The URL can be used to link to this page

Home My WebLink About064-200-001• 1E I I\ I\ V I I 1 1 I\ 1 19 F9 P A I I\ I\ V I 5790 CLARK ROAD, PARADISE, CALIFORNIA 95969 County of Butte Building Division 7 County Center Drive Oroville, CA. 95965 (530) 872-0254 FAX (530) 872-9331 Subject: Release of Design Documents Project: Single Family Dwelling - Carnagie Road, Magalia, CA March 1, 2007 FLT Engineering has no objection to have Mr. Daugherty copy all the subject documents for the above project. Co: Mr. Daugherty - Owner File BUTTE COUNTY MAR 0 12007 (DEVELOPMENT SERVICES Sincerely, r, 0� Frank L. Tyukos RCE 32434 l_U' } t C "'February,24, 2007 �yReference: 14594 Carnegie Road -' TO WHOM IT MAY CONCERN: 'As demonstrated over the last 3 -months, COOPER CUSTOM CONSTRUCTION has displayed no desire to finish this construction i project in a timely and workmanlike manner. i., As of•this date, the only access to this property shall be provided to JAMES FROST CONSTRUCTION, his employees and/or designated sub -contractors. r' SINCERELY A4 JAMES E.-DAUGHERTY PRESIDENT 'PONDEROSA RIDGE DEVELOPMENT "(530)873-6747 .: BUTTE COUNTY FEB 2 6 2007 DEVELOPMENT SERVICES esI1T,_rE ,'n -Tr AIENT �SFRVICES j BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP060078 B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS 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 Issued Date: 04/04/2006 APN: 064-200-001-000 the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Site Address: 14594 CARNEGIE RD MAG Date: Contractor: Map Index: Description: NSF(2028)GAR(514)OPEN(508) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: FRANZ & DAUGHERTY DEVELOPMENT LLC to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section JAMES DAUGHERTY 7000) of Division 3 of the Business and Professions Code) or that he or 14456 DREW CT she is exempt therefrom and the basis for the alleged exemption. Any MAGALIA, CA 95954 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): (530) 873-4789 (530) 873-6747 jamdaugher@aol.com ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does Applicant: FRANZ & DAUGHERTY DEVELOPMENT LLC such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one JAMES DAUGHERTY year of completion, the owner -builder will have the burden of 14456 DREW CT proving that he or she did not build or improve for the purpose of MAGALIA, CA 95954 sale.). (530) 873-4789 (530) 873-6747 ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business jamdaugher@aol.com -and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State LicenseLaw.). Contractor: COOPER CUSTOM CONSTRUCTION ❑ lam Exempt under Article 3 e B ' ss nd rofes ions Code .4-4.0b P.O. BOX 658 Date: owner: PARADISE CA 95967 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: (530) 872-7071 ❑ 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 License #: 672664 is issued. ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Architect: insurance carrier and policy number are: Engineer: Carrier: Policy #: ❑ 1 certify that in the performance of the work for which this permit is otal Square Ft: 3050 S.F. issued, I shall not employ any person in any manner so as to .ti'ecome subject to the workers' compensation laws of California, Valuation: $149,236.00 and agree that if I should become subject to the workers' Census Code: compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. _�- 0 Date: Applicant: WARNING: Failure to secure work rs' compensation coverage is employer,to criminal penalties the and one unlawful, and shall subject a($100,000), hundred thousand dollars ($10 0 0), in addition p to the cost of � y� � t� �� compensation, damages as provided for in Section 3706 of the Labor / ►'`1 code, interest, and attorney's fees. l L V CONSTRUCTION LENDING LENDING AGENCY This per . it is he by issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resol ions to work indicated ab e r which fees have been paid. performance ork f which this permit i iss d (Se 30 77 Civ.�i.mv �Om Date: � Name: t"_/o� y✓i11AJ/� ig Bv: PERMIT EXPIRES ON: '�r�-' � �®� Address: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorize genof the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substanc any official form d.,umnt of Butt County. I hereby authorize repr¢senta�tiiveesy of ButteCountyto enter upon the above mentioned for inspection purpo es. property �J� Print Name rc��19' " ' 9✓'�--� % Signature: ^� Date: / ❑ owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR_tNSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF A PPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY"' WNER INFORMATION LastA , / Address 6 �O First Name �ES Address 7 Zip �? l City State C'4 Zip Phone B„ -7, —,dq -78 Fax 7 8 3—�4 V E-mail � D � CONTRACTOR 1 Name eoe)aJ OaQA- AAddress Address 6 �O City s% StateC Zip �? l Phone 8.77 _6v60 Fax 87-7 —8c -8c) it z), • C�P Lic. # 8 S`j53a Class ARCHITECT/ENGINEER Name .J�o� 1 4BA4,> ST Address 9,1-1 S S U e C' Al City f�N'&4 L)A - 1= State. ^ Zipq gA:Phon—3z —0 Fax_T30-Z-EoS/—�8 gnai{v S 8 �9 State License NumberA AP LI NTSIGIVATURE X For office use only: APPLICANT INFORMATION Name ks AVeoo4z;� Address SRA City No State F75 Phone Book Fax E-mail Planner AP LI NTSIGIVATURE X For office use only: Zoning I T_Flood Zone SRA es No Occ. Type Const. o Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BIN # PROJECT LOCATION AN o� �. a® _ oo J Prop y ddress ^ � Cilya�� . Cross Street MA 9c)M WORKER'S COMPENSATION - Policy Number Jv ^ Carrier ►'1 If hiring anyone other than,license contractors, a certificate of worker's coinpensation must be shown at the time of permit issuance. LENDING AGENCY Name _—, d 3L,11 F 00ynMWA) Address &-7Z- Akk3ok-) /r�>O. 4QAOJSJ�: Description or Scope of Work: Si,N L : awl /4,hlE Z,vz.$ /So8 Sq FT- Living Garage Open Cov • Structure Built without Permits O Proposed Change of Occupancy IV/ %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 K•\FnRhnC\RI ni I -Mr: FnRhnC\RlrinAnnlRtihRnmtc rine Pace 1 of,2 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: / /& '7, 7 �ln 4 SRA Receipt #:/�j� Sheriff A- SMIP l• Date: Other n o /r� () 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 per it. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. 1. Site plans 3 r 4 sets signed by the preparer of the plans No graph paper! 2. ❑ 3. i4,-' 4. ❑ 5. ❑ 6. ❑ 7. 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. Engineered truss details and layouts in duplicate (if required). No faxes! Energy compliance design and supporting documentation in duplicate. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or f6d plans, all in duplicate 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. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). Site plan and business license approval from the City of Biggs. - Letter of intent for non-residential buildings. Building Permit Application Without Required Clearances Form Hazardous Material Form (for Commercial Buildings only). t Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. 'Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ 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 KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES-BUILD/N091V/SIO'� ` 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: S1o /)Q4 __q �ill�� ASSESSOR PARCEL NUMBER Proposed Building Use: / V "t i Permit Technician: l� I/- ' Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. t 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. i' 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. Jf 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 fnd plans, all in duplicate. ❑ 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 e n'ms needed to issue the permit. (May require additional plan review upon receipt of the following items.) Ejr QujiAarlitation and site plan approval from the Environmental Health Department in f �co mr0roville, as applicable 5. Fire Sprinklers............................................................................................. ❑ 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 .............................. ❑ 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 'erpSid. Sent by: ............. 23. Planning approval for (A) Use: S� -(B) Parking: (C) Parcel Check:........... M AA ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................... ... ""....................... encroachment Permit for driveway from the Public Works Dept ........................... ❑ Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... Letter of Signature authorization.................................................................... Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ ` 3. Existing violations and/or expired permits......................................................... El34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: v ,ee When issued Telephone �' �% 3'" �� 7 /�7 3 - F, nd hold for pickup. I have been informed of the abov a Items an ,req irements for obtaining a building permit. Applicant: Date: > 3 1. Index permit aliplication for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer own, as advised of the above data by ❑ phone, i4mail, ❑ counter, by Date: Contractor, designer, ner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owe was advised of the above to by ❑ phone, ❑ mail, ❑ counter, b Date: Plans reviewed by: Date: I Plans approved by: Date: Structural reviewed by: Date: Structural approved by: Dat Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 TO: FROM: Building Division — Development Services Environmental Health E.H. S Plot Plan Attached Floor Plan Acta Sent to BD/DS l SU JECT: Sanitation Clearance file he/'i �.4 4/E �co�. ner Location AP# Plan Approved for: Sewage Disposal: Water Supply: Public %,"" Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: ounumg V Iudld oc Vicuuo BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.neVdds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner JAMES DAUGHERTY Application Date 1/13/2006 APN No: 064-200-001 Permit No: BP 06-0078 Permit Type: NEW SINGLE FAMILY DWELLING 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION Plan Check portion of Permit Fee ' 2 FEMAYes Flood Elevation Review $109.98 3 SRA* X Yes Fire Plan Check - Non -Refundable $95.00 (State Responsibility Area) Building Inspection $109.98 NON-REFUNDABLE portion of fees due at application 4 5 6 7 7a 8 E 10 ::$2,919.29 $1,167.72 $1,751.57 Balance of Building Permit Fee 0 $95.00 $204.98 $109.98 1 $1,262.72 - RECEIPT FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,372.70 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT $5,963.36 Balance of Building Permit Fees (from No. 1 above) SMTP* - Strong Motion Instrumentation Program (Enter amount from permit system) Additional Plan Check Fees (NON-REFUNDABLE) Other*: Other*: IMPACT FEES - RESIDENTIAL* 6780.531 5599.08 Per Dwelling Per Dwelling DRAINAGE FEES* Per Dwelling MH Applications After 2114/05 a F SFD MFD 771 Comanche Creek County 1 4096.87 3071.14 3117.43 Chico Urban Area 5372.09 3995.45 4889.56 EI Medio Fire District 3128.31 2297.77 2326.36 North Chico Specific Plan A SR -1, SR -3, SR-1/PD 7938.531 6757.081 7633.49 R-1 8031.53 6850.08 7726.49 'V0 R-7 7541 F;'1 sisn nR 77'AR 4Q1 R-3 1 6780.531 5599.08 Processing Fee is automatically added to impact fee total 1 WATER TENDER FEE (Not collected when Impact Fees Applicable) Enter Bat.# DRAINAGE FEES* CHICO STORM DRAINAGE MASTER PLAN 770 Butte Creek 771 Comanche Creek New construction, vacant land, On 1 acre Or I@SS - Enter 1 or less acre value 772 Little Chico Creek 773 Big Chico Creek 774 Lindo Channel 775 SUDAD Ditch 776 Mud -Sycamore Creek 443468 *17 &<Z $1,751.57 // t $14.92 JL&I= _ DATE Tech/Asst 1/13/06 Tammie 6475.49 RECEIPT DATE Tech/Asst $100.00 $4,196.87 $200.00 1W 069 792 596 975 RECEIPT DATE Tech/Asst 777 PV Ditch $8,603 10a More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW 11 THERMALITO DRAINAGE AREA 1 $652 Maximum Per each new living unit on existing lots where full drainage fees have not been paid Ila Temporary Dwelling 1 $130 At time of building permit $130 annual renewal fee for first 4 renewals. Not to exceed $652. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO ISSUANCE OF PERMIT. Forms will be prepared after plan check is completed for applicant to take to respective district office. 12 SCHOOL DISTRICT FEES* Paradise High 093 giveri ' ] 3-A'M 14- 12a RECREATION DISTRICT FEES' Paradise At the time of permit application, I was advised bove fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applicant: / Date: Pursuant to Governmenff;ode Section 66020, you fare hereby botified those Items followed by an "*" may have been imposed on your project. 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/Farms/Schedule of Receipt Fees Residential 121205 BUTTE COUNTY SCHOOLS IMPACT -FEE CERTIFICATION FORM (One form per Building) School DistricttS S � V l'% r� ��- I n � Building Depart t No. • v A.P. Number Q (04-2_(M- ()()` Jurisdiction: City County Property Owner tkmabtrk Property Location/Address P (' ' (a, y T Subdivision Lot No. AResidential 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 0 Sq. Footage New Addition (Including Exterior Roofed Areas) -tqla 3-22-06 Buildingi Department Represegtative Date District Identification No. 0 6 • 0 School District certifies that r (Applica t) // // (Street Address) (Phone Number) vol .4 Di /t (City) (State) (Zip Code) has complied with the requirements of Resolution No. by payment of $ 9 representing Q a square feet. JAB 2926 $ IVULL MITIGATION $ School District Paid by Check # Remarks: aze'Lzf , Date Notice: You may protest the Imposition of the fees identified above by submttting a written protest to the District, In compliance with Governnwnt Code Section 66020(x), within 90 days from the date fees aro paid. Failure to submit a timely on protest will prohibit you from challenging the Imposition of the fees In any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School Dh*k:t Is notified by the applicable Local Planning Agency that this project Is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate Its Impact on the school dlstriers schools. White (school district), Yellow (building department), Pink (applicant) feeform.xia (305W= BUTTE COUNTY ]DEVELOPMENT FEE CERTIFICATION FORM ❑ FEATHER.RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ C�nCO AREA RECREATION AND PARK DISTRICT (CARD) `9 PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) 0004 ' 9nn — (00 J Building Permit Number 0 CO 00 Property Owner (s Project Location /, Subdivision Name 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: Department 0 FRRPD ❑ CARD NPRPD 0 DRPD. certifies that: :I-9 Date ,3 - 47� 7. Applicant Name Phone Number Dw0i U 1 5 Mzl aili g Address ty State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ per unit for a total of $ Square Feet @ $ per sq foot for a total of Remarks: Paid lnheck No: District Paid try Cash: Receipt No: Date p License Detail Page 1 of 2 California Home Tuesday, A License Detail CALIFORNIA CONTRACTORS STATE LICEN Contractor License # 672664 DISCLAIMER A license status check provides information taken from the CSLB license data base. BeforE on this information, you should be aware of the following limitations: . CSLB complaint disclosure is restricted by law (B&P 7124.6). If this entity is subject tc complaint disclosure, a link for complaint disclosure will appear below. Click on the lin button to obtain complaint and/or legal action information. . Per B&P 7071.17, only construction related civil judgments reported to the CSLB are disclosed. . Arbitrations are not listed unless the contractor fails to comply with the terms of the arbitration. . Due to workload, there may be relevant information that has not yet been entered ont Board's license data base. Extract Date: 04/04/2006 * * * Business Information * * * COOPER CUSTOM CONSTRUCTION P O BOX 658 PARADISE, CA 95967 Business Phone Number: (530) 872-7071 Entity: Sole Ownership Issue Date: 06/10/1993 Expire Date: 12/31/2007 * * * License Status * * * This license is current and active. All information below should be reviewed. * * * Classifications * * * ClassI Description © GENERAL BUILDING CONTRACTOR * * * Bonding Information * * * CONTRACTOR'S BOND: This license filed Contractor's Bond number CLB2708743 in the of $10,000 with the bonding company http://vvww2.cslb.ca.gov/CSLB_LIBRARY/License+Detail.asp?LicNum=672664 04/04/2006 License Detail Page 2 of 2 PLATTE RIVER INSURANCE COMPANY. Effective Date: 02/22/2006 Contractor's BondingHistory_ * * * Workers Compensation Information This license is exempt from having workers compensation insurance; they certified that they employees at this time. Effective. Date: 06/10/1993 Expire Date: None Personnel listed on this license (current or disassociated) are listed on other liceli Personnel List Other Licenses License Number Request Contractor Name Request Personnel Name Request Salesperson Request Salesperson Name Request © 2006 State of California. Conditions of Use Privacy Policy_ http://www2.cslb.ca.gov/CSLB_LIBRARY/License+D,etail.asp?LicNum=672664 04/04/2006 PLAN REVIEW RESPONSE FORM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. I this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. 'There must be a valic response to every item requested in our plan correction letter. `By others" is not considered a valid response. Please indicate yow response to each item and the location where the information can be found on the plandcalcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER n6 -1-2-0D -opo-0678 RESPONSE FOR PLAN CHECK LETTER DATED: J/,-tq, /8, CHECK ITEM # RESPONSE BY: TENTS: - -�- LA-YUS ss XS 4-P. CHECK ITEM COMMENTS: BY: LOCATION ON PLANS/CALLS: LOCATION ON PLANS/CALLS: Y / N1 0 RESPONSE BY: LOCATION ON PLANS/CALCS: 4 PLAN REVIEW RESPONSE FORM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. I this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. 'There must be a valic response to every item requested in our plan correction letter. `By others" is not considered a valid response. Please indicate yow response to each item and the location where the information can be found on the plandcalcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL PLANS. OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER n6 -1-2-0D -opo-0678 RESPONSE FOR PLAN CHECK LETTER DATED: J/,-tq, /8, CHECK ITEM # RESPONSE BY: TENTS: - -�- LA-YUS ss XS 4-P. CHECK ITEM COMMENTS: BY: LOCATION ON PLANS/CALLS: LOCATION ON PLANS/CALLS: Y / N1 0 RESPONSE BY: LOCATION ON PLANS/CALCS: PLAN RE'VIE'W RESPONSE FORM In order to expedite the review of your plans, please complete the following information and return this form with your re -submittal. I this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a vatic response to every item requested in our plan correction letter. `By others" is not considered a valid response. Please indicate yow response to each item and the location where the information can be found on the plans/calcs. ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RMRN WITH REVISED AND ORIGINAL PLANS OWNERS NAME DATE: ASSESSORS PARCEL NUMBER PERMIT NUMBER RESPONSE FOR PLAN CHECK LETTER DATED: CHECK ITEM # RESPONSE BY: CHECK ITEM # CHECK ILOGATION ON P S: , CHECK ITEM # RESPONSE BY: 1LOCATION ON PLANS Cs• January 18, 2006 James Daugherty 14456 Drew Ct. Magalia, Ca. 95954 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 064-200-001 Building Permit Number: 06-0078 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 completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the --_—re-check and-appr'oval_of_this-project._____— COMMENTS: 1. The Roof Framing Plan shows a cut roof, and you have submitted Truss Engineering, please submit plans consistent with your intentions. 2. The plans do not comply with C.B.C. Sec. 2320.11.3, please bring the plans into compliance, or provide calculations from a civil engineer or licensed architect for lateral design. 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. Bill Barron Plans Examiner 1 of 1 . Philo Hunt, P.E. Plan Check Engineer s BUTTE COUNTY JAN 2 j t286 SERVICES �ASOIOOINQ039:.., •s.2006 02:07 pm Name FRANTZ & DAUGHERTY DEVELOPMENT LL, Asmt # � � , Fee # 064.200.001.000 ____ Status IACTIVE Status Date Addr1 114456 DREW CT Tax 1000 INORMAL OWNERSHIP -- __ . TRA 093.014_ Addr2MAGALIA CA 95954 W . Situs 1p CARNEGIE RD MAGALIA Addr3 Base Dti Addr4Land 24,740 Timber Preserve 0 - Structure AgPres Comments 16420000100 CONVERTED 09/08/88 Etal Fixtures 0Growing 0 Creating Doc# 198382887398 Date _ Current Doc#`,- ..5. - - I 200580059789 � Date 10!03/2005 � Bonds Total L&I 24,740 Fix. RP 0 Killing Doc# Date r Multi Situs Flag! MH PP 0 Asmt DescIPARADISE PINES 14 LT SuplCntF1— Fiag2 PP 0 Zoning RT1 Dwell 910 MH Exempt 0 - Acres/Sq Ft 10 N/C 064 Asmt PP Pen Net 24,740 R/C41_ Tax PP Pen Appeal Pending T/R DtF� r— Split Pending RIC State PHY_ OWN_ -EXP _ _ TAX i HON ...ATT . -. SIT _ APR.... i PCLY 1.f , " ► I3 3 Eind E.. 2005 1beruk, 01/1112006 12:15:52 PM `? Q I C zq JAN 18 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 OFAPPLICATION Website: www.buttecounty.net/dds "*PLEASE PRINT CLEARLY"' WNER INFORMATION Last Address P� � First Name Address Zip T 1 City Stale CA Zip ?s-�?� Phone -73 Fax8� �_ 67-4:7- `Ac E-mail D - i co!i-\d CONTRACTOR Oi� - Name CoPJ -r, , S W'7'Yn ��S Address P� � City PpCj `j�,O ( SS � StateC Zip T 1 Phone 6-7*7 _6c)60 Fax 87-7 —8c.60 - it I'/� cox, p!/Z Lic. # 9 S953a I Class ARCHITECT/ENGINEER Name 1p � j B q 4 �J '` - Address /9.1-1 S M1�'iN S 3U 12 C' ��= Cityj::�,,4 Stater A Zipq Phone 3n) Fa"S3.