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HomeMy WebLinkAbout041-650-019041-650-019 02-2376 BRIDGES, Mark INALECI Sp FS/ Chasity Ct., Para ise _2 New Single Family r.i� 1 � Moll. — s - 1 0 i = � Bu� �OUNN '�''FY BUILDING mEP �� DST c� A Rr IV --=.Sc.A Lam. l`'_+- ?,D'• b" -- - - � - V = U QEv_rst=b____f0-0-4_n;6T10 �EtAI: : ro2 Fl A-tZ�C ---S .l-dC CS.. -. �I:�C: 23 ZG a :As f BIZ AwrovED tlft-� 4 w L -,T: LAVA• CAP_---= . -- _ --- -- v � 7.1 oeiu:�c_�4_pvWEc- -T 1t. "Sr P -019M HIV STttt1�TN__EPoXY=-Ca= -- 6 :eo�tss/off, �o 41 , 9 E1J } . I ..q O I 683 pr c.A��F�� . �, Y p� t x, ;' `, � � .r ,... e t . 4• �, � ,; � r . t, �Y �.. r L. . = ; n� r � i'. p , r,.� �t.. •i'. v ,'" �� 4 >i f, .. . F P r a ` _ � ' � M � • .. � � t. . � d,;. � _ . _ '' q+ .-J- .. r i ~ 1 � � ;* 4`r. � � f , •. i 1 � �.. �� ' a r i .-. •p: i W -. t� .. y.. q, +' ,!, ti r ;�" �� P�,Y, '� � �, . _ •�, r' i f .5' 4� � J 1. � y"' � .�. � � ' ty �, e. �. • � 1 ... #_,. .. .. r� ..`� i ry = �FJ•i.�� �. ., i � h.A R �, �a �' c . ; . 'wi. . K1 1K .r. - !e { � , y �fy ' ' , f � 1 1 t. .:.�� ds ��.: � � � a, 'At �' Y v,r c _ r COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (ReV.12/96) APPLICATION AND PERMIT 02-2376 ASSESSOR PARCEL NUMBER 041-650-019 ZON1NO PUD BUILDING PERMIT OWNER Bridges, Mark TELEPHONE 893-8701 SO. FT. OCC. BUILDING VALUATION L 9 120. . OWNERS MAILING ADDRESS 295 Shippee Rd./ Oro. 95965 676 U 12,168.00 CONTRACTOR'S NAME adC1er TELEPHONE O 78 • 4 C 1,019.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDERS MAILING ADDRESS Total Valuation $ 307.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 769.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 499.85 BUILDINGADDRESS 5081 Chasity Ct. / R�x Paradise Ener Plan Checking Fee Energy g $ 23.00 $ Mountain Oaks Est. PERMIT FEE s 1311.85 LOT N"M ,,}} SUBDIVISIONS NAME 135-60/64 12-29-94 PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 11 7.00 119.0 C. USEOFSTRUCTURE 129 AC SF II Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 15.0 Each gas water heater or vent 15.00 TYPE OF WORK New IN Addition ❑ Remodel ❑ Ualities ❑ Installation ❑ Other ❑ Describe Work: d N. S. f . Watt oarage 3 BR 21-2 BA Gas piping system 1 - 5 outlets 15.00 15-0 Building sewer 15.00 15.0 Mobile Home I S I G I W 920.00 PERMIT FEE $ 199.00 Rox Fl nod=X 0579C. / SRA ELECTRICAL PERMIT Fling Fee 20.00 a00V OR LESS Main Service 2o0A OR LESS 23.00 S LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.FOINGLE Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law/or the following reason: f3) I, as owner of the property, or my employees with wages astheir sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO IOooA 46.00 NEW CONST. DIN EWNG OCCUP. OR ADDNS. 8 ACC. BIDS. SO 3.50FT. 103. 4 NEW CNON-RESONS,D. MULTI.OUTCLETLI @7.50 8 FSOUTLEr WER APPARATUCIRS . IN. Ex. Occup. OUTLET OR FDRURES 20 @ 1.00 BAL @ .50 Ex. Occu . DFlxvr Eis) _CR 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE Z97 W $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) 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 workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. ! ia _ Datey l - ��- Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating 15.00 Cooling 25.00 Hood 6.50 Ventilation 4.50 18.0 PERMIT FEIE $ 84.5 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.0 Gcc CONST. TYPE TOTAL FEE $ 1810-81 HA D. F 'P D cD p EL H This permit is hereby issued under of the Butte Coun Code and/or indic a e fo Which fees have /� B A PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Dflta / Date Receipt No. C WHITE-D.D.S.-B.D. CANAR -ASSESSOR PINK -INSPECTOR 'GOLDENROD -APPLICANT �d. TO: Bu / i E.N. USE C id Rw Plan Attschod rrtooa Ptah Attactaad Sant to.8.9.7 FROM: nvironmen' tal Health q� Su CT: Sanitation Clearance I , 4 Owner Location AP# w. Plan Approved for: Sewage DisposalX. WaterSupply: Public Private Well Clearance fora dwelling. Other Hold final for: Fina c earance O.K. for: NOTE: C -AN 8196 ��;,�R �`'�Y����"'r+�•^-F --til'r1u'4•/;.��,hr:fA�wp��1J�.�`M'�'��",.r�'��'+�'�171�'�';r11ri4►'�+�'�(�i�y�:l"�l?. tY ,f''+�%.y{1 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 I ~�,•ri ASSESSOR PARCEL NUMBER Proposed Building Use: Counter Technician: Date: u Items required in order to apply for a permit. All boxes MUST be checked OR m rimed NA in order to apply. 1.. Plot plans, 3 or 4 s`e s, signedty the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the }ireparer of the plans. 3: Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. e4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation. plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed' b ty he -en ineer. Items required for initial plan review. If checked items have not been received, plan review can not.proceed. The,permit will be indexed and returned to the plan review line-up when required items are received. t Date Received By 8.. Flood Elevation Certificate, wet -stamped and signed, in duplicate..4 • ❑ 9. Plot plan and business license approval from the City ofBiggs. \�... t� .................... ❑ 10. Letter of intent for non-residential buildings ............... f..... : �...o tip' ............. ......... ,M ❑ 11. Detached Accessory Building Form filled out by the owner:.......:.......... ❑ 12. Hazardous Material Form ............. ❑ 13. Other i aining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 4. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... 5 Statement of Intent for Non -heated and A/C Buildings...... ................................ L 16.Sanitation and plot plan approval from the Environmental Health Department in ❑ 17,- City of Chico Plumbing permit ....................../paid. - 18. California Department of Forestry plan approval Sent_ by: % a (/ ........� ❑ 19. Planning approval for (A) Use: (>Y (B)Parking: _(CI Par el Check: j ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage .................... . .......... POT1. Encroachment Permit for driveway from the Public Works Dept. (construction'approval prior to occupancy). ❑ 22. Pre -Inspection for required ......... :...... ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. f ❑,-'25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... . :1 tLetter of Signature authorization................................................................... . Recorded copy of Agricultural Acknowledgment Statement..... - .............................. 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... Grant Deed, ❑ M.H. Title/StaterQent of Facts, ❑ L tter from Legal Owner, ❑ Check to H.C.D. $ Other: 4 PL4"15 0U � !zL L� eALC�S When issued Telephone and hod for pickup. I have been informed of the above iternkand requirements for obtaining a building permit. Applicanc:y Date: 1. Index permit application for the above item mbere Plan Check Letter 2. Additional items required , Contractor, designer, owner, was advised c the a e-liat NX!J�3<❑ mail, ❑ counter, by Date: _ Contractor, designer, owner, was advised o ata by LK phone, ❑ mail, . ❑' counter Date: ff- Plans reviewed by: - Date: Plans approved by: Date: Structural reviewed b Date: _ _. Structural approved by- Date Note transfer by: Date: / — —QZ-- -. _.:� Yellmv- Ruildino nivicinn r OWNER COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE BUILDING USE 1. BUILDING PERMIT FEES /00-� Balance Due ....................... $ c�N Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee .............$ SCHOOL DISTRICT FEESv ' (� (paid at District Office) (Available after Plan Check) 3. SHERIFF FEES (paid at Building Division) r Residential...................... Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... —x—=$ # Units Amt. Commercial (sq. ft.) ............ x = $ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 47 SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES"(Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. #G�- DATE RECEIPT # DATE REC. cS'� l I —4 P— /� q-C)z-- Y.S% 3b II ICS Fs4-9-6-' At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. DATE Q f -)—l OZ -- Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder'` building permit has been applied for in your name and bearing your siamage. Please complete and return this information at your earliest opportunity to avoid tmoeoessay delay in processing and issuing your building permit. No building permit will be issued unM this verification is received. 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES .� NO 0 I HAVE .Alr- HAVE NOT 0 signed an application for a building permit for the proposed code �. I have contracted with the following person (firm) to provide the proposed construedoa: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO.. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NA�NIE: ADDRESS: CTTY: 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: �' PROPERT=rER: �,n�c�rTrgrrnt D ATE: -�'.�2--- NOTE: This Owner -Builder Perification is required by Section 19831 and 198314V&d California Health and Safety Code. This verification must be compkted and returned to our office before we are permitted to issue the permit OVER OWNER BUILDER INFORitiIATION Dei: Proper-; Ow-"' An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of recot+ti ou iuch a permit. Building permits are not required to be signed by property owners unless they are personally perfon ftt heir own work. if your work is being perforined by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. � i If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ if you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is S300 or more for the entire project, and such persons are not licensed as contractors or subcontractors. then you may be an employer. ♦ IF you are an emplover, you must register with the State and Federal Governments as an employer and you are subject to several obligations'includine *state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, ii You wish, the U.S. Small Business Administration). For more specific information about your obligations under Sate Law, contact he Department of Benefit Payments and the Division of Industrial Accidents. If the sttucn:re is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or -through their own employees, without a licensed contactor or subcontractor, only under limited conditions. A fire.quent,practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1010 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confi m that you are aware of these matters. The building permit wi11 not be issued until the verification is returned. INN't rely, ger%BVuiidii!ng C.B.O. Inspection NOTE: Tb:r 0Wrrer-Builder Information is required by Section 19810 of rhe Californla Hea11h and Safety Cads. OVER i�•� ,v. ....J `.,'1... ,-:•�. Y•.� . rrrt.�.. `4 }"�'�'� iii f t^ �9'a ,i.i+r...... •� v��.n"�.1't•'•W.a'r � �q.,".r .-.�MrJnt. ,rt�•�l �'Jdit`�..iy,�-ar,_,.r";..'.. •�. .. t„ f . .,.w�,�. �.,-`.�.....-Xr.Nw -a ra�r. �«,.�;r� ..�-"� t � ` cti•-,t. 1„9�1j� r- -� BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM t .,(One form.,"r Building) School District A.P. Number Property Owner Property Location/A( Subdivision -7I /61) 'f'A AS i1101"f � r i (,Jurisdiction: City Building Department No. County Lot No. 11 ................................................................................................. Residential Development 0 Sq. Footage �- No of Living Mobile Home Addition/ *Supplemental to (GroupR Units Installation Conversion Permit # '(No foundation inspection): Commercial/Industrial Sq. Footage (Including Exterior /Roofed Areas) Date moor duns reviewea Dy Jcnool uistnct Personnel) District Identification No. OU64 Orpil Ut Walon.AJ4N--, _ School District certifies that JU ej alG( 0 ` �(� pplicant) (Street Address) (City has complied with the requirements of Resolution No. representing Q square feet. X School/District Reoreser 1 Paid by Check # Remarks: (State) (Phone Number) (Zip Code) by payment of $ VT a• 11AB 2926 $ FULL MITIGATION $ U -4-o2. Date Notice: You may protest the imposition of the fees identified above by. submitting a written protest to the District, in compliance with Government Code 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 additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm ' �,�. .. .1,.,.y^`+'�sws. ..^.•.�.v •... .� yw:r.. 1`" n�v�." ,n :�`��n..-..D,G'i"B:r:..-n`^Y�r'.,�...�.�,...._., r'v.'. -•-•s- . COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT +NO. IReJ 12/96) APPLICATION ASND PERMIT 02-2376 ASSESSOR PARCEL NUMBER 041-650-019 ZONING . PUD BUILDING PERMIT OWNER Bridzes Mark TELEPHONE 893-8701 SQ. FT. OCC. BUILDING VALUATION 2280 R IZ3912O.U0 OWNERS MAILING ADDRESS 295 Shi a Rd. / Oro. 95965 PPe 676 U m 12,168.00 CONTRACTOR'S NAME Owner TELEPHONE 78.4 C 7 VV 009 1.01. CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ 1369307.00 ARCHITECT OR ENGINEER LICENSE N0. Fee $ 20.00 -Filing Permit Fee $ 767`0.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking. Fee $ 499.85 L.. BUILDINGADDRESS 5081 amsity Ct. J Rix Paradise Energy Plan Checking Fee $ 23.00 $ MOtdntain Oaks Est. PERMIT FEE $ 1311.85 LOT N033 .7.3 SUBDIVISIONS NAME 1360/64 12-29-94 PARCEL MAP PLUMBING PERMIT Filing'Fee 20.00 Each Trap 1 7.00 119.0( USEOFSTRUCTURE 129 AC SF2,b Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each as water heater or vent 15.00 .OL TYPE OF WORK New 0, Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ _ ' Describe Work: d N•8•£• Watt garage 3 BR 2k fA Gas piping system 1 - 5 outlets 15.00 JLO•M Building sewer 15.00 15.OG Mobile Home ISI GI W1 @20.00 PERMIT FEE t 199.00 R11X Flca[Ni=X 0575r/ SRA # ELECTRICAL PERMIT Filing Fee 20.00 Main Service '.".A OR '.'s S 23.00 • LICENSED CONTRACTOR'S DECLARATION � - I I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: 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. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service Zoog To i000A 46.00so NEW CONST. DWELLINGoccuP. OR ADONS. a ACC. Bins. so 3.50,. 10 NEW CONST.MULTI.OUTLET NON.ReSID, C @7.50 PSINGLE OTLET MOWER APPARAUTUS a IR. Ex. Occup. OUTLET OR FDRURES zo p ,.00 BAL@ .SO FUMED APPLNS. OR Ex. Occup. ourLErs REBID. EA 5.00 Temporary Service 23.00 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 169.46 MECHANICAL PERMIT Filing Fee 20.00 Heating 15.00 Cooling 25.00 Hood 6.50 6.50 Ventilation 4 4.50 18,017 PERMIT FEE $ 84.5( Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I 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 workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X .�..�.....re.....,........,. Date C;z ..�.-- Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent L 11 An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ '46 OG Occ CONST. TYPE TOTAL FEE $ 1810.81 HAZ 'D. FEES IMP )C FLQOD 1s, cDFJ V/ PAR EL r 1! ISSU f A j✓� This permit is hereby issued under of the Butte County Code and/or indicated above for, Which fees have /,�,.