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HomeMy WebLinkAbout026-060-008Y 026 060 008 -1 05-3152 S' RA 0 Cont: Ok\MER NSF (GAR, COV) 4 III BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION M (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP053152 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: 12/19/2005 APN: 026-060-008-000 the Business and Professions Code, and my license is in full force and effect. Site Address: 2134 MESSINA AVE PAL License Class : License Number: Map Index: Date: Contractor: Description: nsf (1677), gar (720), COV (176) 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 Owner: RAY, JAMES AND KATHY permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a PO BOX 923 signed statement that he or she is licensed pursuant to the provisions of PALERMO, CA. the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or 95968 she is exempt therefrom and the basis for the alleged exemption. Any 530-534-7511 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).): ❑ 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 Applicant: RAY, JAMES AND KATHY Code: The Contractors' State License Law does not apply to an p0 BOX 923 owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, PALERMO, CA. provided that such improvements are not intended or offered for 95968 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of 530-534-7511 proving that he or she did not build or improve for the purpose of sale.). C�{ I, as owner of the property, am exclusively contracting with ✓� licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: 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 License Law.). ❑ I am xemp under Arti le 3 f the Busi and Professions Code Date:12 'owner: License #: WO KERS' CO E ATION D ARATION I hereby affirm under penalty o rjury one of Ke following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section. 3700 of the Labor Code, for the performance of the work for which this permit Architect: is issued. Engineer: ❑ 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 / insurance carrier and policy number are: carrier: Total Square Ft: 2573 S. F. Valuation: $129,101.00 Census Code: Policy #: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith c Pmply with 1hose provisions. r 1'11 V Date: Z Z��J� �0,� Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is y iss - d- r t pli till e provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the of the work for which this is issued (Sec 3097 Civ.) Resolution o do wor ated ab ve fo hich fees have been paid. I /2 performance permit BY Date/: Name: / PERMIT E IRES ON: / % Address: � (Date) ❑ 1 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 he wrier or the duly au rized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the bsta ce of any officia or or document of Butte County. I hereby authorize representatives of Butte County to r upon the above mentioned property for inspectio urp ses. Print Name: Signatur -� n �v 0 Date: j 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 INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION . **PLEASE PRINT CLEARLY** APPLICANT SIGNATURE or office use ly: CONTRACTOR Name c4M V Address ✓ V Bldg City I Yes State Zip Phone Fax E-mail , Lie. # Class APPLICANT SIGNATURE or office use ly: ARCHITECT/ENGINEER Name e� Address ✓ V Bldg City I Yes State Zip Phone 3Y-0300 Fax E-mail , State License Number APPLICANT SIGNATURE or office use ly: APPLICANT NAME Name Address ✓ V Bldg City I Yes State Zip Phone Subdivision Name Map Fax E-mail , APPLICANT SIGNATURE or office use ly: g Flood Zone ✓ V Bldg SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BP a57 BI LOCATION AP# 02 / oZ (^ DOS'_ Property Address A / y� City a4 Cross Street J 1 „ )v� 6 WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: 5T /677 7z© coy 17b Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: ✓ V Bldg 6e ft� SRA Receipt#: �I� Sheriff '1 SMIP �) Dai : Other Total SUBMITTAL REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply -fora permit. INCOMPLETE SUBMITTALS WILL NOT BEACCEPTED. ALL PLANS MUST BE LEGIBLE AND ININK. Residential, New, Remodels, Additions, and Accessory Structures: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 3 Complete sets of plans, signed by the preparer. NO GRAPH PAPER! OR 3 Sets Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to mobile or modular homes.) ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Detached Accessory Building Form, filled out by the property owner (if required). ❑ 8. Sanitation and site plan approval from the Environmental Health Department. ❑ 9. Metal Buildings: (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. Mobile, Manufactured, or Modular Homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 2 Data sheets and installation instruction manual. ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ❑ 5. 2 Engineered Tie Downs or Foundation plans. ❑ 6. Sanitation and site plan approval from the Environmental Health Department. ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). Commercial, New, Additions and Remodels: ❑ 1. 4 Site Plans, signed by the preparer. NO GRAPH PAPER! ❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations, with code analysis. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation (if required). ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Statement of Intent for Non -heated and A/C (if required). ❑ 8. Metal Buildings: (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. ❑ 9. Letter of intent. ❑ 10. Hazardous Material Form. ❑ 11. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530) 538-7541. OVER FOR BUILDING PERMIT APPLICATION KAFORMSWILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 6-16-04 `r•�-r ^#- ,'":-;Pi'fk�'fir'7"�"1l/'�P''.�''S�"'¢SF.'+yw-. �c`v.=! sa`+ aA *>t+r`rtivR,, :-4 .�.':P. COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: J 4M � � ASSESSOR PARCEL NUMBER Proposed Building Use: / `� /'- Permit Technician: �`� Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 11. Site plans, 3 or 4 sets, signed by the preparer of the plans. I PJ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ I� 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxesl \ ❑ 5. Letter from Engineer or Architect for truss design review. �j fJ 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 bidgs: (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 /U 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other \Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ('❑ j�v _ 14. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 15. 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 ❑ paid. Sent by: ............. JA .23. Planning approval for (A) Use:) Parking: (C) Parcel Check: ........... (2 t. -Ol ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... AJ26. NPDES Form................................................................................. '.......... 27. Encroachment Permit for driveway from the Public Works Dept ........................... \ ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... \ ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... fJ 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... \ ❑ 31. Letter of Signature authorization.................................................................... �p `IJ , 32.' Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... \❑ 34. Deed Restriction.......................................................................................... O 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... IIJ 36. Other: ❑ 37. Other: rte"` -7 When issued Telephone/ �id�+� L-- �/ �� L/ / and hold for pickup. I have be n informed of a above items and requirements for obtaining a building permit. Applicant: Date: ) X 1. Index �ermi application f r the above items nu Plan Check Le Lefler 2. Additio%Oal items required n� Q ro Contracto, designe own `was advised of the above data by phone, 11 mail,"' ❑ counter, by Date:' / Contractor, esig er, owner, was advised of the above data by phone, ❑ mail," ❑ counter, by Date: Contractor, desiNr, owner, was advised of the ab ve qata by L�phone, ❑ mail, ❑ -counter, by Date: Plans reviewed by: L Date: a' Plans approved by:� Date: o Structural reviewed by: Date: Structural approved''by:' , Date: Note transfer by: Date: Yellow: Building Division +:f IUBuilding/Plan Check/Data Sheets/data sheet page 2 9.27.05 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner Ray, James APN No: 026-060-008 Application Date 11/29/2005 Permit No: BP bp05-3152 RECEIPT DATE Tech/Asst 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $2,642.39 JWI585.43 l.(L(� Z�Z 12 rl Curtis Plan Check portion of Permit Fee $1,056.96 -- 2 FEMA RYes Flood Elevation Review $109.98 0 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 0 (State Responsibility Area) Building Inspection $109.98 0 NON-REFUNDABLE portion of fees due at application $1,056.96 FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION 4 SMIP* - Strong Motion Instrumentation Program (Enter amount from permit system) 5 Additional Plan Check Fees (NON-REFUNDABLE) 6 Other*: 6a Other*: 7 IMPACT FEES - RESIDENTIAL* Per Dwelling I Per Applications After 2/14/05 x SFD u Countv 1 1 4096.87 MFD I x MH 3071.141 3117.43 3995.45 4889.56 2297.771 2326.36 6757.08 6360.08 RECEIPT DATE Tech/Asst i 070 /J/2% I G� 6475.49 RECEIPT DATE Tech/Asst 1 $100.00 t$- 1196.8 Z- $200.00 $200.00 9 9a 10 10a Chico Urban Area 1 5372.09 302 RECEIPT DATE Tech/Asst EI Medio Fire District 1 3128.31 770 Butte Creek $7,736 North Chico Specific Plan New construction, vacant land, on 1 acre or less - Enter 1 or less acre value SR -1, SR -3, SR-1/PD 7938.53 773 Big Chico Creek $6,596 R-1 8031.53 775 SUDAD Ditch $6,975 1'0 R-2 7541.53 777 PV Ditch $8,603 R-3 6780.53 THERMALITO DRAINAGE AREA 1 $652 Maximum Per each new living unit on existing lots where full drainage fees have not been paid Processing Fee is automatically added to impact fee total 8 WATER TENDER FEE (Not collected when Impact Fees Applicable) Enter Bat# MFD I x MH 3071.141 3117.43 3995.45 4889.56 2297.771 2326.36 6757.08 6360.08 RECEIPT DATE Tech/Asst i 070 /J/2% I G� 6475.49 RECEIPT DATE Tech/Asst 1 $100.00 t$- 1196.8 Z- $200.00 $200.00 9 9a 10 10a DRAINAGE FEES* 302 RECEIPT DATE Tech/Asst CHICO STORM DRAINAGE MASTER PLAN 770 Butte Creek $7,736 771 Comanche Creek $8,069 New construction, vacant land, on 1 acre or less - Enter 1 or less acre value 772 Little Chico Creek $8,792 773 Big Chico Creek $6,596 774 Lindo Channel $8,139 775 SUDAD Ditch $6,975 776 Mud -Sycamore Creek $6,070 777 PV Ditch $8,603 More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW THERMALITO DRAINAGE AREA 1 $652 Maximum Per each new living unit on existing lots where full drainage fees have not been paid Temporary Dwelling $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. 11 SCHOOL DISTRICT FEES' Oroville Umo" n Hi'ghxSchool 092 y� Iii 9 1W 11a RECREATION DISTRICT FEES' p' Orovilles " At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applican): � Date: Pursuant to Go ernm nt code Secti n 6 020, you are hereby notified those Items followed by an " " may have been imposed chi your prd(ect. You have 90 days from the date o appy val of the porj or from the impostion of the above referenced items during which you may protest. The requirements for a protest are Specified in GoVOZgAnt Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 1105 rl1c,1(1_1� dentification No. 060142 I Di ! School District certifies that l (Applicant) (Street(Address) (Phone Number) (City) (State) c /1(Zip Code) has complied with the requirements of Resolution No: �.d 7 " / t/ by payment of $ :?ol y - representing �/ �� square feet.1�13 2926 $ ULL MITIGATION $ n: L as School District Representative Date Paid by Check # Remarks: . t " Notice: You may protest the Imposition of the tees Identified above by submitting a written protest to the District, In compliance with Government Cods Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental quality Act (CEQA), this project may be subject to addlftonel-school fees to fully mitigate Its Impeet on the school districrs'schools. White (school district), Yelldw. (building department), ,Pink (applicant) feetorm.xla (305)drbm BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 'XI FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) 0 CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) 094P ' Building Permit NumberC3 5° 3162 - Property Owner (s) .S Project Location /Address Subdivision Name Assessable Sq. Ftge Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: Building Departme4t Representative Date ❑ FRRPD 0 CARD _7 PRPD 0 DRPD certifies that: L S3'1. -`SSI) Applicant Name Phone Number Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ Square Feet @ $ Remarks: Paid by Check No: Paid by Cash: per unit for a total of $ 0:S(a per sq foot for a total of $ Receipt No: l k5&5 Recreation and Park District Representative Datd K:\FORMS\BUILDING FORMS\park-rec standard form rev Ldoc a RECORDING REQUESTED BY: Fidelity National Title Company of California Escrow No.: 05 -107864 -TG Locate No.: C%FNT0959-0958-0001-0000107864 Title No.: 05 -107864 -BEE When Recorded Mail Document and Tax Statement To:. Mr. and Mrs. James Ray P.O. Box 923 Palermo, CA 95968 Recorded I Official Records l County of I Butte I CANDACE J. GRUBBS I County Clerk-Recorderl I 09:00AM 08 -Sep -2005 I REC FEE 10.00 TAX 96.25 KL Page i of 2 APN: 026-060-008 SPACE ABOVE THIS LINE FOR RECORDER'S USE GRANT DEED The undersigned grantor(s) declare(s) Documentary transfer tax is $96.25 [ x ] computed on full value of property conveyed, or [ ] computed on full value less value of liens or encumbrances remaining at time of sale, [ x ] Unincorporated Area City of unincorporated area of Palermo, FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, James Keith Hays, a married man as his sole and separate property hereby GRANT(S) to 'James Ray and Kathy Ray, husband, and wife as joint tenants the following described real property in the City of unincorporated area of Palermo, County of Butte, State of California: SEE EXHIBIT "A" ATTACHED HERETO AND MADE A PART HEREOF DATED: August 29, 2005 STATE OF CALIFORNIA r _ COUNTY//O�F' ON (IA, - O before me, the undersig ed Notary Publicersonally appeared i syy-) e S Ke 1 ,, ci 4— personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. Witness my d and official seal. Signature .� Jam s Keith Hays TERRI GEROY N Commission #1442021 U Notary Public - Californiacn Butte County My Comm. Exp. OCT. 24, -2007 MAIL TAX STATEMENTS AS DIRECTED ABOVE FD -213 (Rev 7/96) GRANT DEED (grant)(04-05) ass Escrow No.: 05 -107864 -TG Locate No.:. CAFNT0958-0958-0001-0000107864 Title No.: 05 -107864 -BEE EXHIBIT "A" THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: The West half of Lot,6 in Block 77 of Subdivision No. 1 of the Palermo Citrus Tract, according to the Map thereof filed in the Office of the County Recorder. of the County of Butte, State of California, February 28, 1888. AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded B -Dec -2005 2005-0074693 Has not been compared vith 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: w Sep-- a.4,Awk,�,:_A g � % t G I I State of California ) County of A044(_- ) On before me, t AJ .5 er O 1 / P da /l G personally appeared MLS 14,11111AI 'AWZ C 1v1 ,A, e, personally known to me (or proved to me on the basis of satisfactory evidence) to be the erson(s) whose name(s)19/are subscribed to the within instrument and acknowledged to me that treishe/they executed the same in hisRier/their authorized capacity(ies), and that by kh7%er/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hnd official seal. Signature and A' Seal: JAMES LAMAR KINSER T COMM. #1377185 _ NOTARY PUBLIC - CALIFORNIA A.P. # r BUTTE COUNTY a ' My Comm. Expires Sept. 28, 2006 Escrow No.: 05 -107864 -TG Locate No.: CAFNT0958-0958-0001-0000107864 Title No.: 05 -107864 -BEE 1, EXHIBIT "'A" THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: The West half of Lot 6 in Block'77 of Subdivision No.1 of the Palermo Citrus Tract, according to the Map thereof filed in the Office of the County Recorder of the County of Butte, State of California, February 28, 1888. • 1 n r r j . r 9 OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary. delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the ma' labor and material for construction of this proposed im property pr ement: YES [ NO [ ]. 2. I HAVE [kJ HAVE NOT [ ] signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: . ADDRESS: PHONE:. CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the.work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTY O R: r DATE: 9"W 0,, -- NOTE: This Owner -Builder veri kation is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the . ,permit. Rev'd 11/4/2004 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530).538-7541 (530) 538-2140 FAX... GUARDRAIL DETAIL HANDOUT Nailing shall comply with Table UBC 23-11-8-1. Lumber shall be at least Douglas Fir #2 or better (D.F. #2).. Minimum concrete compressive strength shall be 2,500 psi at 28 days. (UBC 1922.2.4) Minimum underfloor clearances from finish grade to wood joists is 18'; (UBC 2306.3) and minimum 12" from the finish grade to wood girders or treated wood j.s required. No wood shall be placed closer than 6" to earth unless it is foundation grade or pressure treated. (UBC 2320.13) 4' Max. TM436" Min. mallv Tap of Deck SIDE VIEW 4' Max. Min. 2x pressure treated ledger Min. 2 — 3/8"x' 2"'lag bolts or screws. TYPICAL LEDGER If the deck/porch is 30" Pier posts greater or greater above the than 3 feet in height finish grade a guardrail is need to be diagonally required. braced between posts 4 - 16d nails or an approved post base connection If using precast piers, wet set precast pier into concrete footing Guardrail 1997 USC.xls Min. 4 x 4 post @ 5'- 0" o.c. Intermediate rails spacing shall prevent the passage of a 4" diameter sphere. Top of 3/4" cleararfce Joist to the edge of 4* --the wood member joist Min.2 - 1/2" dia. thru bolts required GUARDRAIL An approved post cap connection Girder •• or connect girder and post with 1/2" plywd gussett Post and 3 - 16d nails top & bottom 6" Min. 12" x 12" Footing I 8" Min. embedment TYPICAL PIER FOOTING 0"Department of Public Works C a t B u o u n t y '- E.✓ LAND DEVELOPMENT DN15lON ). Michael Crump, Director Storm Water Management Program C0 7 County Center Drive Oroville, CA 95965 V tA�g p ECIC WOF� (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase ll Construction Storm Water Permit and Storm Water Pollution Prevention Pian (SWPPP) Acknowledgement jLESS 7HA1�d ACRE Project Description: — �Je, UJ 14o in e, 'umber: 0 z 6 V 0 0 o Project Location and/or Parcel N By signing below, L the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that L therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State Of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project. that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions proN ed by law. n Sighed: Title: Date: Butte County Department of-Developnent Se'-wCes `'Tr�° S Fis'•r o ° 7 County Center Drive oroville, CA 95965 °° =:»• o (530) 538-7601 Telephone (530) 538-7785 Facsimile cOUN�-1 BUILDING PERMIT APPLICATION WITHOUT. REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning,. Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition'of plans. The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building. Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not .limited to, verification the parcel was legally created, adherence.to.all mitigations and conditions imposed on the parcel at time of creation, as well. as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). . Please print: Applicant Name: " �J Building site address: -5 tfvA APN: ()- 2=b J C)60 JQc9 Permit No.: have read, understood and accept the terms and conditions as expressed herein as indicated by my L mission of the above -referenced building permit application and my signature below: IG ATURE OF PLICANT DAT 4 9 r e t:�, r/FH/Filr. KFonns/BldePennitwithoutCleaances 020705 SITE PLAN REVIEW APPLICATION Date: f V AP# A o - Uo Permit Number (if applicable) 2/(,{'� %J Bin Number T. APPLICANT INFORMATION Owners Name: Owners Address: Telephone No.: Site Address: Proposed Use: ' Parcel Size: 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: 4-=� GP: Aj. DEVELOPMENT SERVICES INFORMATION (For Staff Use) in 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: k 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 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 Z.: Parcel Created By: 12'Deeds: Date of Creation: Legal Access Provided: ❑ No / Yes Deed of Reference: ( C, Legal Access Required ❑ No Yes Parcel Frontage on Publicly Maintained Road: ❑ No 11 Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: (9,7 3 P -r - c. -c_ —7— Parcel 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: Map Date of Recording: Lot: 3 Page: ..I., . 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NOTIFY County of Butte Department of Public Works 7 County Center Drive Orovi:ie, CA 95965 Phone: (530) 539-7681 Fax: (530) 538-4356 lormation except si -nre most be ty tt cd or Iegllrly_j2rintcd _ ;OUNTY 24 IIOLIRS BEFORL WORK IS TO BE STARTET) nsscssor's (•n,ul / Propgty lrR ntf ' N�niO' :Jrnnt>rr(Rut;uircdl: �`� ` ©to�-'• � ' _ j �.•�-S .� Ig L1Tj.1_�`_.1�1 Phone: e� t t `! Px},ett+y Addrees: / /� PROPERTY i_p 10•. �1� —. J �1 `!'!?�S/Nib /'f"Q ii �Y.A 1f70 OWNER MallingAddress(ITDiffcrcntj: � BOX gZ3 t�� Co 1 1) .T 11?51 WORK PERFORMED BY work will he - _ C""11'20or's N;anc:, pertbrmcd by: Contractor 1'(o perty Owucr r J n% i!°r _ -f71`✓ Phonc: ` f — nddrew po' G')X GOMfnCfof s s.wCAu t7r � L' ... Srf111�19.t!t0_af lnaur:rn.c.:'1irtSLS(.Y ❑ yesl Applicant is: x•} jop,,rry Owner 0 y,"ycrty Qwnr''A ngow ❑ Con;r•,ctor ❑ 011wr: �-, .... .._ 1 / wP„ thdersi�cd,'hem um..ly to tFc County ol'Butte for 1111 encrottehn ent pernit to do the ],Bowing work under or nvcr th L my R1rids an i hwn s, all in accordance with County ordla}vs: _ i7nte Sigocd: --- ' r 'imc .ua vuraue„ •h ❑ Pcm:enw,i Encroncl■tont 13Tempar,ry! Prom To "IL..,,eronc mcut. _ LOCATION I "l'yt1it Driveway Rotdw'nY Lm rtiachmcni: 0 IripelPipclinc Sou Plans X Yes U N, 0 nnacAcd: PERMIT IS: ❑ GRANTI:I.) G nxNIED Conditions: In cnmpliancc with the chov+: rcgncst, and suh}cd to all ternic:, Mi6irion4 (inclUding thuSO on PA c d -DOhis pennit 1b. -M) unJ cool conditinns writien helots, lwmissioll is hercby Brnntcd. I, n Underground Sr,-rvicc Alert (U.S,A) must be notified lw'0 wotking days prior to any cwtvation. 300-227.2600 2. ❑ All wurlt shall eonl4lm xr accompanying: ❑ Dimil 0 14pns ❑ Special Conditions A Culvert. O signMiilbnard 0 Otlxr _. s. ❑ Othcr Conditions �._�— — T — PERMIT W t= .Si{.���.TT.4cw,�- CON DITiONS ���— (To be fitted � L�fi�c,� ' L) in by County) �%a N1 Arai t•4!i��=A t.n%A(?r �LC>u: JJ aTUr ✓ A7.ti n —. r S ..._ I Sutcly: Chcuk Rec,n1'1 �.psld�t . Q! �/3%CZ pe PaiE Cid'' fay, No; I VNr.: 4S S—%t_ F�Pa IVFiQ:c Cruntp„Darcctur of Public Works I Rend IJirIRCt: lt'Aprf•1 C!t ily:' t In3peCtlu11 Con,pltttd - 0i. U t,nnplettd- Nut % I I Resnli• ❑ Ad,fai:Kwl Comment!: Auacbtd � Uso Only I Conunenu: ' �N"Ic: llCnml:; ai,, fnxcd to auV I11I1 .P "nt ++CCIL 1bnn. "sMtfx,i(N Page I of 2 j'd 9SEb t3ES QES %N.tom otjgnd o0 a2%nE 4LEtb0 SO 91 AOW Job: Ray_Messina M19 LoCATiom Butte Co. MiTek® TRUSS ENGINEERING MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, Ca.95610 Phone:(916)676-1900 Fax:(916)676-1909 ► LUMBER ► HARDWARE ► STOCK PLANS ► CUSTOM DRAFTING ► TRUSS ENGINEERING ► TRUSSES ► PRE FRAMED WALLS 655 Cal Oak Rd. P.O. Box 1947 Oroville, Ca.95965 Phone: (530)534-0300 Fax: (530)534-5269 WARNING: DO NOT CUT OR ALTER TRUSSES IN ANY WAY. WARNING: DO NOT STORE TRUSSES ON UNEVEN GROUND. TRUSSES REQUIRE EXTREME CARE IN HANDLING • TIMBER PRODUCTS INSPECTION ® 105 S.E. 124th AVE. Vancouver, Wa. 98684 Phone:(360)449-3840 Fax:(360)449-3953 M16 TRUSS SCHEDULE MiTe Tails Mark Mark �( TC Pikh TC Pitch BC Pitch BC Pilch Span Amt. Description Front Back AGE 5:12 30-0-0 1 GABLE END. 2-0-0 2-0-0 A 5:12 30-0-0 11 STD. 2-0-0 2-0-0 BGE 5:12 36-0-0 1 GABLE END. 0 2-0-0 B 5:12 2.5:12 36-0-0 3 SCISSOR. 0 2-0-0 B1 5:12 2.5:12 36-0-0 6 SCISSOR. 0 0 B2 5:12 36-0-0 1 STD, W / FILL. 0 2-0-0 B3 5:12 36-0-0 1 STD. 0 2-0-0 B4 5:12 36-0-0 11 STD,. 2-0-0 2-0-0 134GE 5:12 36-0-0 1 GABLE END. 2-0-0 2-0-0 CGE 5:12 23-6-0 1 DROP TOP W / FILL. 2-0-0 2-0-0 C 5:12 23-6-0 4 STD. 2-0-0 2-0-0 DGE 5:12 11-0-0 1 GABLE END, CANT 2-6-0 EACH SIDE. 2-0-0 2-0-0 D 5:12 11-0-0 1 STD. CANT, 04-8 EACH SIDE. 2-0-0 2-0-0 F1 2.5:12 36-0-0 1 FILL GABLE. 0 0 Project: RAY_MESSINA County: BUTTE Contractor: Endeavor Homes Date: December 1, 2005 Roof: COMP Plan: Snow: 0 Drawn By: MW Tail Cut: Plumb Ad! 0 MiTek" ` MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: Ray—Messina Fax 9161676-1909 00 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R19236273 thru R19236286 My license renewal date for the state of California is September 30, 2006. December 1,2005 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job russ 2-0-0 City Ply o 0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 R19236273 RAY MESSINA A ROOF TRUSS 11 1 BC 0.42 Vert(TL) -0.21 6-8 >999 180 BCLL 0.0 Rep Stress Incr Job Reference o tional H �1 o.cu- n— ru cuuo mires measures, mc. r nu —ur uoau:aa zuuo rage 1 -2-0-0 7.9.14 15-0-0 22.2-2 30-0-0 32-" 2-0.0 7-9-14 7.2-2 7-2-2 7-9-14 2.0.0 Scale = 1:55.1 4x4 = 7 4 — 1.5x4 11 5x8 = 1.5x4 I I 7-9.14 , 15-0-0 I 22-2-2 ! 30.0-0 i 7-9.14 7-2-2 7-2-2 7.9.14 I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.09 6-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.21 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 128Ito LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Sheathed or 4-3-7 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=1179/0-5-8,6=1179/0-5-8 Max Horz2=-15(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-2130/0, 3-4=1455/0, 4-5=-1455/0, 5-6=-2130/0, 6-7=0/39 BOT CHORD 2-10=0/1887,9-10=0/1887,8-9=0/1887,6-8--0/1887 WEBS 3-10=0/318, 3-9=-697/0, 4-9=0/756, 5-9=697/0, 5-8=0/318 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 30 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard December 1,2005 A WARNING - Ve0h design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane m Design varid for use on with M7ek connectors. This design is based on u Suite 109 >0 M 9 N Pon Parameters shown, and for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561US is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfiy 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/TP11 Quality Criteria, DSB-89 and BCSII Building Component �ekm Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, MadMi Tek WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury � ,-1 3/4'Center plate on joint unless dimensions indicate otherwise. 1.' Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cz ca J5 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane U �� 3 O LZ at joint locations. U = " 4. Unless otherwise noted, locate chord splices a a O at 1A panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate Ce C6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. . continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke V\/NJ V\FSI 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 M1Tek® Holdings, Inc. Job russ cussI ypety 30-0.0 y 0 0 30-0.0 Plate Offsets (X,Y): [13:0-2-0,Edge) 819 274 236 RAY MESSINA AGE JOOFTRLSS 1 1 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP Job Reference (optional) I comes, Oroville, CA 95965 6.200 s Jul 13 2005 MiTek Industries, Inc. Thu Dec 0108:50:44 2005 Page 1 -2-0-0 i 15.0.0 30.0-0 32-0-0 2-0-0 15.0-0 15-0-0 2.0.0 Scale = 1:55.1 4x4 3x4 = 4x4 13 TSV 3x4 = 411 I 30-0.0 30-0.0 Plate Offsets (X,Y): [13:0-2-0,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 24 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.02 24 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 23 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 182 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF NO.1&Btf BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std - JOINTS 1 Brace at Jt(s): 45 OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 2=236/30-0-0, 34=76/30-0-0, 33=33/30-0-0, 44=110/30-0-0, 43=96/30-0-0, 42=96/30-0-0, 41=96/30-0-0, 40=96/30-0-0, 39=96/30-0-0, 37=96/30-0-0, 36=98/30-0-0, 35=81/30-0-0, 32=102/30-0-0, 31=95/30-0-0, 30=96/30-0-0, 29=96/30-0-0, 28=95/30-0-0, 27=102/30-0-0, 26=67/30-0-0, 23=246/30-0-0, 25=172/30-0-0, 46=87/30-0-0 Max Horz2=-15(load case 3) Max Uplift2=-64(load case 5), 43=-23(load case 4), 41=-1(load case 5), 36=1(load case 5), 28=-l(load case 5), 26=-25(load case 3), 23=-59(load case 5) Max Grav2=236(load case 1), 34=76(load case 1), 33=65(load case 2), 44=130(load case 2), 43=96(load case 6), 42=96(load case 1), 41=96(load case 1), 40=96(load case 6), 39=96(load case 6), 37=96(load case 1), 36=98(load case 6), 35=81 (load case 6), 32=103(load Case 7), 31=95(load case 1), 30=96(load case 1), 29=96(load case 7), 28=95(load case 1), 27=102(load case 1), 26=67(load case 7), 23=246(load case 1), 25=180(load case 2), 46=87(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-39/17,3-4=19/14, 4-5=-17/28, 5-6=-18/38, 6-7=-18/49, 7-8=-18/60,8-9=-18171, 9-10=-18/81, 10-11=-18/92, 11-12=14/100, 12-13=-25/22, 13-14=-29/21, 14-15=-19/99, 15-16=-16/86, 16-17=-17!74, 17-18=-18/62, 18-19=-18/50, 19-20=18/37, 20-21=16/26, 21-22=25/13, 22-23=43/27, 23-24=0/39 BOT CHORD 2-44=0/55, 43-44=0/55, 42-43=0/55, 41-42=0/55, 40-41=0/55, 39-40=0/55, 38-39=0/55, 37-38=0/55, 36-37=0/55, 35-36=0/55 , 34-35=0/55, 33-34=0/55, 32-33=0/55, 31-32=0/55, 30-31=0/55, 29-30=0/55, 28-29=0/55, 27-28=0/55, 26-27=0/55, 25-26=0/55, 23-25=0/55 WEBS 34-45=-53/0, 12-45=-53/0, 33-46=0/0, 14-46=-87/0, 3-44=90/3; 443=-64/22, 5-42=-70/14, 6-41=-69/16, 7-40=-69/15, 8-39=-69/15, 9-37=-69/15, 10-36=-71/18, 11-35=-60/8, 15.32=-74/18, 16-31=-70/16, 17-30=-69/15, 18-29=-69/15, 19-28=69/16, 20-27=73/15, 21-26=-47/20, 22-25=129/11, 12-14=0/79, 45-46=0/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 R above ground level, using 6.0 psf top chord dead I and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 30 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable' End Detail" � Continued on page 2 December 1,2005 A WARNING - VerVy design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE AIL -7473 BEFORE US& 7777 Greenback Lane Design valid for use any with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters 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 Ole fabrication, quality, control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdtedo, DSB-89 and BCSIl Building Component Tekm Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. „ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' • Center plate on joint unless dimensions indicate otherwise. h Dimensions are in inches. Apply l . Provide copies of this truss design to the plates both sides truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each �/g TOP CHORDS other. �/e ► cs ca J5 3. Place plates on each face of truss at each o cq joint and embed fully. Avoid knots and wane O VXO at joint locations. = " 4. Unless otherwise noted, locate chord splices CL Ol U at Y. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate C8 c7 c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or.less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Truss Truss Type Q1ly Ply 00 . r 819236274 RAY MESSINA AGE ROOF TRUSS 1 1 Job Reference (optional) NOTES 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 46 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface LOAD CASE(S) Standard A . r 4 ® WARNING - Ver(/y design Parameters and READ NOTES ON THIS AND INCLUDED BUTER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M4Tek connectors. This design is based only upon parameters shown, and is for or. individual building component. Suite 109 Applicability of design pararrenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95870 - _ 1 is 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 �ekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, M „ Madison, WI 53719.. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless /4 dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each �/g TOP CHORDS other. t/8' ► ♦ cz ca J5 3. Place plates on each face of truss at each p co joint and embed fully. Avoid knots and wane Oat joint locations. U ,,h U 4. Unless otherwise noted, locate chord splices CL at 1A panel length (± 6' from adjacent joint.) For 4 x 2 orientation, locate � a BOTTOM CHORDS cc O 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8"from. outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Comber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTekO Holdings, Inc. Job cuss • Truss Type oty Ply 'o PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 R19236275 RAY MESSINA B - ROOF TRUSS 3 1 BC 0.79 Vert(TL) -0.96 11-12 >446 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) u.cw a um v cuuu ran— nmuam c. i nu uec .. uo.ou:va [wo rage i 6-7-0 12-3-0 18-0-0 23-8-8 29-5-0 36-0-0 38-0-0 6-7-0 5.8.8 5-8-8 5-8-8 5-8-8 6-7-0 2-0.0 Scale = 1:62.9 5x5 = 4 6.7-0 12-3-8 18-0-0 23-8-8 29.5-0 38-0-0 6.7-0 5-8-8 5.8.8 5-8-8 S-8.8 6-7-0 3x8zz LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.42 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.96 11-12 >446 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.60 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 151 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Sheathed or 2-7-9 oc purlins.. BOT CHORD 2 X'4 DF No.18Btr BOT CHCRD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4' DF. Std REACTIONS (Ib/size) 1=1276/0-5-8.7=139910-5-8 Max Horz 1 =-43(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4980/0,+2-3=-4212/0, 3-4=-3268/0, 4-5=3268/0, 5-6=-4195/0, 6-7==4902/0, 7-8=0/37 BOT CHORD 1-13=0/4600, 12-13=0/4602, 11-12=0/3931, 10-11=0/3917, 9-10=0/4519, 7-9=0/4520 WEBS 2 -13=0/237,2 -12= -700/25,3 -12=0/377,3 -11= -932/5,4-11=0/2163,5-11=-918/0,5-10=0/373,6-10=-631/0,6-9=0/235 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 36 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard December 1,2005 A WARNING - Ver(/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561211 Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component �'a°*eLm Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719. i R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. l . Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. i/e -► ♦-hC6 cz ca 3. Place plates on each face of truss at each C. o joint and embed fully. Avoid knots and wane U 3O at joint locations. �� U = 4. Unless otherwise noted, locate chord splices a 0 CL Y, panel length (± 6' from adjacent joint.) ce c7 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® V\-Z\>wa 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qty Ply a 11 - - 3x8 = .. 2.50 12 - 819238276 RAY MESSINA B1 ROOFTRUSS 8 1 FJob 6.7-0 5.8-8 5-8-8 5-8-8 eference (optional) 6-7-0 12-3-8 18.0-0 23.8.8 29-5-0 36-0-0 6-7-0 5-8.8 5.8-8 5.8.8 5-8-8 6.7-0 Scale = 1:61.0, I + 1 - 12 1.5x4 11 3x4 _ . . 3x4 �7 a 11 - - 3x8 = .. 2.50 12 - .1.5x4 3x8 6.7-0 12-3-8 18-0-0 23-8-8 29.5-0 36.0.0 6.7-0 5.8-8 5-8-8 5-8-8 5-8-8 6-7-0 LOADING (psf) TCLL 16.0 TCDL 10.0, SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 CSI TC 0.58 BC 0.79 DEFL in (loc) Vert(LL) -0.42 10 Vert(TL) -0.9610-11 I/deft >999 >443 Ud 360 180 PLATES GRIP MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.61 7 n/a n/a BCDL 10.0. "- , Code UBC97/ANSI95 (Matrix) Weight: 148 Ib LUMBER TOP CHORD 2 X 4 DF No.18Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS ` 2 X 4 DF Std BRACING TOP CHORD Sheathed or 2-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1280/0-5-8,7=1279/0-5-8 r. Max Horz1=17(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4996/0, 2-3=-4230/0, 3-4=3286/0, 4-5=-3286/0, 5-6=-4230/0, 6-7=4996/0 BOT CHORD 1-12=0/4616,11-12=0/4618, 10-11=0/3948,9-10=0/3948,8-9=0/4618,7-8=0/4616 WEBS 2=12=0/237, 2-11=-699/22, 3-11=0/377, 3-10=-932/4, 4-10=0/2177, 5-10=-932/4, 5-9=0/377, 6-9=-699/24, 6-8=0/237 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 36 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord) live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 1, 7 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 December 1,2005 ® WARNING - Ver(/Jy design pammetem and READ NOTES ON THIS AND INCLr7DED BBTSR REFERENCE PADS MU.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I Citrus Heights, CA, 95610 is for literal support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilGy of the erector. Additional permanent bracing of the overall structure h the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless i 4-13/ � /4 dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/g TOP CHORDS other. 14' ♦ cz cs JS 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane WO U �� �� ; O at joint locations. U U 4. Unless otherwise noted, locate chord splices O C) at 14 panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate '- ca c7 ce O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from. outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke 7779 77915. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTekO Holdings, Inc. Job russ Truss I ype ty y 0o PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 819238277 RAY MESSINA 82 ROOF TRUSS 1 1 BC 0.50 Vert(TL) -0.28 11-12 >999 180 BCLL 0.0 .. Rep Stress Incr Job Reference o tional ...��,. o ,,,., ,� mow., ,.,,, o. ,,,wom ic. , nu vec v i uo.uu.•w cwo ruga r 6-5-3 12-2-10 18-0-0 23.9.8 29.6-13 36-0-0 38-0-0 6-5-3 5-9-6 5.9.6 5-9.6 5.9.6 6.5.3 2-0-0 Scale = 1:62.0 5x5 = 4 3x4 = 5x8 = 3x4 = 6-5.3 12-2.10 180 23-9-0 29.6.13 36-0-0 6.5.3 5.9-0 5.9.6 - 5-9.6 5-9-6 6.5-3 Dffsets (X Y): [6:0-2-8,0-3-01, [11:0-4-0,0-3-01, [20:0-1-13,0-0-121. [23:0-1-13.0-0-121. [54:0-1-13.D-0-121. /57:0-1-13.0-0-121 iI$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud . PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.12 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.28 11-12 >999 180 BCLL 0.0 .. Rep Stress Incr NO WB 0.67 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 274 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 3-9-7 oc putting. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std OTHERS 2 X 4 DF Std G I REACTIONS (Ib/size) 1=127610-5-8,7=1399/0-5-8 Max Hoa 1=-44(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2771/0, 2-3=-2236/0, 3-4=-1713/0, 4-5=1713/0, 5-6=-2226/0, 6-7=-2726/0, 7-8=0/39 BOT CHORD 1-13=0/2486,12-13=0/2486,11-12=a/2009, 10-11=0/2001, 9-10=0/2435,7-9=0/2439 WEBS 2-13=0/257, 2-12=-534/3, 3-12=0/411, 3-11=-656/0, 4-11=0/963, 5-11=-646/0, 5-10=0/408, 6-10=-489/0, 6-9=0/251 NOTES 1) Unbalanced roof live loads have been considered for this design.' 