-- Z10S—%8. O S a �9 State License r, 4 AP L/ ANT SIG ATURE X For office use only: APPLICANT INFORMATION Name A—S N t,-4E� Address SRA jaj City No State Zip Phone Book Fax E-mail Planner AP L/ ANT SIG ATURE X For office use only: Zoning Flood Zone SRA jaj No Occ. � Type Const. If v Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. PROJECT LOCATION AP# D�o` -2- 00 Prop y ddress �� RE) City . Cross Street A 9C, M C -O LJL Rt WORKER'S COMPENSATION Policy Number NIA Carrier ►'t 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' 3uiF C'ommuNl`�i Address � Description or Scope of Work: 7- vz$ S//G70 8 Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy oylk (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: 7P Amount: L I % ` /, 7 �idg f 2 �S_k C Y SRA Receipt #: `^/`�� J ° �� / Sheriff SMIP t Other Date: A / /' _n','�� 76 Total CDF FIRE SAFE REQUIREMENTS AP# 064200-001 PERMIT # 06-0078 NAME: Daugherty Under authority of Public Resources Code Sec. 4290, the following checked items are required by the Butte County Fire Department and made a part of this permit. These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. Driveway Standards [X] All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [X] Surface. All driveway surfaces and structures (bridges, culverts and other appurtenant structures which supplement the roadway bed or shoulders) shall provided unobstructed access to conventional drive vehicles, including sedans and fire apparatus weighing up to 40,000 pounds. [X] Grade. Not to exceed 16 percent unless paved or concreted. Grade will not exceed 20 percent. Driveway Radius [X] 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. [X] The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet radius. [X] Turnarounds. Required if driveway is over 300 feet in length, will have a minimum tuming radius of 40 feet from the center of the road and be located within 50 feet of the buildings. C IC F Is [X] Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 -foot taper on I E each end. [X] Width. All driveways shall provide a minimum 10 -foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. [X] Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a tumout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. Gates [X] Gate entrances shall be at least two feet wider on each end than the roadway they serve The gates must be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on the roadway. Where a one-way road with a single traffic lane provides access to a gate entrance, a 40 -foot tuming radius shall be used. Addressing [X] All buildings shall have a permanently posted address, which shall be visible and legible from both directions of the road the address is located. The address shall be posted at the beginning of construction and maintained thereafter. Accessory buildings are not required to have a separate address posted. [X] Size of letters, numbers and symbols for addresses shall be a minimum of 3 inch letter height, 3/8 inch stroke, reflectorized, and contrast with the background color of the sign. [X] Where addresses cannot be seen from the roadway, the address shall also be posted a single post located at the intersection of the driveway and the road. Q U I R E M E N T S Setback for Structure Defensible Space [X] Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and ,to assure continued availability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provided for by the landowner. [ ] 1) 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: [X] 2) For parcels less than 1 acre, local jurisdiction shall. provide for the same practical effect. See "Other Requirements below. [X] Disposal of Vegetation and Fuels: Disposal, including chipping, burying, 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. Disposal shall be completed prior to completion of road construction or final building permit inspection. Other Requirements [X] If your property was part of a parcel split after 1991, you may be required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. [ ] If Building Setback is 15 to 30 Feet: ✓ Class A roof ✓ Fully enclosed eaves [X] If Building Setback is Less Than 15 Feet: ✓ Class A roof with fully enclosed eaves and choose any 2 of the following: ❑ Metal or no doors on side toward property line with insufficient setback ❑ Interior automatic sprinkler system per NFPA 13D ❑ Glass area not to exceed 10% of wall area toward property line with insufficient setback ❑ Siding from the following list: o Stucco — 3 coat o Hardi-Board or Plank o Masonry o Masonry Veneer o Metal [ ] No Additional Requirements 01/18/2006 Date Last Revision 1/18/2006 Darren Read Signature -1i CDF FIRE SAFE REQUIREMENTS AP# 064200-001 PERMIT # 06-0078 NAME: Daugherty Under authority of Public Resources Code Sec. 4290, the following checked items are required by the Butte County Fire Department and made a part of this permit. These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. Driveway Standards [X] All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [)q Surface. All driveway surfaces and structures (bridges, culverts and other appurtenant structures which supplement the roadway bed or shoulders) shall provided unobstructed access to conventional drive vehicles, including sedans and fire apparatus weighing up to 40,000 pounds. [X] Grade. Not to exceed 16 percent unless paved or concreted. Grade will not exceed 20 percent. Driveway Radius [X] 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. [X] The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet radius. [X] Turnarounds. Required if driveway is over 300 feet in length, will have a minimum turning radius of 40 feet from the center of the road and be located within 50 feet of the buildings. [X] Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 -foot taper on each end. [X] Width. All driveways shall provide a minimum 10 -foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. [X] Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. Gates [X] Gate entrances shall be at least two feet wider on each end than the roadway they serve. The gates must be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on the roadway. Where a one-way road with a single traffic lane provides access to a gate entrance, a 40 -foot turning radius shall be used. Addressing [X] All buildings shall have a permanently posted address, which shall be visible and legible from both directions of the road the address is located. The address shall be posted at the beginning of construction and maintained thereafter. Accessory buildings are not required to have a separate address posted. [XJ Size of letters, numbers and symbols for addresses shall be a minimum of 3 inch letter height, 3/8 inch stroke, reflectorized, and contrast with the background color of the sign. [X] Where addresses cannot be seen from the roadway, the address shall also be posted a single post located at the intersection of the driveway and the road. IC F IN E Q U I R E M E N T S M, Setback for Structure Defensible Space [X] Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provided for by the landowner. [ ] 1) 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. [X] 2) For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See "Other Requirements below. [X] Disposal of Vegetation and Fuels: Disposal, including chipping, burying, 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. Disposal shall be completed prior to completion of road construction or final building permit inspection. Other Requirements [X] If your property was part of a parcel split after 1991, you may be required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. [ ] If Building Setback is 15 to 30 Feet` ✓ Class A roof ✓ Fully enclosed eaves [X] If Building Setback is Less Than 15 Feet: ✓ Class A roof with fully enclosed eaves and choose any 2 of the following: o Metal or no doors on side toward property line with insufficient setback v Interior automatic sprinkler system per NFPA 13D o Glass area not to exceed 10% of wall area toward property line with insufficient setback o Siding from the following list: o Stucco — 3 coat o Hardi-Board or Plank o Masonry o Masonry Veneer o Metal [ ] No Additional Requirements 01/1812006 Date Last Revision 1/18/2006 Darren Read Signature SITE PLAN REVIEW APPLICATION Date: /"//7/0(0 AP# _ Q Permit Number (if applicable) Bin Number APPLICANT INFORMATION Parcel Size: Owners Name: Owners Address: Telephone No.: Site Address: Proposed Use: 8%3 =&7�-7 Residential ❑ New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other Septic Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form Zone: e— 1 GP: UJQ DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Resolved By �— Date, . ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑. Watershed Protection Overlay Zone SRA - (CDF.to determine specific requirements) 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑, Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: (2 4 General Plan: Applicable Building Setbacks: ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front , Side 3 Side Street Rear S 30 Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Parcel Created By: ❑ . Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision Map/Parcel Map: AJPq&Tg Pt-rAgS .k (L( Map Date of Recording: --K' b y 1� -1 l Lot: 2 Book: 3 Page: o piU p fie' \-, �,% ••+ ;, i f ,i " '� 1 sEE SHEET NO. 3 sprat ewes te.eel " -� [ors 9¢. tt9 c :7. s �V '• >, I aaao�— /z°.3aa 3/TE n ;`o° n �/• '{/ d''::' •" v"•j^,.. --•ti <" se/ Z3 ea yy{3°�" '�io- 't, Y �"r•O�.e c: t fly ,• ��-t- �C� . k�sa- 1°' � � 'i '� �''t •' NM'II>/'E- h• Pb' E'�IN - 1 .�_'V 'Q i , '�,J _ ____ `._ ___ 4j, __ ,�_ _ to \per` ; °� ° M1•' /v ° '''6-o /��N• ??Z� `• -PQ2 �16 '�, .•,r- GAF �6• 47. 1 es \\1N1 OEs. CId F Ei-,e- b M 3 M1• -%, c., 4_ rir'c E/` I IG U i SO V�S 4 �/~ . F a Od •` ` '-''°'+r [`-.� - �M1' 20/ 6 +new O,PO\ ' 'ii::i '� Q'/' 2sz �, '& ... pa•i u c�.� d� • 27/�%8, `Ad 204 '- s•:�s�M1�a ?oa�vd Qaa�, � c��"';''::s a9;,, �'-------- , Mdcd[Ia /99 49 �� -e. 4�, ♦ /7c� °�/''� 253 � �;,.t < "a ° $., � -. � ,m;', ••>,..:.._ 1 V/C/N/TY 04P f � °d � CV 2 8 220 / \ \mac �., b �. f o - � � (•' /9B S \' '� [s' -- - _ � �r n 8 i r".�>•":l l�"�9 "^ r♦4 • d 4 z• ! •s=. �eq;�C 4°Pp' {•J .d� F .B' /97�:'.`. �rr[r' p :::�.�:�¢`-ry-_I'.4 �-- 4. A ��: ;i. ' � a+d �` 2/9 // P A; • � ,q +. ,.'• � _ • i �p• , /aG \^a ';`k•g", w,.✓- y /7s 18 I QD / .�t.N `�cGP ` �„'� �� <r•Ir lt••N vIT i i!`n.I' Y i '`. m -- kI d' ,f` b�, d�a� �•� "y 'b° ! i" t' ?OB .. '. '�.x,�• usre• _-______ ° w: -- �.a t � '`p .•6S tcr; 735 �! ° .$ _^• I� F9.7Edd a rsl.. 1.�;,, [d{ �t.'� : .YE,,•, __—__ "'FF•,t-„Is, 5 ` suEEr,7 I rel y �� 2/e i 1 e E�° °• Cslf f{. z q q 4. ca>F v M 1 doe .NI `} .a'a%%>- 8 '4e*"e„ ?/2 � 'b' 'moo' "a.�S. s •,a `d,. ,1 ��s I.. °f.<.n« ed°A^ i 3' {i• SG �• b' "' /'� / 8 ` ?i/ ,(KW ,pp,Y ` • 209 6�' ' i /9Q `moi/A60 yjF'.. /7S IIF /7Q c , b sueErs va l w. ?, � i j >c � 2/7 ��' p /V2i4•a `e ^^ ., ?° ;ped?iOp^ �,a�� lye ` '� /93 �i q° ap' ' 4s ` "^�' '"' , tea, ;Y%d i x^ . /B7 �'%4 _ 2✓ / ' �{ -i a ale°/F� ° 6 •'^� ,°' _. m v11N7 a Ca d,I i v.�' QL'$ M1' `^us`T /, •fid / .v!°��'E' I swFFrs I k. �.�° .1 °•3; 757 ��'°d 2/6 ^.4a d'i d" /BB .d --�•, eA�' ,ice 4G 176 i:rro•. ii V vi uwv,•RF7 /892y /90 t° °. Fb• l 3l1EET /NDEX �� - f o< hZ: I - Fs•:ir•'+ -'`'4r 'lf' / t(, -. � '4oe_ Z 3 ti;• i/jRo° Pia ' f° r,✓t Li ? [�.� ° ; G p ED ;i N 4S .•er`u'. - ',° bM1' / ♦ / ^,e \�,r "•A\-. O� . i •Ts 'o[. 1 I� I ' . ,^ Pi5 G 8 • ?� ' 4 t! i! ,/Af ss$m i /77 , u, ! ^'' 4 /r/ I C �d / 6J� / '�;..:: Ov � 3:. Pa.ex' A• yr LEGEND 'irk / 1 •.,a i E L D • ti PG/ D'`s '¢fig S P� /Q• 88� SIR 1•R i°c ''':f/ vy, ' CALCULATED POINT ifi •n1 tib: mi WO�dtN• °Y '� s. �=wpoo'/ M /79a Fa'" m-� o-•D<� OQ �• t~y •aF.4G't 4.lw 01/ ♦`"? / H a•�il°' 'E; i [° L /B0a I° 4 293 Q. aD SET BACK LINE ................. —__— ' >'!'br✓' e1 °) V , ✓n•.`ri'E"i / p�• 262 /BG b a, a. "�, s"' a -.i• r °7yb_si . •t [. i di , '' , .. s7. L V°' 4 s i`�G A ,''PI .. PUBLIC UTILITY EASEMENT (P.U.E.)„"_v._a--[ u . ° 18 `° Y 259 I • `?" S • �e �`_ 88ti >�' /B �' ^" .� i 1 !,✓' °e a C /B/ R.s ts' t C 29d "'t° _•aC.: __- Q2 V • a', _+p/°n L 9 M11 \ \ . /B4 1 TZ /B2 e i E. ( ' �' [/ �? �, :.f 55 DRAINAGE EASEMENT (D.E.) ... ... .. .. ,al}Ie•� • 4. r� ,o `' RECREATIONAL EASEMENT (R.E.) ....... l.Err['eu[ §^\ 260+/ --'°!'�� 'r=:Ew a . w Ir!•p°'� :. 292 . / ,r. p0•-' �ro E nsae A SCT CENT R INE MONUMENT . .L.. IA v C. SFT 2N 3' IROV PIPE TAGGEDR.C.E. 9033... p ...Ip { ;E l \` i �a290 y a91'l, i_' 'PO40 FOU ND MON:IMENT AS $HOlrN .. ........ ... '&M1 FOUND 2 IRON PIPC TAGGED R.C.E. 9033...../ w�' i °•b Q/ ` •>�� ; :�iy �—� 2G9 ALL LOT CORNERS NOT INOICATED 0Y THE ABOVE SYMBOLS Fp1°f°( t°M1Z,I / h- �> �g $ ' S°, a•• l,L �° {' TO BE MARKED 3Y 3/4• IRON PIN YlI TH TAG P.C.E. 9037 .ri '�6 s BI'JS Fr t¢I ^+r...( A�'M1 / W i s' ,Fcr,• ,� .gy �3 / F 6- BASIS OF BEARINGS 2 E ' <ti2a•. q `. 9 So ✓4�5°gip or :ei•,°'xo.. .�° j /� ;}s° F. S ,Q 4' "E' 1 • ial•� fG0 6a / I �1 Q• 9 ,THE CAL IGOflYIA COORDINATE SYSTEM ZOYE 7. ESTABLISHEO ?^^27li Y•s. < w- ?70 V4°A `� 2BB ° ! lr P v FRO:•1 TRIANGULPT: CN STATION $AWMI LL (K•2. 12 A.255.90, L- �`ry•✓,o ^', ��'/"$ / °y °n 1 275^ ^r`�°: %'•ter a' " e '• .S' R�, \, 4 •`' 0 d' �:i AO' Y-7 1.60.961 TO TRIANGULATION STATION BALD MOUNTAIN �• T -�¢ `•a•�. ` 5 (K•2. I AS. 390.63. Y•fi32.948. Ali SEARING N 22'23'33' E yg ✓s"'A... - ' c y Pa 8 6JFl e' ' •+ - �o e• M1.: Ol Y \'I M1M1 �"•'+'- ~ 4 '• AS SIIOWN ON THAT AMENDED RECORD OF SURVEY, FILED :N In 985 "s>� _ ISt-`f- °Rh $ o ..°,3^. a -tea 0` ° M1"� ° 2 4 P M1@' BOON 33 PAGES 95. 96, 97. 9B. B 99 BUTTE COUNTY ♦♦ 8 ?IQ : - °' 1 1287 �. P 1 ° �n� D RECORUS. DI $7aNGE5 SHOWN HEREON ARE GRID DISTANCES: �� .✓sYlF'„• , T': '�'b�i S� 273 p� ?72� +^ •?7/ MULTI. L• B 1.0001138 TO OBTAIN GROUND DISTANCES• ?77 t 97 . ,' p° m i ZBb p 0 / :N ' c M1' ♦, h' 'o S: }IlrTv. ryI 8� 1 Qa SUBDIVISION N0._� °3 C` ° •aFrss�t \ �°• •�.wGro°r✓�Fr'1"YA '+-F _ ,, sr° �Os' T1�� ?• L �/}.y4°3 ^ 1 f�Y, � l�`,,�,9 _ It%I L.1`;�Y, 278 t t -:�. ° ��:. ° e f^ `: PARADISE PINES UNIT N0. 14 `, i 9 �, c 2BS 4 �: �n`'�-� %•- aY `:`r� .'•..0 D PTN. SEC. 14 8 23 T, 23 N., R 3 E., M.D.M. d g 96 7. fo',�° r4ti �';d' t P7 �°; °' m' °' `+'"�' BUTTE COUNTY' CALIFORNIA 0 �•, p SCALE 1'= 100' FEBRUARY , 1970 2 pni �t 80 �y p 2B/ �` 187 0 2d3 + i / / 0 MURRAY 6 McCORMICK INCL CIVIL ENGINEERS LAND SURVEYORS 1912 F ST SACRAMENTO, CALIFORNIA / °'ry_ 4 /4Fi• Fero• Av,' ' % SHEET 4 OF 5 SHEETS SEE SLEET N0. S>F/ SEE SLEET NO. 5 OWNER'S CERTIFICATE L ARy!:N DEVELOPMENTS INC.. A CORPORA'I I ON AS OWNER OF TH[ LAND INCLUDCD WI TITIN PARADISE PINES UNIT NO. 14' AS SHOWN :YITHIN THE COLORED BORDER LINE ON THE ANNEXED MAP. AND OROVILLE TITLE COMPANY. A CALIFORNIA CORPORATION AND TITLE INSURANCE AND TRUST COMPANY, A CALIFORNIA CORPORATION AS TRUSTEES UNDER RECORD OEEL•S OF TRUST. CO HERESY CERTIFY THAT WE ARE THE ONLY PERSONS WH05E CONSENT 15 NECESSARY TO PASS CLEAR TITLE TO SAID LAND AND WE CONSENT TO THE PREPARATION AND RECURVATION OF SP IO MAP 45 SHOWN WI THIN 11/F COLORED BORDER LINES. THOSE PORTIONS OF ABRAHAM COURT. OAAA CIRCLE. CARNEGIE ROAD ER.- GCJRT, MAGAL:A NIMSHEW ROAD GOT NNELL CDGRT, GUILFORD CIRCLE, MPSOTI COUP LAFAYETTE CIRCLE. TI FFIN COUNT, TY' COURT AMU VASSAR COURT AS' STIOYIV WITHIN THE COLORED BORDER LINES ON SAID MAP ARE HEREBY OFFEREC FOP. DEDICATION FOR PUBLIC USE FOR COUNTY ROAD PURPOSES. WE ALSO OFFER FOR DEDICATION. AND DO HEREBY DEDICATE FOR SPECIFIC PURPOSES. THE FOLLOWING, TAI RIGHTS OF WAY AN EA SEMRNTS FOR WATER, GAS. SEWER. AND DRAINAGE PIPES. TOGETHER WITH ANY AND ALL APPURTENANCES APPERTAINING THERETO. ON. OVER. AND UNDER THOSE STRIPS OF LANG CEUIGN AIEL' PUBLIC UTILITY EASEMENT CONTIGUOUS TO THE REAR ANJ!OR SIDELINES OF LOTS ANO OF THF. YN DTH5 SHOWN HEREON. IB) EASEMENTS FOR LIGHT AND AIR OVER THOSE STRIPS OF LAND L ING SETYI_EN THE FRONT AND/0R SIDEI. INE$ OF LOTS PND THP LINES SN OWN HEREON A:10 DESIGNATED SET BACK LINE. SA10 STRIP$ TO BE KEPT OPEN AND FREE NGS. P BUILDINGS. 0. (Cl RIGHTS OF WAY AND EASEMENTS FH DRAINAGE PIPES TOGETHER YII TH ANY AND ALL APPURTENANCES APPERTAINING THERETO ON. OVCR, AND UNDER THOSE STRIPS OF LAND DES IGNAT_' DRAINAGE EASEMENT IN THF. LOC A(IONS AND OF THE WIDTHS SHOWN HEREON. ID) EASEMENTS FOR ANCHORS, GUYS, OVERHEAD A14D UNDERGROUND WIRES AND CONDUITS FOR ELECTRIC AND TELEPHONE. 'NATER. SEWER AND GAS SERVICE TOGETII ER WITH ANY AND ALL APPURTENANCES THERETO ON, OVER AND UNDER 5TPI PS OF LAND 10 FEET IN WIUTH 'WITHIN THE LOTS AND CONTIGUOUS TO AkY STREET OR OTHER PUBLIC WAY TO(:E7HE1WITH Yi1E RIGHT TO TRIM OR REMOVE ONLY THE NEC CS SARY TREES, TREE LIMBS OR BRUSH. LEI EASEMENTS FOR POLES. ANCH0R5 AHD GUYS ON. OVCR AND ACROSS THOSE STRIPS OF LASD LYING W17HIN 2 FEET ON BOTH SIDES OF ALL SIDE LOT LINES AND EXTENDING 35 FEET' BACK FROM THE FRONT PROPERTY LINES .T F ITT FOR CON - UC T 711E COUNTY 0 fll E 1 FI A RIGHT OF WAY AND 0 N AFY ORA 4A F: f 1 T TING AND MAINTAINING EC F.SS XG RE .015 RLC 5 T RUCTI FACILITIES AND APPVRTCHANCES THERETO. Ok, OVER AND VN DER ALL OF LOTS A. B, AND C SHOWN HEREON IGI EASEMENTS FOR PUBLIC UTILITIES AND SEWERS ON, OVER,UNDER,AND ACROSS A FIVE 15.00) FOOT STRIP OF LAND ALONG EACH SIDE OF ALL 510E LOT LINES. LARWIN DEVELOPMENTS. INC.. A CALIFORNIA CORPORATION. AS OWNER EXEC INE VICE -RR $IpENT A $T ANT SECRETARY STA?OF CA If J 1 5S COUNTY OF 1 OV THIS) `L GAY OF 'a�faii. 1970• BEFORE ME, THE U407RS IGNED A NOT'ASY P_'PLIC IN AK FOR THC COUNTY 06,x-,4'�p°r•SJN 4L LY APPEARED JEWRY OERGER AND MICHACL U. CATHCART KNO'!!N TO ME TO BE THE CXECL;TIVE V'CE IRESI UE NT ANL` ASSISTANT SFCRF,TAR\'. RESPECTIVELY OF LAROIV DEVELOPVLNTS. INC . A Co -n PORATION. 19111 CH EXECUTED THE FOREr..G:N'_ CERTIFICATE AND KNOWN TO ME TO BE THE PERSONS WHO EXECUTED THE FOALGOING CCRTIFICATE OR BEHALF OF THF CORPORATION THEREIN .'1AAIEU, AND ACKNOWLGJGED TO A:E THAT SUC1: CGR- PORATION EXECUTED THE SAME NOTARY PUBLIC MY Cl1a1V I$$IDN EXPIRES. SURVEYOR'S CERTIFICATE I.OONAL0 D MCCORMICK. DO HERESY CERTIFY IHAT : AM A REGISTERED CIVIL. FN 4C ER DF THI: STATE OF CAL I`'ORN Ie, TH51 THE 'ANNEXED MAP OF'PARA 0155 PiHES W:I. N0. I.1 f.OR RECT LY FCPRESENTS A SURVEY MADE UNDER MY DIRECTION 111 OCTOBER. 197.0 'HAT IT IS TRUE. AND f.GA•"LETE AS SHOWN TIIAT THE MON. UMENTS SHOWN TIIERL'ON ARE SE, IN THEIR CORRECT COSITION AND ARF SUFFI - CIENT TO E:NA OLE THE SURVEY TO OF RETRACED. 611 l:Lz Q__ � OONALU D. MLCORMICK. R.C.E. 9033 A��Ly7C,4E' CORPORATION, A CALIFORNIA COPP00 S TRUSTEE STATE DI' C.T I.IFUHNIA 1 55 COU. (T''/1 I ON-IHIS�DAY OF/lcx'.C2 _..1970, BEFORE ME. THE UNDERSIGNED A NOTARY v LIC IN pIOFCOUN TY OF PERSONALLY APPEARED RE L` J D KNOWN TO ME TO BE THE NCE ES N•VU -IAL RESPECTIVELY. OF ALLIANCE ESCROW CORPORATION, A rpLIFORNIA COHPORPT N, WHICH EXECUTED THE FOREGOING CERTIFICATE. AND KNOWN TO ME TO BE TIE PE R 54NS WHO EXECUT F.D THE FOREGOING CERTIFICATE ON OE HALF OF THF. COR- PORATION THERE I I! NAMED, AND ACK N OWLF.DGED TO ME THAT SU C11 CORPORATION EXECUTED THE SAME. t VOTARY PURL IC / IPIR S / MY CO.Y PUB1DN E%PIHGE TITE INSUR XC ANO TRUST COMPANY, A CALIFORNIA CORPORATION, AS TRUSTEES r Err dii x y STATE OF CALIFORNIA 1 COUNTY OF <""'.^-=G-L! SS ON THI S_L_DAY OF- lr_—•1970. BEFORE ME. THE UNDF.RS IGNED. A NOTARY PUpLIC IN AND FPR jHE COUNTY OF PERSONALLY APPEARED E- i KNOWN TO ME TO BE THE �JLyrGJ.�..1 AIIJ-�tSG.CLGfY./ RESPE C TA VEL Y, OF TITLE INSURANCE AND TRUST COMPANY, A CALIFORNIA COR- PORATION VIHICH E%E CUTED THE FOREGOING CERTIFICATE. AND K?TOWN TO ME TO BE THE PERSONS WIO EXECUTED THE FOREGOING CE ICATE ON DEHQLF Oi HE CORPORATION THE REIN NAMED. AND ACKh O"'L EDGE U+ 0 MF. ThAT SU CII OR�C TI UN EXECUTED THE SAME. NO7 AflY Y MY COMMISSIGN SX RES OROVILLE TITLE COMPANY, A CALIFORNIA CORPORATION. AS TRUSTEE T j J STATE OF CALIFORNIA. 1 SS COUNTY OF-B..srE 1 ON TMU'P6 DAY OFe a'!N_ ',__ lgl;. BEFORE ATE. THE JNDERSIGNEO, A NOTARY PUBLIC NN AND FOR THE COUNTY CF _... — . PERSONALLY APPEARED RAY /R>'iN qry� MiRQ.IRCT d/O KNOWN TO ME TO BE ;NE _re o eA roe.l•s _„ AND •V�A'rt = !Z— RESP er wy — ECTIVELY, OF OHOVILLS TITLE COMPANY. A CALIFORNIA CORPORATION• WHICH EXE CUTED THE FOREGOING CERTIFICATE„ AND KNOWN 70 ME TO BE THE PERSONS W910 E%ECUTI:D THE FOREGOING CERTIFICATE ON BEHALF OF IN[ -.'CORPORATION THEREIN NAMED. AND ACKNCO LEDCED TO ME TIIAT SUCH CORPU- RATION EXECUTI:D THE SAME. . NOTARY PTB! IC _..._ .__._......•,. __-- MY COMMISSION EXPIRES_:_:_... -:.._...s---_._ AUDITOR'S CERTIFICATE 1, F,11. SEELY, JR., AUDITOR OF THE COUNTY OF BUTTE. STATE OF CALIFORNIA, OD Ht RERY CERTIFY TH0.. THERE AR 1: NO LIENS AGAINST PARADISI: PINES UNIT NO. IA AS RE REDN SET FORTH. OR UNPAID STATE, COUNTY MUNICIPAL OR LOCAL TAXLS OR UPC•^.IAL ASSESSMENTS COLLECTED AS TAXES EXCEPT TAXES OR SPECIAL ASSESSMENT NOT YET I+EYP BIt. TA%ES Dfl SPECIAL ASSESSMENTS ICM ARE 4 LIEN BUT NOT YET PA BLE. 1��` E��SJJJTIMATE TO OI: IN THF AMOUNT /, dL/{� F H. SEELY..IR.. COUQTY 4UGI TO \ ` PUBLIC WORK'S CERTIFICATE 1. ClAY A Y C_ C STLE9ERR DIRECTOR F P•B 0 C V LIC TIO RKS OF THE 'NTY F ;T CCJ 0 BUTTE. S7pTE Of CALIFORNIA 00 HEREBY CERTIFY THAT I HAVE EXAMINED THE FINAL MAP OF FARADISE PINES UNIT NO. tf THAT IT IS SUBSTANTIALLY THE SAME AS APPEARED ON THC TENTATIVE MAP ON FILE AVD ANY APPROVED ALTERNATIONS THERE 'JF, THATALL PROVISIONS OF THE SUBDIVI-10:1 A1AF ACT OF THE STATE' OF CALI- FORNIA, AND LOCAL CAD HIANCES APPLIC401.F. AT THE TIME CF APPROVAL OE SAID TE k T'ATIVE :AAP HAVE BEEN COMPLIED WITH. AND I AAI SATISFIED ,1EC SAID YAP IS TECHNICALLY CORRECT. CLAY C TLEBERRE IA224 . DIRECT R OF P I WOR OL'C O.000N TY OF P.L'TTF COUNTY CLERY.'S CERTIFICATE CLARK A NE N - 1. L50. COW TY RK lllr CLE Of _ W'NT'Y J Or 6 TTC STATE OF A C LI- FOfiNIA, OO HEREBY CERTIFY THAT ON TH F../.�_DAY Or 1 19'1 .YE BUTTE COUNTY BOARD OF SUPEP.V15D RS OFFICIALLY AP PR .^.V EC TISE $UPOI VI STAN MAP OF'PAR AOISE PINES UNIT NO. IA THE RECi.IP- OF SATISFACTORY SECURITY IN THE AUDITORS ESTIMATED AMOUNT OFA /_1xla�T0 IRSURE PAYMENT OF TAXES WHICH ARE A LIEN BUT NOT YET PAYAOLE WAS 4CKNOW'LEUGED. THOSE. PORTIONS OF ABRAHAM COURT, DANA CIRCLE.. CARNEGIE So AD,MAC LIA NIMSHEW' ROAD. GRINNELL COURT, GUILFORD CIRCLE. LAFAYETTE CIRCLE, MASON COURT. ERIE COURT, TIFFIN COURT, TYLER COURT ANL' VASSAR COURT, AS SHOW': WITH IIY TIE COLORED BORDER LINES CV SAID MAP AND OFFERED FOR OED:CATION FOR PUBLIC USE WERE ACCEPTED ON BEHALF OF THE PUBLIC FOR COUNTY ROAD PURPOSES, CJ.ARK A NELSON. COUNTY CLERK. VY DE PL'T'Y-_LL-KW2_P_ , RECORDER'S CERTIFICATE 1_ — RCCOROF? 1'T PIF OFFICE. ^F T.F. RrCn"FR RF c TTE f.D!INT y, c7pTE IF CA I- FOHNIA. AT THE PEOi1F-T OF OROYILTI1` T��'I.1: CO`.VPP:+" A'Tf TES PA.,F p'CLOCK f.I OCKL�ON 7'Nf lS _OA1' O<`(. 