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HomeMy WebLinkAbout040-640-060/,N!/() / /I,'l r /.A a a 040-640-060 06-2074 ' THURMAN, CHAD 000 NOTES 4 TAIGE WAY, CHICO Cont: THURMAN & THURMANr TRANSFER BP#06-0912(OWNER f_X a RESIDENTIAL APN- Permit No. Owner. , t v. Site Address- Contractor_ Type of Permit: _. t _G d w� a` OFFICE COPY ;+ Address GAS Meter By (/��% Date( .6 , ^ ELECTRIC Meter By Date i s t� r ,u• 4' -S t r. - I SRA ROOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEMS VERIFY USE. PERMIT CONDMCSNS SUBSTANDARD HOUSING LETTER ENcROAc�mENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE DATE JOB FINAL.ED: tJ V SIGNATURE CHECKED BY - =OK o = Not OK MANUFACTURED HOMES DATE I Lj PERMANENT FOUNDATION SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer, Lorin -Test; FalllC/0-Concrete 4 Wtr; Loctn Test-Easeinent Needed -Regulator 5 Elec Loctn-CImcs-Gmd 'Amp -Concrete 6 Yard Gas; Loctn Test Wrap Nat Q or LP(_ Inch Sz Ft Lngth 7 Blckng, SzSpadng-Marriage Line 8 Gas; MH Test -Demand Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers-Breakers-Clmcs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -C/O to Grade 12 Gas and Electricity Tagged 13 Tie Downs Q Foundation 14 Exits 15 Cert of Occupancy 16 HUD Labellinsignia Numbers Serial Numbers 0 40 I MISCELLANEOUS -,DATE IDECKS'COVERS'CARPORTS•GARA GES 1 ZoningSetbacks-Easements 2 Figs; SoilsSz-DpthSpacing-CnnchsSteel 3 Decks, Girders/Jolsts-Dddng-Brcing Stairs-Duard/Handratis 4 Wood Awn; Posts-Beams4b'as-CnnctrsShthg. Frmg-Brcng 5 Alum Awn; Columns-CnncfnsSplice-Decal-Encisrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Sills-AnchrsStuds4Was Trtisses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof•. Shthg-Roofing 11 Ezt; Steps-Doors-Landuigs 12 Braced Wall pnis 1 Setbacks -Easements 2 Soils; -CompacbonStructum Stability) 3 Pool Structure; Steel-Cnnctns Thickness Dead Men4 fining . 4 Elec Rcptds/Lting; Distance -GH 5 Elec Pool I,ting; l5 volts-DFI 6 Elec.Enclsrs; Conduit Entries-Terminals-Disted 7 Elec Bonding; Metal w/S'-CrcItng Egp-Htr 8 Elec Gmdng; Eqp w1S' Crdtng Eqp-Pool Ightg Boxes-Encisrs-pnIIx ards4nsultn•to Main Conduit 9 Healtf Dept Appivl 10 'Plmb; Cir Tegt4ft Supply Test 11 Lt Niche , 12 Endsr; Fencing -Alarms 13 Bonding, Diving board or Slide I = Not OK RESIDENTIAL (Single & Duplex) DATE JUN RFLOOR DATE PL BING Z ingSetbacfcs-Ease cuts-F,IoodSlo e tr Htr; Vent-Acc-Cmbstn Air Baffle Id am; Soils-Ele rnd ' C Ftq Dpth 54-fti Pipe; Test & Anchr-Nail' Prtctn y� _Garage; SoilsSteel-SteelGmd t - Ftg Dpth 5 Test Fittings & Anchr Nail P,(ctn YemH91d orcheslDecks; Soils -Steel 1� Ftg Dpth hwr Pan; Test; First fir -Tub Ace walls Main; Steel-Blockouts Wrapped 57 Test Tub'& Shwr, 2nd fir - Tub Ace walls Garage; Steel-Biockouts-Wrapped 58 Gas Pipe; Sz & Anchrs Downs and Special Anchrs 59 Fire Sprinkler; Test Steel Wrapped 60 Yard Gas Piping + E9 pP -Frplc FtgSteel H-T5WV; Fall -Fitting Test -2 -way CIO -Sewer Test 10 UF, Gas Pipe; Sz Anchrs-Sz Test 11 Wtr Pipe; Test-Anchrs-RgltrService Test 12 Elec Undrgmd DATE M E C H A N•I C A L 13 Plenums &Ducts; Cirnc-materialSupport-Insultn 6 C Ducts Insulin & Support " 14 GirdersSilts-Anchr BoltsJoists-Vnts-Cripples ArVent Fan. Exhaust abv Insultn 15 Ace & VnUtn 6� rV er sate Drain & Ovrftw, Sz & Grade - 16 Insulation 04q---ace-Vent Acc-Comb Air Rtrn/Vent 115 Outlet O/ the Are & Pltfrm if Furnace In attic 7 L6 o � DATE IrRAMING 1T ills Proper Materials & Anchrs DATE F 1 N A 18�V11 ds -Nailing Spacing & Braces -Plates -Sound a s -Door & SideLt Prtctn-Landings • t b J F e ing Walls over Girders,$ fir Hailing a Detector raft Stop In Walls (rat proof)• —5urna Vnts-Ctmc-Comb, Air-Cnnctr 2•YFire Stops; Fiirred CeiGngsStairs-ChasersTubs In rage; abv-fir-Ducts-Mech Prtctn .H er�8. Beasts Si &' Bearing' _ ed - -n9 r �- �osE'Caps-Anchrs-Cinnctns 7 a Fxtrs &Tub Ace -Spa ling Jois%RftrTjes-Purtpjk-Roof Brac-TrussShthg c Fault 2rpic Ties or `fie A Flue=Frle Throat Clrnc lee Trim & Subpnl, Breaker Szs &Labels 'c c Actti Sz &�Rmz pitetn-Drag Stop -Ins , Pam Baffles 73 Sfa" uard/Handrails 2sarm Wndws or Exiting Doors SiU lit & Dimensions Ic or Stove, Cimc-Hearth ;8'�airage F"ve Prtdri Framing -RC Channel 75 Elec: Oyttl_is at Wood Pnl, Int & Ext 2�PrpytyLine Firewall & Opnos' . 76�tin, Fxtr & Appinc; Gmd- lir-Gap-Cooking Clmc 30•�xt Doors -One 3' -Check Gauge 3r4 Story, 2 Exits T7 Ele ets & Rcptcis at Ktchn Counter 31 Stairs; Width-tfdrm Rise -Bund andiny-Fire Prtctn rage Fire Door Swing -1 anding-Closure 32 Plywd on Roof Ovrhng Attic Vnts4Utr Outrgrs 79 AC Duct in Garage -Damper. 33 S" g-NaiTrng Veneer 80 Wtr Htr Vnts-CimaCom Air Cnnctr-PRV; abv fir • .n YGIng Lath Weep Screed Fndtn Vnts-Undrflr Act Mie O'Prtcbr LPG Appince Undr House 3" drain i3Brace Area Glass PrtctnSkyLis-Plastic 8f'PI let & Meth Egp Listed for Loan 1 631 u"1 Walls; Nailing -Bolts let ptcls in Garage (GFl) Romex Prtctn intlExt Wall pnis sultry -Foam -Looked in Attic 38 lnsultn-Walls-Ceilings 84 Guard Rails & Deck Cnstrctn-Post Caps 39 Infiltration Walls-Wndws 85 Fndn Vnts & Crawl Hole Door Dmge & Wood -Earth 86 Clsnc Dmge Planters Q Yes Q No o• o`� of 0�s + i O + 87� o Brown -Finish CsimfDscnnct, Elec-Plmb 8 nts abv Roof, Plmb.Appinc-Frplc-Clmc to Opngs DATE ELECTRICAL 90 Wtr Well, Dscnnct, Elec, Pimb 40 Fxtr & Tmsfrmr Clrnc-fns Prtctn 91 Ext Elec Trim, GFl Reptc-Undrgmd 41'Elf.Rcptels Spacing-Lts & Switches at Doors 92iEoEpeefions House 4�SZ Boxes & No Of Cndetrs Stapled 93tn 4eYRomex Installed Close to Edge of Studs & CJfrom previous Inspctns V-Eqp Gmd made up w/Mech Fstnm9SGass--Meters Tagged, Gas-Elec 4&'d dng Electrode Bond Gas & Wtr 96r1Ntr & Sewer Cnnctd-C/0 to grade -HD Apprvl 480-I'Appinc Cires in Ktchn & Cndetr Sz GFl 97 EneeCCmpinc Cert -Other Certs 47 Subfeed Wire Sz "� P �U - DAL 98 /address Posted AC Wire Sz --U CU or DAL 99 FRS'e48 Range Clic W D CUorDAL Oven Circ pa D CU or QAL jpsdlated Dyes ONo dr s`d mss. Service -Riser Cndetrs & Gmd Main Dscnnct !OEE'Cl mrspnis Motors MethEqp�es Closet LtShwr LtSpa Lt e Detector a , a COUNTY OF BUTTE BUILDING DIVISION f� - DEPARTMENT OF DEVELOPMENT SERVICES A. 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE /�t v/4- 6�Z� (/6 ojU lG OWNER PERMITNO A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. / / �3 Date Inspector REV 4/05 Phone #` FOR RE -INSPECTION CALL: -538-7636 OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 j. } CORRECTION NOTICE Jy\Q f- 0^& v-, 66- 2-Q:14 OWNER PE NO O A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. iJl� L C>�J C(e Na, l A r r J- ,." tl\..a L, r_c c4 r r- c. -4 c i \-A r 0.-4- 64� k a o c Date ( - I `- -0 -% Inspector a. G REV 4/05 Phone # FOR RE -INSPECTION. CALL: 538-7636 OR 891-2834 i;• _ _ , r . '.-w-_. rpt. .. . ... K, COUNTY OF BUTTE tom` BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 C-ounty Center Drive • Oroville CA • (530) 538-7541 CORRECTION NOTICE OWNER z—' x. PERMIT NO. ��_ A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is' completed. If you have any questions pertaining to this %r, or need additional explanation; please contact the Building Inspector as indicated bel L.titi ( l r V rl\Qn / x�TM a f r4. i�'e • J F • 7 Date ` , ^_� Inspector -1d4 01a �o� `.REV 4/05 - Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 Mar 29 07 12:27p Alfredo Diaz Loerke Insulation Co., Inc. -r�� T^GE 530 891-8560 p.4 Insulation Certificate C%4 Ic0 Number and Street City County Subdivision Lot Number Description of Installation ROOF Material Brand Name Thickness Cinches) Thermal Resistance (R Value) CEILING Batt or Blanket Type Fiberglass Batts Brand Name Johns Manville Thickness {inches) 13 Thermal Resistance (R -Value) _V199 Loose Fill Type Fibemlass Brand Name. Johns Manville Contractoes minimum instaNeed vM ightfftz -61(5 Ib Minimum thickness. ts._45 inches Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) '-38' EXTERIOR WALL Material . Fiber -glass Fiber-glassBatts Brand Name Johns Manville Thickness (inches) 6.5 3 S Thermal Resistance (R -Value) RAISED FLOOR Material Fiberglass Batts Brand Name Johns Manville Thickness (inches) Thermal Resistance (R Value) SLAB FLOORIPERIMETER Material Brand Name Thickness (inches) Thermal Resistance (R Value) Width (inches) FOUNDATION WALL Material Brand Name Thickness (inches) Thermal Resistance (R Value) Declaration I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Building Energy Efficiency Standards for new residential buikfings contained in Title 24 of the California Administrative Code. cL "99150 Item Vs Si nature, Date Item #'s Signature, Date Item #'s Signature, Date Loerke Insulation Co.. Inc Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner Installing Subcontractor (Co. Name) or General Contractor (Co. Name) or Owner Installing Subcontractor (Co. Name) or Genera; Contractor (Co. Name) or Owner BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP062074 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 08/28/2006 APN: 040-640-060-000 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. S Site Address: 4 TAIGE WAY CHI License Class : License Number: C Map Index: L Date: 8�te Contractor. 0V WIOLA 6D&4• J Description: TRANSFER BP06-0912 TO NEW OWNER & OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the CONTRACTOR Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: THURMAN, CHAD to its issuance, also requires the applicant for such permit to file a 2101 HUNINGTON DR signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section CHICO, CA 7000) of Division 3 of the Business and Professions Code) or that he or 95928 she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: THURMAN, CHAD owner of property who builds or improves thereon, and who does 2101 HUNINGTON DR such work himself or herself or through his or her own employees, CHICO, CA provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 95928 year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: THURMAN & THURMAN INC and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 3210 HERITAGE ROAD ❑ 1 am Exempt under Article 3 of the Business and Professions Code 95966 530-521-2343 Date: Owner: License #: 845944 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 Architect: is issued. I have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: � �/ Carrier:_( Total Square Ft: 0 S. F. 7%2_���ES�—� Policy a: Valuation: $0.00 ❑ 1 certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' ^ compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply��wiith those prrooviisions. Date: —7CJ D �oJ "`kWWl��� ( 1 �. vii i��j� �V`e Applicant: • WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor _code, interest, -and attorney's fees.— — — *— — -- - -- �— CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resoluti s (1p work indicated ab ve for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) BY' Date: Name: PERMIT EXPIRES ON: Address: p� ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505; 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code Is not applicable to the scheduled construction of this project. ❑ 'Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official f or document of But unty. I hereby authorize representatjyes of Buttq Count t nter�u�spon the above mentioned property for inspection purposes. r/ Print Name: !!YY�//nn i[gnature: Date:( ❑ Owner ❑ Contractor Xent for Owner ❑ Agent for Contractor l B. C. Building Permit 01-16-04 pg 1 LONGFELLow LUMBER CO. INC.. Quality Design • Floor, Wall & Roof Systems 89 Loren. Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 • (800) 678-01.12 Fax -,(530)893-0140 E -Mail: trusses@longfellowlumber.com Customer: THURMAN G TAIE WAY ` Address: • CHICO AP#: C -20E (Rev. 5/05) C� Job No: 2801 ENGINEER Mitek Industries, Inc.-~ Redong (Ray) Yu F' 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 r i 6-M THESE JACKS TO HAVE A 24-3 HEEL r LONGFELLOW LUMBER CO. IN.C. Quality Truss Design • Roof .