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 36 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard December 1,2005 A WARNDYD • Ver(y design paramerero and READ NOT88 ON THIS AND INCLUDED WTEE REFERBNCB PADS E!D•7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and p poration of component is res proper incorporation po ponsibifity 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 nil fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll QualBy Crtterla, DSB-89 and BCSII Building Component , e �eL m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless /4 dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. /e,-► ♦ /g cs c3 J5 3. Place plates on each face of truss at each } o c, joint and embed fully. Avoid knots and wane O U �� ; 0 at joint locations. �� U ,,5 = " 4. Unless otherwise noted, locate chord splices O CL O at'/. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate ~ ca ci c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J i J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° V\/Ni VW19 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ TrussType Qy PlyR19236278 16.0" Plates Increase 1.25 TC 0.28 TCDL 10.0 Lumber Increase RAY_MESSINA B3 ROOFTRUSS 1 110 YES WB 0.67 BCDL 10.0 Code UBC97/ANSI95 (Matrix) Reference (optional) o.au a am i v cuua mi i an muuau� c i nu uac u i uo.au.w cuw raga r 6.5.3 12-2-10 18-0-0 23-S-6 I 29-6.13 36.0.0 38-0-0 6.5.3 5.9.8 - 5.9.6 5.9.6 5.9.6 6.5.3 2-0-0 Scale = 1:62.0 5x5 = 4 1.5x4 11 3x4 = 5x8 = 3x4 = 1.5x4 11 6-5.3 I 12.2-10 1 18-0-0 23.9-6 I 29-0-13 36.0.0 i 6.5.3 5.9.6 5-9-6 5.9.6 5-9-6 8.5.3 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0" Plates Increase 1.25 TC 0.28 TCDL 10.0 Lumber Increase 1.25 BC 0.47 BCLL o.b • ' Rep Stress Incr YES WB 0.67 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.18Btr BOT CHORD 2 X 4 DF No.18Btr WEBS 2 X 4 DF Std REACTIONS (Ib/size) .1=1276/0-5-8, 7=1399/0-5-8 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.12 11 >999 360 MT20 220/195 Vert(TL) -0.2811-12 >999 180 Horz(TL) 0.10 7 n/a n/a Weight: 171 Ib BRACING TOP CHORD Sheathed or 3-9-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1 =-44(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2771/0, 2-3=-2236/0, 3-4=-1713/0, 4-5=1713/0, 5-6=-2226/0, 6-7=-2726/0, 7-8=0/39 BOT CHORD 1-13=0/2486,12-13=0/2486,11-12=0/2009, 10-11=0/2001, 9-10=0/2435,7-9=0/2439 WEBS 2-13=0/257, 2-12=-534/3, 3-12=0/411, 3-11=-656/0, 4-11=0/963, 5-11=-646/0, 5-10=0/408, 6-10=-489/0, 6-9=0/251 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 36 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard I$ December 1,2005 A WARNBPG - Ver(/y design parameters and READ -VOTES ON TWS AND INCLUDED WTER REFERENCE PAGE MD -7473 BEPORE USE. 7777 Greenback Lane 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 poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Claus Heights, CA, 95610 m i l is 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 Quallly Cdteda, DSB-89 and BCSII Building Component �ekta Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. „ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4_1 3/4 *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each �/$' TOP CHORDS other. �/e ► f C2 C3 J5 3. Place plates on each face of truss at each o c4 joint and embed fully. Avoid knots and wane c,�� ; O at joint locations. U �5 U 4. Unless otherwise noted, locate chord splices 011a. at' panel length (± 6' from adjacent joint.) /. • For 4 x 2 orientation, locate ~ C8 C7 cs O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 197. at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING ssccl 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke D\l\j DOa 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTokO Holdings, Inc. Job russcuss ype 1y y 0 0 1.25 TCDL 10.0 - Lumber Increase 1.25 819236279 RAY MESSINA 84 ROOF TRUSS 11 1 Code UBC97/ANSI95 n/a n/a (Matrix) Job Reference o tional aw raga -2-0-0i 6.5.3 12-2-10 18-0-0 23-9.8 29813 36-0.0 38.0-0 2.0.0 6.5.3 _ 5.9.6 5-9-6 5.9.6 5-9.6 6-5-3 2-0.0 Scale = 1:64.8 5x5 = 5.00 F12 , 5 -"'- 14 13 - 12 - 11 10 1.5x4 I I - 3x4 = 5x8 = 3x4 = 1.5x4 11 6.5.3 I 12-2-10 I 18.0-0 23-9-0 29813 I 36-0-0 6.5.3 5.9.8 5.9-6 5-9-6 5.9.6 6.5.3 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 10.0 - Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std CSI DEFL in (loc) I/defl L/d TC 0.25 Vert(LL) -0.12 12 >999 360 BC 0.39 Vert(TL) -0.2712-13 >999 180 WB 0.66 Horz(TL) 0.10 8 n/a n/a (Matrix) BRACING PLATES GRIP MT20 220/195 Weight: 174 Ib TOP CHORD Sheathed or 3-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1395/0-5-8, 8=1395/0-58 Max Horz2=18(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,'2-3=-2717/0, 3-4=2217/0, 4-5=-1703/0, 5-6=-1703/0, 6-7=-2217/0, 7-8=-2717/0, 8-9=0/39 BOT CHORD 2=14=0/2431, 13-14=0/2427, 12-13=0/1993, 11-12=0/1993, 10-11=0/2427, 8-10=0,'2431 WEBS 3-14=0/251, 3-13=-489/0, 4-13=0/403, 4-12=-646/0, 5-12=0/956, 6-12=-646/0, 6-11=0/408, 7-11=-489/0, 7-10=0/251 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 36 If 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonooncurrent with any other live loads. LOAD CASE(S) Standard December 1,2005 A WARNING - Ver(fq design parameters and READ NOTES ON THIS AND INCLUDED IUTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane • Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 —11 Applicability of design parameniers and proper incorporation of component Is responsibifity 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 fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component�:Tiei.0 Safety Information available from Truss Plate Institute, 52.3 D'Onof io Drive, Madison. Wl53719. R O Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/g -► H /g C9 J5 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane Q V ZX at joint locations. O U ,,e = 4. Unless otherwise noted, locate chord splices CL OCLO /4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate C8 BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTekO V\-/\] VW9 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qtyy Pl 00 PLATES GRIP TCLL 16.0 ' 1.25 TC 0.19 R19236280 RAY ME_ SSINA 114GE ROOF TRUSS t i BC 0.07 Vert(TL) -0.03 29 n/r 90 BCLL 0.0' Rep Stress Incr Job Reference (optional) v..vv- cvuj rug. r -2-0-0 , 18.0-0 36-0-0 38.0-0 2-0.0 18-0-0 18-04) 2-0.0 4x4 Scale = 1:64.8 4x4 i 3x8 = 5.00 12 .. 15 16 04 os oz 01 5u - 4s . 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 Us = 9I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 29 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.03 29 n/r 90 BCLL 0.0' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 28 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 240 lb LUMBER BRACING TOP CHORD 2 X 4 DF, No.1&Btr TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std JOINTS 1 Brace at Jt(s): 55 OTHERS 2 X 4 DF Std G i REACTIONS (Ib/size) 2=237/36-0-0, 43=92/36-0.0, 41=28/36-0-0, 54=109/36-0-0, 53=97/36-0-0, 52=90/36-0-0, 51=95/36-0-0, 50=101/36-0.0, 49=95/36-0-0, 48=96/36-0.0, 47=96/36-0.0, 46=96/36-0-0, 45=97/36-0.0, 44=94/36-0.0, 40=85/36-0-0, 39=99/36-0-0, 38=96/36-0-0, 37=96/36-0-0, 36=96/36-0.0, 35=95/36-0.0, 34=101/36-0.0, 33=95/36.0-0, 32=90/36-0-0, 31=97/36-0-0, 28=237/36-0-0, 30=109/36-0-0, 56=80/36-0-0 Max Horz2=18(load case 4) Max Uplifl2=-61(load case 5), 53=-23(load case 4), 51=-l(load case 4), 45=1(load case 5), 33=-1(load case 3), 31=-23(load case 3), 28=-61 (load case 5) Max Grav2=237(load case 1), 43=92(load case 1), 41=56(load case 2), 54=130(load case 2), 53=97(load case 6), 52=90(load case 1), 51=95(load case 6), 50=101(load case 1), 49=95(load case 6), 48=96(load case 6), 47=96(load case 1), 46=96(load case 1), 45=97(load case 6), 44=95(load case 6), 40=86(load case 7), 39=99(load case 1), 38=96(load case 1), 37=96(load case 7), 36=96(load case 1), 35=95(load case 7), 34=101(load case 1), 33=95(load case 7), 32=90(load case 1), 31=97(load case 7), 28=237(load case 1), 30=130(load case 2), 56=80(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-31=42/113,34=22/9, 4-5=-20/23, 5-6=-18/32, 6-7=-18/43,7-8=-17/54, 8-9=-16/65, 9-10=-16/76, 10-11=-16/86, 11-12=-16/97, 12-13=16/108, 13-14=-16/119, 14-15=-25/26, 15-16=-29/24, 16-17=-13/119, 17-18=-17/108, 18-19=-16/96, 19-20=16/84, 20.21=16172, 21-22=16/60, 22-23=17/47, 23-24=-18/35, 24-25=-18/24, 25-26=-20/15, 26-27=-22/6, 27-28=42/15, 28-29=0/39 BOT CHORD 2-54=0/62, 53-54=0/62, 52-53=0/62, 51-52=0/62, 50.51=0/63, 49-50=0/63, 48-49=0/63, 47-48=0/63, 46-47=0/63, 45-46=0/63 , 44-45=0/63, 43-44=0/63, 42-43=0/63, 41-42=0/63, 40-41=0/63, 39-40=0/63, 38-39=0/63, 37-38=0/63, 36-37=0/63, 35-36=0/63, 34-35=0/63, 33-34=0/63, 32-33=0/62, 31-32=0/62, 30-31=0/62, 28-30=0/62 WEBS 43-55=-63/0,14-55=-63/0,41-56=0/0, 16-56=-80/0, 3-54=90/3,4-53=-65/22.5-52=-64/12, 6-51=-68/16, 7-50=74/16, 849=-68/15, 9-48=-69/16, 10-47=-69/15, 11-46=-69/15, 12-45=-70/17, 13-44=-70/11, 17-40=-62/15, 18-39=-71/17, I 19-38=69/15, 20-37=-69/15, 21-36=69/15, 22-35=-68/15, 23-34=-74/16, 24-33 69/16, 25-32=-64/12, 26-31=-65/22, 27-30=90/3, 14-16=0/92, 55-56=0/0 U n NOTES 1) Unbalanced roof live loads have been considered for this design. Continued on page 2 December 1,2005 A WARNING - VerM design Parameters and READ NOTES ON THIS AND INCLUDED MITER REPE tENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane 40 Design valid for use on with MiTek connectors. This design is based on u Suite 109 N g N poo parameters shown, sod's for an individual building component. Applicability of design paramenters and proper incorporation (if 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPID'I Quality Criteria, DSB-89 and BCSII Building Component Mi Tek Safety Information available from Truss Plate Institute, %3 Onotrio Drive, Madison, WI 53719. M, , Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless i 4-13/ � /q dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cs ca JS 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane UMO V i O at joint locations. �+' U ,,e U 4. Unless otherwise noted, locate chord splices CL a at 14 panel length (± 6' from adjacent joint.) For 4 x 2 orientation, locate ce 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING sBccl 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional 4e� which bearings (supports) occur. engineer. MiTek' 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cuss Truss Type 00819236280 �7y RAY_MESSINA 94GE ROOFTRUSS 1 Job Reference o tional -•I---- • •-••• �-•� •� ----- u.cuu o aw w cuu� mi i on umuamo , ��. � nu mei, v i uo.uu.vo cuw rage c NOTES 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 it by 36 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 not exposed to wind.. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated.' 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-40 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) Bearing at joint(s) 56 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 1 A WARNING - Vert& design parameters and READ NOTES ON TNIS AND UyCLUDED 11UTEE REFERENCE PAGE 8M-7473 BEFORE USE. 7777Greenback Lane m Design valid for use only with MTek connectors. This design B based only upon parameters shown, and isfor an individual building component. Suite 109 Applicability of design ramenters and Citrus Heights, CA, 95610 pp ty g pa proper incorporation of component is responsibility of building designer- not hvu designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI l Quality Criteria, DSB-89 and BCSI1 Building Component , a �ekm Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. 'Y"' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,-1 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane tc.11 V���0at joint locations. U U4. Unless otherwise noted, locate chord splices O CL at V. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate ce c7 C0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from_ outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at O 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. 5 d 4 45 111113 engineer. MiTekV\/\] VWq 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job russcuss ype y y 00 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in R1923628I RAY_MESSINA BGE ROOF TRUSS 1 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.03 28 n/r 90 Job Reference (optional) Endeavor Homes, Oroville, CA 95965 6.200 a Jul 13 2005 MTek Industries, Inc. Thu Dec 0108:50:49 2005 Page 1 18-0-0 36-0-0 38-0-0 18.0.0 - 18-0-0 2.0.0 4x4 Scale = 1:62.0 4x4 3x8 = .. ac .. r - - 44 41 40 40 44 43 4Z 41 4U 3a W 3/ 3e 35 34 33 32 31 30 29 3x8 = 8I$ REACTIONS (Ib/siie) .1=80/36-0-0, 27=238/36-0-0, 42=91/36-0-0, 40=28/36-0-0, 53=195/36-0-0, 52=55/36-0-0, 51=105/36-0-0, 50=94/36-0-0, 49=96/36-0-0, 48=96/36-0-0, 47=96/36-0-0, 46=96/36-0-0, 45=96/36-0-0, 44=97/36-0-0, 43=94/36-0-0 39=85/36-0-0, 38=99/36-0-0, 37=96/36-0-0, 36=96/36-0-0, 35=96/36-0-0, 34=95/36-0-0, 33=101/36-0-0, 32=95/36-0-0, 31=90/36-0-0, 30=97/36-0-0, 29=109/36-0-0, 55=80/36-0-0 Max Horz 1 =-44(load case 3) Max Uplift27=61(load case 5), 44=-1 (load case 5), 32=-I (load case 3), 30=23(load case 3) Max Gravl=80(load case 1), 27=238(load case 1), 42=91(load case 1), 40=56(load case 2), 53=195(load case 6), 52=55(load case 6), 51=105(load case 1), 50=94(load case 1), 49=96(load case 6), 48=96(load case 1), 47=96(load case 6), 46=96(load case 1), 45=96(load case 1), 44=97(load case 6), 43=95(load case 6), 39=86(load case 7), 38=99(load case 1), 37=96(load case 1), 36=96(load case 7), 35=96(load case 1), 34=95(load case 7), 33=101(load case 1), 32=95(load case 7), 31=90(load case 1), 30=97(load case 7), 29=130(load case 2), 55=80(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-39/26, 2-3=-25/12,3-4=-16/22,4-5=-18/33, 5-6=17/44, 6-7=-17/54, 7-8=17/65, 8-9=-17/76, 9-10=-17/87, 10-11=17/98, 11-12=17/108, 12-13=-17/119, 13-14=-26/26, 14-15=-29/24, 1516=-14/120, 16-17=18/109, 17-18=-17/96, 18-19=17/84,19-20=17172, 20-21=17/60, 21-22=18/48, 22-23=-19/35,23-24=-19124, 24-25=-21/15, 2526=-23/6, 26-27=43/14, 27-28=0/39 BOT CHORD 1-53=0/63, 52-53=0/63, 51-52=0/63, 50-51=0/63, 49-50=0/63, 48-49=0/63, 47-48=0.x63, 4647=0/63, 45-46=0/63, 4445=0/63 , 43-44=0/63, 42-43=0/63, 41-42=0/62, 4041=0/62, 3940=0/63, 38-39=0/63, 37-38=0/63, 36-37=0/63, 3536=0/63, 3435=0/63, 33-34=0/63, 32-33=0/63, 31-32=0/62, 30-31=0/62, 29-30=0/62, 27-29=0/62 WEBS 42-54=-63/0,13-54=-63/0,40-55=0/0, 15-55=-80/0,2-59=130/25, 3-52=46/12, 4-51=-74/16,5-50=-69/15, 6-49=-69/16, 7-48=-69/15, 8-47=-69/16, 9-46=-69/15.10-45=-69/15.11-44=-70/17,1243=-70/11, 16-39=-62/15,17-38=-71/17, 18-37=69/15, 19-36=69/15, 20-35=69/15, 21-34=68/15, 22-33=-74/16, 23-32=-69/16, 2431=-64/12, 2530=-65/22, 26-29=90/3, 13-15=0/93, 54-55=0/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 It above ground level, using 6.0 psf top chord dead I and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 36 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Continued on page 2 December 1,2005 A WABNBYO • Ver(/y design Parameters and READ NOTES ON TN76 AND BYCLUDBD MTEK REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design is based on u Suite 109 i9 N 9 M Pon Parameters shown, sod's for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,�, ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quaily Cdtedo, DSB•89 and BCSII Building Component M, ,0 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 36-0.0 Plate Offsets (X,Y): [14:0-3-0,Edge] [23:0-2-8 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) -0.02 28 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.06 Vert(TL) -0.03 28 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 27 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 237 lb LUMBER BRACING TOP CHORD_ 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD.2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std JOINTS 1 Brace at Jt(s): 54 OTHERS 2 X 4 DF Std G REACTIONS (Ib/siie) .1=80/36-0-0, 27=238/36-0-0, 42=91/36-0-0, 40=28/36-0-0, 53=195/36-0-0, 52=55/36-0-0, 51=105/36-0-0, 50=94/36-0-0, 49=96/36-0-0, 48=96/36-0-0, 47=96/36-0-0, 46=96/36-0-0, 45=96/36-0-0, 44=97/36-0-0, 43=94/36-0-0 39=85/36-0-0, 38=99/36-0-0, 37=96/36-0-0, 36=96/36-0-0, 35=96/36-0-0, 34=95/36-0-0, 33=101/36-0-0, 32=95/36-0-0, 31=90/36-0-0, 30=97/36-0-0, 29=109/36-0-0, 55=80/36-0-0 Max Horz 1 =-44(load case 3) Max Uplift27=61(load case 5), 44=-1 (load case 5), 32=-I (load case 3), 30=23(load case 3) Max Gravl=80(load case 1), 27=238(load case 1), 42=91(load case 1), 40=56(load case 2), 53=195(load case 6), 52=55(load case 6), 51=105(load case 1), 50=94(load case 1), 49=96(load case 6), 48=96(load case 1), 47=96(load case 6), 46=96(load case 1), 45=96(load case 1), 44=97(load case 6), 43=95(load case 6), 39=86(load case 7), 38=99(load case 1), 37=96(load case 1), 36=96(load case 7), 35=96(load case 1), 34=95(load case 7), 33=101(load case 1), 32=95(load case 7), 31=90(load case 1), 30=97(load case 7), 29=130(load case 2), 55=80(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-39/26, 2-3=-25/12,3-4=-16/22,4-5=-18/33, 5-6=17/44, 6-7=-17/54, 7-8=17/65, 8-9=-17/76, 9-10=-17/87, 10-11=17/98, 11-12=17/108, 12-13=-17/119, 13-14=-26/26, 14-15=-29/24, 1516=-14/120, 16-17=18/109, 17-18=-17/96, 18-19=17/84,19-20=17172, 20-21=17/60, 21-22=18/48, 22-23=-19/35,23-24=-19124, 24-25=-21/15, 2526=-23/6, 26-27=43/14, 27-28=0/39 BOT CHORD 1-53=0/63, 52-53=0/63, 51-52=0/63, 50-51=0/63, 49-50=0/63, 48-49=0/63, 47-48=0.x63, 4647=0/63, 45-46=0/63, 4445=0/63 , 43-44=0/63, 42-43=0/63, 41-42=0/62, 4041=0/62, 3940=0/63, 38-39=0/63, 37-38=0/63, 36-37=0/63, 3536=0/63, 3435=0/63, 33-34=0/63, 32-33=0/63, 31-32=0/62, 30-31=0/62, 29-30=0/62, 27-29=0/62 WEBS 42-54=-63/0,13-54=-63/0,40-55=0/0, 15-55=-80/0,2-59=130/25, 3-52=46/12, 4-51=-74/16,5-50=-69/15, 6-49=-69/16, 7-48=-69/15, 8-47=-69/16, 9-46=-69/15.10-45=-69/15.11-44=-70/17,1243=-70/11, 16-39=-62/15,17-38=-71/17, 18-37=69/15, 19-36=69/15, 20-35=69/15, 21-34=68/15, 22-33=-74/16, 23-32=-69/16, 2431=-64/12, 2530=-65/22, 26-29=90/3, 13-15=0/93, 54-55=0/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 It above ground level, using 6.0 psf top chord dead I and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 36 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Continued on page 2 December 1,2005 A WABNBYO • Ver(/y design Parameters and READ NOTES ON TN76 AND BYCLUDBD MTEK REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use on with MTek connectors. This design is based on u Suite 109 i9 N 9 M Pon Parameters shown, sod's for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,�, ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quaily Cdtedo, DSB•89 and BCSII Building Component M, ,0 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4_1 3/4*Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each ,/$, TOP CHORDS other. �/e -► f C2 C3 JS 3. Place plates on each face of truss at each C. o joint and embed fully. Avoid knots and wane U �� 3 O at joint locations. U ” Z1„h = X 4. Unless otherwise noted, locate chord splices CL 0 CL For 4 x 2 orientation, locate ce c� C6 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from_ outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. •This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek' ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ IrLJSS ype ry y 00. 819238281 RAY MESSINA BGE ROOF TRUSS - 1 1 Job Reference (optional) Endeavor Homes, Oroville, CA 95965 6.200 s Jul 13 2005 MTek Industries, Inc. Thu Dec 0108:50:49 2005 Page 2 a NOTES 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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) Bearing atjoint(s) 55 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 ® WARNING - Ver{/y design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MU -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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 7777 Greenback Lane • Suite 109 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 m erector. Additional peanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component�:Tekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, N$odison, WI 53719. „ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4-1 3/4' 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each „ TOP CHORDS other. i/e -► f- /e C3 JS 3. Place plates on each face of truss at each o c4 joint and embed fully. Avoid knots and wane �� U at joint locations. �� O U U U 4. Unless otherwise noted, locate chord splices CL CL at V. panel length (± 6" from adjacent joint.) ' For 4 x 2 orientation, locate 'I Ce C7 Ce 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A l ].Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® �� 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTekO ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Truss Truss Type Qty Ply 0 0 1.25 TCDL 10.0. Lumber Increase 1.25 819238282 RAY_MESSINA C ROOFTRUSS 4 1 Code UBC97/ANSI95 Vert(TL) -0.18 6-8 >999 180 Job Reference (optional) 1— mn nn umuam m. -u — .. uv.au:ve ww lege r i -2-0-0 62-6 11-9-0 17-3-10 23-6-0 25 -0 2-0-0 6.2-6 _ 5.610 5-6-10 6.2-6 2-0.0 Scale = 1:44.6 4x4 = 4 5x5 = ' 3x4 60.10 I 165.6 I 23-6-0 60-10 7-4-13 60.10 LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 10.0. Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 Vert(TL) -0.18 LUMBER TOP CHORD 2 X 4 DF No.18Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 7X4bFStd REACTIONS (Ib/size) 2=945/0-5-8, 6=945/0-5-8 BRACING TOP CHCRD Sheathed or 5-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=9(load case 4) Max Uplift2=-7(load case 5), 6=7(load case 5) ' r FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD *1-2=0/39.2-3=-1588/0,3-4=1402/0, 4-5=-1402/0,5-6=-1588/0,6-7=0139 BOT CHORD 2-9=0/1402,8-9"0/962.6-8=0/1402 WEBS 3-9=-283i53.4-9=0/507,4-8=0/507,5-8=283/53 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard I$ December 1,2005 ® WARN3NG - Ver{(y design Parameters and READ NOTES ON TWS AND MCUMED MITES REFERSNCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane tD 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 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 responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building ComponentkV m [e Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. R CSI DEFL - in (loc) I/deft Ud PLATES GRIP TC 0.20 Vert(LL) , -0.08 6-8 >999 360 MT20 220/195 BC 0.36 Vert(TL) -0.18 6-8 >999 180 WB 0.21 Horz(TL), 0.04 6 n/a n/a (Matrix) Weight: 97 Ib BRACING TOP CHCRD Sheathed or 5-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=9(load case 4) Max Uplift2=-7(load case 5), 6=7(load case 5) ' r FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD *1-2=0/39.2-3=-1588/0,3-4=1402/0, 4-5=-1402/0,5-6=-1588/0,6-7=0139 BOT CHORD 2-9=0/1402,8-9"0/962.6-8=0/1402 WEBS 3-9=-283i53.4-9=0/507,4-8=0/507,5-8=283/53 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard I$ December 1,2005 ® WARN3NG - Ver{(y design Parameters and READ NOTES ON TWS AND MCUMED MITES REFERSNCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane tD 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 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 responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building ComponentkV m [e Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 4_1 3/4*Center plate on joint unless dimensions indicate otherwise. l . Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each �/g TOP CHORDS other. /e ► f- cz c3 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane h15 �� 0at joint locations. = 4. Unless otherwise noted, locate chord splices a aat'/. panel length (± 6" from adjacent joint.) ca c7 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /9' from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeV 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type QtYy CSI 00 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.08 8-10 >999 360 818236283 RAY MESSINA CGE ROOF TRUSS 1 �Pl1 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Job Reference (optional) o.cuu n aw ro cuw ran nn muunur c. i nu unc u r uoauau aun raga r 6-2-6 11.9-0 I 17.3-10 23-6-0 25-6-0 I 2-0-0 6.2-6 5-6-10 5.6.10 6-2-6 2-0-0 Scale = 1:45.8 NOTE: UPPER TOP CHORD MEMBER TO BE ATTACHED TO LOWER TOP 3x4 II CHORD MEMBER WITH 1.5X4 M20 CONN. PLATES AT 24 IN. O.C. 4x4 = ALONG TOP CHORD(EXCEPT AS SHOWN).NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24 IN. OF THE HEEL JOINT(S). 5 5x5 = 3x4 = i 8.0.10 I 15-5-6 I 23$4) B-0.10 7-413 8-0-10 Plate Offsets MY): [2:0-3-2,Edge1, [5:0-1-12,0-1-81, [8:0-3-2,Edgel, [11:0-2-8,0-3-01,[11:0-2-0,0-0-31,[43:0-2-3,0-0-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.08 8-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.19 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code' UBC97/ANSI95 (Matrix) Weight: 176 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr TOP CHORD Sheathed or 4-7-1 oc purlins. Except: BOT CHORD '2 X 4 OF No.1&Bir 1 Row at micipt 4-5.5-6 WEBS 2 X 4 OF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 OF Std G JOINTS 1 Brace at Jt(s): 5 REACTIONS (Ib/size);,2=945/0-5-8,8=945/0-5-8' Max Horz2=-%Ioad case 4) Max Uplift2=-7(load case 5), 8=7(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1772/0, 3-4=1733/0, 4-5=-1550/0, 5-6=-1550/0, 6-7=-1733/0, 7-8=1772/0, 8-9=0/39 BOT CHORD 2-11=0/1612,10-11=0/1025,8-16=0/1612 WEBS 4-11=-366/40, 5-11=0/592, 5-10=0/592; 6-10=-366/41 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind: The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 December 1,2005 A WARNING - Verib design parameters and READ NOTES ON THIS AND I7ICLUDED WTER REFERENCE PAGE AW -7473 BEFORE USE. Design valid for use only with Wait connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability 'of design paramenters and proper incorporation of component is responsbiGty of building designer- not truss designer. Bracing shown 7777 Greenback Lane m Suite 109 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/TPII Quality Criteria, DSB-89 and BCSII Building Component - m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. „-rek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each �/8 TOP CHORDS other. cz J5 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane ZC3 Oat joint locations. U �h = 4. Unless otherwise noted, locate chord splices aat'Apanel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate c6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better.than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. " 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTeke 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTekO Holdings, Inc. Job Truss Truss Type Qty Ply 00 (loc) I/deft L/d TCLL 16.0 879236284 RAY_MESSINA D ROOF TRUSS 7 IC >999 360 TCDL 10.0 - Lumber Increase 1.25 Reference o tional 2-0-0 5-60 5-60 2-0-0 Scale = 1:24.3 4x4 = 3 5-60 10.7.8 11.0.0 0.4-8 5-1-8 5-1-8 0-4-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.01 2-6 >999 360 TCDL 10.0 - Lumber Increase 1.25 BC 0.19 Vert(TL) -0.03 4-6 >999 180 BCLL 0.0. Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0. Code UBC97/ANSI95 (Matrix) PLATES GRIP MT20 220/195 Weight: 40 Ib LUMBER BRACING TOP CHORD 2 X'4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD. 2 X 4 DF No.1&Btr' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=493/0-9-4.4=493/0-9-4 Max Horz2=-5(load case 3) Max,Uplift2=-34(load case 5), 4=-34(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-513/0, 3-4=-513/0,4-5=0/39 BOT CHORD 2-6=0/418,4-6=01418 WEBS 3-6=0/227 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard I$ December 1,2005 A WARMNO - Ver(fq design pamntatero and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PADS AM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 - I 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 responsibirity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 5113 D'Onotrio Drive, Madison, WI 53719. "rek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless 4_1 /q dimensions indicate otherwise. Dimensions are in inches. Apply Ll l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/g -► �- /e C3 J5 3. Place plates on each face of truss at each o cq joint and embed fully. Avoid knots and wane V �� 3 O at joint locations. �� U �5 U 4. Unless otherwise noted, locate chord splices a at 14 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate 08 C7 O BOTTOM CHORDS ce 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. I d Ta K#13 engineer. MiTeke 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: Mll-7473 © 1993 MiTek® Holdings, Inc. Job Truss -..ype Qty Ply 00 I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 819238285 RAY_MESSINA DGE ROOF TRUSS 1 I 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) Job Reference (optional) enoesvor nomes, urowie, u„ va=D a.ZVV S Jul 141 ZWD MI I BR InCIM105, Inc. 1 nu uec ul uo:Du:ou Zuuo rage 1 -2-0-0 5.6.0 11-0-0 13.0-0 2-0-0 5.6.0 5-6-0 2.0.0 Scale = 1:24.3 3x4 = 1.5x4 II 1.5x4 II 6 1.5x4 II 2.6.0 1.5x4 II 8-6-0 I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.0810-11 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.11 10-11 n/r 90 ' BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) -0.00 12 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 49 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 10-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS ' 2 X 4 DF Std G REACTIONS (Ib/size) i5=383/6-0-0,14=40616-0-0,17=164/6-0-0,16=-63'/6-0-0, 13=-138/6-0-0,12=229/6-0-0 Max Hoa 17=-5(load case 3) Max Uplift15=91(load case 5), 14=-99(load case 3), 17=-140(load case 7), 16=-298(load case 6), 13=-386(load case 7), 12=-67(load case 6) Max Gravl5=383(load case 1), 14=451(load case 7), 17=431(load case 6), 16=208(load case 7), 13=174(load case 6), 12=430(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-211/570, 3-4=-189/548, 4-5=-189/581, 5-6=-147/462, 6-7=148/466, 7-8=188/582, 8-9=187/548, 9-10=-211/575,10-11=0/39 , BOT CHORD 2-17=503/231, 16-17=-503/231, 1516=-503/231, 14-15=503/231, 13-14=-503/231, 12-13=-503/231, 10-12=-503/231 WEBS 515=-348/102, 7-14=-342/100, 3-17=236/60, 4-16=59/129, 8-13=38/142, 9-12=-230/31 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gabl End Detail" 4) Gable studs spaced at 1-4-0 oc. 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) Non Standard bearing condition. Review required. LOAD CASE(S) Standard December 1,2005 A WARNDIO - Vero design Parameters and READ NOTES ON THIS AND D7CLUDED WTER REFERENCE PAGE Mu. 7473 BEFORE USE. 7777 Greenback Lane • Design valid for use on with MITek connectors. This design a based on u Suite 109 re only e N Pon parameters shown, and is for or, 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, 00 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSII Building Component e m Safety Information available from Tens Plate Institute, 5113 D'Onofrio Drive, Madison. WI 53719. Mfrek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/e -► f c2 cs JS 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane O U �� �� ; 0 at joint locations. = " 4. Unless otherwise noted, locate chord splices a OL at '/4 panel length (± 6" from adjacent joint.) ca c7 c6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /9' from, outside edge J 1 JB J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring 4r connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTek° ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 Mffok® Holdings, Inc. Job russ Truss Type Qty Ply 00 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 R19236286 RAY MESSINA F1 COMMON 1 1 BC 0.19 Vert(TL) , n/a n/a 999 BCLL . 0.0 Rep Stress Incr Job Reference (optional) 3x6 = -_ 11 .12 13 .. 18-0-0 Scale c 1:59.5 3 3x5 = 43 -42 41 40 39 38 37 36 35 34 33 32 31 30 29 29 27 26 25 24 3x5 = 5x5 = 36-0-0 I$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.19 Vert(TL) , n/a n/a 999 BCLL . 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 23 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 157 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) t1=153/36-0-0, 23=153/36-0-0, 43=464/36-0-0, 42=-131/36-0-0, 41=148/36-0-0, 40=85/36-0-0, 39=98/36-0-0, '38=95/36-0-0, 37=96/36-0-0, 36=96/36-0-0, 35=96/36-0-0, 34=95/36-0-0, 33=95/36-0-0, 32=96/36-0-0, 31=96/36-0-0• 30=96/36-0-0, 29=95/36-0-0, 28=98/36-0-0, 27=85/36-0-0, 26=148/36-0-0, 25=-131/36-0-0, 24=464/36-0-0 . Max Horz 1=-6(load case 4) ' Max Uplift42=131(load case 1), 25=-131(load case 1) Max Gravl =1 53(load case 1), 23=1$3(load case 1), 43=464(load case 6), 41=148(load case 1), 40=85(load case 6), 39=98(load case 1), 38=95(load case 6), 37=96(load case 1), 36=96(load case 1), 35=98(load case 6), 34=95(load case 1), 33=95(load case 1), 32=98(load case 7), 31=96(load case 1), 30=96(load case 1), 29=95(load case 7), 28=98(load case 1), 27=85(load case 7), 26=148(load case 1), 24=464(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=28/31, 2-3=-32/14,3-4=-3/16, 4-5=-10/23.5-6=-9128, 6.7=9/34, 7-8=-9/40, 8-9=-9/45, 9-10=-9/51, 10-11=9/57, 11-12=9/58, 12-13=-9/58, 13-14=-9156, 14-15=-9/50, 15-16=-9/44, 16-17=-9/38, 17-18=9/32, 18-19=-9/26, 19-20=-10/20, 20-21=3/13, 21-22=-32/11, 22-23=-28/31 BOT CHORD 1-43=0/23, 42-43=0/23, 41-42=0/23, 40-41=0/23, 39-40=0/23, 38-39=0/23, 37-38=0/23, 36-37=0/23, 35-36=0/23, 34-35=0/23 , 33-34=0/23, 32-33=0/23, 31-32=0/23, 30-31=0/23, 29-30=0/23, 28-29=0/23, 27-28=0/23, 26-27=0/23, 25-26=0/23, 24-25=0/23,23-24=0/23 WEBS 2-43=-304/50, 3-42=-5169.4-41=-47/18, 5-40=65/14, 6-39=-70/14,7-38=-69/14,8-37=-69/14, 9-36=-69/14, 10-35=-71/16, 11-34=69/1, 13-33=-69/0, 14-32=-71/16, 15-31=-69/14, 16-30=-69/14, 17-29=-69/14, 18-28=-70/14, 19-27=-65/14, 20-26=97/18, 21-25=5/69, 22-24=-304/50 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead I and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft.by 36 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gat End Detail" _ 4) All plates are 1.5x4 MT20 unless otherwise indicated. . 5) Gable requires continuous bottom chord bearing. Continuestuds on pspaced ge 2 d at 1-4-0 oc. December 1,2005 ® WARNING - Vert/ design parametera and READ NOTES ON TIDE AND INCLUDED wTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane � Design valid for use only with MT connectors. This design Is based only upon parameters shown, and b for on individual building component. Suite 109 Applicability of design paramentersand 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 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/TPll Quality Criteria, OSB -69 and BCSII Building Component • Safety Information available from Truss Plate Institute, 593 D'Onofrio DriM�e V Olive. Madison, WI 53719. MiTek Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each 11 ,/g TOP CHORDS other. �/e ► f- CZ C3 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane DcJ5 U �� O at joint locations. U = " U 4. Unless otherwise noted, locate chord splices a O at '/4 panel length (± 6" from adjacent joint.) CBC6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTek° 177171 017915. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 M1Tek® Holdings, Inc. Job NOTES 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. LOAD CASE(S) Standard 1 Truss TftjSS TypeyIPFY�o ' 1 r 0 R1923626B ftAY_MESSINA F1 COMMON i 1 Job Reference (optional) Job NOTES 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. LOAD CASE(S) Standard 1 ' 1 r t f ® WARNING • Vergh design parameters and READ NOTES ON THIS AND INCLUDED hUTER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based on upon Suite 109 Applicability of des' n g H Pn Parameters shown, building for an individual building component. Citrus Heights, CA, 95610 pp ty ig paromenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown is 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 191 fabrication, quality control, storage, delivery, erection and bracing, consult ANSf/TPII Quality Creerlo, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 5113 D'Onohio Drive, Madison, WI 53719. MiTek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " 'Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each t" TOP CHORDS other. t/g -► /g C3 J5 3. Place plates on each face of truss at each Q c, joint and embed fully. Avoid knots and wane U �� ; 0 at joint locations. �� = " 4. Unless otherwise noted, locate chord splices CL a OFI at Y, panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate CB c7 c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 197. at time of fabrication. plates 1 /&' from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT S. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. I d 4 ze 11113 engineer. MiTek° F\79 7319 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. STANDARD GABLE END DETAIL FILENAME: OFX2 *DIAGONAL OR L -BRACING 3/20/00 VARIESGCCCO T!1 T �l C TO COM. 12 TRUSS l: CONT LOADINgpsf) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 2X4 NO.2 OR BTR. DF -L 4x4 =� 1X4 OR 2X3 (TYP) VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W18d NAILS SPACED AT B" O.C. SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD onr-ninnvu 3 1/27 -'Sz,1 1/2" (BY OTHERS ,1 �►; NOTCH AT `24" O.C. (MIN.; TOP CHORD NOTCH DETAIL —3x5= 24" MAX 2X4 LATERAL BRA( AS REQUIRED PER TABLE BELOW 24" O.C. ENO �-'MOO. LID WALL CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP 71-001 - —� r — V 7'--O-'r — OVER 8'-6" 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. !n f n j 4 °f 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. CSG f i 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 �O 0 SSOO�w �2 MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH 2 -LATERAL BRACES WITH L - BRACE 12 INCH O.C. 6-0-0 12_0_0 8_0-0 g_2_0 6 O.C. -- 24 INCH O.C. _ _4-4-n R -R -n vi -n -n A-R_n NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. !n f n j 4 °f 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. CSG f i 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 �O 0 SSOO�w �2 FILENAME: SMGAB70XC STANDARD GABLE END DETAIL PAGE 2 OF 2 4/26/00 1.4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2-10d (TyP) \. 2X4 BLOCK SIMPSON A34 OR EQUIVALENT _%i + 45- '2X4 STJD OR BTR SPACED @ 5'-0" O.C. SHALL BE PROVIDED AT EACH END OF BRACE. CONNECT AT END WITH BACK W/ 4-10d NAILS. MAX. LENGTH = T-0" GABLE END ,- STANDARD TRUSSES SPACED @ 24" O.C. I NOTES 1)2X4 N0.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR. LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" APR 1 3 2006 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. W � TRUSS SCHEDULE MiTe Tails Mark ® Mark �( TC Pitch BC Pitch TC Pitch BC Pitch Span Amt. Description Front Back AGE 4:12 48-0-0 1 GABLE END. 2-0-0 2-0-0 A 4:12 48-0-0 7 STD. 2-0-0 2-0-0 Al 4:12 47-9-0 1 STD. 0 2-0-0 A2 4:12 47-9-0 7 STD. 0 2-0-0 A2GE 4:12 47-9-0 2 GABLE END. 0 2-0-0 A2 4:12 47-9-0 7 STD. 0 2-0-0 Al 4:12 47-9-0 1 STD. 0 2-0-0 A 4:12 48-0-0 7 STD. 2-0-0 2-0-0 AGE 4:12 48-0-0 1 GABLE END. 2-0-0 2-0-0 B 4:12 32-0-0 1 DUTCH HIP GIRDER 2 PLY. 0 0 HC 2.83:12 5-6-6 2 CORNER GIRDER. 