1311, II( 1, 13 Cr 1'A'F AT PAGES i.L__LL- AYL�I RE COFDI Np\G��N�VGOcIaB/E•�/JLC?�/Z.-_I..�_�/-.__.____- LOJISC Xt.UEhDE11. 21ITIC COUNTY SUBDIVISION NO. J- _ PARADISE PINES UNIT NO. 14 PTN. SEC. 23, a 14 T. 23 N., R3 E., RDA BUTTE COUNTY, CALIFORNIA SEPTEMBER 1970 MURRAY 9 McCORMICK INC, CIVIL ENGINEERS LAND SURVEYORS 1912 F ST, SACRAMENTO, CALIFORNIA SHEET I OF 5 SHEETS „ /#AND WHEN RECORDEDMAIL TO: E'COUNTY BUILDING DMSION NTY CENTER DRIVE ILLE. CA 95965 COPY of Document Recorded 17 -Feb -2006 2006-0008581 Has not been compared with original BUTTE COUNTY COUNTY RECORDER 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: PARCEL I: LOT 264, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARADISE PINES UNIT 1411, WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 15,1971, IN BOOK 38 OF MAPS, AT PAGE(S) 37, 38, 39, 40 AND 41. Date 1,18-06 State of California County of P�vi+e_ PROPERTY OWNERS: On 1)01_ 1U ts.,r4 1 V, a00& before me, VT oma, v"c � tL� . NI &ta,Y�/ P personally appeared ,T C personally known to me (or proved to me on the ba q of sat” factory evidence) to be the personKwhose name(sf is/aFe-subscribed to the within instrument and acknowledged to me that he/slWthty executed the same in his/her/their-authorized capacity(W, and that by his/hQt7thei'rsignatures on the instrument, the person(my or the entity upon behalf of which the person(sy acted, executed the instrument. WITNESS my hand and official seal. Si natu ` g �X.c..t�t�-- Seal: MELANIE R. MCCLURE V COMM. # 1572135 3 �Gi „ ZBtj �� 1 - NOTARY PUBLIC-CAUFORNIAO A P: # BUTTE COUNTY n COMM. EXP. MAY 13,2009'A SITE PLAN REVIEW APPLICATION Date: �l o AP# 0 - aoo 01 Permit Number (if applicable) Bin Number r APPLICANT INFORMATION � Parcel Size: Owners Name: NkAC ` e�Z T AW4 E Owners Address: y 5 Dew ci— m lA&_ Au /- Telephone No.: Site Address: C.A-B-! Cc c R -(J . M 4(--A-L-(A, Proposed Use: Zone: Residential GP: [New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home Residential Accessory Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other ❑ Septic ❑ Well ❑ Agricultural Exempt Building ❑ Agricultural Buffer Form ❑ Other: Brief Explanation/Issue: DEVELOPMENT SERVICES INFORMATION (For Staff Use Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Resolved By Date 1 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: %L— ( General Plan: Applicable Building Setbacks: ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side Side Street Rear f 1 Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Parcel Created By: ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision ME/Parcel Map: * papaLt,S,Q Piv�es UA,+ i Map Date of Recording: Lot: 06 Book: Page: 3 T Q. ENCROAI--. HMENT PERMIT o County of Butte Department of Public Works o/ c°u y 7 County Center Drive Oroville, CA 95965 Phone: (530) 538-7681 Fax: (530) 538-4356 All information except signature must be typed or legibly rinted Permit #: NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE STARTED G PO f Assessors Parcel U, /„ Z� D �O� Number (Required): v / Pro Owner Name: Nle J � PROPERTY Phone: g P• 7� � �o % 47� %3 -�}-7 $ / Property Address: OWNER Mailing Address (1f Different):— AJ-J'S'1� 1� 2 �-� w� X-L, - C .� �j- �s 9 VYl4-1-{ � C�14 /mss � J Work will be performed by: �ontrector 11 Property Owner Contractor' N Phone: © O o . 0 7 ( - �� Addr C^�,.�-Eo �� 6 �l _ P Ae 0, 0 / S � 0.4 ( � % 7 Fax: CJ -7 0 0 WORK PERFORMED BY Contractor's License p Number. p�� O CertificateofI surancecurrently on file with Ufmadment9 ❑ Yes ❑ No Applicant is: /B Property Owner ❑ Property Owner's Agent ❑ Contractor ❑ Other. I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County road and hi was all in accordance with County ordinance and general laws. Sign e: Date Signed:! D Road affected• 2N 51/1E Time and Duration �t! of Encroachment: ermanentE-ncroachment ❑ Temporary: From To LOCATION Type of Encroachment. Driveway ❑Roadway 2rCulvert ❑ Fence ❑ Pipe/Pipeline ❑ Sign/Biliboard ❑ Other Site Plans Attached: O Yes ❑ No • PERMIT IS: ❑ GRANTED ❑ DENIED Conditions: In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and special conditions written below, permission is hereby granted. 1. ❑ Underground Service Alert (U.S.A.) must be notified two working days prior to any excavation. 500-227-2600 2. ❑ All work shall conform to accompanying: ❑ Detail ❑ Plans ❑ Special Conditions 3. ❑ Other Conditions: Y \ // 1 X2- QQ �� C s 6 PERMIT t 11 CONDITIONS e po Z o YV\ (To be filled ' C.ocJ �- �T W r in by County) Date Issued: d�j Expiration .7 Date: 9 Surety: / Date Paid /� t� Amount / Paid: E7 Paid By: J.j✓t�^�r b Check, � No: !/tom Receipt ! 7Ef No.: 73%l Mike Crump, Director of Public Works Y: Road District: Inspected By: Inspection ❑ Comp( d - OK ❑ Completed -Not OK For County Results: ❑ Additional Comments Attached Use Only Comments: Note: If permits are faxed to any number besides 530) 5384356, they can be delayed up to one week. Foran: 20006EP Page I of January 18, 2006- James 006 James Daugherty 14456 Drew Ct. Magalia, Ca. 95954 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 064-200-001 Building Permit Number: 06-0078 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 completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. COMMENTS: 1. - The Roof Framing Plan shows a cut roof, and you have submitted Truss Engineering, please submit plans consistent with your intentions. 2. The plans do not comply with C.B.C. Sec. 2320.11.3, please bring the plans into compliance, or provide calculations from a civil engineer or licensed architect for lateral design. 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. Bill Barron Plans Examiner 1 of 1 Philo Hunt, P.E. Plan Check Engineer Butte Co u,,i ty Departm eli t of -De velopxrz el] S`el-vzces ° 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile coUN� y 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 acknowledgd: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Enviro tint ental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained 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 n itigations 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: J4 T V C- 'S �> �z APN: a — Z O f Applicant Name: Building site address: � O% [1E E R D Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the abov -refere DATE nced building permit application and my signature below: SIGNATURE OF APPLI ANT A 1r 5 @CIC W�P� Department of Public Works J. Michael Crump, Director LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement BLESS THAN 1 ACRE1 ` Project Description: NO r HPIJ-,!p Project Location and/or Parcel Number: _ oe��:�/-10 / — - 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 I, therefore, do not need to apply for 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: O w k3 Date: / — 13 O Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/12/04 AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DMSION 7 COUNTY CENTER DRIVE OROVILLE. CA 95965 Recorded I REC FEE Official Records I County of I CONFORMED COPY 1.00 Butte I CMM J. GRI1BBS I County Clerk-Recorderl I I KL 02:26Pi1 17 -Feb -2096 I Page 1 of 1 7.00 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: PARCEL I: LOT 264, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARADISE PINES UNIT 14", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 15,1971, IN BOOK 38 OF MAPS, AT PAGE(S) 37, 38, 39, 40 AND 41. Date I 1 U PROPERTY OWNERS: DAuol#El� IL State of California County of On '-�0-h U CLW- x0069 before me, �_` "�Lta-uo I vWCIu" . NS", -v 0UCl- C-* personally appeared -T. C . V Q -u Ah erW personally known to me (or proved to me on the ba`s`s of satiffactory evidence) to be the personK whose name(s)'is/ape-subscribed to the within instrument and acknowledged to me that he/skGdWy executed the same in his/her/theirauthorized capacity(jes), and that by hi~therr signature(syon the instrument, the person(slor the entity upon behalf of which the persona• acted, executed the instrument. WITNESS n han d and official seal Signatu Seal: MELANIE R. MCCLURE2, V COMM. # 1572135 NOTARY PUBUC-CAUroRNLAO A P. # • Io�i l BUTTE COUNTY 0 C9MM. EXP. MAY 13, 2009 �v LONGFELLow LuMBER CO.INC* Quality Design • 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 Customer: GARY COOPER Address: ' CARNEGIE RD. MAGALIA AP#: li-zot (HBV. blob) 0679 4�&EV-15C:0 BUTTE COUNTY BUILDING DIVISION J (2- APS Ov D Job No: PONDEROSA RIDGE 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 COOPI R 23--0 12-8-0 LONGFELLOW LUMBER CO. INC. Quality Truss Design - Roof & Floor Systems To 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- SUUR26 6- HUS28 28- 3X6 TRULOX 7- HHUS26-2 29- 5X6 TRULOX 8- HHUS28-2 30- THA29 9- 31- 10- 32- 11- 33- 12- 13- 20- HGUS26 21- HGUS28 22- HGUS26-2 HK122204 May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. 7777 GREENBACK LANE SURE 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 IOd 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, QRpfESSlo� WICINc Redong `� Director of 86 Western Operations RY/ek am_OOKER Ix4 GOVT BRACE AT BRACE MEMBERS LONGER THAN 12' ATTACH AT MIDPOINT OF BRACE W/ 2-Bd NAILS 6ABLE END STUD 2x4 HF STRONGBAGK (NAIL TO LEDER W/ IOd 0 12' OLJ — 2x4 HF LEDGI R (NAIL TO VERTICAL W/ IOd NAILS) 0 `—A35 BRACE TO FLAT XJJ"II F—H-3 AT 48' O.C. _ Q NOTE: THIS DETAIL MAY BE USED FOR f 1n55ES WITH PITCHED B.C. ALSO. (0) OPTION TO WEB PLATING: USE (3) - 2' WIRE STAPLES (0:0'72 DIAJI5 GA) TOENAILED THRU CHORD INTO WEB l THRIJ WEB INTO CHORD ON ONE FACE FOR A TOTAL OF b STAPLES. (PI). (50 t MU MUST BE PLATED. ti0 AR�,y k r M 141(4 DLwI. `3-IOd NAILS EACH END &-IOd COMMON 2xb DIAGONAL NAILS BRACE 0 4&' O.G. OA MAX IJNBRAGED LENGTH OF &ABLE END STUD. (2x4 FIR-LARRCW - STAWARD = 5' -II' - 01 AND BTR IQ LL --V.0 r:21 - TG DL 15D P5F NOTE: GABLE END M16N BASED BC DL PSF BC LL OA P5F ON 15 MPH WIND, EWMIRE B' TOT.LD. 50D PSF AT 0-25 FEET MEAN HEIGHT. DURFAC. 1.15 TYPE OF JOB DETAIL Date: 10-18-02 Gary Hawkins JOB NAME LMFE .LOH LUMBER Drawn: AK ARCH) I ECY (53o)Bs2-27o0 ,CITY, 5TATE CHICOr CALIFORNIA Job no:: 02-II1370 R1DCEv000 DR.. tO FAx:(530)893-0532 CHrco. CA 95973 garyarchmsbcglobalrnet S C - PB05 MITek Industries, Inc. r+o■a @- Page 1 of 1 PIGGYBACK -TRUSS CONNECTION DETAIL THIS CONNECTION DETAIL SHALL ONLY APPLY TO PIGGYBACK SPANS - 16' PIGGYBACK TRUSS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT. ATTACH PIGGYBACK TRUSS TO / EACH PURLIN WITH 2 - 19d NAILS TOENAILEO. MAXIMUM PURLIN SPACING = 24" O.0 OR THE MAXIMUM ALLOWED ON THE TOP CHORD OF THE BASE TRUSS BASED ON DESIGN REQUIREMENTS. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 19d NAILS. NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS GENERAL NOTES: (1) ALL NAILS SHALL BE COMMON WIRE NAILS OR EQUIVALENT. (2) TEMPORARY BRACING FOR ERECTION SHALL BE THE RESPONSIBILITY OF QUALIFIED BUILDING DESIGNER. (3) TRUSS ENGINEERING FOR BASE TRUSS AND PIGGYBACK TRUSS SHALL BE REVIEWED TOGETHER WITH THIS DETAIL. (4) THIS DETAIL CONSIDERS CONNECTIONS FOR GRAVITY LOAD ONLY ANY REQUIREMENTS FOR WIND, SEISMIC, UPLIFTING OR LATERAL FORCE SHALL BE DESIGNED BY QUALIFIED BUILDING DESIGNER. 4VARNlNC - Verijy design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE De$Ign valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorooratlon of is lusponsfuuny of ouuamg assigner — not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabllity during construction Is the responsibility of the erector.®®®� DSB- '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 OST -88 Quality Standard,Im 89 Bracing Speclficatlon, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. PAGE 1 OF -L`laA T LATERAL UACE LCT/r L- AC.WG C4 i . 6 -(LACES AT Y2 0ll- AT Int PC TR U!:4F5 (g' S 41cj.olilO.C. 0. G. TYP. 2 ROWS RA&l WITH AILS 0 b" t21=PiAGI�IT NOTE : —�f2 �01�s a� a��Y •f� -101:2 G b'' 0. G: TYP. 1�1R AGI: F p1�� z OP, Y ----,,NT 6 . RAGE MUST E,E b0 % THE LENGTH OP TIE WEA.. . . T141S DETAIL 15 TO ESE U5bW its AN ALT. -oR oNE &ONTINUOUS LATERAL L R AGE. _ L./'�T�Fi�L ��t�G� t�? e:TAIL TRU5�E5 r - NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-100, PER WEB (TYP). MAR 2 7 -2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)* RESTRAINT REGtUIRED AT EAG- ENb OP f3RAGE AND AT 20'-0" INTER\IAL4. REFER TO 1113,7-q1 SUMMARY bHE:ET POR R�GOHHW-IVATIONE OP THE: TRU55 PLATE INSTUTE J2EsTR4I ar MAY OF- h'�b �` -IIE MI 6t� q� q:p4r �APH12�Y�} . oK TAIL -P,Ev QT—Q5 1(:R` .1-JOTMITE �� Trc `�`TAv►'LI LrN �� I�1f+YP_c'P:.GGC • ifl 2y 3 a2 2x4 A,D . mo,,i-Aq MEMpj---K , Jqey, 102`-lan Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' *Center Failure to Follow Could Cause Property plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. 6-4-8 dimensions shown in ftAn-sixteenths U Damage or Personal In 9 Injury Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS c1-2 c2a 3. Provide copies of this truss design to the building 4 designer, erection supervisor, property owner and o WEBS c2' all other interested parties. For 4 x 2 orientation, locate z0 U ��' ��'. 3 p 4. Cut members to bear tightly against each other. plates 0-'/16" from outside U pb y= O " a 5. Place plates on each face of truss at each edge of truss. joint joint and embed full Knots and wane at joint C7-8 co- C5_6 O are regulated ed by ANSI/TPI]. g BOTTOM CHORDS 'This symbol indicates the required direction of slots in 8 7 6 56. Design assumes trusses will be suitablyprotected from environment connector plates. the in accord with ANSI/TI1. Plate location details available in MiTek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice is to dimension is the length parallel camber 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. ICBO4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at spacing shown on design. BEARING SBCCI 9667, 9730, 96046, 951 1, 9432A 13. Bottom chords require lateral bracing at 10 ft. spacing, Indicates location where bearings or less, if no ceiling is installed, unless otherwise noted. (supports) occur. Icons vary but reaction section indicates joint 14. Connections not shown are the responsibility of others. M® 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. M[Tek Engineering Reference Sheet: Mll-7473 © 2004 MITek® Job , nc cuss cuss ype Qty y PONDEROSA CARN0329 Al CAl HIP 1 1 821016315 IncJob Chi C 959 7 (loc) I/defl Ud Reference (optional) ., co, a. 2& 434 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Apr 26 11:24:24 2006 Page 1 4-3-6 1 16-1-7 1 27-2-0 218-2-0 4.3.6 5x6 _ 11.10-0 11-0-9 1-0.0 5x6 = 10.25 F12 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LSF 1:75.2 SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Tua aors rorr a.r�r.rr�o ..� • ^^1L BUILDING OFFICIAL. �• �.. v., vv vv v� yr 4u JH Jo Jr so sa 34 JJ 32 31 30 29 26 27 26 --- 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 1.5x4 It 1.5x4 11 1.5x4 II 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 II 1.5x4 II 1 4.3-6 1 16.1-7 1 27-2.0 4.3.6 11-10-0 11-0-9 LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) Plates Plates Increase 1.15 TC 0.22 Vert(LL) -0.00 24 n/r 120 MT20 220/195 TCDL 10.0 Increase 1.15 BC 0.10 Vert(TL) -0.00 24 n/r 90 BC0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 24 n/a n/a BCDL 10.0 Code UBC97/ANS195 M (Matrix) Weight 3171b LUMBER TOP CHORD 2 X 6 DF.SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-15. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-47.10-39,16-i3.14-34,13-35,12-37,11-38 , 4-44, 6-43, 7-42, 8-41, 9-40 REACTIONS (Ib/size) 47=158/27-2-0, 39=340/27-2-0, 26=228/27-2-0, 27=326/27-2-0, 28=326/27-2-0, 29=339/27-2-0, 30=352/27-2-0, 31=366/27-2-0, 32=379/27-2-0, 33=383/27-2-0, 34=406/27-2-0, 35=421/27-2-0, 37=420/27-2-0, 38=373/27-2-0, 46=331/27-2-0, 45=407/27-2-0, 44=399/27-2-0, 43=417/27-2-0, 42=428/27-2-0, 41=425/27-2-0, 40=375/27-2-0, 24=409/27-2-0 Max 1-1=47=281 (load case 5) Max Uplift47=11(load case 7), 46=15(load case 7), 24=67(load case 6) Max Grav47=184(load case 2), 39=377(load case 2), 26=233(load case 3), 27=385(load case 3), 28=379(load case 3), 29=395(load case 3), 30=410(load case 3), 31=427(load case 3), 32=442(load case 3), 33=437(load case 3), 34=451 (load case 3), 35=467(load case 2), 37=466(load case 2), 38=112(load case 2), 46=387(load case 2), 45=474(load case 2), 44=456(load case 2), 43=463(load case 2), 42=475(load case 3), 41=472(load case 3), 40=415(load case 3), 24=564(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=110/118, 2-3=132/144, 3-4=144/143, 4-5=-140/99, 5-6=-53/111, 6-7=52/113, 7-8=52/113, 8-9=52/113, 9-10=52/113, 10-11=52/113, 11-12=52/113, 12-13=52/113, 13-14=52/113, 14-15=-52/111, 15-16=135/100, 16-17=-141/145, 17-18=135/162, 18-19=156/165, 19-20=181/168, 20-21=-207/172, 21-22=233/176, 22-23=261/181, 23-24=-301/193, 24-25=0/162, 1-47=165776 BOT CHORD 46-47=-124/240, 45-46=-124/240, 44-45=124/239, 4344=-124/239, 42-43=124/239, 4142=124/239, 40-41=124/239, 39-40=124/239, 38-39=124/239, 37-38=124/239, 36-37=124/239, 35-36=124/239, 34-35=124/239, 33-34=124/239, 32-33=-124/239, 31-32=124/239, 30-31=124/239, 29-30=124/239, 28-29=-124/239, 27-28=124/240, 26-27=-124/240, 24-26=123/239 WEBS 10-39=-360/0, 23-26=-236/11, 22-27=350/0, 21-28=354/0, 20-29=368/0, 19-30=-383/0, 18-31=-400/0, 17-32=415/0, 16-33=-411/1, 14-34=-424/0, 13-35=-440/0, 12-37=-439/0, 11-38=389/0, 2-46=-372/0, 3-45=445/0, 4-44=-430/0, 643=-436/0, 7-42=449/0, 8-41=-444/0, 9-40=391/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 27 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 Continued on page 2 WARNING - Vert& design p-eeers and READ NOTES ON TBIS AND INCLUDED MITES REFERENCE PAGE MIL -7473 BEFORE USE. Design valid for use only with Mitek 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 temporary bracing to insure stability during construction is the responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricalion. quarity control storage. delivery• erection and bracing, consult ANSI/TPII Quality Crlterlo, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5a3 D'Onofrto Drive. Madison. WI 53719. April 27,2006 7777 Greenback lane --f0 Suite 109 Citrus Heights, CA, 95610 101 MiTek® Job N56 ty y PONDEROSA821016315 CARN0329 Al 7C_ssype 1 1 Job Reference (optional) a.cw s um 14 [uua mi i eK maustnes, Inc. wee Apr 26 1124:24 2905 Page 2 NOTES 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow. Lumberincrease=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 24-25=197(F=100), 24-47=-20 Trapezoidal Loads (plf) Vert: 1= -261(F=164) -to -5=284(F=187), 5= -284(F=187) -to -10=317(F=-220), 10= -317(F= -220) -to -15=-275(F=178), 15=275(F=178) -to -24=197(F=-100) ® WARNING - Ver{/y design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE AW 7473 BEFORE USE. 7777 Greenback lane � � ® Design valid far use only with Malek 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 is responsibility of building designer - not truss designer. Bracing shovvn Citrus Heights, CA, 95610 is for lateral 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 overatl structure is the responsibility of the building designer. For general guidance regarding fabrication, quality contral storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safety Informatlon available from Truss Plate Institute, 58 M 3 D*Cnofdo Drive. adison, WI 53719. Job russTIAIS."us ype Qty y PONDEROSA CARN0329 � A2 6 1 821016316 2-0-0 CSI DEFL in (loc) Job Reference o tional 10.25 12 S Jul 1 J ZUUD Mi I ex Induslnes, Inc. Wed Apr Z5 11:2424 2006 Pagel 4-3.6 4A7 10-2- I 15-&6 lklr7 21-7-8 l 27.2-0 28-2- 4-3-6 8-2 4-3-6 0.51 5-6-0 55.15 0.5-1 5.6-2 5-6-8 1.0.0 5X6 'i Scale = 1:71.2 5x6 3x8 = 13 12 11 10 9 8 rxo — 1.5x4 II 3x8 = 1.5x4 11 3x4 = 1.5x4 11 3x8 = 4-3-6 10-2-7 16-1.7 21-7-8 27-2-0 4-3-6 5-11.0 511-0 5-6-2 5.6.8 10361 LOADING (psf) TOP CHORD Sheathed or 5-7-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12, 3-12, 3-9,1-13 TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.04 9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.08 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 212 lb LUMBER TOP CHORD 2 X 6 OF SS G BOT CHORD 2 X 4 DF NoA&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=1686/0-3-8,13=1570/Mechanical Max Harz 13=277(load case 5) Max UpliN6=14(load case 7), 13=1(load case 7) Max Grav6=1919(load case 3), 13=1570(load case 1) BRACING TOP CHORD Sheathed or 5-7-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12, 3-12, 3-9,1-13 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=880/101, 2-3=-617/85, 3-0=1159/85, 4-5=1694/97, 5-6=-2258/44, 6-7=0/101, 1-13=1532/8 BOT CHORD 12-13=125/241, 11-12=15/1077, 10-11=15/1077, 9-10=15/1077, 8-9=0/1530, 6-8=0/1530 WEBS 2-12=143/133, 3-12=963/62, 3-11=-16/242, 3-9=168/156, 4-9=50/338, 5-990/66, 5-8=15/221, 1-12=34/1079 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 27 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) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Verj/Ij design pammeters'and READ NOTES ON THIS AND INCLUDED LO7'ER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with ha'Tek connectors. This design is based only upon parameters shown, and 8 for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfily, 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/TPll Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive. Madison. WI 53719. OQ?�oFESS/CO ONq S. C 046 3 * EX 7 ,t l�cOF E April 27,2006 7777 Greenback Lane, ��• Suite 109 Citrus Heights, CA, 95610 i MiTekm Job NSS uss ype ty y CARN0329 A2D CAL HIP 1 1 JPONDEROSA 821414098 Lonafellow Lumber Co- Inc rhrrr PLATES GRIP (Ground Snow Plates Increase 1.15 Job Reference (optional) - --• • -•-- o.2W s jui is 2uu5 Mr i ex mausmes, mc. I nu May 25 15:11:38 2006 Pagel 4-3-6 4817 1D-2-7 1 15.8-6 16r 7 21-7-8 I 27-2-0 JB -2- 4-3-6 B-2 4-3-6 D-5-1 5-&0 5.5.15 0.5-1 5.8-2 5.6.8 1.0.0 54 Scale = 1:71.2 5x6 J 10.25 12 3x8 = 1J 14 12 11 10 9 8 15 .