-13=1747/0,4-12=0/276, 5-12=4/225, 5-10=-596/3, 6-10=0/1938,6-9=0/303, 6-8=-3632/0 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 24 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) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 9) Girder carries hip end with 6-0-0 end setback and tie-in span of 4-0-0 from subgirder. 1.0) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 312 Ib down and 15 Ib up at 6-0-0 of top chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 � OQRpFESSI 1 S. S.CO 0 C 0616433 T IMVM s.3 v August 7,2006 ® WARNING - Verify deatgn pa -rein a and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MZI.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Miilek connectors. This design is based only upon parometers shown, and is for on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA, 95610"Un is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfily of the erector. Additional permanent bracing of the overall structure is the responsibiGy of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/rPll Quality Criteria. DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison. WI 53719. Job russ T Puss Type ty y ADAMSBPUSHNIK PUSHN0613 K2 MONO CAL HIP 1 1 822301971 Innafellew Lumherrn toe chirp r. Q9Q7A_7A4A Ademnl Job Reference o tional 0.1vu a Uur —UUa 1I eK inausmes, Inc. t -n AUg U4 14:1 r:79 LUUb Fage Z LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-52, 3-15=52, 7-17=113, 2-8=27(F=-13) Concentrated Loads (lb) Vert: 15=-312 Trapezoidal Loads (plf) Vert: 15= -100 -to -17=1113 WARNING -Verify deegn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Walk connectors. This design is based only upon parometers shown, and is for an individual building component. Suite log Applicability of design paromenters and proper incorporation or component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"__W is for lolwal support of individual web members onty. Additional temporary bracing to insure stobility, during conshuc lion is the responsibilrity of the erecta. Additionol permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI7TPII Quality Criteria, DSB-89 and BCSII Bunding Component M Tek® Safety Informatlon available from Truss Plate Institute, 583 D'OnohDrive.io De. Madison. WI 53719. Job russ fuss Type Qty Ply (loc) PUSHN0613 Lt KINGPOST 2 1 JADAMS&PUSHNIR R22301972 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928-7434_ Adam Dian 2-5 >999 240 Job Reference o tional cw s vw i a caw mn eK mausmes, Inc. pri Aug 04 14:18:00 2005 Pagel -2-0.0 4-8-0 9-0-0 2-0.0 4-6-0 . 4-6-0 Scale = 1:17.9 4x4 = 3 2x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.01 2-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 2-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 LUMBER Code UBC97/ANSI95 (Matrix) Weight 30 Ib BRACING TOP CHORD 2 X 4 DF No.1&BV G r TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=413/0-5-8, 4=267/Mechanical Max Horz2=24(load case 3) Max Uplift2=33(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36, 2-6=404/0, 3-6=-351/11, 3-7=351/0, 4-7=384/0 BOT CHORD 2-5=0/326, 4-5=0/326 WEBS 3-5=13/177 11 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 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) 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) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.0lb live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - VcAfg design parameters and READ NOTES ON THIS AND INCLUDED m7TER REFERENCE FAGE AM.7473 BEFORE USE. Design valid lar use only with Welt connectors. This design is based any upon parameters shown, and is far 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 lolerol support of individual web members only. Additional temporary bracing to irssure stability during construction is the responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the buffing designer. For general guidance regarding fabrication, quality control, storage. deWery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. 5113 D'Onotrlo Drive, Madison, col 53719. COQ\ko ESS/S. pNgl GO c CD IX C 046,433 T *.\ EX2 ; 1-07 /* , August 7,2006 1777 Greenback Lane Sure 109 1MOW Citrus Heights. CA, 95610 - a MiTeke Job russ Truss Type H Ply ADAMSBPUSHNIK PUSHN0613 L2 KINGPOST 1 1 , 822301973 Lanafellaw Lumher Co Ins chlr•.., co arom 77 a .—nisi. TCDL 10.0 Lumber Increase 1.25 BC 0.12 Job Reference(optional) 334 4.50 4x4 = s jur i s 20ua Mrl en Industries, Inc. F6 Aug 04 14:18:00 2006 Page 1 4.60 2x8 II 2x4 = Scale = 1:15.3 3-3-4 4-60 Plate Offsets(X,Y): (1:0-3-8,Edge) LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) I/deft . Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 4-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 26 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&8tr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G SLIDER Left 2 X 4 DF Std -G 1-5-9 REACTIONS (Ib/size) 1=252/0-3-8.4=252/0-3-8 Max Horz1=1(load case 3) Max Upliftl=2(load case 3), 4=2(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=359/2, 2-6=326!7, 3-6=304/19, 3-7=306/18, 4-7=339/5 BOT CHORD 1-5=0/285.4-5=0/285 WEBS 3-5=-12/159 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. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel along the Top Chord, points nonconcurrent with any other live loads. LOAD CASE(S) Standard �OQ�QFE$$/��� CO�F����R co m LU CK 00433 * C 7 August 7,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use any Wlh Mnek connectors. This design is based only upon parameters shown, and is la an individual building component. Suite tog Applicability of design poramenters and proper incorporation of component responsibility g g xJ g Citrus Heights, CA, 95610"_"_* por ponent a res nsins of stability ring on - not truss designer. Bracing shown is for toteml support of individual web members only. Additional temporary bracing to insure building d during construction is the re regarding of the � =� erecta. Additional permanent bracing of the overall structure is the responsibility of the building de4gner. for general guidance regarding --- fobrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS1149 and BCSII Building Component M 7ek� Safety Information available from Truss Plate Institute. S83 D'Onofrio Drive. Madison. WI 53719. Job cuss Truss Type Qty�PIY LOADING(psf) ADAMSBPUSHNIK PUSHN0613 M1' MONO TRUSS 1 - i R22301974 I nnQleeQw Lumher Cn Inr Chir,. ce QS01f 7111 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Job Reference (Optional) 3-57 <uu. rage r &0-0 2.6-9 1.5x4 II Scale = 1:16.8 3 4x4 = • 3.5.7 2-&9 . Plate Offsets (X,Y): [1:0-3-7.0-0-11] LOADING(psf) SPACING 2-0-0 CSI DEFL in(loc) 'I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.01 1-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.02 1-5' >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.00 4 ` n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 29 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BV G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=816/0-3-8, 4=816/Mechanical Max Horz 1 =66(load case 4) Max Upliftl=9(load case 4), 4=33(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=1105/9, 2-6=1081/22, 2-7=-32/12, 3-7=24/19, 3-4=-109/6 BOT CHORD 11-5=-50/1015.4-5=50/10115 WEBS 2-5=-321736,24=1142/40 NOTES r, 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) 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) This truss has been designed for a moving concentrated load of 12.Olb live and 75.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). E$S/�N� LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Fr�P,�.(DF Uniform Loads (plf) ���R CID� Q C Vert: 1-4-234(F=-220), 1-3=52 Q m 0 U-1 rn C 04693 EXP * EXP rr�F 1 �- August 7,2006 WARNWO -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M -Tek connectors. This design is based only upon parameters shown. and is lar on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610100` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6y, of the ereclor. Additional permanent bracing of the overall structure is the responsibility of The building designer. For general guidance regarding lahricalion, quality control storage, delivery, ereclion and bracing, consult ANSI/TPII Quality Criteria, DS&89 and BCSII Building Component w ���® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, cal 53719. 'Y„' o.Luu s Jul 13 20ob Mt1ek Induslnes, Inc. Fri Aug 04 14:18:012006 Pagel 0.2-9 6-0.0 3-2-9 2.9.7 1.5x4 II 2x4 = 3x4 = Scale = 1:16.8 cuss russ ype ty y ADAMSBPUSHNIK PUSHN0613 M2 MONO TRUSS 1 1 75o 8223019 I nnafellaw Lumber un Inc Chian Ca a5a9L7—A Adm,., n,eti in - I/deft Job Reference o optional) o.Luu s Jul 13 20ob Mt1ek Induslnes, Inc. Fri Aug 04 14:18:012006 Pagel 0.2-9 6-0.0 3-2-9 2.9.7 1.5x4 II 2x4 = 3x4 = Scale = 1:16.8 LUMBER TOP CHORD 2 X 4 DF No.t&Btr G BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2.X 4 DF Std G REACTIONS (Ib/size) 1=574/0-3-8, 4=574/Mechanical Max Horz1=69(load case 4) Max Upliftl=5(load case 3), 4=26(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=856/6,2-6=832/19, 2-7=32)`7, 3-7=25/20,3-4=1 11/6 BOT CHORD 1-5=44U75.4-5=44775 WEBS 2-5=-24/509, 2-4=856/32 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 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. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 6) 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 (plf) Vert 14=149(F=-135),1-3=52 ® WARMNG - Verify design parwraetem and READ NOTES ON THIS AND 1NCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design vofid for use only with Wait connectors. This design is based only upon parameters shown, and is for an individual binding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for toterol 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. dervery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 553 D'Onofrio Drive. Modison. WI 53719. OQ?,pF ESS/pN� CO Cr C 046A,33 T F11 August 7,2006 7777 Greenback Lane 41) Suite 109 Citrus Heights, CA, 95610"_lig IN"a M Tek® 32.9 2.9-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.02 1-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.03 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 24 Ib LUMBER TOP CHORD 2 X 4 DF No.t&Btr G BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2.X 4 DF Std G REACTIONS (Ib/size) 1=574/0-3-8, 4=574/Mechanical Max Horz1=69(load case 4) Max Upliftl=5(load case 3), 4=26(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=856/6,2-6=832/19, 2-7=32)`7, 3-7=25/20,3-4=1 11/6 BOT CHORD 1-5=44U75.4-5=44775 WEBS 2-5=-24/509, 2-4=856/32 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 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. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 6) 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 (plf) Vert 14=149(F=-135),1-3=52 ® WARMNG - Verify design parwraetem and READ NOTES ON THIS AND 1NCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design vofid for use only with Wait connectors. This design is based only upon parameters shown, and is for an individual binding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for toterol 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. dervery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 553 D'Onofrio Drive. Modison. WI 53719. OQ?,pF ESS/pN� CO Cr C 046A,33 T F11 August 7,2006 7777 Greenback Lane 41) Suite 109 Citrus Heights, CA, 95610"_lig IN"a M Tek® Job toss Type Qty Ply SPACING 2-0-0 PUSHN0613 M3 ITruss MONO CAL HIP 1 Plates Increase 1.25 =ADARMeSf&PU'HN'K822301976 rhi-.. r� aSa9G_] sa�TM.