-� By_-. % /y PERMIT EXPIRES ON "" --� the applicable provisions Resolutions to do work been paid. Date ,�/a UZ Date �i I q Receipt No. ,")�/ / L (r, / $ CU7 t .c WHITE-D.D.S.-B.D. CANARbY'ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 0 SITE PLAN REVIEW APPLICATION Date: 0 2 AN Permit Number (if applicable) APPLICANT INFORMATION Parcel Size: 12q A C Owners Name: > � S - �4:)rZ.1<_ Owners Address: S H 1 P -PES Qb QrZ0V (1-1_6- 9S9 6S Telephone No.: 892- 8-7p 1 Situs Address: CN R S i _r)� Proposed Use: Residential 12 New Single Family Residential ❑ Single Family Addition ❑ 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 (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved 15 Conditionally Approved ❑ Resolve Problems Prior to Approval is Site Plan Stamped Approved By Date Page 1 of 5 Applicable Building Setbacks: ` Zoning Code Streets & Highways Fire Prevention SubdivisionlMap FrontSD ALL'ITEMS CHECKED APPLY TO THE PROPERTY a a Side Parcel Is In: Side Street F-1. Snow Load Area: ry ❑; Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract'; ❑ Nitrate Action Plan (See Environmental Health for standards) :•y�: ` . ��_ ❑ Watershed Protection Overlay Zone (See attached standards and requirements)" ❑'Expansive Soils (Test for ekpansive soils and`if verified proper foundation design required) •SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) Waterway • Flood Zone: • Flood Panel No.: D S% 5 Index Date: N/A ❑ 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 (See Development Fees Section and attached standards and requirements),''.6 ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) t. 4, ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ' ❑ Minor Variance ❑ Variance --------------------------------------------=-------------------------------------------------- ❑ Detached Building Use -Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement's Zoning: y; , Applicable Building Setbacks: ` ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks- r _ . .. Pape 2 of 5 y Zoning Code Streets & Highways Fire Prevention SubdivisionlMap FrontSD a Side Side Street �x Rear 'Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks- r _ . .. Pape 2 of 5 y Applicable Development Fees: Standard Fees ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other Amount Formula ------------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement F-1 NorthOroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Deed of Reference: Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Creation: Comments: Legal Access Provided: ❑ No ❑ Yes Legal Access Required ❑ No ❑ Yes ❑ No ❑ Yes, Road Name: ❑ No ❑ Yes ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access '❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger F-1Obtaina Lot Line Adjustment F-1Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct.road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 Subdivision Map/Parcel Map: Vv g)QK izo r1 0A1 -S �S 1 Map Date of Recording: 12.-2�-moi Lj `Y Lot: Book: 3� Page: 60 ❑ Use PermitfiMinor Use Permit_'` -` Permit Number: Date of Approval:` y �. Comply with the following Conditions of Approval: AC, •4 5 ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems; in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressuriiz`` ed+, community water system, with hydrants that meet the Fire Department specifications,+serves. the parcel. 4,. ❑ Wood stoves.and fireplace•inserts shall be EPA approved and designed to meet the emission_ , rdquirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance on slopes steeper than 30%. The Erosion Control Plan must be prepared by a registered civil engineer or�other ' qualified professional and be submitted to 'and approved by the Department of (Public Works. �v ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access; and provides for methods to protect the trees identified to be preserved, shall be provided'to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The removal of mature trees shall be minimiied;�swhere, possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches, in. diameter, 4 feet .from ground level. Mature trees removed shall be replaced ona�3-to-1 e ratio, utilizing. existing oak trestock. Each tree to be preserved shall be surrounded by•a.• circular zone (minimum 40 -foot radius) identified by an.orange fence during construction •; activities. No vegetation removal, soil disturbance, or other development activities,. shall ; occur within the fenced'area. " ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control planfor the site approved by the Butte County Air Quality Management District, a -copy of which can be obtained from the Butte County Department of Development Services, Building Division." ;; Yi= aT ❑ Engineered foundations are required. ❑ Class A roofs are required.` w + v Page 4of5 -r. INTER -DEPARTMENTAL MEMORANDUM 3 TO: BUILDING DIVISION, OROVILLE FROM: _ ENVIR. HEALTH, CHICO DATE: RELEASE ENV. HE. ALTH HOLD ON BUILDING FINAL FOR: _ OWNERNAME: �s SEPTIC: V WELL: AP#:1 l 6�o 1 ADDRESS/LOCATION: - S Comments: GUmemos/releasehold . COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 41.1 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 , �• CORRECTION NOTICE OWNER " PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above a es and should be corrected. Please notice this office when correction of work is compl ed. If you have any questions pertaining to this matter, or need additional explanation, plea contact this office immediately. 02 C A J�v 42 i Date V Inspector -,REV 10/92 1 7 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES ",:3 411 Main Street - Chico, CA * (530) 891-2751 7 County Center Drive • Oroville, CA - (530)538-7541 CORRECTION NOTICE: N. -L37.6 -OWNER J PERMIT NO. ' A routine inspection indicates that the following violations of butte county Ordinances exist a i the W above address and should be corrected. Please notice this office when correction of work -is, completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. j —4- 41 e 41 z0;71 I re-ri Aleclr' a eJ A: Date Ll Inspector PICA Itly— U REV 10/92 7- COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF -DEVELOPMENT SERVICES 41.1 Main Street • Chico, CA • (530) 891-2751 V. 7 County Center Drive • Oroville, CA • (530) 538-7541 & CORRECTION NOTICE r� 0,4 - 3 s` OWNER PERMIT NO. r A routine inspection indicates that the following violations of butte county Ordinances exist at the `a above address and should be corrected. Please notice this office when correction of work i; r completed. If you have any questions pertaining to this matter, or need additional explanation please contact this office immediately. ^f� lam, k ' k 'tiff - h •~ x ' Date !/ Inspector REV 10/92 / ON COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVI'C'ES -':-:4- 77 411 Main Street - Chico, CA * (530) 891-2751 7 County Center Drive * Oroville, CA *:(530) 538-7541 CORRECTION NOTICE 2 OWNER PERMIT NO. A routine inspection indicates that the following violations'of butte county Ordinances exist at the above address and should be corrected. Please riotic'& this office when,correction of work is completed. If you have any questions pertaining to this matter,,or. need, additional explanation, please contact this office immediately. 71 A i r1CV 1UMP.4 - y5't • a;�y �i� COUNTY OF BUTTE BUILDING DIVISION ' DEPARTMENT OF DEVELOPMENT SERVICES''T 411 Main Street • Chico, CA • (530).89172751 7 County Center Drive • Oroville, CA • (530).538-7541 CORRECTION NOTICE ER PE41VI6.NO. A routine inspection indicates that the following violations of butte county Ordinances'exist at the above address and should be corrected. Please notice this office' when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. .44 r1CV 1UMP.4 - y5't • a;�y �i� NorthStar' ENGINEERING Civil E19gineers • Surveyors May 8, 2003 Butte County Building Department 7 County Center Drive Oroville, CA 95965 Fax: 538-2140 RE: Permit for Single -Family Residence located at 5081 Chastity Court, Paradise Building Permit Number: 02-2376 NorthStar Job Number: 8043 To Whom It May Concern:, I have reviewed .the braced wall for the property above located between the kitchen and the hall way perpendicular to the garage. The braced wall is not required because the engineered shear wall shown at line 1 is designed to support the area that would have been supported by the braced walla If you have any questions, please contact me at 893-1600 ext. 210. . Sincerel , 6 Jeff Richelieu, PE NorthStar Engineering:' 20 DECLARATION DRIVE, CHICO, CALIFORNIA 95973 530-893-1600 FAX -893-2113 CERTIFICATION OF INSULATION 6046 0, <` 5 O o u .S1 Ty 11309 MELODY ROAD, MARYSVILLE, CA 95901 LIC #202026 I►zL 605 S. AUBURN STREET, GRASS VALLEY, CA 95945 LIC #202026 3881 BENATAR WAY, SUITE A, CHICO, CA 95928 LIC #202026 8924 AIRPORT ROAD, REDDING, CA 96002 LIC #202026 DATE INSULATION COMPLETED: 012/09/03 SQUARE FEET) SQUARE FEET SQUARE FEET) TYPE OF INSULATION' `'`�V`-- ; z�4�y s TaYPE OFI_INSUL�ATION ,+F:T;YPE�OF'INSUL4TIONk` MATERIAL FIBERGLASS MATERIAL FIBERGLASS MATERIAL FIBERGLASS FORM BATTS FORM BATTS / BLOW FORM BATTS MANUFACTURER'S MANUFACTURER'S MANUFACTURER'S PRODUCT I.D. PRODUCT I.D. PRODUCT I.D. - -., - ��, .,. _;_. _ r.;.,_::-'Sw: • S.y.a: MA ' it.rt.8-.A�r.CaTsUr,R.uE.RNUFACTURER,�� T-:�U�Rw-ER -�M. AN.'U-:�F.- FACT `WAVIMA CT OC KN CT OC KN CT OC KN BAGS VAL"UE•.a;x a4,T^�>.,ais `'APPLIED THLCKNES:$ �tR"V'ALUE :'APPLIED'._ M.ININSTALLED;:K wEIgHTyPERipY', N" heuf" ailaf4"3�Sz." `;R -VALUE INSALLED' ,APPLIED THICKNESS ~'INSTALLED;3`x *r,z g� r INSTALLED THICKNESS s SQUARE F.00M',,'ps v5' �IG.6zw-,Si ;'h."%u``.� 13 3 '/2 " 38 12/14 3/4 " 19 5 '/z " t`' =µ `NEE WALLS I R VALUE"IS OTHER H WALLS ABOVE r'. Y ' Si' i . •a+ 'Qt_:' _x,k+it J":: tw ^^ �'Z 'a• s "i 'Y,. tiw",.,.+J e ..�F .• Yx.LA;r: `u i"MT +a�fir 3,eslu.4 �"';:i.as .+Ji!+•'i:.ta'w :.k A: ,.. T 1. ,.s,� n `'•. F^ MATERIAL FORM R VALUE MANUFACTURER CT OC KN FIBERGLASS BATTS Cyt {v(.}`K�if`j,' .y^.'� jl.? )limed}/'f/�.]ki !ji h N! A .:�lLr#d,:a apyl'S.:nts.+t aA.a'.5..°4iA Y!'..�l.i'kKRlt' R�iv y]� 43 _ '.�Y w. { R. ? (c i ! . Y(Y •QyYM^'3! F i 3. I" t 'ikz'S M1 i i L^nW> l i'�Sii +'.+Y�>, INFILTRATION SEALANT, as SX ARM dyAIR 1r ,,' `A.,1�°w�.i�x�+i`z'kK K�IsrvfA'Y%•i4ar`�'rY+C•+S �lT.'a Y. i+: .16d` FK".:!Nh ':1.t%sjy>'..�..p;�l.X.- �.35'.}r MATERIAL MANUFACTURER HILTI HANDY FOAM FOAM THIS IS TO CERTIFY THAT INSULATION AND OR SEALANT HAS BEEN INSTALLED IN CONFORMANCE WITH APPLICABLE CODES, MATERIAL STANDARDS AND REGULATIONS. SIGNATURE — INSULATION CONTRACTOR TITLE MANAGER DATE 1219/03 SIGNATURE — GENERAL CONTRACTOR TITLE DATE REMARKS lift! 3 At a rl4L tet�:u i'ait * �Yi �4 hS • ,� `� � tr e • .. yVIlk .. • # t �y. � v i•+ NOTES RESIDENTIAL- PERMIT NO. 041-650-019 02-2376 _ BRIDGES, Mark d4 L v v . 50 '91 Chasity Ct., Paradise i New Single Family •r z- (3-4 SPECIAL CONDITIONS CHECKED BY SRA ? s FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS - VERIFY, USE PERMIT CONDITIONS ' SUB -STANDARD HOUSING LETTER # OFFICE COPY L -F _ Address ' " GAS` Meter By Dat ELECT C Meter y i .4i , l i � a ^G JOB FINALED (Date) �� Signature J=OK 0 = Not OK = NotReadyab1e MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or / /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utilitv Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 6.: Carports; Windows -Doors 7. Electric Date Card B-1 • Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test_Demand-Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9: Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6.: Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date - Card B-1 Date -Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s- 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.;. Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 = OK = Not OK Re RESIDENTIAL (Single & Duplex) = Not Applicable = Not Ready , Date UNDER5LOOR (Plans) OK except #'s. - $/Ft ain; Soils-Elec. GJA6.-/ /" Ftg. Depth tg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. F ., Porches & Decks; Soils -Steel-/ /" Ftg. Depth tgKwAlls, Main; Steel-Blockouts-Wrapped A6 Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel Fall -Fitting -Test -2 Way C/0 -Sewer Test QA!G_�,Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 4A,"Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground ,(S I!,Lums & Ducts; Clearance -Material -Support -Ins. it ers-Sills-Anchor Bolts-Joists-Vents-Crippies Access & Ventilation 16. Insulation Date �j% Card B-1 Date Card B-1 Date ' Card B-1- Date Card B-1 Date PLUNIBING (Permit) OK except #'s W er Htr.; Vent -Access -Combustion Air Baffle 1.. r Pipe; Test & Anchor -Nail Protection 1 .W.V.; Test Fittings & Anchor -Nail Protection L ,,u U '*W. S er Pan; Test, First Floor -Tub Access st Tub & Shower, Second Floor -Tub Access 2200'Gas Pipe; Sixe & Anchors �2- Fire Sprinkler; Test Date Card B-1 ► Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 2 ' ,ixture &Transformer Clearance -Ins. Protection lec. Receptacles Spacing -Lights & Switches at Doors S!ze Boxes & No. of Conductors Stapled Romex Installed Close to Edge of Studs & C.J. EACip. Ground made up w/Mech Fasteners -Bond Gas & Water :�V2_Apppliance CirQuits in Kitchen LConcluctor Size GFI ySabfeed Wire S / /gR. Cu o5ebA.C. Wire Size/ /gRCu r Al Range Circll/ g or AI -Oven Circ. / a Cu or All Insulated Neutral O Yes ❑ No 32. ice -Riser Conductors & Ground Main Disconnect **'Equip. Clearances Panels-Motors-Mech. Equip. lothes Closet Light -Shower Light -Spa Light Smoke Detector Dat Card B-1 Date Card B-1 Date Date p Card B-1 ate MECH NICAL (Permit) OK except #'s Card B-1 48 300"A.C. Ducts Insulation & Support b49r emplace Ties or Type A Flue -Fireplace Throat Clearance (02 VeqpFan, Exhaust above insulation 3YjyFrc Access; Size & Romex Protection -Draft Stop -Ins. Baffles ondensate Drain & Overflow, Size & Grade Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions -09p.-Fu ace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet *,62. Attic Access & Platform if Furnace in Attic Date c Z Card B-1 it i " Date Card B-1 Date Date Card B-1 Cnory Date FRAMI0I6r(Permit) OK except #'s Card B-1 Materials & Anchors 42,47aIIs,Studs-Nailing Spacing & Braces -Plates -Sound ring Walls over Girders & Floor Nailing= mmy—paft Stop in Walls (rat proof) Lb .t - Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs Date FRA G (Continued) Hangers -Post Caps -Anchors -Connectors 48 Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss- g.-Rtng. b49r emplace Ties or Type A Flue -Fireplace Throat Clearance 3YjyFrc Access; Size & Romex Protection -Draft Stop -Ins. Baffles Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions *,62. Mage Fire Protection Framing -RC Channel 560"5wperty Line Firewall & Openings 9A!Fjet. Doors -One 3' -Check Garage 3rd Story, 2 Exits SjairS; Width -Headroom -Rise -Run -Landing -Fire Protection �ood on Roof Overhang -Attic Vents -Rafter Outriggers 5"!!Siding-Nailing Veneer -59-,$Sacco Mesh -Drip Screed -Fd. Vents-Underflr. Access W.0'CQlazing Area -Glass Protection -Skylights -Plastic K. ear Walls; Nailing -Bolts V. Brace Interior/Exterior Wall Panelsi JZ ; 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows .- Dat Dat Date Card B-1 Date Card B-1 '4 Card B-1 Date Card B-1 FINAL lans OK except #'s 6, Zct Steps -Door & Sidelight Protection -Landings 6Vy moke Detector 6, . Furnace Vents -clearance -Comb, Air-Connector- )KGarage; Above Floor-Ducts-Mech. Protection 6 . ft'eoroom Exiting 68-X.F.I. & Bath Fixtures & Tub Access -Spa EWc. Trim & Subpanel, Breaker Sizes & Labels 7 .�8tairs & Rails ireplace or Stove, Clearance -Hearth ec. Outlets at Wood Panel, Int. & Ext. 7 . Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 7 . Flec. Outlets & Receptacles at Kit. Counter 7 . 2arage Fire Door; Swing -Landing -Closure 76'_A -C. Duct in Garage -Damper 77' Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. h Garage; Above Floor-Mech. Protection 76. Plb.; Elec. & Mech. Equip. Listed for Location 7 .,,Elec. Receptacles in Garage (F.F.I.)-Romex Protection .insulation -Foam -Looked in Attic 8/1' Guard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth ,Clearance Looked under Floor ❑ Yes _ 81. 5ollowingInstld./Drive O Yes O No/Walks O Yes O No/Planters O Yes O No 841.' Stucco Brown -Finish 8 . A.C. Unit Disconnect, Electrical -Plumbing 854ents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings "ater Well, Disconnect, Electrical, Plumbing 68. Exterior Elec. Trim, G.F.I. Receptacle -Underground 8 . Ventilation Throughout House 9. lass Protection 9 Correctio rom Previous Inspections 92. Wst-Meters Tagged, Gas -Electric 9 . Nater & Sewer Connected -C/O to Grade -HD Approval 9 E ergy Compliance Certificate -Other Certificates 95, /Address Posted Date" 6. Fire Sprinkler Card B- Date Card B-1 Date Card -1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: -:: R x io 'at o clock z t of Callforn . Buttes Sta_e. u e'• 9. _ ..t =f o t B 3` rr he �_ - - e ...... }:_ - . _.>_.P.,3:.. �- ...:• _.: •. • .. <_, T- - :��� : R ffic ` ..o the .�, t... �~z. 1 ftie`b a _L: ,- :... ,... vision' Fled - - ri A ESQ �> ::,.. .- .s N .OAK. - - TAI .. .-_ ... :.<, ,.:,. _:'� .-�_ - - S,w t e fmv 4p _� - µ EC E 3 in` Book � xamrned -T �°� � I ���• v e /Y :. _ - r 4'- o r Y • - 1 - e ..s n r..^. .� o f it an a :.� a Ort e P - - tiv m Y , - P X >�- to -t e the ` fantw�l the r: �ome•...as. PP _- - g , f. Is subs 9{. DYf'p� iaZ , at.}he request of NorthStpr�En Engineer tI Y ,tha _ , ; n lr of.,Maps, atr p°ge(s) f : ... x I 1'f rn a a d. t f the S toe Ac o - = - -Mo s: - - vi o P - - - e' dl s - t Sub of he- - i i ns• .. �.; '=, r s O - V _a .r. Rr O - - •-r. e -R e - _ t h - s • i4 s` - a r o <: ..k a - 3 P. - P CO - - v h "3 I t t•vP m i ,t•� n ai ;time of- o rovot~o-f Said e P I No. ordinance.p Ucable�:bt the time P.D. Serio - an -local. ,.P,R.�� .nl..<-.�: - -. - -- �r: •_- ._� Y r vision •T 3 - rI Ub - - " b - :R`: it ' - r - : - II car _e _ :. --� ,�� - .. : t , : �€ a tit. - am � .. an! w , • i. 3 <� �. --T .- . • Y• ., s - �• _ : . - - .. ... • . , .__. .. .' - y_ a nig .f..' Date. - - --- - - 4 - By - ,k.•_ P., - CANDACE J: GRUBBS ' Deputy -t -County Recorder' -,- - x'.: - R E=15170 �.n NALD=•D Mc l_R. _ r R , _- �. _ s: c. Ste Q County_ of Bu >£ � 3 3 :x. �r : ". ..-..._ .. . _ _ - .. .- c•s:. _...-.. .-. - s •,. .fin .. .. - - '1.^s'.�-c `: :4 a _ - Inter -Departmental: Memorandum ° _ To: Stu Edell, Land Development .-. FROM: Ted Crawford, Fire Department NOTES, SUBJECT: Mountain Oaks Estates, AP# 41-03-115, 41-47-93 7 ,.Road construction activities shall be,.'limifed to the 'dry ,season of the year,(opproximatefy April through Septembers t z. DATE: 1996 ($7 All. foundotloris shall. be constructed in accordance w1t,h the geotechnical investigotlon for Lime Saddle a June 10, Ridge: Estotes now.. as. Mountain' Oaks Estates, by Lover L' Roper doted June 6;1990, on file e hydrant system ft. or the subject subdivision was tested with the Butte County Public NWorks' requiredmonbe paid at time of securing building•`permits . ` The fir y y on June 6, 1996. The required minimum fire flow was 500 9:If applicable; Deer Nerd tees „_ i a gallons per iainute and the test result was 1155 gallons per _ • } 10: Property owner shall loin' and pay taxes or assessments to o fire pr�ote�ction dlstrict if and when�one minute at 55 PSI. is established in the area' (ItiAh9:. h n�.e� /]JQM�J J� 'n CA— The system is complete and acceptable to the Butte County Fire Department. If there are any questions piewp(ase contact me at I N.. OA 538-7994. ..' .. � � �� • � ` r _ _ --- - --- - - — --- " d fif/e nle�es/ `A PLANNED .UNIT ,DEVELOP NO ES,•,7of /,7le1ded"fo offecf recon : ' 1... Each building lot ,shall provide three off-street parking spaces. A - PQaTION OF • SECTIONS- % a'" I8 e oved within 30 feet of all structures in accordance with the fire safe T. 21 N. , R. 4• E. , M• D. B.•,and M. 2. Flammable vegetation -to be rem regulations, Of. Bblte_County. and. PRO 429.0.. _ .. BUTTE; CO. CALIFORNIA 3: All roof- urfaing shall,. be constructed of Class B or better roofing materials. - AII building projections;such-as roof eaves, and„ exposed.underfloorings,such as decks ,shall be for enclosed `under neof tip -y ! s ' - ' y II cam leted prior to nabiiaran of M. .P.S., INC., A,Colifo�nia Corporation 4' Installation ;of an :pDD roved pressurized water h Brant system* em shall be .•.- ^M„ the first dwelling unit: Doing 8 u s i n e's s A s z xrr r s C C� ` 4� Y y' in shall be restrlcte'd fo,barbed wire of five strands or less; the bottom strand to '�e oM •R • ; K • S.,Perlmeter. fent g minimum of 16" above'g'round,.the top strand to be a maximum of 60" above ground. With the excel) -'North Star Engineering tion of the 26.16 acre'..sohitary sewer pond and irrigation easement. ;:-•;3 �0 DECLARATION DRIVE CHICO1,CALIF"ORNIA .95926 - (9 16) 893-1600 All construe►ion 'shall:maintain'a minimum distance of 50 feet from the roadway centerline and 5 feet ;.- - r..i:,. Y,•,� •-.• - '+ CIVIL' ENGINEERS PLANNERS •` SURVEYORS ' from any property line. - ; - SHEET I OF 5 AP 1W 1-03-115 41=47-93 3809 1111111 IIIII IIII IIII �� " 041.650-019 02-2376 BRIDGES, Mark 50 5S Chesity Ct., Para is New Single Family "1. LONGFELLOW LUMBER'CO, INC. ■ Quality Truss'Design ■ Roof & Floor. Systems (800) 678-0112 (530).893-0112 0FAX (530) 893-0140 89 Loren Avenue Chico, CA 95928-7434 Customer: �kkp-< T--5�-Mscs ZZS -&276 Address: L r4 AS -ri 7' y LANA AP#: Job No: ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 Timber Products Inspection, Inc. P.O. Box 20455 Y Portland, OR 97220 (503) 254-0204 C. 4 v �y`�vuNry oEPaarM€Nr ROVED W. May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads Wek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX'(916) 676 k9 TELEPHONE (916);6761900 �Mx��1I : k Q E LU CL ca ca MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with 10d nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call me at 1-800-772-5351. Q ESSTo ONG yG Fti�/ ZR, .. Redong JP V Director of F 66; Western Operations RY/ek STANDARD GABLE END DETAIL, PREP�K® Bi nIAN .OFFI'� Az - WIND SPEED $0 MPH, MEAN WALL HEIGHT 15 FT. axp. G i 5 DIAGONAL OR L -BRACING TRUSSES A~ 21,:. O.C. REFER TO TABLE BELOW SHEATHING . 9X9 r- 2Y�rlo.2 0l2 j> -L mw: e 1" I c 1)(,J- OR i 2 2X3 'TTP. —::--�-VARIES TO COMMON TRUSS MAX 2X4 LATERAL' � A APNOTCH BRA REOUIREDBRACING AS �•• 15E_ ll Pq 1�[Jci1 ^ 3X5`` NO WALL --\ TYPICAL OPTIONAL T.DETAIL 24.O.C. MIN.NO LUMBER DEFECTSD AT OR ABOUT NOTCHES. •_I— CONT. BEARING. LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER. A �1�C 6t L-- F012Si94CRle AFTERNOTCHING. goTWINd W1D1lU 2XOVE'RJ�4►W►% 6.Ai-4-Z- 40. SPAN TO MATCH COMMON TRUSS. ,TYPICAL 2X9 L-8RACE NAILED TO 2X4 VERTICALS W/8d NAILS, 8' O.C. VERTICAL STUD \\ SECTION A -A. LATERAL BRACING NAILING SCI-IDULE. VERT. HEIGHT. I NAIL AT Q ENO UP TO 7'-0' 2 - 16d 7'-0- - 8'-0' 3 - 16d OVER 8'-6' 4 - i6d MAXIMUM VERTICAL STUOS HEIGHT. SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE •WITH L -SPACE 12 INCH O.C. 5-7-2 14-3-12 18 INCH O.C. 5-1-0 12-4-12 24 INCH O.C. 4-5-4 10- 1-7 I 8-0-3—r , NOTE: INERT. HAD BEEN CHECKED FOR 60 MPH WIND LOAD. W- t 3FORI,BRACI�CYINSTALLATION OF THIS WING TO CONTRACTOR MEAN WALL HEIGHT OF 15 FT. AND L/240 DEFL. CRIT. 2CONNECTION BETWEEN BOTTOM CHORD OF GABLE END 4.E..RACING SHOWN IS FOR INDIV;OUAL TRUSS ONLY, TRUSS AND WALL TO BE PROVICED BY PRO.'ECT ENGINEER CONSULT BLDG. ARCHITECT QR ENGINEER FOR OR ARCHITECT. TEMPORARY AND PEC OF ROOF SYS MINIMUM GRADE OF LUMBER T. %f 2x4 No.: 91 CF -L TPI -S5 Crit B.C. 2X4 No.-.;'- 91 OF -L UBC -94 - Webs 2X4 STUD DF -L LOADING L (PSF O STR. INCR. IS' x TOP DRAWN BY JB BOTTOM 40 10 CHECKED BY : JAI SPACING: 3(n Inch O.C. REP. STRESS: YES �n0o O o 0 L= 3 a MiTEk lndusrr±as Inc. .L FXp,7 Approv ��orALllp�elz``S F U L 0 3 2-001 tries Inc. Symbols JOINTS AND CHORDS ARE NUMBERED CLOCKWISE PLATE LOCATION AND ORIENTATION AROUND THE TRUSS STARTING WITH THE LOWEST JOINT —� ♦_ 1 3/, ' Center plate on Joint unless FARTHEST TO THE LEFT. dimensions Indicate otherwise. WEBS ARE NUMBERED FROM LEFT TO RIGHT. Dimensions are In Inches. Apply CONNECTOR PLATE CODE APPROVALS plates to both sides of truss and GANG -NAIL securely seat. dimension Is the length parallel BOCA 86-93, 85-75, 91-28 17-1 J7 1 0 O LATERAL BRACING U Indicates location of required O ' For 4 x 2 orientation, locate SBCCI 87206, 86217, 9190 plates 1/8' from outside edge of WISC/DILHR 870040-N, 930013-N, 910080-N ry truss and vertical web. This symbol Indicates the —� required direction of slots In connector plates. Numbering System J2 J3 J4 TOP CHORDS BOTTOM CHORDS A J8 J7 J6 ,A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 2. Cut members to bear tightly against each other. c 1 3. Place plates on each face of truss at each 0 Joint and embed fully. Avoid knots and wane U at Joint locations. a 4. Unless otherwise noted, location chord splices at 114 panel length (t6' from adjacent Joint.) 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. BEARING Indicates location of Joints JOINTS AND CHORDS ARE NUMBERED CLOCKWISE at which bearings (supports) occur. AROUND THE TRUSS STARTING WITH THE LOWEST JOINT 'For tabular plating format refer to the FARTHEST TO THE LEFT. MITek/Gang-Nall Joint/Plate Placement Chart WEBS ARE NUMBERED FROM LEFT TO RIGHT. PLATE SIZE CONNECTOR PLATE CODE APPROVALS The first dimension Is the width 4 x 4 GANG -NAIL perpendicular to slots. Second dimension Is the length parallel BOCA 86-93, 85-75, 91-28 to slots. HUD/FHA TCB 17.08 LATERAL BRACING Indicates location of required ICBO 1591, 1329, 4922 continuous lateral bracing. SBCCI 87206, 86217, 9190 WISC/DILHR 870040-N, 930013-N, 910080-N ry BEARING Indicates location of Joints TM � at which bearings (supports) occur. MITek Industries, Inc. TM � ® PANEL HYDRO A/R ® CLIP GANG -NAIL 6. Unless expressly noted, this design Is not applicable for use with fire retardant or preservative treated lumber. 7. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 8. Plate type, size and location dimensions shown Indicate minimum plating requirements. 9. Lumber shall be of the species and size, and in all respects, equal to or better than the grade specified. 10. Top chords must be sheathed or purlins provided at spacing shown on design. 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is Installed; unless ft2�An�c , ager'an d/or[ oad transferring.connectlons 9ltr�sesa{h'etres omsiblllty f others unless PoP0t?ver hown. ���� r ��� ' Aload moor floor trusses wHh stacks • of "construmction M terlaI 14. Do not cut or alter truss members or plate without prior approval of a professional engineer. 15. Care should be exercised in handling; erectl_ori' and Installation of trusses. ©1993 Mitek Holdings, Inc. Y 1Job--------1Ttiss......------�Trussi-ype'---•----------- ................. .....Qty BR0008i5 Al I ROOF TRUSS I 1 ' 1 R7288298 I (o tional) Long a ow um er o., rnc:; CFilco�a 95� T43 � �5 sA�Ap ZO t e n ustnes lnc. uAug �. age •1-4-0 I 4-10-0-9$-0 -" 1-4.0 4-10-0 4-10-0 aril; -4-0 `— 46 = 14. Scale = 1:23.0 3 tj �t 6,00 (ice some XF s 6 �. 3x4 = 1.5x4 II 3x4 - 4-10-0 g g 0 4-10-0 ~ 4.10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 2.6 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.02 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Harz(TL) 0.01 4 n/a BCDL 7.0 Code UBC97/ANS195 1st LC LL Min Well = 240 Weight: 46 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS TOP CHORD Sheathed or 6-0-0 oc purlins. — BOT CHORD 2 X 4 DF No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std REACTIONS (Ib/size) 2=559/0-3-8, 4=559/0-3-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=20,2-3=-461,3-4=-461,4-5=2O BOT CHORD 2-6=405, 4-6=405 WEBS 3-6=66 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC -97. 2) This truss has been designed with ANSIJTPI 1-1995 criteria. LOAD CASE(S) Standard WARNING - Ver fy design parameters and READ NOTES ON THIS AND°REVERSE SIDE BEFORE USE August 16,2002 Design valid for use only with MITak connectors. This design Is based only upon parameters shown, and Is for an individual building component to be installed and loadod vertically. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual who 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, consull DS7-88 Duality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onefrlo Drive, Madison, WI 53719 MiTek Industries, Inc. V I/Z ' d—tM' ON S31 d1SHN I N311 W NVW 01—Z0GZ rr111111MM - ..._...... - _...---- Job �1�rus5 russ Type BROOOBI5 81 KINGPOST ongfellow Lumber Co., Inc., tco, a. 95928-743r--' - I ! R7288299 11 �1 �14:R 5-0-4 1 13-0-0 - 26-0-0 --- 28-8-0 14-0 5.0.4 7-11-12 13-0-0 2.8-0 r� 4x6 - 2x4 II ' 6.00 FTT 2x4 11 2x4 11 2x4 11 2x4 11 9 10 2x4 11 3x6 2x4 11 8 1112 2x4 i l 2x4 I I 4x6 -� 13 2x4 II 2x4 II 6 3� 14>� 5 15 7x6 YJ cc • 0 1.5x4 II 5x6 - 3x4 - 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 111.5x4 111.5x4 11 1.5x4 111.5x4. 