— — 2x8 II 08 = 1.5x4 II 3x4 = 1.5x4 II 3x8 = 1 4-3-6 1 10-2-7 1 16.1-7 I 21-7-8 I 27.2-0 4-3-6 5-11-0 5-11.0 5-6-2 5-6-8 0 �b LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP (Ground Snow Plates Increase 1.15 TC 0.85 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 TCDL= 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.09 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 212 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 3-8-8 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1 &Btr G (6-041 max.): 2-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 1 Row at midpt 2-12.3-9,4-9.1-13 2 Rows at 1/3 pts 3-12 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 6=1686/0-4-2 (input 0-3-8),13=1570/Mechanical LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz13=-416(load case 14) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max UplGrav6=873(1 odd case 19), 3=271 (loadd case 18) ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD Max Grav6=3873(load case 12), 13=2710(load case 9) SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF FORCES (lb)- Maximum Compression/Maximum Tension THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. TOP CHORD 1-2=1523/697, 2-3=1460/928, 3-4=1913/840, 4-5=3634/1876, 5-6=-5151/2864, 6-7=0/101, 1-13=2666/1142 BOT CHORD 13-14=511/1153, 12-14=1991/2107, 11-12=942/2005, 10-11=942/2005, 9-10=942/2005, 8-9=347/1934, 8-15=347/1934 , 6-15=2079/3339 WEBS 2-12=187/139, 3-12=1787/886, 3-11=20/242, 3-9=966/954, 4-9=634/912, 5-9=-636/21x, 5-8=20/221, 1-12=923/1969 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 27 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) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) WARNING: Required bearing size at joint(s) 6 greater than input bearing size. 9) Refer to girders) for truss to truss connections. 10) This truss has been designed for a total drag load of 3640 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-Q,I 24-2-0 to 27-2-0 for 606.7 plf. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - V.% design parameters and READ NOTES ON TM AND INCLUDED AGTEE REFERENCE PAGE AW -7473 BEFORE USE. Design volid for use only with MN7ek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overoll structure is the responsibilily of the building designer. For general guidance regarding 1.bricalion, quality control, storage, delivery, erection and bracing. consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. �OQROFESS/ONgI S. T�Nc 01 CO Elf C 046 3 T * EXP - 07 FOF 1 May 26,2006 7777 Greenback Lane Ip Suite 109 Citrus Heights, CA, 95670 ME MiTeke Job russruss ype ly Ply CARN0329 A3 I KINGPOST q 1 JPONDEROSA 821016317 1 nn�Wi—I r� - .. in (loc) I/deft Ud Job Reference (optional) S Jul 1 s ZOO] Mn e¢ maustnes. Inc. wed Apr Z6 11:24:25 2005 Page 1 1-1.8-01 3-2-6 I 13-7-0 I 16-3-6 17-9-11 23-2-4 I 33-3-0 94-3-p 1.8-0 3.2-6 10-4-9 2-8-6 1-6-8 5.4.6 10-0-12 1-40 5x10 G 5x12 �� 4x8 = 3x6 = - 19 18 17 8x10 1.5x4 II 4x8 = 5x6 — 3x10 6x10 = Scale = 1:78.1 6-1.0 13-7-0 16-3-6 232-4 33-3-0 6.1-0 7-6-0 2-8-6 6-10.13 10-0-12 Plate Offsets (X,Y): (2:0-8-2.0-0-14],[5:0-3-0.0-2-8].[8:0-1-8.0-2-0). [10:0-1-8,0-1-8], [11:0-3-8, Edge], [11:0-0-15,Edge], [14:0-6-0,0-4-2], [15:0-1-12,0-2-0], [16:0-1-12,0-2-0], LOADING (psf) TCL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.71 Vert(LL) -0.35 13-14 >904 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.82 Vert(TL) -0.51 13-14 >622 180 BCLL 0.0 Rep Stress Incr YES WS 0.77 Horz(TL) 0.54 11 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 268 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G *Except* 8-142 X4 DFNo.1G WEDGE Right: 2 X 4 DF Std REACTIONS (Ib/size) 11=1526/0-5-8,20=2615/0-5-8 Max Horz20=220(load case 6) Max Upliftt 1=10(load case 7), 20=25(load case 7) Max Grav11=1867(load case 3), 20=2821(load case 2) BRACING TOP CHORD Sheathed or 3.4-14 oc purlins, except 2-0-0 oc purlins (5-6-1 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 18-19,2-20. WEBS 1 Row at midpt 6-17.6-18.7-16 2 Rows at 1/3 pts 5-20 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/173, 2-3=-60/938, 3A=25/1275, 4-5=0/1185, 8-9=-4422/0, 9-10=-4677/0, 10-11=5545/0, 11-12=0/88, 5-6=-402/74, 6-7=1415/25, 7-8=2415/0 BOT CHORD 18-19=55/4, 17-18=29!741, 13-14=0/4556, 11-13=0/4553, 16-17=26/888, 15-16=0/1700, 14-15=0/2760, 2-20=-609/94 WEBS 8-15=-1302/0.5-18=-50/1101. 9-14=118/140, 8-14=0/3944, 6-17=371/0, 6-18=1137/19, 7-16=1404/0, 6-16=0/1249, 7-15=0/1343, 19-20=5/57, 4-20=537/38, 18-20=-46/423, 5-20=2179/0, 3-20=-292/29,10-13=-441201, 10-14=-417/232 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 33 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard April 27,2006 ® WARNING - Ver(Aj design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane —m Design valid for use only with M9Tek connectors. This on Suite 109 design is based g N upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown Citrus Heights, CA, 95610 is for loteral 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 M1 fabrication. quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality CrIferla, DSB-89 and BC511 Building Component M iTek� Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Madison. WI 53719. 0 nJSS -SS ype y PONDEROSA CARN0329 A4 R21577927 KINGPOST 2 Longfellow Lumber Co.. Inc., Chico, Ca. 95928.74 34, Mao Dietz L Job Reference 0 fi0nal 8.200 s Jul -w, MlTek Industries, Inc. Thu Jun 08 13:43:27 2006 Page 1 -1-8.0 3-3-10 13-7-0 16-3.6 7.11-1 23-2-4 33.3.0 1-8-0 3-3-10 10-3.5 2-6.6 1.8-6 5-2-7 10.0.12 1.0-0 8x8 = Scale c 1:77.2 5x6 = c 34 = 44 = a 4x12 Q 1.5x4 11 4x8 = 2x8 11 8x14 MT20H = 6-1-0 13.7-0 17-11.13 23-24 33-3-0 6-1-0 7.6-0 44.13 5.2-7 10-0-12 _Plate Offsets (Xv): f5:0-24 .0-1-41, [7:0-1-12 .0-1-81, (8:0-3-O.Edge], [9:0-0-8 .0-1-121, 04:0-5-0.0-5-81, [17:0-7-12,0-3-01, [21:0-6-8.0-5-01 G(psf) TCLL TCLL 38.5 (Ground Snow --55.0)( SPACING 3-9-8 Plates Increase 1.15 CSI TC 0.56 DEFL in (loc) Vdefl Lid Vert LL -0.38 13-14 >835 240 ) PLATES MT20 GRIP TCDL 10.0 Lumber Increase 1.15 Rep Stress Incr NO BC 0.80 WB Vert(TL) -0.54 13-14 >583 180 MT20H 220/195 165/146 BCLL 0.0 BCDL 10.0 Code UBC97/ANSI95 0.96 (Matrix) Horz(TL) 0.59 11 n/a n/a Weight: 590 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 4-8-9 oc purlins, except BOT CHORD 2 X 6 DF SS G *Except* 2-0-0 oc purlins (6-0-0 max.): 5-8. 18-20 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 *Except* Except: 6-0-0 oc bracing: 19-20,2-21. 9-14 2 X 4 DF No.1 G. 6-18 2 X 6 DF SS G. 5-21 2 X 4 DF No.1 &Btr G WEBS 1 Row at midpt 5-21 5-172 X4 DFNo.1G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF REACTIONS (lb/size) 21=9948/0-5-15 (input: 0-5-8), 11=3335/0-5-8 THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Horz 21 =-475(load case 5) Max Uplift21=54(load case 7), 11=16(load Case 7) Max Grav21=11161(load case 2), 11=4052(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/343, 2-22=118/1824, 3-22=-48/2808, 3-4=-50/4365, 4-23=0/2675, 23-24=0/3126, 5-24=0/3963, 8-9=-7296/0, 9-10=11180/0, 10-11=13050/0,11-12=0/191. 5-6=354819,6-7=3922/28.7-8=6458/0 BOT CHORD 19-20=80/12, 18-19=0/82, 13-14=0/10875, 11-13=0/10887, 15-16=0/4828, 14-15=0/8805, 2-21=1596/186, 16-17=0/3591 WEBS 8-15=0/2528, 5-19=-1371/0,9-14=0/8846.9-15=5775/0,17-18=9/2645. 6-17=1210/50.7-16=3078/0.6-16=-62f784. 7-15=0/3419, 20-21=7/105, 4-211=28116/62,119-211=0/13711, 5-21=7853/0.3-21=-1490/54.10-13=77/405,10-14=1002/386, 17-19=5/1813,5-17=0/5635 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 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 x 6 - 2 rows at 0-9-0 oc. oQROFESS/pHs 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been to distribute provided only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 75 mph 25 winds at 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, Q condition I enclosed building, of dimensions 45 ft by 33 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to If LUnA M wind. porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 tY C A 33 T 4) Roof design load is based on 55.0 psf ground snow load; "normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 5) Unbalanced snow loads have been considered for this design. EX --Oi * 6) Overhang has been design for 2.00 times live load + dead load. 7) Provide adequate drainage to prevent water ponding. St 8) All plates are MT20 plates unless otherwise Indicated. Continued on page 2 _ June 9,2006 ®WARMING - Vert& design parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU. 7473 HEPORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based ony upon parameters shown, and Is for on Individual buildingco Suite 109 Applicability of design Paromenters and proper Incorporation of co Ong 5-h Citrus Heights, CA, 95610 Is for lateral support of Individual web members o component bis cing to osInsur or ability g designer- not truss Is the s designer. Bracing shown erector. Additional permanent bracing of the overall structure 4 the responsibility of the buildingdesigner. Forgeneral guidance regardng of the fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCS11 Building Component Soley Inlormatlon available from Truss Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. w 9 a NV IES 9) This truss has been designed fora 10.0 psf bottom chord -live load nonconcurrent with any other live loads. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 12) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Design assumes 4dQ (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1075 Ib down and 1 Ib up at 9-10-3, and 342 Ib down and 0 Ib up at 1-8-3 on top chord, and 2597 Ib down and 2 Ib up at 14-0-6 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 18-20=38, 1-22=184, 5-24=184, 8-12=184, 11-14=38.14-16=38.5-8=-1184. 2-21=38, 16-17=-38 Concentrated Loads (lb) Vert: 18=-2230(F) 22=294(F) 24=923(F) Trapezoidal Loads (plf) Vert: 22= -510(F= -326) -to -23=424(F=240), 23=194(F=10) -to -24=182(F=2) ® WARAMVO - Ver(& design pammetere and READ NOTES ON TRIS AND dNCLUDED AUTEE REFERENCE PAGE AW- 7777 Greenback lane Design valid for use only with Mitek connectors. This design Is based on upon 9x73 BEFORE USE, -m Applicability of design g N e parameters shown, and is for an Individuals design component. Sure 109 N g parvidual rs and proper Incorporation Additional al component h bracing to of building designer - not truss designer. Bracing shown Citrus Helghls, C0. 85610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during constrdctbn is the respomiblllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI 1 Building Component Safety Information ovallable from Truss Plate Institute. 583 D'Onbfrb Drive, Madison. WI 53719. M ITek 9-7-4 19.8-0 0- 9.74 10-0-12 1-0.0 5x10 �� 3x8 3x8 = _ Scale = 1:65.3 = 7x8 3x10 // 4-4-13 9-74 19.8-0 4.4-13 5-2-7 1D-0.12 LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.21 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.31 8-9 >746 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.31 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 144 lb LUMBER BRACING TOP CHORD 2 X 6 OF SSG TOP CHORD Sheathed or 4-0-10 oc purlins, except BOT CHORD 2 X 4 OF Stcl G * tr G 2-0-0 oc purlins (6-0-0 max.): 1-3. WEBS 2 X 4 OF Std No.1 G Y BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-9 2 X 4 OF No.1 G WEDGE JOINTS 1 Brace at Jt(s): 1 Right: 2 X 4 OF Std ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF REACTIONS (Ib/size) 6=1252/0-5-8, 12=1125/Mechanical THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Horz 12=233(load case 5) Max Uplift6= 41(load case 5), 12=11(load case 5) Max Grav6=1499(load case 3), 12=1180(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 3-4=2804/0, 4-5=2999/0, 5.6=-4077/0, 6-7=0/88, 1-2=-621/8, 2-3=-1448/0 BOT CHORD 8-9=0/3315,6-8=0/3313.10-11=01728,9-10=0/1649,11-12=0/233 WEBS 3-10=1142/0,4-9=231189,3-9=0/2744,1-12=-1143/8,2-11=-1266/0. 1-11=-14/1155,2-10=011148,5-8=44/202. 5-9=-649/229 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 flabove ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 33 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. �� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. Q ,L 8) Refer to girder(s) for truss to truss connections. Lu m C 0464 33 9) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of �rn bearing surface. 10) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * E -07 LOAD CASE(S) Standard TF0fi 1 June 9,2006 ® WARNING • 7erj/p design parameters and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PAGE AM -7473 EEPORE USE. 7777 Greenback Lane m Design vafld for use only with MITek connectors. This design Is based only upon parameters shown and Is for on Individual bullding component. Suite log Applicability of design poromenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA. 9561001 Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrlo Drive. Madison. WI 53719. MOW Job russ 2x8 11 ty y PONDEROSA CARN0329 A6 ASSCype 1 OTHERS 2 X 4 DF Std G 821414099 I �n�ranr,,.,I„mw.r �„� cL�,-.. r•” acavn_-,.,. �..._,,._� SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Job Reference (optional) 6.Z0U s Jul 1 J 2005 MIT ek Industries, Inc. Thu May 25 15:11:39 2006 Page 1 4-3.6 418)7 8-2-12 I 12-2-1 I 15-8.8 1#7 21-7-8 I 27-2-0 18-2 4-3-6 0.5-1 3-65 3-11.5 3-6-5 0.5-1 5-6-2 5-6-8 1-60 5x8 \\ 5x6 \\ 10.25 12 2 3x4 = 3x8 = CONN. OF GABLE STUDS BY OTHERS. 16 46 47 15 14 13 12 11 10 9 48 -sxo — Scale = 1:71.3 LUMBER BRACING 2x8 11 7x6 = 7x6 = 3x4 = 2x4 II 3x8 = (6-0-0 max.): 2-5. 2x4 11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15 2 X 4 DF No.1 G WEBS 1 Row at midpt 1-16 OTHERS 2 X 4 DF Std G 44 = SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 7=2862/0-3-8,16=6465/0-3-13 (input 0-3-8) QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT Max Horz 16= 416(load case 14) 4.3.6 62-12 12-2-1 161.7 21-7-8 27-2-0 4-3.6 3-11-5 3.11-5 3.11.5 5-62 5-68 Plate Offsets (X,Y): [1:0-3-0,0-1-121 [2:0-3-4 0-2-01 [6.0-1-8 0-1-81 [7:0-8-3 0-1-111 [14.0-3-0 0-4-121 [15.0-3-0 0-3-121 LOADING (psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (GrouTCLL Snow= Plates Increase 1.15 TC 0.81 Vert(LL) -0.08 13-14 >999 240 MT20 220/195 TCDLnd 1000 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.11 13-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 739 lb LUMBER BRACING TOP CHORD 2 X 6 DF SSG TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 6 DF SSG (6-0-0 max.): 2-5. WEBS 2 X 4 DF Std G 'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15 2 X 4 DF No.1 G WEBS 1 Row at midpt 1-16 OTHERS 2 X 4 DF Std G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 7=2862/0-3-8,16=6465/0-3-13 (input 0-3-8) QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT Max Horz 16= 416(load case 14) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Uplift7=1945(load case 19), 16=1128(load case 18) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav7=3847(load case 12), 16=7176(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3932f706, 2-3=3678/510, 3-4=3692/904, 4-5=2776/842, 5-6=3777/1877, 6-7=5157/2852, 7-8=0/110, 1-16=-6837/1157 BOT CHORD 16-46=1381/1500,46-47=1988/2106.15-47=11 988/2106,14-15=1386/3082,13-14=1120/3696, 12-13=778/3298, 11-12=778/3298, 10-11=778/3298, 9-10=352/3062, 9-48=-352/3062, 748=2024/3369 WEBS 2-15=1760/688, 3-13=718/1184, 4-13=1279/1273, 4-11=44/121, 4-10=-1670/802, 5-10=623/1649, 6-10=648/201, 6-9=34/222, 3-14=1595f724, 1-15=941/5272, 2-14=670/3832 HANGER DESIGN OR SELECTION @ JT. 14 NOTES SHALL BE REVIEWED AND APPROVED BY 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: QUALIFIED BUILDING DESIGNER AND FIELD Top chords connected as follows: 2 X 6 - 2 to at 0-9-0 oc, 2 X 4 - 1 row at 0-941oc. INSPECTED BY BUILDING INSPECTOR. 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 14-2 2 X 4 - 1 row at 0-6-0 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) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 33 ft with exposure B ASCE 7-93 per UBC97/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 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gablel End Details as applicable, or consult qualified building designer as per ANSIfrPI 1-2002. 5) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 6) Unbalanced snow loads have been considered for this design. 7) Overhang has been design for 2.00 times live load + dead load. 8) Provide adequate drainage to prevent water ponding. Continued on page 2 ® WARNING - Ver{lily design pasamete and READ NOTES ON TBTS AND nVCLUDED WTER REFERENCE PAGE MU 7473 BEFORE USE - Design volid (muse only with MTek connectors. This design B based only upon parameters shown- and is for on individual building component. Applicability of design Pammenters and proper incorporation of component B responsbilily of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing- consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 5113 D'Onofrio Drive. Madison, WI 53719. �O99,0FESS/p��l z�Q- ��R S. TjNC Fti C0 W C 046,433 T. I *\ EXPV%"7 /* , May 26,2006 7777 Greenback Lane ��• Sure 109 Citrus Heights, CA, 95610 MiTekm Job Truss ty y CARN0329 Ali TrU—SS—pe—y L HIP 1 JPONDEROSA821414099 I �.v.ran..,.. � ,,...b, r•... r... rr,.,.,, r,, oco,o ,.,. ...-_ r,._� n L Job Reference (optional) b.zuu s uul 1 s 2W5 Mn eR Industries, Inc. Thu May 25 15:11:39 2006 Page 2 NOTES 9) Gable studs spaced at 2-M oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) WARNING: Required bearing size atjoint(s) 16 greater than input bearing size. 13) This truss has been designed for a total drag load of 3640 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0, 24-2-0 to 27-2-0 for 606.7 plf. 14) Design assumes 41Q (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 835 Ib down and 1 Ib up at 10-9-3, and 5400 Ib down and 4 Ib up at 12-9-3, and 835 Ib down and 1 Ib up at 8-9-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-2=97, 2-5=97, 5-8=-97, 7-16=-20 Concentrated Loads (lb) Vert 15=717(F) 14=-4637(F) 46=717(F) ®WARNING - Derj/y des7777 Greenback Lane i9n yar•nmeters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE M77-7473 BEFORE USE. � Design valid for use only with MTek connectors. This design is Suite 109 AIIIIIIIIIIII based only upon parameters shown, and is for an individual building component. Citrus Heights, C Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shovm 9 A 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the efector. 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 CrIfeda, OSB -89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job russ Truss Type UTYMy, PONDEROSA TCLL TCLL 38.5 SPACING 821016321 CARN0329 A7 CAL HIP 6 ��re�� „TMe,�^ - _ — e«,e TC 0.19 Vert(LL) -0.03 7-8 >999 240 Job Reference (optional) 6.200 s Jul 13 Z005 MTek Industries, Inc. Wed Apr 26 11:24:27 2006 Page 1 11-0-4 5-6-8 I 11-0.9 11)5)10 16-6x15 I 22-3-0 i 1-0.0 668 5-62 D-5-1 51-5 5-8.1 5x6 1i 3x8 = 2x4 11 11 10 9 8 7 1.5x4 II 3x4 = 1.5x4 II 3x4 = 3x8 = f 5-68 I 11-0-9 I 16.6-15 I 22.3-0 t 5.68 5-6-2 5-65 5.61 Scale c 1:70.3 G(psf) TCLL TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow --55.0) Plates Plates Increase 1.15 TC 0.19 Vert(LL) -0.03 7-8 >999 240 MT20 220/195 TCDL 10.0 Increase 1.15 BC 0.24 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 Matrix (Matrix) Weight 1721b LUMBER BRACING TOP CHORD 2 X 6 DF'SS G TOP CHORD Sheathed or 6-0-0 oc pudins, except BOT CHORD 2 X 4 DF No.1 &Btr G 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2 X 4 DF'Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7,5-7 JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) 2=1399/0-3-8, 7=1282/Mechanical Max Horz7=188(load case 6) Max Upfift7=36(load case 6) Max Grav2=1440(load case 2), 7=1282(load case 1) ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=778143,5-6=0/0.1-2=0/101,2-3=1664/0,3-4=1172/43 BOT CHORD 2-11=0/1118.10-11=0/1118,9-10=0/597.8-9=0/597.7-8=0/597 WEBS 5-8=15/249, 5-10=44/465, 4-10=17/211, 3-10=567/64, 3-11=15/226, 6-7=217/0, 5-7=-1182/42 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 27 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or Cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girders) for truss to truss connections. 9) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard April 27,2006 ® Design valid far use only with MWARNINO - Ver ft design parameters and READ NOTES ON THIS AND INCLUDED WTE8 REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r_m Rek connectors. This design is based onuponSude 109 g ty parameters shown, and u for an individual building component. Citrus Heights. C Applicability of design poramenters and proper incorporation of component u responsibility of building designer -not tans designer. Bracing shown Citrus A, 95610 is for lateral support of individual web members only. Additional temporary brocing 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 N1 fabrication, quality, control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCStI Burlding Component Safety Information available from Truss Plate Institute, 58 3 D'Onohio Drive. Madison, W153719. M ITek 'xO — Job russ Truss Type Qty Ply CARN0329 A8 CAL HIP 1 SPACING 2-0-0 JPONDEROSA 821414148 I Bnefceew i ..e,h.,. ('1 1.,,- chi.,. r (loc) I/defl Ud Job Reference (optional) 4-9.1 .I 10.1 -151(j -7f0 14-1-4 I 18-0.9 I 21.6-1321-1414 27-0-12 I 32-10-14 4-9-1 5-4-14 0.5-1 3-&4 3.11-5 3-6-4 0-5-1 5-4-14 5-8.2 5x10 // NO NOTCHING NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3x4 3x4 \\ 10.25 F,2 3x4 \\ 3x10 \\ 3x4 \\ 3x4 \\ 2 1 _ _ 5x6 Q 3 3 4 5e 35 CONN. OF GABLE STUDS B OTHERS. 