&.FI0Qr Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530).893-0112 9 (800) 678-0112 Fax .(530) 893-0140 E -Mail: trusses@longfellowlumber.com LONGFELLOW LUMBER HANGER KEY KEY- HANGER KEY- HANGER 1- LUS24 23- HGUS28-2 2- LUS26 3- LUS28 4- MUS26 5- HUS26 6- HUS28 7- H H U S26-2 8- HHUS28-2 9- 10- 11- 12- 13- 20- HGUS26 21- HGUS28 22- HGUS26-2 24- HGUS28-3 25 THJA26 26- SUL/R24 27- SUL/R26 28- 3X6 TRULOX 29- 5X6 TRULOX 30- THA29 31- 32- 33- HK122204 STANDARD GABLE END DETAIL MII/SAC - 20AA 1/21/2�PAGE 6' H V *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 (rYP) VARIES TO COM. 12 TRUSS MITek Industries, Inc. SHEATHING Western Division (BY OTHERS 3 1/2" �1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 CONT. BRG ---- t 4 SPA VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADING(psfl SPACING 2-0-0 TCLL 30.0 Plates Increase 1.15 TCDL 14.0 Lumber Increase'1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD 24' MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END WALL 24- 6.c. _TyP �IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-011 O7 -oil VER 8'-611 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-8' TOP CHORD NOTCHING NOTES Q �R S. -. t /./ OF OCT P 3 2(a 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. z 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WARNING . Dar(fy dcrfgn paramos and READ NOTES ON TRIS AND INCLDDED 11D7Eft REFERENCE➢AGE MQ --7473 BZYORE USE. 77/7 Greenback Lane Design void for use only vAlh MlTek connectors. This design Is basad only upon parameters shown, and Is for an Individual building component. Suite 108 Applicablily of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Me1ghL5, CA, 8581 is lor lateral support of Indrvldual web members only. Addillonat temporary bracing to Insure slabliy during construction is the rezporssib0ity of the erector. Addillonal permanent bracing of the overoll structure Is the responnbiiy of the building designer. Far general guldonce regarding on, quaily control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component gin Safety Infonnallon available from Trus Plate Institute, 583 D•onohio Drive, Modkson, WI 53719. M:rekm fobricatl MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRA 12 INCH O.C. 5-10-0 11-8-0 8- 0-0 161 C O.C. _ _ 24 INCH O.C. A -1-n IQ 1) r1 r A n NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-8' TOP CHORD NOTCHING NOTES Q �R S. -. t /./ OF OCT P 3 2(a 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 8" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. z 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WARNING . Dar(fy dcrfgn paramos and READ NOTES ON TRIS AND INCLDDED 11D7Eft REFERENCE➢AGE MQ --7473 BZYORE USE. 77/7 Greenback Lane Design void for use only vAlh MlTek connectors. This design Is basad only upon parameters shown, and Is for an Individual building component. Suite 108 Applicablily of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Me1ghL5, CA, 8581 is lor lateral support of Indrvldual web members only. Addillonat temporary bracing to Insure slabliy during construction is the rezporssib0ity of the erector. Addillonal permanent bracing of the overoll structure Is the responnbiiy of the building designer. Far general guldonce regarding on, quaily control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component gin Safety Infonnallon available from Trus Plate Institute, 583 D•onohio Drive, Modkson, WI 53719. M:rekm fobricatl STANDARD GABLE END DETAIL M I I/SAC - 20AA 1/21/2005 I PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) —� 1� SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL 45' STRONGBACK 2X4 No. 2 OR BTR —9,- 2X4 BLOCK 2X4 SD OR BTR SPACED @ 5'-0" O.C. SHAL BE PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED INTOT E CHORDS & CONNECTED TO CHOF S W/4- 10d NAILS. . MAX. NGTH=7-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. OCT 1 3 2006 2 2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4, PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Q IVARAUNG - Verify design parameters and READ NOTES ON 7SII3 AND MCLUDED AM—REFERENCEFAOE IM 747-3 BEFORE USE. 7777 Greenback Lena Design valid for use only with MiTek connectors. This design isbored on u r_r_m A Icab0 of design y Pan parameters shown. and is for an Individual buifdin component.Suite 100 PP y g ln&Adu niers and proper Incorporatbn of component Is respondWty of building designer- not Truss designer. Bracing shown Gtrus Helghts, CA, 0581 Is for lateral support of IndHidual web members ony. Additbnot lemporary bracing to insure stobW during consirucibn h the respondbimy of the erector. Addfllonol permanent bracing of the overall structure is the responslbl8y of the building d fabric lion.qualitycontrol slora e, dein g 0 eslgner. For general guklanee regarding 0 delivery. erection and bracing, consuti ANSI/Ml Quality Criteria, DS11.89 and BCSII 9utlding Component Sof•y Information ava0able from Truss Plate Instilute, 583 D'Onohio Drive. Madison, Wf 53719. w Te km _ C R T LATERAL 11,0( hCT/nL_. 15 VALih TWL RE PLACiWG Cot T . l>( -ACES AT Y2 0P- AT (It. P-uf,*bP-b 10J.012,16 2 tRol:7 i •AGE WITP L5 rp v A P. = l=ofz�P�A�II�q- ; NOTE _ - Y2 P0Ift15 10D 0 Ell, 0. G: TYP. 1!712-A&: HUST E7E: b0 '/o -THE LI:NGTI OP Ty - T111-5 DETAIL 15 TO ESE U5EV A5 AN ALT. POR ONE &ONTINUOUS LATERAL E: R AGE. Lf�rr�F,{�� 1�7;2-.PcG� P �fiPcl� TRUSfes E✓. ca, NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-1 OD PER WEB (TYP). MAR 2 7 2002 BRACE MAY BE.ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)` RESTRAINT RE:t1UIRE:17 AT EAG, ENP OP ZRAGE AH7 AT 20 '-0" INTE:EZ�lAL4. TO My—qI SUHHARY POR REGOHH9:HVA'f10N' TR U55 ELATE INSTUTE: fi MAY 151= won M121>YTEM1 �Jj1j" VF CL /0-11� P May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 6761900 MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with 10d nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. iO' OVESSI 7NO-�049911'9 C Redongxof' t-'� DirectorF 66 Western Operations RY/ek SHAPED BLOCK COMMON TRUSSES CROSS BLOCK SECTION C -C C RIDGE HIP .RAFTERS SHAPED BLOCK CROSS BLOCK PLAN VIEW "c ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET 0 COMMON TRUSS. St�PF �ip�r+nO� 6(DTilz -5) O 5� �° o,E• (�v�r�oil �/— TOP CHORD JACK EXTENSION END JACK T\ \ SETBACK COMMON -TRUSSES HIP TRUSSES SECTION B -B �omwm ImlWD -2359 CALIFORNIA HIP YITek Indus Wes, Inc. 6-20-91 REL,, 711o192 f•IOTE: SEE ENGINEE!lHJG f0/_ p4rrEp, JACK ANOTRL45 AF516N5, LATERAL $T1 3ll-ITy OF ROOF rY5TEAr To p,E PROwoEo fay PROTECT RESrGUER, �,cGf�n2ro�Ptzoyi� �Y�t�s)�4—o" o.c. Cr�oc.) TOP CHORD BRACING PER TOP CHORD JACK EXTENSIONS ENGINEERING SPECIFICATIONS. HIP /2- N --Q SECTION A -A ,5o� MT.) FjP_7Ack5 'YvET CK Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. Dimensions are in ft-in-sixteenths. I6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required.. See BCSI1. 02. Q, 2. Truss bracing must be designed by an engineer. For 1 2 3 TOP CHORDS wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. cra c2.3 WEBS S�, 4 3. Never exceed the design loading shown and never inadequately braced trusses. O , Q� c2 9 p U •� ��� 0 stack materials on 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate U a = designer, erection supervisor, property owner and plates 0-1he' from outside >b a- u U all other Interested parties. edge of truss. g o ~ O 5. Cut members to bear tightly against each other. c» c6-7 cs•e ~ BOTTOM CHORDS 6. Place plates on each face of truss at each This symbol indicates the 8 7 65 joint and embed fully. Knots and wane at joint required direction of slots in locations are regulated by ANSI/TPI 1. connector plates. 7. Design assumes trusses will be suitably protected from *Plate location details available In MRek 20/20 the environment in accord with ANSI/TPI 1. software or upon request. 8. Unless otherwise noted, moisture content of lumber JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shall not exceed 19% at time of fabrication. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the late width measured perpendicular 4 4 p CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 10. Camber is a non-structural consideration and is the fabricator. x to slots. Second dimension is responsibility of truss General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements. ICC-ES Reports: 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243, 96048, in all respects, equal to or better than that specified. by text in the bracing section of the 9730, 95-43, 96-31, 9667A 13. Top chords must be sheathed or purlins provided at output. Use T, I or Eliminator bracing NER-487, NER-561 spacing indicated on design. if indicated. 95110, 84-32, 96-67, ER-3907, 9432A 14. Bottom chords require lateral bracing at 10 tt, spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior reaction section indicates joint © 2006 MTek® All Rights Reserved approval of an engineer. number where bearings occuf. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metald ® 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing.M is not sufficient. BCSI1: Building Component Safety Information, 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, POWER TO PERFORM." ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MRek Engineering Reference Sheet. MII-7473 O N6S fuss yp0 y =ReferenL* THUM1103 A7 CAL HIP I I 823448183 al Longfellow Lumber Co., Inc., Chico, Ca: 95928.7434, Adem Dietz 6.200 s Jul 13 2005 MRak Industdas, Inc. Mon Nov 13 14:28:41 2006 Page 1 -180 51'-12 5- 15 11-3-0 16-7-1 14114 22-0.12 1-6-0 513.12 04-3 54-1 54-1 04-3 5-1-8 Scale = 1:40.4 4x6 i 3x8 = 4x6 = JMV — '- '- v Id r 3x4 = 6x6 = 2x8 11 3x4 = 4X6 = 5812 113-0 16.114 22.0-12 5812 584 584 5-1-8 Plate Offsets (X,Y): [2:0-5-0.0-1-71.13:0-0-1,0-M], [5:0-3-0 0-1-12) �-4 0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.13 8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.26 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(fL) 0.07 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 108 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 3-46 oc purlins, except BOT CHORD 2 X 6 OF SS G 2-0-0 oc purlins (3b15 max.): 3-5. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10,4-7 REACTIONS (Ib/size) 6=1729/0-3-8, 2=1803/0-3-8 Max Horz2=39(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=3605/0, 3-4=-3160/0, 411=2993/0, 5-11=-2993/0, 5-0=3475/0 BOT CHORD 2-10=0/3208, 10-12=0/4635, 9-12-0/4635, 8-9=0/4635, 8-13=0/4635, 7-13=0/4635, 6-7=0/3045 WEBS 3-10=0/959,4-10=1699/0,4-8=0/958,4-7=1880/0, 5-7=0/1012 NOTES 1) Unbalanced roof live loads have been considered for this design. .2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 fl by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 6-" end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 16.9-8, and 234 Ib down and 10 Ib up at 5-8-8 on top chord, and 760 Ib down and 1 Ib up at 11-6-0 on bottom chord. The design/selection of OQ?,pF ESSlON� such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are not as front (F) or back (B). C LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Cl -C 046 33 r" Uniform Loads (plf) LUL Vert: 1-3=52, 3-11=100, 5-11=52, 5.6=-52, 2-6=27(F=13) Concentrated Loads (lb) EXP -3 Vert: 3=-234 5=-234 8=760(F) �� November 14,2006 o-f/tf dasfgn Po—ce.- and READ NOTES ON 7WS AND DOCLODBD M1TE8 RE7ERENCE PAGE MD' -7473 BEFORE VaIL Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indrridual building component. Applicobirdy of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral individual support of web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding (1l1 iTe k fabrication• quality control, storage, delivery, erection and bracing. consult ANSIM11 Quality CrItedo, DSB-89 and SCSIT Building Component Safey Irdormation available from Truss Plate Institute, 583 D'Onotdo Drive. Madison, N0 53719. ^a"—•ecan».- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss truss Type y y THURMAN 2801 THUM1103 AIA CAL HIP 1 1 R2344B1B4 Longfellow Lumber Co., Inc., Chico. Ca. 95928.7434, Adam DietzJob Reference (optional) 6.200 s Jul 13 2005 Mrrek Indusbles, Inc. Man Nov 13 14:26:42 2006 Page I -1 7--12 7- 0-15 14-7-1 1 1 -4 22.0-12 1-60 7-6.12 0.43 6-8-2 0-4-3 7-1-8 .. Scale = 1:40.4 5x8 \\ 4x8 = 1.5x4 11 3x4 = 3x4 = 7$12 14-11 2212 7-612 7-4-8 7-1-8 Plate Offsets (X,Y): [5:0-3-8,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.08 2-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.14 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.04 5 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 87 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD Sheathed or 5-04 oc purlins, except BOT CHORD 2 X 4 DF No.1&Btr G 2-0-0 oc purlins (5-6-9 max.): 3.4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE WEBS 1 Row at midpt 3-6 Right: 2 X 4.DF Std REACTIONS (Ib/size) 2=951/0-3 8, 5=856/0-3-8 Max Horz2=42(load case 4) Max Uplift2=2(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 23=1564/0, 3-9=1285/0, 9-10=-1285/0, 4-10=1285/0, 4-5=1527/0 BOT CHORD 2-8=0/1334,7-8--0/1330,6-7=0/1330,5-6=0/1290 WEBS 3-8=19/270, 3-6--173f79,4-6=-26/280 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. pF ES$/ 6) Girder carries tie-in spans of 2-0-0 from front girder and 4-0-0 from back girder. Q� o 7) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ��f�,0 ��R S 8) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 93 Ib down at 14-0-12, and 93 Ib down at 748-8 on top chord. The design/selection of such connection device(s) is the responsibility of others.Q� G) G7 Q m LOAD CASE(S) Standard WC 04 33 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 fY Uniform Loads (plf) Vert: 1-3=52,4-10=-52,4-5=52, 2-5=-14 * EX -331-07 � Continued on page 2 November 14,2006 A WARNING - ve.1[fy dean Pte. and READ NOTES ON TMS AND D1CLVDSD 2OTSS RPrRRSNcs PADS MU 7473 SSIORS Us& Design valid for use only with MnTek connectors. This design is based only upon parameters shown, and is for on indwidual buBdmg component. Applicability of design poromenters and proper incorporation of component is responsibility of bulding 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 responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding MiTe k. vowc rrarowr..- fabrication. y Infer, atopy Control, storage, delivery, erection and tracing, consult I Building Component 7777 Greenback Lane, Suite 109 Safety ovaloble from ANSI/TPII Quality Criteria, DSB-89 and BCSI Truss Plate Institute. 583 D'Onohio Drive. Madison, M 53719. Citrus Heights, CA. 95610 r Job russ russ Type Ply FTHURMAN 2801 THUM1103 AtA CAL HIP 1 823448184 Referenceo tional Longfellow Lumber Co., Inc., Chko, Ce. 85928.7434, Adam Dletx 6.200 a Jul t3 2005 MRek Industries, Inc. Mon Nov 13 14:26:42 2006 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=93 10=-93 Trapezoidal Loads (plt) Vert' 3=52 -to -9=-83, 9=-83-110-10=52 t ® WARAUM - V—(& denten pa—t— and READ NDTES ON 7ffiS AND DWZMED MnZK RE/ERERCE PAQE mu 7473 SETORE Da& Design vorid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual budding component. =I,cobfrriy of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to instue 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 regording fobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/FPII Quality Criteria, DSB-89 and BCSli Building Component Safety Information ovafloble from Truss Plate Instftute. 583 D'OnoMo Drive. Madison, VA 53719. is MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Trt!. Truss ype' l5- Ply RMAN 2801823448185 THUM1103 A2 FINK 3Lonafellow Plates Increase 1.25 [THU Lumber Co.. Inc.. Chlor. Ca. 9592H -74M Art— ❑Inn 2-9 >999 240 Reference optional) -150 5.10.12 1130 16-7-0 22-0-12 150 r 5.10.12 55-4.4 5-4-4 5-5-8 4x4 = 4 u a 7 3x4 = 3x4 = 3x4 = 7-8-3 14-9-13 22.0-12 7-&3 7-1-11 7-2-15 4x4 3x8 II Scale = 1:42.4 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/defl Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.07 2-9 >999 240 MT20 220/195 TCDL . 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.13 2-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 93Its LUMBER , BRACING TOP CHORD 2 X 4 DF No.1&BtrG TOP CHORD Sheathed or 5-10-6 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 OF Std G WEDGE Right: 2 X 4 DF Std REACTIONS (Ib/size) 2=807/0-3-8,6=715/0-3-8 Max Horz2=53(load case 4) Max Uplifl2=20(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=-1239/23, 3-4=1080f71, 4-5=1056/75, 5-6=1192/27 BOT CHORD 2-9=0/1045, 8-9=Of702, 7-8=0!702, 6-7=0/1001 WEBS 3-9=269/13, 4-9=34/419,4-7=41/375, 5-7=-233/18 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mpti winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARMTRi - Pes,(/tl deergn parametma and READ S0=8 ON T= APM D,CLDDED WTZK RElEREM IT PAGE MU 7473 BEFORE DS& Design varid for use only with MTek connectors. This design's based only upon parameters shown, and is for on individual building component. Applicabirdy of design poramenters and proper incorporation of component is responsibly 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 responsbllty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardpo fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/n,11 Quality Cdteda, DSB-89 and SCSII BuBding Component Safety IndormoHon available from Truss Plate Institute, 583 D'Onotrto Drive. Madison. wI 53719. �OQRpFESSlp��l S' X C 046433 T �FOF November 14,2006 MiTek' TM Greenback Lane, Suite 109 Citrus Heights, Cq 95610 Job Truss fuss yp0 CSI y THURMAN 2801 THUM1103 A3 FINK < < 2 1 823448188 Longfellow Lumber Co.. Inc.. Chko. Ca. 9592&7a34. Adam rnan 1 Lumber Increase .. Job Reference o Uonal ..__.. 31 -1-6-0 i 510-12 113-0 16-7-0 22-2-8' . 1--0 510-12 54-1 54-4 5-7A 4x4 = Scale = 1:41.8 4 3x4 = 3x4 = 3x4 = 3x4 = 7-8-3 14.9-13 22-2A 7-8-3 7-1-11 7-4-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.08 7-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.15 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 6 n/a n/a f BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 93 Ib LUMBER BRACING TOP CHORD 2 X 4 DF NO.1&BtrG TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=809/0-3-8,'6=723/0-3$ Max Horz2=53(load case 4) Max Uplift2=-19(load case 5), 6=1(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-3=-1135/0,3-4--981/46,4-5=-961/46,5-6=-1109/0 BOT CHORD 2-9=0/1007,8-9=0/684,7-8=0/684,6-7=0/973 WEBS 3-9=245/12, 4-9=33/381, 4-7=33/354, 5-7==218/13 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 1 oQ�pF ESS/ONS S. CO cr C 046433 ©IM �12 OF November 14,2006 ® WARNRVO - Verify deafen parameters and READ N0TS8 ON TRIG AND DYCLMED M= R8712tENC9 PADS MU 7473 SSPORS USE: Design valid for use only with Mitek connectors. This design is based only upon parameters shown, cnd is for an individual builds ig component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Mire k. is for lateral support of individual web members only. Additional temporary pacing to insure stability during construction is the respormbiUty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCS" Building Component .oM<a .o.ca.k' ults 109 Citrus S ack Lane, Safety Information available from Truss Plate institute. 583 D'Onohio Drive, Madison, M 53719. He7777 Greenbenba, CA, ne, S Job I NSS - NSS ype DEFL in (loc) THUM1103 A4 FINK 1 Plates Increase 1.25 =THUR.MAN 823448187 Lumber Co.Inc.Chko Ca9592&7434. Adam Dteh 2-8 >999 240 tionalLongfellow — I -i-6-0 5-10-12 11-3-0 15-" 1-6.0 5-10-12 5-44 4-5-0 4x4 MII20= 4 20 3x4 M1120= r 6 1.5x4 M1120 II 3x8 M1120= 1.5x4 M1120 II 7$3 11-9-8 14-9-13 15.8-0 Scale = 1:39.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.02 2-8 >999 240 M1120 2201195 TCDL 10.0 Lumber Increase 1.25 BC 0.22 Vert(TL) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 78 Ib LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF N0.18Btr G WEBS 2 X 4 OF Std G REACTIONS (Ib/size) 2=398/0-3-8,7=703/03-8 Max Horz2=142(load case 4) Max Uplifl2=18(load case 5), 7=1 (load case 5) Max Grav2=424(load case 6), 7=703(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-3=323/0,3-4=9/119,4-5=0/119,5-6=-5/73 BOT CHORD 2-8=-60/286,7-8=-60/286.6-7=23/31 WEBS 4-7=357/0, 5-7=138125,3-8=13/189, 3-7=392/28 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ® WARMIM - V-UIl d-19. Parameters aM RP.AD NOTES ON 7818 AND DOCUMED AIMM R&FRIM CS PAGz im 7473 muoRB pall Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporlsiblility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCS11 Building Component Safety Information avoloble from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. OV?,o ESS/0N� S. CCO LU C 0463 ©�'VX-0 A November 14,2006 MiTek' voce . .........- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 O=--s 5-612 NSS ypg Ply HRMAN 2801 THUM1103 CAL HIP 1 R23448188 [JITbUR-farence Longfellow Lumber Co., Inc., hico. a. 95928-7434, Adam Dietz 65-8 o fional mon Nov a w:zo:" zuuo rage 1 -1-6-0 5-612 5-10-15 11$1 1 17-7-0 19.1-0 1-60 5$12 0-4-35.9-2 0-4-3 5$12 1-&0 Scale = 1:34.5 4x4 i 3x4 = 4x4 3x4 = LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2X4DFStdG REACTIONS (Ib/size) 2=1151/0-3-8.6=1151/0-3-8 'Max 1-1=2=19(load case 3) BRACING TOP CHORD Sheathed or 4-6-9 oc purlins, except 2-0-0 oc purlins (4-11-11 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34; 2,3=-2038/0, 3-4=-1759/0, 4-5=-1759/0, 5-0=-2038/0, 6-7=0/34 BOT CHORD 2-9=0/1775, 9-10=0/1909, 10-11=0/1909, 11-12=0/1909, 8-12=0/1909, 6-8=0/1775 WEBS 3-9=0/458,4-8=276/19, &-8=0/458,4-9=276/19 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 6-" and setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 11-10-8, and 234 Ib down and 10 Ib up at 5-8-8 on top chord. The design/selection of such Connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=52, 3-5=100, 5-7=52, 2-6=27(F=13) Concentrated Loads (lb) Vert: 3=-234 5=234 �oQ?,pFESS/S. CO p��l LU C 0s116433 T *\ Ep-kll-Q7 /*, November 14,2006 ® WARIMR - Der(& d-tgm p -.—t— and READ NOTE8 ON TMB AND INCLUDED MTER REMRCMB PAGB XU 7473 MUG" UB& Design volid for use only with m7ek connectors. This design's based only upon parameters shown, and is for an individual building Component. Applicability of design paramenters and proper incorporation of component is responsibility of bulding 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 resporwbilfily of the M iTe k. erector. Additional permanent bracing of the overall structure is the responsibility of the buitdvrg designer. For general guidance regarding vo...n �.r fabrication, quality Control, storage, delivery, erection and brocing, consult ANSI/TPII Quality Criteria. DSB-89 and SCS11 Building Component arae,.: ds Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Moon. WI 53719. 7777 Greenback Lane, Suite 109 Cltrus Heights, CA, 95610 5-612 124)-4 17-7-0 5$12 65-8 5-612 LOADING(psf) TCLL 16.0 TCDL 10.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.18 BC 0.44 WB 0.19 (Matrix) DEFL Vert(LL) Ved(TL) Horz(TL) in -0.07 -0.14 0.04 (loc) 8-9 8-9 6 Well >999 >999 n/a L/d 240 180 n/a PLATES GRIP MT20 220/195 Weight: 73 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2X4DFStdG REACTIONS (Ib/size) 2=1151/0-3-8.6=1151/0-3-8 'Max 1-1=2=19(load case 3) BRACING TOP CHORD Sheathed or 4-6-9 oc purlins, except 2-0-0 oc purlins (4-11-11 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34; 2,3=-2038/0, 3-4=-1759/0, 4-5=-1759/0, 5-0=-2038/0, 6-7=0/34 BOT CHORD 2-9=0/1775, 9-10=0/1909, 10-11=0/1909, 11-12=0/1909, 8-12=0/1909, 6-8=0/1775 WEBS 3-9=0/458,4-8=276/19, &-8=0/458,4-9=276/19 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 if end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 6-" and setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 Ib down and 10 Ib up at 11-10-8, and 234 Ib down and 10 Ib up at 5-8-8 on top chord. The design/selection of such Connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=52, 3-5=100, 5-7=52, 2-6=27(F=13) Concentrated Loads (lb) Vert: 3=-234 5=234 �oQ?,pFESS/S. CO p��l LU C 0s116433 T *\ Ep-kll-Q7 /*, November 14,2006 ® WARIMR - Der(& d-tgm p -.