2-9-15 0 HC2 4:12 1-10-15 4. MONO. 2-0-0 0 HC4 4:12 4-0-0 13 MONO. 2-0-0 0 E _ _ I I _ Project: J. RAY County: BUTTE Contractor: Endeavor Homes Date: August 2, 2005 Roof: COMP Plan: Snow: 0 Drawn By: Mw Tail Cut: Plumb ID MiTek® MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Ray Fogg Fax 916/676-1909 00 `. The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R17628707 thru R1,7628715 My license renewal date for the state of California is September 30, 2006. s Q�OF ESS/pN� ONO yG 9919 * /30/06 s OFC August 3,2005 Yu, Ray s The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job russ Truss Type Oty Ply 00 (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 817628707 RAY FOGG A ROOF TRUSS 14 1 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.44 10-11 >999 180 Job Reference o tional V 14 6 '1 -2-0-0 8-68 16-3-4 24-0.0 '31-8-12 39-5.8 48.0-0 50-0-0 _ 2-0.0 8-6.8 7-612 _ 7-612 •7-612 7-612 668 2-0.0 Scale = 1:84.3 5x5 = -4.00 FIT - 5' 15 14 13 12 11 10 4x6 — 3x4 // 2x4 I I 5x5 = 3x8 = 5x5 = 2x4 11 v 61-12 B-6-8 163.4 24-0.0 31-612 39-5-8 48.0.0 61-12 2-4-12 7-612 7-612 7-612 7-612 8.68 N CS LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.18 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.44 10-11 >999 180 BCLL 0,0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 222 lb LUMBER - BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 2-10-14 oc purlins. BOT CHORD, 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std 5-5-2 oc bracing: 2-15. WEBS 1 Row at midpt 4-12,6-12,7-11 REACTIONS (Ib/size) 2=139/0-3-8, 8=1553/0-3-8, 15=2244!0-3-8 Max Horz2=-20(load case 4) Max Uplift2=-228(load case 7), 8=-17(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=0/1536, 3-4=-1964/0, 4-5=-1920/15, 5-6=-1920/12, 6-7=-2786/0,7-8=-3676/0, 8-9=0/32 BOT CHORD 2-15=1382/0, 14-15=0/522, 13-14=0/520, 12-13=0/1800, 11-12=0/2582, 10-11=0/3408, 8-10=0/3414 WEBS 3-15=-2792/0, 3-14=0/182,3-13=0/1406, 4-13=340/57,4-12=-219/150,5-12=0/813,6-12=-1022/11, 6-11=0/568, 7-11=-885/0,7-10=0/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane cceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard e August 3,2005 A WARNING - Verj/y design parameters and READ NOTES ON TIOS AND 7NCLr/DED WTEE REFERENCE PAGE.FAU-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use on with MTek connectors. This design b based on u Suite 109 i9 b g y poli parameters shown, and k for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - nw 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 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/rPll Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. „reL R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless ♦� �� /4 dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1 11 TOP CHORDS other. Y8 �/g ► f- C2 J5 3. Place plates on each face of truss at each _ o c, joint and embed fully. Avoid knots and wane Oat joint locations. U�y U U 4. Unless otherwise noted, locate chord splices CL O /. at' panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate ce c7 c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12..Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek° 67711 v7q15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qty Ply o 0 I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 R17628708 RAY FOGG Al ROOFTRUSS >999 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.30 Job Reference (optional) o.cuu s dm r o cuuo Mn ax muusmes, Nc. i ua Hug ut i rao:iz zuua rage 7 1 8-3.8 16.04 23.9-0 1 31-5.12 39-2-8 47-9-0 49.9-0 i 8-3.8 7-8.12 7-8.12 7.8.12 7-8-12 8-6-8 2-0.0 Scale = 1:81.5 5x5 = 4.00 12 Oxo = 13 12 11 10 9 4x5 = 2x4 I I 5x5 = 3x8 = 5x5 = 2x4 11 1 8-3-8 1 16-0 4 1 23.9-0 31-5-12 1 39-2-8 1 47-9-0 8-3-8 7-8.12 7.8.12 7.8.12 7-8-12 B-6-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.12 7-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.30 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 214 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr WEBS 2 X 4 DF Std BRACING TOP CHORD Sheathed or 4-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt - 2-12,5-11, 6-10 REACTIONS (Ib/size) 1=143/Mechanical, 12=2100/Mechanical, 13=212/Mechanical, 7=1084/0-3-8 Max Horz 1=-42(load case 4) Max Upliftl=-4(load case 3), 13=-59(load case 7), 7=-37(load case 4) Max Gravl=188(load case 6), 12=2100(load case 1), 13=387(load case 6), 7=1084(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/379, 2-3=0/1019, 34=452/78, 4-5=452!75, 5-6=1327/23, 6-7=-2240/0, 7-8=0/32 BOT CHORD 1-13=-293/28.12-13=-301/25,11-12=-911/40, 10-11=0/1197, 9-10=0/2049, 7-9=0/2056 WEBS 2 -13= -184/240,2 -12= -674/16,3 -12= -1714/0,3 -11=0/1567,4-11=-162/39,5-11=-1031/10,5-10=0/574,6-10=-912/0, 6-9=0/349 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 it by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard n qVOFESS/ON\ ONru 9919 T OF August 3,2005 A WARNING - Verth design parameters and READ NOTES ON THIS AND INCLUDED MTrair REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610Ell 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 Cdteda, DSB-89 and BCSII Bullding Component M 7ekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/8 -► �- cz ca J5 3. Place plates on each face of truss at each T o c, joint and embed fully. Avoid knots and wane O O at joint locations. U �5 U 4. Unless otherwise noted, locate chord splices O_ at'b panel length (± 6" from adjacent joint.) ~ ce c7 c6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. "This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 ri 12. Anchorage and / or load transferng connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 171upy-171WIQ 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cuss Truss Type Qty Ply 0 0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 R17628709 RAY FOGG A2 ROOFTRUSS 14 1 BC 0.43 Vert(TL) -0.28 8-10 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) N 4Xa = 641-1 12.9-7 18-10.12 23-9-0 31.5.12 39-2-8 47-9-0 49-9-0' 6.8-1 6-1-5 6-1.5 4-10-4 7-8-12 7-8.12 8.68 2-0.0 Scale = 1:81.5 4.00 12 5x5 = 5 15 14. 13 _ 12. 11 10 4x5 = 2x4 I I 3x5 = 5x5 = 3x8 = 5x5 = 20 II &a-1 12-9.7 18-10-12 23-9-0 31-5.12 39-2-8 47-9-0 6.8.1 6.1.5 6.1.5 4.10.4 7-8-12 7-8.12 8-6-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.11 8-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.28 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB • 0.80 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 225 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-6-12 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std WEBS 1 Row at midpt 4-13,6-12.7-11 REACTIONS (Ib/size) 1=301/Mechanical, 13=2332/0-3-8, 8=902/0-3-8 Max Horz 1 =-42(load case 4) Max Upliftl=-3(load case 3), 8=45(load case 4) Max Gravl=394(load case 6), 13=2332(load case 1), 8=935(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD -1-2=-645/137, 2-3=0/552, 3-4=0/1184, 4-5=0/254, 5-6=0/258, 6-7=-868/50, 7-8=-1780/0, 8-9=0/32 BOT CHORD 1-15=104/560, 14-15=-111/553, 13-14=-506/54, 12-13=-1078/39, 11-12=0/763, 10-11=0/1615, 8-10=0/1621 WEBS 2 -15=0/280,2 -14= -752/12,3 -14=0/468,3 -13= -822/10,4 -13=-1740/0,4-12=0/1475,5-12=-456!7,6-12=1043/9,6-11=0/587, 7-11=-915/0,7-10=0/347 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard Q�pONirz 4,� ��pONG yG F2 c r 9919 MM OF August 3,2005 A WARMNO - Ver(fy dealgn yammeters and READ NOTES ON TR18 AND DVCLUDED AUTER REFERENCE PAGE ASU -7473 BEFORE USE. 7777 Greenback Lane � Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual buffing component. Suite 109 Applicability of design paramenters 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 responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,�, s fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CMerla, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 563 D'Onotrio Drive, Madison, WI 53719. ek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ♦ 4*_1 3/4' *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. /g �/e -► H c2 cs JS 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane V �� 3 O at joint locations. U �5 U U Z1 X 4. Unless otherwise noted, locate chord splices CL 0 a_ at Y. panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate ~I ce c7 ce O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 ri 12. Anchorage and / or load transferng connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. , MiTek® 6771 771915. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qty Ply 00 I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 817628710 RAY FOGG A2GE ROOFTRIJSS 2 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.02 Job Reference (optional) 23.9-0 47-9-0 49.9-0 23-9-0 24-0-0 - 2-0-0 Scale = 1:81.5 3x8 = 19 20 7A n. 4"' 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 58 55 54 53 52 51 5@9 48 47 46 45 44 43 42 41 40 05 = 5x5 = 3x8 = 47-9-0 N �16 d LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 39 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.02 39 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 38 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 329 lb LUMBER ' TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr 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. REACTIONS (Ib/size) 1=80/47-9-0, 57=70/47-9-0, 56=81/47-9-0, 73=195/47-9-0, 72=55/47-9-0, 71=105/47-9-0, 70=96/47-9-0, 69=98/47-9-0, 68=96/47-9-0, 67=96/47-9-0, 66=96/47-9-0, 65=96/47-9-0, 64=96/47-9-0, 63=96/47-9-0, 62=97/47-9-0 61=96/47-9-0, 60=95/47-9-0, 59=95/47-9-0, 58=57/47-9-0, 55=76/47-9-0, 54=98/47-9-0, 53=96/47-9-0, 52=96/47-9-0, 51=96/47-9-0, 49=96/47-9-0, 48=96/47-9-0, 47=96/47-9-0, 46=96/47-9-0, 45=96/47-9-0, 44=96/47-9-0 ,43=94/47-9-0, 42=107/47-9-0,41=43/47-9-0,40=214/47-9-0, 38=253/47-9-0 i Max Horz 1 =-42(load case 4) Max Uplift73=5(load case 3), 72=-1 (load case 3), 71=1(load case 3), 70=-2(load case 3), 69=-2(load case 3), 68=1 (load case 3), 67=-l(load case 3), 66=-10oad case 3), 65=-l(load case 3), 64=1(load case 3), 63=-1(load case 3), 61=-l(load case 3), 60=-2(load case 3), 59=7(load case 3), 55=-3(load case 4), 54=-4(load case 4), 53=-l(load case 4), 52=-l(load case 4), 51=-110oad case 4), 49=-1(load case 4), 48=-l(load case 4), 47=-1(load case 4), 46=-1 (load case 4), 45=11 (load case 4), 44=11 (load case 4), 43=-3(load case 4), 41=-26(load case 4), 38=58(load case 4) Max Gravl=80(load case 1), 57=70(load case 1), 56=81 (load case 1), 73=195(load case 6), 72=55(load case 6), 71=105(load case 1), 70=96(load case 6), 69=98(load case 1), 68=96(load case 1), 67=96(load case 1), 66=96(load case 6), 65=96(load case 1), 64=96(load case 1), 63=96(load Case 6), 62=97(load case 1), 61=96(load case 1), 60=95(load case 1), 59=97(load case 6), 58=57(load case 1), 55=77(load case 7), 54=98(load case 7), 53=96(load case 1), 52=96(load case 1), 51=96(load case 7), 49=96(load case 1), 48=96(load case 1), 47=96(load case 7), 46=96(load case 1), 45=96(load case 1), 44=96(load case 7), 43=94(load case 1), 42=107(load case 1), 41=43(load case 7), 40=215(load case 7), 38=253(load case 1) O99.0FESS/pN DONG yG Fti y 2 919 T Continued on page 2 August 3,2005 A WARNING - Ver(y design parameters and READ NOTES O -v TMS AND INCLUDED wTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is res Citrus Heights, CA, 956100 po responsibility of building designer- not buss 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 M Fre Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless i *-13/ � /q dimensions indicate otherwise. l . Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/e -► f- cz ca J5 3. Place plates on each face of truss at each co joint and embed fully. Avoid knots and wane o 0 at joint locations. = U_a 4. Unless otherwise noted, locate chord splices CL at 'A panel length (± 6" from adjacent joint.) ce ci c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCt 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTekO 7719 27915. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type tyy R17628710 FJob RAY_FOGG A2GE ROOFTRUSS 2 F1 eference (optional) Endeavor Homes, Orowne, CA 95965 6.200 s Jul 13 2005 MiTek Industries, Inc. Tue Aug 02 11:48:14 2005 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-52/23, 2-3=-30/1, 3-4=-21/9, 4-5=16/18, 5-6=-17/23, 6-7=5/28, 7-8=-16/37, 8-9=-16/47, 9-10=-16/56, 10-11=-16/65, 11-12=-16/75, 12-13=-16/84, 13-14=-16/94 , 14-15=-16/103, 15-16=15/112, 16-17=-15/122, 17-18=-15/133, 18-19=-7/134, 19-20=-17/127, 20-21=-16/127, 21-22=-11/134, 22-23=-15/127, 23-24=15/115, 24-25=15/105; 25-26=-15/94,26-27=-15/84, 27-28=-15!73, 28-29=-15/63, 29-30=-15/53, 30-31=-15/43, 31-32=-15/34, 32-33=0/24, 33-34=-15/22, 34-35=-15/15, 35-36=11/10, 36-37=25/0, 37-38=-38/26, 38-39=0/32 BOT CHORD 1-73=0/70, 72-73=0170, 71-72=0/70, 70-71=0/70, 69-70=0/70, 68-69=0170, 67-68=0/70, 66-67=0/70, 65-66=0/70, 64-65=0/70, 63-64=0170, 62-63=0170, 61-62=0170, 60-61=0/70, 59.60=0170, 58-59=0/70, 57-58=0/70, 56-57=0/70, 55-56=0/70, 54-55=0/70, 53-54=0/70, 52-53=0/70, 51-52=0/70, 50-51=0/70, 49-50=0/70, 48-49=0/70, 47-48=0170, 46-47=0/70, 45-46=0/70, 44-45=0/70, 43-44=0170, 42-43=0/70, 41-42=0/70, 40-41=0/70, 38-40=0/70 WEBS 19-57=-47/0, 21-56=-57/0, 2-73=-130/30, 3-72=-45/13,.4-71 =74/18, 5-70=-70/17, 7-69=-71/18, 8-68=-69/17, 9-67=-69/17, 10-66=-69/17, 11-65=-69/17, 12-64=-69/17 , 13-63=-69/17, 14-62=-69/17, 15-61=-69/17, 16-60=-70/17, 17-59=68/24, 18-58=45/1, 22-55=-57/14, 23-54=-70/21, 24-53=70/17, 25-52=69/17, 26-51=69/17, 2749=69/17, 28-48=69/17, 29-47=69/17, 30-46=69/17, 3145=-69/17, 32-44=-69/17, 34-43=-68/17, 35-42=-76/17, 36-41=-32/19, 3740=-155/20 NOTES. 1) Unbalanced roof live loads have been considered for this design. -2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load,, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3)! Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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. LOAD CASE(S) Standard ® WARNING - Ver(& design porvmeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane m Design valld for use only with MTek connectors. This design Is only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters 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 fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component � 4• Safety Information available from Truss Plate Institute. 563 D'Onofrio Drive. Madison, WI 53719. ■ ■e^ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each 1/8 TOP CHORDS other. �/e -► C2 C3 JS 3. Place plates on each face of truss at each Q c, joint and embed fully. Avoid knots and wane U �� �� 3 O at joint locations. h " = 4. Unless otherwise noted, locate chord splices CL 0- at Y. panel length (± 6" from adjacent joint.) ca ci C6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of ' For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 M[Tek® Holdings, Inc. Job Truss Truss Type tyPI y7job (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 R176287 11 RAY FOGG AGE ROOFTRUSS Lumber Increase BC 0.07 Vert(TL) -0.03 41 n/r 90 BCLL , 0.0 Rep Stress Incr eference (optional) -2.0.0 24-0-0 48.0.0 50.0.0 2-0.0 24-0-0 24-0-0 2-0.0 Scale = 1:84.3 t 3x6 7 8 9 5 6 4 3x6 = 20 21 2223 24 25 26 27 28 29 30 31 3x6 lltf3-7z� 36 8 39 4x5 = 75 74 73 72 71 70 69 68 67 68 ,65 64 63 62 61 60 59 5857 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 45 = '5X5 = 5x5 = 48-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 41 n/r 120 MT20 220/195 "0"1 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.03 41 n/r 90 BCLL , 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 40 n/a n/a BCDL 10.0 P101911FAII (Matrix) lifili LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS ' 2 X 4 DF Std G 2223 24 25 26 27 28 29 30 31 3x6 lltf3-7z� 36 8 39 4x5 = 75 74 73 72 71 70 69 68 67 68 ,65 64 63 62 61 60 59 5857 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 45 = '5X5 = 5x5 = 48-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 41 n/r 120 MT20 220/195 TCDL 10.0 - Lumber Increase 1.25 BC 0.07 Vert(TL) -0.03 41 n/r 90 BCLL , 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 40 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 333 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS ' 2 X 4 DF Std G REACTIONS (Ib/size) 2=236/48-0-0, 59=76/48-0-0, 58=76/48-0-0, 75=110/48-0-0, 74=96/48-0-0, 73=96/48-0-0, 72=96/48-0-0, 71=96/48-0-0, 70=96/48-0-0, 69=96/48-0-0, 68=96/48-0-0, 67=95/48-0-0, 66=98/48-0-0, 65=96/48-0-0, 64=94/48-0-0 �. :, 63=97/48-0-0, 62=96/48-0-0, 61=97/48-0-0, 60=66/48-0-0, 57=66/48-0-0, 56=97/48-0-0, 55=96/48-0-0, 54=97/48-0-0, 53=94/48-0-0, 52=96/48-0-0, 51=98/48-0-0, 50=95/48-0-0, 49=96/48-0-0, 48=96/48-0-0, 47=96/48-0-0 46=96/48-0-0, 45=96/48-0-0, 44=96/48-0-0, 43=96/48-0-0, 42=110/48-0-0, 40=236/48-0-0 Max Horz2=-20(load case 4) Max Uplift2=-62(load case 3), 74=-24(load case 3), 72=-3(load case 3), 71=1(load case 3), 70=-l(load case 3), 69=-1(load case 3), 68=-l(load case 3), 67=-2(load case 3), 65=-1(load case 3), 64=2(load case 3), 63=-l(load case 3), 62=-1 (load case 3), 61=-5(load case 3), 56=6(load case 4), 55=-1 (load case 4), 54=-11 (load case 4), 53=-2(load case 4), 52=-1 (load case 4), 50=-2(load case 4), 49=-1 (load case 4), 48=-1(load case 4), 47=-1(load case 4), 46=-1 (load case 4), 45=-3(load case 4), 43=24(load case 4), 40=-65(load case 4) Max Grav2=236(load case 1), 59=76(load case 1), 58=76(load case 1), 75=130(load case 2), 74=96(load case 6), 73=96(load case 1), 72=96(load case 1), 71=96(load case 1), 70=96(load case 6), 69=96(load case 1), 68=96(load case 1), 67=95(load case 6), 66=98(load case 1), 65=96(load case 6), 64=94(load case 1), 63=97(load case 1), 62=96(load case 1), 61=98(load case 6), 60=67(load case 6), 57=67(load case 7), 56=98(load case 7), 55=96(load case 1), 54=97(load case 1), 53=94(load case 1), 52=96(load case 7), 51=98(load case 1), 50=95(load case 7), 49=96(load case 1), 48=96(load case 1), 47=96(load case 7); 46=96(load case 7), 45=96(load case 1), 44=96(load case 1), 43=96(load case 7), 42=130(load case 2), 40=236(load case 1) Continued on page 2 1 Q�OFESS/ONq, ONG yG Fy 2 9919 n OFCAL1Fv- August 3,2005 A WARNING - var(/y design parameters and BEAD NOTES ON TENS AND INCLUDED 6DTEEREFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors: This design is based only upon parameters shown, and 4 for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilPty 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 ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component \ e �m Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. i eL R Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4_1 3/4' • Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each ,. TOP CHORDS other. cz ca JS 3. Place plates on each face of truss at each _ C. o joint and embed fully. Avoid knots and wane 0 0 at joint locations. U�y U U 4. Unless otherwise noted, locate chord splices CL O at'/. panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate ce 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTek° 117773 7771 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type QtY y0 0 817628711 RAY FOGG AGE ROOFTRUSS 2 1 Job Reference (optional) u,uoawnun, , �uvi , n euouu o.2uv s uur 13 2VUD MI I eK Inaustnes, Inc. I ue Aug UL 11:44:10 2UUD Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-47/12, 3-4=34/6, 4-5=-2217, 5-6=-16/16, 6-7=-16/26, 7-8=-16/33, 8-9=-5/35, 9-10=-16/45, 10-11=-16/54,11-12=16/64,12-13=-16/73, 13-14=16/82, 14-15=14/92, 15-16=14/101, 16-17=-14/110, 17-18=-15/120, 18-19=-14/130, 19-20=-8/135, 20-21=15/127, 21-22=-15/127, 22-23=-8/134, 23-24=-14/129, 24-25=15/117, 25-26=-14/107,26-27=-14/96, 27-28=-14/86, 28-29=-16/76, 29-30=-16/65.30-31=-16/55,31-32=-16/45,32-33=-16/36, 33-34=-5/26, 34-35=-16/24, 35-36=16/17, 36-37=16/7, 37-38=-16/7, 38-39=-25/6, 39-40=-38/12, 40-41=0/32 BOT CHORD 2-75=0/70, 74-75=0/70, 73-74=0/70, 72-73=0/70, 71-72=0170, 70-71=0170, 69-70=0/70, 68-69=0/70, 67-68=0/70, 66-67=0/70, 65-66=0170, 64-65=0170, 63-64=0/70, 62-63=0/70, 61-62=0/70, 60-61=0/70, 59-60=0/70, 58-59=0/70, 57-58=0/70, 56-57=0170, 55-56=0/70, 5455=0/70, 53-54=0/70, 52-53=0/70, 51-52=0/70, 50-51=0/70, 49-50=0/70, 46-49=0/70, 47-48=01/0, 46-47=0/70, 45-46=0/70, 44-45=0/70, 43-44=0/70, 42-43=0170, 40-42=0/70 WEBS 20-59=-53/0, 22-58=-53/0, 3-75=-90/6, 474=-64/24, 5-73=-70/16, 6-72=-69/17, 7-71=-69/17, 9-70=-69/17, 10-69=-69/17, 11-68=-69/17, 12-67=-69/17, 13-66=-69/17, 14-65=69/18, 15-64=69/17, 16-63=69/17, 17-62=70/17, 18-61=-70/22, 19-60=-51/9, 23-57=51/9, 24-56=70/23, 25-55=70/17, 26-54=-69/17, 27-53=-69/17, 28-52=69/18, 29-51=-69/17, 30-50=-69/17, 31-49=-69/17, 3248=-69/17, 33-47=-69/17, 35-46=-69/17, 36-45=-69/17, 37-44=-70/16, 38-43=-64/24, 39-42=-90/6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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. . LOAD CASE(S) Standard 1 A WARNING Verb design parometers and READ NOTES ON THIS AND INCLUDED RUTER REFERENCE PAGE MII-7473 BEFORE USE. 7777 Greenback Lane m Design valid for use on with MNTek connectors. This design a based on u Suite 109 M g N Pon Parameters shown, and is for an individual building component. Citrus Hei hts, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not buss designer. Bracing shown 9 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 BCSI I Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *-13/ 'Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the Diafen both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. 