11 1.5x4 11 1.5x4 11 S-0.4 1.5x4 2$-0-0 5-04 20-11-12 LOADING (psf) TCLL 30.0 SPACING 2.0-0 CSI DEFL in (loc) I/defl PLATES GRIP Plates Increase 1.15 TC 0.26 Vert(LL) -0.01 34 >999 Ml12O 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) 0.03 20-21 >985 BCLL 0.0 Rep Stress Incr NO We 0.53 Horz(TL) 0.01 33 n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/def! - 240 Weight: 186 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 OF Std 10-0-0 oc bracing: 2-34,33-34. REACTIONS (Ib/size) 2=617/0-3-8, 29=6/16-7-8, 33=1260/16-7.8, 28=273/16-7-8, 32=84/18-7-8, 27=305/16-7-8, 26=306/16.7-8, 25-294/16-7-8, 24=277/16-7-8, 23=296/16-7-8, 22=215/16-7-8, 31=273/16-7-8, 30=300/16-7-8, 20=447/16.7-8 Max Uplift 32=-36(load case 2) Max Grav 2=617(load case 1), 29=10(load case 2), 33=1260(load case 1), 28=273(load case 1), 32=84(load case 1), 27=305(load case 1), 26-306(load case 1), 25-294(load case 1), 24=277(load case 1), 23=296(load case 1), 22=215(load case 1), 31 =273(load case 1), 30=300(load case 1), 20=447(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=40, 2-3=-726, 3-4=-38, 4-5=120, 5-6=222, 6-37=333, 7-37=364, 7-8=150, 8-9=173, 9-10=137, 10-11 =132, 11-12=195, 12-13=244, 13-14=237, 14-15=235, 15-16=233, 16-17=230, 17-18=119, 18-19=233, 19-20=229, 20-21=88 BOT CHORD 2-34=575, 33-34=578, 32-33=-150, 31-32=-150, 30-31 =-150, 29-30=-150, 28-29=-150, 27-28=-150, 26-27=-150, 25-26=-150, 24-25=-150, 23-24=-150, 22-23=-150, 20-22=-150 WEBS 3-36=-784, 35.36=-796, 33.35=-804, 12-28=-274, 8-32=-145, 3-34=63, 13-27=-305, 1426=-307, 15.25=-293, 16-24=-280, 18-23=-283, 19-22=-245, 7-33=-802, 6-35=-18, 5-36=-27, 9-31 =-249, 11-30 =-308 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8 , UBC -97. 2) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASEIS) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1.3=-80.0, 20-21 =-80.0, 2-33=-14.0 Trapezoidal Loads (plf) Vert: 3= -160.9 -to -37=-208.0, 37= -208.0 -to -10=-225.0, 10= -225.0 -to -20=-160.0 ® WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and.proper Incorporation of component Is responsibility o! building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additions 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 OST -88 Ouslity Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate. Institute, 583 D'Onotrio Drive, Madison, WI 53719 MiTek Industries. Inc. til/£ ' d-tM' ON S31 d1SAM U11W NOP August 16,2002 Ol-d00d '61,2nV Job—.—Tiiiss.. . .. . . ... - 1 TFdss I ype—......-_.... _ .-.. .... -- I ly BR000815 182 (VAULT !9 I1 "�• `. , „ •.•w,+, "a. a.,a cv-,+ar 4.4U I Jft 1 s Apr 4 NU[ NO 1 eK Ina 6.9-4 I 13-0-0 19-1-0 1.4-0 6-9-4 6-2-12 6.1-0 6x12 = 4 26-0-0 6-11-0 j 15 15:5Y-., 6 2a03—F%e 1 LOADING (psf) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 28-8-0 aff%a Z CL ® 9X 6 ,� T LUMBER BRACING TOP CHORD 2 X 6 DF SS TOP CHORD Sheathed or 4-4-6 oc purlins. BOT CHORD 2 X 4 DF No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std 'Except' 4.92X4OFNo.1 REACTIONS (Ib/size) 2=132710-3-8, 6-1433/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=20,2-3=-1883,3-4=-1541,4-5=-3162,5-6=-3527,6-7-43 BOT CHORD 2-9=1663,8-9=1363,6-8=3205 WEBS 3-9=-428,4-9=126,4-8=2115,5-8=-385 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC -97. 2) Bearing at joint(s) 6 c•:)nsiders parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 311 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard GRIP 2201195 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 116,2002 Design valid for use only with MITak connectors. This design is based only upon parameters shown, and Is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility ci building designer — not truss designer. Bracing shown is for lateral support of individual web"members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 89 Bracing Spaclilcellon, sid HIB -91 Handling Inalalfallon and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrfo Drive, Madison, WI 53719 MiTek Industries, Inc. V0 A—L M 'ON S31d1SnON1 N311W NV9V:0l—Z00Z •61•2nH y 3X(3 5x6 - 3.00 FfT£ ; t 9 8 0 17-8-4 28 0 0 9-a-0 8-0.4 i i 83-12 SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES Plates Increase 1.15 TC 0.24 Vert(LL) -0.36 2-9 >855 M1120 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.63 2-9 >487 Rep Stress Incr YES WB 0.93 HorzITL) 0.17 6 n/a Code UBC97/ANS195 1 st LC LL Min I/deft — 240 Weight: 135 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS TOP CHORD Sheathed or 4-4-6 oc purlins. BOT CHORD 2 X 4 DF No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std 'Except' 4.92X4OFNo.1 REACTIONS (Ib/size) 2=132710-3-8, 6-1433/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2=20,2-3=-1883,3-4=-1541,4-5=-3162,5-6=-3527,6-7-43 BOT CHORD 2-9=1663,8-9=1363,6-8=3205 WEBS 3-9=-428,4-9=126,4-8=2115,5-8=-385 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC -97. 2) Bearing at joint(s) 6 c•:)nsiders parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 311 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard GRIP 2201195 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 116,2002 Design valid for use only with MITak connectors. This design is based only upon parameters shown, and Is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility ci building designer — not truss designer. Bracing shown is for lateral support of individual web"members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication• quality control, storage, delivery, erection, and bracing, consult OST -88 Duality Standard, DSB- 89 Bracing Spaclilcellon, sid HIB -91 Handling Inalalfallon and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrfo Drive, Madison, WI 53719 MiTek Industries, Inc. V0 A—L M 'ON S31d1SnON1 N311W NV9V:0l—Z00Z •61•2nH =I JobTTuss — _._ _ ..._.. ;Truss Type .--__._-_.._....-- BR000815 183 ' ROOF TRUSS , Inc., t-nlco, ua. �ty Imo_ ...._..__._...._....._.. 19 �1 L (optional) 777DT-75RT s e Apr t n ustnes; Tri"&.-_ 13-0.0 19-2-12 26-0-0 1-4-0 6-9-4 6-2-12 6-2-12 6.9.4 5x6 = 4 2 oG LOADING 1psf) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 R7288301! 30-0-0 do!:- 4-8-0 >. kale�=_�1�59,9.7 Ejj M MAN qc LUMBER BRACING TOP CHORD 2 X 6 DF SS TOP CHORD Sheathed or 5-10-5 oc purlins. BOT CHORD 2 X 4 OF No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std *Except* 4-102 X4 OF No. 1, 4-8 2 X 4 OF No.1 REACTIONS (lb/size) 2=1318/0-3-8,6=1442/0-3-8 FORCES (Ib) -First Load Case Only TOP CHORD 1-2=40,2-3--2038,3-4=-1778,4-5=-1746,5-6=-2028,6-7=88 BOT CHORD 2-10=1728,9-10=1177,8-9=1177,6-8=1682 WEBS 3.10=-442, 4.10=589, 4-8=540, 5-8=-404 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC -97. 2) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard -�V- — —Iuwrr00� ,A WARNING- Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2002 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is far an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer — not truss designer. Bracing shown is for lateral support of i4'[dual web -members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. �� as Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection, and bracing, consult QST -e6 Dustily Standard, DSB- 89 Bracing SpecIfIcatlon, and HIB -91 Handling Installation and Bracing Recommendation available from Truss NOR Institute, 583 D'Dnotrlo Drive, Madison, WI 53719 MiTek Industries, Inc. W9 'd—L9W ON S?INISHNI f311W WV9V:01—Z00Z '61'2nV 1U V 8 -._- _ --j- 3x4 - 3x4 - 3x4 - 6-103 17-1-13 26-0-0 1 1 8-103 8-3-11 8-103 SPACING 2-0-0 CSI DEFL in floc) 1/deft PLATES GRIP Plates Increase 1.15 TC 0.20 Vert(LL) -0.09 2-10 >999 M1120 220/195 Lumber Increase 1.15 8C 0.42 Vert(TL) -0.17 2-10 >999 Rep Stress Incr YES WB 0.13 Horz(TL) 0.05 6 n/a Code UBC97/ANS195 (Matrix) 1st LC LL Min Wall - 240 Weight: 138 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS TOP CHORD Sheathed or 5-10-5 oc purlins. BOT CHORD 2 X 4 OF No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std *Except* 4-102 X4 OF No. 1, 4-8 2 X 4 OF No.1 REACTIONS (lb/size) 2=1318/0-3-8,6=1442/0-3-8 FORCES (Ib) -First Load Case Only TOP CHORD 1-2=40,2-3--2038,3-4=-1778,4-5=-1746,5-6=-2028,6-7=88 BOT CHORD 2-10=1728,9-10=1177,8-9=1177,6-8=1682 WEBS 3.10=-442, 4.10=589, 4-8=540, 5-8=-404 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC -97. 2) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard -�V- — —Iuwrr00� ,A WARNING- Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2002 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is far an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer — not truss designer. Bracing shown is for lateral support of i4'[dual web -members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. �� as Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. Quality control, storage, delivery, erection, and bracing, consult QST -e6 Dustily Standard, DSB- 89 Bracing SpecIfIcatlon, and HIB -91 Handling Installation and Bracing Recommendation available from Truss NOR Institute, 583 D'Dnotrlo Drive, Madison, WI 53719 MiTek Industries, Inc. W9 'd—L9W ON S?INISHNI f311W WV9V:01—Z00Z '61'2nV 7t11� —._.. _.... _ ..i s cuss Type .._ _ �iy.... �y , R7288302 BR000815 1.84 ROOF TRUSS 2 ;1 to t_ional) Longfellow um hlco,''Cl _9 915-7434 Milekindustnes, nc.u ug l'5 18:53:3 @ge - - -1-4-0 I 5$-12 5-1005 9-2-6 13-0-0 16-9-10 _ 113-0 5-0-12 0.43 337 3.9-10 3-9-10 2 5x6 M1120H 6.00 rU- 3 3x4 =- 1-1 1-1 4 16 3x8 = 3x4 - 5 17 6 ?0-1-1 2Q- --- 28.0-0 33.7 0-4-3 56-12 TCLL 30.0 Plates Increase 1.15 2 TCDL . 10.0 Lumber Increase 5x6 M1120H BC 0.69 BCLL 0.0 Rep Stress Incr ZZ L`\ LEE A s 9X 5x8 - 1518 14 19 13 12 20 11 2110 3x6 - 3x4 = 5x8 M1120H - 3x4 - 3x6 - 2x4 11. ZNI 5.8.12 i 9.2.6 I 13-0-0 1 16.9.10 1 2054 26-0-0 " 56.12 3.7-10 3-9-10 3.9-10 3-7-10 56-12 LOADING (psf) SPACING 2-0-0 CSI TCLL 30.0 Plates Increase 1.15 TC 0.75 TCDL . 10.0 Lumber Increase 1.15 BC 0.69 BCLL 0.0 Rep Stress Incr NO WB 0.67 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 6 OF SS 'Except - Except•3-72X4OFNo.1 3 -7 2 X 4 OF No.1 BOT CHORD 2 X 6 DF SS WEBS 2 X 4 OF Std REACTIONS (Ib/size) 2=2760/0-3-8, 8=2760/0-3-8 DEFL in (loc) I/defl Vert(LU -0.31 13 >998 Vert(TL) -0.47 13 >657 Horz(TU 0.12 8 ' n/a 1st LC LL Min I/defl = 240 PLATES GRIP M1120 220/195 MIIZOH 165/146 Weight: 149 Ib BRACING TOP CHORD Sheathed or 1-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. FORCES lib) - First Load Case Only 11 TOP CHORD 1-2=46, 2-3=-5555, 3.4=-4862, 4.16=-6475, 5.18=-8475, 5-17=-6475, 6-17=-6475, 6-7=-4862, 7-8=-5555, 8-9-46 BOT CHORD 2-15=4934, 15-18=6475, 14-18=6475, 14-19-7127, 13-19-7127, 12-13=7127, 12-20=7127, 11-20=7127, 11-21 =6475, 10-21 =6475, 8-10=4934 WEBS 3-15=1310, 415--1995, 4-14=514, 5-14=-795, 5-13=137, 5-11 =-795, 6-11 =514, 6-10=-1995, 7-10-1310 NOTES 1) Provide adequate drainage to prevent water ponding. 2) All plates are M1120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8 , UBC -97. 4) This truss has been designed with ANSIlTPI 1.1995 criteria. 5) Girder carries hip end with 6-0-0 end setback and tie-in span of 4-0-0 from subgirder. 6) Special hanger(s) or connection(s) required to support concentrated load(s) 520.0I1b down at 20-3-8, and 520.Olb down at 5-8.8 on top chord. Design for unspecified connection(s) Is delegated to the building designer. LOAD CASES) Standard 1) Regular: Lumber Increase= 1.15, Plate Increase -1.15 Uniform Loads (plf) Vert: 1-3=-80.0, 16-17=-194.2, 7-9=-80.0, 2-8=-27.0 Concentrated Loads (lb) Vert: 3=-520.0 7=-520.0 Trapezoidal Loads (plf) Vert: 3= -154.2 -to -16=-194.2, 17= -194.2 -to -7=-154.2 A WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16, 2002 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is lot an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of 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 OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plata Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc. H/9 'd—C98'ON S3181SHNI N311W Wb9:0 1-1002 '61'2nV 1 riiss -----•7russ l ype-------- -- - ....- .. iv v . _ ..•-:. 872883031 -I x BR000815 B4A CAL HIP , 6 1 (optional) Longfellow Lum er Co., nc.,ico,�a�— --_ d 201 s pr 2-Nfi a n`ustnes, nc. u Qud agee....,- f k -1-4-0 1-4-0 2 7-4-12 5.1-1 18.1.1 18-74 5-1-1 0-0 3 5X6 3x8 = 5x6 6.00 r'fZ- 3 12 13 4 14 1 26-0-0 7-4-12 LUMBER TOP CHORD 2 X 6 DF SS BOT CHORD 2 X 4 DF No. t WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=1887/0-3-8, 6=1887/0-3-8 BRACING TOP CHORD Sheathed or 4-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD 1-2=40, 2.3=-3449, 3-12=-2974, 12-13=-2974, 4-13=-2974, 4-14=-2974, 14-15=-2974, 5-15=-2974, 5.6=-3449, 6.7=40 BOT CHORD 2-11 -2995, 10.11 -3621, 9-10=3621, 8-9=3621, 6-8=2995 WEBS 3-11 =529, 4-11 =-772, 4-9=58, 4-8=-772, 5.8=529 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC -97. 3) This truss has been designed with ANSIITPI 1-1995 criteria. 4) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 5) Special hanger(s) or connection(s) required to support concentrated load(s) 240.0111b down at 18-0-0, and 240.Olb down at 8-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (pit) Vert: 1.3=-80.0, 3-12=-80.0, 13-14=-160.0, 5-15=-80.0, 5-7=-80.0, 2-6=-14.0 Concentrated Loads (Ib) Vert: 12=.240.0 15=-240.0 Trapezoidal Loads (plf) Vert: 12= -120.0 -to -13=-160.0, 14= -160.0 -to -15=-120.0 X27.4.0 —�- 13th �7 Seale =°1-445U 0 9X CJ U 6.J V9 0 3x8 - GRIP 220/195 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 1 6,2002 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral suppon 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 OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available Irom Trues Pfalo Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc. til/L 'd—tM'ON S31HMN1 N311W W79 :01—Z00Z '61'2nd 3x8 - 11 10 9 8 3x4 - 4x6 - 3x4 - 1.5x4 11 7-4-12 13-0-0 18-7-4 26-0-0 7-4-12 5-7-4 5.7-4 I 7-4-12 Plate uttsets ge LOADING (Pat) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES TCLL 30.0 Plates Increase 1.15 TC 0.25 Vert((�L) -0.17 9 >999 M1120 TCDL 10.0 Lumber Increase 1.15 BC 0.72 VertfTL) -0.25 9 >999 BCLL 0.0 Rep Stress incr NO WB 0.58 Horz(TL) 0.11 6 n/a BCDL 7.0 Code UBC97/ANSi95 (Matrix) 1 1st LC LL Min I/deft = 240 Weight: 134 Ib LUMBER TOP CHORD 2 X 6 DF SS BOT CHORD 2 X 4 DF No. t WEBS 2 X 4 DF Std REACTIONS (Ib/size) 2=1887/0-3-8, 6=1887/0-3-8 BRACING TOP CHORD Sheathed or 4-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - First Load Case Only TOP CHORD 1-2=40, 2.3=-3449, 3-12=-2974, 12-13=-2974, 4-13=-2974, 4-14=-2974, 14-15=-2974, 5-15=-2974, 5.6=-3449, 6.7=40 BOT CHORD 2-11 -2995, 10.11 -3621, 9-10=3621, 8-9=3621, 6-8=2995 WEBS 3-11 =529, 4-11 =-772, 4-9=58, 4-8=-772, 5.8=529 NOTES 1) Provide adequate drainage to prevent water ponding. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B , UBC -97. 3) This truss has been designed with ANSIITPI 1-1995 criteria. 4) Girder carries tie-in spans of 4-0-0 from front girder and 4-0-0 from back girder 5) Special hanger(s) or connection(s) required to support concentrated load(s) 240.0111b down at 18-0-0, and 240.Olb down at 8-0-0 on top chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (pit) Vert: 1.3=-80.0, 3-12=-80.0, 13-14=-160.0, 5-15=-80.0, 5-7=-80.0, 2-6=-14.0 Concentrated Loads (Ib) Vert: 12=.240.0 15=-240.0 Trapezoidal Loads (plf) Vert: 12= -120.0 -to -13=-160.0, 14= -160.0 -to -15=-120.0 X27.4.0 —�- 13th �7 Seale =°1-445U 0 9X CJ U 6.J V9 0 3x8 - GRIP 220/195 ® WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 1 6,2002 Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer — not truss designer. Bracing shown is for lateral suppon 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 OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available Irom Trues Pfalo Institute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc. til/L 'd—tM'ON S31HMN1 N311W W79 :01—Z00Z '61'2nd _...