—t— and READ NOTE8 ON TMB AND INCLUDED MTER REMRCMB PAGB XU 7473 MUG" UB& Design volid for use only with m7ek connectors. This design's based only upon parameters shown, and is for an individual building Component. Applicability of design paramenters and proper incorporation of component is responsibility of bulding 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 resporwbilfily of the M iTe k. erector. Additional permanent bracing of the overall structure is the responsibility of the buitdvrg designer. For general guidance regarding vo...n �.r fabrication, quality Control, storage, delivery, erection and brocing, consult ANSI/TPII Quality Criteria. DSB-89 and SCS11 Building Component arae,.: ds Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Moon. WI 53719. 7777 Greenback Lane, Suite 109 Cltrus Heights, CA, 95610 Job truss russ ype y THURMAN 2801 rHUM1103 B1A CAL HIP 1 1 R2344B789 Job Reference o liana! Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Adam Dietz 6.200 s Jul 13 2005 Mf7ek Industries, Inc. Mon Nov 13 14:26:41 2006 Page 1 7-6-12 40-15 5 9.8-1 1 17-7-0 7$12 04-3 1-9-2 04-3 7$12 5x8 \\ 4x6 = 2 Scale = 1:30.5 1.3X4 II 3X4 = 7-6.12 2.5.8 7.12 I$ LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.09 1-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.15 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(rL) 0.02 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 66 lb LUMBER TOP CHORD 2 X 4 OF No.1&Btr G BOT CHORD 2 X 4 OF No.1&Btr G WEBS 2 X 4 OFStd G REACTIONS (Ib/size) 1=571/0-3-8,4=571/0-3-8 Max Horz 1 =21 (load case 3) Max Upfiftl =! (load case 5),4=-1 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=906/41,2-3--737/40,3-4=906/41 BOT CHORD 1-6=01740, 5-6=0!736, 4-5=0/741 WEBS 2-6=-16/183,2-5--164/166,3-5=37/208 BRACING TOP CHORD Sheathed or 6-0-0 oc purfins, except 2-M oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 tf end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �OQROFESS/CNS\ ��Q- ��ER S• T/,yc c�2 CID G)t . LU C 0�4�433 * EX 331-07 * , November 14,2006 A WARMM - V—V)/ d-fg. Pte— and READ A*= ON THIS AND BMWDED Mr= JOYM e•na PAGE AIV 7473 BEIORE M& Design valid for use only with mTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during is M iTe k construction the responslblliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII QualNy Cdtedo, DSB-89 and BCSII Building Component Mw�n r�nran..- Safety Information available from Truss Plate Institute. 583 D'Onotro Drive. Madison, WI 53719. 7777 Greenback Lane, Sults 109 k L ne, S Citrus Heights, Job Truss Truss Type QtY Ply THURMAN 2801 THUM1103 132 pUEENPOST 5 1 823448190 wnafetiaw wmhar �.. lee cno-Y, r., 95090.]d'!d ede,.. nrer, Job Reference (optional) 4$0 8-9-6 12-11-0 i 17-7-0 4.8"0 4-1-6 4-1-8 448-0 4x4 = 3 3x8 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.11 1-6 >999 240 RQT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.20 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 5 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=571/0-3-8,5=571/0-3-8 Max Horz 1 =24(load case 3) Max Upliftl=l(load case 5), 5=11 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD i-2=-853/0.2-3=-622/24,3-4---622/24,4-5=-853/0 BOT CHORD 1-6=0/755, 5-0=0/755 WEBS '2-6=229/12, 3-0=31/369, 4-6=-229/12 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 it above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANS195 H end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard Scale = 1:32.4 f$ OQFtOFESS/ p�l �Q`����R S T�NG,�F2 :z C 0}6433 * P,,4r--07 November 14,2006 A wARAam - V—L y d-ign P ---t— and RE6D NOTES ON 7878 Arm INCLUDED mrrzK REFERENCE PdOE Alff-7473 BEFORE USE. Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indNtduol web members only. Additional temporary bracing to insure stability during construction's the responsrbllity of the Mire k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdtedo, OSB -89 and BCSII Building Component now:n .o ree•owr+.- Safety Irdormaflon available tram Truss Plate Institute, 583 D'Onotrio Drive, Madison, VA 53719. Greenback 7777 Greenback Lane, Sutra 109 Lane,Su Citrus CA, Job NSS - NSS type �2801 THUM1103 C11 CAL HIP ]7TIY--1�1 823448191 Longfellow Lumber Co., Inc, Chko, Ca. 95928-7434Adam Dlah nal 6.200 s Jul 13 2005 Mfrak Ind6ries, Inc. Mon Nov 13 14:26:45 2006 Page 1 5-5-2 94 11-2-11 1 8 4 17-0-0 18.60 1-6-0 5-5-2 0-0-3 5-5-6 0-43 5-5-2 1-6.0 Scale =1:33.5 5x8 \\ 4x6 = 1.3x4 a 3x4 = --- 5-5-2 11.6-14 17-0-0 SS2 61-12 SS2 LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCDL 10.0 Plates Increase Lumber Increase 1.25 1.25 TC 0.42 BC 0.40 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WB • 0.16 Vert(TL) -0.12 Horz(TL) 0.04 7-8 >999 180 5 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 4-5-9 oc purlins, except WEBS 2 X 4 DF Std G 2-0-0 oc purlins (4-9-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1099/0-3.8, 5=1099/0-3-8 Max Horc2=19(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-0=1959/0.3-9=1707/0.4-9=1707/0.4-5=1959/0.5-6=0/34 BOT CHORD 2-8=0/1715, 8-10=0/1707, 10-11=0/1707, 11-12=0/1707, 7-12=0/1707, 5-7=0/1716 WEBS 3-8=0/391, 3-7=-87/88, 4-7=0/391 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 5-105 end setback. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 222 Ib down and 9 Ib up at 11-5-2, and 222 Ib down and 9 Ib up at 5-6-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=52, 3-4--98, 45=52, 2-5=27(F=-13) Concentrated Loads (lb) Vert 3=222 4=222 �OQRpF ESS/ S. pNgl Fti C LU C 046433 *\ E107 /* ;TF November 14,2006 ® WAWMM - o -1/!r men p—,,tan and Rs6D N07B8 ON 7828 erm DICLUDBD MTEs Rg)gBgryCH Pdos Am 7473 BEPORs us& Design valid for use only with A4Tek connectors. ThB design's based only upon parameters shown, and B for an individucl building component. Applicability of design paramenters and proper incorporotion of component B responvbBity of building designer- �pppgeC + lateralis for not truss designer. Bracing shown support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbtlGty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For Welk general guidance regordng fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSII Building Component Safety Infonnotion available from Truss Plate Institute, 583 D'Onofrio Drive. Modson• wl 53719. - 7777 Greenback Lane, Sufte 109 Claue Heigtns, CA 95610 Job Truss Truss Type Ply THURMAN 2801 THUM1103 C2 CAL HIP 1 823448192 1 , o tlonl Longfellow Lumber Co., Inc., Chico, Reference a o, Ca. 9592&7434, Adam Dish 6.200 s Jul 13 2005 MRek Industries, Inc. Mon Nov 13 14:26:45 2006 Page 1 7-6-10 710. 3 9.1-3 t&q 12-7-8 1'6 7$10 0-0-3 1-2-6 OA -3 3.2-2 5x12 = 4x4 J Scale = 1:28.4 1.5x4 II 3x8 = 1.5x4 II 7-6.10 9.56 12-7.8 7-6-10 1-10-12 3-2-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.07 2-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.12 2-8 >999 180 Uniform Loads (plf) BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 6 n/a n/a * EXP BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 62 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 OF No.1 &Btr G WEBS 2 X 4 OF Std G BOT CHORD REACTIONS (Ib/size) 2=566/0-3-8, 6=544/0-3-8 Max Horz2=101(load case 4) Max Uplift2=12(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=-689/17, 3-9=358/16, 4-9=-358/16, 4-5=-436/19, 5-6=-508/0 BOT CHORD 2-8-9/546,7-8=9/540,6-7=14/31 WEBS 3-8=15/266,3-7=-456/17,4-7=-36/146,5-7=0/414 Sheathed or 6-0-0 oc purlins, except end verticals, and 2-" oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 Ib down at 9-3-10, and 93 Ib down at 7-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. pF ESS/ Q� �N LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 ��'O �R S• %/ �`F �� NC �� F� y Uniform Loads (plf) —C:)Q� Vert: 1-3=-52,4.5=52, 2.6=14 C Concentrated Loads (lb) ' C 046 33 IY Vert 3=93 4=93 Trapezoidal Loads (ptf) * EXP Vert 3= -52 -to -9=-83, 9=83 -to -4=52 November 14,2006 ® WAWWV - Ve f Jtr design P and READ N07E6 ON TMS elm LY CL IDED MITES REPEREecE PAGE MIT 7473 REPORE OSE, Design vorid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on individual building component. �+s Applicability of design paromentens and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Mire k• is for lateral support of incrrAdual web members only. Additional temporary bracing to insure stability during construction is the resporubilGty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding e fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPll Gua18y Criteria, DSB-89 and BCSII Building Component Po,.rn . T O F. Safety Irdorma8on available from Truss Plate Institute, 583 D'Onofrio Drive. Modrson, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job russ NSs ype y y THURMAN 2601 rHUM1103 C3 HOWE 1 1 823446193 Job Reference o Gonal Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434, Adam Dietz 6.2(10 s Jul 13 2005 MRek Industries. Inc. Mon Nov 13 14:26:46 2006 Page 1 _71iO 4-6-4 8-&0 12-7-8 1-&0 4-6-4 3-11-12 41-8 4x4 = Scale = 1:30.0 4 1.5x4 11 3x8 = 4 6 4 8.&0 12-7-0 1.5x4 II n 4 N LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.25 Vert(LL) 0.01 2-8 >999 240 MT20 220/195 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 61 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=498/0-3-8, 6=401/0-3-8 Max Horz2=104(load case 4) Max Upl'tft2=20(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34,2-3=-637/17,3-4=349/41,4-5=-346/41,5-6--371/0 BOT CHORD 2-8---331517,7-8=-331517,6-7=13/33 WEBS 348=7/148, 4-7=31/144, 3-7=-294117. 5-7=5/277 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the Wind loads generated by 75 mph Winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard �OQRpF ESS/�N�I S.CD M T�Nc Fti CO C 0"433 M November 14,2006 A WdRNDRi - V - ft design pmamet— and READ NOTES ON TRIS AM DMIAIDED Md7'ER RE/EREA X PAGE MU 7473 BEPORE Dail, - Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibility of the M iTe k erector. Additional permanent bracing of the overall structure is Me resporsibaty of the buWing designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdferla, DSB-e9 and BCSII Building Component .... ..csrn.r..- Safety information available from Truss Plate Institute, 5a3 D'Onofrio Drive. Madison, WI 53719. 7777 Greenback Lana, Suite 109 _ Citrus Heights, CA 95610 Job I runsrUJob Referenceo tionalss ype y THURMAN 2901 THUM1103 01 MONO CAL HIP 1 1 823448194 Longfellow Lumber Co., Inc., Chlor, Ce. 95 434, Adam Dlelz 6.200 s Jul 13 2005 MRek Industries, Inc. Mon Nov 13 14:26:46 2006 Page 1 -15-0 5175 11-6.12 11-1 15 17-3.15 23_1_1 29-0-015-0 5715 57-7 0.43 5-5-0 5-33 510-15 Scale = 1:52.9 axe 5 .3 14 13 17 12 11 10 9 1.5x4 11 3x4 = 3x4 = 3x4 = 3x4 = 1.5x4 11 3x4 = 5115 11-6-72 13.1-0 173151 23-1-1 511-5 57-7 15.4 42-15 5-33 29.0.0 510-15 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.35 DEFL in (loc) Vdefl L/d Vert(LL) 0.03 9-10 >999 general guidance regarding fabrication, quardy control- storage, delivery, erection and bracing, consult ANSI/TPn Quality Criteria, DSB-89 and BC511 Bunding Component Safety Irdormation available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, VA 53719. PLATES GRIP TCDL 10.0 Lumber Increase 1.25 BC 0.16 240 Vert(TL) -0.04 2-15 >999 180 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.01 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 166 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-M oc purlins BOT CHORD 2 X 4 OF No.1&Btr G (6-0-0 max.): 4-8. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing, Except: 6-0-0 oc bracing: 13-14. JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) 9=422/0-3-8,13=119010-3-8,2=413/0-3-8 Max Horz2=238(load case 4) Max Uplifl9=-11(load case 3), 13=102(load case 4), 2=9(load case 5) Max Grav9=454(load case 7),13=1 190(load case 1), 2=413(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 23=-408/0, 3-4=94/159, 4-5=58/0, 4-16=-19/253, 6-16=19/253, 6-7=-177/62, 7-8=-07/51, 8-9=135/2 BOT CHORD 2-15=-98/304, 14-15=98/304, 13-14=89/30, 13-17=-54/177, 12-17=54/177, 11-12=-45/299, 10-11=45/299, 9-10=-45/299 WEBS 3-15=14/221, 3-14=-439/24, 4-14=32/291, 6-13=530/0, 6-12=5/293, 7-12=-218/0, 7-10=25/212, 7-9=395/15, 4-13=-639175 NOTES . 