1/g -► /g cz ca J5 3. Place plates on each face of truss at each o ca joint and embed fully. Avoid knots and wane 3 v ZX1 at joint locations. O U �y U 4. Unless otherwise noted, locate chord splices. a at V. panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ~ ce c7 c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from. outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Truss Truss Type ry y 00 RAY FOGG B ROOF TRUSS 1 15-16 >999 360 817628712 = a - Lumber Increase 1.25 BC 0.36 Vert(TL) -0.10 15-16 >999 180 Job Reference o tional -•-------- ...<w ow, —<vw nu,on umuamua, nm. iuumug -1I o: to duvo rage, 4-0.0 6-2-8 11-14 16.0.0 20-10-12 25.9-8 28-0-0 32-0.0 4-0.0 2-2-8 4-10.12 4.10.12 4-10-12 4.10.12 2-2-8 4-0.0 Scale = 1:58.2 4x4 4x4 4x8 II 7 4.00 12 6 3x5 5 1-0-0 3x8 • 3x4 4 3x4 2 3 NT 1 fo d 5x5 = 65 20 19 66 67 18 68 69 17 702x4 11 71 16 72 5x5 = 3x4 = 2x4 11 2x4 11 6x6 = 2x4 11 2x4 11 8x9 = 2x4 11 6x6 = 2x4 11 2x4 11 2x4 11 2x4 11 1-0-0 3x8 10 3x4 -- 3x4 11 12 13 N d 73 15 2x4 11 14 74 5x5 = 2x4 11 2x4 11 3x4 = 5x5 = 2x4 11 4-0.0 6-2.8 11-1-4 16-0-0 i 20-10.12 25-9.8 28-M 32.0-0 4-0.0 2-2-8 4.1D-12 4-10-12 410.12 4.10.12 2-2-8 4-0.0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 * Plates Increase 1.25 TC 0.40 Vert(LL) -0.06 15-16 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.10 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 13 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 4671b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std *Except* 6-0-0 oc bracing: 17-18,16-17. 6-8 2 X 4 DF No.1&Btr G, 62-63 2 X 4 DF No.1&Btr G JOINTS 1 Brace at Jt(s): 62, 63 OTHERS 2 X 4 DF Std G REACTIONS (Ib/size). i=1364/0-3-8.13=1364/0 -3-8, 17=8629/0-7-0 Max Horz1=11(load case 3) Max Upliftl=-90(load case 3), 13=-91(load case 4), 17=-893(load case 3) Max Grav1=1411(load case 6),13=141 1(load case 7), 17=8629(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3316/284, 2-3=3276/286, 3.4=3389/312, 4-5=-121/1593, 5-6=-426/4679, 6-7=-221/2426, 7-8=-221/2426, 8 -9= -424/4679,9 -10=125/1593,10-11=-3390/316,11-12=-3276/290,12-13=3317/289 BOT CHORD 1-65=275/3205, 20-65=-275/3205, 19-20=189/1902, 19-66=-189/1902, 66-67=-189/1902, 18-67=-189/1902, 18 -68=1493/167,68 -69= -1493/167,17 -69=-1493/167,17-70=1493/160,70-71=-1493/160,16-71=-1493/160, 16-72=182/1903, 72-73=-182/1903, 15-73=-182/1903, 14-15=-182/1903, 14-74=-268/3206, 13-74=-268/3206 WEBS 4-19=-138/1393, 4-18=3326/348.5-18=-268/2706,5-22=-3611/403,17-22=4015/446, 7-21=1246/95,17-23=4015/446, 9-23=-3611/403, 9-16=-269/2706,10-16=-3326/348, 10-15=-138/1393, 3-20=522/48,4-20=-108/1647.11-14=-522/49, 10 -14=108/1647,22 -62= -643/69,6 -62= -1604/159,23 -63=-643/69,8-63=-1604/157,6-21=-168/2138,8-21=-168/2138, 62-64=-3/38, 63-64=-3/38,17-64=-1931/178 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead 1d and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 32 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind.. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gabl End Detail" Continued on page 2 August 3,2005 A WARNING - VerM design pammecem and READ NOTES ON THIS AND INCLUDED BITES REFERENCE PADS 807-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MLTek connectors. This on design is based Suite 109 only upon parameters shown, Applicability of design paramenters and proper incorporation of component is responsibility of buildinglding for an individual building component. 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Building Component \ e �e�tp Safety Information available from Truss Plate Institute, 583 D'Onof io Drive, Madison, WI 53719. 'r"' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless ♦ �� /q dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions ore in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each �/g TOP CHORDS other. cz ca J5 3. Place plates on each face of truss at each Q c4 joint and embed fully. Avoid knots and wane �O U �� �� i O at joint locations. U�5 = " U 4. Unless otherwise noted, locate chord splices CL 0 0- at 1A panel length (± 6" from adjacent joint.) ce a c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 7_19 7\119 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cussTruss Type Qty P y RAY FOGG B ROOFTRUSS 1 817828712 FJob 2eference (optional) o.cuu s dor 14 Zuua mi i eK mausmes, inc. r ue Aug OZ 11:46:15 2005 Page 2 NOTES 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 158 Ib down at 4-0-0, and 158 Ib down at 27-11-4 on top chord, and 188 Ib down and 4 Ib up at 0-1-12, 365 Ib down and 16 Ib up at 2-0-12, 279 Ib down and 71 Ib up at 4-0-0, 365 Ib down and 16 Ib up at 4-0-12, 365 Ib down and 16 Ib up at 6-0-12, 247 Ib down and 71 Ib up at 6-0-12, 365 Ib down and 16 Ib up at 8-0-12, 247 Ib down and 71 Ib up at 8-0-12, 365 Ib down and 16 Ib up at 10-0-12, 247 Ib down and 71 Ib up at 10-0-12, 365 Ib down and 16 Ib up at 12-0-12, 247 Ib down and 71 Ib up at 12-0-12, 365 Ib down and 16 Ib up at 14-0-12, 247 Ib down and 71 Ib up at 14-0-12, 60 Ib down at 15-9-4, 247 Ib down and 71 Ib up at 16-0-0, 60 Ib down at 16-2-12, 365 Ib down and 16 Ib up at 17-11-4, 247 Ib down and 71 Ib up at 17-11-4, 365 Ib down and 16 Ib up at 19-11-4,247 Ib down and 71 Ib up at 19-114, 365 Ib down and 16 Ib up at 21-11-4, 247 Ib down and 71 Ib up at 21-11-4, 365 Ib down and 16 Ib up at 23-1,1-4, 247 Ib down and 71 Ib up at 23-11-4, 365 Ib down and 16 Ib up at 25-11-4, 247 Ib down and 71 Ib up at 25-114, 365 Ib down and 16 Ib up at 27-11-4, 279 Ib down and 71 Ib up at 27-11-4, and 365 Ib down and 16 Ib up at 29-11-4, and 188 Ib down and 4 Ib up at 31-1074 on bottom chord.'The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 r Uniform Loads (plf) Vert: 1-7=-52, 7-13=-52, 1-13=-20 Concentrated Loads (lb) Vert: 1=-188(B) 13=-188(6) 19=-612(F=247, B=-365) 17=-367(F=-247, B=120) 15=-612(F=-247, B=365) 3=-94(F) 20=-644(F=-279, B=-365) 11=-94(F) 14=-644(F=-279, 6=-365) 65=-365(B) 66=-612(F=-247, B=365) 67=-612(F=-247, B=-365) 68=-612(F=-247, B=-365) 69=-612(F=-247, B=365) 70=-612(F=-247, B=-365) 71=612(F=247, r B= -365)72= -612(F= -247,8= -365)73= -612(F= -247,B=365)74=-365(6) A WARNING - Ver(/y design Parametem and READ NOTES ON THIS AND MMUDED wTBR REPERENCE PAGE ata -7473 BBPOBE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design b based on Suite 109 9 h upon parameters shown, and is for an individual building component. Citrus Heights, Appricabi6ty of design paramenters and proper incorporation of component is responsibility of building designer- not fuss des'gner. Bracing shown g 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 ,q, �r fabrication, quality conhoL storage, delivery, erection and bracing; consult ANSIAPII Quality Criteria, DSB-89 and BCSII Building Component M, ,ekd) Safety Intormailon available from Truss Plate Institute, 503 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. cs c3 3. Place laces on each face of truss at each p _ Q joint and embed fully. Avoid knots and wane tc..11 U� Oat joint locations. U U Uat'A 4. Unless otherwise noted, locate chord splices CL O panel length (± 6'from adjacent joint.) •For 4 x 2 orientation, locate ce c7 O BOTTOM CHORDS S. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIZ-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type City Ply 00 TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.00 6 >999 360 817828713 RAY FOGG HC MONO TRUSS 2 1 ' Rep Stress Incr NO WB 0.03. Horz(TL) 0.00 5 n/a n/a Job Reference (optional) -2-9-15 F 3-6r6 5-6-6 I 2-9-15 3.6.6 2-0.0 - Scale = 1:13.9 C 1.5x4 II 4 4x4 = I 3.66 5-6-6 ' I 366 2-0.0 LOADING(pso SPACING 2-0-0 ) CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.00 6 >999 360 MT20 220/195 TCDL 10.0.- ' Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03. Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr TOP CHORD Sheathed or 5-6-6 oc purtins, except end verticals. BOT CHORD '2 X 6 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS ' . 2 X 4 DF Std f. REACTIONS (Ib/size) 2=392/0-5-8,5=139/Mechanical Max Horz2=68(load case 4) ax Uplift2=-102(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36.2-3=-165/0, 3-4=-19113,4-5=65/23 BOT CHORD 2-7=0/143.6-7=0/143,5-6=01143 WEBS 3-6=0/85,3-5=-156/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 R with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Concentrated loads from layout are not present in Load Case(s): #1 Regular; #3 MWFRS Wind Left; #4 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 51 Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 13 Ib up at 2-9-8, and 13 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 2-5=-20, 1-4=-52 August 3,2005 ® WARNING - Verj/y design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE hof -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design B based only upon parameters shown, and B for an individual building component. Suite 109 Applicability of design parbmenters andro er incorporation Citrus Heights, CA, 95610 p p poration 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/TPI1 Quality Criteria, DSB-89 and BCSII Building Component ' A �ekm Safety Information available from Truss Plate Institute. 563 D'Orofrio Drive, M'Y"' Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/g TOP CHORDS other. �/e -► f- cz c3 J5 3. Place plates on each face of truss at each Co joint and embed fully. Avoid knots and wane at joint locations. O U 4. Unless otherwise noted, locate chord splices d a /4 at ' .panel length (± 6' from adjacent joint.) CB c7 c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTekO V\/\] VW1q 15. Care should be exercised in handling, erection and installation of trusses. ERE MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTok® Holdings, Inc. Job russ Truss Type Qty Ply 0 0 RAY FOGG HC2 MONO TRUSS { 1 817828714 in (loc) I/def! Ud PLATES GRIP Job Reference (optional) S u aw rageI 2-0-0 - 1-10-15 1-10-15 Scale = 1:7.4 Plate Offsets (X,Y): r4:0-2-10,0-5-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 9lb LUmtltK • . TOP CHORD 2 X 4 DF No.1&Btr BOT CHORD 2 X 4 DF No.1&Btr • WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=232/0-5-8, 4=-1/Mechanical BRACING TOP CHORD Sheathed or 1-10-15 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=44(load case 4) Max Uplif@=-86(load case 3), 4=-1 (load case 1) Max Grav2=232(load case 1), 4=36(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/32,2-3=36/14,3-4=-26/119 BOT CHORD 2-4=-5/6 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. . LOAD CASE(S) Standard ' OQRpFESS/pN� ONG 09 19 m August 3,2005 WARNING - ve design 7777 Greenback Lane r1/N 8 Parameters and READ NOTES ON THIS AND INCLUDED IMTER REFERENCE PAGE 1187-7473 BEFORE USE. (p Design valid for use only with NuTek connectors. This design is based on upon Suite 109 g N Po parameters shown, and for an individual building component. Citrus o:i hts, CA, 95610 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown g 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 ,�, ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M, ,e Safety Information available from Truss Plate Institute. 5B3 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/g -► f- cz ca JS 3. Place plates on each face of truss at each o �o joint and embed fully. Avoid knots and wane V �3 3 O at joint locations. U„y = ” U 4. Unless otherwise noted, locate chord splices a 0 CL at Y. panel length (± 6" from adjacent joint.) ce c� c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of •For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 JB J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at� O 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. o loss Truss Type DEFL ly 00 RAV FOGG HC4 MONO TRUSS 13 1 817828715 Vert(LL) -0.01 2-4 >999 360 Job Reference o tional 1 nog u< r.—r r aw rage 1 matin 1.5X4 II 2-0.0 , ' 4-0.0 a = 110.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL . 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 16.0 '' Code UBC97/ANSI95 (Matrix) Weight: 161b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-0-0 oc pudins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=282/0-5-8, 4=95/Mechanical Max Horz2=68(load case 4) Max Uplift2=-72(load case 3) Max Grav2=282(load case 1), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32,2-3=44/14.3-4=-59/5 BOT CHORD 2-4=-10/13 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psi bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ�OFESS/0�,\ ONG yG Fy C7 m Cr 9919 M * /30 *� OF August 3,2005 ® WARNING - Verf y design pararrse[ers and READ NOTES ON TIDS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design B based on u Suite 109 Applicability of design romenters and g only upon Parameters shown, and is for an individual building component. Citrus Heights. CA, 95610�� PP N 9 Pa proper incorporation of component is responvbifity of building designer -not buss designer. Bracing shown g 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 conbol, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component \ �• Safety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Ivfad'non, WI537 19. 'Y":Te V , R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 34' *Center plate on joint unless ♦ �� /q dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each „ TOP CHORDS other. /g,-► ♦_ /8 cz c3 J5 3. Place plates on each face of truss at each o c4 joint and embed fully. Avoid knots and wane Oat joint locations. U�5 U 4. Unless otherwise noted, locate chord splices O at Y. panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate c8 c7 ce O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTek® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITok® Holdings, Inc. rag MiTel TRUSS SCHEDULE Tails Mark TC Pitch BC Pitch Span Amt. Description Front Back AGE 4:12 48-0-0 1 GABLE END. 2-0-0 2-0-0 A 4:12 48-0-0 7 STD. 2-0-0 2-0-0 Al 1 4:12 47-9-0 1 STD. 0 2-0-0 A2 4:12 47-9-0 7 STD. 0 2-0-0 A2GE 4:12 47-9-0 2 GABLE END. 0 2-0-0 A2 4:12 47-9-0 7 STD. 0 2-0-0 Al 4:12 47-9-0 1 STD. 0 2-0-0 A 4:12 48-0-0 7 STD. 2-0-0 2-0-0 AGE 4:12 48-0-0 1 GABLE END. 2-0-0 2-0-0 B 4:12 32-0-0 1 DUTCH HIP GIRDER 2 PLY. 0 0 HC 2.83:12 5-6-6 2 CORNER GIRDER. 2-9-15 0 HC2 4:12 1-10-15 4 MONO. 2-0-0 0 HC4 4:12 4-0-0 13 MONO. 2-0-0 0 Project: J. RAY County: BUTTE Contractor: Endeavor Homes Date: August 2, 2005 Roof: COMP Plan: Snow: 0 Drawn By: Mw Tail Cut: Plumb MiTek® MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Ray_Fogg Fax 916/676-1909 00 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: RI 7628707 thru RI 7628715 My license renewal date for the state of California is September 30, 2006. August 3,2005 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. Job russ Truss Type City Ply 00 (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 817628707 RAY FOGG A � ROOF TRUSS 14 1 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.4410-11 >999 180 Job Reference (optional) N_ 14 d I 16.3-4 24-M 31.8-12 39-5-8 48-0-0 50-0-0 - 2-0-0 8.68 7-8.12 7-8-12 7-8-12 7-8-12 8-6-8 2-0.0 ' Scale = 1:84.3 4.00 FIT 5x5 = 5 ""— 15 14- 13 12 11 10 ,4x6— ' 3x4 // 2x4 II. 5x5 = 3x8 = 5x5 = 2x4 II 6-1-12 8-68 16-3-4 24-" 31.8.12 39-5-8 48-0-0 61-12 2-4-12 7-612 7-612 7-612 7-612 668 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.1810-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.4410-11 >999 180 BCLL . 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 ' Code UBC97/ANSI95 (Matrix) Weight: 222 lb LUMBER BRACING TOP CHORD .2 X 4 DF No.1&Btr TOP CHORD Sheathed or 2-10-14 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std , 5-5-2 oc bracing: 2-15. WEBS 1 Row at midpt 4-12.6-12,7-11 REACTIONS (Ib/size) 2=139/0-3-8,8=1553/0-3-8.15=2244/0-3-8 Max Horz2=-20(load case 4) Max Uplift2=-228(load case 7), 8=-17(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=0/1536, 3-4=-1964/0, 4-5=-1920/15, 5-6=-1920/12, 6-7=-2786/0, 7-8=-3676/0, 8-9=0/32 BOT CHORD 2-15=-1382/0, 14-15=0/522, 13-14=0/520, 12-13=0/1800, 11-12=0/2582, 10-11=0/3408, 8-10=0/3414 WEBS 3-15=-2792/0, 3-14=0/182, 3-13=0/1406, 4-1.3=-340/57, 4-12=219/150,5-12=0/813, 6-12=-1022/11, 6-11=0/568, 7-11=-885/0, 7-10=0/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I; condition I enclosed building, of dimensions 45 It by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard -CO U.1 WI cc ►* lI Q�pFESS/� ,1,/nN��'l 9919 OF CAl IFv`- August 3,2005 ® WARNING - VerM design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Wel connectors. This design is based on u Suite 109 9 h Pon Parameters shown, and for an individual s desing component. Applicability of design paromentersand proper incorporation of component is responsibility of building designer -not hvss designer. Bracing shown Citrus Heights, CA, 95810 m 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, OSB -89 and BCSII Building Component \ ��L Safety Information available from Truss Plate Institute, 583 D'Onotdo Drive, Madison, WI 53719. ,Y"' R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/8 -► f- cz c3 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane Oat joint locations. U = NC6 4. Unless otherwise noted, locate chord splices Y. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate c8 C7 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING sBccl 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job russ Truss Type Qty Ply 0RAY PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 817828708 FOGG At ROOFTRUSS 2 1b Jo Vert(TL) -0.30 7-9 >999 180 BCLL 0.0 Rep Stress Incr Reference (optional) 8.3.8 16-0.4 23-9-0 31-5.12 39-2-8 47-9-0 49-9-0 8.3.8 7-8-12 7-8.12 7-8.12 7-8-12 8.6.8 2-0-0 Scale = 1:81.5 c , 4.00 F12 5x5 = 4 - 13 12 11 10 9 4x5 _ 2x4 I I 5x5. - 3x8 = 5x5 = 2x4 II 8.3.8 16-0-4 23.9-0 31.5-12 39.2-8 47-9-0 8-3-8 7-8-12 7-8-12 7-3-12 7-8.12 8.6.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.12 7-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.30 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 - . Code UBC97/ANSI95 (Matrix) Weight: 214 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr TOP CHORD Sheathed or 4-0-3 oc purlins. BOT CHORD 2 X 4 DF No.1&Bir BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std WEBS 1 Row at midpt 2-12, 5-11, 6-10 REACTIONS (Ib/size) 1=143/Mechanical, 12=2100/Mechanical, 13=212/Mechanical, 7=1084/0-3-8 Max Horz1=-42(load case 4) Max Upliftl=-4(load case 3), 13=-59(load case 7), 7=-37(load case 4) Max Gravl=188(load case 6), 12=2100(load case 1), 13=387(load.case 6), 7=1084(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/379, 2-3=0/1019, 3-4=-452!78, 4-5=-452f75, 5-6=1327/23, 6-7=2240/0, 7-8=0/32 BOT CHORD 1-13=293/28, 12-13=301/25, 11-12=-911/40, 10-11=0/1197, 9-10=0/2049, 7-9=0/2056 WEBS 2-13=-184/240, 2-12=-674/16, 3-12=-1714/0,3-11=0/1567,4-11=-162/39,5-11=-1031/10, 5-10=0/574,6-10=-912/0, 6-9=0/349 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQ�Or- a/pN� ONG YG Fti [ m W G 919 M OF CALt1 August 3,2005 A WARNING - Ver{/fr design pammetcm and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design's based only upon parameters shown, and 4 for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610M1I 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 tracing of the overall structure is the responsibility of the building designer. For general guidance regarding �ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M, ,e Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 4-13/ *Center plate on joint unless dimensions indicate otherwise. l . Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/e -► �- cz c3 JS 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane �� 0 at O �, joint locations. 11 O = U_a 4. Unless otherwise noted, locate chord splices CL Y, O at panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate '-N ca c7 ce O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 ri 12. Anchorage and / or load transferng connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qty Ply 00 TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.11 8-10 >999 360 817628709 RAY FOGG A2 ROOFTRUSS 14 1 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.03 8 n/a n/a Job Reference (optional) ...mow o „u„� mow., ,.u, en muuau, ,u. i uo nuy v i i.ra. i«vw raga r 6.8.1 12-9.7 18-10-12 23-9-0 31.5.12 39.2-8 47-9-0 49-9-0 6.8.1 6.1-5 6.1-5 4-10-4 7-8.12 7-8.12 8-6-8 2-0.0 Scale = 1:81.5 5x5 = 4.00 F12 5 ~ 15 14 13 12 11 10 4x5 = 2x4 11 3x5 - 5x5 = 3x8 = - 5x5 = 2x4 11 6.8.1 12-9-7 18-10-12 23-9-0 31.5.12 39-2-8 47-9-0 6-8-1 6.1-5 6-1-5 4-10-4 7-8-12 7-8-12 8.6-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.11 8-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.28 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 225 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Sheathed or 4-6-12 oc purlins. BOT CHORD 2 X 4- DF No.18Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS . 2 X 4 DF Std WEBS 1 Row at midpt 4-13.6-12.7-11 REACTIONS (Ib/size) 1=301/Mechanical, 13=2332/0-3-8, 8=902/0-3-8 Max Horz 1 =-42(load case 4) Max Upliftl=-3(load case 3), 8=-45(load case 4) Max Gravl=394(load case 6), 13=2332(load case 1), 8=935(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-645/137, 2-3=0/552, 3-4=0/1184, 4-5=0/254, 5-6=0/258, 6-7=-868/50, 7-8=-1780/0, 8-9=0/32 BOT CHORD 1-15=104/560, 14-15=-111/553, 13-14=-506/54, 12-13=-1078/39, 11-12=0!763, 10-11=0/1615, 8-10=0/1621 WEBS 2 -15=0/280,2 -14= -752/12,3 -14=0/468,3 -13= -822/10,4 -13=-1740/0,4-12=0/1475,5-12=-456!7,6-12=1043/9,6-11=0/587, 7-11=-915/0,7-10=0/347 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard D Q�kpFESS/ON ONGrn c� m 919 73 OF August 3,2005 A WARNING - Verffly design panameters and READ NOTES ON THIS AND I19CLVDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design Citrus Heights, CA, 85610 pp y ig pgramenters 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 lempwary bracing to insure stability during construction is the responsibilriy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ■q■� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M 8 Bek Safety Information available from Truss Plate Institute. 583 D'Onof io Drive, Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless ♦ 4-13/ � /q dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/e -► cz cs JS 3. Place plates on each face of truss at each cq joint and embed fully. Avoid knots and wane oweU VX; 0 at joint locations. = " 4. Unless otherwise noted, locate chord splices a 011 U /. at panel length (± 6" from adjacent joint.) ca C7 C6 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from_ outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 x 4 to Second 9. Lumber shall be of the species and size, and in to or better than the perpendicular slots. all respects, equal dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek' 0771 177115. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russNSS ype ty y 0 0 PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 817628710 RAY FOGG A2GE ROOFTRUSS Lumber Increase 1 BC 0.07 Vert(TL) -0.02 39 n/r 90 BCLL 0.0 Rep Stress Incr Job Reference (optional) H 4%° 73 72 71 70 69 68 67 66 '65' 64 63 62 61' 60 59 58 57 5655 54 53 52 51 5&9 48 47 46 45 44 43 42 41 40 4x5 = 5x5 = 3x6 = u.. -o.., 11 I'll m-1 111-ulub, on, lunnug- lr:9o:rV LVW rage r 23.941 47-9-0 49-9-0 23-9-0 24.0-0 2-0.0 • - Scale= 1:81.5 3x6 = 19 20 to n. 47-9-0 191V d LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 39 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.02 39 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 38 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 329 lb LUMBER BRACING TOP CHORD 2 X 4 DF NoA&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 DF Std G " t REACTIONS (Ib/size) 1=80/47-9-0, 57=70/47-9-0, 56=81/47-9-0, 73=195/47-9-0, 72=55/47-9-0, 71=105/47-9-0, 70=96/47-9-0, 69=98/47-9-0, 68=96/47-9-0, 67=96/47-9-0, 66=96/47-9-0, 65=96/47-9-0, 64=96/47-9-0, 63=96/47-9-0, 62=97/47-9-0 61=96/47-9-0, 60=95/47-9-0, 59=95/47-9-0, 58=57/47-9-0, 55=76/47-9-0, 54=98/47-9-0, 53=96/47-9-0, 52=96/47-9-0, 51=96/47-9-0, 49=96/47-9-0, 48=96/47-9-0, 47=96/47-9-0, 46=96/47-9-0, 45=96/47-9-0, 44=96/47-9-0 , 43=94/47-9-0, 42=107/47-9-0, 41=43/47-9-0, 40=214/47-9-0, 38=253/47-9-0 Max Horz 1 =-42(load case 4) Max Uplift73=5(load case 3), 72=-l(load case 3), 71=1(load case 3), 70=-2(load case 3), 69=-2(load case 3), 68=-1(load case 3), 67=-1(load case 3), 66=-l(load case 3), 65=-1(load case 3), 64=1(load case 3), 63=-1(load case 3), 61=-1(load case 3), 60=-2(load case 3), 59=7(load case 3), 55=-3(load case 4), 54=-4(load case 4), 53=-1(load case 4), 52=-l(load case 4), 51=-l(load case 4), 49=-l(load case 4), 48=1(load case 4), 47=-l(load case 4), 46=-l(load case 4), 45=-1(load case 4), 44=1(load case 4), 43=-3(load case 4), 41=-26(load case 4), 38=58(load case 4) Max Grav1=80(load case 1), 57=70(load case 1), 56=81 (load case 1), 73=195(load case 6), 72=55(load case 6), 71=105(load case 1), 70=96(load case 6), 69=98(load case 1), 68=96(load case 1), 67=96(load case 1), 66=96(load case 6), 65=96(load case 1), 64=96(load case 1), 63=96(load case 6), 62=97(load case 1), 61=96(load case 1), 60=95(load case 1), 59=97(load case 6), 58=57(load case 1), 55=77(load case 7), 54=98(load case 7), 53=96(load case 1), 52=96(load case 1), 51=96(load case 7), 49=96(load case 1), 48=96(load case 1), 47=96(load case 7), 46=96(load case 1), 45=96(load case 1), 44=96(load case 7), 43=94(load case 1), 42=107(load case 1), 41=43(load case 7), 40=215(load case 7), 38=253(load case 1) OQROFESS/pN ONG yG Fti c� m 0 09919rn Continued on page 2 �tOFCAL1FVt_ August 3,2005 ® WARNING - Ver{/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an irdividual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is res Citrus Heights, CA, 95610 is for lateral supportPo g to insure stability building designer- not puss designer. Bracing shown 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 Ob Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. - MiTek Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3/4' *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. ��8,♦ cs ca 3. Place face truss o �e J5 0::0 �� ; 0 plates on each of at each joint and embed fully. Avoid knots and wane at joint locations. U U ,,y U U Z~CL X 4. Unless otherwise noted, locate chord splices 0O at'/. panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate ce c7 c6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9' from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® �� 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® ® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cuss Truss Type Qty y0817628710RAY FOGG A2GE ROOFTRUSS 2 1iob Reference (optional) Endeavor homes, urovaue, c;A adwd 6.200 s Jul 13 2005 MiTek Industries, Inc. Tue Aug 02 11:48:14 2005 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-52/23,2-3=-30/1, 3-4=-21/9,4-5=-16/18, 5-6=-17/23, 6-7=5/28, 7-8=-16/37, 8-9=-16/47, 9-10=-16/56, 10-11=-16/65, 11-12=-16/75, 12-13=-16/84, 13-14=-16/94 , 14-15=-16/103, 15-16=-15/112, 16-17=-15/122, 17-18=-15/133, 18-19=-7/134, 19-20=-17/127, 20-21=16/127, 21-22=-11/134, 22-23=-15/127, 23-24=-15/115, 24-25=-15/105,25-26=-15/94, 26-27=-15/84, 27-28=-15f73,28-29=-15/63, 29 -30=-15/53,30-31=-15/43,31-32=-15/34,32-33=0/24,33-34=-15/22, 34-35=-15/15, 35-36=11/10, 36-37=-25/0, 37-38=-38/26, 38-39=0/32 BOT CHORD 1-73=0/70, 72-73=0170, 71-72=01`70, 70-71=0/70, 69-70=0/70, 68-69=0/70, 67-68=0/70, 66-67=0170, 65-66=0/70, 64-65=0170, 63-64=01`70, 62-63=0/70, 61-62=0/70, 60-61=0170, 59-60=0/70,•58-59=0/70, 57-58=0/70, 56-57=0/70, 55-56=0/70, 54-55=0/70, 53-54=0/70, 52-53=0/70, 51-52=0/70, 50-51=0170, 49-50=0/70, 48-49=0/70, 47-48=0170, 4647=01`70, 4546=0170, 44-45=0/70, 43-44=0/70, 42-43=0/70, 4142=0/70, 40-41=0/70, 38-40=0/70 WEBS 19-57=-47/0, 21-56=-57/0, 2-73=-130/30,3-72=-45/13,4-71=74/18, 5-70=-70/17, 7-69=-71/18, 8-68=-69/17, 9-67=-69/17, 10-66=-69/17, 11-65=-69/17, 12-64=-69/17 , 13-63=-69/17, 14-62=-69/17, 15-61=-69/17, 16-60=-70/17, 17-59=-68/24, 18-58=45/1, 22-55=-57/14, 23-54=-70/21, 24-53=70/17, 25-52=-69/17, 26-51=69/17, 2749=69/17, 28-48=69/17, 29-47=-69/17,3046=-69/17, 31-45=-69/17, 32-44=-69/17,34-43=-68/17, 35-42=-76/17,36.-41=-32/19,37-40=-155/20 NOTES 1) Unbalanced roof live loads have been considered for this design. 2),This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3), Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable, studs spaced at 14-0 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. LOAD CASE(S) Standard A WARNING - Ver(& design Parmmetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane 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 incorporation of component is responsibility of building designer -not puss 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 responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. MiTek Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury • Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/8 -► ♦- /8 M 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane 0 Dc,JS at joint locations. �,� OU U 4. Unless otherwise noted, locate chord splices 0 O_ at'/. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate cs c7 ce 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints al ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTekO 17\7\1 17\674 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Moldings, Inc. Job russ Truss Type tyy Plate Offsets (X,Y): [21:0-3-0,Edge], [52:0-2-8,0-3-0] r65:0 -2-8.G-3-0] LOADING(psf) SPACING 2-0-0 R17628711 RAY FOGG AGE ROOF TRUSS 2 1 FJob TC 0.19 Vert(LL) -0.02 41 n/r 120 MT20 220/195 TCDL 10.0 eference (optional) v.avv a aur w cuua mi r nn inaummca, mc. rue mug uc .';";10 [uua rage 7 •2.0.0 24-0-0 48-0-0 50.0-0 2-0-0 24-0-0 , 24-04 2-0-0 Scale = 1:84.3 3x8 = 20 21 9%0 75 74 73 72 71 70 69 88 67 66 65 84 63 62 61 60 59 5857 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 05 5x5.= 5x5 = REACTIONS (Ib/size) 2=236/48-0-0, 59=76/48-0-0, 58=76/48-0-0, 75=110/48-0-0, 74=96/48-0-0, 73=96/48-0-0, 72=96/48-0-0, 71=96/48-0-0, 70=96/48-0-0, 69=96/48-0-0, 68=96/48-0-0, 67=95/48-0-0, 66=98/48-0-0, 65=96/48-0-0, 64=94/48-0-0 , 63=97/48-0-0, 62=96/48-0-0, 61=97/48-0-0, 60=66/48-0-0, 57=66/48-0-0, 56=97/48-0-0, 55=96/48-0-0, 54=97/48-0-0, 53=94/48-0-0, 52=96/48-0-0, 51=98/48-0-0, 50=95/48-0-0, 49=96/48-0-0, 48=96/48-0-0; 47=96/48-0-0 „-46=96/48-0-0, 45=96/48-0-0, 44=96/48-0-0, 43=96/48-0-0, 42=110/48-0-0, 40=236/48-0-0 Max Horz2=-20(load case 4) Max Uplift2=-62(load case 3), 74=-24(load case 3), 72=-3(load case 3), 71=1(load case 3), 70=-l(load case 3), 69=-l(load case 3), 68=-1(load case 3), 67=-2(load case 3), 65=-1(load case 3), 64=-2(load case 3), 63=-l(load case 3), 62=-1 (load case 3), 61=-5(load case 3), 56=6(load case 4), 55=-1 (load case 4), 54=-1 (load case 4), 53=-2(load case 4), 52=-1 (load case 4), 50=-2(load case 4), 49=-1 (load case 4), 48=1 (load case 4), 47=-1 (load case 4), 46=-1 (load case 4), 45=-3(load case 4), 43=24(load case 4), 40=-65(load case 4) Max Grav2=236(load case 1), 59=76(load case 1), 58=76(load case 1), 75=130(load case 2), 74=96(load case 6), 73=96(load case 1), 72=96(load case 1), 71=96(load case 1), 70=96(load case 6), 69=96(load case 1), 68=96(load case 1), 67=95(load case 6), 66=98(load case 1), 65=96(load case 6), 64=94(load case 1), 63=97(load case 1), 62=96(load case 1), 61=98(load case 6), 60=67(load case 6), 57=67(load case 7), 56=98(load case 7), 55=96(load case 1), 54=97(load case 1), 53=94(load case 1), 52=96(load case 7), 51=98(load case 1), 50=95(load case 7), 49=96(load case 1), 48=96(load case 1), 47=96(load case 7), 46=96(load case 7), 45=96(load case 1), 44=96(load case 1), 43=96(load case 7), 42=130(load case 2), 40=236(load case 1) Continued on page 2 OQRpFESS/OH\ ONG yG �Lc m09919 OF August 3,2005 A WARNJNG - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design va0d for use only with MTek connectors. This design 4 based only upon parameters shown, and Is for an individual building component. Suite 109 Appricabi6ty, of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 - Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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/1 111 Quality Criteria, DSB-89 and BCSII Building Component, A �ekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i 48-0-0 Plate Offsets (X,Y): [21:0-3-0,Edge], [52:0-2-8,0-3-0] r65:0 -2-8.G-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.02 41 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.03 41 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 40 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 3331b LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS ' 2 X 4 DF Std G w REACTIONS (Ib/size) 2=236/48-0-0, 59=76/48-0-0, 58=76/48-0-0, 75=110/48-0-0, 74=96/48-0-0, 73=96/48-0-0, 72=96/48-0-0, 71=96/48-0-0, 70=96/48-0-0, 69=96/48-0-0, 68=96/48-0-0, 67=95/48-0-0, 66=98/48-0-0, 65=96/48-0-0, 64=94/48-0-0 , 63=97/48-0-0, 62=96/48-0-0, 61=97/48-0-0, 60=66/48-0-0, 57=66/48-0-0, 56=97/48-0-0, 55=96/48-0-0, 54=97/48-0-0, 53=94/48-0-0, 52=96/48-0-0, 51=98/48-0-0, 50=95/48-0-0, 49=96/48-0-0, 48=96/48-0-0; 47=96/48-0-0 „-46=96/48-0-0, 45=96/48-0-0, 44=96/48-0-0, 43=96/48-0-0, 42=110/48-0-0, 40=236/48-0-0 Max Horz2=-20(load case 4) Max Uplift2=-62(load case 3), 74=-24(load case 3), 72=-3(load case 3), 71=1(load case 3), 70=-l(load case 3), 69=-l(load case 3), 68=-1(load case 3), 67=-2(load case 3), 65=-1(load case 3), 64=-2(load case 3), 63=-l(load case 3), 62=-1 (load case 3), 61=-5(load case 3), 56=6(load case 4), 55=-1 (load case 4), 54=-1 (load case 4), 53=-2(load case 4), 52=-1 (load case 4), 50=-2(load case 4), 49=-1 (load case 4), 48=1 (load case 4), 47=-1 (load case 4), 46=-1 (load case 4), 45=-3(load case 4), 43=24(load case 4), 40=-65(load case 4) Max Grav2=236(load case 1), 59=76(load case 1), 58=76(load case 1), 75=130(load case 2), 74=96(load case 6), 73=96(load case 1), 72=96(load case 1), 71=96(load case 1), 70=96(load case 6), 69=96(load case 1), 68=96(load case 1), 67=95(load case 6), 66=98(load case 1), 65=96(load case 6), 64=94(load case 1), 63=97(load case 1), 62=96(load case 1), 61=98(load case 6), 60=67(load case 6), 57=67(load case 7), 56=98(load case 7), 55=96(load case 1), 54=97(load case 1), 53=94(load case 1), 52=96(load case 7), 51=98(load case 1), 50=95(load case 7), 49=96(load case 1), 48=96(load case 1), 47=96(load case 7), 46=96(load case 7), 45=96(load case 1), 44=96(load case 1), 43=96(load case 7), 42=130(load case 2), 40=236(load case 1) Continued on page 2 OQRpFESS/OH\ ONG yG �Lc m09919 OF August 3,2005 A WARNJNG - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design va0d for use only with MTek connectors. This design 4 based only upon parameters shown, and Is for an individual building component. Suite 109 Appricabi6ty, of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 - Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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/1 111 Quality Criteria, DSB-89 and BCSII Building Component, A �ekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 4_1 3/4*Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply 1. Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each „ TOP CHORDS other. �/e -► 4- /8 3. Place face truss at each J5 �� ZX 0 3 O plates on each of joint and embed fully. Avoid knots and wane at joint locations. U U ,,y = 4. Unless otherwise noted, locate chord splices a OCLO /4 panel length (± 6" from adjacent joint.) For 4 x 2 orientation, locate ca BOTTOM CHORDS C6 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /9'from. outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING seccl 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 0771 77115. Care should be exercised in handling, erection and installation of trusses. ERE MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cuss TrussType-Qty y o 0 RAY FOGG AGE ROOF TRUSS � 1 817628711 EndnnwrFlemna (lmvillw (:s aSeAS _ Job Reference (optional) ___ . -_ ____ --._ _ FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=47/12, 3-4=34/6, 4-5=-2217, 5-6=-16/16, 6-7=-16/26, 7-8=-16/33, 8-9=-5/35, 9-10=-16/45, 10-11=-16/54, 11-12=16/64, 12-13=16/73, 13-14=-16/82, 14-15=14/92, 15-16=14/101, 16-17=-14/110, 17-18=-15/120, 18-19=-14/130, 19-20=8/135, 20-21=-15/127, 21-22=-15/127, 22-23=-8/134, 23-24=-14/129, 24-25=15/117, 25-26=-14/107, 26-27=-14/96, 27-28=-14/86, 28-29=-16/76, 29-30=-16/65, 30-31=-16/55, 31-32=-16/45, 32-33=-16/36,33-34=-5/26, 34-35=-16/24, 35-36=16/17, 36-37=-1617,37-38=-16/7„38-39=-25/6, 39-40=-38/12, 40-41=0/32 BOT CHORD 2-75=0)'70, 74-75=0f70, 73-74=0170, 72-73=0f70, 71-72=0f70, 70-71=0/70, 69-70=0i70, 68-69=0170, 67-68=Of70, 66-67=0170, 65-66=0f70, 64-65=0)'70, 63-64=0/70, 62-63=0170, 61-62=0/70; 60-61=0f70, 59-60=0f70, 58-59=0/70, 57-58=0170, 56-57=0/70, 55-56=0/70, 54-55=0/70, 53-54=0f70, 52-53=0170, 51-52=0/70, 50-51=0/70, 49-50=0170, 48-49=0170, 47-48=0f70, 46-47=0170, 45-46=0/70, 44-45=0f70, 43-44=0/70, 42-43=0170, 40-42=0/70 WEBS 20.59=-53/0, 22-58=-53/0, 3-75=-90/6, 4-74=-64/24, 5-73=-70/16, 6-72=-69/17, 7-71=-69/17, 9-70=-69/17, 10-69=-69/17, 11-68=-69/17, 12-67=-69/17, 13-66=-69/17, 14-65=69/18;15-64=69/17, 16-63=69/17, 17-62=70/17, 18-61=-70/22, 19-60=-51/9, 23-57=51/9, 24-56=70/23, 25-55=70/17, 26-54=-69/17, 27-53=-69/17, 28-52=69/18, 29-51=69/17, 30-50=69/17, 31-49=-69/17, 3246=-69/17, 33-47=-69/17, 35-46=-69/17, 36-45=-69/17, 37-44=-70/16, 38-43=-64/24, 39-42=-90/6' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 48 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 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. LOAD CASE(S) Standard j 4 L ® WARNING - veow design Parameters and READ NOTES ON THIS AND fNCLODED WTER REFERENCE PAGE AIU.7473 BEFORE USE. 7777Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 10 Applicability of design paramenters and ro inc component responsibility of building designer - not truss designer. Bracing shown Citrus Heights, p per incorporation cam rent ares CA, 95610 - o 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 ■�, ek fabrication; quarity control, storage, delivery, erection and bracing, consult ANS1/TPI1 Quality Criteria, DSB-89 and BCSII Building Component M. ,e Salety Information available from Truss Plate Institute, 563 D'Onofrio Drive, Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/e -► ♦- /g cz c3 JS 3. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane u Al 0 at joint locations. U = " U 4. Unless otherwise noted, locate chord splices a 0 CL at 14 panel length (± 6' from adjacent joint.) • For 4 x 2 orientation, locate CB c7 ce 10 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBG 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. h d 4 41 IIN A engineer. MiTek® V\/N vwQ 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job Truss Truss Type city y 0RAY FOGG a ROOFTRUSS 1 Job Reference (optional) 817628712 luunuu- .