59 �d 4)(8 II 27 26 25 24 23 22 21 20 19 18 17 16 15 14 1312 11 1060 9 61 2xB II 4x8 = 4x6 = 6x8 = 4x8 = 3x10 II 4x8 = 2x8 11 4-9-1 10-1-15 14-1-0 18-0-9 i 21-11-14 27-412 32-10-14 49-1 5414 3.11-5 3.11-5 3.11.5 5.414 5-6-2 i Scale = 1:76.3 LOADING TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (GrouTOLL now= Snow--55,00 Plates Increase 1.15 TC 0.19 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 TCDLnd 1000 Lumber Increase 1.15. BC 0.39 Vert(TL) -0.07 B-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 939 Ib LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 8 DF SS G WEBS 2 X 4 DF Std G 'Except* 7-'9 2 X 4 DF No.1 G OTHERS 2 X 4 DF Std G. BRACING TOP CHORD Sheathed or 6-0-0 cc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 1=423/23-6-11, 8=3833/0-4-0, 24=598/23-6-11, 20=1727/23-6-11, 16=770/23-6-11, 12=-845/23-6-11, 10=5945/23-0-11, 14=124/23 -11, 13=993/23-6-11, 27=221/23-6-11, 26=-45/23-6-11, 25=61/23-6-11, 23=27/23-6-11, 22=25/23-6-11, 21=32/23-6-11, 19=19/23-6-11, 18=29/23-6-11, 17=30/23-6-11, 15=72/23-6-11 Max Horz I =202(load case 14) Max Uplift1=1226(load case 14), 8=990(load case 19), 24=344(load case 16), 20=428(load case 17), 16=168(load case 14), 12=1022(load case 3), 10=310(load case 19), 14=149(load case 3), 13=58(load case 19), 27=17(load case 16), 26=57(load case 2) Max Grav1=1598(load case 11), 8=4440(load case 3), 24=709(load case 2), 20=1955(load case 2), 16=854(load case 2), 12=232(load case 11), 10=6874(load case 3), 14=31(load case 11), 13=1156(load case 3), 27=255(load case 2), 26=33(load case 16), 25=68(load case 2), 23=52(load case 4), 22=50(load case 4), 21=65(load case 4), 19=39(loa case 4), 18=58(load case 4), 17=43(load case 4), 15=80(load case 3) �OQROFESS/pN�l S. TjNc F2 L C 04 433 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2263/1811, 2-3=-1748/1437, 3-4=-604/609, 4-58=393/332, 5-58=232/171, 5-0=336/345, 6-59=278/749, ) 7-59=1088/818.7-8=3676/1432 r �F BOT CHORD 1-27=1347/1504, 26-27=1109/1266, 25-26=931/1088, 24-25=-753/910, 23-24=711/855, 22-23=-575032, 21-22=-397/554 ,20-21=219/376.19-20=2921387,18-19=166/261. 17-18=252/348,16-17=296/391,15-16=240/364,14-15=369/493, 13-14=527/661, 12-13=632/756, 11-12=685/858, 10-11=1106/1282,10-60=918/2676, 9-60=937/2676, 9-61=937/2670, 8-61=1048/2670 WEBS 2-24=732/353, 2-20=-491/343, 3-20=1326/496, 4-20=425/281, 4-16=873/260, 5-16=556/491, 5-12=-494/22, 5-10=832/456, 6-10=1263/60, 7-10=-4077/144, 7-9=50/4636 NOTESQUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 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. Continued on page 2 May 26,2006 A WARNING - 9er{Jy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based on v Suite 109 g paromenters and 9 h eon Parameters shown, and is for an individual building component. Citrus Heights. C • Applicability of desi n proper incorporation of component a responsibility of building designer -not hues designer. Bracing shown B A, 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, DSO -89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute. 5113 D'Onotrio Drive. Madison, WI 53719. Job Truss Truss Type uty Ply PONDEROSA CARN0329 AB CAL HIP 1 RZ7414148 t enaran . t..m�.c rn, rs,;. Job Reference (optional) -- s am i a two mi i eK mausmes, inc. 1 nu may z5 1 ]:14:Zb 2005 Page 2 NOTES 3) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 33 ft with exposure B ASCE 7-93 per UBC97/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 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 5) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 6) Unbalanced snow loads have been considered for this design. 7) Provide adequate drainage to prevent water ponding. 8) Gable studs spaced at 1.4-0 oc. 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) This truss has been designed for a total drag load of 3160 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-8-0, 31-10.14 to 32-10-14 for 133.5 plf. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) Uplift for first LC exceeds limits LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 8-59=97, 1-60=20, 8-00=690(F=670) Trapezoidal Loads (plf) Vert 1=167(F=70) -to -3=243(F=146), 3=243(F=146}to-58=287(F=190), 58=287(F= -190) -to -6=252(F=155), 6=252(17=155) -to -59=-247(F=150) ® WARNOrC • verj/y design parwneters and READ NOTES ON TAUS AND rNClUDED GBTEE REFERENCE PAGE 7473 BEFORE USE- 7777 Greenback Lane r_• 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 paromenters and proper incorporation of component is responsibility of buffing designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrily, 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 ITekm Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. W1,53719. Job N55 IU55 ype ty y PONDEROSA TOLL 38.5 821016323 CARN0329 at KINGPOST 1 1 I/deft Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 Job Reference (optional) - [7-0-01 e_ao I 12-e-0 1-0.0 6.4-0 6.4-0 1-0-0 4x6 _ Scale = 1:50.8 2x4 II 7 2x4 II 2x4116 8 2Nx4 11 12.00 12 2x4 11 5 9 2x4 II 2x4 11 4 10 2x4 11 3 11 �1 2 12 la 3x4 = 21 20 19 18 17 16 15 14 3x4 = 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 It 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 12.8.0 12-8-0 Plate Offsets (X Y): [2:0-4-2.0-0-101 [7:0-3-0 Edgel [12:0-4-2,0-0-101 LOADING (psf) TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 12 n/r 120 MT20 220/195 TCDL 100.0.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 12 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 100 lb 9 LUMBER BRACING TOP CHORD 2 X 6 DF SSG 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. OTHERS 2 X 4 DF Std G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 2=533/12-8-0, 12=533/12-8-0, 18=320/12-8-0, 17=320/12-8-0, 14=214/12-8-0, 15=336/12-8-0, 16=388/12-8-0, 21=214/12-8-0,20=338/12-8-0.19=388/12-8-0 Max 1-1orz2=164(load case 5) Max Grav2=688(load case 2), 12=688(load case 3), 18=365(load case 2), 17=365(load case 3), 14=219(load case 3), 15=399(load case 3), 16=457(load case 3), 21=219(load case 2), 20=399(load case 2), 19=457(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=345/92, 3-4=267/82, 4-5=279/75, 5-6=-322/67, 6-7=228/34, 7-8=-228/34, 8-9=322/54, 9-10=-279/25, 10-11=-267/33, 11-12=345/40, 12-13=0/181 BOT CHORD 2-21=15/117, 20-21=14/116, 19-20=14/116, 18-19=14/115,17-18=14/1115. 16-17=14/115, 15-16=-14/115, 14-15=13/115, 12-14=13/115 WEBS 6-18=333/0, 8-17=333/0, 11-14=226/3.10-15=364/1, 9-16=430/0, 3-21=-226!7, 4-20=364/1, 5-19=-430/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, On an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1-2002. 3) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) Standard Continued on page 2 April 27,2006 ® WARNING - Verjjlj design parameters and READ NOTES ON TRIS AND INCLUDED WTEE REFERENCE PAGE JIM -7473 BEFORE USE. 7777 Greenback Lane alp Design vofid far use only with NOTek 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 is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 9561Ole[ l e 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 or 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 iTek� Safety information available from Truss Plate Institute. 583 D'Onohio Drive. Ntodison. WI 53719. Job Ttoss ty y PONDEROSA CARN0329 ]51S-s�ype 81 KINGPOST 1 1 821016323 Job Reference (optional) —w s .tui 1 J zwo mi r eK Inausfnes, Inc. Wea Apr 2b 11:24:28 2005 Page 2 LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-12=20, 1-2=197(F=100), 12-13=197(F=100) Trapezoidal Loads (plf) Vert: 2=197(F=100) -to -7=267(F=170), 7= -267(F=170) -to -12=197(F=100) ® WARNING - Ver(& design parameters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with Welt connectors. This design is bored only upon parameters shown. and is fa on individuol building component. Suite 109 W g pa proper incorporation of component Citrus Heights, CA, 956101 Applicability of deli n ramenters and orpo ponenl 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 responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lubrication, quality control storage, delivery, erection and bracing, consult ANSI/71`11 Quality Criteria, DSB-89 and BCSII Building Component Qdo Safety Intormatlon available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. M ITG'K Job Tru 55 Truss Type Qty Ply PONDEROSA (loc) I/defl Ud PLATES GRIP (Ground Snow--55.0) (Gro 821016324 CARN0329 62 KINGPOST 6 1 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 Job Reference (optional) I ...c.... —.u. ,.. — nn, cn u,....au.=a, un.. ..cu •4� co - uaw rage . 6-4-0 l 12.8.0 113-8.0 1.0.0 6-4-0 6-4-0 1-0-0 5x6 = Scale = 1:47.3 3 1.5x4 II I 6-4-0 I 12-8-0 6-4-0 6-4-0 IR LOADING (psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow--55.0) (Gro Plates Increase 1.15 TC 0.18 Vert(LL) 0.03 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) TL ( -0.05 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 73 Ib LUMBER TOP CHORD'2 X 6 DF SS G BOT CHORD 2 X 4 DF No.16Btr G WEBS 2 X 4 DF Std G REACTIONS (lb/size) 2=833/0-5-8.4=833/0-5-8 Max Horz2=164(load case 5) Max.Uplil`Q=14(load case 7), 4=14(load Case 7) Max Grav2=908(load case 2), 4=908(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/116, 2-3=762/54, 3-4=762154, 4-5=0/116 BOT CHORD 2-6=10/398,4-6=10/398 WEBS 3-6=-21/264 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 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 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 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. LOAD CASES) Standard April 27,2006 ® WARNING - Ver(fy design parameters and READ NOTES ON TBI$ AND JNCLUDED 10TEB REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r_r_tD Design valid for use only with Welt connectors. This design B based only upon parameters shown, and is W an individual building component. Suite 109 AIIIIIIIII Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shovm Citrus Heights, CA, 95610- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiulliy 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 Componendb t Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison. WI 53719. M ITek Job I FUSS I 3-4-11 3-4-11 ty yPONDEROSA821016325 I 12-8-0 3-4-11 Plate Offsets (X,Y): [1:1-0-3,0-2-7] 7ssype [3:0-2-12 0-2-8] [4:0-2-4,0-1-8] [5:1-0-3 0-2-7] [6:0-4-0 0-1-8] [7:0-4-0 0-4-4] [i CARN0329 83 1 2 Job Reference (optional) Longfellow Lumber Co.. Inc., Chaco, Ca. 95925-7434 i 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Apr 26 11:24:29 2006 Page 1 I 3-4-11 I 6-4-0 I 9-3-5 I 12.8-0 3.4-11 2.11.5 2-11.5 3.4-11 5x6 11 4x12 = 8 7 6 402 = 3x6 11 7x8 = 3x6 11 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G 'Except' . 3-7 2 X 4 DF No.1 G REACTIONS (Ib/size) 1=5506/0-5-8,5=5506/0-5-8 Max Horzl=144(load case 6) Max Upliftl=5(load case 7), 5=5(load case 7) Max Gravl=6265(load case 2), 5=6265(load case 3) I'l PLATES MT20 Weight 192 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=6400/35, 2-3=-4334/71, 3-4=4334/71, 4-5=6400/35 BOT CHORD 1$=58/4243, 7-8=58/4259, 6-7=0/4259, 5-6=0/4243 WEBS 2-8=15/2803, 3-7=76/5558, 4-6=15/2803, 2-7=1845/57, 4-7=1845/59 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 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) 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 4) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 Scale = 1:45.5 GRIP 220/195 O9?po ESS/pNq S. Tjyc�Fyc 0 QQ' �� m W C 446433 L *\ OP.Aal�07 /*-, April 27,2006 '® WARNING - Ver((y des(9n parameters and READ NOTES ON TIUS AND DICr TIDED GDTEE REFERENCE PAGE MU.7473 BEFORE USE.' 7777 Greenback lane --m Design valid far use on with Mlek connectors. This design is based on upon rometers shown, and is for an individual building cora Suite 109 9 y r IY en pa g pang it. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component u 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 responsibiluly of the ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ME fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekdD Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Moduon. WI 53719. I 3-4-11 3-4-11 I 6.4-0 2.11.5 I 9.3-5 2.11.5 I 12-8-0 3-4-11 Plate Offsets (X,Y): [1:1-0-3,0-2-7] [2:0-24 0-1-8] [3:0-2-12 0-2-8] [4:0-2-4,0-1-8] [5:1-0-3 0-2-7] [6:0-4-0 0-1-8] [7:0-4-0 0-4-4] [i LOADING(psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud (Ground Snow --55.0) Plates Plates Increase 1.15 TC 0.16 Vert(LL) -0.04 6-7 >999 240 TCDL 10.0 Increase 1.15 BC 0.37 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G 'Except' . 3-7 2 X 4 DF No.1 G REACTIONS (Ib/size) 1=5506/0-5-8,5=5506/0-5-8 Max Horzl=144(load case 6) Max Upliftl=5(load case 7), 5=5(load case 7) Max Gravl=6265(load case 2), 5=6265(load case 3) I'l PLATES MT20 Weight 192 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=6400/35, 2-3=-4334/71, 3-4=4334/71, 4-5=6400/35 BOT CHORD 1$=58/4243, 7-8=58/4259, 6-7=0/4259, 5-6=0/4243 WEBS 2-8=15/2803, 3-7=76/5558, 4-6=15/2803, 2-7=1845/57, 4-7=1845/59 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 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) 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 4) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 Scale = 1:45.5 GRIP 220/195 O9?po ESS/pNq S. Tjyc�Fyc 0 QQ' �� m W C 446433 L *\ OP.Aal�07 /*-, April 27,2006 '® WARNING - Ver((y des(9n parameters and READ NOTES ON TIUS AND DICr TIDED GDTEE REFERENCE PAGE MU.7473 BEFORE USE.' 7777 Greenback lane --m Design valid far use on with Mlek connectors. This design is based on upon rometers shown, and is for an individual building cora Suite 109 9 y r IY en pa g pang it. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component u 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 responsibiluly of the ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ME fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekdD Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Moduon. WI 53719. O fussrUSS Type-- Qty y PONDEROSA ' R21016325 CARN0329 B3 HOWE 1 Job Reference (Optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 LOAD CASE(S) Standard Uniform Loads (plt) Vert: 1-5=805(F=785), 1-3=-97, 3-5=97 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Apr 26 11:24:29 2006 Page 2 ® WARNING - Vert& design parameters and READ NOTES ON TITS AND D9CWDED MJTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use on with Mlek connectors. This design a based on upon Suite 109 9 N g N en parameters shown, and is for an individuals design component. Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component u responsibility of building designer -not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilkty, of the erector. Additional permanent bracing of the overall structure is the responsiUbty, of the building designer. For general guidance regarding MI fabrication. quality control, storage. delivery, erection and bracing- consult ANSI/1P11 Quality Criteria. DSB-89 and BCSII Building Component M iTekdb rm Safety Infoatlon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Job TNSs]TZ.p.S,SS ype Qty y PONDEROSA CARN0329 Cl 1 1 821016326 --n--,—. ren— .. , � - —I ^- ..- a DEFL in (loc) Job Reference (optional) ease s aur r a — mi i en mous-5. Inc, wea Apr Co l 1:L4:zu gum rage 1 t -0.10.0 , 3.3-0 I 6-6-0 17-4-0 i 0-10-0 3-3.0 4x6 II 3-3-0 0-10-0 NO TOP CHORD NOTCHINGS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 1 3.3-0 1 6-6-0 1 3-3.0 3-3-0 JDS BY OTHERS. Scale = 1:28.3 G(psf) TCLL TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow --55.0)0.0 Plates Plates Increase 1.15 TC 0.11 Vert(LL) -0.07 2-4 >999 240 MT20 220/195 10.0 Increase 1.15 BC 0.35 Vert(TL) -0.14 2-4 >538 180 BCLDL Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 59 lb LUMBER TOP CHORD '2 X 6 DF SS G BOT CHORD •2 X 4 DF No.1 &Btr G OTHERS 2 X 4 DF Std G . REACTIONS (Ib/size) 2=9311/0-3-8,4=931/0-3-8 Max Horz2=84(load case 6) :Max Uplift2=11(load case 7).4=1 11(load case 7) Max Grav2=1082(load case 2), 4=1082(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/153, 2-3=733/10, 3-4=733/10, 4-5=0/153 BOT CHORD 2-4=0/316 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead - load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 24=20.11-2=1197(1`=100), 4-5=197(F=100) Trapezoidal Loads (plf) Vert 2=199(F= -102) -to -3=237(F=140), 3=237(F= -140) -to -4=199(F=102) oQ?,OFESS/0 S. TjNQ�Fti (D �� m Qf C 04666,33 r OF April 27,2006 ® WARNING - 7er(fy design parameters and READ NOTES ON THTS AND INCLUDED WTER REFERENCE PAGE 11M 7473 BEFORE USE. 7777 Greenback Lane �r_m Design valid for use only with M47ek connectors. This N eon design is based on upon parameters shown. and is far an 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 temporary bracing to insure stability during construction is the responsibilGly, 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 iTekm Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job runs Qty PlyIPONOCROSA CARN0329 C2 KINGPOST 3 1 821016327 LOnaf.11nw Lumh-Cn Inn rhirn r. QS01r 7e DEFL in (loc) Job Reference (optional) 6.200 s Jul 13 2007 MiTex ex Industries, Inc. Wed Apr 26 11:24:30 2006 Page 1 -0-10-0 I 3.30 I 6-6-0 I 7-4-0 0-10-0 3.3-0 3-3.0 010-0 4x4 = I 3-3.0 I 6-&0 3-3-0 3.3.0 Scale c 1:27.0 LOADING (psi) TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow --55.0)0.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2-6 >999 240 MT20 220/195 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 2-6 >999 180 BCLDL Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 40111 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1&6tr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) :2=458/0-3-8.4=458/0-3-8 Max Horz2=91(load case 6) Max Uplift2=11(load case 7), 4=11(load case 7) Max Grav2=531(load case 2), 4=531 (load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/92, 2-3=356/23, 3-4=-356/23, 4-5=0/92 BOT CHORD 2-6=6/1156,4-6=-6/1156 WEBS 3-6=10/153 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 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. LOAD CASE(S) Standard O9?,OFESS/ON9 S. r,N�k,Fti 0Q� W C 0469 3 rn , *\ EX07 /* OF April 27,2006 ® WARNING - Ver(/y design parameters and READ NOTES ON TRIS AND DYCUMED MTTEE REFERENCE pAGE MU -7473 BEFORE USE. 7777 Greenback Lane _® Design valid for use only with Mllek connectors. This design is bored on Suite 109 g y upon parameters shown, and is for an individual building component. Citrus Heights. C ' Applicability of design paromenters and proper incorpora lion of component b responsibility of building designer -not truss designer. Bracing shown 9 A' 95610 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component ® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. M iTek 1 Job NSSN55 ype t y PONDEROSA TOLL 38.5 821016326 CARN0329 C3 KINGPOST 1 1 Well L/d PLATES GRIP (Ground Snow=5 Plates Increase 1.15 Job Reference (optional) l 3-3-0 1 0-6-0 i 3-3-0 3-3-0 4x4 = 2 3x4 = 1.5x4 11 3x4 = l 3-3-0 l 6-6-0 , 3.3-0 3.3.0 n d Scale = 1:26.0 LOADING (psf) TOLL 38.5 SPACING 4-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP (Ground Snow=5 Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 1-4 >999 240 MT20 220/195 100.0.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.01 1-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 351b LUMBER TOP CHORD 2 X 6 DF.SS G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF'Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF ° REACTIONS (Ib/size) 1=726/0-3-8,3=726/0-3-8 THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Horz 1=155(load case 6) Max Upliftl=l(load case 7), 3=1(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-685/52,2-3=-685/51 BOT CHORD 11-4=26/338.3-4=26/338 WEBS 24=19/306 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/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 *11.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard OQ,?,o ESS/pN� S. r,N�k,Fti C cm W C 041433 T April 27,2006 ® WARN73VG • Verj/y design parameters and READ NOTES ON THIS AND MCLODED LUTES REFERENCE PAGE LUL -7473 BEFORE GSE. 7777 Greenback Lane ��® Design valid for use only with Malek connectors. This design is based only upon parameters shown, and is for an individual buffing component. Suite 109 Appficobifi of design romenters and Citrus Heights, CA, 95610 N 9 Pa proper incorporation of component is responsibility of building designer -nal truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSWII Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. a FUSS FUSS ype y Fly PONDEROSA CARN0329 C4 FLAT 1 1 R21510761 Job Reference o tional Longfellow Lumber Co.. Inc., Chko, Ca. 9592&7434, Mari Dietz 6.200 s Jul 132005 MRek Industries, Inc. Mon Jun 05 07:43:19 2006 Page 1 I 2-11-6 i 5.10.12 2-11{ 2.11$ 4x4 = 2x4 II 4x4 = 2x4 I I 7x8 = 2x4 11 2.11-8 t 5.10-12 t 2.11-6 2.11.6 Scale = 1:42.2 LUMBER TOP CHORD 2 X 6 OF SS G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=2230/Mechanical, 4=2230/Mechanical Max Horz6=348(load case 3) Max Uplift$=205(load case 3), 4=233(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=1494/200.1-2=523/116,2-3=523/116,3-4=1494/216 BOT CHORD 5-6=260/263, 4-5=86/116 WEBS 2-5=536/0,11-5=223/11327. 3-5=240/1327 BRACING TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt 1-6.3-4 JOINTS 1 Brace at Jt(s): 1, 3 TOLDING(psf) 38.5 SPACING 4-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.97 Vert(LL) -0.02 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 68 lb LUMBER TOP CHORD 2 X 6 OF SS G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=2230/Mechanical, 4=2230/Mechanical Max Horz6=348(load case 3) Max Uplift$=205(load case 3), 4=233(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=1494/200.1-2=523/116,2-3=523/116,3-4=1494/216 BOT CHORD 5-6=260/263, 4-5=86/116 WEBS 2-5=536/0,11-5=223/11327. 3-5=240/1327 BRACING TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 1 Row at midpt 1-6.3-4 JOINTS 1 Brace at Jt(s): 1, 3 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. 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 451t by 24 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 4-6=-602(F=562), 1-3=194 A WARNING - VerW design parameters and READ NOTES ON THIS AND D7CLETDED MITER REFERENCE FAGS MU -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. Applicabmty, of design paramenters and proper incorporation of Component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. AddiBonal temporary bracing to Insure stabaly during construction Is the responsibiliiy, 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/TPI) puallty Criteria, DSB-89 and BCSII Building Component Safety Information ovallable from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. Ooko ESSt CIO S. TjNc�F2 co m IX C 04 433 * E -07 L 0 June 5,2006 7777 Greenback Lane m Suite 109 Citrus Heights. CA, 95610101 MOW Job TN55 h y PONDEROSA821016329 CARN0329 D1 7.,,u.ssype ST 1 1 CSI r..—H� r..Ttie,�� r--�-..