- TCDL 10.0 - Lumber Increase 1.25 BC 0.51 ence (optional) 1-9-9 0-5.6 4x6 = 4.50 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Aug 04 14:18:02 2006 Page 1 3-9-1 Scale = 1:10.6 8x8 = 1-9-9 4-2.7 ' Plate Offsets (X,Y): f2:0-2-12,0-0-81 (4:Edge 0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/de'fl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.05 4-5 >999 240 MT20 220/195 TCDL 10.0 - Lumber Increase 1.25 BC 0.51 Vert(TL) -0.08 4-5 >895 180 BCLL 0.0 Rep Stress Incr NO WS 0.33 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 23 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: BOT CHORD 2 X 4 DF No.1&Btr G P-3 WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 3 - REACTIONS (Ib/size) 1=544/0-3-8.4=538/Mechanical Max Horz1=19(load case 4) Max Uplift1=11(load case 4), 4=12(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=1209/30, 2-6=-1196/35, 2-7=3/7, 7-8=3/6, 3-8=-4/6, 3-4=-129/0 BOT CHORD 1-5=-40/1100.5-9=-40/1100.9-10=40/1100,4-10=4011100 WEBS 2-5=-24/500, 2-4=1116/37 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) 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 girder(s) for truss to ass connections. 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.0Ib dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. Q ?ipF ESS/ aq 8) Girder carries hip end with 0-0-0 right side setback, 2-4-0 left side setback, and 24-0 end setback. 9) Design �oP R S 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) 17 Ib down and 1 Ib up at 1-9-9 on CO top chord. The design/selection of such connection device(s) is the responsibility of others. 0 Q 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Lu C 046 1T7 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 * EXP. -f Continued on page 2 August 7,2006 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Welt connectors. This design is based only upon parameters shown, and is lar on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer: Bracing shown Citrus Heights, CA, 95610��� is far Io. A support� of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controml storage, delivery, erection and bracing, consult ANSI/7PI1 Quality Criteria. DSB-89 and BC511 Building Component MiTek eke Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. Job russ Truss Type Qty Ply ADAMSBPUSHNIK 822301976 PUSHN0613 M3 MONO CAL HIP 1 1 Job Reference (optional) o.cuu s Jul 1J zuvD MI I ea Inausmes, Inc. rn Aug U4 14:18:01 ZUUb 1'ag8 Z LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=52.2-3=53,1-4=134(F=120) Concentrated Loads (Ib) Vert: 2=17 WARNING -Verify design Parameter's and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsibillity, of the ereclor. 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, consul) ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Solely Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison. wl 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610�wr �M MOW Job rusS Truss Type QtY Ply ADAMSBPUSHNIK PUSHN0613 M4 MONO TRUSS 1 1 822301977 I,.n„rannwlmh..r c,. Inr csr, 0.02 , 240 Job Reference (optional) 3.2-9 2-9.7 5 Jul 1J ZUU3 MI I ell Inaustnes, Inc Fn Aug 04 14:16:02 2006 Pagel 1.5x4 II 2x8 = 3x4 = 3-2-9 60-0 3-2-9 2-9-7 Scale = 1:16.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) 0.02 1-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.03 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 24 Ib LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 OF No.18Btr G WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 1=588/0-3-8,4=588/Mechanical Max Horz 1 =69(load case 4) Max Upliftl 5(load case 3), 4=27(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=877/6, 2-6=853/19, 2-7=32/7, 3-7=-25/20, 3-4=111/6 BOT CHORD 1-5=-44/794, 4-5=44(194 WEBS 2-5=24/527, 24=877/33 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 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. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a moving concentrated load of 12.Olb live and 75.Olb dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 6) 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 (plf) Vert: 1-4=-154(F=-140),1-3=-52 oQ?,pF ESS/�N� C7 LU of C 04,33 *\ EX�/3Q1-07 /* August 7,2006 ® WARNING - ir—Ify d-f9n Parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD.7473 BEFORE USE. 7777 Greenback Lane Deign valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component a responsibility of building designs '.�� -nal truss designer. Bracing shown CitrusHeights, CA, 95610 - is for lateral support of individual web members any. 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 designs. For generol guidance regarding fabrication, quality control, storage. delivery. section and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII funding Component -, A ���m Safety Information available from Truss Plate Inslitute. 583 D'Onofrio Drive. N%odison. WI53119. 'v"' Job Truss Truss Type uty y ADAMSBPUSHNIK I/deft Ud PLATES GRIP TCLL 16.0, Plates Increase 1.25 822101978 PUSHN0613 MS MONO CAL HIP � 1. 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.59 ' -0.07 Job Reference o tional Long allow Lumber Co., Inc., Chico, Ca... f 2-4.1 8x10 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Aug 04 14:18:02 2006 Page 1 0-5-6 3-2.9 2-4-1 3.7-15 4x4 = Scale = 1:11.2 LOADING(psf) SPACING 2-0-0 CSIDEFL TOP CHORD in (loc) I/deft Ud PLATES GRIP TCLL 16.0, Plates Increase 1.25 TC 0.21 Vert(LL) 0.04 4-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.07 4-5 >999 * 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 OF Std G BOT CHORD JOINTS REACTIONS (Ib/size) 1=1365/0-3-8, 4=1367/Mechanical Max Horz 1=22(load case 4) Max Uplift1=32(load case 4), 4=35(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-6=2461/59,2-6=2445/65, 2-7=-4/8,7-8=-4t7, 3-8=-517, 3-4=-135/0 BOT CHORD 1-5=70/2290, 5-9=-70/2290, 9-10=70/2290, 4-10=70/2290 WEBS 2-5=-40/1205, 2-4=2352/67 Sheathed or 4-2-14 oc purlins, except end verticals, and 2-0-0 oc purlins: 2=3. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 3 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/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) 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 girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 12.01b live and 75.O1b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 0-0-0 right side setback, 2-10-8 left side setback, and 2-10-8 end setback. 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) 34 Ib down and 2 Ib up at 2-4-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 WARNWG -Verify design parameters and READ NOTES ONTHIS AND INCLUDED M7TER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only vrilh Mrlek 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 responsibifity of building designer - not truss designer. Bracing shown rs for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilfity 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/71`11 Quality Criteria, DSB-89 and BCSIi Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive. Mod'aon. WI 53719. �O99,0 ESS/S. ONgI 0 LU C 04643 T ©IELW, © OF August 7,2006 7777 Greenback Lane m Suite 109 Citrus Heights. CA, 95610MMi lIff"a MOW OTruss Truss Type otyPly ADAMSBPUSHNIK PUSHN0613 MS MONO CAL HIP 1 1 822301976 Job Reference (optional) o.zuu s uas 1:s zuuo mi eK Inaustnes, Inc. Fn Aug 04 14:18:02 2006 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert 1-2=52, 2-3=60,1-4=-416(F=402) Concentrated Loads (Ib) Vert 2=-34 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane 1110- Design valid low use only with MTek connectors. This design is bosed only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610�ww 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. Fw general guidance regarding ,�,ek fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII quality Crtterlo, DSB-89 and BC511 Bunding Component M, ,® Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI 53719. Job cuss fuss ype ty y ADAMS8'p' IK PUSHN0613 N1 CAL HIP 1 j 822301979 Lonafellow Lumber Co.. Inc.. Chic. Ca. 9599.-7d.e Anam nfon 6-7 >999 240 Job Reference o tional Dti o.zuu s um i a zuuo Mr I eK Inaustnes, Inc. Fri Aug 04 14:18:032006 Pagel 1 2-2.13 ?-8-� 7-3-4 I 11-10.5 13111 179-4 2.2.13 0.58 47-1 47.1 0.5-6 5-5-9 Scale = 1:30.3 4.50 Fl2 - 04 3x8 = .4x6 2x4 11 4x8 = 2x4 113x4 = 3x10 = 2.2-13 7-3.4 12-3-11 17.9-4 2-2-13 5-0-7 5-0.7 5.5-9 LOADING(psf) SPACING 2-0-0 CSIDEFL TOP CHORD in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) 0.11 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.20 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.04 5 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 89 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 5=1309/0-3-8,9=1351/0-3-8 Max Horz9=37(load case 3) Max UpIif15=13(load case 4), 9=13(load case 3) Sheathed or 3-4-1 oc pudins, except end verticals, and 2-0-0 oc purlins (3-4-7 max.): 24. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=1707/21, 2-10=1676/32, 2-11=1598/29, 11-12=1598/29, 3-12=1598/29, 3-13=3200/50, 13-14=3200/50, 4-14=3200/50,4-15=-3366/50, 5-15=-3450135, 1-9=-1434/13 BOT CHORD 8-9=0/64, 8-16=17/3879, 7-16=17/3879, 6-7=-17/3879, 5-6=-16/3228 WEBS 2-8=17/342,3-8=2450/26,3-7=-19/553, 3-6=838/3, 4-6=-15/408.1-8=-16/1799 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/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) 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) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 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) 280 Ib down and 3 Ib up at 15-0-0on top chord, and 574 Ib down and 7 Ib up at 9-1-8 on bottom 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 ® WARNDIG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M37•7473 BEFORE USE. Design valid for use only wilh Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is fa 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 overoll structure b the responsibility of the building designer. For general guidance regarding 1.bricorion, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. OQ?,o ESS/pN�l Q ,���ER S. T jNC Fti CID (D LLJ C 046433 * EX -o-7 TFOF 1F August 7,2006 7777 Greenback Lane ® Suite 109 1MO! Citrus Heights, CA, 95610 _ Am"s MOW Job russ Truss Type Qty Ply ADAMSBPUSHNIK PUSHN0613 � N1 CAL HIP 1 1 822301979 r......ren,.,.,i .�...r.e. r•,. �.,. �...., �., e�.,.,e -,.,. ,,.__,,._� Job Reference o tional v.[vv s uuw i o [uuo mi I ex Inousmes, Inc, rn Aug uq 19:1 e:u3 Zuub Page Z LOAD CASE(S) Standard Un'lform Loads (plf) Vert 1-2=52, 2-12=52, 4-12=-130(F=78), 4-5=52, 9-16=-14, 5-16=-28(F=-14) Concentrated Loads (Ib) Vert 14=280(F) 16=-574(F) ® WARNING -Verify deargn parameters; and READ NOTES ON THIS AND MCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777Greenback Lane Design valid for use only with Mlek connectors. This design u based only upon parameters shown, and is lar on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component's responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA. 95610"69 is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the - erector. Additional permonent bracing of the overall structure is the responsiNfiy of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component !,r,� m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. M , ,ek Job Truss Truss Type ry y ADAMSBPUSHNIK PUSHN0613 Pi ROOF TRUSS 1 1 822301980 Lonafegow Lumber Co. Inc. Chico. Ca csa�a-7eu Ad- rnm> Vert(LL) -0.26 9-11 >999 240 MT20 220/195 TCDL 10.0 Job Reference o tional s Jul 13 100.5 mil ex Inaustnes, Inc. Fn Aug 04 14:18:04 2006 Pagel 5.5.9 5-10. 5 9-9-14 14-2.2 18-1-1 1 7 - 24-0.0 26.0.0 5-5-9 0-5-6 3.10.15 4-4-4 3.10.15 0.5-6 5-5-9 2-0.0 Scale = 1:43.6 4.50 Fl2 08 3x4 = 3x8 = 4x8 = 3x6 = 3x4 = 5x12 MT20H= 2x4 II 3x6 =. 