---Vo regal 4-0-0 6.2-8 11.1-4 16-0-0 20-10-12 25-9-8 28-0.0 32.0.0 4-0-0 2-2-8 4-10.12 4.10.12 4.50.12 4.10-12 2-2-8 4-0.0 4.00 F12 3x5 5 4x4 -- 4x4 4x8 I I " 8 7 8 Scale = 1:58.2 0-0 3x8 10 3x41 3x4 12 13 it I6 73 15 2x4 I I 14 74 5x5 = 2x4 II 2x4 II 3x4 = 5x5 = 2x4 11 4-0.0 6.2.8 11-1-4 .16.0-0 20-10-12 25-9.8 28-0-0 32.0.0 4-0-0 2-2-8 4-10-12 4-10-12 4.10.12 4.10-12 2-2-8 4-0.0 Plate Offsets (X,Y): [1:0-0-12,0-2-81, [13:0-0-12,0-2-81 [16:0-2-0 0-0-8] [17'0-4-8 0-50] [18:0-2-0 0-0-8] [28:0-1-100-0-12] [570-1 100-0-121 LOADING (psf) SPACING 2-0-0 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: CSI 6-0-0 oc bracing: 17-18,16-17. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase ' 1.25 TC 0.40 Vert(LL) -0.06 1516 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.10 15-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.01 13 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 467 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std *Except* 6-0-0 oc bracing: 17-18,16-17. 6-8 2 X 4 DF No.1&Btr G, 62-63 2 X 4 DF No.1&Btr G JOINTS 1 Brace at Jt(s): 62, 63 OTHERS 2 X 4 DF Std G REACTIONS (Ib/size) 1=1364/0-3-8,13=1364/0-3-8,17=8629/D-7-0 Max Horzl=l l(load case 3) Max Upliftl=-90(load case 3), 13=-91 (load case 4), 17=-893(load case 3) Max Gravl =141 1 (load case 6), 13=1411(load case 7), 17=8629(load easel) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3316/284, 2-3=3276/286, 3-4=-3389/312, 4-5=-121/1593, 5-6=-426/4679, 6-7=-221/2426, 7-8=-221/2426, 8-9=-424/4679, 9-10=-125/1593, 10-11=-3390/316, 11-12=-3276/290, 12-13=-3317/289 BOT CHORD 1-65=275/3205,20-65=-275/3205,19-20=189/1902,19-66=-189/1902, 66-67=-189/1902,18-67=-189/1902, 18 -68=1493/167,68 -69= -1493/167,17 -69=-;493/167,17-70=1493/160,70-71=-1493/160,16-71=-1493/160, 16-72=182/1903, 72-73=-182/1903, 1573=-182/1903, 14-15=182/1903, 14-74=-268/3206,13-74=-268/3206 WEBS 4 -19= -138/1393,4 -18=3326/348,5-18=-268/2706,5-22=-3611/403,17-22=-40151446, 7-21=-1246195,17-23=-4015/446, 9-23=-3611/403, 9-16=-269/2706,10-16=-3326/348,10-15=-138/1393, 3-20=-522/48,4-20=-108/1647,11-14=-522/49, 10 -14=108/1647,22 -62= -643/69,6 -62= -1604/159,23 -63=-643/69,8-63=-1604/157,6-21=-168/2138,8-21=-168/2138, 62-64=3/38, 63-64=-3/38,17-64=-193i/178 NOTES 1) 2 -ply truss to be connected together with 0.131'x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead li and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 32 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gabe End Detail" Continued on page 2 August 3,2005 A WARNING - Verb deadgn Paromefera and READ NOTES ON TRIS AND INCLUDED MMES REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with MTek connectors. This design b based cn upon Suite 109 g N en parameters shown, and is Fw on individual building component. Citrus Heights, CA, 9561U11 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fw general guidance regarding fabrication, cluafiy control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Crftedo, DSB-89 and BCSIl Building Component \ A m Safety Information available from Truss Plate Institute, 583 D'Onof io Dive, Madison, WI 53719. M R Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " • Center plate on joint unless ► ,4-13/; � /q dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each t/g TOP CHORDS other. 14'-► f- cz ca JS 3. Place plates on each face of truss at each _ o c, joint and embed fully. Avoid knots and wane U 3 O at joint locations. U �5 = 4. Unless otherwise noted, locate chord splices CL d at 1A panel length (± 6" from adjacent joint.) ca V C6 O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. MiTek® 17\7\1 vwq 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job cuss Truss Type ty 0 0 817628712 RAY FOGG B ROOF TRUSS 1' T72 Job Reference o tional NOTES 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-40 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 Ib down at 4-0-0, and 158 Ib down at 27-11-4 on top chord, and 188 Ib down and 4 Ib up at D-1-12, 365 Ib down and 16 Ib up at 2-0-12, 279 Ib down and 71 Ib up at 4-0-0, 365 Ib down and 16 Ib up at 4-0-12, 365 Ib down and 16 Ib up at 6-0-12, 247 Ib down and 71 Ib up at 6-0-12, 365 Ib down and 16 Ib up at 6-0-12, 247 Ib down and 71 Ib up at 8-0-12, 365 Ib down and 16 Ib up at 10-0-12, 247 Ib down and 71 Ib up at 10-0-12, 365 Ib down and 16 Ib up at 12-0=12, 247 Ib down and 71 Ib up at 12-0-12, 365 Ib down and 16 Ib up at 14-0-12, 247 Ib down and 71 Ib up at 14-0-12, 60 Ib down at 15-9-4, 247 Ib down and 71 Ib up at 16-0-0, 60 Ib down at 16-2-12, 365 Ib down and 16 Ib up at 17-11-4, 247 Ib down and 71 Ib up at 17-11-4, 365 Ib down and 16 Ib up at 19-11-4,-247 Ib down and 71 Ib up at 19-11-4, 365 Ib down and 16 Ib up at 21-11-4, 247 Ib down and 71 Ib up at 21-11-4, 365 Ib down and 16 Ib up at 23-11-4, 247 Ib down and 71 Ib up at 23-11-4, 365 Ib down and 16 Ib up at 25-11-4, 247,Ib down and 71 Ib up at 25-11-4, 365 Ib down and 16 Ib up at 27-11-4, 279 Ib down and 71 Ib up at 27-11-4, and 365 Ib down and 16 Ib up at 29-11-4, and 188 Ib down and 4 Ib up at 31-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:, 1-7=-52, 7-13=-52, 1-13=-20 Concentrated Loads (lb) ` Vert: 1=-188(B) 13=-188(8) 19=612(F=247, 8=-365) 17=-367(F=-247, B=120) 15=-612(F=-247, B=365) 3=-94(F) 20=-644(F=-279, 8=-365) 11=-94(F) 14=-644(F=-279, B=:365) 65=-365(8) 66=-612(F=-247, 121=365) 67=-612(F=-247, B=-365) 68=612(F=247, B=-365) 69=-612(F=-247, 121=365) 70=-612(F=-247, B=-365) 71=612(F=247, B=-365) 72=-612(F=247, 8=-365) 73=-612(F=-247, 8=-365) 74=-365(6) A WARNINO - Verb design parameters and READ NOTES ON THIS AND INCLUDED MTER REFERENCE PAGE bW.7473 BEFORE USE, - 7777 Greenback Lane m Design valid for use only with hMek connectors. This design is based on upon g Suite 109 Applicability of design ramenters and proper incorporationg ly pn parameters shown, and is for an individual building component. 1 Citrus Heights, CA, 95610 PP l g Pa p ediial component a responsibility of building stability 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/TPI1 Quality Criteria, DSB-89 and BCSII Building Component MITG r eke - Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ♦ �� 3/4' • Center plate on joint unless dimensions indicate otherwise. l . Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. �/e -► f- C2 C3 JS 3. Place plates on each face of truss at each ? o cq joint and embed fully. Avoid knots and wane 0 U �� 3 Cie at joint locations. U �,5 U ZX1 4. Unless otherwise noted, locate chord splices CL at V. panel length (± 6" from adjacent joint.) • For 4 x 2 orientation,1ocate Ce C7 ce 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. A engineer. MiTek® 7775 vwq15. Care should be exercised in handling, � erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russcussType CSI ry y (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 RAY FOGG HC MONO TRUSS 2 1 Job TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 Reference (optional) — nomas, urine. CA 95965 5.200 s Jul 13 2005 MiTek Industries, Inc. Tue Aug 02 11:48:17 2005 Page 1 2.9-15 - 3.6.6 2-0-0 Scale = 1:13.9 1.5x4 II 4 4x4 = I 3-6-6 I 5-6-6 1 3-6.6 2.0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.00 6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 27 lb LUMBER TOP CHORD 2 X 4 OF No.1&Btr BOT CHORD 2 X 6 OF No.1&Btr WEBS 2 X 4 OF Std REACTIONS (Ib/size) 2=392/0-5-8, 5=139/Mechanical Max Horz2=68(load case 4) Max Uplift2=-102(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/36,2-3=-165/0,3-4=-19/13,4-5=65r23 BOT CHORD 2-7=0/143,6-7=0/143,5-6=0/143 WEBS 3.6=0/85, 3-5=-156/0 BRACING TOP CHORD Sheathed or 5-6-6 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Concentrated loads from layout are not present in Load Case(s): #1 Regular; #3 MWFRS Wind Left; 94 MWFRS Wind Right; #5 MWFRS 1st Wind Parallel. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 13 Ib up at 2-9-8, and 13 Ib up at 2-9 8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. OFESS/ 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ONG yG y 09919 W LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-5=-20,1-4=-52 OF CAL August 3,2005 A WARNING - Ver(/d design parameters and READ NOTES ON TNTB AND INCLUDED MITER BEPERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for on individual building component. Suite 109 Applicability of deign paromenters and proper incorporation of component is responsibility, of building designer - not truss designer. Bracing shown Citrus Heights, C0. 85610 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/TPI I Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, Madison, WI 53719. „ R Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury ,4-13/ *Center plate on joint unless dimensions indicate otherwise. Dimensions are in inches. Apply l . Provide copies of this truss design to the plates to both sides of truss and building designer, erection supervisor, property owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each .. TOP CHORDS other. �/e -► f- /8 C3 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane tc�,J 0U���O at joint locations. U 01 U4. Unless otherwise noted, locate chord splices at 114 panel length (± 6" from adjacent joint.) • For 4 x 2 orientation, locate ce c7 c 0 BOTTOM CHORDS 5. Unless otherwise noted, moisture content of lumber shall not exceed 1971, at time of fabrication. plates 1 /8" from outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke L1775 77915. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. Job russ Truss Type Qty Plyo0 RAY FOGG HC2 ' MONO TRUSS q 1 817628714 FnAaaun. Ynrr,aa n,.,.:ne �s es�� in (loc) I/defl L/d Job Reference (optional) v.cav soul lr cvu.s m„en,Iluuaul , IV. IYtl nYg VL 11:90:1! LVY� regal 1-10.15 3 2.0.0 - 1-10.15 1-10-15 Scale = 1:7.4 Plate Offsets (X,Y): [4:0-2-10,0-5-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.17 Vert(LL)I -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 9lb L11MISER TOP CHORD 2 X 4 DF No.1&Bir BOT CHORD 2 X 4 DF No.1&Bir WEBS 2 X 4 OF Std REACTIONS (Ib/size) 2=232/0-5-8, 4=-1/Mechanical BRACING TOP CHORD Sheathed or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=44(load case 4) Max Uplift2=-86(load case 3), 4=-1 (load case 1) Max Grav2=232(load case 1), 4=36(load,case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32,.2-3=36/14,3-4=-26/19 BOT CHORD 2-4=-5/6 NOTES 1) This truss has been designed for the Wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard August 3,2005 ® WARNIM2 - Verffly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane � Design valid for use only with MOTek connectors. This desi n is based on u Suite 109 Applicability of design ramenters and g only Pon Parameters shown, and for an individual building component. Citrus Heights, CA, 95610�� PP N g pa proper incorporation of component is responsibility of.buikding designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additioncl 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, OSB -89 and BCSII Building Component \ �ekm Safety Information available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719. M i, Symbols Numbering System Q General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury *Center plate on joint unless dimensions indicate otherwise. l . Provide copies of this truss design to the Dimensions are in inc hes. Apply plates to both sides h truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each 1/g TOP CHORDS other. cz c3 J5 3. Place plates on each face of truss at each o c, joint and embed fully. Avoid knots and wane U 3 0 at joint locations. �+3 U ,,5 = " U 4. Unless otherwise noted, locate chord splices a O at 1A panel length (± 6' from adjacent joint.) •For 4 x 2 orientation, locate cs BOTTOM CHORDS ce O 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. SOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBO 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MITek® Holdings, Inc. Job fuss Truss Type Qty DEFL in (loc) I/defl Ud 1 TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 JR17628715 RAY FOGG HC4 MONO TRUSS 13 FyTJob BC 0.10 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 •- Rep Stress Incr eference (optional) u.euu a uw i v cuua ..... mausuraa, mc. rue rang u[ 1 1;ao:1 r [uuo rage i 1.5x4 11 2-0-0 4.0.0 = 1:10.5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 •- Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0' Code UBC97/ANSI95 (Matrix) Weight: 16 Ib LUMBER •' BRACING TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Sheathed or 4-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr 4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=282/0-5-8, 4=95/Mechanical Max Horz2=68(load case 4) Max Uplift2=42(load case 3) Max Grav2=282(load case 1), 4=95(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD .1-2=0/32,2-3=44/14,3-4=-59/5 BOT CHORD 2-4=-10/13 NOTES 1) This truss has been designed for the wind loads generated by 80 mph Winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 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 not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard August 3,2005 A WARNING - VerM design pammetem and READ NOTES ON THIS AND INCLEWED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 MM. ,eke Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 " *Center plate on joint unless dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply plates to both sides of truss and building designer, erection supervisor, property securely seat. owner and all other interested parties. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. /8,♦ /8 cz c3 3. Place plates on each face of truss at each o joint and embed fully. Avoid knots and wane �at Ou joint locations. Acl �,, O U = Uat 4. Unless otherwise noted, locate chord splices a 0 0 - Y. panel length (± 6" from adjacent joint.) ca a O BOTTOM CHORDS 5. Unless otherwise noted, moisture content of For 4 x 2 orientation, locate lumber shall not exceed 19% at time of fabrication. plates 1 /8" from, outside edge J 1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 4 9. Lumber shall be of the species and size, and x perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins provided at spacing shown on design. ICBG 3907, 4922 LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING Indicates location of joints at ® 14. Do not cut or alter truss member or plate without prior approval of a professional which bearings (supports) occur. engineer. M iTeke 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. h E.H.USE ONLY Plot Plan Attached Floor Plan Attadied Sent to BD/DS TO:. Building Division - Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance �U"� P., , — a ,� Owner Location AP# Plan Approved for: Sewage Disposa Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: Water Supply: Public Private Well \ _ n -r(— 1 n 1 Environmen al Balt pecialist Date Building Clearance 9/2005 =�SITE PLAN :.....:__• ................:......:......:..i7..:_.........___ ......_..... .. .. • . . . . . . . . . . . . i r:.. _ _ .............. ..............s..... r------ ,.. ._s.. _:_..___:............... .. _..___:_.... _ ._. _. ... __ .. ...... .. ... ...... ...... ..... ...... ...... •__•• __•__. _ ..... .____. ... ___ ff ; - a . r . r • ..... -- ... __. .._ ._ - v..._.._...�..:._.__..- •__....__..._s.....:.............s_._..:...........__......:_._...:....__:_"...: ...._.._.__: ; ........................... .... .........:..___.... 4 .... -. _ _ _ _ • : :................... i c .. : I ii r ;x...r- i c : _ • i ; . ..�...................... 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Y�1 t _ _ _ ........:_, F Assessor's Parcel Number: �I M � 9 N2 IL I u ® � M � S le: 1®® 0 7 � � gU T TF Ownehlame Sits - E/ 1OCq Ae Contact: J " �fu,O /A)�i�,_ Lee -),)4,'2_1 w'T.7wm Er %97J �- Acres r Electrical Plan Notes: o Permanent wire all smoke detectors on dedicated circuit. ® The following guidelines on wall plugs trust be met L Any wall over 2'v 0„ in length shall have a receptacle 2. Plugs shall be a maximum of 12'-0" apart. 3. Plus shall be 6'-0" of end of wall or ening. Plugs P • f sink at kitchen bathrooms outside and at garage shall be G.F.I. protected, (Ground Fault Interrupter) 4. Plugs within 6'-0" 0 1 g g Provide at least one 20 am circuit at kitchen dining, den and laundry. 5. Pr p 1 g, .� to with local building department and Power Company. ® Field verifies location of service panel and meter g P P ._ installation. The location of phone and T.V. hacks to be owner approved prior to instal! d Provide electrical for heat and air unit to be located at site, verify with owner prior to construction. Provide one G.F.I. outlet at H.V.A.C. service. t V1 1 67 I I <✓ 2 w ► I ' I 11 4Q S•H, 6/ 2 20 .�' P p s CONC. A S 0� h I C. � �. a. V �.: AD . ; . �. ,. �+ .__305 036 SH. F. 2 � r 3Q5Q SN. .. _ .�..� �► r 1 30 SH .�: xl 20 F D. d _ 2608 - 3 -� TEMP. M . TE P t. ` 2868 C, w 268S IJ00K s SELF CLSR. I � I o� (3p r------------ - ----- --- - M B I C I , _ \r W.H : s C s \ V) _ • � � ifILE 'SHWR. WALL (Y� o ® { -� - � 2468 PKT. �... C� R O C� M -, MASTER E ® RANGE 2668---- ----- -.�----------- Q } p 1 I IL Z n -Tyt-15- X 1-� 1 ------------ L m D ��A � r �r�l� -T _ S7 � .. � RE ARAs G E 9 CEI NG 2568 : o , , 1 n VA LTD co -VAUI r 1 9 CEILR _< X �t x CQNC• t t J r� U �c j PAD 1 1 M 65 2 8 2668 26�,8 HVAC r I , S&P r ,. 5 LI _ r N G -. I I SHE s I 8Q68 B.iP. P 4068 B• P. N i I N �< 1 LI V N ROOM BEDI 1 l I G DOOR E #3` 16070 METAL SECTIO AL GARAGE rI ,1 . -- A -I R. 24F V4 �J �<1 2X13 l 2 GLU LAP h D x V ) l I 3 68 SC. I' ., 4050 SW. 4050_SN. 80.50 SH. JH. C� (2-4050 t� OV. gO GLH • V 4-0 l I � _ l = I _ , / t A ',aye - (� ca 4 23 : r : r,Notes v I r t: _� n. r : I / >/� � {� 1 neral _ to r Play. P � �� I f� X FF�� i N AT � %e o I��. , Iti. 3 �3 APS Rfi�T�.D _ : �. �lu L E� � � 2 t G 0 �, I� I`ti � I �� ., /. ,-. � ..',--.)NIted• tle otherwise _. � -.1 better unless o . I _ ... , A!! Lumber to be D.F.i�F#2 and b r ) � I , � T J �; 1 [� I { C I _. /C 2_ _, c, ._ � . CENTER � E � G NAILED, C _ `� 12' w- t r o ed. : otherwise o_ r. ther s n r- 5 0 2 riles ��-- . All Headers to be 6x 1 u ,.Z. r z 1 _C t I_ I. a... r' , r T : i i i : \ f� _Lt� All , ® -otherwise noted. e s r I I All ceilings to be 0 unless D , (- i i WTI i _ CENTER. _ r i. 1 ld I Cunnbtn cleano t (� I- of l C d � ,within 20 0 f i ! 2 .� .. I with 1 t_ T : : ., 1 (L �at exterior I , ,i `�._ CJ r �access g �. I 1-' Lt � Provide ! 8 24 Fotlndatton Pro zd P and concrete slab for H.V.A.C. v de opening as required -Pro i o P g ® exterior walls before nailing u siding. tub/shower w r Insulate to /s o e _ 1 Insulat g P 7 ? >' 1 C� : 1 , I t I _ ,, , I : SIT: l c�d �. I I 3X1._ 3 I. � ,t ,._ I � .. _J l � . c� F .. .II, .JI ® notes. *See sheet for additional S h C _.. - __ , I r f 1 I I, 1 r , X ,-a , i � _ C C _D �. 1 T � � C C C insulation sizes. NAILS, � ales call for n See title 24 c rt .._1 l C ! THREE j� / i -COVERING �f /... MINIMUM MUF_ :_.. 1ANCHOR S s W r(` 7� IIN �, u � BOLTS I _� � H�.LI_ . B E I N � I �,1._ {__ E C� .� : l� G 'SSPACES. I �l�� 1 2._ I_..I ,. .L ACCORDANCE — t ANCHOR _ ' h r ,�1 r-i UBC18(__')6.6. /v l,.,HC�R BOLTS SH LL BE Lfi�CE� I P POINTS—S.r l- \ / t tiftit I PANEL QUARTER :En`„ { P .:1CL `ivD STUD SHALL HAVE �, �lCLD0.11�1 � . ,I_�.F ,1r F='r�OViDIN(.. /'.C. �.: LIf-T ..,/,�,fi,�,1TY 0. 1800 POUNDS. �. a✓ 1 ` r' d /Z .. , (- SJ,vI rV,-aL�_E3...�,yl-�L VCtiI-�._��t'Kr=J, AF'E" LI1=J I C� 2h `rtAmiNG WITH �,,d O CR OR WALLBOARD NI ILS AiOrCE-Er, MAXIMUM.