-1 in (loc) I/deft L/d Job Reference 6.200 s Jul 13 2005 MiTek Industries. Inc. Wed Apr 26 11:24:30 2006 Page 1 f1-0-01 6-5-0 1 12.10-0 1310-0 1.0-0 6.5.0 4x6 = 6-5-0 1-0.0 2x4 II 2x4 II 2x4 II 7 2x4 II 12 t 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 12-10-0 12-10-0 12 I9 Scale = 1:53.4 LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow=55.0) Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 12 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.04 VertTL 0.00 13 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Matrix Weight 1121b LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1 &Btr G OTHERS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 2=584/12-10-0, 12=584/12-10-0, 18=194/12-10-0, 17=194/12-10-0, 14=532/12-10-0, 15=290/12-10-0, 16=220/12-10-0,21=532/12-10-0,20=290/12-10-0,19=220/12-10-0 Max Horz2=166(load case 6) Max Grav2=742(load case 2), 12=742(load case 3), 18=219(load case 2), 17=219(load case 3), 14=598(load case 3), 15=349(load case 3), 16=254(load case 3), 21=598(load case 2), 20=349(load case 2), 19=254(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=372/119, 34=276/75, 4-5=251!77, 5-0=140/47, 6-7=210/38, 7-8=-210/38, 8-9=140/45, 9-10=251/55, 10-11=276/21, 11-12=372/113, 12-13=0/181 BOT CHORD 2-21=18/112.20-21=18/111,19-20=18/111, 18-19=-18/110,17-18=18/110.16-17=18/110, 15-16=18/110, 14-15=-18/110,12-14=17/110 WEBS 6-18=201/0, 8-17=201/0, 11-14=542/0, 10-15=-335/2, 9-16=235/0, 3-21=542/0, 4-20=-335/2, 5-19=-235/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. �OFESS/� 3) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. Q 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. 6) Gable requires continuous bottom chord bearing. CIO 7) Gable studs spaced at 1-4-0 oc. Q m 8) This truss has been designed fora 10.0 psf bottom chord live load nonwncurcent with any other live loads. LJLjC 04 33 "' 9) A plate rating reduction of 20% has been applied for the green lumber members. T 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * E 1.07 * LOAD CASE(S) Standard Continued on page 2 April 27,2006 ® WARNING - Ver -W design parameters and READ NOTES ON TIUS AND INCLUDED WTEE REFERENCE' PAGE DU/ -7473 BEFORE USE. 7777 Greenback lane r_• Design valid for use only with MiTek connectors. This desi on n is based g ty upon parameters shown. and is for an individual building component. Suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 9561 is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 0 1.bricotion. quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII funding Component M Tek® Safely Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. Job tiss russ Type Qty PlyJPONDEROSA 821016329 CARN0329 D1 IGNGPOST 1 1 re��.....�.e.r• - �A.- �- e« a Job Reference (optional) b.200 s Jul 13 2ou7 nus ek Industries, Inc. Wed Apr 26 11:24:30 2006 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert 2-12=20, 1-2=197(F=100), 12-13=-197(F=100) Trapezoidal Loads (plf) Vert 2=197(F=100) -to -7=269(F=172), 7=269(F= -172) -to -12=197(F=100) ® WARNING - Vert& design poramete and READ NOTES ON THIS AND nvcLuDED BUTES REFERENCE PAGE bM.7473 BEFORE USE. 7777 Greenback Lane �m Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design pommenlers 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 responsibility of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding M1 fabrication, quality control, storage. delivery, erection and bracing, consul) ANSIAPII Quality Criteria, DSB-89 and BCSII Building Component M iTekis Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job NSS Iype ty y PONDEROSA CARN0329 02 KINGPOST 1 1 821016330 . I ... F.11—I'.-r.. I.., r -I. - 1., ,.,. DEFL in (loc) Job Reference (optional) a.Z00 s Jul 13 2005 MiTek Industries, Inc. Wed Apr 26 11:44:30 2006 Page 1 -1-0-01 2-5-2 I 6-5-0 I 10-0-14 12-10-0 d3-10� 1-M 2-5-2 3-11-14 3-11-14 2-5-2 1-0-0 5.6 = 3.10 // 2-5-2 6-5-0 104-14 12-10-0 2-5-2 3-11-14 3-11-14 2-5-2 Scale - 1:42.6 DING (psf) TOL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.03 9-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.04 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 90 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF N0.18Btr G WEBS 2 X 4 DF Std G WEDGE Left 2 X 4 DF Std, Right: 2 X 4 DF Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 2=843/0-5-8,6=843/0-5-8 Max Horz 2=166(load case 5) Max Uplift 2=14(load case 7), 6=14(load case 7) Max Grav 2=917(load case 2), 6=917(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=1551/10, 3-4=708/31, 4-5=708/31, 5-6=1551/0, 6-7=0/102 BOT CHORD 2-10=131/1075, 6-8=0/1075, 9-10=86/849, 8-9=0/849 WEBS 5-8=0/608.3-10=72/608,4-9=15/412,3-9=-458/101. 5-9=-458/12 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) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 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) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard I& WARNING - Vert& design pam ete end READ NOTES ON THIS AND dNCLODED WTER REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only wilh m7ek 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 for loleral 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/TPI I Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. April 27,2006 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 95610 - MiTek Job russNSS ype Qty y PONDEROSA CARN0329 D3 ]T-N.POS' 4 1 R21016331 �A•- n- .«,ems floc) I/deft Ud Job Reference (optional) i 6.20u s Jul 13 2005 MTek Industries, Inc. Wed Apr 26 11:24:31 2006 Page 1 2-5-2 I 6-5.0 I 10-414 I 12-10A 2.5.2 3-11-14 Sx6 _ 3-11-14 2-5-2 4x4 i 3x10 \\ 8.00 12 44 3x10 // 2-5-2 I &SO I 10-4-14 I 1212 2-5-2 3-11-14 3-11-14 2-5-2 Scale = 1:47.4 LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP (Ground Snow --55.0)0.0 Plates Plates Increase 1.15 TC 0.14 Vert(LL) -0.03 7-8 >999 240 MT20 220/195 10.0 Increase 1.15 BC 0.22 VertTL -0.05 7-8 >999 180 BCLDL Rep Stress Incr YES WB 0.29 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 84 Ib LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G WEDGE Left 2 X 4 DF Std, Right: 2 X 4 DF Std REACTIONS (Ib/size) 1=724/0-5-8, 5=724/0-5-8 Max Horz 1 =1 51 (load case 5) Max Upliftl =1 (load case 7), 5=1 (load case 7) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1607/29, 2-3=728/42, 3-4=728/42, 4-5=1607/0 BOT CHORD 1-8=156/1150, 5-6=0/1150, 7-8=105/904, 6-7=0/904 WEBS 4-6=0/655, 2-8=87/655, 3-7=-31/442, 2-7=534/112, 4-7=-534/33 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ftabove 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 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard �OV?,o ESS/pN9l CO � C Q�6433 'm April 27,2006 ® WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED LDTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r_f0 Design valid for use any with MTek connectors. This design a based only y u eon parameters shown, and is for on individual building component. Suite 109 proper Applicability of design paramenters and incorporationincorpon of component isresponsibility of building designer -not Truss designer. Bracing shown CiW s Heights. CA, 95610 1 is far Ialerol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional pernsonent 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 iTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job TN55 city PlyJPONDEROSA CARN0329 03A KINGPOST 3 1 821017238 t aanram,,., I „mna, r I,.. c�,..., r� oca•,a,,,,. DEFL in (loc) Job Reference (optional) R FY�1 LE/I�.�hliil�[�1:1 2-5-2 I 65-0 I 10-4-14 I 12-7-0 2-5-2 3.11-14 54 _ 311-14 2.2.2 3x10 \\ 8.00112 l 2-5.2 1 6.5.0 1 10.4-14 1 12-7-0 i 2.52 311.14 3-11-14 2-2-2 Inc. wed Apr z6 11-'50:56 2005 Page 1 Scale = 1:46.8 DING (psf) TOL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/def! Lid PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.14 Vert(LL) -0.03 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.04 8-9 >999 180 - BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 84 Ib LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G WEDGE ' Left: 2 X 4 D Std SLIDER Right 2 X 4 DF Std -G 1-11-7 REACTIONS (Ib/size) 6=713/0-2-8, 1=713/0-5-8 Max Horz1=152(load case 6) Max Uplitt6=1(load case 7), 1=1(load case 7) BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1578/34,2-3=711/44.3-4=701/44.4-5=1365/0,5-6=1456/0 BOT CHORD 1-9=162/1128, 6-7=0/984, 8-9=109/886, 7-8=0/787 WEBS 4-7=0/544, 2-9=90/644, 3-8=32/400, 2-8=529/114, 4-8=-425/43 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; nonnal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 6, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. LOAD CASE(S) Standard ® WARNING - Ver(fb design parameters and READ NOTES ON THIS AND JWCLMFD ALTER REFERENCE PAGE AM -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far 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• quarity control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available tram Truss Plate Institute. 5113 D'Onofrio Drive. Madison. WI 53719. April 27,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 MOW Job Tru sshiss ype h y PONDEROSA TCLL TOLL 38.5 R210172]9 CARN0329 D4 ROOF TRUSS 1 1 I/deft Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Apr 26 11:50:56 2006 Page 1 2-0-2 I 9-11-14 I 12-2-0 2-0-2 7.11.12 2-2-2 4x4 = 2x4 11 3x4 = 4x4 = a 8.00 12 2 2x4 II x4 II 1 2-0.2 9-11-14 I 12.2-0 t 2-0.2 7-11.12 2.2-2 Scale = 1:44.8 G(psf) TCLL TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.28 Vert(LL) 0.06 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert TL Vert(TL) -0.13 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 1051b LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 8=695/Mechanical, 5=695/0-2-8 Max Horz8=189(load case 3) Max Uplif18=55(load case 3), 5=55(load case 4) BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-8, 4-5, 3-7 JOINTS 1 Brace at Jt(s): 1, 4 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=709/52, 1-2=279/55, 2-3=279/55, 3-4=278/47, 4-5=711/54 BOT CHORD 5-6=37f72.7-8=175/197, 6-7=53/294 WEBS 3-6=-643169,2-7=647/19,4-6=85/826,1-7=17/837, 3-7=91/90 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 5. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard A WARNINO - Ver(/i/ desistt parameters and READ NOTES ON T87S AND INCLUDED d1D7'ER REFERENCE PAGE MQ -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrlo Drive, Madison. W153719. OV�ko ESS/ONS C.)LU rn Q`��R Q C 04 33 * E 1,07 TF0 A April 27,2006 7777 Greenback Lane �m Suite 109 Citrus Heights, CA, 95610101 MiTekm O NBS N55 type ty y PONDEROSA TOLL 38.5 821017240 C1RN0329 04A ROOF TRUSS 1 1 I/defl L d PLATES GRIP (Ground Snow--55.0) Plates Increase 1.15 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Apr 26 11:50:57 2006 Page 1 2-0.2 I 9.11.14 I 12-2-0 i 2-0-2 7-11-12 2-2-2 4x4 = 2x4 11 3x4 = 4x4 = 8 5 2x8 II 8.00 L12 2x8 11 2-0-2 I 9-11-14 { 12-2A i 2-0.2 7-11-12 2-2-2 1� Scale = 1:55.1 LOADING (psf) TOLL 38.5 SPACING 2-0 0 CSI DEFL in (loc) I/defl L d PLATES GRIP (Ground Snow--55.0) Plates Increase 1.15 TC 0.43 Vert(LL) 0.06 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) ( ) -0.13 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 120 lb LUMBER - TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 8=695/Mechanical, 5=695/0-2-8 Max Horz8=234(load case 3) Max Upliff8=85(load case 3), 5=85(load case 4) BRACING TOP CHORD 2-0-0 oc puffins (6-0-0 max.): 1A, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-8, 4-5, 3-7 JOINTS 1 Brace at Jt(s): 1, 4 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=706/59.1-2=213/63, 2-3=213/63, 3-4=213/64,4-5=708R5 BOT CHORD 5-6=-41/80.7-8=222/245.6-7=-68/226 WEBS 3-6=639/113, 2-7 38/35, 4-6=119/801, 1-7=7/808, 3-7=123/122 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard �OV9,0 ESS/pN�l S. Tjyc F2 m C 06433 T mw%W-M� W April 27,2006 ® WARNING - Ver ft design porametas and READ NOTES ON TIaS AND INCLUDED MITES REFERENCE PAGE MIL -7473 BEFORE USE- 7777 Greenback Lane 40 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 paromenlers and proper incorporation of component is responsrbi6y of building designer- not truss designer. Bracinggsh shown Citrus Heights, CA 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overolf structure is the responsibiBty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component M iTek0 D' Safety Information available from Truss Plate Institute, 583 Onofrio Drive. Madison, WI 53719. Job Truss NSS ype Qty Ply PONDEROSA TOLL 38.5 SPACING 821017241 CARN0329 D5 ROOF TRUSS 1 (Ground Snow 55.0) Job Reference (optional) b.zuu S Ju 1 J 2aa5 Mr I ek Industries, Inc. wed Apr 28 11:50:58 2006 Pagel I 4-2-12 I 8.3.12 I 12.2-0 4-2-12 4-1-0 3-10-4 2x4 II 3x6 = 3x8 = 2x4 11 4x4 = 6x6 = 3x6 11 4x4 = 4-2-12 8-3.12 I 12.2-0 4-2-12 4.1-0 3.10-0 Scale = 1:59.1 LOADING (psf) TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I%deft L/d PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.42 Vert(LL) -0.04 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert TL Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 280 lb LUMBER BRACING TOP CHORD 2 X 6 OF SS G TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G WEBS 1 Row at midpt 1-8.4-5.2-8. 3-5 JOINTS 1 Brace at Jt(s): 1, 4 REACTIONS (Ib/size) 8=4495/Mechanical, 5=4495/0-2-8 Max Horz8=249(load case 3) Max.Uplift8=102(load case 3), 5=169(load case 4) ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=186/32,1-2=-61/83,2-3=1413/84, 3-4=61/83, 4-5=232/36 BOT CHORD 7-8=165/1413, 6-7=120/1285, 5-6=120/1285 WEBS 2-8=3468/110, 2-7=-66/2711, 3-7=112/322, 3-6=60/2612, 3-5=3415/159 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, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F)'or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane 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 4) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Continued on page 2 �OQ,�,pFESS/CO pNgl CQP ryT1 LU C W433 T *\ W -A,3-1-47 /* April 27, 2006 A WARNING - 9'er(ftj design parameters and READ NOTES ON TB7S AND INCLUDED DITTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane�CD Design valid for use only with dv4Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 AIIIIIIIIIII Applicability of design paramenters and proper incorporation of component's 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 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 Crfleda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison- WI 53719. M ITek Job cuss Truss Type Qty P ly- CARN0329 05 ROOFTRUSS 1 JPONDEROSA 821017241 Job Reference (optional) ',pr m r rao.00 cuuo rage LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=l Uniform Loads (plf) Vert 1-4=97, 5-8=660(F=-640) ® WARNING - 9eHh design parameters and READ NOTES ON TIDS AND INCLUDED WTES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane �® Design valid far use only with MTek connectors. This design B based on u pa Suite 109 g only pori parameters shown, and is es an individual building component. Citrus Heights. C 95610 Applicability of design poramenters and proper incorporation of component is respomibifily of building designer -not truss designer. Bracing shown g a is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily 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, DSO -89 and SCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. modison, WI 53719. Job Truss -s Ty- ty y PONDEROSA TS TCLL TCLL 38.5 821 016335 CARN0329 El WE 4 1 1/deft Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 Job Reference (optional) 6.200 5 Jul 13 2005 MiTek Industries, Inc. Wed Apr 26 11:24:33 2006 Page 1 1:" 5-9-7 1 15-4-0 I 24-10.8 1 1-0.0 5.9-7 9-6-9 9-68 5x6 6x10 Jxa = 12 11 10 9 8 7 1.5x4 II 3x4 = 1.5x4 11 1.5x4 II 3x8 = 3x4 = 5.9.7 I 15-4-0 { 20." I 24-10-8 1 5-9.7 9.69 4-11.8 4-7-0 Scale = 1:73.3 G(psf) TCLL TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.33 Vert(LL) 0.06 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.33 VertTL -0.14 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 Matrix (Matrix) Weight 1931b LUMBER TOP CHORD 2 X 6'DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 8=1764/0-3-8.2=1224/0-3-8 Max Horz2=276(load case 6) Max Uplift8=1(load case 7), 2=14(load case 7) Max Grav8=1764(load case 1), 2=1509(load case 2) BRACING TOP CHORD Sheathed or 6-D-0 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except 6-0-0 oc bracing: 7-8. WEBS 1 Row. at midpt 4-11, 5-9, 5-8 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101, 2-3=1638/45, 3-4=1058/93, 5-6=33/428, 4-5=-673/87, 6-7=10/70 BOT CHORD 2-12=165/1067, 11-12=-165/1067, 10-11=75/127, 9-10=75/127, 8-9=-76/128, 7-8=-29/42 WEBS 4-11=193/107, 5-9=26/213, 6-8=232/56, 3-12=14/210, 3-11=-537/64, 5-11=69/890, 5-8=1461/0 .NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 25 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �OQRpFESS/pv�l S. T/Nc Fy CO LU af C ¢016433 ST *\ tf/ RA -31:07 April 27,2006 ® WARNING • Ver(N design parameters and READ NOTES ON THIS AND INCLUDED ADTEE REFERENCE PACE MU -7473 BEFORE USE. 7777 Greenback lane r_r_m Design valid fa use only with Mnek 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, C& 95610 - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbil6ty 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 iTekm Safely Information available from Truss Plate Institute. 583 D'Onolrio Drive. Madison. WI 53719. o Truss russ Type ly Ply PONDEROSA CARN0329 E2 HOWE 7 1 821016336 i..,...r>n..... I——r.. Inch C 959 7 DEFL in (loc) Job Reference (optional) nci ., Co. a. 26 434 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Apr 26 11:24:33 2006 Page i i1.0 -Q 5.9-7 1 15-4-0 I 24.108 t 1.0-0 59-7 9-69 5x6 9-6-8 Scale = 1:73.3 6x12 5 Jx1u = 12 11 10 9 8 7 1.5x4 II 3x4 = 1.5x4 II 1.5x4 11 3x8 = 3x4 = 1 5-9.7 1 154-0 1 23-11-8 24-10.8 5-9-7 9.69 67-8 0-11-0 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF.Std G REACTIONS (Ib/size) ;8=1488/0-3-8.2=150010-3-8 Max Horz2=276(load case 6) Max Uplift8=1(load case 7), 2=14(load case 7) Max Grav8=1488(load case 1), 2=1720(load case 2) BRACING TOP CHORD Sheathed or 6-M oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11 2 Rows at 1/3 pts 5-8 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101, 2-3=1950/45, 3-4=1372/93, 5-6=139/274, 4-5=917/87, 6-7=35/42 BOT CHORD 2-12=153/1296, 11-12=153/1296, 10-11=53/597, 9-10=53/597, 8-9=54/601, 7-8=31/46 WEBS 4-11=59/235, 5-9=18/275, 6-8=-236/23, 3-12=-14/210, 3-11=513/65, 5-11=84/626, 5-8=1367/28 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 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 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Ver{/y design pa vrneters and READ Nwzs om rws AND lNCLODED AD7'EK REFERENCE PAGE MD -7473 BEFORE DS& Design valid far use only with Mnek 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 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo, Drive. Madison. WI 53719. OQROFESS/ ONq S.rn C 046 3 * EX 7 TFOF F April 27,2006 7777 Greenback Lane r_m Suite 109 Citrus Heights, CA, 95610 1 M iTek® TOLDING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.38 Vert(LL) -0.07 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.14 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 192 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF.Std G REACTIONS (Ib/size) ;8=1488/0-3-8.2=150010-3-8 Max Horz2=276(load case 6) Max Uplift8=1(load case 7), 2=14(load case 7) Max Grav8=1488(load case 1), 2=1720(load case 2) BRACING TOP CHORD Sheathed or 6-M oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11 2 Rows at 1/3 pts 5-8 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/101, 2-3=1950/45, 3-4=1372/93, 5-6=139/274, 4-5=917/87, 6-7=35/42 BOT CHORD 2-12=153/1296, 11-12=153/1296, 10-11=53/597, 9-10=53/597, 8-9=54/601, 7-8=31/46 WEBS 4-11=59/235, 5-9=18/275, 6-8=-236/23, 3-12=-14/210, 3-11=513/65, 5-11=84/626, 5-8=1367/28 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 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 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - Ver{/y design pa vrneters and READ Nwzs om rws AND lNCLODED AD7'EK REFERENCE PAGE MD -7473 BEFORE DS& Design valid far use only with Mnek 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 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo, Drive. Madison. WI 53719. OQROFESS/ ONq S.rn C 046 3 * EX 7 TFOF F April 27,2006 7777 Greenback Lane r_m Suite 109 Citrus Heights, CA, 95610 1 M iTek® Job Truss Truss Type NPly 69.7 131-1 PONDEROSA CARN0329 E3 HOWE 1 1 821016337 PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.18 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Ind stries, Inc. Wed Apr 26 11:24:34 2006 Page 1 i1-4 5.9-7 l 15-4-0 I 24-10-8 1-0-0 5-9.7 9-69 36-8 6x8 = 2x4 I I 2x4 11 2x4 11 6x8 = 2x4 11 2x4 11 2x4 11 10 17 III 1 22 'x9 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 Scale = 1:71.3 3x4 = I 69.7 I 24-10-8 69.7 131-1 Plate Offsets (X Y): [2:0-2-2,0-1-81,[10:0-4-0.0-0-01,[17:0-4-0,0-0-01 LOADING (psf) TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.18 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 10.0Vert(TL) Lumber Increase 1.15 BC 0.07 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.00 23 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 281 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS 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.18Btr G (6-0-0 max.): 10-17. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 OF Std G WEBS 1 Row at midpt 18-27, 16-28, 15-29, 14-30, 9-35, 11-34, 12-32 .13-31 REACTIONS (Ib/size) 23=123/24-10-8, 2=499/24-10-8, 24=253/24-10-8, 25=393/24-10-8, 26=401/24-10-8, 27=401/24-10-8, 28=414/24 -10 -8,29=429/24 -10 -8,30=437/24-10-8,41=516/24-10-8,40=279/24-10-8,39=341/24-10-8, 38=356/24 -10 -8,37=370/24 -10 -8,36=384/24-10-8,35=392/24-10-8,34=408/24-10-8,32=425/24-10-8, 31=436/24-10-8 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD Max Horz2=279(load case 6) SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Uplift2=-45(load case 5), 24=38(load case 7) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max Grav23=141(load case 3), 2=657(load case 2), 24=296(load case 3), 25=459(load case 3), 26=467(load case 3), 27=461(load case 3), 28=463(load case 3), 29=474(load Case 2), 30=486(load case 2), 41=579(load case 2), 40=333(load case 2), 39=396(load case 2), 38=414(load Case 2), 37=432(load case 2), 36=448(load case 2), 35=451(load case 2), 34=456(load case 2), 32=470(load case 3), 31=484(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/162, 2-3=300/228, 3-4=241/190, 4-5=212/192, 5-6=-186/189,6-7=161/186. 