5-5-9, 9.9-14 14-2-2 18-6-7 24-0.0 5-5-9 4.4-4 4-4-4 4-4-4 5-5-9 Plate Offsets (X,Y): [1:0-4-11 0-2-0] [3:0-1-120-1-81 [5:0-4-0 0-1-121 [6:0-4-11 0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 S Plates Increase 1.25 TC 0.68 Vert(LL) -0.26 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.53 9-11 >530 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.10 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 2-8-8 oc purlins, except BOT CHORD 2 X 6 DF SS G 2-0-0 oc purlins (2-5-12 max.): 2-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1661/0-5-8.6=2318/0-5-8 Max Horz 1=27(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=4443/0, 2-13=-4396/0, 2-14=-4079/0, 3-14=4079/0, 3-15=-5912/0, 4-15=5912/0, 4-16=-4748/0, 5-16=4748/0, 5-17=5119/0, 6-17=5156/0, 6-7=0/40 BOT CHORD 1-12=0/4150,11-12=0/5912, 10-11=0/6478, 10-18=0/6478,9-18=0/6478,8-9=0/6478,8-19=0/4836, 6-19=0/4836 WEBS 2-12=0/952, 3-12=-2085/0, 3-11=0/497, 4-11=657/4, 4-9=0/658, 4-8=1950/0, 5-8=0/1169 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!. 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) 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) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ESS/pN� 8) Girder carries hip end with 5-7-5 end setback. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened �OQ�pF S F( to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be �lV� �\�`�R provided sufficient to support concentrated load(s) 200 Ib down and 4 Ib up at 18-4-11, and 200 Ib down and 4 Ib up at 5-7-5 on top 588 Ib rij chord, and down and 7 Ib up at 13-10-8, and 538 Ib down and 7 Ib up at 21-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) Tr Lu C 04 6 rn section, loads applied to the face of the truss are noted as front (F) or back (B). ;0 LOAD CASE(S) Standard * EXP. - * Continued on page 2 August 7,2006 ® WARNING • Verify design parameter cad READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI7-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610��� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the fesponslbillity, of the �� erector. Additional permonenl bracing of the overall structure is the responsibi6ly of the building designer. For general guidance regarding ■�, ek fobrical'ion. quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS&89 and BCSII Building Component M, ,a Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. Job russ Truss Type Qty Ply ADAMSBPUSHNIK 822301980 PUSHN0613 P1 ROOF TRUSS 1 1 Job Reference (optional) v.cvv a vm w mw nn i en muuaur s, mc. rn hug — w: ro:u9 two rage LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-52, 2-5=93, 5-7=-52, 1-6=25(F=-11) Concentrated Loads (lb) Vert: 2=-200 5=200 18=588(F) 19=538(F) ® 'WARMNG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR7473BEFORE USE. Design valid fa use only with Mlek conneclon. This design 6 based only upon poramelers 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 shovvn is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliity, of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quolly controt storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 O'Onofrio Drive, Madison. WI 53119. _ 7777 Greenback Lane Suite 109 Citrus Heights, CA. 95610�ww liffil"M MiFew- k® Job russ Truss Type ty yADAMSBPUSHNIK 3-10-4 3.10-4 3-10-4 2.10-12 3.3-14 PUSHND613 P2 CAL HIP 1 822301981 l nnn(wllnwlrimhwr (:n Inr- rl...., r� o5o>n_>e-t� ew.,... n...w TCLL 16.0 Plates Increase 1.25 Job Reference (Optional) 1 700 s Jul 13 2005 MiTek Industries, Inc. Fd Aug 04 14:18:05 2006 Page 1 -2-0-0 I 3-3-14 6.2-9 617-15 10-0-14 I 13.11-2 1 17-4-1 1.917 20-8-2 I 24-D-0 I 26- 2 2-0-0 3-3.14 2-10-12 0.56 3-4-15 3-10-4 34-15 0-5-6 2-10-12 3.3-14 2-0.0 Scale = 1:46.9 5x12 MT20H 3x4 = 3x8 = 5x12 MT20H 4.50 F12 5x14 - 2x4 11 5x8 = 3x4 = 6x16 MT20H = 2x8 11 6x8 = 2x4 11 4x12 = REACTIONS (Ib/size) E DRA 9=4614/0-3-8,2=5067/0-3-8 3.3.14 6-2-9 10-0-14 13-11-2 17.9-7 20-8-2 24-0-0 3314 2-10.12 3-10-4 3.10-4 3-10-4 2.10-12 3.3-14 Plate Offsets (X,Y): [2:0-4-S,Edge] [4:0-4-0,0-2-81, [7:0-4-0,0-2-41, [9:0-1-6 Edge] [12:0-4-0,0-3-12], [16:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.31 13-15 >929 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.58 13-15 >488 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.12 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 258 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 3-6-11 oc puffins, except BOT CHORD 2 X 6 DF SS G 2-0-0 oc purlins (3-2-15 max.): 4-7. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO. TRANSFER LATERAL FORCES TO THE A SUPPORTING STRUCTURE AS STATED IN TH -, — —.1 G LOAC Max Horz2=203(load case 9) Max Uplift9=233(load case 11), 2=233(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39.2-18=-120711538, 3-18=-12029/443, 3-19=12096/376, 4-19=112072/288.4-20=-1 1281/184, 5-20=11281/131, 5 -21= -14561/166,6 -21= -14561/189,6 -22=12037/141,7-22=12037/182,7-23=-12891/289,8-23=-12914/379, 8-24=-11476/359,9-24=11528/529,9-10=0/39 BOT CHORD 2-25=278/11267, 25-26=249/11267, 17-26=-249/11267, 17-27=-249/11267, 27-28=-249/11267, 16-28=249/11267, 16-29=-105/14561,15-29=-105/14561. 14-15=-108/14998, 13-14=108/14998, 1 3-30=-1 0 8/1 4 998, 12-30=108/14998, 11-12=56/10749.11-31=56/10749.9-31=469/10749 WEBS 3-17=-82/407, 3-16=-39/336, 4-16=65/3431, 5-16=-3821/141, 5-15=78/1719, 6-15=544/168, 6-13=31/1732, 6-12=-3454/139, 7-12=64/3713, 8-12=-49/1733, 8.11=-610/14 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 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 12-7 2 X 4 - 1 row at 0-4-0 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 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 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 MT20 plates 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) Load case(s) 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 has/have been modified. Building designer must review loads to verity that they are correct for the intended use of this truss. Continued on page 2 ® WARNING - Verify desrgn parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE pAGE MU -7473 BEFORE USE. Design volid for use only with Wet, connector. This design is bosed only upon parameters shown, and is [or on individual building component. Applicability of design paromenlers 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 generol guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Modison, WI 53719. �O9?,o ESSIpNgI �I�1`R S. CID C,046 3 T * EXP 07 FOF 1F August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 1001 �Z MiTek OTruss fuss Type QtY Ply ADAMSBPUSHNIK HN06 PUS13 HN06....m.e.� P2 CAL HIP 1 822301981 I 2 Job Reference (optional) v.cvv a- w-n..r-nrawm c. - hug - rq:ro:uo tuuo rage NOTES 10) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 23-0-0 to 24-0-0 for 750.0 plf. 12) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 683 Ib down and 8 Ib up at 1-10-8, 641 Ib down and 8 Ib up at 3-10-8, 641 Ib down and 8 Ib up at 5-10-8, 807 Ib down and 10 Ib up at 7-10-8, 807 Ib down and 10 Ib up at 9-10-8, 811 Ib down and 10 Ib up at 11-10-8, 811 Ib down and 10 Ib up at 13-10-8, and 823 Ib down and 10 Ib up at 15-10-8, and 1869 Ib down and 23 Ib up at 17-10-8 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: 1-4=52, 4-7=52, 7-10=-52, 2-9=-14 Concentrated Loads (lb) Vert 14=-811(F) 15=-807(F) 13=811(F) 12=1869(17) 26=-683(F) 27=-641(F) 28=641(17) 29=-807(F) 30=-823(F) 20) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-20, 4-7=20, 7-10=-20, 2-9=-14 Concentrated Loads (lb) Vert: 14=-418(F) 15=-416(F) 13=418(F) 12=963(17) 18=87 26=352(17) 27=330(17) 28=330(17) 29=-416(F) 30=424(F) 21) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=-20, 4-7=20, 7-10=-20, 2-9=14 Concentrated Loads (lb) Vert: 14=-418(F) 15=416(F) 13=-418(F) 12=963(1`) 19=87 26=352(17) 27=330(17) 28=-330(F) 29=416(F) 30=-424(F) 22) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=20, 4-7=20, 7-10=20, 2-9=14 Concentrated Loads (lb) Vert: 14=-418(F) 15=-416(F) 13=-418(F) 12=-963(F) 20=87 26=352(F) 27=330(17) 28=330(17) 29=-416(F) 30=-424(F) 23) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert 1-4=20, 4-7=20, 7-10=20, 2-9=14 Concentrated Loads (lb) Vert: 14=418(F) 15=-416(F) 13=-418(F) 12=963(17) 21=-87 26=352(17) 27=330(17) 28=330(17) 29=-416(F) 30=-424(F) 24) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=20, 4-7=20, 7-10=20, 2-9=14 Concentrated Loads (lb) Vert: 14=-418(F) 15=416(F) 13=418(F) 12=-963(F) 22=87-26=352(17) 27=330(17) 28=330(17) 29=-416(F) 30=424(F) 25) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-20, 4-7=20, 7-10=20, 2-9=14 Concentrated Loads (lb) Vert 14=-418(F) 15=-416(F) 13=-418(F) 12=-963(F) 23=87 26=352(17) 27=330(F) 28=330(F) 29=416(17) 30=-424(F) 26) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=20, 4-7=20, 7-10=-20, 2-9=-14 Concentrated Loads (lb) Vert: 14=-418(F) 15=-416(F) 13=-418(F) 12=-963(F) 24=-87 26=352(17) 27=330(17) 28=-330(F) 29=-416(F) 30=-424(F) 27) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-20, 4-7=20, 7-10=20, 2-9=-14 Concentrated Loads (lb) Vert 14=-418(F) 15=416(F) 13=-418(F) 12=963(17) 2=-87 26=-352(F) 27=330(17) 28=-330(F) 29=-416(F) 30=-424(F) 28) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=20, 4-7=20, 7-10=-20, 2-9=-14 Concentrated Loads (lb) Vert: 14=-418(F) 3=-87 15=-416(17) 13=-418(F) 12=963(17) 26=-352(F) 27=330(17) 28=-330(F) 29=-416(F) 30=-424(F) 29) 10th Moving Load: Lumber Increase=1.25, Plate Increase= 1.25 Uniform Loads (plf) Vert: 1-4=-20, 4-7=20, 7-10=20, 2-9=14 Concentrated Loads (lb) Vert 4=87 14=418(F) 15=416(F) 13=-418(F) 12=963(17) 26=-352(F) 27=330(17) 28=-330(F) 29=416(F) 30=-424(F) 30) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=20, 4-7=20, 7-10=20, 2-9=14 Concentrated Loads (lb) Vert: 14=-418(F) 5=87 15=-416(F) 13=-418(F) 12=963(17) 26=-352(F) 27=330(F) 28=330(17) 29=-416(F) 30=424(F) 31) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=20, 4-7=20, 7-10=20, 2-9=14 Continued on page 3 ® WA12NdNG -Verify design parametera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh Mitek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 pr p incorporation of component u responsibility of building designer -nal buss designer. Bracing shown Citrus Heights, Cq 95610"IEW Aprlater l ordesignporvidual rsand o er incur is for lateral support or individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,�■ fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and 8CSI1 Building Component MM, ,eke Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, W153719. Job i._ o.cu Truss russ Type Qty Ply ADAMSBPUSHNIK PUSHN0613 P2 CAL HIP 1 822301961 Job Reference (optional) ____ . i c L v6 an i e6 inausmes, m0. rn Aag u4 l4:la:Ua "1008 Page 3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert 14=-418(F) 15=416(1`) 13=418(F) 6=87 12=963(F) 26=352(F) 27=330(F) 28=-330(F) 29=416(F) 30=424(F) 32) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14=20, 4-7=20, 7-10=-20, 2-9=14 Concentrated Loads (lb) Vert 7=-87 14=418(F) 15=-416(F) 13=-418(F) 12=-963(F) 26=-352(F) 27=330(F) 28=-330(F) 29=-416(F) 30=424(F) 33) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=-20, 4-7=20, 7-10=20, 2-9=-14 Concentrated Loads (lb) Vert 14=-418(F) 15=416(F) 13=418(F) 12=963(F) 8=-87 26=352(F) 27=330(F) 28=-330(F) 29=416(F) 30=-424(F) 34) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14=20,4-7=20,7-110=20.2-9=14 Concentrated Loads (lb) Vert: 14=418(F) 9=-87 15=416(F) 13=-418(F) 12=-963(F) 26=-352(F) 27=330(F) 28=-330(F) 29=-416(F) 30=424(F) ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED M7TER REFERENCE PAGE Mll-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design's based only upon poromelers shown, and is for an individual building component. Suite 109 Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610�vr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfily of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding ■�■ fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality CrIleda, DSB-89 and BCSII Building Component M eek® Safety Information available hom Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. Job Truss Truss Type QtY Ply,ADAMSBPUSHNIK DEFL in PUSHN0613 R1 KINGPOST 1 1 822301982 r ...,,.ren,.,., � „m�.er r•.. �..,. r•...., r•.. aea,e ,.,. ,,.