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 29 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 42 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ESS10 LOAD CASE(S) StandardS10 LOAD oQ?,QF I �C 0433 07 November 14,2006 A WA&IMM - y-01 d -18a P ---two and READ AWW ON TWS AND INCLODSD Ml7SE RE7ERSNC9 PADS MU 7473 amum Ua8 Design vorid for use only with MiTek connectors. This design is based only upon parometers shown• and is for on individual budding component. ApplicabiTily, of design poramenters and proper incorporation of component is responsibility of binding designer - not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsibilfi of the erector. Additional permanent bracing of the overall stricture is the responsibitiiy of the building designer. For M iTe k general guidance regarding fabrication, quardy control- storage, delivery, erection and bracing, consult ANSI/TPn Quality Criteria, DSB-89 and BC511 Bunding Component Safety Irdormation available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, VA 53719. vo��e — Prnro W, 7777 Greenback Lane, Suite 109 Citrus Heights. CA, 95610 Job Truss russ ype Qty Y 71iURMAN 2801 THUM1103=D10 MONO CAL HIP 1 1 R23448195 Job Reference o 6onal Longfellow Lumber Co., Inc, Cllim, Ca. 9592&7434, Adam Dietz 6.200 a Jul 13 2005 MITek Industriea, Inc. Mon Nov 13 14:26:47 2006 Page 1 1$7 1-4-4 &2-11 151-1 22-14 30-0-8 6.00112 14"4x4 6.6.4 6-10-7 3x8 = 7-0-3 7-114 04-3 3x4 = 3x4 = 3x4 i 2 - 3x4 = 1.5x4 11 15 14 13 12 11 10 1.5x4 11 3x4 = 3x4 = 3x4 = 1.5x4 II 3x8 = 1-4-4 8.2-11 151-1 22-14 30-0-8 144 6-10-7 6-10-7 7-0-3 7-114 Scale = 1:62.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.20 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.35 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.04 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight* 210 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BU G TOP CHORD BOT CHORD 2 X 4 OF No.1&Btr G WEBS 2 X 4 DF Std G BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 8=982/Mechanical, 15=982/0-3-8 Max Horz 15=178(load case 4) Max Upltft8=-27(load case 4), 15=16(load case 3) Sheathed or 6-0-0 oc purlins, except end verticals, and 2-M oc purlins (5-8-3 max.): 2-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-14.4-13.1-15.6-8 1 Brace at Jt(s): 7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=158/69, 2-3=151/68, 3-4=747/68, 4-5=1006/53, 5-6=-1006/53, 6-7=-38/51, 7-8=206/0, 1-15=973/14 BOT CHORD 14-15=129/120, 13-14=100/147, 12-13=77/945, 11-12=77/945, 10-11=0/0, 8-9=74/1006 WEBS 2-14=154/1, 3-14=-898/32,3-13=-40/415, 4-13=297/31,4-11=185/6,1-14=35/894,9-10=8/117,6-9=-44/446 6-8=1240/46, 9-11=81/986, 4-9=2f79 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 30 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �O0RpFESS/0 S. retic F� G1 CO m CK C 04W3 M EMEav`.Gli�® OF November 14,2006 WARMING - Verb d—I" P --t— ate READ NOTES ON THIS AND INCLUDED WTEE RElERENCE PAGE Am 7473 BEPORE USE. Design volid for use only with Mnek connectors. This design is based only upon parameters shown, and B for an Individual building component +' . Applicability of design poramenters and proper incorporation of component is responsibi ity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudrx� construction is the responsib0rity of the M i 1 4 e k, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quordy control, storage, delivery, erection and bracing, consult ANSI/r?I1 Quality Criteria, DSB-89 and BCSIT Buflding Component Powca ro vcA.aa..- Safey Information ovailoble from Truss Plate Institute, 503 D'Onotdo Drive, Madison. M 53719. 7777 Greenback Lane, Suite 109 citrus Heights, CA, 95610 Job fuss Russ ype City Ply [THURMAN 2801THUM1103 D11 MONO CAL HIP 1 1823448196 ob Reference o tional Longfellow Lumber Co., Inc., Chlor, Ce. 95926-7434, Adam Dietz 6.200 a Jul 13 2005 M(Tek Industries, Inc. Mon Nov 13 14:26:47 2006 Page 1 I 344 2A7 9-6-11 159-1 I 22-14 I 30-0-8 3-4-4 04-3 5104 52-7 64-3 7-114 6.00 F12 4x4 i Scale = 1:66.4 3x8 = 3x4 = 3x4 = - 3x4 = 3x6 11 15 14 13 12 11 10 . 2x4 11 3x8 = 3x4 = 3x8 = 1.5x4 11 1.5x4 II 344 9-6.11 159-1 22-14 30-0..8 3.44 6-2-7 6.2-7 64-3 7-114 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.13 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.22 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.04 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 219 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G *Except* BOT CHORD 7-8 2 X 4 OF No.1 G WEBS JOINTS REACTIONS (Ib/size) 8=1409/Mechanical, 15=1313/03-8 Max Horc15=212(load case 4) Max Uplif18=75(load case 4), 15=35(load case 3) Sheathed or 6-0-0 oc purlins, except end verticals, and 2-M oc purlins (5-0-15 max.): 2-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-8, 2-14, 3-14, 4-11, 1-15 2 Rows at 1/3 pts 6-8 1 Brace at Jt(s): 7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-529/107, 2-16=-466/89, 3-16=-466/89, 3-4=1192/108, 4-5=-1259/91, 5-6=1259/91, 6-17=-03/63, 7-17=63/63, 7-8=329/1111.1-15=112911/52 BOT CHORD 14-15=-163/122,13-14=141/1036,12-13=-141/1036,11-12=141/1036, 10-111=1)`7.8-9=1120/1262 WEBS 2-14=165/12, 3-14=995/57, 3-13=17/210,3-11=-39/275,4-11=-516/1,1-14=57/1128, 9-10=5/84, 6.9=54/455, 9-11=-128/1248,4-9=0/104,6-8=1572/96 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 44 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries tie-in spans of 2-" from front girder and 4-0-0 from back girder. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 7 Ib up at 17-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 OQ�pFESS/pNl G) IX C 046-433 T I *\ EXP/,�7 /+ November 14,2006 A WARMRO - VerM dedgn Pers and READ NOTES ON TWS AND INCLUDED MnZK REPERSNCS PAGE NR -7473 Z"ORS 038. Design valid for use only with MkTek connectors. This design is based only upon parameters shown, and is for on individual building component. ApplicabSrty of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary tracing to insure stobflity during construction is the responsibilG of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding MiTe k. .arc ncarow . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component So" Irdomw8on available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job cuss IruSS ype QtY MY THURMANzeot THUM1103 D17 MONO CAL HIP 1 823448196 1 Job Referen05 ce o MITek tional Indu Longfellow Lumbar Co., Inc., Chico, Ce. 95926-7434, Adam Dleh 6.200 s Jul 13 20stries, Inc. Mon Nov 13 14:26:47 2006 Pege 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=52,16-17=-78(B=26),10-15=14, 8-9=14 Concentrated Loads (lb) Vert: 2=78 Trapezoidal Loads (plf) Vert: 2= -52 -to -16=78, 17=104(B=26}to-7=48(8=-26) I • r ' a , • r ® WARNIM - Ir -J l dealgm Pa—mr� and READ A07W ON TMS AAM INCLUDED AU7'EE RRYERSNCS PADS MQ -7473 BEFORE 088: I� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. ` Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indrAdual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the i Y 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidonce regarding ni Te k. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8P and BCSII sunding Component 7777 Greenback Suite 109 Safety Into mw8on available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wit 53719. - Claus reenba k L ne, S CA, t A � I • r ' a , • r ® WARNIM - Ir -J l dealgm Pa—mr� and READ A07W ON TMS AAM INCLUDED AU7'EE RRYERSNCS PADS MQ -7473 BEFORE 088: I� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. ` Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indrAdual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the i Y 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidonce regarding ni Te k. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8P and BCSII sunding Component 7777 Greenback Suite 109 Safety Into mw8on available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wit 53719. - Claus reenba k L ne, S CA, t O =D12 Mss ype Ply THURMAN 2801 THUM1103 CAL HIP 1 1 823448197 Job Reference o Banal Longfellow Lumber Co., Inc., Chk:o, Ca. 115928-7434, Adam Dlea 6.200 s Jul 13 2005 MRek Industries, Ina Mon Nov 13 14:26:48 2006 Page 1 7-44 7-1617 12-1-8 1 16$9 16-1*12 22-1.4 1 30-0.g 7-44 04-3 4-5-1 4-5.1 0-4-3 S-2-8 7-11.4 44 i 6.0012 3x4 = 5x12 = Scale = 1:75.5 2 3 1415 4 13 1211 10 9 2x4 11 3x4 = 3x8 = 1.5x4 11 3x8 = 74.4 16-10.12 22-14 30-,8 7.4-4 9.6-8 5.2-8 7-114 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.13 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.24 10-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 213 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BU G TOP CHORD Sheathed or 5-5-8 oc purlins, except end verticals, and 2-M oc purlins BOT CHORD 2 X 4 DF No.1&Btr IS (6-0-0 max.): 2-4 WEBS 2 X 4 OF Std G *Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 6-7 2 X 4 DF No.1 G WEBS 1 Row at midpt 2-12, 3-12,3-10,4-10,1-13, 5-9 REACTIONS (Ib/size) 13=1152/0-3-8, 7=1096/Mechanical Max Horc13=196(load case 3) Max Upl'rft13=7(load case 5), 7=7(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=7911/1114,2-14=647/1101, 3-14=-647/11011,3-15=824/1100, 4-15=$23/102, 45=1283/118, 5-0=1303!71, 1-13=1105/9, 6-7=1026/0 BOT CHORD 112-113=-66/1150,1111-112=1111/805, 10-11=-11/805, 9-110=-0/9,7-8=111/1164 WEBS 2-12=170/61, 3-12=390/38, 3-10=-641125,4-10=236/0,1-12=36/874.8-9=-4/45,5-8=-366/15. 8-10=0/869.4-8=-19/523, 6-8=0/956 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �F ESS 5) A plate rating reduction of 20% has been applied for the green lumber members. OP ?, Q 6) Refer to girder(s) for truss to truss connections. N� S. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. r�NC`�ti 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 3 Ib up at 31-1-4, andQ C 78 Ib down and 3 Ib up at 21-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LUaf C 046}^} 33 M LOAD CASE(S) Standard /.J-07 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 * E Continued on page 2 November 14,2006 A WARMPJri - 17as1/tr daat9^ pasamata and READ AOTRB ON TMB AND DWZUDBD M7T= RBrBRBNCR PAOB MD' -7473 BZ"JW 088: Design vorid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual Wilding component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- truss not designer. Bracing shown Is for lateral support of indoridual web members only. Additional temporary bracing to insure stability during construction is the responsbiltity of the M iTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component voNee.ovcaraar..- Safely INgmallon ovalioble from Truss Plate Institute, 583 D'Onobio Drive, Madison, VA 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job NBS NSS YPe 1y y THURMMl 2801 THUM1103 D12 CAL HIP 1 1 823448197 Job Referenceo tiona Longfellow Lumber Co., Inc., Chlor, Ce. 95928-7434, Adam Dleh 8.200 s Jul 13 2005 MRek Ind1bles, Inc. Mon Nov 13 14:26:48 2006 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert* 1-2=52,14-15=78(B=26).4-6=-52, 9-13=14, 7-8=-14 Concentrated Loads (Ib) Vert: 2=-78 4=78 Trapezoidal Loads (pit) Vert: 2=52 -to -14=78, 15=78 -to -4=52 WARMNO . Vmjitl diastem Pa—mat­e and READ 1W788 ON TIDH dND IICW118D 207E8 RSPERENCE PAGE lfII•7473 BSlORB D88: ppp �. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual buBding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporssibif6y of the Mire iC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. ner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil quality Cdteda. DSB-89 and BCSI1 BuildingCom•arrcn,o.ca—W, Component Safely Irdorrnaflan available from truss Plate Institute. 