7-8=-138/183, 8-9=145/173, 9-10=-143/126.17-18=146/125.18-19=149/156.19-20=138/138. 20-21=128/140, 21-22=-80/90, 10-11=64/110, 11-12=-48/127, 12-13=-48/127, 13-42=-48/127, 14-42=-48/127, 14-15=-48/127, 15-16=-48/127, 16-17=-65/111, 22-23=118/59 BOT CHORD 2-01=35/48, 40-41=-35/48, 39-40=-35/48, 38-39=35/48, 37-38=-35/48, 36-37=35/48, 35-36=35/48, 34-35=35/48, 33-34=-35/48, 32-33=-35/48, 31-32=-35/48, 30-31=35/48, 29-30=35/48, 28-29=35/48, 27-28=35/48, 26-27=35/48, 25-26=35/48, 24-25=35/48, 23-24=35/48 WEBS 21-24=293/0, 20-25=-429/0, 19-26=-442/0, 18-27=-434/0, 16-28=-436/0, 15-29=-447/0, pFESS/ 14-30=-459/0, 3-41=523/0, 4-40=319/0, 5-39=366/0, 6-38=389/0, 7-37=-405/0, 8-36=422/0, 9-35=424/0, 11-34=-430/0, 12-32=A43/0,13-31=-458/0 Q� S NOTESCO Qti C� C 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ftabove 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 LU C O 433 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 parches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 07 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable * End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 4) Unbalanced snow loads have been considered for this design. Continued on page 2 O At April 27,2006 ® WARNING - Vert/y design parameters and READ NOTES ON THIS AND INCLUDED AuTER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane ME m Design valid for use only with MiTek connectors. This designty Pon is based on u parameters shown. and is for an individual building component. Suite 109 Appficabilily of design paramenters and proper incorporation of component u responsibility of building designer -not truss designer. Broking showCitrus Heights. CA, 95610 n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the retponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria. OS8.89 and BCS11 Building ComponentQ m Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. W153719. M iTek M Job Truss Truss Type oty PlyJPONDEROSA 821016337 CARN0329 E3 HOWE 1 1 Job Reference (optional) 5.200 s Jul 13 2005 MTek Industries. Inc. Wed Apr 26 11:24:34 2006 Page 2 NOTES 5) Overhang has been design for 2.00 times live load + dead load. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-23=20, 1-2=197(F=100) Trapezoidal Loads (plf) Vert: 2= -197(F= -100) -to -10=283(F=186), 17= -288(F=191) -to -22=-254(F=-157), 10=283(F=186)-toA2=312(F=215), 42= -312(F=215) -to -17=288(F=191) ® WARNING - Verft design parameters and READ NOTES ON TMS AND WClUDED MTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ME m Design valid for use only Wlh MRek conneclors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 AIIIIIIII Applicability of design paramenters and proper incorporation of component is responsibility of building designer -nal 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 iTekdb Safety Information available from Truss Plate Institute, 583 D'Onokio Drive. Madison, WI 53719. O fussiUSS ype Qty y PONDEROSA BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8,3-6 38.5 821017242 CARN0329 F1 KINGPOST 3 1 I/defl Ud PLATES GRIP (Ground Snow (Gro55.0) Plates Increase 1.15 Job Reference (optional) b.200 s Jul 13 2005 Mi -Tek Industries. Inc. Wed Apr 26 11:50:58 2006 Page 1 11-2-8 I 22-10-8 11-2-8 5x6 11.6.0 5x8 = Scale = 1:56.5 2 3x4 = 4 8x14 II 9 8 7 6 4x8 = 54 = 3x4 = 3x4 = 3x4 = 11.2.8 22-10-8 11-2-8 11.8.0 LOADING (psf)TCLL TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (5-7-14 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8,3-6 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow (Gro55.0) Plates Increase 1.15 TC 0.75 Vert(LL) -0.10 5-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.16 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Hort(TL) 0.02 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 150 lb LUMBER TOP CHORD 2 X 6 DF SS G'Except' 2-4 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 SLIDER Left 2 X &.DF SS -G 4-9-7 REACTIONS (Ib/size) 5=1330/0-3-8.1=1330/Mechanical Max Horzl=177(load case 6) Max Uplift5=1(load case 7), 1=1(load case 7) Max Grav5=1358(load case 3), 1=1346(load case 2) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (5-7-14 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8,3-6 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1584!70, 4-5=1513/67, 2-3=900/78, 3-4=932/80 BOT CHORD 1-9=56/906,8-9=56/906,7-8=21/951.6-7=21/951.5-6=0/936 WEBS 2-8=-67/440, 4-6=94/409, 3-8=319/83, 3-6=284/106 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard April 27,2006 ® WARNING - Ver jfy desfgn parameters and READ NOTES ON THIS AND XCLUDED hf77EE RFFEREN IS PAGE MU -7473 BEFORE USE-' 7777 Greenback Lane �m Design volid for use only with M -Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design poramenten and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 1 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building ComponentQ m Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. fvladison. WI 53719. M ITek 0 �F2��KIN�GPOST ty y =Refemnce CARN0329 5 1 R21510765 al LongfellowLumber Co., Inc.. Chico, Ca. 95928 -7434. -Man Dietz 8.200 s Jul 132005 MRek Industrtes, Inc. Mon Jun OS 07:43:19-- 2006 Pagel 31 *1-0-0 23'4.0 {4d-0 1-aQ 8-2-0 i 23-05x8 � .0.0 Scale = 1:81.8 �� 1 4 3x8 = 6 8.00112 5x8 = 3x4 = 1.5x4 11 2-5-8 12-2-0 14-2-0 23.4.0 2-5-8 9.8-8 2-0-0 9-2-0 Plate Offsets (X Y): 12:0-1-14,Edge] [370-2-8.0-1-8]. [4:0-2-8.0-2-81, f6.0-2-4 0-2-41 r7:0-1-4,0-1-81, [8:0-10-2.0-1-10],112:0-4-4.0-2-4], [15:0-2-112.0-2-8] TOADING(psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) 11defl Ud PLATES GRIP (Ground Snow -55.0) Plates Increase 1.15 TC 0.43 Vert(LL) -0.07 14-15 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.12 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(iL) 0.12 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 183 lb LUMBER BRACING 70P CHORD 2 X 6 DF SS G'Except* TOP CHORD Sheathed or 4-9-9 oc pudins, except 4-6 2 X 4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5-12 WEDGE Left: 2 X 4 DF Std ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (lb/size) 8=1457/0-5-8,2=1457/G-5-8 Max Horz2=195(load case 6) Max Uplift8=14(load case 7), 2=14(load case 7) Max GraV8=1580(load case 3), 2=1577(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=3219/97, 3-4=1612/46, 6-7=1327f76, 7-8=1654/32, 8-9=0/116, 4-5=1082/48, 5-6=917/69 BOT CHORD 11-12=0/886, 10-11=0/1014, 8-10=0/1014, 2-15=231/2331, 12-13=-7/1369, 14-15=-165/1851, 13-14=0/1155 WEBS 4-14=-17/499, 6-11=-55/185,3-15=-12711293. 3-14=845/141, 5-13=8i`724,5-114=3118/90. 6-12=59/381, 5-12=974/65, 7-10=12/160, 7-11=240/65 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with exposure 8 ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. Q��FESS/�� 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load +dead load. QGR S• T"NCl�2 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. (� 7) A plate rating reduction of 20% has been applied for the green lumber members. CO Ca Q .L f2T1 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of C 04 4 33 rn bearing surface. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. of * LOAD CASE(S) Standard E . -07 * ) ' of C •� June 5,2006 ® WARNING - Ver{/y design parameters and READ NOTES ON T17S AND INCLUDED A977EK REFERENCE FADE AM -7473 BEFORE USE. 7777 Greenback Lane � Design valid for use only with MRek connectors. This design is based only upon parameters shown and b for an Individual bu0ding component. Suite 109 Applicability of design Pammenters and proper Incorporation of component h responsibility of bun designer- not tens designer. Bracing shown CIWs Heights. CA, 95610 Is for lateral support of Individual web members only. Additional temporary bracing to Insure slabBlly during construction b the resporulblPty, of the erector. Additional permanent bracing ve the overall structure b the responsibility of the building designer. For general guidance regarding Safety moor alloy contra6 storage. delivery, erection and bracing, consult ANSI1TPIl Quality Criteria. DSB-89 and SCSIl Building Component Safety Infonnallon available from Less Plate Institute. 583 O'Onofrb Drive, Madison. VA 53719. M ITeke Job russ TrussType oty yPONDEROSA CARN0329 F20 KINGPOST 1 1 821414101 Job Reference (optional) •• "'• °'OL' "' v"" V1— 5.200 s Jul 13 2005 MiTek Industries, Inc. Thu May 25 15:11:41 2006 Page 1 11-8'0 l 23-40 11.8-0 5x6 // 11-80 5x6 Scale = 1:57.0 3 3x4 = 5 3 5x8 = 12 13 11 10 9 14 8 5x8 = I$ 1.5x4 11 3x8 = 3x4 = 3x8 = 1.5x4 11 11.8.0 142-0 23-40 11.8-0 2-6-0 9-2-0 Plate Offsets (X,Y): [1:0-8-2,0-0-10] f2:0-1-4 0-1-a1 [3:0-2-8 0-2-81 f5:0 -2-E 0-z-81 f6:0-1-4 0-1-a1 [7.048-z 0-0-101 TOL DING (psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.17 Vert(LL) 0.06 9-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.13 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 163 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G 'Except' TOP CHORD Sheathed or 4-7-11 oc purlins, except 3-5 2 X 4 DF No.1 &Btr G 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 4-11.4-9 QUALIFIED BUILDING DESIGNER SHALL REVIEW THE INPUT ' LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 7=1338/0-5-8, 1=1338/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horc1=235(load case 16) ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD Max Upl'tft7=1360(load case 19), 1=1360(load case 18) SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Grav7=2719(load case 12), 1=2719(load case 11) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3383/1728, 2-3=2452/1067, 5-6=2452/1067, 6-7=3383/1728, 3-4=1190/369, 4-5=1190/369 BOT CHORD 1-12=1359/2295, 12-13=1359/2296, 11-13=768/1705, 10-11=19/1802, 9-10=-990/1942, 9-14=785/1844, 8-14=1178/2237,7-8=-1178/2237 WEBS 3-11=-311/695, 5-9=311/695, 6-8=18/109, 6-9=-385/191, 2-12=17/109, 2-11=385/190, 4-11=718/453, 4-9=718/452 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 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. OFESS/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� 6) A plate rating reduction of 20% has been applied for the green lumber members. �l`� S. 7) Tj (� 7) This truss has been designed for a total drag load of 2970 Ib. Connect truss to resist drag loads along bottom chord from 5-0-0 to 17-6-0. N 2 4-10-0 to 17-4-0 for 118.8 plf. COG) 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. j Q ^ m LOAD CASE(S) Standard W, )(O�%� 07 May 26,2006 ® WARNING - Verf/y design parameters and READ NOTES ON THIS AND nvcL lDED LDTER REFERENCE PAGE M-7473 BEFORE USE. 7777 Greenback Lane �m Design valid far use only with M7ek connectors. This design is based on Suite 109 g N upon parameters shown, and is for individual building component. Citrus Heights, Applicability of design paramenfers and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown Citrus CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1 fabricant n, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSII Building Component M iTek� Safety Inlormatlon available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI 53719. Job TrussSs ype Qty y PONDEROSA i Plate Offsets (X,Y): (2:0-1-11,Edae], [2:0-3-4,Edge] [3:0-1-0,0-1-8], R21016341 CARN0329 F4 1 i Job Reference (optional) ongfellaw Lumber Co.. Inc.. Craw. Ca. 95928-7434 34 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Apr 26 11:24:36 2006 Page 1 f1-0-9 11-8.0 I 17.2-8 1.0-0 11-8-0 5-&8 5x6 5x8 e 3x8 = 6 _ 10 3x10 \\ 8.00 12 6x6 = 3x4 = 2x4 11 Scale = 1:60.9 LUMBER TOP CHORD 2 X 6 DF SS G 'Except' 4-6 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 WEDGE Left 2 X 4 DF Std REACTIONS (Ib/size) 8=982/Mechanical, 2=1108/0-5-8 Max Horz2=256(load case 6) Max Uplift6=15(load case 6), 2=15(load case 7) Max Grav8=982(load case 1), 2=1314(load case 2) BRACING TOP CHORD Sheathed or 5-4-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10.7-8 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=2553/206, 3-4=1169/55, 6-7=287/106, 4-5=-706/55, 5-6=293/69, 7-8=955/36 BOT CHORD 9-10=59/212, 8-9=-42/56, 2-13=383/1826, 10-11=106/661, 12-13=287/1451, 11-12=72/540 -WEBS 4-12=-33/202, 6-9=707/88, 3-13=207/1020, 3-12=770/181, 5-11=-57/395, 5-12=76/310, 6-10=61/630, 5-10=994/106, 7-9=-61!759 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OQ�OFESS/pNq S. Tjyc�Fy CD ��' �"� f�Tt LU of C 0466 X *\ EXP, -r -2f-9? /* April 27,2006 ® WARNING • Ver(b design parameters and READ NOTES ON TB7S AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r_r_m Design volid for use onlywilh M -Tek conneclors. This design is based on u Suite 109 ig g only Pon parameters shown. and is for an individual building component. Citrus Heights, C 95610 Applicability of design paromenters and proper incorporation of component's responsibility of building devgner •not truss designer. Bracing shown 9 A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing. consult ANSI/TPII quality Criteria. DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. 2-5-2 I 2-5-2 11-&-0 9-2-14 14-24 14.2-0 0--8-61-11-10 I 17-2-8 3-0-8 i Plate Offsets (X,Y): (2:0-1-11,Edae], [2:0-3-4,Edge] [3:0-1-0,0-1-8], f4:0-2-8,0-2-8] [60-2-4 0-2-0] [7:0-1-0 0-1-12] [10:0-4-4 0-24] LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.40 Vert(LL) -0.06 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.38 Ve TL) � -0.10 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 157 Ib LUMBER TOP CHORD 2 X 6 DF SS G 'Except' 4-6 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 WEDGE Left 2 X 4 DF Std REACTIONS (Ib/size) 8=982/Mechanical, 2=1108/0-5-8 Max Horz2=256(load case 6) Max Uplift6=15(load case 6), 2=15(load case 7) Max Grav8=982(load case 1), 2=1314(load case 2) BRACING TOP CHORD Sheathed or 5-4-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10.7-8 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=2553/206, 3-4=1169/55, 6-7=287/106, 4-5=-706/55, 5-6=293/69, 7-8=955/36 BOT CHORD 9-10=59/212, 8-9=-42/56, 2-13=383/1826, 10-11=106/661, 12-13=287/1451, 11-12=72/540 -WEBS 4-12=-33/202, 6-9=707/88, 3-13=207/1020, 3-12=770/181, 5-11=-57/395, 5-12=76/310, 6-10=61/630, 5-10=994/106, 7-9=-61!759 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OQ�OFESS/pNq S. Tjyc�Fy CD ��' �"� f�Tt LU of C 0466 X *\ EXP, -r -2f-9? /* April 27,2006 ® WARNING • Ver(b design parameters and READ NOTES ON TB7S AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r_r_m Design volid for use onlywilh M -Tek conneclors. This design is based on u Suite 109 ig g only Pon parameters shown. and is for an individual building component. Citrus Heights, C 95610 Applicability of design paromenters and proper incorporation of component's responsibility of building devgner •not truss designer. Bracing shown 9 A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing. consult ANSI/TPII quality Criteria. DSB-89 and BCSII Building Component M iTek� Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. Job NSS Truss Type QtY Ply PONDEROSA BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS TCLL 38.5 SPACING 821016342 CARN0329 F5 KINGPOST 1 1 PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.52 Vert(LL) Job Reference o tional u.mu a �m i v cwa nu i — enu—mes, mc. uvea Hpr to i r:ca:.so taw rage i r1-0-9 11-8-0 1 23.4-0 j4-4-0 i 1.0-0 11-8-0 11-8.0 1-0-0 5x6 5x8 d 3x8 = 6 5 12.00 12 3x4 \1 3x6 G 7 3 2 89 jl 15 14 13 I l 5x8 i 5x6 = 3x8 = 5x6 = 12 11 4x8 — 3x10 \\ 16 10 8.00 F12 6x6 = 3x4 = 2x4 11 2-5-2 1 11-8-0 1{-21814-2-0 I 23-4-0 2-5-2 9-2-14 0-"1-11-10 9-2-0 Scale = 1:61.6 Plate Offsets (X,Y): [2:0-2-3,Edge], [2:0-3-4, Edge), [3:0-2-0,0-1-8], [4:0-2-8,0-2-8), [6:0-2-4,0-2-4], [7:0-1-4,0-1-8], [8:0-8-3,0-1-11), [11:0-1-12,0-1-8], [12:0-3-0,0-2-3], [13:0-2-12 LOADING (psf) TOP CHORD Sheathed or 44-10 oc purlins, except 2-0-0 oc purlins (5.3-3 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.52 Vert(LL) -0.08 13-14 >999 240 MT20 220/195 0.0 10.0 Lumber Increase 1.15 BC 0.58 VertTL -0.14 14-15 >999 180 BCLDL Rep Stress Incr NO WB 0.66 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight 190 lb LUMBER TOP CHORD 2 X 6 DF SS G'Except' 4-6 2 X 4 DF NO.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G 'Except' 8-122X6 DF SSG WEBS 2 X 4 DF Std G WEDGE Left 2 X 4 DF Std REACTIONS (Ib/size) 8=2232/0-5-8.2=1688/0-5-8 Max Horz2=195(load case 6) Max Uplift8 157(load case 7), 2=57(load case 7) Max Grav8=2355(load case 3), 2=1808(load case 2) BRACING TOP CHORD Sheathed or 44-10 oc purlins, except 2-0-0 oc purlins (5.3-3 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-3783/204, 3-4=1983/115, 6-7=1979/198, 7-8=2758/235, 8-9=0/125, 4-5=1351/99, 5-6=1350/145 BOT CHORD 11-12=72/1361, 11-16=74/1766, 10-16=-74/1766, 8-10=-74/1762, 2-15=310/2738, 12-13=-94/1830,14-15=-229/2177, 13-14=-64/1559 WEBS 4-14=-62!742, 6-11=184/942, 3-15=168/1503, 3-14=899/152, 5-13=46/932, 5-14=572/139, 6-12=174/110, 5-12=951/61 , 7-10=141/746, 7-11=-627/134 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 April 27,2006 ® WARNING - 9'ert fjy design Parameters and READ NOTES ON TRIS AND INCLUDED WTEE REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane �m Design vofid for use only with Wait 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 CiWs Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilGty, 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 iTekm Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job toss toss ype Qty y CARN0329 FS KINGPOST 1 1 IPONDEROSA 821016342 ...renes,.. I —h— � - — n Job Reference (optional) 6.200 s Jul 13 2005 Mi -Tek Industries, Inc. Wed Apr 26 11:24:36 2006 Page 2 NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 704 Ib down and 1301b up at 17-3-4, and 3001b down and 55 Ib up at 19-4-12 on bottom 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) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 8-12=20, 1-4=97, 6-9=97, 4-6=97, 2-15=20, 12-13=20, 13-15=20 Concentrated Loads (lb) Vert: 10=-300(F) 16=-704(F) ® WARNING - VerM design paramete 'and READ NOTES GN THIS AND INCL uDED wTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane r_rD Design valid for use only with MTek connectors. This on Suite 109 design u based 9 h upon parameters shown, and is for on individual building component. Applicabilityof design Citrus Heights, CA, 95610 g paramenlers 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 fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ® Safety Information available from Truss Plate Institute. 583 D'Onolrio Drive. Madison. WI 53719. M ITek Job fuss I russ I ype uty Ply PONDEROSA CSI DEFL in (loc) Well Lid PLATES GRIP (Ground Snow 55.0) 821016343 CARN0329 F6 KINGPOST 1 1 Lumber Increase 1.15 BC 0.07 Vert TL -0.00 20 n/r 90 BCLL 0.0 Job Reference (optional) Co.. Inc., Chive, Ca. 9592&7434 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Apr 26 11:24:37 2006 Page 1 [1 I 11-8-0 1 23-" ?49 1-0-0 11-8-0 11-8-0 1-0-0 2x4 II 7 2x4 II 12.00 ri2 6 2x4 11 5 2x4 11 4 3 �12 5x6 54 14 2x4 II 8 9 10 11 12 13 &2X4 II 2x4 11 17 2x4 II 18 16 19 20 1 3x4 = 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x4 = 3x4 = Scale = 1:58.4 23-40 Plate Offsets (X,Y): [2:0-4-2,0-0-101,[8:0-2-8,0-2-81 [14:0-2-8 0-2-81 [20:04-2 0-0-101 LOADING (psf) TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.12 Vert(LL) 0.00 20 n/r 120 MT20 220/195 TCDL 100.0,0 Lumber Increase 1.15 BC 0.07 Vert TL -0.00 20 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.00 20 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 225 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G 'Except' TOP CHORD Sheathed or 6-0-0 oc purfins, except 8-14 2 X 4 DF No.1 &Btr G 2-0-0 oc purlins (6-0-0 max.): 8-14. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. REACTIONS (Ib/size) 2=522/234-0, 30=310/23-4-0, 22=214/234-0, 23=329/23-4-0, 24=338/23-4-0, 25=352/23-4-0, 26=328/23-4-0, 27=314/234-0, 28=423/234-0, 29=365/23-4-0, 39=214/234-0, 38=329/23-4-0, 37=338/23-4-0, 36=352/234-0, 35=328/23-4-0, 34=314/234-0, 33=423/234-0, 32=365/23-4-0, 20=522/23-4-0 Max Horz 2=1 98(load case 5) Max Uplif12=33(load case 5) Max Grav2=685(load case 2), 30=342(load case 2), 22=218(load case 3), 23=389(load case 3), 24=393(load case 3), 25=411(load case 3), 26=383(load case 3), 27=360(load case 3), 28=466(load case 3), 29=404(load case 2), 39=218(load case 2), 38=389(load case 2), 37=393(load case 2), 36=411(load case 2), 35=383(load case 2), 34=360(load case 2), 33=466(load case 2), 32=404(load case 3), 20=685(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-341/140, 34=264/127, 4-5=273/118, 5-6=281/111, 6-7=286/104, 7-8=259/94, 14-15=259/94, 15-16=286177.16-17=2811/41. 17-18=-273/33.18-19=264/41,19-20=341/49, 20-21=0/181, 8 -9=121f73.9 -10=46f70. 10-11=96r70, 11-12=-96/70, 12-13=96770, 13-14=121!73 BOT CHORD 2-39=21/119, 38-39=21/118, 37-38=21/117, 36-37=21/117, 35-36=21/117, 34-35=21/117, 33-34=22/115, 32-33=22/115, 31-32=-22/115, 30-31=-22/115, 29-30=22/115, 28-29=-22/115, 27-28=22/115, 26-27=21/116, 25-26=21/116, 24-25=20/116, 23-24=-20/116, 22-23=20/116, 20-22=19/116 WEBS 11-30=325/0, 19-22=225/3, 18-23=353/0, 17-24=369/0, 16-25=384/0, 15-26=-357/0, 14-27=333/0, 13-28=439/0, 12-29=380/0, 3-39=225/10, 4-38=353/1, 5-37=369/0, 6-36=384/0, 7-35=357/0, 8-34=333/0, 9-33=-439/0, 10-32=380/0 Q�pFESS/p�, NOTES 1) This truss has been designed for the R loads by 75 S %C F2 wind generated mph winds at 25 ft above ground level, using 10.0 psi top chord dead �<(yC+'" load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy I, I building, G2 category condition enclosed of Co QQ 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 r 0 m porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 UJ C 6433 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. P _07 3) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure. importance factor 1.0. * 4) Unbalanced snow loads have been considered for this design. 