__ �._� 1-4 >999 240 MT20 220/195 Job Reference (optional) 4.0.0 8-0-0 4-0.0 4x4 = 2 2x4 = 2x4 = Scale = 1:14.5 11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 1-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) t Weight 24 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=249/0-5-8.3=249/0-5-8 Max Horz1=1(load case 3) Max Upliftl=2(load case 3), 3=2(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-371/6.2-5=341/17,2-6-341/17.3-6=371/6 BOT CHORD 1-4=0/316.3-4=0/316 WEBS 2-4=-11/155 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 l 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 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. 5) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIr 7473 BEFORE USE. Design vorid for use only with Mdek conneclors. This design is 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 is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BC511 Building Component Safety Informatton available from Truss Plate Institute. 583 D'Onohio Drive. Madison, wl 53719. �OQ?,pF ESS/0 S. T7�,c Fti LLJ 0 �� m August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610"ON M7ek® Job Truss Truss Type oty Ply ADAMSBPUSHNIK - Ud PLATES GRIP TCLL r 16.0 Plates Increase 1.25 R22301983 PUSHN0613 R2 KINGPOST 3 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 Job Reference o bona) 440 3-6-8 4x4 = Scale a 1:14.4 2 4 1.5x4 II 2x4 = 2x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL r 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.01 1-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.01 1-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 23 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.t&Btr G WEBS . 2 X 4 DF Std G REACTIONS (Ib/size) 1=239/Mechanical, 3=239/Mechanical Max Horzl=l(load case 3) Max Upliftl=2(load case 3), 3=2(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=343/5,2-5=313/17,2-6=319/17.3-6=348/5 BOT CHORD 1-4=0/291, 3-4=0/291 WEBS 2-4=11/150 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARNING - Verffy deafyn pa..mden end READ NOTES ON THIS AND WCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE. Design valid for use only with Wel connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design poramenters and proper incorporol-can 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 ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII quality Crfleda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 5113 D'Onohio Drive. Mad -eon, cal 53719. _ OQ�pFESSI S. TjNG,�F� Q IX C 046 33 * Et -07 TF August 7,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561061 MOW NMWA. RN NMNS[Gc ! BC■S1I-B1 SUMMARY SHEET -GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLANE CONNECTED WOOD TRUSSES v GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los trusses no estan marcados de ningun modo que the frequency or location of temporary bracing. identifique la hecuencia o localizad6n de los arriostres Follow the recommendations for handling, (bracing) temporales. Use las recomendadones de manejo, installing and temporary bracing of trusses. instalac16n y arriostre temporal de los trusses. Vea el f2kW Refer to SCSI 1-03 Guide to Good Practice for SCSI 1-03 Guia de Buena Pr3ctim para el Man�jo Inshalad6n Handling. Installing &Bracing of Metal Plate y Ayyiostre de los Trusses de Madera Connectados inn Connected Wood Trusses for more detailed Places de Metaloara para mayor informad6n. Information. f LDS dibujos de diseno de IDs trusses pueden esplecificar Truss Design Drawings may specify locations o permanent bracing on individual campresslo f las localizaciones de les arriostres pernanentes en IDS members. Refer to the BCSI-B3 Summarymiembros individuates en compresidn. Vea la hoJa [PFsilm¢D Sheet - Web Member Permanent Bredng/Web BCSI-B3 Dara IDS arriostres pernanentes v refuerzos de los Reinforcement for more Information. All other miembros secundarios (webs) para mayor infornaddn. EI permanent bracing design is the responsibility resto de arriostres permanentes son la responsabilidad del of the Building Designer. Disenador del Edifido. The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arricstre inadecuados, puede ser la Aida de la estructula o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando corte los empaques. 'HANDLING - MANEJO QAllow no more No permita mas 0 Use special care in Utilice cuidado than 3" of defiec- de 3 pulgadas de windy weather or especial en dias tion for every 10' pandeo por sada 30 near power lines ventosos o cerin de of span. 'pies de tramp. and airports. cables electrioos o de aeropuertos. r o to Spreader bar for truss bundles e•max. op�pe '- 0 0 a I a QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. © Avoid lateral bending. — Evite la Flexi6n lateral. QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. .ONE WEEK OR LESS MORE THAN ONE WEEK QBundles stored on the ground for one week or more should be raised by blocking. at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados con bloques a Cada 8 o 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. - Para almacen-amiento por mayor dempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilac16n. ICN Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos.' Do not store on No almacene en uneven ground. tierra desigual. rM.11111AS ONE E MOOIE!I HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or ; % `; ; I'7f Trusses 30' or less, support IJ less, support at at peak. r quarter points. f/ Levante Levante de del pico los los cuartos trusses de 20 de tramo los pies o mens. trusses de 30 E Trusses up to 20' I pies o menos. I Trusses up to 30' � Trusses hasta 20 pies rosses haste 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is Installed and truss is fastened to the bearing points. Sostenga cada truss en posid6n con la gr6a hasta que el arriostre temporal est6 instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pico IDs trusses de mas de 30 pies. Greater than 30' Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60' or less Approx.�I truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Too-in�� Toe -in Spreader bar 1/2 to —0I 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above C. or stiffbadc 1m x. max. mid -height Spreader bar 2/3 to ~- 3/4 truss length —� Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE QRefer to BCSI-B2 Summary Sheet - Truss Installa- v tion and Temoorary Bra= for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses y Arriostre Temporal para mayor informad6n. Do not walk on unbraced trusses. No camine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con sada Una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este m6todo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Tap Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arricstre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies m3ximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 les* 4 pies mAximo "Consult a Professional Engineer for trusses longer than 60'. "Consulto a un Ingeniero para trusses de mas de 60 pies. Q See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. �11 ® Refer to BSSL-B6 Summary Sheet - Gable End Frame Bra dnq. Vea el res6men BCSI-B6 - Ariostre dry truss terminal de un techo a dos agua5. QSet first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses haste que todos los trusses estdn instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS 10'-15' max. same spacing as bottom chord lateral bracing I NA 5 Diagonal braces every 10 lass spaces (20' max.) Some chord and web members not shown for clarity. If DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to BCSI-B7 Maximum lateral brace spacing 12" Summary Sheet 16" 10' o.c. for 3x2 chords Length —►I Me� B°"' Ma"- Bo'" - Temporary and 15 15' o.c. for 4x2 chords Diagonal braces Permanent Bradnp VS Ok - - - - � Length y ld every 15 truss for Parallel ChoaL Max. Bow 7/8° spaces (30' max.) Tru for more D/50 D (ft.) information. 16.7' Out -of -Plumb. Vea el reslimen I 18.8' Tolerancias paraI SCSI -B7 - Aniostre 1/2' 2' 1-1/4° 20.8' temp�vanente de The end diabrace 3/4° 3' 1-3/8' for ca o I Plumb bob Rap)ela5 para mayor trusses must be placed Lateral braces 1-1/2° infornaci6n. on vertical webs in line 2x4x12' length lapped 1-1/4" 5' with the support. over two trusses. 29.2' INSTALLING - INSTALACION Gypsum Board 12" Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. 16" Asphalt Shingles Length —►I Me� B°"' Ma"- Bo'" Max. Bow Truss Length r�.-- 3.4 tiles high - i J/- Length � ` - - - - � Length y ld 4° 12.5' Max. Bow 7/8° 14.6' QTolerances for D/50 D (ft.) i° 16.7' Out -of -Plumb. 1/4" 1' 1-1/8' 18.8' Tolerancias paraI 1/2' 2' 1-1/4° 20.8' Fuera-de-Plomada. n - 3/4° 3' 1-3/8' 22.9' o I Plumb bob 1" 4' 1-1/2° 25.0' 1-1/4" 5' 1-3/4° 29.2' D/50 max — 1-1/2° 6' 2• 233.3' _2° z 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcd6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. 0 =maximum exceed maximum stack heights. Refer to SCSI -B4 Summary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-84 Carga de Construoti6n para mayor infornaci6n. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3.4 tiles high �l w I 0 Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posibie. Position loads over load bearing walls. a Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES / ® Refer to BCSI-BS Summary Sheet - Truss Damage. 3obsite Modifications and Installation Errors -BS Summary Shy- Truss Installation Eters. Vea el res6men BCSI-B5 Danos de trusses Modifiodones en la Obra y Emores de Instalaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte, altere o perfore ning6n miembro estructural de IDs trusses, a menos que este espedficamente permitido en el dibujo del diseno del truss. ® Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcd6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garanda del Fabrilante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the contractor and cane operator (if applicable) are ka- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based u the roll experience f I active ex erxa a leading technical rel In the wand truss Industry, but mu due m the nature of von De must, 9 personnel stry, responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or Erectlon/InhsralWtlon Contraceor. It is not Intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, the Building Desfgner, the EreNon/Installation Contractor or otherwise) for handling, installing and bracing wood trusses and it does notpreclude the use of other equivalent metiods for bracing and providing stability forthe wma walls and columns as y be determined by the truss EreGbNinstallatlan Contractor. Thus, the wood Tmss Coundl of America and the Truss Plate Institute expressly disdaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 608/274-4849 • www.woodtruss.com 703/683-1010 • www.tpinst.org BSWARNIlx17 20050501 H07A RESUMEN DE LA GUTA DE BUENA PRAGTICA PARA EL MANE]O, INSTALACI N Y ARRIOSTRE DE LOS TRUSSES DE MADERA CONEGTADOS CON PLACAS DE METAL _ -. .s:"RRI .... .s:.,. 7,. � tu8:: Ir ArIA C'L� California Department of Forestry and Fire Protection Butte County Fire Department Fire Safe Requirements Permit# o6 - I 'l `� D Under authority of Public Resources Code Section 4290 and 4291, Butte County Improvement standards , and the California Building Code, .le following checked items are required by CDFButte County Fire Department and T made part of this permit. These requirements are minimums and may be superseded by Butte County local r regulations, which exceed tLese standards. Butte County Building Inspectors will make the compliance inspections. 