583 D'OnoMo Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109Claus Heights, Cq 95610 Job NSs 7-OjS-S ypetTHURMAN2801 THUM1103 D2 IP 1 1 823448198 Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ce. 95928-7434, Adam Digiti 6.200 s Jul 13 2005 MRek Industries, Inc. Mon Nov 13 14:26:48 2006 Page 1 29-0-0 -15-0 6-115 135.12 13- 15 20-0-0 26-9-0 271 1-6-0 6-115 6.7-7 �= 6.51 6-5.1 0-4,3 Scale = 1:56.8 3x8 = 4x8 4=10-13 Jx4 = 13 12 11 10 R R 1.5x4 11 3x8 = 3x4 = 1.5x4 11 3x8 = 1.5x4 11 6-115 13-1-0 1 12 204-0 27-13 29-0-0 6-115 6-1-11 0-5.12 6-94 6-94 1-10-13 LOADING (psf) SPACING 2-0-0 CSIDEFL BOT CHORD 2'X 4 DF No.1&Btr G in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 1.00 Vert(LL) 0.04 2-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.08 2-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 HOrz(TL) 0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 166 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD BOT CHORD 2'X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G BOT CHORD WEBS REACTIONS (Ib/size) 8=877/0-3-8.12=1810/0-3-8,2=386/0-3-8 Max Horz2=192(load case 4) Max Uplifi3=-47(load case 3), 12=94(load case 4), 2=21(load case 5) Max Grav8=917(load case 7), 12=1810(load case 1), 2=388(load case 6) Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max): 4-6. Rigid ceiling directly applied or 10-M oc bracing. 1 Row at midpt 5-12,5-9 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2-3=322/37, 3-14=79/319, 4-14=-44/461, 4-15=-8/271, 5-15=-8/271, 5-16=273/97, 6-16=273/97, 6-7=245/104, 7-8=910/10 BOT CHORD 2-13=-08/223, 12-13=-68/223, 11-12=-60/466, 10-11=-60/466, 9-10=-60/466, 8-9=39/53 WEBS 3-13=15/246, 3-12=575/40, 4-12=768/33, 5-12=965/43, 5-10=-18/238, 5-9=272/15, 6-9=-634/46, 7-9=-46/912 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 29 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1od nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 147 Ib down and 13 Ib up at 11-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-14--52.15-16=104(B=-52),2-8--14 Continued on page 2 OQFtOFESS/pN� CCO C 046433 T November 14,2006 ® WARNDNO - ve.Vy d"t9a Pamm"U" and READ NOTES ON TRIS AND DWZUDED Mmes REFERENCE PAGE MIT 7473 BEIORs us& Br�ll�� Design volid for use only with m7ek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper Incorporation of component is responsibility of bung designer- not bun designer. Bracing shown iTe k. is for lateral support of individual web members only. Addtioncl temporary bracing to insure stability during construction is the responsibility of the erector. Addlional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding o,vxw *o vcr+•ow fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/r?l1 Quality Criteria, DS8-89 and BCSII Building Component 7777 Greenback Lane, Sults 109 Safely Information available from Truss Plate Institute. 583 D'OnoMo Drive. Madison, WI 53719. 7 Citrus Heights, CA, 95610 OTruss Truss Type QtY Ply 2801823448198 M1103 D2 CAL HIPl.onafellow LTHURMAN Lumber Co.. Ine.. Chim. Cur aso7ra_7eu ede,� roetib Reference (optional) ID _ _ __.. _.__ u.cuu a Jul 10 <uua Mi i OK mausmes, Inc. Mon Nov 13 14:26:48 2006 Page 2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14=147 Trapezoidal Loads (plf) Vert: 14=65 -to -4=80, 4=80 -to -15=104, 16=-156(B=-52}to-6=132(B=52), 6=-132(8=52}to-7=117(B=52) . ® WARNING - VmVy dmign pa—ti-go and READ NOTES ON TRffi AND nWZMED M1TEH REPEREA Z PAGE MU 7473 BS)ORS U8& Y�II{� Design valid for use only with Mlek connectors. This design a based only upon parameters shown, and is for on individual building component. MR' ApplicabTity, of design paramenters and proper incorporation of component is responsbiTity of building designer- not truss designer. Bracing shown M iTe k. is for lateral support of indrAdual web members only. Additional temporary bracing to insure stability during construction is the responsbilBy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crttedo, DSB-89 and BCSII Bunding Component Safety Information available from Truss Plate Institute. 583 D'Onohto Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 1] Job Truss Truss Type DEFL Ply THURMAN THUM1103 D3 CAL HIP 1 1 823448199 Lonafallow Lumber Co.. Inc.. Chlor. Ce. 95928-7x34. Adam miah 9-10 >999 ., Job Refe2801 __ rence o tions! s am 11 zwo MI I ex Inaustnes, Inc. Mon Nov 13 14:26:49 20D6 Page 1 -1-6-0 7-11-5 15$12 15 -JR -15 20-0.0 24-9-1 21:1 -4 29-0-0 1-60 7-11-5 7-7-7 043 4-5.1 4-5-1 043 3.10-12 4x12 3x4 = 4x4 Scale = 1:60.8 13 12 11 10 0 0 1.5x4 II 3x4 = 3x4 = 3x4 = 3x8 = 1.5x4 11 7-115 13.1-0 15-0-12 25.1-0 29-" 7-115 5-1-11 2-5-12 9.6.8 3-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.13 9-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.23 9-10 >820 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 170 lb LUMBER TOP CHORD 2 X 4 DF No.t&BtrG BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 8=596/0-3-8,12=1206/0-3-8,2=465/0-3-8 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-" oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid Ceiling directly applied or 1D-" oc bracing, Except: 6-0-0 oc bracing: 8-9. WEBS 1 Row at midpt .5-10,5-9,4-12 Max Horz2=216(load case 4) Max Uplifl8=7(load case 3), 12=-40(load case 4), 2=18(load case 5) Max Grav8=620(load case 7), 12=1206(load case 1), 2=465(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/34, 2.3=-441/36, 3-4=75/233, 4-14=163/71, 5-14=163/69, 5-15=-268!72, 6-15=268!72, 6-7=325/84, 7.8=-615/17 BOT CHORD 2-13=82/318, 12-13=82/318, 11-12=-58/160, 10-11=58/160, 9-10=-49/322, 8-9=38/53 WEBS 3-13=18/271, 3-12=563/36, 4-10=21/433, 5-10=308/2, 5-9=-102/21, 6-9=224/1, 7-9=18/485, 4-12=-899/18 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 29 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 3 Ib up at 24-11-8, and 78 Ib down and 3 Ib up at 15-&12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4--52,14-15=78(B=26),6-7=52.2-8=14 Continued on page 2 o9?,o ESS/p�,� S. T�tic��2 G1 CD Of C 046A33 *\ EX November 14,2006 A WAWAM - Vin f & dee{gn pasnmat— and READ M)TE8 ON TMB AM DW.UMZD MF7EE REYFJ M,g PdOE MU 7473 BEFORE OS& �' Design valid for use only with MITek connectors. This design a based only upon parameters showdi n, and is for an individual balding component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing storm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the M M i Te k responsrbilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crltedo, DSB-89 and BCSII Building Component Safety Irdormallm available from Truss Plate Institute, 583 D'Onohio Drive. Modson. VA 53719. .r, ores 7777 Greenback Lane, Suite 109 Lane.Su reenbaights. Citrus CA, r s r Job Truss Truss TypeQtY. • y THURMAN 2801 THUM1103 D3 CAL HIP 1 1 R23448799 Lonafelk w Lumber Co.. Inc. Chlor. Ca_ 9599A.7a3d anAm nnoti _Job Reference o Lionel LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=78 4=78 Trapezoidal Loads (plf) Vert: 4=52 -to -114=78,115=7840-6=52 4_ a 0 F A —Asim - vis (ro men Pim* and READ imm oN 7ffi8 AND DVcr.DDED mrrxK R87ERzmcs PAGE AM 7473 BIMM UBS. Design valid for use only with Welt connectors. This design is based only upon parameters shown, and B for an individual building component. • Appticabifii y of design poromenters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is Iw lateral support of i ndr idual web members only. Additional temporarybrocing to insure stability during construction is the responsbdlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QualBy Criteria, OSB -89 and BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, VA' MiTek' o rcnrae.a- TM Greenback Lane, Sulte log Citrus Heights, CA, 95610 Job runs tuns Type City Ply THURMAN 2801 THUM1103 D4 MOD. QUEEN 2 1 823448200 WnateBow Wmber Vert(LL) -0.23 10-12 >999 240 Job Reference o tiara! l7 j .. - o. �..,...�,., ...... ..., .o v..<u.re cued rage i -1 �r0 7-1-11 13-8-13 20h" 26-11-3 29-0-0 1_6-0 7-1-11 6-7-3 6-7-3 6.7-3 2-0.13 4x4 = 6.00 12 4 II 13 12 11 10 9 2x4 3x4 = 3x4 = 3x8 = 3x4 = 3-0.0 10-5-4 20-" 29-0.0 Scale = 1:66.9 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.23 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.41 10-12 >747 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.02 9 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight: 164 lb LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except - WEBS 2 X 4 DF Std G 6-0-0 oc bracing: 2-13.. WEBS 1 Row at midpt 5-10 REACTIONS (Ib/size) 9=818/0-3,-8,13--1164/G-3-8 Max Horz 13=228(load case 4) Max Uplift13=20(IDad case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-0=27/630, 3-4=762/42, 4-5=-762/42, 5-6=501/67, 6-7=501/67, 7-8=37/68, 8-9=50/28 BOT CHORD 2-13=562!77, 12-13=121/577, 11-12=83/677, 10-11=-83/677, 9-10=-40/197 WEBS 3-12=0/200,5-12=-44/161,5-10=-341/42, 6-10=75/239.7-10=21/363,7-9=736/3.3-13=l577/11 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard �O09,0FESS/091 S. Cr C 046433 T November 14,2006 A WARNIIi6 - V- fy d-fg- pw—twv aM READ NOTES ON THIS AND VXLUD8D MTIF.E REPSRENCE PAGE MU -7473 aBPGRE 098. %a 11 o, Design valid for use only with Malek connectors. This design is based only upon parameters shown, and B for on individual budding component. ® Applicability of design paromentens and proper incorporation of component is responsibility of balding 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 M iTe k responsibB6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPll quality Crtteda. DSB-89 and BCSII Building Component Safety Irtformation available from Truss Plate Institute. Sa3 D'Onotrio Drive, Madison, VA 53719. 7777 Greenback Lane, Suite 109 reenba k L ne, S Citrus Job NSS fuss Type CSI Ply THURMAN 2801 THUM1103 D4A MOD.OUEEN 1 1 823448201 Longfellow Lumber Co.. Ina. Crlco. Ce. ssaze-743x_ Adam niwn -0.23 10-12 >999 240 ^Job Reference (optional) 15-0 7111 1341-13 20-0-0 26-11-3 29-0-0 1-6-0 7-1-11 6-7-3 6-7-3 6-7-3 2-0.13 4x4 = 4 II 13 12 11 10 - 9 1.5x4 // 3x4 = 3x4 = 3x8 = 3x4 = 4-9-0 i 1054 204-0 29-0-0 Scale = 1:66.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.23 10-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.40 10-12 >722 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.01 9 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Simplified) Weight 163 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std G 6-0-0 oc bracing: 2-13. WEBS 1 Row at midpt 5-10 REACTIONS (Ib/size) 9=747/0-3-8,13=1236/0-3-8 Max Horz 13=228(load case 4) Max UpIM13=21(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=31/653, 3-4=-482/37, 4-5=-482/37, 5-6=-434/66, 6-7=-434/66, 7-8=37/68, 8-9=50/28 BOT CHORD 2-13=-582/81, 12-13=-129/147, 11-12=-85/520, 10-11=-85/520, 9-10=-40/177 WEBS 3=12=0/410, 5-12=207/0, 5-10=206/44, 6-10=74/192, 7-10=22/306, 7-9=661/4, 3-13=-1373/10 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard �OQ�pFESS/0N�\ � S. CO Q� F� LU M C 046 * EXP.