— .-.... .. —--'---._._-_ ......_ ...__....... ... ._...__. ....... ---- ob russ i Truss Type ty ly I BR000815 165 VAULT 13 1 (optional) Longfellow um er Co., Inc., ie0, Ca:' J - -- 4.20T s pr I e n ups lnc. Thu�ug f 2 5 0 6.94 13-0-0 19-4-4 26-0-0 {._._ 2-8-0 6-9-4 -- 6-2-12 64.4 1— 6-7-12'- 5x6 - 4 2� R72883041 .�., 1 4-0 e e= 1:5.8 Z cc 1.5x4 11 Uj { 6-94 13-0-0 I 19-4-4 26-0-0 6.9.4 6-2-12 I 64-4 6-7-12 IHet�sn SPACING 2-0-0 CL. M s ® ' M J tlL Plates Increase 1.15 TC 0.24 V ' — 10 9 3x8 z 1.5x4 11 5x8 - 3.00 FIT { 6-94 13-0-0 I 19-4-4 26-0-0 6.9.4 6-2-12 I 64-4 6-7-12 LOADING (psf) TCLL SPACING 2-0-0 CSI DEFL In (loc) I/defl PLATES GRIP 30.0 TCDL 10.0 Plates Increase 1.15 TC 0.24 Ven(LL) -0.21 8 >999 M1120 2201195 BCLL 0.0 Lumber Increase 1.15 BC 0.67 VenITL) -0.34 8-9 >917 BCDL 7.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.19 • 6 n/a Code USC97/ANS195 1 st LC LL Min I/defl - 240 Weight: 141 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS BOT CHORD 2 X 4 DF No.1 TOP CHORD Sheathed or 4-4-0 cc purlins. WEBS 2 X 4 OF Std BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpt 5-9 REACTIONS (Ib/size) 2=1433/0-3-8, 6=1327/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2-44,2-3=-1914,3.4=.1311,4-5=-1311,5-6=-3581,6-7=19 BOT CHORD 2-10=1691, 9-10=1691, 8.9=3254, 8-8=3254 WEBS 3-10=89, 3-9=-595, 4-9-669, 5.9=-2257, 5-8=1668 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B UBC -97. 2) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard r --ar.r WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE August 16,2002 Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall struclufe Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MITek Industries, Inc. ti1/8 ' d—tPU ON S31 d1SHN 1 N311 W NVO I HOOZ ' 61 ' 2n7 �_.8.1 005 B5D VAULTED Longfellw lumber Co., Inc., Chico, Ca. 95928-7434. Mi 1... _2.8-0 6.&-4 ___ 2-84 6.94 6.00 fW d' 2 1 11 5x6 = U4 3 ' (optional) . 4.201 1 s Nov 162000-1tv Tek Industries, Inc. Pn 13-0-0 19.4-4 6-2-12 6.4-4 5x6 4 3x8 5 8 7x6 = 9 5x12 - 3.00 r-12- 26-0-0 27-4-0 6-7-12 51.R7668006 ,-•_ J'v"4. Scale =1:53.3 sTM' I�ws�ls�,�j 1 �A CL ow -A LU LUs a M meq, Z?>, 12 5x6 zr L 6.9.4 6.9.4 Plate Offsets (X,Y): (2:0-1-0 0-0-2] [6.03-4 Edge1 13-0-0 6 2.12 1 19-" 26-0-0 6-4-4 6.7-12 LOADING (psf) TCLL SPACING 2-" CSI DEFL in (loc) Vdefl PLATES GRIP 30.0 TCDL 10.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.23 8-9 >999 M1120 220/195 BCLL 0.0 Lumber Increase 1.15 BC 0.68 Ved(TL) -0.35 8-9 >870 BCDL Rep Stress Incr YES WB 0.83 Horz(TL) 0.21 6 Na 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 240 Weight 141 Ib LUMBER BRACING TOP CHORD 2 X 6 OF SS -G- BOT CHORD 2 X 4 OF No.1-G TOP CHORD Sheathed or 3-75 oc purlins. WEBS 2 X 4 DF Std -G BOT CHORD Rigid ceiling directly applied or 6-10.9 cc bracing. WEBS 1 Row at micipt 55 REACTIONS cab/size) 2=1442/03-8, 6--131&0-" Max Horz 2=423(load case 13) Max Uplift 2=-631 (load case 12), 6=3280oad case 11) Max Grav 2=2084(load case 7), 6=1686Qoad case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=89, 23=-2029, 34=-1449, 43=-1417, 5-6=-3591, 6-7--W BOT CHORD 2-11=1677, 10-11=1677, 9-10=1677, 8-9=3175.8-12=31T7.6.12=3160 WEBS 3-10=79, 3.9=539, 4-9=620, 55=-2124, U--1609 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline. on an occupancy category 1, condition 1 enclosed building, of dimensions 45 it by 24 it with exposure C 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 noncwncurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 Ib uplift at joint 2 and 328 Ib uplift at joint 6. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 8) This truss has been designed for a total drag load of 2400 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1.0-0, 25-0-0 to 26-" for 1200.0 plf. LOAD CASE(S) Standard GAt�r� WARNING - Verijy dcsign parameters and READ NOTE'S ON THIS AND REVERSE SIDE BEFORI: USE Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and is for an individual October 1 1,2002 building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer – not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance Im! T�' regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouality Standard, DS13- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate. Institute, 583 D'Onofrio Drive, Madison, wl53719 MiTek Industries, Inc. 0 'd—LOWON S3I8MONI fliIN !Id19 i t—r,00d ' I 1 '•00 BR000815 L)w VAULTED LongfelloLumber Co., Inc., Chico, a. 95928-7434, Mi I... _2-8-0 6-0-0-- 2-8-0 6-9-4 ustries, Inc. 4.2011 s ov' 10 1.5x4 II 13-0-0 6-2-12 5x6 = 4 9 5x12 - l (opt, 2000 MiTek Industries, 19-4-4 6.4-1 3.00 12 6-7-12 6-9-4 13-0-0 19.4-4 26.0-0 6-9-4 6.2.12 A-6-4 r-7-19 R7668006 • , r s. -sx5 a vnacw t.., r r. Iz:v- i-v,v-u-zI, lo:u-4-4tagef LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.23 8-9 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.68 Veq%) -0.35 8-9 >870 BCLL 0.0 Rep Stress Incr YES WS 0.83 Horz71-) 0.21 6 Na BCDL 7.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Well = 240 Weight: 141 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS -G TOP CHORD Sheathed or 375 oc pudins. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid ceiling directly applied or 6-10.9 oc bracing. WEBS 2 X 4 OF Std -G WEBS 1 Row at midpt 5-9 REACTIONS (Ib/size) 2=1442/038, 6=1318/0-3.8 Max Hoe 2=423(load case 13) Max Upllft 2---631 (load case 12), 6=328(load case 11) Max Grav 2=2064(load case 7), 6=16860oad case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=89,2-3=-2029,3-4=-1449,4-5---1417,5-6=-3591, 6-7=38 BOT CHORD 2-11=1677, 10-11=1677, 9-10=1677,8-9=3175,8-12--3177,6-12=3160 WEBS 3-10=79,3-9=-539.4-9=620,5-9=-2124,5-8=1609 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C 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 per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 631 Ib uplift at joint 2 and 328 Ib uplift at joint 6. 7) This truss has been designed with ANSIfTPI 1-1995 criteria. 8) This truss has been designed for a total drag load of 2400 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0, 25-0-0 to 26-0-0 for 1200.0 plf. LOAD CASE(S) Standard I CAL�r"- i ® WARNING - Verijy design paranicters and READ NOTES ON 7WIS AND REVERSE SIDE BEFOREU.S•E Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an individual October 1 1, 2002 building component to be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. ,M Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss of Plate Institute, 583 Donofrio Drive, Madison, wt 53719 MiTek Industries, Inc. 0 'd—LOIPO N S3181SOONI N311W Wdl0:Z1—ZOOZ '11'100 2.5x4 . 1.5x4 5x8 — 3.00 12 JobTruss -...-- Truss Type BR000815 88 VAULT Longfellow Lumber Co., Inc., Chico, Ca. 9S928.7 34 6A+t TRUSS DESIGNS FOR THIS JOB ARE NOT CHECKED FOR WIND LOAD -...-•---....._ •---_. .._._..__ .. Oty Ply ... ---- �RR '% 67631 5 1 (optional) _ _ <.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Tue Dec 31 08:07:13 2002 Page ,tL� !1 : �[y tt�� 13.CA _� 19.A= _ 2U1.0 ..___.. LU B-2-12 E.a.4 &7-12.,, 5x8 - Scare =,1:60:4 —.....__— 4-0-0 2 °-0 — e -2-t2 _._.. ---- 8.4-6 6-7-12 LOADING 7CLl (psf) ( SPACING 2_0.p 30,0 Plates Increase CSI 2.5x4 . 1.5x4 5x8 — 3.00 12 REACTIONS (Ib/size) 6 =1071 /0-3-8, 11 = 1691 /0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2 .44, 2-3=1112, 3-4--755, 4-5--7S5, S-6=-2566, 8.7-19 BOT CHORD 2-11 =-987, 10.11 —301, 9-10=301, 8-9=2329, 6-8-2331 WEBS 3-10-63, 3-9=429, 4-9=172, 5.9--1802, 5-8-1221, 3-11 =-2089 NOTES 1) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97, 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 6 considers parallel to graln value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ® WAXN11VG - Ve-wi.fy design I)(71-airlettrS rind READ AWLS ON 7'H/.T AXI) RFV&rSr SIDE- DEFO kh USh' Design valid for u8e only with Wrok connectors. This design is basad only upon perimeters shown, and is lot an individual building component to De Installed and loaded vertically. Applicability of design parameters arta proper Incorporation of Component is responsibility of building designer- not truss designer. Bracing shown is for laterat support of Indlvlousl web.membere only. Additional temporary bracing to insure stability during construction is me responslolgty, of the erector. �� rte Additional permanent orating or the overall structure is the responsiDiliiy of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consuh OST -e8 Duality Standard, ose- 89 Bracing Specification, and HIS -91 Handling Installation and Bracing Recommendation available from Truss' Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53718 MiTek Industries, Inc. December 31,2002 v 'd—"£6Zti'oN S31�1S(IONI �311W WVIS:II—ZOOZ 2soo —.....__— 4-0-0 2 °-0 — e -2-t2 _._.. ---- 8.4-6 6-7-12 LOADING 7CLl (psf) ( SPACING 2_0.p 30,0 Plates Increase CSI I DEFL __.... -• ..-___ .._ _ in floc) I/deft PLATES GRIP TCDL 1115 I 10.0 Lumber Increase 1.7 5 TC 0.28 Vert(LL) -0.14 8 >999 i MII20 220/795 0,0 Rep Stress Incr YES 8C We 0.52 0.89 Vert(TQ Horz(TL) •0.24 8-9 > 999 0,12 8 n/a SCOL CDL 7.0 Code UBC97/AN519B I -• ! 1st LC LL Min I/defl — 240 I Weight: 147 Ib -- LUMBER TOP CHORD 2 X 6 OF SS -G BRACING BOT CHORD 2 X 4 F TOP CHORD Sheathed or 5-1-10 oc purline. WEBS O 2 X 4 OF Std -G Std -G BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing, Except - 6 -0-0 oc bracing: 2-11. WEBS 1 Row at midpt 6-9 REACTIONS (Ib/size) 6 =1071 /0-3-8, 11 = 1691 /0-3-8 FORCES (lb) - First Load Case Only TOP CHORD 1-2 .44, 2-3=1112, 3-4--755, 4-5--7S5, S-6=-2566, 8.7-19 BOT CHORD 2-11 =-987, 10.11 —301, 9-10=301, 8-9=2329, 6-8-2331 WEBS 3-10-63, 3-9=429, 4-9=172, 5.9--1802, 5-8-1221, 3-11 =-2089 NOTES 1) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97, 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 6 considers parallel to graln value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ® WAXN11VG - Ve-wi.fy design I)(71-airlettrS rind READ AWLS ON 7'H/.T AXI) RFV&rSr SIDE- DEFO kh USh' Design valid for u8e only with Wrok connectors. This design is basad only upon perimeters shown, and is lot an individual building component to De Installed and loaded vertically. Applicability of design parameters arta proper Incorporation of Component is responsibility of building designer- not truss designer. Bracing shown is for laterat support of Indlvlousl web.membere only. Additional temporary bracing to insure stability during construction is me responslolgty, of the erector. �� rte Additional permanent orating or the overall structure is the responsiDiliiy of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consuh OST -e8 Duality Standard, ose- 89 Bracing Specification, and HIS -91 Handling Installation and Bracing Recommendation available from Truss' Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53718 MiTek Industries, Inc. December 31,2002 v 'd—"£6Zti'oN S31�1S(IONI �311W WVIS:II—ZOOZ t • I Job Truss Truss Type Q Ply BR000815 B7 VAULT TRAY 1 1 I 88167632 ! Longfellow Lumber Co., Inc., Cnico, Co. 95928.7434 4.201 $Flt s Oct 17 2002 MiTek Industries, Inc. ITue Dec 31 08;07:13 2002 Page 1Pit I t3 -o -o 2d•0-0 iL�Co6 ti•2-t2 6,q,-4 14.12 4.10-0 6.00 FM 6x6 - I 1ascal1114-Low- 0i 5 1 a 4Y6 LA r"t0 LU 14%,GW 'titer C1 rr 0 CL �C'4 14M 11 10 1.5x4 i! 5x8 =: 3.00 12 LUMBER TOP CHORD 2 X 6 OF SS -G BOT CHORD 2 X 4 OF No.1-G WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 2-1206/0-3-8, 8=981/03.8 BRACING TOP CHORD Sheathed or16-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10=0.0 oc bracing. I FORCES (lb) - First Load Case Only TOP CHORD 1-2-44, 2-3--1429, 3-4=-817, 4-50.817, 5-6--817, 6-7=-903, 7-8=-969 BOT CHORD 2-11 =1262, 10-11=1262, 9-10-833, 8-9=-0 WEBS 3-11 =90, 3-10--610, 5-10=228, 6-10=-88, 6.9=-240, 7-9-949 NOTES I This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 18-8, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 2f , G, AP4�Ir c�'! Cie,/� NO. C17180 p(P. 6.30-05 A WARNING - Verijv design parmneidrs and READ NOTES ON THIS AND REVERS/: SWE RF -FO Rr: U,N•.' Design valid for use only Min Mrrek connoctora. Trig deafgr, is based only vpon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of assign parameters and proper Incorporation or component is responsibility of building designer.. not truss 0esigner. Bracing anown 19 for lateral support of Individual W61b members Only. Additional temporary bracing to insure stabuny during construction is Ins respons tilllty of Ins erector. ' RA Additional permanent bracing of the overall structure Is the responsibility of Ins building aasigner. For general guidance regar(sing fabrication, quality Control, storage, delivery, erection, ana bracing, consult OV -88 Quality Standard, 056- mom 89 Bracing Specification, and HIB -8t Handling Installation and Bracing Recommendation ava)Iable from Trues Plate Institute, 563 D'Onotrlo Drive, Madison. WI 53719 MiTek Industries, Inc. 'd—£6ZV*ON S3181SAGNI N311W WdZ£ \oFC December 31,2002 11—d00Z 11£1381 73.0.0 . ..---T—=— •• _:___.. .------- .. 6.2.12 .. _. ba -a LOADING TCLL (psf) 30.0 SPACING 2-0-0 CSI I DEFL in Iloc) I/deft I PLATES GRIP TCDL 10.0 Plates Increase 1.15 ; TC 0.20 1 Vert(LL) -0.09 9-10 I>999MII20 220/795 BCLL 0.0 Lumbar Increase 1.15 ! Be. 0.42 I VeRITL) -0.16 9-10 >999 Rep Stress Incr I YES ' WB 0.51 Horz(TL) 0.03 8 j n/a SCOL 7.0 Code UBC97/ANS195 j 131 LC LL Min I/defl — 240 I j Weight: 1241b LUMBER TOP CHORD 2 X 6 OF SS -G BOT CHORD 2 X 4 OF No.1-G WEBS 2 X 4 DF Std -G REACTIONS (Ib/size) 2-1206/0-3-8, 8=981/03.8 BRACING TOP CHORD Sheathed or16-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10=0.0 oc bracing. I FORCES (lb) - First Load Case Only TOP CHORD 1-2-44, 2-3--1429, 3-4=-817, 4-50.817, 5-6--817, 6-7=-903, 7-8=-969 BOT CHORD 2-11 =1262, 10-11=1262, 9-10-833, 8-9=-0 WEBS 3-11 =90, 3-10--610, 5-10=228, 6-10=-88, 6.9=-240, 7-9-949 NOTES I This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 18-8, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 2f , G, AP4�Ir c�'! Cie,/� NO. C17180 p(P. 6.30-05 A WARNING - Verijv design parmneidrs and READ NOTES ON THIS AND REVERS/: SWE RF -FO Rr: U,N•.' Design valid for use only Min Mrrek connoctora. Trig deafgr, is based only vpon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of assign parameters and proper Incorporation or component is responsibility of building designer.. not truss 0esigner. Bracing anown 19 for lateral support of Individual W61b members Only. Additional temporary bracing to insure stabuny during construction is Ins respons tilllty of Ins erector. ' RA Additional permanent bracing of the overall structure Is the responsibility of Ins building aasigner. For general guidance regar(sing fabrication, quality Control, storage, delivery, erection, ana bracing, consult OV -88 Quality Standard, 056- mom 89 Bracing Specification, and HIB -8t Handling Installation and Bracing Recommendation ava)Iable from Trues Plate Institute, 563 D'Onotrlo Drive, Madison. WI 53719 MiTek Industries, Inc. 