1272.00 Maintenance of Defensible Space Measures [X] To ensure continue3 maintenance of properties in conformance with these standards and measures and to T assure continued availability, access, and utilization of the defensible space provided for these standards r during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. Public Resources Code 4291 T information will be provided. 1 1273.10 Driveways [X] (a) All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [X] (b) All driveways s-iall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 E feet along its entire length. [X] (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. [X] (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be within 50 feet of the building. E 1273.02 Roadway Surface [X] The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts, and T T turnarounds. U 1273.03 Roadway Grades T [X] The grade for all dr.veways shall not exceed 15 percent. Grades above 15% shall have 4" of class 2 1 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. 1273.04 Roadway Radius R [X] (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. E [X] (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or jivert water, shall be not less than 100 feet. 1273.05 Roadway Turnarounds [X] Turnarounds are required on driveways and dead-end roads as specified in this article. The minimum turning radius for a :umaround shall be 40 feet from the center line of the road. If a hammerhead -T is used, E the top of the "T" shall be a minimum of 60 feet in length. 1273.06 Roadway Turnouts N [X] Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. T Revised 07/25/06 1 1 S 1273.07 Roadway Structures [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement the roadway bed.or shoulders) shall be constructed to carry at least the maximum load and provide the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. [X] (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. [X] (c) A bridge with only one traffic lane may be authorized by the local jurisdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. All bridges must be certified by a registered Civil Engineer. 1273.11 Gate Entrance [X] (a) Gate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. [X] (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. [XJ (c) Where a one-way road with a single traffic lane provides access to a gated entrance; a 40 foot turning radius shall be used. 1274.08 Addresses for Buildings [X] All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09 Size of Letters, Numbers and Symbols for Addresses [X] Size of letters, numbers and symbols for addresses shall be a minimum 3" letter height, 3/8" stroke, reflectorized, contrasting with the background color of the sign. 1274.10 Installation, Location and Visibility of Addresses [XJ (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. [X] (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction. [X] (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. [X] (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. 1276.01 Setback for Structure Defensible Space (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road. [ ] Your parcel is larger then 1 acre but your required minimum setback for buildings and accessory buildings is less then 30 feet from all property lines and/or the center of the road. You are required to meet the same practical effects requirements listed on page three. [ ] (b) For parcels less than 1 acre, the local jurisdiction shall provide for the same practical effect. See page three for same practical effect requirements. [ J Your parcel is less then 1 acre and your buildings and accessory buildings meet the 30 foot setback requirements from all property lines and/or the center of the road. Revised 0725/06 2 • Same Practical Effect for Buildings fess then 30 feet from property line: [ ] If the Building Setback is less then 30 Feet from all propefty lines and/or the center of the road, the following shall be required; • Class A roof • Fully enclosed eaves on entire structure (December 5, 2005, per 2001 California Building Code 704A.2.3: fully enclosed eaves are required on all structures in any fire hazard severity zone within State Responsibility Areas, regardless of setback distance'from the property line or center of roadway) • Fire rated metal doors on side toward property line with insufficient setback • Siding on entire structure from the following list: (a) Stucco -3 coat (b) Non combustible Hardi-Board, Plank or similar siding (c) Masonry (d) Meia3 (e) Other- Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels [X] Disposal, inc: uding chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit. Other Requirements Butte County Improvement Standards Installation of Resid-zntial Fire Sprinklers [X] If your property was part of a parcel split after January 1, 1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. 2001 California Building Code, December 5, 2006 704A.1 Roofing. 704A.1.1 General [X] Roofs shall -omply with the requirements of Chapter 7A and Chapter 15. Roofs shall have a roofing assembly installed in accordance with its listing and the manufacturer's installation instructions. 704A.1.2 Roof coverings IN Where the roof profile allows a space between the roof and roof decking, the spaces shall be constructed to prevent the intrusion of flames and embers, be fire stopped with approved materials or have one layer of No. 72 ASTM cap sheet installed over the combustible decking. 704A.1.3 Roof valleys [X] When provided, valley flashings shall be not less than 0.016 -inch (0.41 mm) (No. 28 galvanized sheet gage) corrosion -resistant metal installed over a minimum 36 inches (914 mm) wide underlayment consisting of one layer o --"No. 72 ASTM cap sheet running the full length of the valley. 704A.1.4 Roof gutters [X] Noncombustible screens on gutters. Roof gutter shall be provided with the means to prevent the accumulation of lea -es and debris in the gutter. 704A.2 Attic Ventilation. 704A.2.1 General [X] When required by Chapter 15, roof and attic vents shall resist the intrusion of flame and embers into the attic area of the structure, or shall be protected by corrosion resistant, noncombustible wire mesh with '/4 inch (6mm) openings or its equivalent. Revised 0725/06 3 704A.2.2 Eave or cornice vents. [X] Vents shall not be installed in eaves and cornices. EXCEPTION: Eave and cornice vents may be used provided they resist the intrusion of flame and burning embers into the attic area of the structure. 704A.2.3 Eave Protection. [X] Fully enclosed noncombustible eaves on entire structure. Eaves and soffits shall meet the requirements of SFM 12-7A-3 or shall be protected by ignition -resistant materials or non combustible construction on the exposed underside. All of the Butte County Fire Department requirements are posted on our website at http://buttefire.org/Fireprevention/protplan/protplan.htmi Alto 2 3 2006 Date Revised 0725/06 4 Darren Read Fire Protection Planning LONGFELLOW LUMBER CO. INC. Quality Design • Floor • Wall • Roof Systems TM 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 • (800) 678-0112 Fax(530)893-0140 E -Mail: trusses@longfellowlumber.com. To: Whom it may concern Re: Adams&Pushnik Residence Here is the revised truss clac for the E2D truss showing the updated drag load. If there are any questions or comments please contact Adam at Longfellow Lumber. y Thanks Adam Dietz 06- l9-77 UT B D D IVIS,10N APPROVED Job russ Truss Type oty Ply ADAMSSPUSHNIK I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 822788139 PUSHN0613 E21) HOWE 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.20 Job Reference (optional) atI b.Z00 S Jul 13 Z005 MiTek Industries, Inc. Thu Sep 14 16:40:37 2006 Page 1 -2A0 7-2-12 12-6-0 - 17-94 25-0-0 2-0-0 7.2-12 5-3-4 5.3.4 7-2-12 Scale = 1:44.7 4x4 = " 1u 9 e 7 4x8 = 4x8 = 1.5x4 11 3x6 = 3x8 = 7-2-12 12-6-0 17.9.4 25-0.0 7-2-12 5-3-4 5-3.4 7.2.12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.13 10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.20 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.08 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 101 Ib LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 2-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-4 oc bracing. QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 2=931/0-5-8,6=805/Mechanical SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz2=315(load case 9) Max Uplif12=912(load case 8), 6=884(load case 11) Max Grav2=1809(load case 7), 6=1682(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36.2-12=-4094/2371, 3-12=-3336/1172, 3-13=-2224/1050, 4-13=1610/550, 4-14=-1576/324, 5-14=-2223/1047, 5-15=-3380/1726,6-15=-4138/2259 BOT CHORD 2-11=1919/3081, 10-11=-1499/3042, 9-10=-1499/3042, 8-9=-1499/3042, 7-8=-1559/3128, 6-7=2226/3415 WEBS 3-10=-21/232.4-8=36/568,5-7=18/238.3-8=-577/60,5-8=598/53 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 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) This truss has been designed for a 10.0 psf bottom chord live load nonrwncurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girders) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 12.01b live and 75.01b dead located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 4600 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 17-6-8 to 25-0-0 for 543.9 plf. 66 - (q-77 BUTTE C®UD, all U_1 ING !�� F CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 Project Address........ 4070 Wookie Road ******* Chico,Ca. *v7.20* Documentation Author... Martin Runnells ******* Building Permit Energy Calculation Services 574 Manzanita Avenue, Ste 9 Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.20 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - .Submittal MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating.......... 24.79 23.91 0.88 Space Cooling.......... 23.50 25.02 -1.52 Water Heating.......... 11.99 8.66 3.33 Total 60.28 57.59 2.69 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION HERS Verification.......... Conditioned Floor Area..... Building Type .............. Construction Type ......... Fuel Type ................. Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Required 1940 sf Single Family New NaturalGas Front Facing 1 1 FullYear Slab On Grade Detached 210 deg (SW) 1 17720 cf 1940 sf 27.8 % of floor area 0.42 Btu/hr-sf-F 0.44 9.1 ft CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -06472S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal BUILDING ZONE INFORMATION PERIMETER LOSSES Length F2 Insul Surface (ft) Factor R-val 8 SlabEdge 254 Orientation 1 Wind Front (SW) 2 Wind Front (SW) 3 Wind Front (SW) 4 Door Right (S) 5 Wind Front (SW) 6 Wind Front (SW) 7 Wind Front (SW) 8 Wind Front (SW) 9 Door Front (SW) 10 Wind Left (NW) 11 Wind Left (NW) 12 Door Left (NW) 13 Wind Left (NW) 14 Door Left (NW) 15 Door Back (NE) 0.730 R-0 Appendix Solar IV Location/ Gains Reference Comments No IV.26 Al TO EXTERIOR FENESTRATION SURFACES Area U- Floor # of # of Cond- Thermo- Vent Vent Verified 0.400 0.400 Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) . (cf) Units le ioned Type (ft) (sf) Housewrap Residence 1940 17720 1.00 3.0 Yes Setback 2.0 Standard No 0.400 0.400 210 90 6.5. OPAQUE SURFACES 0.400 210 90 4.0 0.400 0.400 210 U- 40.0 Sheath- Solar Appendix. 