5) Overhang has been design for 2.00 times live load + dead load. �P 6) Provide adequate drainage to prevent water ponding. Continued on page 2 0 /1 April 27,2006 ® WARNING - Ver(/y design parameters and READ NOTES ON TB78 AND INCLUDED MITER REFERENCE PAGE MD --7473 BEFORE USE. 7777 Greenback Lane �m Design valid for use only with Iv4Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of desi n ramenters and Citrus Heights, CA, 95610 PP tY g Pa proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lolerol support of individual web member 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/1`1`11 Quality Criteria, OSB -89 and BCSII Building Component m Safety Information available from Truss Plate Institute. 5113 D'Onofrio Drive. Mod'aon. WI 53719. M iTek Job russ toss ype Qty y PONDEROSA ]TI4.P.ST R21016343 CARN0329 F6 1 1 Job Reference (optional) o.zw s jui r s zwa mn eK mausases, mc. weo Apr zb i rza:ar zum rage z NOTES 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 2-20=20, 1-2=197(F=100), 20-21=197(1==-100) Trapezoidal Loads (plf) Vert: 2= -197(F= -100) -to -8=268(F=171), 14= -268(F=171) -to -20=197(F=100), 8=268(F= -171) -to -11=302(F=205), 11=302(F=205) -to -14=268(1`=171) ® WARNING - lrertfy design Parameters and READ NOTES ON TIDS AND JNCLUDED MITES REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane r_r_m 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 paramenters and proper incorporolion of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 -mal is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permonenl bracing of the overall structure is the responsibirity 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 ComponentQ m Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison. WI 53719. M ITek O fu55 N55 ype ty y PONDEROSA TOLL 38.5 821016344 CARN0329 G1 ROOF TRUSS 1 1 I/defl Ud PLATES GRIP (Ground Snow--55.0) Plates Increase 1.15 Job Reference (optional) 15.200 s Jul 13 2005 MiTek Industries, Inc. Wed Apr 26 11:24:37 2006 Page 1 3x4 = 4.0.0 1.5x4 II - - I Scale = 1:31.6 4 5 3 2xn-H 4 -o -O sx4 # LOADING (psf) TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow--55.0) Plates Increase 1.15 TC 0.42 Vert(LL) -0.03 3-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert TL Vert(TL) -0.05 3-4 >933 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 38 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 9-4-8 oc bracing. WEBS 2 X 4 DF Std G JOINTS 1 Brace at Jt(s): 1, 2 REACTIONS (Ib/size) 4=724/Mechanical, 3=692/Mechanical ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD Max H=4=161 (load case 3) SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Uplift4=132(load case 3), 3=141(load case 4) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD .1-4=180/128,1-2=-40/54,2-3=180/0 BOT CHORD 4-5=120/122,3-5=120/122 WEBS 1-3=-155/155 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) 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) 982 Ib down and 18 Ib up at 1-11-4 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) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-2=97, 3-4=20 Concentrated Loads (lb) Vert 5=982(F) April 27,2006 IL WARNING - Vert/y design pa meters and READ NOTES ON TffiS AND DyCLGDED AUTEE REFERENCE PAGE AW -7473 BEFORE USE- 7777 Greenback lane �� m Design valid for use only with M'Tek connectors. This design's 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, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1 fabrication. quality control, storage, delivery. erection and bracing, consult AN51/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekdD Safety Information available from Truss Plate Institute. %3 D'Onofrio Drive. Nlodison. WI 53719. Job fuss71—'Us's ype b y PONDEROSA CARN0329 G2 RUSS 1 1 821016345 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.01 3-4 >999 180 Job Reference (optional) b.2W s Jul 132007 MiTek Industries, Inc. Wed Apr 26 11:24:37 2006 Page 1 Scale = 1:21.9 2x4 11 4-0-0 4x4 = I 4-0-0 TOL DING (psf) 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.32 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 30 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G. TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G JOINTS 1 Brace at Jt(s): 1, 2 ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD REACTIONS (Ib/size) 4=314/Mechanical, 3=320/Mechanical SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Horz4=105(load case 3) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. Max UplifN4 56(load case 3), 3=58(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=180/51,1-2=26/35,2-3=180/0 BOT CHORD 4-5=78!79, 3-5=78/79 WEBS 1-3=76/76 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 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) 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) 200 Ib down and 4 Ib up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the QliQFE$S/ON LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9 S LOAD CASE(S) Standard ��R 1) Snow: Lumber Increase=1.15, Plate Increase= 1.15 —C)QQ F� CZ Uniform Loads (plf) Vert 1-2=97, 3-4=20 UJI C 046 3 r Concentrated Loads (lb) Vert 5=200(F) * EXP -07 April 27,2006 WARNING - 9'erj& design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE ARI -7473 BEFORE USS. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based on u Suite 109 1111111111111k "'I Applicability of design g N pan parameters shown. and is for an individual building component. pp lyparomenters 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 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/TPI) Quality Crtterla, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Niod'rson, WI 53719. M iTek O n1SS FUSS ype y PONDEROSA CARN0329 H7 KINGPOST 22 1 821510762 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928-7434, Mail Dietz Job Reference O tional 5.200 s Jul 13 2005 Mia ek Industries. Inc. Mon Jun 05 07:43:20 2006 Page 1 5-5.13 10.11-11 5-5.13 5.5.14 4x4 11 vx rc — 4x12 = 7.5x4 II 5-5-13 10-11.11 5.5.13 5-5-14 LOADING(psf) TCLL 38.5 SPACING 2-0-0 CSI (Ground Snow --55.0) Plates Increase 1.15 TC 0.34 TCDL 10.0 Lumber Increase 1.15 BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 10.0 Code UBC97/ANSI95 (Matrix) 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 (lb/size) 1=625/0-3-8.3=625/0-3-8 Max Horz1=100(load case 6) Max Upliftl=l(load case 7), 3=1(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-731/48.2-3=731/48 BOT CHORD 1-4=01429.3-4=0/429 WEBS 2-4=24/257 DEFL in (loc) I/defl Ud PLATES GRIP Veft(LL) -0.05 3-4 >999 240 MT20 220/195 Vert(TL) -0.07 3-4 >999 180 Horz(TL) 0.01 3 n/a n/a Weight: 41 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNING - Ver(F, design parameters and READ NOTES ON THIS AND 7NCLODED WTEK REFERENCE PAGE AW -7473 BEFORE PSE; Design valid for use only with Mnek connectors. This design b based only upon parameters shown, and Is for an Individual building component. Applicability of design rsaamenters and proper incorporation of component Is responsibility of building designer - not tans designer. Bracing shown Is for lateral support of individual web members any. Additional temporary, bracing to Insure stability during construction is the responsibilliy, of the abrication. Qualitylc control. storage. dnent elivery, erection and bracing. consulof the overall sfrucfure Is the tuibANSI/TPII Quaof the lity Criteridesia, DSB Bner. For9 andral BCS111dance Building regarding Safety Information available from Truss Plate Institute, 5113 D'Onofdo Drive, Madison, WI 53719. Scale = 1:33.2 June 5,2006 7777 Greenback Lane (0 Suite 109 Citrus Heights, CA, 95610 l Mme Tale km Job Fnss FP ype y PONDEROSA CARN0329 OST 11 1 821510763 Job Reference o banal Longfellow Lumber Co., Inc., Chico, Ce. 95928-7434, Mao Dietz 5.200 s Jul 13 2005 Mrrek Industries, Inc. Mon Jun 05 07:43:20 2006 Page 1 35-14 6-11.12 35.14 35-14 4x4 = Scale = 1:23.1 2 2x4 = 1.5x4 II 2X4 = 35-14 6-11-12 35.14 35-14 I6 LOADING (psf) TCLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Ground Snow --55.0) Plates Increase 1.15 TC 0.27 Vert(LL) -0.00 3-4 >999 240 MT20 220/195 TCOL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 26111 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 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD REACTIONS (Ib/size) 1=391/0-3-8.3=391/0-3-8 SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF Max Horz 1=65(load case 6) THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-385/20,2-3=385/20 BOT CHORD 14=-4/216, 3-4=-4/216 WEBS 2-4=-10/165 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category I, condition I enclosed building, of dimensions 45 R 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) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard A WARNWO - per(N design parameters and READ NOTES ON TMS AND DPCUMED At7TEK REPEREMM PAGE AM -7473 BEPORE USE. Design valid for use any with MOek connectors. This design is based only upon parameters shown, and b for an Individual building component. Applicability of design paamenters and proper incorporation of component Is responsibility of building designer - not tnrss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. atbn giulality control sto age. drmanent elivery. erection and bracing, onof the overall structure 4 the sult responsibility of Quality Criteridesia, DSB-Bner. For9 and BCeneral SIIIdance Building Component Safety Information avotiabte from Truss Plate Institute, 583 D'Onohlo Drive, Madison, WI 53719. OQ?,oFESS/pN9 S T7NG,�F2 Lu 2 m C 046433 T * E 07 TFOF 1 June 5,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 191 MiTeke a Nss russype Wry MY PONDEROSA CARN0329 H3 KINGPOST 12 1 821510764 Longfellow Lumber Co., Inc., Chim, Ca. 9592&7434, Matt Dietz JOb Reference(optional 6.200 s Jul 13 2005 Mrek Industries, Inc. Mon Jun 05 07:43:21 2006 Page 1 3.5-14 6-11.12 3.5-14 3-5.14 4x4 = 2 [xa ll 2x8 II 1.5x4 II 3-5-14 6.11-12 3-5.14 3.5-14 G(psf) TOLL TCLL 38.5 SPACING 2-0-0 CSI (Ground Snow --55.0) Plates Increase 1.15 TC 0.27 TCDL 100.0.0 Lumber Increase 1.15 8C 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.07 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Matrix 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 WEDGE Left:'2 X 4 DF Std, Right: 2 X 4 OF Std REACTIONS (Ib/size) 1=391/0-3-8,3=391/0-3-8 Max Horz 1=82(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=370/27,2-3=370/27 BOT CHORD 11-4=131184,3-4=13/184 WEBS 2-4=10/165 ,7 DEFL in (loc) Uden L/d PLATES GRIP Vert(LL) -0.00 1-4 >999 240 MT20 220/195 Vert(TL) -0.01 1-4 >999 180 Horz(TL) 0.00 3 n/a n/a Weight: 29 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Scale = 1:26.4 OQROFESS/pN9 S. T�Nc�F2 Lu C 01,6433 June 5,2006 ® WARNING -'Verb design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAOE MI -7473 BEFORE USF_ 7777 Greenback Lane Design valid Ia use only with Mrrek connectors. This design is based on upon Suite 109 Applicability of design g y P parameters shown, and b for on In buBding component. ty 8 paramenters and proper Incorporation of component Is respons(bNry 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 sf buil i dudes construction not is the responsibility, of the erecta. Additional permanent bracing of the overall structure b the responsibiliy of the building designer. For general guidance regarding labricallon, quality control, storage, deMery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Inforrnafion available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. M:Tekm Job I russ fuss Type N y PONDEROSA (loc) I/deft Ud PLATES GRIP (Ground Snow 55.0) 821016350 CARN0329 M1 MONO TRUSS I 1 1 >999 -J MT20 220/195 0.0 10.0 Lumber Increase 1.15 Job Reference (optional) wngrcuvw urr.mcr v ., c., — a. eaeco-roaa 6.200 s Jul 13 2005 MITek Industries, Inc. Wed Apr 26 11:24:39 2006 Page 1 -1-0-0 I 3.10-8 1.5x4 11 1.0-0 3.10.8 4 3-10-8 Scale: 12"=1' LOADING (psf) TOLL 38.5 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Ground Snow 55.0) Plates Increase 1.15 TC 0.19 Vert(LL) 0.01 2-5 >999 240 MT20 220/195 0.0 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 2-5 >999 180 BCLDL Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight 20 lb LUMBER TOP CHORD 2 X 4 DF No.18BtrG BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=331/0-3-8,5=189/Mechanical Max Horz2=145(load case 4) Max Uplif12=14(load case 5), 5=57(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=135/84, 3-4=4/0, 3-5=155/53 BOT CHORD 2-5=24/33 n BRACING TOP CHORD Sheathed or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ALL PARAMETERS FOR CALCULATING THE ROOF SNOW LOAD SHALL BE SUBJECTED TO THE REVIEW AND APPROVAL OF THE PROJECT ENGINEER OR LOCAL BUILDING OFFICIAL. NOTES '1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Roof design load is based on 55.0 psf ground snow load; normal terrain, exposure factor 0.7; and normal structure, importance factor 1.0. 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. LOAD CASE(S) Standard ® WARNING - Fer1/y design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M Tek 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 responsibilily 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 responsibiNy of the building designer. For general guidance regarding fabrication. 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. 5a3 D'Onohio Drive. Madison. WI 53719. OQROFESS/pN9 S. Tj,�,c�F2c C LU C 044433 ST *\ EX7A,.3l-07. /* 27,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 i MiTeka J MING ! BC■SI-B1 SUMMARY SHEET - GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BfSI i-03 Guide to Good Practice for i Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-B3 Summary Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los lasses no est3n marcados de ning6n modo que identifique la frecuencia o localizad6n de los arriosties (bracing) temporales. Use las recomendadones de manejo, Instalad6n y arriostre temporal de los trusses. Vea el fi&1Q SCSI I-03 Gula de Buena PrAcdca Dara el Manajo. Instalad6n y Arriostre de los Trusses de Madera Connededos con Plans de MetalOara para mayor infomlad6n. Los dibujos de diseno de los trusses pueden especificar las localizaciones de los arriostres pernanentes en los miembros Individuales en comprest6n. Vea la hoja res6men BLSI.83 Dara los amostres Dertnanentes y ref ierzos de los miembros secundarlos (webs) para mayor Informad6n. EI resto de ardostres permanentes son la responsabilidad del Disenador del Edifido. tf& 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, Instalad6n y aniostre inadecuados, puede ser la taida de la estructura 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 placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando carte los empaques. HANDLING - MANEJO QAllow no more No permita mas ® Use special care in than 3" of deflec- de 3 pulgadas de windy weather or tion for every 10' pandeo par Cada 10 near power lines of span. pies de tramo. and airports. +a 3� 10, 4� s•max. 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 :.. pe Bundles 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 par Una semana o m6s deben ser elevados con bloques a sada 8 0 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento par mayor tiempo, I cubra los paquetes para prevenir aumento de humedad pero permita ventilaci6n. Utilice cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. Spreader bar for ' truss bundles O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. ® Avoid lateral bending. — Evite la Flexi6n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos.' Do not store on No almacene en uneven ground. tiers desigual. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or_ Trusses 30' or ; '; less, support less, support at '' -' ,., at peak. ' quarter points. f Levante Levante de del pica los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 Trusses up to 20' `Trusses haste 20 pi -111110-Pies o mehos. I EN h lt30 pi HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporarybracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posid6n con la gnia hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pica los 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. 1/2 —0.1 truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe-in,� ��r� T Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above or stiffback 10' o.c. mid -height max. Spreader bar 2/3 to I 3/4 truss length SII TRUSSES UP TO ANDOVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ® Refer to BCSI-B2 Summary Sheet - Truss Installa- v lion and Temporary Bradno for more Information. Vea el res6men BCSI-B2 - Instalad6n de Trusses 4 y Arriostre Temporal para mayor informaci6n. 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 pare el primer truss directamente en linea con cada Una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Am 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 metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies mAximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies mAximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies m6ximo 60' to 801* 4' o.c. max. 60 a 80 1ies* 4 pies m3ximo *Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. Q See BCSI-B2 for TCTLB options. Vea el BCSI-62 pare las opciones de TCTLB. BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to BCSI-87 Maximum lateral brace spacing Summary Sheet LJ Out -of -plumb. 1/4" 10' o.c. for 3x2 chords - Temoorary and 15 15' o.c. for 4x2 chords Diagonal braces Permanent Bracino to' Of every 15 truss for Parallel Chord Plumb bob 1.. spaces (30' max.) 76lii4� for more 1-1/4" 5' information. D/5omax I -- 1-1/2° 6' Vea el res6men B(5I-B7 - Arriostre 1-3/4" 7' temporal v_ permanente de T?endonaltrusses de cuerdas btileveredpardlel�4 ® Do not proceed with construction until all bracing is securely para mayor trbe placed Lateral braces informad6n. on vertical webs in line 2x4x1T length lapped with the support. over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. zMax. Truss liq Length. M✓Bovet Max. Bow Length ----y ---.-------------�-----..... 3/4° 12.5' Max. Bow Length t t Length ► - , Lql�� 7/8° 14.6' ® Refer to !ice Summary Sheet - Gable End Frame Bracing. 7 Repeat diagonal braces. Vea el res6men LJ BCSI-B6 - Arriostre Repita los arriostres del truss terminal diaganales. de un techo a dos aquas. 1-7f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses can espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses haste que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. . 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss 10'-15' max. spaces (20' max.) same spacing as bottom chord lateral bracing Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! Tolerances for D/50 D (ft.) 1. 16.7' LJ Out -of -plumb. 1/4" 1, 1-1/8' 18.8' Tolerancias para I 1/2" 2' 1-1/4' 20.8' Fuera-de-Plomada. o 3/4° 3' 1-3/8° 22,9' Plumb bob 1.. 4, 1-1/2° 25.0' 1-1/4" 5' 1-3/4° 29.2' D/5omax I -- 1-1/2° 6' 2° 233.3' 1-3/4" 7' 2" z 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and property in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y segura. - Do not exceed maximum stack heights. Refer to B(SL-B4 Summary Sheet - Construction Loadino for more information. No exceda las mAxtmas alturas recomendadas. Vea el �ijmffi BCSI-B4 Cama de Cortstrucd6n para mayor informad6n. q9/i Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. Material Height (h) Gypsum Boats 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay TII9 3-4 tiles high QPlace loads over as many trusses as possible. Coloque las cargas sabre tantos trusses como sea posible. QPosition loads over load bearing walls. Coloque las cargas sabre las paredes soportantes. ALTERATIONS — ALTERACIONES ® Refer to BCSI-BS Summary Sheet - Truss Damage. 3obsite Modifications and Installation Errors. Vea el res6men BCSI-85 Dafios de trusses. Modificaciones en la Obra y Errores de Instalad6n. Do not cut, alter, or drill any structural member of a truss unless - - -- specifically permitted by the Truss Design Drawing. No cone, altere o perfore ning6n mtembro estructural de los trusses, a mens que este espec(ficamente 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 autorizacl6n previa del Fabricante de Trusses, pueden redudr o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on Me fact that the Contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular project The Contractor should seek any required assistance regarding construction prackes from a competent party. The methods and procedures outlined are intended to ensure that the overall construction techniques employed will put floor and mof trusses Into place SAFELY. These recwnmendations for handling, installing and bracing wood fusses are based upon the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualifled Building Designer or Erection/Installation Contractor. It Is not Intended that these remmmendatkms be Interpreted as superior to any design specification (provided by either an Architemt, Engineer, Ina Building Designer, the ErecdWInstallatbn Contractor or otherwise) for handling, Installing and bracing wood trusses and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erection/installation Contractor. Thus, the Wood Truss Council of America and the Truss Plate Institute expressly disclalm any responsibility for damages arising from the use, application, or rellance on the recommendations and Information contained herein. vl.Pi WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, WI 53719 218 N. Lee St., Ste. 312 ° Alexandim, VA 22314 608/274.4849 • www.woodtruss.com 703/683-1010 • www.tpinst.org BIWARN11x17 20050501 riAI�V1E RTiE N CLIA! HOJA RESUMEN DE LA GUTA DE BUENA PRACTrICA PARA EL MANEJO, INSTALACION Y AFtR105'tf2E aE L175 TRUSSES DE MA[�ERA CONEC-TADOS CON PLACAS DE METAL gzi- IE 28' PRIMARY LEACH LINE 70' PRIMARY LEACH LINE 70' PRIMARY LEACH LINE 81' .HOUS-F 50' BLDG SETBACK LINE V 11 v 1 I vvl Ill v I I — -- — — — — — — — — — — -- — — — — — -- 4 F. EX1VNn A Paf OF NOLI70M A5 MOUlITn COY U5IN6 MAPR7 P012 & CoLnr? LALLI 16'0" X I101I OV�pI m 4 PR, NLY OF ff SAMA PA A5 a 551D. ROVIM 5MV KOCKIN6 WWR en6e 5W5 I ALONG � FOt7, I 6, U% ONS 519 CUAITR 551 A,G�OI,f WMi CONC, FOLNVA11ON FLAW IN fWO VOLF6, _ 3 I �� 3�„31I U% �x POW NIZ FFAMIN6 (MIN) Af 51tA1NIN6 JOINf5 (SP las) I i1 �l'�l / ��' 8u \ I I I L _ _ _ _ _ .—._ ( 1I'//I 1 IICG -4.. V r ILIA GII2l AAI►1N G/AuHofArVLt n A4'9 Al WgrA1A.W- e^ 4L- nr ✓_^awnA.4n.A