�� * . November 14,2006 A& WARAMW - 9er{J)I d-19. pa t— and READ ROTES ON THIS AND DOCLDDED N7TE8 REPERava PAGE MU 7473 RSFORE us& Design valid for use only with Mgek connectors. Th s design is based only upon parameters shown, and is for on individual budding component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Mire k. is for lateral support of individual web members only. Addtanol temporary bracing to insure stability during construction is Me resporuibdliy, of the erector. Additional permanent bracing of the overall structure is the responsbdity of the budtLng designer. For general guidance regarding fobricotion• quariy, control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSS -89 and BCSII Sullding Component 7777 Greenback Lane, Suite 109 Safety Information ovodoble from Tens Plate Institute, 583 D'Onotdo Drive. Madison, wl 53719. _ Cltrus Greenback lahts. k L ne. Su O russrySS ype Qty Ply THURMAN 2801 THUM110.3 DS CAL HIP 2 1 R2344B202 Lonafetlow Lumber Co.. Ine.. Chlor. Ce. 95921174:1d. anwm rarer, 8-9 >999 240 Job Reference (optional) o.cuu nuw roc ami Iexn 1 35-8 3-? Il 8.2-12 1 12-7-13 131 -0 20-3-2 1 26-1-8 3-5-8 04-3 S \ 4-5-1 47 04-3 73-2 5.10-6 6.00 12 3x4 = 4x4 14 13 12 11 2x8 11 3x8 = 1.5x4 11 1.5x4 11 35-8 8-2-12 13-M 26-32 26-1-8 3-5-8 4-9-4 4-9-4 7-32 5-10-6 n Inc. Mon NOV 13 14:25:50 2006 Page 1 Scale = 1:70.2 LOADING(psf) SPACING 240-0 CSIDEFL in (loc) Vdeft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.07 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.14 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 204 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals, and 2-" oc purlins BOT CHORD 2 X 4 DF No.1&BV G (6-0-0 max.): 2-4 WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13,5-9.1-14 JOINTS 1 Brace at Jt(s): 10 REACTIONS (Ib/size) 14=850/0-3-8,7=850/Mechanical Max Horz 14=232(load case 3) Maio Upl'dt14=33(load case 3), 7=-4(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=291/119, 2-3=-028f75, 3-4=740!!5, 4-5=904/81, 5-6=-1135/49, 1-14=-825/34, 6-7=-809/0 BOT CHORD 13-14=29/172, 12-13=0/9, 11-12=1/7, 9-10=0/626, 8-9=0/963, 7-8=-4/116 WEBS 2-13=749/0,2-10=01734,10-12=19/175, 3-10=-402/39, 4-9=-44/152, 5-9=259/59, 5-8=106/79, 1-13=57/685, 9-11=5/59, 3-9=-67/221, 10-13=10/289, 6-8=0/870 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. Q��F E$$J� 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 (flat orientation) putting at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard LU C OAR 433 t:,1Miri "..u1m© November 14,2006 WARMM - Ven At dwiBn Pam—aA arta RP,AD NOTR8 ON TB7a AND DvcwDBD mr7E8 RBPSRSNCS PAGE JW 7473 BEYORS D8& Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for on individual budding component. Applicability of design paromenters and proper incorporation of component is responsibly of building designer- not truss designer. Bracing shown lila k. B for lateral support of individual web members only. Additional temporary bracing to insure stability during constnrction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is Me responsibility of me building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Suite 109 S 7777 Greenback Lane, Safety Infonnatton availabledisWI able from Truss Plate Institute. 5a3 D'Onofrio Drive, Maon, 53719. TMCitruHeights, CA, Lane. 10S Job I fuss fuss ype y y THURMAN 2601 THUM1103 F1 CAL HIP 1 1 112344/1203 Job Reference o tional Longfellow Lumber Co., Inc., Chloo, Ce. 95928-7434, Adam Dietz 6.200 s Jul 13 2005 MRek Industries, Inc Mon Nov 13 14:26:512006 Page 1 -24.0 4-11-5 9-6-12 9- 15 16-7-9 21-0-15 1 25.2-1 2 31-1-0 33-1-0 2-0-0 4-115 4-7-7 0.43 6-8-10 4-5.5 4.1-2 0.4-3 5$12 24)-0 Scale = 1:60.8 4x8 \\ 1.5x4 11 3x8 = 3x8 = 4x4 01i 1.5x4 11 3x8 = 2x4 11 4x12 = 4115 9$12 12-0-8 16-7-9 2115 25-0.4 31-1.0 4115 47-7 2-5-12 47-1 455 45.5 5-0.12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.0711-12 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.13 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.04 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 154 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD Sheathed or 4-5-9 oc purlins, except BOT CHORD 2 X4 OF No.1 &BtrG *Except* 2-0-0 oc purlins (4-8-8 max.): 4-8. 9-14 2 X 4 OF No.1 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Std G WEBS 1 Row at midpt 5-15.6-14 REACTIONS (Ib/size) 2=203/0-3-8,15=2407/0-3-8.9=1227/0-3-8 Max Horz2=59(load case 4) Max Uplift2=-45(load case 7),9=31 (load case 3) Max Grav2=211(load case 6), 15=2407(load case 1), 9=1234(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=41/372, 3-4=0/573, 4-5=0/1222, 5.6=0/1250, 6-7=945/48, 7-8=1877/27, 8-9=2157/25, 9-10=0/45 BOT CHORD 2-17=308/61, 16-17=308/61, 155-16=184/0, 13.14=0/945, 12-13=0/1970, 11-12=0/1970, 9-11=0/1888 WEBS 3-17=7/176, 3-16=387/12,4-16=331458,8-11=221278,14-15---2400/0, 5-14=423/0,14-16=-429/48,4-14--1081/15 6-13=4i`775,7-12=12/184. 6-14=2557/0, 7-13=1217/0, 7-11=179/29 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 31 ft with exposure 8 ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 280 lb down and 0 Ib up at 25-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-4=52, 4-5=-52, 5-8=131(17=79), 8-10=52, 2-15=14, 9-14=28(F=-14) Concentrated Loads (lb) Vert 8=-280(F) �O0?,o ESS/pH�l /��Q_ ��ER S. T jNC C CC C 046,433 r November 14,2006 ® WdRHIAR3 - V -V)/ d -f" P tms and READ MOMS ON 7878 AND DV UMED Jig= RZFERSRC$ RAGS MU -7473 BSIORB 038'. pp Design valid for use only with MTek connectors. This design 's based only upon parameters shown, and is for on indrAdual buldkng component. Applicability of design paromenters and proper Incorporation of component is responsibility of building designer- not h m designer. Bracing shown is for lateral support of individual web members orgy. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe k. erector. Additional permanent bracing of the overall structure is Me responsibility of the building designer. For general guidance regarding vawu, vrn.aa.,._ tobrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPll Quality criteria. DSB-89 and BCSII Building component Suretynfo Irmation available from Truss Plate Institute, 583 D'Onofrto Drive, Madison, WI 53719. 7777 Greenback lane, Suke 109 Clhus Heights, CA, 95610 Job Nss Was Type THURMAN 2801 THUM1103 F2 CAL HIP 1 823448204 Z Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ce. 95928-7434, Adam Dietz 6.200 a Jul 13 2005 MRek Industries, Inc. Mon Nov 13 14:26:51 2006 Page 1 -2.0-0 5511 -10-4-15 15812 15- 15 19-2-1 1 24-11-2 31-1-0 2.0.0 5511 4-11-0 51-13 0-4-3 3.3-2 0¢3 5414 51-14 4x8 \\ 6.00 12 4x4 = Scale = 1:68.8 1.5x4 II 3x8 = 2x8 11 5x8 = 5-5-11 10-4-15 12.0-8 15.6-12 19-&4 2411-2 31-1-0 5-5-71 4-114 1-7-9 384 3.11-8 54-14 6-1-14 Plate Offsets (X,'f1: 110:0-4-0,0-1-151 [14:0-5-8.0-3-81 TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X4 DF No.1&Btr G *Except* 10-14 2 X 6 OF SS G BOT CHORD LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.10 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.19 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.03 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 366 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X4 DF No.1&Btr G *Except* 10-14 2 X 6 OF SS G BOT CHORD WEBS 2 X 4 OF Std G *Except* WEBS 6-132X4 DFNo.1 G REACTIONS (Ib/size) 10=4981/0-3-8,2=247/D-3-8,15=6316/0-3-8 Max Horz2=99(load case 4) Max Uplift10=-8(load case 5), 2=24(load case 5), 15=9(load case 5) Max Grav10=4981(load case 1), 2=260(load case 6), 15=6316(load case 1) Sheathed or 4-7-3 oc purlins, except 2-0-0 oc puffins (6-" max.): 7-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-15 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2=56/306, 3-4=20/469, 4-5=0/508, 5-6=0/925, 6-7=2920/61, 7-8=-4449/58, 8-9=5037/60, 9-10=8321/47 BOT CHORD 2-17=250/55, 16-17=250/55, 15-16=-12/0, 14-18=-826/40, 13-18=-885/39, 13-19=0/2665, 19-20=0/2665, 12-20=0/2665, 12-21=0!7399, 21-22=0/7399, 22-23=Of7399, 11-23=0/7399, 11-24=0/7399, 24-25=0/7399, 25-26=Of7399, 10-26=0/7399 WEBS 3-17=8/205, 3-16=386/18, 5-16=-41f708, 7-13=1617/0, 7-12=9/3193, 8-12=31/1902, 14-15=-6291/9, 6-14=5850/0, 14-16=684/48,'x14=839/45, 6-13=0/5405, 9-11=-22/2878, 9-12=3326/36 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 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 31 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 �O9?,o ESS/p,�ql S.LU C 04���`a�3T EXP November 14,2006 ® WARNWO - VWj& d—Ign parameters and RSAD N07ES ON 7Hffi AND DACWMW X17= RRYMM Cs PADS 2W 7473 BSPORS 088. 11y�j�1� Design vorid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parcmenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown M iTe k. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilrity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regard fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 7777 Greenback Lane, Sults 109 Safety Informof on available from Truss Plate Institute, 583 D'OnoMo Drive. Madison. WI 53719. 7777 reenba, CA, Lane, Su 0 tiSS I N65 Type THURMAN 2801 THUM1103 F2 CAL NIP 1 823448204 Z nal Longfellow Lumber Co., Inc, Chico, Ca. 95928.7434, Adem DIeR Job Referencea tio8.200 a Jul 13 2005 MRek Intlustrles, Inc. Mon Nov 13 14:26:512006 Page 2 NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 982 Ib down and 2 Ib up at 14-0-0, 1409 Ib down and 2 Ib up at 16-0-0, 1418 Ib down and 2 Ib up at 18-0-0, 1096 Ib down and 2 Ib up at 20-M, 1096 Ib down and 2 Ib up at 22-0-0, 850 Ib down and 1 Ib up at 24-0-0, 850 Ib down and 1 Ib up at 26-0-0, and 850 Ib down and 1 Ib up at 28-0-0, and 850 Ib down and 1 Ib up at 30-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 , Uniform Loads (ptf) I Vert 1-7=-52, 7-8=-52, 8-10=52, 2-15--14,10-14=-14 Concentrated Loads (lb) Vert: 18=982(F) 19=-1409(F) 20=1418(F) 21=1096(F) 22=-1096(F) 23=850(F) 24=-850(F) 25=850(F) 26=-850(F) a I • 7 w L ® WdRAMW - Par•1 fy deargn prwmatm and READ A07E8 ON TM3 AAW DWLUDBD MnZK RKVZRENCB PAGE MU 7473 H810R8 098. Design volicl for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not h m designer. Bracing shown is for lateral support of 6tdviduol web members only. Additional temporary bracing to insure stability during construction is the responsiblly of the erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Cdteda, DSB-89 and BCS11 Building Component Safety InfomwHon available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. wl 53719. f a ■1'Yr MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 OTruss SPACING NSs type CSI Ply THURMAN 2801 THUM1103 G1 CAL HIP 1 1 823448205 Lonalallm Lumber Co.. Inc.. Chlor. Ca. 95928-7434 Ad—ni„r -0.23 14-16 >999 240 Job Reference o ti0nel -- nam 15 4005 mirex inausmes. Inc. mon Nov 13 14:26:52 2008 Page 1 2-3-8 1 5-6-12 Sl I15 9.3-0 I 12-9.8 I 174" I 22-1-1 I I 28-0.0 129-60, 2-3-8 334 0.4-3 34-1 3-68. 4-10-12 4-4-13 0-4-3 5-6-12 1-6-0 Scale = 1:50.6 4x8 6.o0 12 3x4 = 1.5x4 11 4x12 = 4x4 1 13 12 22 2311 10 5x6 \\ 3x4 = 3x10 = 4x12 = 2x8 11 2-3-8 5-612 12-9-0 17-8.4 225-4 28-0-0 2-3-8 3-3.4 7-2-12 4-10-12 4-9-0 5612 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.23 14-16 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.48 14-16 >698 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.27 10 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 169 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV G TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G 'Except' BOT CHORD 1-192X4 DFNo.1 G,.12 -152X4 DFNo.1 G,6 -152X4 DFNo.1 G REACTIONS (Ib/size) 10=1987/0-3-8,20=1909/0-3-8 Max Horz20=-98(load case 3) Sheathed or 3-3-0 oc puffins, except and verticals, and 2-0-0 oc puffins (2-8-0 max.): 3-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3230/0, 2-3=3885/0, 3-4=-3474/0, 4-5=5159/0, 5-6=5151/0, 6-21=1972/0, 7-21=1972/0, 7-8=-2250/0, 8-9=0/38, 1-20=1454/0, 8-10=1905/0 BOT CHORD 12-13=36/126,12-22=0/2839,22-23=0/2839,11-23--0/2839. 10-11=0/89,18-20=0/443,17-19=0/2615,16-17=0/2933, 16-24=0/4590, 24-25=0/4590, 14-25=0/4590,14-15=0/4513, 17-18=0!124, 13-14=-309/42 WEBS 3-16=0/979,4-16=1434/0, 7-11=0/459, 8-11=0/2046, 18-19=-559/0, 2-19=-431/56,13-15=0/476, 5.15=-464/15,4-15=0/748, 19-20=-608/45,1-19=0/2824. 6-12=991/0,12-15=0/2932,6-15=0/2647,6-11=1264/0,2-16=71/694 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 28 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 6-0-0 end setback and tie-in span of 3-0-0 from subgirder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 312 Ib down and 28 Ib up at 22-3-8, and 312 Ib down and 28 Ib up at 5.8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 �OQ?,OFESS/�N�I _C LU C 0433 * E�34<07 *. November 14,2006 WARMM - V.,J r d—f" Pammexass and READ N07W ON 7878 AND DVCLODED Mf7'EE RRPEREACE PADS JW 7473 BEMRS 088: Design valid for use only with Amek connectors. This design's based only upon parameters shovm, and is for an individual building component. Nil Appricabirity of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addtional temporary tracing to insure stobility during construction is the responsibilliy, of the M iTe k erector. Additional permanent bracing of the overall structure is the responubliy of the building designer. For general guidance regarding e,,. _ VAfabrication, quality control, storage, delivery, erection and bracing, consult ANSI[FP]1 quality CdWo, DSB-89 and BCSII Bulldlrsg Comporrenl _ 7777 Greenback Lane. Suits 109 S Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. 