90 15.0 0.400 Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 1 Wall Wood 505 0.074 19 0 210 90 Yes IV.9 A5 PLAN FRONT 2 Wall Wood 56 0.074 19 0 165 90 Yes IV.9 A5 FRONT RIGHT 3 Door Other 10 0.500 0 0 165 90 Yes IV.S A4 FRONT RIGHT 4 Wall Wood 346 0.074 19 0 300 90 Yes IV.9 A5 LEFT 5 Wall Wood 514 0.074 19 0 30 90 Yes IV.9 A5 BACK 6 Wall Wood 336 0.074 19 0 120 90 Yes IV.9 A5 RIGHT 7 Wall Wood 46 0.074 19 0 210 90 Yes IV.9 A5 KNEE WALL 9 Roof Wood 1940 0.025 38 0 n/a 0 Yes IV.1 A18 TO ATTIC PERIMETER LOSSES Length F2 Insul Surface (ft) Factor R-val 8 SlabEdge 254 Orientation 1 Wind Front (SW) 2 Wind Front (SW) 3 Wind Front (SW) 4 Door Right (S) 5 Wind Front (SW) 6 Wind Front (SW) 7 Wind Front (SW) 8 Wind Front (SW) 9 Door Front (SW) 10 Wind Left (NW) 11 Wind Left (NW) 12 Door Left (NW) 13 Wind Left (NW) 14 Door Left (NW) 15 Door Back (NE) 0.730 R-0 Appendix Solar IV Location/ Gains Reference Comments No IV.26 Al TO EXTERIOR FENESTRATION SURFACES Area U- Act (sf) factor SHGC Azm Tilt 14.0 0.400 0.400 210 90 10.0 0.400 0.400 210 90 45.0 0.400 0.400 210 90 10.0 0.530 0.650 165 90 32.5 0.400 0.400 210 90 9.0 0.400 0.400 210 90 6.5. 0.400 0.400 210 90 4.0 0.400 0.400 210 90 40.0 0.410 0.400 210 90 15.0 0.400 0.400 300 90 15.0 0.400 0.400 300 90 20.0 0.530 0.650 300 90 10.0 0.400 0.400 300 90 17.0 0.530 0.650 300 90 40.0 0.410 0.400 30 90 Exterior Shade Type Location/Comments Standard FG1 Standard FG2 Standard FG3 Standard FG4 Standard FG5 Standard FG6 Standard FG7 Standard FG8 Standard FG9 Standard LG1 Standard LG2 Standard LG3 Standard LG4 Standard LG5 Standard BGl CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -06472S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal FENESTRATION SURFACES Area U- Act Orientation (sf) factor SHGC Azm Tilt Exterior Shade Type Location/Comments 16 Wind Back (NE) 3.8 0.400 0.400 30 90 Standard BG2 17 Wind Back (NE) 10.0 0.400 0.400 30 90 Standard BG3 18 Wind -Back (NE) 17.5 0.400 0.400 30 90 Standard BG4 19 Wind Back (NE) 10.0 0.400 0.400 30 90 Standard BG5 20 Door Back (NE) 20.0 0.530 0.650 30 90 Standard BG6 21 Wind Back (NE) 12.5 0.400 0.400 30 90 Standard BG7 22 Wind Back (NE) 24.8 0.400 0.400 30 90 Standard BG8 23 Wind Back (NE) 12.5 0.400 0.400 30 90 Standard BG9 24 Wind Back (NE) 15.8 0.400 0.400 30 90 Standard BG10 25 Wind Back (NE) 30.0 0.400 0.400 30 90 Standard BG11 26 Wind Back (NE) 25.0 0.400 0.400 30 90 Standard BG12 27 Wind Right (SE) 10.0 0.400 0.400 120 90 Standard RG1 28 Wind Right (SE) 7.5 0.400 0.400 120 90 Standard RG2 29 Wind Right (SE) 10.0 0.400 0.400 120 90 Standard RG3 30 Wind Right (SE) 10.0 0.400 0.400 120 90 Standard RG4 31 Wind Right (SE) 4.5 0.400 0.400 120 90 Standard RG5 32 Wind Right (SE) 7.0 0.400 0.400 120 90 Standard RG6 33 Door Right (SE) 20.0 0.530 0.650 120 90 Standard RG7 OVERHANGS Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 1 Window 14.0 n/a 4 2 1 n/a n/a 2 Window 10.0 n/a 5 2 .25 n/a n/a 3 Window 45.0 n/a 5 7 .25 n/a n/a 4 Door 10.0 n/a 3.3 9.5 .25 n/a n/a 5 Window 32.5 n/a 5 2 1 n/a n/a 6 Window 9.0 n/a 4.5 2 1 n/a n/a 7 Window 6.5 n/a 3.3 2 1 n/a n/a 8 Window 4.0 n/a 2 2 1 n/a n/a 9 Door 40.0 n/a 6.6 7.8 .5 n/a n/a 10 Window 15.0 n/a 5 2 1.5 n/a n/a 11 Window 15.0 n/a 5 2 1.5 n/a n/a 12 Door 20.0 n/a 6.6 20 .25 n/a n/a 13 Window 10.0 n/a 6.6 2 1.5 n/a n/a 14 Door 17.0 n/a 6.6 15.5 .25 n/a n/a 15 Door 40.0 n/a 2.5 7 0 n/a n/a 16 Window 3.8 n/a 5 2 1.5 n/a n/a 17 Window 10.0 n/a 5 2 1.25 n/a n/a 18 Window 17.5 n/a 5 2 1.25 n/a n/a 19 Window 10.0 n/a 5 2 1.25 n/a n/a 20 Door 20.0 n/a 6.6 2 2.5 n/a n/a 21 Window 12.5 n/a 5.5 2 2.5 n/a n/a 22 Window 24.8 n/a 5.5 2 2.5 n/a n/a 23 Window 12.5 n/a 5.5 2 2.5 n/a n/a 24 Window 15.8 n/a 1.8 2 .25 n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF71R Page 4 Drrn -icrrl- T;rIin The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -06472S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity HPSplit 1 8.00 HSPF n/a n/a n/a n/a n/a HPSplit 1 13.00 SEER No No No No No HVAC SIZING Verified OVERHANGS Total Sensible Design Maximum Window Heating Cooling Cooling Overhang System Load Load Area Capacity Type (Btu/hr) (Btu/hr) Left Right Surface (sf) Width Height Depth Height Extension Extension 25 Window 30.0 n/a 5 2 1.25 n/a n/a 27 Window 10.0 n/a 5 2 1.25 n/a n/a 28 Window 7.5 n/a 5 2 1.25 n/a n/a 29 Window 10.0 n/a 5 2 1 n/a n/a 30 Window 10.0 n/a 5 2 1 n/a n/a 31 Window 4.5 n/a 1.5 2 1 n/a n/a 32 Window 7.0 n/a 3.5 5 0 n/a n/a 33 Door 20.0 n/a 6.6 5 0 n/a n/a SLAB SURFACES Area Slab Type (sf) Standard Slab 1940 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity HPSplit 1 8.00 HSPF n/a n/a n/a n/a n/a HPSplit 1 13.00 SEER No No No No No HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) HPSplit 47578 n/a n/a n/a HPSplit n/a 33634 40334 n/a Sizing Location............ CHICO EXP STA Winter Outside Design...... 22 F Winter Inside Design....... 70 F Summer Outside Design...... 100 F Summer Inside Design....... 75 F Summer Range ............... 37 F CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal System Duct Type Location HPSplit Attic HPSplit Attic Heater Tank Type Type 1 Instantaneous Gas DUCT SYSTEMS Verified Verified Verified Duct Duct Surface Buried R -value Leakage Area Ducts R-4.2 Yes No No R-4.2 Yes No No WATER HEATING SYSTEMS Distribution Type Standard Number Tank in Energy Size System Factor (gal) External Insulation R -value 1 n/a n/a R-n/a WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R -value Light 1 Instantan 0.76 n/a n/a R- n/a n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage. This building incorporates a non-standard Water Heating System. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -4R installation certificate. *** This building incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 6 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -FORM CF -1R User#=MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal REMARKS Conditioned square footage is determined by the conditioned footprint of each floor or level. Ceiling height is not used to determine floor area. Additionally, stair areas are counted at each floor or level. The reference FRONT orientation used in these calculations may or may not contain the entry door to the dwelling. This in no way affects the accuracy of these calculations. Any wall between conditioned space and crawlspace or attic shall be insulated to a value of R-19 or greater. Energy Calculation Services has C -HERS raters on staff. If these documents require HERS inspections or testing we are certified to provide these services. Please call.l-(530). 894-8466 for additional information. . CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 7 Project Title.......... The Adams and Pushnik Res. Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -06472S Wth-CTZ11S05 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER Name.... Company. Address. Phone... License. Signed.. ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. ate DOCUMENTATION AUTHOR Name.... Martin Runnells Company. Energy Calculation Services Address. 574 Manzanita Avenue, Ste 9 Chico, CA 95926 Phone... 530-894-8466 Signed.. O� ate MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 1 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 Project Address 4070 wool -j- R d ******* Chico,Ca. *v7.20* Documentation Author... Martin Runnells ******* Building Permit Energy Calculation Services 574 Manzanita Avenue, Ste 9 Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.20 for 2005 Standards by Enercomp. Inc. MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES De- En- sign- force - *150(a): Minimum R-19 insulation in wood framed ceiling or n/a er ment equivalent U -factor in metal frame ceiling 150(b): Loose fill insulation manufacturer's labeled R -Value *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls) *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire opening of the firebox ✓ b. Outside air intake with damper and control, flue damper and control 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 meets requirements specified in ACM Residential Manual 150(8): Vapor barriers mandatory in Climate Zones 14,16 only 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch ./ 118: Insulation specified or installed meets insulation quality standards. Indicate type and include CF -6R form ✓ 116-17: Fenestration Products, Exterior Doors and Infiltratio7— Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage 2. Fenestration products (except field -fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 2 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -06472S Wth-CTZ11S05 Program -FORM MF -1R User4-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal sign- force 110-113: HVAC equipment, water heaters, showerheads and n/a er ment faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA 150(i): Setback thermostat on all applicable heating and/or cooling systems 150(j): Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R12 or greater 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R -value 3. The following piping is insulated according to Table 150--A-7—B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A 1/ 5. Insulation must be protected from damage, including that—Tue to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space 7. Solar water -heating systems/collectors are certified by tT-ie Solar Rating and Certification Corporation *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used ✓ 2. Building cavities, support platforms for air handlers, and - plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts 3. Joints and seams of duct systems and their components MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 3 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands 4. Exhaust fan systems have back draft or automatic dampers -� 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material ✓ 7. Flexible ducts cannot have porous inner cores ✓ 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) 118(i): Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility ,/ P, J MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 4 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals -� 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d) 150(k)7: Lighting for parking lots for 8 or more vehicles shalT_Z have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 130, 131, and 146 150(k)8: Permanently installed lighting in the enclosed, non - dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) RESIDENTIAL KITCHEN LIGHTING WORKSHEET WS -5R Page 1 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -FORM MF -1R User#-MP1333 -User-Energy Calculation Servic Run -1940 SF Res. - Submittal At least 500 of the total rated wattage of permanently installed luminaires.in the kitchen must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. KITCHEN LIGHTING SCHEDULE Hi High High h Efficacy Efficacy Other Luminaire Type (Yes/No) Watts Quantity Watts Watts X = or x = or X = or X = or x = or Total A= B= Complies if A >= B Yes No Rules for Determining Residential Kitchen Luminaire Wattage Screw Base Sockets - Section 130(c) 1 (Not containing permanently installed ballasts) The maximum relamping rated wattage of the luminaire, as listed on a permanent factory -installed label (luminaire wattage is not based on type or wattage of lamp that is used). Permanently or Remotely Installed Ballasts - Section 130(c) 2 The operating input wattage of the rated lamp/ballast combination based on values published in manufacturerss catalogs based on independent testing lab reports. Line Voltage Track Lighting (90 through 480 volts) - Section 130(c) 3 1. Volt-ampere (VA) rating of the.branch circuit(s) feeding the tracks; or 2. For tracks equipped with an integral current limiter, the higher of - The wattage (or VA) rating of an approved integral current limiter contr - 15 watts per linear foot of the track; or 3. For tracks without an integral current limiter, the higher of - 45 watts per linear foot of the track or - The total wattage of all of the luminaires included in the system. Low Voltage Track Lighting (less than 90 volts) - Section 130(c) 4 Rated wattage of the transformer feeding the system, as shown'on a .permanent factory -installed label Other Lighting - Section 130(c) 5 (L ht ig ing systems that are not addressed in Sections 130 (c) 1-4) The maximum rated wattage, or operating input wattage of the system, listed on a permanent factory installed label, or published in manufacturer's catalogs, based on independent testing lab reports. HVAC SIZING HVAC Page 1 Project Title.......... The Adams and Pushnik Res Date..09/14/06 11:15:17 Prdd **** o�ect A ress........ 4070 Wooki.e Road *** Chico,Ca. *v7.20* Documentation Author... Martin Runnells ******* Building Permit Energy Calculation Services 574 Manzanita Avenue, Ste 9 Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.20 for 2005 Standards by Enercomp, Inc. MICROPAS7 v7.20 File -064725 Wth-CTZ11S05 Program -HVAC SIZING User#-MP1333 User -Energy Calculation Servic Run -1940 SF Res. - Submittal GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 1940 sf 17720 cf Front Facing 210 CHICO EXP STA 39.7 degrees 22 F 70 F 100 F 75 F 37 F Yes Yes Yes 0.19 HEATING AND COOLING LOAD SUMMARY Opaque Conduction and Solar...... Glazing Conduction and Solar..... Infiltration ..................... Internal Gain .................... Ducts............................ deg (SW) Heating Cooling (Btu/hr) (Btu/hr) 20953 5974 10925 17087 8126 2591 n/a 2290 7574 5692 Sensible Load .................... 47578 33634 Latent Load ...................... n/a 6700 Minimum Total Load 47578 40334 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. LONGFELLOW LUMBER CO. INC* Quality Design 9 Floor, Wall & Roof Systems 89 Loren Avenue * Chico, CA 95928-7434 Phone (530) 893-0112 9 (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com UT -1 2007 Customer: Murray Smith DEVELOPMENT Sri RVICES Address: 4070 Wookie Road Chico AP#: -_onp to— —.1 Job No: Pushnik / Adams ENGINEER Mitek Industries, Inc. Reclong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 T C _z 0 D cn G) m 1 1 u .1 1 1 sr H CONT. B do STANDARD GABLE END DETAIL MII/SAC - 20AA 1/21/2005 PAGE 1 OF 2 *DIAGONAL OR L -BRACING all REFER TO TABLE BELOW SEE PAGE 2/2 FOR 4X4 ALTERNATE BRACING DETAIL C1X4 OR 2X3 (TYP) VARIES � To coli. 12 TRUSS RTICAL STUD 'ICAL 2x4 L -BRACE NAILED 2x4 VERTICALS W/8d NAILS \CED AT W O.C. LOADING(pso SPACING 2-0-0 TCLL 30.0 Plates Increase 1.15 TCDL 14.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 LUMBER TOP CHORD 2 X 4 DFUSPF/HF - NQ.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD MITek Industries, Inc. Western Division SHEATHING (BY OTHERS 24" MAX 24" o.c. TYP 3 1/2' �1 1J2n , 2X4 LATERAL BRACING NAS REQUIRED NOTCH AT PER TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5= END WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT #OF NAILS AT END U P TO 7'-0" 2 - 6 OVER 8'-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT jCe/AUllyU Ul- Vl_K I IU/ALS I WITHOUT BRACE I WITH LATERAL BRACE I WITH L- BRA" 12 INCH O.C. 24 INCH O.C. I d_1 _(1 I • R_7_(1 I F_d_f1 1 IF NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 3) CONNECTION FURNISH COPY O HIEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 13E S DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. PROVIDED BY PROJECT ENGINEER OR ARCHITECT. OCT' C R' 3)2006 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT I' BRACING OF ROOF SYSTEM. 6) DEfAILA (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24"I O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WARhQ a- Verlb desrignparometars and READ NOTES ON 7MS AND INCLUDED h9TFJCREFFitENCE PAGE ma.7473 BEFURE UBF, 7777 Greenback Lane Design void for use on with MITek conneclors. This design Is based on upon Suite tog g N N P parameters shown, and (s furan Individual budding component. � Applicability of design pparamenters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown CIUus Heights, CA, 9561CM is for lateral support of Indlvtdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibdMiy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the budding designer. For general guidance regarding rahricalion, quality control, storage, delivery, erection and bracing, consult ANSI/171,11 Quality Criteria, 658.89 and BCS11 Budding Component MiTekdD Safety Int rnnadon available from truss Plate Insillule, 583 D'Onofrto Drive, Madison, WI 53719. STANDARD GABLE END DETAIL MII/SAC - 20AA 1/21/2005 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR 10.0 AI =v 6'-3'1 MAX TO BEARING WALL NOTES 1)2X4 NO.2 2)2X4 LED 3)2X4 STR 4)THE 1Od 45° STRONGBACK 2X4 No. 2 OR BTR --4r- 2X4 BLOCK 2X4 STLID OR BTR SPACED @ 5'-0" O.C. SHALL BE PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTOTIE CHORDS & CONNECTED TO CHO S W14 -10d NAILS. . MAX. LENGTH = 7'-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1 O NAILS @ 6" O.C. OCT 1 3 20060 ,R NAILED TO EACH STUD WITH 4-10d NAILS. IGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS kILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET; 1. MAXIMUM HEIGHT OF TRUSS= 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM, PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. 0 WARMNG • Vertjy design parameters and IMAD NOTES ON THIS AND INCLUDED ldfTEtC.REFF.J?BNCE PAGB MW -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite 109 Applicability of design paromenlers and proper Incorporation of component fs responelbNly of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561 Is for lateral support of Individual web members only. Addlllonal temporary bracing to Insure stability during construction Is the responslbllIlly of the erector. Additional pem'tanenl bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qua9ly control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-B9 and BCSI1 Building Component �y Safety Information available komTruss Plate Institute, 583 D'Onofrto Drive, Madison, W153717. MiTek 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE:' Trusses supporting A.C. Loads M!Tek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 6761900 MiTelc Industries, Iric. 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 ui 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 meat 1-800-772-5351. Sincerely, �RpFESSI ONG Redong P. l] Director of 66 Western Operations RY/ek �O M1 MiTele POWER rO PERFORM. - Re: PUSH0730 SMITH - PUSHNIK/ADAMS GARAGE MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 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: R26178180 thru R26178180 My license renewal date for the state of California is March 31, 2009. i mgey, raimer 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 Failure to Follow Could Cause Property 3/4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or x-bracing, g g, is always required. See BCSII. 01 „ "/16 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS Cl-2 C2-3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. WEBS c34 4 3. Never exceed the design loading shown and never Q stack materials on inadequately braced trusses. U! m 1 O �•> 3 � 3 O 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate U ue h = designer, erection supervisor, property owner and plates 0- la' from outside a- v U all other interested parties. edge Of truss. 5. Cut members to bear tightly against each other. c7 e c� 7 cs 6 O BOTTOM CHORDS 6. Place plates on each face of truss at 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 ANSIAPI 1. Connector plates. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 software or Upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. 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 v ^ width measured perpendicular CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the 4 /x 4 to slots.- Second dimension IS responsibility of truss fabricator. General practice is to 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 Indicated by symbol shown and/or ESR-131 1, ESR-1352, ER-5243, 9604B, specified. 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 (supports) occur. Icons vary but © 2006 MTekOO All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint 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/TPI l : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.a yj and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing.M Tuk_ is not sufficient. BCSII : Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, Installing & Bracing of Metal Plate POWER 7-p PERFORM,- ANSI/TPI 1 Quality Criteria. Con netted Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 45_lz 4x4 = 4 4-8-12 5-3-4 2-0-0 Scale = 1:42.1 oxo — sxv — 3x4 = 1� 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.06 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.11 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 87 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 WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=762/0-3-8, 6=762/0-3-8 Max Horz2=-33(load case 3) Max Uplift2=-24(load case 5), 6=-24(load case 5) FORCES (lb) - Maximum, Compression/Maximum Tension TOP CHORD 1-2=0/23, 2-3=-1021/0, 3-4=-885/41, 4-5=-885/41, 5-6=-1021/0, 6-7=0/23 BOT CHORD 2-10=0/905, 9-10=0/622, 8-9=0/622, 6-8=0/905 WEBS 3-10=-21,5/10, 4-10=-29/335, 4-8=-29/335, 5-8=-215/10 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 �??,OF ESSIp�� S. �r�tiGfi�� 0 Q 'u C43 � * t-09 / vary I — ® WARNINO -Verify design Par tem and READ NOTES ON THIS AND INCLUDED ffiTER REPEREl9CE PAGE AW -7473 BEFORE USE- Designvalid for use only with Mirek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during corsstruction Is the responsibility of theNNWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding '+ fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component p7. Safety Information available from Truss Plate Institute. 5a3 D'Onofno Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 -fts Heights, CA 95610 l IEll l l�11 �Il �».-� �•,� �``(1., NS7 fie( �-y' ') �00 r T4hj/-/ r ;" '!� 00 4 �LFv+�'•-a�7� _ _ -, _�.. FUTURE OCCUPANCY CHANGES WILL BE REQUIRED TO MEET THE r, REGULATIONS REQUIRED AT THE ____.___.. ....... ...._....._._ l 2 E OF PERMIT APPLICATION FOR A NEW OCCUPANCY CHANCE OR TENANT IMPROVEM =NTC/1 Iepara.te Permit {required I N-0TEa f,r�,,.r .,�+�.. • PROPERTY OWNER t8 RESPONSIBLE FOR 4 DETERMINING LL°ICATICINS OF PROPERTY LINES ° �fl�5eti I yFI � LIII I _� .�/ � �— ----- _ ; fi €x t d ,. ' ) AND EASEMENTS AND MAINTAINING REQUIRED SETBACKLU S rid5 -E ELECTRICAL, PLUMlt,i , AND MECHANICAL NEIT ; PLAN CHECKED0 It IF TQ Pk -OM � PROPERTY/ t EASE�-iNEB AND EASEMENTS. "s - -- _ _ A SURVEY MAY SE REQUIRED IF r �tP DETERMINED NECESSARY BY THE 13UILDINO OFFICIAL° € f�, �pigwl 1 11TV��(AT Si�3CCJ _ � L �a N r - AP _.. _y _ ... _ t !� �=' 1:7'x' bG�'- ��'OM '�•'. I �IGI� moi:. :W4 zz> W aLA - cls ...... , -.• -WL e 1 . a.. P tpLA dl G N 1,77, Date:1 , _ l ci7t lam! c P arkrn Ln a dsca in v i f p —r , P , other Signature; C n � 1 1�Xi'S?i -eD �,,�t✓ ( l CDF)Buffe County Firs new.. in are uira4 to have. Y % c.G r —� _ _ I sM N� ti eav0soorrftra tare , >; Gutter screens t� Prevent aco _._ (f _ of 108Vl A bI7 # ��i1 - resistant n ... i7 I f -�y tlt , rnmxB M' Molt and atter vows ZA4I.:.:::..... _- F _ \ e APPROVED PLANS AND PERMIT SHALL BE ON SITE ALL INSPECTIONS FV<1P, -F C -k r!�� Tw E 2001 CSC , C Nf C , O p G , 21104 CEO,AND 2005 CALIFORNIA ENERGY STANDARDS AS AMENDED BY THE JURISDICTION APPLY TO THIS J�� sol / I PROJECT �.,.:J' t• _<K/6,t��" er _ BUILDIN I s P 6eau� G PEP IT## 07- 163-6`- > xi f IATE Q tZr' MSS: PA CELn 1 4. 0 : r{aRM NO. I01 -M a1 r 1 r, ORAWN iZr `. � . g'IED SHEET OF SI FT aF, UOPY I I' . �.. i Y �».-� �•,� �``(1., NS7 fie( �-y' ') �00 r T4hj/-/ r ;" '!� 00 4 �LFv+�'•-a�7� _ _ -, _�.. FUTURE OCCUPANCY CHANGES WILL BE REQUIRED TO MEET THE r, REGULATIONS REQUIRED AT THE ____.