'd—£6ZV*ON S3181SAGNI N311W WdZ£ \oFC December 31,2002 11—d00Z 11£1381 Job Truss Truss Type ----._ Qty PI ......., _..:....-- I BR000815 67A R88%6:7a633 i VAULT TRAY 1 1 Longfellow Lumber Co., Inc., Chico, Ca. 95928-74.34. 4,201 Sf31 a Oar 17 2002 MiTek Industries, Inc. Tue Oec 31 08:07:14 2002 Page 1 1--.2-3-01 e-94 2.84 6.9.4 1.2.12 6.00 12 46 iz 11 10 2xd 1,5x4 ;I 5x8 = 3,00 )12 I• --}...acs 164-0 21-2-0 3x00 f-i-....-.....� U.9 6-4-4 1.5-12 c-10.0 z j;, 5x6 = 1e�7.+.55 -----.._ ......- 0 5 114.4. 1.72 4.10.0 in Cr 2-0-0 z ! ! DEFL 3X4 \\`\ 6 4X4 :Z 7CDL I Plates Increase 10.0 im TC 0.28 � o BCLL r Lumber Increase 0.0 I Rep Stress Iner 1.15 I 9C Ido I Vert(TL) 6 IN Ir, 7,0 Code UBC97/ANS196i YES iz 11 10 2xd 1,5x4 ;I 5x8 = 3,00 )12 Except: 6-0.0 oc bracing: 2-12. REACTIONS Iib/size) 8=704/0-3-8, 12-1485/03-8 FORCES (lb) - First Load Case Only TOP CHORD 1.2=44, 2-3-1112, 3-4=-443, as= -443, 5-6=-443, 6-7--626, 7-8=-692 BOT CHORD 2-12--987, 11-12=7a0, 10-11 =14.0, 9-10-578, 8-9-0 WEBS 3-11=63, 3-10=294, 5-10--107, 8-10=-187, 6-9=-149, 3-12--1827, 7-9-658 NOTES 1) This truss has been designed for a 10.0 Psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-8, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface, 4) This truss hes been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard GRIP 220/195 `. tv � G•�' �Yj/��J, J.4.0%���� NO. G17180 *( EXP 6.30-M WARNING - Verify design porcamtterc and READ NOTES ON THIS AND Rt VERSF_ .SIDE 3F_FORE' (!.Sl: Design valid for use only with MITek connectors. This design is based Only upon parameters shown, and is for an individual December 31 , 2002 building component to be inctallad and loaded vertically, Applicability of design parameters and propar incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for latorai support of Individual web membors only. Additional temporary bracing to insure stability during construction Is Inc responsibility of ins erector. �-�� nn Additional permanent bracing of ins overall Structure is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Dustily Standard, DSB- as Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truax MR Plate. Inatilule, Sea D'Onofrlo Drive, Madiacn, W153719 Wek Industries. Inc. �--9 'd-£6Zti'0N S31d1 A N1 N311NJ NVZ£:<<-Z00Z '1£'3a0 I• --}...acs 194-4 -----.._ ......- 224. 6.2-12 114.4. 1.72 4.10.0 LOADINGI TCLL (psf) SPACING 30.0 2-0-0 I CSI ! ! DEFL in (loc) 1/deft I PLATES 7CDL I Plates Increase 10.0 1.15 TC 0.28 I Vert(LL) 0.09 9-10 >999 M1120 BCLL r Lumber Increase 0.0 I Rep Stress Iner 1.15 I 9C 0.36 I Vert(TL) •0.15 9-10 >999 i BCDL 7,0 Code UBC97/ANS196i YES ;. We 0,54 I Horz(TL) 0.01 .8 n/a 1st LC LL Min I/deFl - 240 Weight: 129 Ib r LUMBER --- TOP CHORD 2 X 6 OF S$ -G BRACING BOT CHORD 2 X 4 F TOP CHORD Sheathed or 6.0-0 oc purlins, except and verticals, WEBS 2 X 4 O OSEd-G F td -G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Except: 6-0.0 oc bracing: 2-12. REACTIONS Iib/size) 8=704/0-3-8, 12-1485/03-8 FORCES (lb) - First Load Case Only TOP CHORD 1.2=44, 2-3-1112, 3-4=-443, as= -443, 5-6=-443, 6-7--626, 7-8=-692 BOT CHORD 2-12--987, 11-12=7a0, 10-11 =14.0, 9-10-578, 8-9-0 WEBS 3-11=63, 3-10=294, 5-10--107, 8-10=-187, 6-9=-149, 3-12--1827, 7-9-658 NOTES 1) This truss has been designed for a 10.0 Psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-8, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface, 4) This truss hes been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard GRIP 220/195 `. tv � G•�' �Yj/��J, J.4.0%���� NO. G17180 *( EXP 6.30-M WARNING - Verify design porcamtterc and READ NOTES ON THIS AND Rt VERSF_ .SIDE 3F_FORE' (!.Sl: Design valid for use only with MITek connectors. This design is based Only upon parameters shown, and is for an individual December 31 , 2002 building component to be inctallad and loaded vertically, Applicability of design parameters and propar incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for latorai support of Individual web membors only. Additional temporary bracing to insure stability during construction Is Inc responsibility of ins erector. �-�� nn Additional permanent bracing of ins overall Structure is the responsibility of the bullding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Dustily Standard, DSB- as Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truax MR Plate. Inatilule, Sea D'Onofrlo Drive, Madiacn, W153719 Wek Industries. Inc. �--9 'd-£6Zti'0N S31d1 A N1 N311NJ NVZ£:<<-Z00Z '1£'3a0 Job Trues Truss 7yp9 " • j Qty ply ' I �--,'•--- • • R3167834 I BR000815 B8 VAULT TRAY �._.... (optional) Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 •SR1 s OCT 17 2002 MiTek Industriee• Inc. Tue Dec 31 08:07:14 2002 Page Uj -2.84 -� -- 69.4 _ leap I to ao 1_ 2e o_a U 2.134 s 9 4 8.242 — 8 3-G-0 &8.0 8—"' 11���.11--ssee1t 6.00 rig— 5x8 = z dS aaie 4 5 0 X 4x6 40 C> LU 6 Uj;r 19 \. I � ll� 2Ica j 0117 �0 ff1 'r 3x4 = o I•�r 9 8 1.5x4 11 1.5x4 i ( 5x8 = 3.00 12 r......_._ 694—._. ....t3o0 78.4.0 28.0.0 ; -- —........... . _ .._. _. _.. _........._...—.... _ .. ---12 — ... ........... _3-4.0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (I00 Well PLATES GRIP TCLL 3010 I Plates Increase 1.15 1 TC 0.40 i VegILL) -0,04 8-9 >999 j M1120 220/195 TCDL 10.0 I Lumber Increase 1.15 I BC 0.313 VertITW -0.08 8-9 >999 8CLL 0,0 I Rep Stress Incr YES ! WB 0.52 1 Horz(TL) 0,01 7 n/a BCDL 7.0 j Code USCS71ANS195 I 1st LC LL Min I/deft = 240 Weight: 103 ID LUMBER BRACING TOP CHORD 2 X 6 DF SSG TOP CHORD Sheathed or 6-0-0 oc purlins, except and verticals. BOT CHORD 2 X 4 DF No.1-G BOT CHORD Rigid Ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 DF Std -G, REACTIONS (Ib/size) 2-979/0-3-8,7--754/0-3-8 ' FORCES (Ib) - First Load Case Only TOP CHORD 1-2-44, 2.3=-944, 3-4=-325, 4.5--325, 5-8--325, 6.7=-732 BOT CHORD 2.9 =834, B-9 -834, 7-8 -0 WEBS 3-9 = 90, 3-8 = -624, 5-8 =.88, 6-8 - 543 NOTES 1) This truss has been designed for a 10.0 osf bottom chord live load nonconcurrent with any other live loade Per Table No. 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/fPi 1-1995 criteria. LOAD CASE(S) Standard EMOl� c. Arva�' NO. C17180 � p(P. b-3005 ® IJCA WARNING - Verify design parunidrert and READ NOTr:S ON THIS AND REVERSE SIDE: BF-FOR,r' LIM qkOf CA Oealgn valid for use only with MiTek connectors. Tnls resign Is paged only upon parameters shown, and is for an individual December 31 , 2002 building component to be installed find loaded vertically. Applidabillry of design parameters and proper Incorporation of component is responstoluty of ounding designer— not truss 48eigner. 9racina shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during conetruar_n is the responsibility of the erector. Additional permanent bracing of the overall structure la the responsibility of the b0dirg designer. For general guidance (e931ding faorlcanon, quality control, storage, delivery, erection, and orating, conrun asT-88 Cuallty Standard, DSB- =M■1� 89 Bracing Specification, and HIB -91 Handling Installation end Bracing Recommendation available from Truss Plato Inetltuts, 589 0•0nofrio Orlve, Willson, WI 53719 Mi iek Industries, Inc. L 'd—£6ZV'0N S3IdISHN1 )1311N NVU II—ZOOZ 'I£'0a0 f0 Y,• -t' l 0 m 4 �n + J L � r ! . .. t d. 1. .. ...L , 4 ' ' 3 t 55 •+r 1 D } "���.� ,lam • • ._.. .._...... —T'--"*" . --.. .. .. .:..._-.. -.___. . - ob Tn�ss -- _ Type JTruss VAULT TRAY Qty Ply BR000815 I88A �' 11 R8167635 - Longfellow Lumber Co., Inc,, Chico, Ca. 95928-7434 4.201 §R1 s Oct 17'2002 MiTek Industries, Inc. Tua Dec 31 08:07:15 2002 Page 1 I.. -2.8.0 t-- - 6.9-e ..._ :3.0.0 1b•.t-0 29-q•0 r= 2 8-0 8-9.4 — _ 6' 5.2.1Q 31.0 —.-•• ... ..-.—� ._ 8.8.0 N 6.00 len-1.$.a LU 5 4x4 Z Cr- 46 r- ` �` �+o 6 5x12�� C3 3 es LU us CL L 3x4 7 d J 10 9 g 1.5x4 I; 2(4 1,5X4 j; 5x8 3.00 F 4.0.0 6.94 faoa �... ._ .,. ...___.___. 16.40 2 ----' -- ...._E-� .._._.. ......---'- LOADING (Psf) I SPACING 2-0-0 I CSI i DEFL in floc) I/deft PLATES GRIP TCLL 30.0 Plates Increase 1,15 ! TC O.ZB Vert(LL) -0.04 8-9 >999 MII20 220/195 TCDL 10.0 Lumber Increase 1.15 9C I P 0.25 ' Vert(TL) -0.07 8-9 >999 BCLL 0.0 Ra Stress Incr YES W8 0.47 Hor2(TU 0,00 7 BCDL 7.0 i Code UBC97/ANS195 1 at LC LL Min I/deft = 240 Weight: 109 Ib BC -... _ LUMBER BRACING TOP CHORD 2 X 6 OF SS -G TOP CHORD Sheathed or 8-0-0 oc purling" except end verticals. BOT CHORD 2 4 OF Std -G X WEBS 2 X BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, 4 OF Std -G Except: 10-0-0 0o bracing: 7-8. REACTIONS (Ib/size) 7=4.39/Q-3-8,10-1296/0-3-8 FORCES Ob) - First Load Case Only TOP CHORD 1-2=44, 2-3=1112, 3.4--156, 4-5=-158, 5-6--156, 6-70-417 BOT CHORD 2-10--987, 9-10--9, 8-9=-9, 7.8-0 WEBS 3-9-63, 3-8=170, 5-8--237, 3-10=-1686, 8.8=280 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads Per Table No. 16-8, UBC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard i G•AINOF? NO.017180 OCP. 6.30* A44 WARNING - Art-.,"), design parameters and READ NOTL'"S ON THIS AND REFOR.li USS: Design valla for use only with MiTek connectors. This caoign is based only upon parameters shown, and is for an Individual December 31 , 2002 building component t0 be installed and loaded vertically. Appflcaoltlty of design parameters and proper incorporation of component is responsibility of building assigner- not trues designer. Bracing snown Is for lateral support of individual web,membere only. Additional temporary bracing to insure stability curing construction is the responsibility of the erector. Additional permanent bracing of trio overall structure is the responsibility of the oullding cosigner. For ganeral guidance regarding fabrication, quality control, storage, delivery, arectlon, and bracing" consult OST•as Ouatlty Standard, DBB- 89 araetng Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plere Instllute, 583 D'Onofrio Drive, Madison, WI 53719 MTek Industries, Inc, 8 A -M6 'ON S3181SAONI Nh1W 00QC: H-0006 '100'380- Job 1 Truss — Tru--Tyoe I BR000815 89 ROOF TRUSS Longfellow LuIer Co., Inc., Chico, Ca. 90928.7434 I i OtY Ply 2 1 RS167636 ' (ogkionsl) ) 4.201 SR -1s Oct• i7 2002 MiTek Industries. Inc. Tue Dec 31 7:1 5 2002 Page 1 — 1` 1-4-0 - 4Js f- .. 8-0-0 — ?ice 18.0.0 21 a1230.&0� .... 1.4.0 1.3.6 1--r.. 3.8.12 54.0 5-0.0 3E 2 a 3 t `" I ¢8-0 PAJ 5x8 I Scam : 6:9 Uj 5 i +•�vtqt Z cc5X8 •i i I `• I - 6x6. LU %w9 '��`--!�_...___ ( �- �\ •-� axis � '!r C 7` m,9, t CL - 3X12 M1120H 8 `N, 3X8 .'i 1e 15 11 1 10 5xe - 1.5x4 ii 1.50 II I 5x6 =. cep, 12-142X6 OF SS -G WEBS 2 X 4 DF Std -G *Except' 4-15 2 X 4 OF No.1-G, 6-11 2 X 4 OF No.1-G 3-142 X4 OFNo.t-G, 7.122x4OFNo.1-G REACTIONS (Ib/site) 2=1433/0-3-8, 8=1433/0-3.8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mit 4-13.6-13 FORCES (Ib) - First Load Case Only TOP CHORD 1-2-89, 23=-2109, 3-4=-6405, 4-5--2461, 5-6=-2461, 6-7--6405, 7.8=-2109, 8-9-89 BOT CHORD 2-16=1770, 15.16-69, 13-14=5802, 12-13=5802, 10.11 =69, 8.10=1770 WEBS 14.15-28,414=2655, 11.12-28, 8-12=2655, 3-16=-1450, 14-16=2255, 4-13=-3849, 5-13=1240, 6-13=-3649, 10-12=2255, 7-10=-1450, 3-14-3905, 7-12=3905 NOTES 1) All plates are M1120 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed with ANSI/TPI 1-1995 criteria, LOAD CASE(Sl Standard GRIP 220/195 165/146 FA NO. C17180 EXP 6-30-05 CF CA�� WARN/NC -Ver/fy design parotrelert and READ NUTc-S QIV 7HISANO REVIsRSE SIDE BEFORE. US7: Design valid for use only with Mrrnk connectors. This design is based amy upon ;arameters mown, and is for an individual December 31 , 2002 building comoonent to be installed and loosed vertically. Applicability of design parameters and groper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual woG members only. Additional temporary bracing to insure stability during construction to me resooneibility of the erector. Additional permanent bracing of the ovoran ovucture is the resoonsibiliry of the cwlcing 00219ner. For general guidance regarding fabricdlion, quality control, storage, delivery, erection, and bracing, consult OST -80 cluellty Standard, DSO- � 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recammendatlon available from Trues Plate Institute, 593 D'Onafrio Drive, Madlaon, Wf 53719 MTPir 1nv4a.g1kP4;. InC. 6 'd—£6Zti'ON S31N1SH N1 f311N Nb'££:ll—Z00Z '[£'3a0 —__y—.... 13.00 .._... _ 18.0-0 - 41.0 3-17-0 S-0-0 5-0-0 _.._....; 3x11.0 .. 1.. .4-1-0 Plate Offsets (X,YI: [2:0-4-12,0-1-81, 18:0.4-12.0-1-81. 112: -7-0,0.4-121. (14:0-7-0 0-4.121 LOADING TCLL (psf) 30,0 I SPACING 2.0-0 i CS) I DEFL in Iloc) I I/defl I PLATES TCOL 10.0 I Plates Increase Lumber Increase 1.15 I TC 0.60 I Vart(LL) -0.52 15 I>591 M1120 BCLL 0.0 Rep Stress Iner 1.15 YES BC 0.54 Vert(TL) -0.82 tb >375 M1120H BCDL 7,0 I Coda U9C97/ANSI95 WB 1.00 (Matrix) I HorZ(TU 0.75 8 t 1st LC LL Min I/deft -240 n/e ) Weight: 773 Ib LUMBER L.— 70P CHORD 2 X 6 OF SSG BRACING TOP CHORD Sheathed l BOT CHORD 2 X 4 OF No 1-G •Ex or2-9 7 oc purlins. cep, 12-142X6 OF SS -G WEBS 2 X 4 DF Std -G *Except' 4-15 2 X 4 OF No.1-G, 6-11 2 X 4 OF No.1-G 3-142 X4 OFNo.t-G, 7.122x4OFNo.1-G REACTIONS (Ib/site) 2=1433/0-3-8, 8=1433/0-3.8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mit 4-13.6-13 FORCES (Ib) - First Load Case Only TOP CHORD 1-2-89, 23=-2109, 3-4=-6405, 4-5--2461, 5-6=-2461, 6-7--6405, 7.8=-2109, 8-9-89 BOT CHORD 2-16=1770, 15.16-69, 13-14=5802, 12-13=5802, 10.11 =69, 8.10=1770 WEBS 14.15-28,414=2655, 11.12-28, 8-12=2655, 3-16=-1450, 14-16=2255, 4-13=-3849, 5-13=1240, 6-13=-3649, 10-12=2255, 7-10=-1450, 3-14-3905, 7-12=3905 NOTES 1) All plates are M1120 plates unless otherwise indicated. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) This truss has been designed with ANSI/TPI 1-1995 criteria, LOAD CASE(Sl Standard GRIP 220/195 165/146 FA NO. C17180 EXP 6-30-05 CF CA�� WARN/NC -Ver/fy design parotrelert and READ NUTc-S QIV 7HISANO REVIsRSE SIDE BEFORE. US7: Design valid for use only with Mrrnk connectors. This design is based amy upon ;arameters mown, and is for an individual December 31 , 2002 building comoonent to be installed and loosed vertically. Applicability of design parameters and groper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual woG members only. Additional temporary bracing to insure stability during construction to me resooneibility of the erector. Additional permanent bracing of the ovoran ovucture is the resoonsibiliry of the cwlcing 00219ner. For general guidance regarding fabricdlion, quality control, storage, delivery, erection, and bracing, consult OST -80 cluellty Standard, DSO- � 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recammendatlon available from Trues Plate Institute, 593 D'Onafrio Drive, Madlaon, Wf 53719 MTPir 1nv4a.g1kP4;. InC. 6 'd—£6Zti'ON S31N1SH N1 f311N Nb'££:ll—Z00Z '[£'3a0 t I 0 ' Truss Truss Type ! OtY�PIy BR000815 ICi ROOF TRUSS 1 I, 1 R8167a"37 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434 4.201 SR s OCT 17 2002 MiTek Industries, Inc. ITug Dec 31 08:07:16 2002 Page 1• I I 2-8-0 5 a g 5.9-10 1 04.3 6.00 12 2114rI I I 5 1.5x4 I I 3x4 i sari _:.::.::._..._..... — 6.8.10 003 LOADING (psf) j SPACING Scale = 1:43.2 TCLLI CSI 30.0 Plates Increase 1.15 TC 0.24 ' DEFL Vert(LL) In (loc) I/defl PLATES GRIP .0.03 7-8 TCOL 10.0 Lumber Increase 1AS BC 0.72 I BCLL 0.0 1 Vert(TL) >999 MIt20 220/195 -0.05 7-8 Rep Suess Incr YES i we 0.37 BCDL 7.0 Horz(TL) i>999 0,01 7 n/a Code UBC97/AN$195 I 1st LC LL Min I/deft = 240 I ! Weight: 69 Ib LUMBER TOP CHORD 2 X 6 OF SS -G BRACING TOP CHORD Sheathed BOT CHORD 2 X 4 OF Std -G or16-0.0 oc purlins, except end verticals, WEBS 2 X 4 OF Std -G - BOT CHORD Rigid ceilingdirectly applied or 10.0-0 oc bracin g REACTIONS (Ib/size) 7-542/0-3-8, 2=747/0.3.8 ! FORCES ON - First Load Case Only TOP CHORD 1-2=44, 2-3=-551, 3.4=-0, 4-5--0, 5-6=-5, 5-7=-242 BOT CHORD 2-8=486,7-8-486 WEBS 3 -B -78.3-7=-S52 1 NOTES i 1) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC -97. 