___.. ....... ...._....._._ l 2 E OF PERMIT APPLICATION FOR A NEW OCCUPANCY CHANCE OR TENANT IMPROVEM =NTC/1 Iepara.te Permit {required I N-0TEa f,r�,,.r .,�+�.. • PROPERTY OWNER t8 RESPONSIBLE FOR 4 DETERMINING LL°ICATICINS OF PROPERTY LINES ° �fl�5eti I yFI � LIII I _� .�/ � �— ----- _ ; fi €x t d ,. ' ) AND EASEMENTS AND MAINTAINING REQUIRED SETBACKLU S rid5 -E ELECTRICAL, PLUMlt,i , AND MECHANICAL NEIT ; PLAN CHECKED0 It IF TQ Pk -OM � PROPERTY/ t EASE�-iNEB AND EASEMENTS. "s - -- _ _ A SURVEY MAY SE REQUIRED IF r �tP DETERMINED NECESSARY BY THE 13UILDINO OFFICIAL° € f�, �pigwl 1 11TV��(AT Si�3CCJ _ � L �a N r - AP _.. _y _ ... _ t !� �=' 1:7'x' bG�'- ��'OM '�•'. I �IGI� moi:. :W4 zz> W aLA - cls ...... , -.• -WL e 1 . a.. P tpLA dl G N 1,77, Date:1 , _ l ci7t lam! c P arkrn Ln a dsca in v i f p —r , P , other Signature; C n � 1 1�Xi'S?i -eD �,,�t✓ ( l CDF)Buffe County Firs new.. in are uira4 to have. Y % c.G r —� _ _ I sM N� ti eav0soorrftra tare , >; Gutter screens t� Prevent aco _._ (f _ of 108Vl A bI7 # ��i1 - resistant n ... i7 I f -�y tlt , rnmxB M' Molt and atter vows ZA4I.:.:::..... _- F _ \ e APPROVED PLANS AND PERMIT SHALL BE ON SITE ALL INSPECTIONS FV<1P, -F C -k r!�� Tw E 2001 CSC , C Nf C , O p G , 21104 CEO,AND 2005 CALIFORNIA ENERGY STANDARDS AS AMENDED BY THE JURISDICTION APPLY TO THIS J�� sol / I PROJECT �.,.:J' t• _<K/6,t��" er _ BUILDIN I s P 6eau� G PEP IT## 07- 163-6`- > xi f IATE Q tZr' MSS: PA CELn 1 4. 0 : r{aRM NO. I01 -M a1 r 1 r, ORAWN iZr `. � . g'IED SHEET OF SI FT aF, UOPY I I' . �.. i s A �''' �., r5 rg c 10 a a { ti A 7i FF 1 x. rte. _ ii 7 i v a 2 - .�a.wr+ �/� ..... <.1..V ,. .,.. ..x. , ., ...«,.... LA .a,..... . n , ,. _J, _ .u.....:a�,,. .r.�sr+++�Nwwrrrw .rwor•+'.: ___.....-.«.w.o... ' r c y, -....rte=>Y••-�"�•.�,b,., _ ,. i .. u.r �. ' e � fIM p it y i b { g j i jj C. t { j k ; Oiln W3YeW4i�W' } will • �M AY'::: aF Irx�tCE . ( pMbtLvvYJr I /� - e.r�euaYrtbtewtm+�.tl*taysrc�ee.-. . �..Wd.. adi�•�nn-s`ttY�cf+zt1P i -. .. MAwLL;Mw.tl6V.+W .-x,r.:>wsxuaYMtin-Xa,ea2xmAaeaus.nc,v,veiSAnr*r.YmutaMrt.:wA rawavr.em^t+r..a ..... m xnivlrvu -ws :nw.M4 `ha' '. u:svevammwxu+,+:vmmaunaumnwuviw�✓�ImmYi<#*iwmaavM - .. '% i y Y i # : - - DRAWN i CHECKED 8-15-06 SCALEH un JOB NO. r . �.�..� ..... SHEET A UG ' dr O 1 a ;,.. OF SHEETS °d s ; d g ', : : ``'• _ S7OCKDRAF7ING FORM NO. I01.59 RC .wt .., .d.,.i-...::..,..-..w..,. .. ee .,..r.i r, ar+,•^Y^ ;a .. m�........,.-.-.7, .-__.— _. _.__. - __-- «.��..�.-_ _,�.,.-«H- ..,-.�..._.--......._ ....---- T........«„s�_- ,r--'^^r+-maw+.•x'�•hr \.-..-nmy=-^, I &•C'Hn?. : ffi311ml— I I 'II I I I; General Notes 9 TITLE -2 GENERAL NOTES 4, Pert V'ENERGY EFFICIENCY STANDARDS" The following energy requirements must be met, or exceeded, to obtain final building department approval. It is the 1,) RESIDENCE EXTERIOR WALLS TO BE 2X6 ##2 BTR DOUGLAS FIR, ALL RESIDENCE INTERIOR WALLS responsibility of the owner / project supervisor to ensure that these features are installed. h TO BE 2X4 #2 BTR DOUG FIR UNLESS OTHERWISE NOTED, PLATES MAY BE DOUGLAS OIC- HE. M FIR 2,) EXTENJORANID INTERIOR HEADERS TO BE SIZED AS NOTED ON ROOF PLAN. The Aidams and Pushnik Residence 3,) WINDOW HEADER 14T. TO BE 6FT- 8 IN, U.O.N. 4,) CEILING HEIGHT TO'BE 9 FT. - 0 3/4 IN. WITH THE FOLLOWING EXCEPTION- CEILING IIT, Ca) GREAT Job # 06404 Date - Aust TM ROOMTO BE 10 FT'. 0"3/, IN. ug 10, 2006 / I 5,) ATTIC; INSULATION: R-38 '"'ALL INSULATION: R-21 i1 1 6,) PROVIDE EGRESS FROM EACH BEDROOM PER UBC'. IF EGRESS IS THROUGH WINDOW OPENING, 1 INSULATION ; - WINDOW PER BEDROOM MUST HAVE MAX. SILL HT OF 4411 FOR EGRESS, W/ MIN. OPEN WIDTH. OF 20 ` =4 1-M.; •„ IN. & MIN. OPEN IIT, OF 24 IN,, MILT OPEN AREA OF 5.7 SQ. FT, Wall msuilation shall be at least R-21 at all 2x6 exterior framed walls and walls between conditioned space and attic or � 7,) EXTERIOR SIDING: 3 -COAT STUCCO W/ A SAND FINISH. crawlspa(ce. 8,) ALL IN'T'ERIOR GYP. :B D, EDGES EXCLUDING THOSE SURROUNDING WINDOWS TO DE BULLNOSE, Attic insullation shall be at least R-49, with a radiant barrier installed as part of the roof system. ' .:." j INTERIOR GYPSUM B OARD FINISH TO BE A LIGHT SPRAY KNOCKDOWN FINISH. sr RS & WINDOWS: HEATING, VENTILATION and AIR CONDITIONING ID®O 1.) INTERIOR DOORS TO BE 6'-8" 4 -PANEL RADIATA PINE MFRD BY SIVPSON , A heat pump split sstem will be installed with a minimum SEER of 13, a minimum EER of 12, and a minimum HSPF of 8. 2,) WINDOWS TO BE VINYL W/ DUAL PANES. VINYL COLOR TO BE ALMOND. WINDOWS TO HAVE LOW E >r'` s 2 GLASS. SEE OWNER FOR WINDOW 1�IFIt The majority of ducting for all ducted heating & coolingunits shall be located in the attic Default worst case and will be 3, EXTR, FRENCH DOOMS METAL ( ) a. (� 3 rr'_ ) pg }� HINGES �gy gyg BRONZE. CLAD W/WOOD @INTERIOR insulated to a level of R-4.2 or greater. 4.) !`'±1L D�®OS'I� 933J-7 Gd'�S 9. R,9 llS! lDRM9NdiEc. A Tonally controlled HVAC unit will not be installed as a Title 24 requirement. ENERGY NOTES: z d 1,) WEATHER-STRIP ALL EXTR. DOORS. CAULK. EXTR. DOORS AND WINDOW F AND ALL DOMESTIC HOT WATER k % PLUMBING & ELECTRICAL OPENINGS IN BUILDING ENVELOPE, 3 / ry-t 1 eY I Y of .943 or greater, and with R-4 or 2, One electric instantaneous water heater shall be installed with a thermal efficient ) IIIA UNIT TO IBI+ SIZED AND DESIGNED BY A LICENSED H/A CONTRACTOR AND TO MEET ALL REQUIREMENTS OF C.E,C greater) pipe insulation applied to 3/4 or larger, non -recirculating hot water mains in addition to insulation required by the h fes' l "J 3.) SIIOW`ERHEADS AND INTIL PLUMBING FIXTURES SHALT. BE LOW FLOW TYPE AND CERTIFIED BY Standards. C.E.C. A recirculation pump will not be installed to mechanically re -circulate hot water. 4.) SOLAR PANELS TO BE INSTALLED ON FUTURE CARPORT. : FENESTRATION PRODUCTS. .=>`. >•'" 1 � ___ , ! �, _ t CABINET '& INTEOR'I`RIIVI NOTES: L) BASEBOARD TO BE 5 %2" & PAINTED, __ . Operable windows shall have e a U value of .32 or lower and a SHGC of .31 or lower. .�4sax.,-_-2.) ALL DOORS TOLE TRIMMED W/PAIN'TG E MOLDING. y * 'L'�� n , _ 3. LLS TO BE ALDER WOOD & TO BE STAINED, SEALED AND FINISHED W/ LACQUER. ) ALL SIFixed windows shall have a U -value of .33 or lower and a SHGC of .37 or lower. ` • 1 f'.. r. �x .z, I°:x r 4,) CABINET WOOD TO BE ALDER. WOOD TO BE STALNED,,SEALED & LACQUERED. -' 5.) KITCHEN, BAT OON, & UTILITY CABINETS TO HAVE MELAMINE INTERIORS. Hinged doors shall have a U -value of .53 orlowerand a SHGC of .65 or lower. Note. 6,) ALL SHELVES IN LOWER KITCHEN CABINETS TO BE PULL OUT SHELVES. 7. _ , ; _ CABINETS TO BE FLA, s. PANEL W/ FRAME. CABINET'S TO BE DESIGNED TO OWNERS SPECIFICATIONS Patio doors shall have a U -value of .34or lower and a SHGC of .32 or lower. &,OWNER TO APPRO�E, CABINET DESIGN DRAWINGS BEFORE CONSTRUCTION OF CABINETS 3. , .w BEGINS, Note the f. I ; , � �_.�f .- _ .;� . Q lowing exception if any; Low -E lass is not required for h.in ed doors. 9 q 9 8,) OWNER TO SELECT ALL MOLDINGS. CONTRACTOR TO PRESENT OWNER W/ MOLDING SAMPLES FOR APPROVAL BEFORE INSTALLATION. West facing windows will have exterior roll down blinds installed. 9,) ALL COUNTERTOPS TO BE SOLID SURFACE, BACKSPLASHES KITCHEN TO BE TILE TO UPPER CABINET. BATHROOM & UTILITY BACKSPLASHES TO BE 6" TILE. HERS CERTIFICATIONS 10.) ALL CLOSET SHELVES &i POLES ARE TO BE DESIGNED AS PER OWNER'S SPECIFICATIONS, A HERS rater Thermal Expansion Valve (TXV) verification or Refrigerant Charge test and an Energy Efficiency Ratio SHOWER DOORS & MIRRORS: (EER) verification will be required for this HVAC system. 1,} MIRRORS TO BE PROVIDED BY OWNER.Heating and air conditioning ducting will be tested by a HERS rater to verify leakage is less than 6%. PAINT FINISHES: Blower door testing will be performed by a HERS rater to verify house leakage is less than 1779 CFM maximum and 762 1,) PAINTER SHALL PRO',FECT THE WORD OF ALL OTHER TRADES & SHALL DISE MATERIAL THAT IS CFM minimum. PURE & UNADULTERATED THAT HAS BEEN DELIVERED TO THE .TOB IN ORIGINAL, UNOPENED CONTAINERS. 2.) OWNER SHALL SELECT ALL COLORS. PAINTING SHALL NOT COMMENCE UNTIL OWNER HAS APPROVED OF ALL FINISH SELECTIONS 3.) ALL PAINT SHALL BJE APPLIED ACCORDING TO MANUFACTURER'S SPECS. & ALL WORKMANSHIP OWNERS: JADES PUL1 NI ®ASS SHALE.. BE OF TOP QtALITY, ALL SURFACES TO RECEIVE PAINT TO BE SMOOTH, DRIP, & CLEAN BEFORE APPLICATIU114. PAINT TO BE APPLIED SMOOTHLY W/ OUT RUNS OR SAGGING " , 44Pt-d0l- _ �- ..: MATERIALS. PUTTYANY 1_ Y L NAHOLES, CRACKS, JOINT'S, ETC. BEFORE APPLICATION OFFIRST C OAT, ADDRESS: � �AVE., � � , s 9592 SPACKLE JOINTS BETWEEN MOLDINGS WALLS T TELEPHONE: 530 9� � s � CEILINGS. AI,� INTERIOR SURFACES SHALL BE � � 9 1 CJD BETWEEN COATS TO LEAVE A SMOOTH FINISH ON SAME BEFORE THOROUGHLY SAND tit '\` -APPLYING NEXT COXr. .>,) ALL ETEI2ICDI2 I1YT1+RICDR EXPOSED PIPES, DUCTS, sltvlRR ITEMS SHALL BE PRIMED PROJECT LOCATION: u \ ..,. M1 0701 KIE IC �����,Ce tt w.,' w f...,T«. , } " ; PAINTED W/ COLOR T1) MATCH ADJACENT SURFACES U.O.N. ALL EXTR �i INTR, WOOD SURFACES ' SHALL, BE TREATED OR PAINTED U.O.N. ROOF VENTS hCAPS SHAT BE PAINTED TO BLEND W/ TIFF P 04i�200�02 ROOMING MATERIAL PLUMBING NOTES: 1,) ALL PIPES S L BE `'ECURELY STRAPPED TO PREVENT VIBRATION. BUIL USE; RESIDENTIAL ? t 1 2.) ALL PLUMBING SHALL COMPLY W/ 2001 CPC AND ALL LOCAL ORDINANCES.) t ' 3,) WATER HEATED TO BE A BOSCH RP27PT ELECTRIC WHOLE HOUSE TANKLESS WATER HEATER, SEE 1' p FLOOR PLAN FOR LOCATION. LOT SIZE: 40.09 ACRES �+ 4•) PROVIIIDE WATER LINE TO REFRIGERATOR FOR ICEMAKER �, 5.) ANY CANOE IN LOCATION OF PLUMBING FIXTURES WHICH DEVIATES FROM THAT SH -HOWN ON - '� ° #. PLAN MUST BE APPROVED BY OWNER BEFORE EXECUTION. 6,) PLACE ALL VENT PIPES OUT OF SIGHT (FROM FRONT VIEW) BEHIND RIDGES WHENEVER NOT pl. / PREVENTED FR®M DOING SO BY LOCAL ORDINANCES. SQUARE FOOTAGE CALCULATION: 7.) PROVIIDE TEES AS REdUIED FOR OUTDOOR SPRINKLER SYSTEIVD, RESIDENCE: 4 r r 9 ASE FEET f ELECTRICAL NOTES: COVERED 1>) ALL ELECTRICAL WORK SHALT, COT4 PLY W/ ALL LOCAL ORDINANCES, PORCHES: 621 S"%UARE FEET 2,) THE ELECTRICIAN SHOULD CONDUCT AN ON SITE WALK THROUGH TOUR W/ THE OWNERS AND r THE LOCATIONS OF ALL ELECTRICAL OUTLET'S AND FIXTURES SHOULD BE MARKED ON THE WALL FOR THE OWNER'S APPROVAL BEFORE ELECTRICAL WIRING COMMENCES. LOCATION OF OUTLETS SHALL BE,.,FPR® TF TO THAT SHOWN O �. N ELECTRICAL PLAN BUT A I$EASCDNAI$I.E , DEVIALTTON SHALL B.F ALLOWE,D, _r f 3. SEE ELECTRICAL NO I Es ON �� ) GE 7, INDEX GENERAL NOTES: ' 1.) VERIFY ALL (DIMENSIONS, NOTES, AND VIEWS IN FIELD. BUILD TO DIMENSIONS IF DISCREPANCY P��E SiJ6J�T OCC URS _.BETWEEN (DRAWING AND SCALE, # f r" 2.) AT, THE ,TOB SITE, ALLTRUSSES SHALL BEAR A STAMP PER UBC 2343,6 IDENTIFYING THE � SITE P i MANUFACTURER, LOADING CRITERIA., AND SPACING. r 3' LAN 3,) INSTALL S'T'REET ADDRESS, NUMBERS OF SUFFICIENT SIZE AND CONTRASTING MATERIAL TO BE GENERAL NOTES READILY VISIBLE FROM THE STREET. ENERGY EFFICIENCY STANDARDS 4.) SLOPE Ow 2% FOR 5 FT.,` FROM ALL SIDES OF THE STRUCTURE. 5,) THE 2001 C'ALIFORNIABITILDING COBE, 2001 CALIFORNIA MECHANICAL CODE, 2001 CALIFORNIA PLUMB6ING CODE, 2001 CALIFORNIA ELECTRICAL CODE, & THE 2005 CALIFORNIA ENERGY 2 FLOOR PLAN STANDARDS ARE APPLICABLE TO THIS PROJECT, 5.) JANICE' LEE IS NOT AN ARCHITECT NOR DOES SHE IN ANY WAY REPRESENT HERSELF AS AN ARCHITECT OR AN ENGINEER. THESE FLANS ARE SUBJECTTO APPROVAL AND INSPECTION BY 3 ELEVATIONS THE LOCAL BUILDING DEPARTMENT. g ` i 4 FOUNDATION PLAN 5 ROOF PLAN BUILDING SECTIONS CONSTRUCTION DETAILS (IN FEET) 6 SHEAR WALL PLAN 7 ELECTRICAL PLAN ENGINEER'S SHEETS HOA-- Ith SN STRU U L NOTES A U6 SD2 TYPICAL DETAILS SD3 TYPICAL DETAILS Chico, CfA STOCKDRAFTLNG FORM NO. 101-38 RC - - i Ifni DESIGN & DRAFTING SUITE 15 676 E FIRST AVE CHICO CA 95926 PHONE & FAX (530) 892-1937 N I'C E LEE SUITE 15 676 E FIRST AVE CHICO CA 95926 PHONE & FAX (530) 892-1937