2) A plate rating reduction of 20% has been applied for the lumber green members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria, LOAD CASES) Standard A WARNING -Verify des•i2n ptr/ttmelert and READ NOTL•S ON THIS AND REt/E,1m.' SIDE RF.FORI: U•5b' Design valid for uzo only With mr rak connectors. This design is based only upon parameters anown. and Is for an individual building component to be instattbd and ioaoe0 vertically. Aoplicability of design parameters and proper incorporation of component is responsibility of building dilzloner — not truss designer. Bracing shown is for lateral support of individual Web•members only. Additional temporary braoing to Insure stability during cdnavuclion is the responsibility of the erector. r_ , Additional permanent bracing of ens overall structure Is the responsiblity of the building designer. For general guidance regarding fabrlcauon, quality control, storage, delivery, ereeuon, and bracing, consult 0ST-88 Quality Standard, DSB- 89 Bracing Specification, and MI8-91 Mandling Installation and Bracing Recommendation available from Truss Plate Institute, 683 D'Onofrio Drive, tdadleon, WI 53718 MITek Industries, Inc. Ol d—£6Zti'oN S3181SHNI N311W WolS f ESSfO- No. Cl 7180 W. 6-300 OF December 31,2002 I _..._ :- Job Truss -----•--.... _ _. _...._ .- Truss Type ----... —Qty ' Ply �BR000815 CIA ROOFTRUSS �LI optional) _ Longfellow Lumber Co., Inc., Chico, Ca. 95929.7434 4.201 SR S OCC 17 2002 MiTek Industries, Inc. ITue Dec 31 08:07:16 2002 Page 1 m r dao . I 2 a 0 G&8 19.10 6.00 12 2 1.5x4 ; I 46 1;- 6x1 2 6x12 : 4 11.6.3 3x4 = 1 1... R�t67838 ':-' REACTIONS (Ib/elze) 7 =131 /0.3.8, 9 -1160/0-3-8 FORCES (lb) • First Load Case Only TOP CHORD 1-2=44, 2-3=1014, 3.4=-0, 4-5--0, 5-8--5, 5-7=-242 BOT CHORD 2-9 =-899, 8-9 x-280, 7-8--280 WEBS 3-8-50, 3-7-318, 3-9=-1280 NOTES 1) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 70% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard OQRpFESSIOI� NO. C17180 E)C . 6-30-05 A WilRNING - Urri,/y assign pareinierers and RF_AD 1VOTES ON THISAND Mi'"RSI' SIDE Lcl'OR's' USNs Design valid for use only with MITak connectors. This design is based only upon parameters shown, and to for an Individual December 31 , 2002 building component to De installed and loaded vertically. Applfceolllly at design parameters and proper incorporation of 1 component I: responsibility of building designer— not truss designer. Bracing anown is for lateral support of individual web memDers only. Additional temporary bracing to inaurs stability during tcnstrucdon is me responsibility of the erector. >d, Aaditional permanent bracing of the overall structure is the responsibility of Te Dulloing designer. For general guidance regarding fabrication, quality control, storage, delNery, erection, and tracing, Consult OST -88 Quality 31endard, D8B- 89 Bracing Spedlllcation, and HIB -91 Handling Installation and Bracing Recommendation avallaDle from Trues Plate Institute, S93 D'Onotrlo Drive, Madison, WI 63719 MiTek Industries, Inc. � —ll A—Mff'ON S3181SHNl N311W iVb'ti£:lf—iooz '1VOaa 1.5x4 a' ,�M . _.-- .. . _...._—.r.. _ 1.88 _.:: �. •----_: 5.9.10 _ 0.03 lit. LOADING TCLL REACTIONS (Ib/elze) 7 =131 /0.3.8, 9 -1160/0-3-8 FORCES (lb) • First Load Case Only TOP CHORD 1-2=44, 2-3=1014, 3.4=-0, 4-5--0, 5-8--5, 5-7=-242 BOT CHORD 2-9 =-899, 8-9 x-280, 7-8--280 WEBS 3-8-50, 3-7-318, 3-9=-1280 NOTES 1) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 70% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard OQRpFESSIOI� NO. C17180 E)C . 6-30-05 A WilRNING - Urri,/y assign pareinierers and RF_AD 1VOTES ON THISAND Mi'"RSI' SIDE Lcl'OR's' USNs Design valid for use only with MITak connectors. This design is based only upon parameters shown, and to for an Individual December 31 , 2002 building component to De installed and loaded vertically. Applfceolllly at design parameters and proper incorporation of 1 component I: responsibility of building designer— not truss designer. Bracing anown is for lateral support of individual web memDers only. Additional temporary bracing to inaurs stability during tcnstrucdon is me responsibility of the erector. >d, Aaditional permanent bracing of the overall structure is the responsibility of Te Dulloing designer. For general guidance regarding fabrication, quality control, storage, delNery, erection, and tracing, Consult OST -88 Quality 31endard, D8B- 89 Bracing Spedlllcation, and HIB -91 Handling Installation and Bracing Recommendation avallaDle from Trues Plate Institute, S93 D'Onotrlo Drive, Madison, WI 63719 MiTek Industries, Inc. � —ll A—Mff'ON S3181SHNl N311W iVb'ti£:lf—iooz '1VOaa 1.5x4 ,�M . _.-- .. . _...._—.r.. _ 1.88 _.:: �. •----_: 5.9.10 _ 0.03 LOADING TCLL (psf) I SPACING 30.0 2-0-0 i CSI OEFL in floc) I/deft PLATES GRIP TCDL Plates Increase 10.0 I Lumber Increase 1.15 TC 1.15 0.24i Vert(LL) 2 I>99 0.03 1120 220/195 BCLL 0.0 Rep Stress Incr BC YES w8 0.51 0.23 i Vert(TL) Horz(TL) -0.05 7-8 >999 -0.00 7 1 n/a BCDL 7.0 Code U8C27/ANSt96 1St LC LL Min I/deft – 240 i Weight: 73 Ib LUMBER _ TOP CHORD 2 X 6 OF SS -G BRACING TOP CHORD Sheathed BOT CHORD 2 X 4 DF STd•G orl6-0-0 oe purlins, except end verticals. WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceilingldirectly applied or 6-0-0 oc bracing. REACTIONS (Ib/elze) 7 =131 /0.3.8, 9 -1160/0-3-8 FORCES (lb) • First Load Case Only TOP CHORD 1-2=44, 2-3=1014, 3.4=-0, 4-5--0, 5-8--5, 5-7=-242 BOT CHORD 2-9 =-899, 8-9 x-280, 7-8--280 WEBS 3-8-50, 3-7-318, 3-9=-1280 NOTES 1) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 2) A plate rating reduction of 70% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard OQRpFESSIOI� NO. C17180 E)C . 6-30-05 A WilRNING - Urri,/y assign pareinierers and RF_AD 1VOTES ON THISAND Mi'"RSI' SIDE Lcl'OR's' USNs Design valid for use only with MITak connectors. This design is based only upon parameters shown, and to for an Individual December 31 , 2002 building component to De installed and loaded vertically. Applfceolllly at design parameters and proper incorporation of 1 component I: responsibility of building designer— not truss designer. Bracing anown is for lateral support of individual web memDers only. Additional temporary bracing to inaurs stability during tcnstrucdon is me responsibility of the erector. >d, Aaditional permanent bracing of the overall structure is the responsibility of Te Dulloing designer. For general guidance regarding fabrication, quality control, storage, delNery, erection, and tracing, Consult OST -88 Quality 31endard, D8B- 89 Bracing Spedlllcation, and HIB -91 Handling Installation and Bracing Recommendation avallaDle from Trues Plate Institute, S93 D'Onotrlo Drive, Madison, WI 63719 MiTek Industries, Inc. � —ll A—Mff'ON S3181SHNl N311W iVb'ti£:lf—iooz '1VOaa Truss 0�* i Truss Typety �iy' —7— BROOOSIS C2 ROOF TRUSSF48167633 11 1j I . (ODT;On3l) ...... 31 08:07; 16 26 ......... �.201 S, -i Oct 17 2002 MiTek Industries, Inc. Tue Dec �2Psgi Longfellow Lum6r 9 –Inc., Chico, �3. 5928-7434 2.0.0 frPrO0-04 2x4 4 P 6.00 1-2 CL LU Uj 2 J ca 3x4 5 1.5x4 Ij REACTIONS (Ib/size) 2=557/0.3.8, 5-266/0-3-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=88, 2-3=70, 3-4m-1 1 BOT CHORD 2.5-0 W58S 3-5--223 NOTES 1) This truss has been designed for a 10.0 osf bottom chord live load nonconcurrent with any other live loads per Table No. 18-8, USC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria - LOAD CASE(S) Standard 'A WARN/NC - Krify design I)ararneters and READ IV07'1.'S ON THIS AND JZFVr1?v:.S//)1.,6EF0RE U.T'G Design valid for use only wlin Mrrak Connectors. This design is based only upon parameters shown. and is for an individual building component to oe Installed and loaded Vertically. Applicability of design parattratars dna proper IMCOfOOf&I;OA Of Component is responsibility of building assigner— not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilityduring u Ing COnStrucuon is tno ra:pansiomty of the erector. Additional permanent bracing of Ing Overall structure is the responsibility of the buileing designer. For general guldancs =man' regarding fabrication, quality control, storage, delivery, erection, and bracing, consuh QST -aa Quality standard, 058. 89 Bracing Specification, and 1,118.91 Handling installation and Bracing Recommendation available from Truss plate Institute, 583 D'Onolrlo Drive. rVisdison, WI 63719 Wiek Industries, Inc. Zl 'd—HZ�'ON Q131MAN Nh1N—Wn0:[[—Z00Z -H'08a- December 31,2002 LOADING TCLL (psf) SPACING 30.0 2.0.0 CS1 DEFL in 000 I/defl PLATES GRIP TCDL Plates Increase 10.0 1.15 TC 0.20 VOrt�!-L) -0.09 2-6 >836 M1120 220/195 SCLL Lumber Increase 0.0 1.15 Sc 0.78 Vert TU -0.15 2-5 >492 SCDL Rep Stress Incr 7.0 1 YES We 0.04 Horz(TL) 0.00 n/a Code USC97/ANS195 (Matrix) I ST LC LL Min I/defi –240 Weight: 36 lb LUMBER TOP CHORD 2 X 8 OF SS -G BRACING SOT CHORD 2 X 4 DF Std -a TOP CHORD Sheathed of 6-0.0 OC purlins. WEBS 2 X 4 OF Std -G SOT CHORD Rigid ceiling directly -applied or 10.0-0 oc bracing. REACTIONS (Ib/size) 2=557/0.3.8, 5-266/0-3-8 FORCES (Ib) - First Load Case Only TOP CHORD 1-2=88, 2-3=70, 3-4m-1 1 BOT CHORD 2.5-0 W58S 3-5--223 NOTES 1) This truss has been designed for a 10.0 osf bottom chord live load nonconcurrent with any other live loads per Table No. 18-8, USC -97. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria - LOAD CASE(S) Standard 'A WARN/NC - Krify design I)ararneters and READ IV07'1.'S ON THIS AND JZFVr1?v:.S//)1.,6EF0RE U.T'G Design valid for use only wlin Mrrak Connectors. This design is based only upon parameters shown. and is for an individual building component to oe Installed and loaded Vertically. Applicability of design parattratars dna proper IMCOfOOf&I;OA Of Component is responsibility of building assigner— not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilityduring u Ing COnStrucuon is tno ra:pansiomty of the erector. Additional permanent bracing of Ing Overall structure is the responsibility of the buileing designer. For general guldancs =man' regarding fabrication, quality control, storage, delivery, erection, and bracing, consuh QST -aa Quality standard, 058. 89 Bracing Specification, and 1,118.91 Handling installation and Bracing Recommendation available from Truss plate Institute, 583 D'Onolrlo Drive. rVisdison, WI 63719 Wiek Industries, Inc. Zl 'd—HZ�'ON Q131MAN Nh1N—Wn0:[[—Z00Z -H'08a- December 31,2002 Job I Truss Truss Type [BRO0081s* ; C2A ROOF TRUSS Longfellow Lumber CO., Inc., Chico, Ca. 95928-7434 4.201 S91'3 Oct 1 Ply fit 6.00 j'if- 3X6 M0 1.5x4 ' 1.5x4 11 Pie 1L& Z 8� all �d UJ to ca R8167640 218-=1;27.5 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97, 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard ®• WARNING - Vcrifv design parameters and READ NOTES ON THIS AND REVG'X.,S•L•' SIUfs RF,FORF. /JS!? Design valid for use only with MITak connectora. This design is based only uoon parameters shown, and I, for an InaMduat building combonent to be installed and loaded verdcatty. appllcaolllty of design parameters and proper incorporation of component Is responsibility of building designer _ not truss designer. Bracing Shown is for lateral suppon of individual web;membere only. Additional temporary bracing to Insure Stability during construction is the responsibility of the erector. Additional permanent bracing of Ina overall structure is the reaponsibility of the building designer, For general guidance regarding labrication. quality control, storage, delivery, erection, and bracing, consult OST -98 Quality Standard, oSB- 69 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues �IV� Plate Institute, 563 D'Onolrio Drive, Madison, WI 53715 MiTek Industries, Inc. £1 A-CEff'ON S3IMHN 1 �311W W Q,ip*SS o144-4 *("NO. C17180 W. 6-30.05 OF December 31,2002 M:11-71002 LOADING Ipsfl SPACING 2-0-0 1 CSI DEFL in (loci I/deft I PLATES GRIP TCLL TCDL 30.0 Plates Increase 1.15 1 10.0 TC 0.26 I Vert(LL) -0.04 2 >914 M1120 220/195 BCLL Lumber Increase 1.15 0.0 i BC 0.30 Vert(TL) -0.05 2 > 668 I Rep Stress Iner YES I WB 0.61 i Horz(TL) 0.00 n/a SCOL 7.0 Code UBC97/ANSI95 (Matrix) 1$t LC LL Min I/defl — 240 Weight: 42 Ib LUMBER BRACING TOP CHORD BOT CHORD 2 X 6 OF SS -G 2 X 4 OF Std -G TOP CHORD Sheathed or 6.0.0 oc purlins. WEBS 2 X 4 OF Std -G BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. REACTIONS (Ib/size) 5--156/0-3.8, 8=99210.3.8 Max VPlift 5=•156(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=88, 2-3=1181, 3-4--11 BOT CHORD 2-5=•983, 5-6-0 WEBS 3-5-166, 3-6=-1341 NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97, 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard ®• WARNING - Vcrifv design parameters and READ NOTES ON THIS AND REVG'X.,S•L•' SIUfs RF,FORF. /JS!? Design valid for use only with MITak connectora. This design is based only uoon parameters shown, and I, for an InaMduat building combonent to be installed and loaded verdcatty. appllcaolllty of design parameters and proper incorporation of component Is responsibility of building designer _ not truss designer. Bracing Shown is for lateral suppon of individual web;membere only. Additional temporary bracing to Insure Stability during construction is the responsibility of the erector. Additional permanent bracing of Ina overall structure is the reaponsibility of the building designer, For general guidance regarding labrication. quality control, storage, delivery, erection, and bracing, consult OST -98 Quality Standard, oSB- 69 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues �IV� Plate Institute, 563 D'Onolrio Drive, Madison, WI 53715 MiTek Industries, Inc. £1 A-CEff'ON S3IMHN 1 �311W W Q,ip*SS o144-4 *("NO. C17180 W. 6-30.05 OF December 31,2002 M:11-71002 4 4 �y r. v 4 'r Job Truss Truss Type Qty Ply CSI IBR000815 D1 VAULTED 1 3 R7468017 �_ 3010 Plates Increase 1.15 (optional) Lumbo, mc., %,ntco, tta, yoazo-/4d4 4.zut 5Ht s Jul 26 2002 MiTek Industries, Inc. Thu Sep 12 08:13:32 2002 Page 1 .2-8.0 53.12 1 48.6 14-0-14 11-&2 20-11-6 23.1.15 28-1-11 90.9-11 240-.1 5.312 4.0-8 4-4-9 3-5.4 3-54 2.38 44.12 2,1 5x6 = r = 1:58.2 roll 6.54 12 3x0- 3x6 t3 4 A 5x8 t�.e ��I1 LU 33x4 7 314 e ® �r.ILao Z IA I I 3x4 = 8x8 _2,77 co 1Z �_• 5312 9.8.6 -14-0-14 172 20.11-6 23.8.15 28-1-11 5312 s a e 4 4 9 3 5 4 354 2-9-9 4.41-12 LOADING (osf) SPACING 2-0 0 CSI DEFL in (loc) I/defl I PLATES GRIP TCLL 3010 Plates Increase 1.15 TC 0.30 Vart(LL) -0.20 12 >999 MI120 220/195 TCOL 10.0 Lumber Increase 1,16 BC 0.77 Vert(TL) -0.32 12 >999 BCU 0.0Rep Stress Ina NO WB 0.97 Horz(TQ 0.15 9 n/a BCDL 7.0 Code UBC97/ANS196 f (Matrix) 1st LC LL Min I/deft = 240 Weight: 686 Ib LUMBER TOP CHORD 2 X 6 OF SS -G BOT CHORD 2 X 6 OF SS -G WEBS 2 X 4 OF Std -G REACTIONS (Ib/size) 2=3329/0-3-13, 9=4396/0-3-13 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. SOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES (lb) - First Load Case Only TOP CHORD 1-2=87, 2.17=-6371, 3-17=-6237, 3-4=-5766, 4-6=-4874, 6-6=-4858, B-7=-7469, 7-8=-13739, 8-9=-14809, 9-10=65 BOT CHORD 2-18=5610, 16-18-5610, 16-19=5610, 15-19=6610, 15-20=6177, 14-20-5177, 13-14= 6920, 12-13= 1 281 5, 12-21=13665, 11.21-13154, 9-11 = 13381 WEBS 3-16=218, 3-16=-498, 4-15-904, 4-14¢-1106, 5-14=3543, 6-14=4166, 6-13-4236, 7-13--7138, 7-12=6621,8-12=-686, 8-11=1021 NOTES 11 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 2) A plate rating reduction of 20°x6 has been applied for the green lumber members. 3) Bearing at joints) 9 considers parallel to grain value using ANSI/fPl 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) This truss has been designed with ANSIR?l 1-1995 criteria. 5) 3 -ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected as follows, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 6) Special hanger(s) or connections) required to support concentrated load(s) 75.0Ib down at 2.0-2 on top chord, and 1803.0Ib down at 22-11-0, 1369.01b down at 17-8-4, 934.0Ib down at 12-5-9, and 472.0Ib down at 7-2-14, and 13.Olb down at 2-0-2 on bottom Chord. Design for unspecified connection(s) is delegated to the building designer, LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.16 Uniform Loads (plf) Vert: 1-5=-80.0, 5-10=-80.0, 2-14=-14,0,12-14--14.0, 9-12=-14.0 ?Verify design paramererr and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE y NO.(29919 September 13,2002 Design valid for use only with MITelf connectors. This design is based only upon parameters snown, and Is for an IndMdual building component to bo Inatalfed and loaded vertically. ADDllcabillty of design parameters and proper incorporation of component is responsibility of building designer- not trues deelgner. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Adoluonal permanent bracing of the overall structure Is tho ro;ponsibllity of the building deelgner. For general guidancAli rogarding labncatlon, quality control, storage, delivery, erection, and bracing, consult OST -88 Ouallry Standard. DSB- 89 Bracing Speelfleallon, and HIB -91 Handling Installation and Braeing Recommendation available from Truss Plate Institute, 693 D'OnofrI6 Drive, Mcnlann WI 63719 AAM -1, I -A ... r.I, 1.1C. lE 'd---HL6'0N S3181SHNl N311W NVLS:OI_c001 ?Cl•d8S Joh Truss Truss Type Qty %y 20=-934.0 21 --1803.0 UJ I R7468017BR000815 01 VAULTED 3 Lor! , � optional) p •..... •• �......,.,, ..v.. r, ...., .,, ri..v, �.,a. a.ra<u-i wvw w•<V 1 0111 S JUI LO LUUL PAI ICK Inoustrles; Inc. ihu Sep 12 08! 13:32 2002 Nage L LOAD CASE(S) Standard Concentrated Loads (lb) . Vert: 13--1359,0 174-75.0 18=-13.0 19=-472.0 20=-934.0 21 --1803.0 UJ Mix IXU I. IM WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USF. Design valid lot use only with MTek connector_. This design i; based only upon parameters shown, and Is loran Incilvldual oufldtng component to be Installed and loaded vertically. Applicability of design paramoter and proper Incorporation of component Is responsibility of building designer— not Erose designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of me overall structure le the responsibility of the building designer. For general guidance EN regarding fabrication, quality control, storage, delivery, erection, and placing, consult OST -89 Quality Standard. DSB- 69 Bracing Specification, and HID -91 Handling Installation and Bracing Recommendation availabla from Truss Plate Institute, 393 0'011041`10 Drive, Madison, WI 63719 MiTek Industries. Inc. U 'd--IIL6'ON S31d1SNONl f311W NV89:01—Z00Z £ 1 d8S ,f MONO TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LBJ TOPCHORD DIAGONALBRACE SPACING(DBI) [#trusses] 1' Up to 24' 3/12 8' 17 1 12 Over 24'- 42' 3/12 7' 1 10 1 6 Over 42'- 54' 3/12 6' 1 6 1 4 Over 54' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords that are laterally braced can bucide together and cause collapse If there Is no diago- nal bracing. Diagonal bracing should be nailed to the undersideofthetopchord when purlins are attached to the topside of the top chord. PLUMB 2 f. 4 0j /eSs=460 12 �3or../`� 8 "'b"'IX 49, All lateral braces lapped at least 2 trusses. Continuous Ton Chnrrl Lateral Brace Required WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. I I I Truss D/50 Depth 12" D(in) 1' I Lesser of 2' D/50 or 2" t 1/` 3' Maximum Plumb Misplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1 1" 4' 60" 1-1/4" 5' 72" 1-1/2" 6' 84" 1-3/4" -P 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES AWARNING: Do not cut trusses. 10" or Gre Attachmi Required Length L (in) ............................:........... T t 1/4 Lesserof U200 or 2" Bow L (in) L (in) T......::::::::::::::::::::::::...... t 1/a Lesserof U200 or 2" L(in) U200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4." 12.5' L(in) 0200 L(ft) 200" 1" 1 16.7' 250" 171/4" 20.8' 300" 1-1/2"25.0' - OUT -OF -PLANE INSTALLATION TOLERANCES ADANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. Frame 6 This safety alert symbol is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating prac- tices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° Itis the responsibility of the installer(builder, building contractor, licensedcontractor, erector or erection contractor to properly receive. unload, store, handle. install and brace metal plate connected wood trusses to protect life and propertv., The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses fora particular roof orfloor. These recommendations are based upon the collective experience of leading technical personnel in the wood truss CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is ad- vised to obtain and read the entire booklet "Com- mentary and Recommendations for Handling, In- stalling & Bracing Metal Plate Connected Wood Trusses, HIB -91" from the Truss Plate Institute. DANGER: A DANGER designates a condition where failure to follow instructions or heed warn- ingwill most likely result in serious personal injury or death or damage to structures. eWARNING: A WARNING describes a condition where failure to follow instructions could result in ��M TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4 grade marked lumber. All connections should be made with minimum of 2-16d nails. All trusses assumed 2' on -center or less. All multi -ply trusses should be connected together in accor- dance with design drawings prior to installation. TRUSS STORAGE CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateralI A CAUTION: Trusses stored vertically should be bending and lessen moisture gain. braced to prevent toppling or tipping. JAWARNING: Do not break banding until installation DANGER: Do not store bundles upright unless begins. Care should be exercised in banding remov-11A properly braced. Do not break bands until bundles al to avoid shifting of individual trusses. are placed in a stable horizontal position. WARNING: Do not lift bundled trusses by the bands. DANGER: Walking on trusses which are lying flat Do not use damaged trusses. IlAprohibited. is extremely dangerous and should be strictly .JA Frame 1 1AWARNING: Do not attach cables, chains, or hooks WARNING: Do not lift single trusses with spans to the web members. 11A greater than 30' by the peak. Approximately Approximately '/2 truss length '/s truss length Tag Truss spans lessthan 30' Line Spreader Bar, Toe In Spreader Bar Toe In Approximately 1/2 '/s to 2/3 truss length Less than or equal to 60' 1/2 to 2/3 truss length Less than or equal to 60' Toe In MECHANICAL INSTALLATION rag Lifting devices should be connected to Strongback/ Line the truss top chord with a closed-loop Spreader Bar attachment utilizing materials such as 10, slings, chains, cables, nylon strapping, �— etc. of sufficient strength to carry the weight of the truss. Eachtrussshould be NNNNNV//11//I/ set in proper position per the building designer's framing plan and held with Approximately the lifting device until the ends of the 2/3 to 3% truss length truss are securely fastened and tempo- Greater than 60' Tag Irary bracing is installed. Line Tag Line Strongbacld 101", ' 10' Spreader Bar Toe In At or above mid -height M213 Approximately to3Ya truss length Tag TagGreater than 60' Line Line GROUND BRACING: BUILDING INTERIOR GROUND BRACING: BUILDING EXTERIOR Typical vertical attachment uss of braced .p-.7 trusses (EB) Typical horizontal tie member with Frame 2 • CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consulta registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB-89, and in some cases determine that a wider spacing is possible. GROUND BRACING: BUILDING INTERIOR GROUND BRACING: BUILDING EXTERIOR Typical vertical attachment uss of braced .p-.7 trusses (EB) Typical horizontal tie member with Frame 2 • 2x4/2x6 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING DF - Dougiss Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 9 The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two trusses. Top chords that are laterally braced can bucide Continuous together and cause collapse if there is no diago TOPCHORD nal bracing. Diagonal bracing should be nailed Top Chord TOPCHORD DIAGONALBRACE attached to the topside of the top chord. MINIMUM LATERALBRACE SPACING(DBJ SPAN DEPTH SPACING(LBJ [#trusses] SP/DF SPF F Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 6 4 Over 48'- 60' 48" 5' 1 4 2 Overfill' See a registered professional engineer DF - Dougiss Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 9 The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two trusses. Top chords that are laterally braced can bucide Continuous together and cause collapse if there is no diago nal bracing. Diagonal bracing should be nailed Top Chord totheunderside ofthetopchord when purlinsare Lateral BraCE attached to the topside of the top chord. Required 10" End diagonals are essential for stability and must be duplicated on =450 Attachmer Required 2p,(DBs) ro lr SpFSses @ 2' o, c 01\60 3`L/ 30" or greater both ends of the truss system. WARNING: Failure to followthese recommendations could result in severe personal injury or damage to trusses or buildings. 1 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. Rfffilmwlk WIN�- ►r.1S -rrLlsses 01 All lateral braces lapped at least — twotrusses. 2450 End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 Continuous Top Chord Lateral BraCE Required 10" Attachmer Required 3 12'1 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. e 9 12 �) _ _ � 4 or greater PITCHED TRUSS TOP CHORD TEMPORARY BRACING SPAN MINIMUM PITCH TOP CHORD LATERALBRACE SPACING(LB) TOPCHORD DIAGONALBRACE SPACING(DBS) F#trusses SP/DF SPF/HF Up to 32' 4/12 8 20 15 Over 32'- 48' 4/12 1 6' 10 7 Over 48'- 60' 4/12 1 5' 6 4 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 ContinuOUSTnnt;hnrd Lateral Brace trusses. Required 10" or Gr( 32 or t/ Attachm Requirec Top chords that are laterally braced can buclde together and cause collapse if there Is no diagonal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are at- tached to the topside of the top chord. WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. SCISSORS TRUSS TOP CHORD TEMPORARY BRACING MINIMUM PITCH SPAN DIFFERENCE TOPCHORD LATERALBRACE SPACING(LBS) TOPCHORD DIAGONALBRACE SPACING(DBS) [# trusses] SP/DF I SPF/HF Up to 28' 2.5 T 17 12 Over 28'- 42' 3.0 6' 9 6 Over 42'- 60' 3.0 5' 5 3 Over 60' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. DF = Douglas Fir -Larch SP = Southern Pine HF = Hem -Fir SPF = Spruce -Pine -Fir Continuous Tnn Chnrrl Lateral Brac Required 10"orG Attachmen Required Top chords that are laterally braced can buclde together and cause collapse If there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of thetop chord when purlins are attached to the topside of the top chord. All lateral braces lapped at least 2 trusses. or Frame 3 45° 12 sF— .>, M145o 12 � 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD TEMPORARY BRACING MINIMUM SPAN PITCH BOTTOMCHORD LATERALBRACE SPACING (LB) BOTTOMCHORD DIAGONALBRACE SPACING(DBS) [#trusses] Up to 32' 4112 1 15' 1 20 1 15 Over 32'- 48' 4112 15' 1 10 1 7 Over 48'- 60' 4112 15' 1 6 1 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 4.xv ,-tv All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. Temporary cross bracing at each end of the building and repeated at WEB MEMBER PLANE Frame 4 PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, correct and legible. it may cause a delay in processing. Owner' A.P. #: ContactrnoneLNumoer: Purpose of submittal: ❑ Permit Application Data Item ❑ Engineering j O'Plan Revision _DW Received By: Date: 0 Permit #: o Time:,_�� ❑ Requested by Building Inspector or Correction Notice - Inspector's Name: ❑ Requested By Plan's Examiner -Examiner's Name: ❑ Other: If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for plan review. If engineering is involved in this revision, the engineer must put`his requirements on these drawings and stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must clearly chow When Approved, Process as Follows: ❑ Mail to Owner at this address: ❑ Mail to Contractor at this address: ❑ Call and hold for pickup at the ❑ Chico Office ❑ Oroville Office ❑ Deliver with next inspection. Revised Plan Check Fee: ❑ $46.00 Receipt #: ❑ Additional Fees Not Required Additional fees may be due based upon complexity and time involved to process this submittal. Additional Fees: Receipt #: IL1L 1 0:1-77-17- 71-1-1-11 mammon= 1: AT THE TIME THE BUILDING PERMIT" IS ISSUED, THE ICONTRACTOIt i. _- - . SHALL HAVE A CURRENT STATE OF CALIFORNIA LICENSE 2.- AT THE TIME THE BUILDING PERMIT IS ISSUED, THE CONTRACTOR ---' SHALL HAVE EVIDENCE OF, CURRENT WORKMAN'S COMPENSATION INSURANCE COVERAGE ON FILE WITH BUILDING DIVISION IN COMPLIANCE WITH SECTION 3800 OF THE CALIFORNIA LABOR CODE. 3. ALL CONSTRUCTION TO MEET LATEST REQUIREMENTS. OF THE r UNIFORM BUILDING AND PLUMBING CODES AND THE NATIONAL ELECTRIC �-: CODE. MA wo-MCM-21 � � 4 jtj 4 41limeaINNER y! I