53719. Carus Heights, CA, ne. 10S Job Ss NS9 ype y FTHURMAN 2801THUM1103 Gt CAL HIP 1 823448205 Reference (optional) Longfellow Lumber Co., Inc.. Chao, Ce. 95928.7434, Adem Dietz 6.200 a Jul 13 2005 MI I ex Industries, Inc. Mon Nov 13 14:26:52 2006 Page 2 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=52,4-21=113, 7-8=52, 8-9=52,10-13---27(F=13),18-20=27(F=13),17-19=13(F), 14 -17=27(F=13),14 -15=13(F), 17-18=-27(F=-13), 13-14=27(F=13) Concentrated Loads (Ib) Vert: 3=-312 7=-312 Trapezoidal Loads (plf) Vert: 3= -100 -to -4=114, 21= -113 -to -7=-100 ® WARNIM - V.*V dealgn parameters and RRAD A10=8 ON TW8 AND DiCLDDBD 21r7E8: RB7R ZAICR PAOB MU -7473 BBPORB Dae: �• Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual bu0dng component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indwiduol web members only. Additional temporary bracing to insure stability during construction is the resporwbllty of the M iTe k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regordng fobrico6on, quality control, storage, delivery, erection and bracing, consult ANSI/1P11 Quafly Criteria, DSB-89 and BCSII Building Component Porrw .w vcw.krw.�.- Safey Information available from Truss Plate Institute. 583 D'Onobio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus --'--, CA, 95610 Job TrussUsType QtY Ply THURMAN 2801 THUM1103 GIA F.-,—.s IP 1 1 R23448206 Longfellow Lumber Co., Inc., Chico, Reference(optional) o, Ca. 95928-7434, Adam Dleti 6.200 s Jul 13 2005 MRek IndusVles, Inc Mon Nov 13 14:26:52 2006 Page 1 2-3-8 5-10-15 7-10-15 i 10.3-0 i 12-9-a 16.8-0 20.1-1 22-1-1 28-04) 29.60 2-38 3-7-7 2-0.0 2-4-1 2-6-8 3.10.12 3-0-13 2-0-0 5-10.15 1-6-0 Scale = 1:50.6 4x4 o 3x4 = 1.5x4 II 3x8 = 4x4 cu ro — r/ 13 12 11 10 5x8 \\ 3x4 = 3x4 = 3x8 = 2x8 II 2-3-8 7--12 12-9.8 168-0 2054 28-0-0 2-3-8 5-3.4 5-2-12 310-12 39.0 7-612 Plate Offsets (X,Y): [8:0-3-3,0-1-81 [15:0-2-8.0-2-81, [19:0-5-8.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.07 14-16 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.14 14-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.10 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight' 179 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 5-1-14 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 OF No.18Btr G (5-1-13 max.): 3-7. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=1003/0-3-8, 20=912/0-3-8 Max Horz 20=-1 02(load case 3) Max Uplift10=-18(load case 5), 20=3(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1644/50, 2-3=1605/34, 3-4=1386/32, 4-5=1668/19,5-6=1669/18,6-7=901/58, 7-8=1089/63, 8-9=0/38, 1-20=-718/16, 8-10=-943/10 BOT CHORD 12-13--14/66,11-12=0/1062, 10-11=1/123, 18-20=20/181, 17-19=37/1388, 16-17=23/1510, 14-16=0/1551, 14-15=0/1499 17-18=11/287,13-14=48/60 WEBS 3-16=11/424,4-16=371/26,7-11=37/235,8-11=0/811,18-19=215/0. 2-19=-124/53.13-15=-20/137, 515=195/0, 4-15=-23/243, 19-20=256/84, 1-19=14/1457, 6-12=-073/0, 12-15=0/1120, 6.15=0/840, 6-11=-376/16, 2-16=125/62 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, Condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QF ESS 5) A plate rating reduction of 20% has been applied for the green lumber members. Q� !�N 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard , �, C G1 CD * E O,0 November 14,2006 A WARNfNO - 11er% de rlgn panamet� and READ NOTES ON TMS AND INCLMED MnZK REJERENCB PAGE dZF 7473 BEFORE Us& },B kl' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual budding component. Ilivai` Applcoblity of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Broclng shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the M iTe k responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regordung - fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Crtterio, OSB -89 and BCSII BuIlding Component Safety Information available from Truss Plate Institute. 58 D'Onofrio Drive, Madison, WI 53719. ro.c rc 7777 Greenback Lane, Suits 1093 Citrus Heights, CA, 95610 Job Truss rugs ypg y THURMAN 2801 THUM1103 G2 CAL HIP1 1 823448207 Longfellow Lumber Co., Inc, Chico, Ce. 95928-7434, Adam Dle� Job Reference o tlonel - 8.200 s Jul 13 2005 MRek Indusbtes, Inc. Mon Nov 13 14:26:53 2006 Pelle 1 238 I 5-6-12 5-10.15 12-9-8 I 17-84-" yb r„4 28-0-0 }29-6-0� 2-3-8 3-3-4 13.43 6-10-9 4-10-12 4-4-13 D4-3 5-6.12 1-6-0 1.5x4 11 Scale = 1:62.4 1.5x4 II 4x4 1.5x4 11 44 = 1.5x4 II 6.o0r - 5 7 1n 11 28 26 5x6 „ 21 20 33 19 3x4 = 5x6 \\ 3x8 = 2x6 I I 4x8 = 2-3-8 5.612 12-9-6 17414 20-7-8 22-5-4 28-M 2-3-8 3-34 7-2-12 410-12 2-114 1-9-12 5-6-12 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0,09 22-24 >999 240 M720 220/195 Max Grav19=3076(load case 1), 28=1576(load case 1), 15=240(load case 7) Lumber Increase 1.25 BC 0.64 Vert(TL) -0,20 22-24 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.15 19 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 201 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 OF No.1&Btr G WEBS 2 X 4 OF Std G BOT CHORD OTHERS 2 X 4 OF Std G WEBS JOINTS REACTIONS (Ib/size) 19=3076/0-3-8.28=1576/0-3-8,15=216/0-3-8 Max Horz28=-83(load case 3) Max Uplift15=12(load case 3) Max Grav19=3076(load case 1), 28=1576(load case 1), 15=240(load case 7) Sheathed or 3-8-0 oc purlins, except and verticals, and 2-" oc purlins (5-9-2 max.): 3-14, 5-11. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 13-19 1 Brace at Jt(s): 4, 6, 9 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2654/0,2-3=3126/0, 3-29=1298/0, 5-29=1126/32,3-30=1753/21,4-30=1753/21,4-6=1320/8.6-8=1343/10. 8-9=1343/10, 9-12=0/2187, 12-31=0/2191,13-31=0/2191, 13-14=0/1226, 11-32=1123/34, 14-32=1285/0, 14-15=22/270, 15-16=0/34,1-28=1205/0, 5-7=1071/43, 7-10=1071/43, 10-11=1071/43 BOT CHORD 20-21=123f7,20-33,--10/0,19-33=-10/0, 26-28=-4/360,25-27=0/2157.24-25=0/2412,24-34=0/2667, 3435=0/2667, 22-35-0/2667, 22-23=0/2682, 25-26=0/583, 21-22=-418/0, 18-36=-1128/0, 17-36=1128/0, 15-17=217/37 WEBS 3-24=0/226, 4-24=0/270, 26-27=-441/0, 2-27=322/61, 21-23=0/555, 6-23=-687/31, 423=355/46, 27-28=-487/50, 1-27=0/2311, 9-20=273/25, 20-23=0/357, 9-23=0/2421, 2-24=-89/473, 45=0/193, 11-12/114, 7-8=-439/9, 9-10=-87/44, 18-19=3052/0, 13-18=1593/0, 1417=1278/2, 13-17=0/1822, 18-20=0/418, 9-18=1919/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 28 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 6-0-0 and setback and tie-in span of 3-0411 from subgirder. 7) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 312 Ib down and 28 lb up at 22-3-8, and 312 Ib down and 28 Ib up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 OQyi,pFESSI S. r�tic�< Q �It- rn M C O46433 T *\ VP.44r-07 /a. November 14,2006 A WARMM - Ver% men paramatms adREAD RGTEB OMTMB AM3 DVCMMED dOTEE REFERENCS PAGE MU 7473 BEFORE USE. �ppgeg Design valid for use only with MhTek connectors. This design is based only upon parameters shown, and is for an indwidual budding component. 1t it Applicis for aabibilityal �of design poromenters and proper incorporation of component is responsibility of bulding designer- not bass designer. Bracing shown support of individual web members any. Addifiond temporary brodng to insure stability during construction is the responsibility of the M iTe k erector. Additional permanent broking of Me overall structure a the resporsiblily of the building designer. For general guidance regorduhg fobricafion, quality control, storage, delivery, erection and boding, consult ANSI/rP11 Quality Criteria, DSB-89 and BC91 Building Component vor+cR +o v[Rrawp: Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, " 53719. 7777 Greenback Lane, Suite 109 Citrus Helghb, CA, 95610 Job rUW NSS ype 7ty 7YTH URMAN 2a01THUM1103 G2 CAL HIP =...g. ob Reference o fional Longfellow Lumber Co., Inc., C11ko, Co. 95928-7434, Adam Dietz 6.200 s JUI 13 2005 MIT Industrlas, Inc. Mon Nov 13 1426:53 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptt) Vert: 1-3=-52, 5-29=113, 30-31=61, 11-32=-113,14-16=52,19-21=27(F=13), 26-28=27(F=-13), 25-27=13(F), 22-25=-27(F=13), 22-23=13(F), 25-26=27(F=13), 21-22=27(F=13), 5-11=113, 15-18=-27(F=13) Concentrated Loads (lb) Vert: 3=312 14=312 Trapezoidal Loads (pit) Vert: 3= -100 -to -29=-113, 3=48-0-30=-61, 31= -61 -to -14= -48,32=113 -to -14=100 k a, WARNDIO • Varma design por—wtms and READ N0788 ON 7® AND INCLUDED JD7S8 REFERENCE PADS A17 7473 EElORB URB. ' Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual buldmg component. Applicability of design poramenters and proper incorporation of component is responsibly 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 responsbilliy of the Mire k. erector. Additional permanent bracing of the overall structure is the responsibility m of e bulding designer. For general guidance regordiN fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QucdBy Cdferlo, OSB -89 and BCSII Building Component —... o — .... ..- Soley Information ovalable from Truss Plate Institute, 583 D'OnoMo Drive, Madison, VA 53719. 7777 Greenback Lane, Suite 1o9 Citrus Heights, CA, 95610 Job Truss cuss ype Qty Ply THURMAN 2801 R2344820E rHUM1103 G3 CAL HIP 1 1 o tional LongfeilLongfellowW mbar Co., Inc., Chico. Reference o, Ce. 95928-7434, Adam Dietz 6.200 s Jul 13 2005 Mfiek Industries, Inc Mon Nov 13 14:26:53 2006 Page 1 1 2-38 I 5.6.12 5.10415 12-9.8 1 15.8-8I 22.1_1 2?��.,4 28.0-0 238 334 0.4-3 610-9 129-60 2-11-0 6.49 0-4-3 5.612 1-6.0 28-0-0 BOT CHORD Scale = 1:58.5 7-2-12 7 11 1.5x4 II REACTIONS (Ib/size) 19=3291/0-3-8, 28=1189/03-8, 15=200/0-3-8 1.5x4 II 1.5x4 II 6.00 FIT 5 C \12 Max Grav19=3291(load case 1), 28=1191(load case 6), 15=249(load case 7) 29 33 4x4 i 4 II CSI 3 // 344 30 1.58x4 II *24-oo 3.6 1 24 36 x8 = 12 28 26 5x6 3x4 = 37 36 4x4 \\ 3x10 = �4 II 44x8 // 9 31 1332 14 5x6 \\ 21 20 34 35 19 3x8 = 2x8 11 15 161 39 1710 3x4 = �� 1.5x4 It w LUMBER 2-3-8 5$12 12-9-8 15-8.8 167.8 225-4 28-0-0 BOT CHORD 238 3-3-0 7-2-12 2-11-0 2-11-0 39-12 REACTIONS (Ib/size) 19=3291/0-3-8, 28=1189/03-8, 15=200/0-3-8 5.612 Plate Offsets (X,Y): (18:0-2-8.0-2-81, [23:0-2-8,0-2-81. [27:0-5-8.0-3-01 Max Upliftl9=-65(load case 5) Max Grav19=3291(load case 1), 28=1191(load case 6), 15=249(load case 7) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.97 Vert(LL) 0.0822-24 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.16 22-24 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.11 19 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 1881b' LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1&BV G WEBS 2 X 4 DF Std G BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 19=3291/0-3-8, 28=1189/03-8, 15=200/0-3-8 Max Horz28=86(load case 3) Max Upliftl9=-65(load case 5) Max Grav19=3291(load case 1), 28=1191(load case 6), 15=249(load case 7) Sheathed or 4-4-8 oc purlins, except end verticals, and 2-M oc purlins (5-3-0 max.): 3-14. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 13-19 1 Brace at Jt(s): 6, 10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1987/0,2-3=2256/0,3-29=173/0, 5-29=99/122, 54=101/0, 3-4=2023/121.4-6=1370/190,6-30=-1370/190, 8-30=11370/1190,8-9=13154/192, 9-31=0/1457, 1031=0/1457, 10-13=0/1457, 13-32-0/1496, 14-32=0/1496, 11-12=-81/0, 12-33=84/114, 14-33=165/0, 14-15=154/329, 15-16=0/34, 1-28=-908/0 . BOT CHORD 20-21=184/0, 20-34=246/5, 34-35=246/5, 19-35=246/5, 26-28=10/270, 25-27=0/1612, 24-25=0/1803, 24-36=11/2166, 36-37=11/21166,37-38=-11/2166, 22-38=11/2166, 22-23=-13/2217, 25-26=2/437, 21-22=-428/0, 18-39=274/152, 39-40=274/152,17-40=274/152,15-17=266/155 WEBS 3-24=23/401, 4-24=178/170, 26-27=-316/7, 2-27=222f70, 21-23=0/469, B-23=-427/28, 4-23=1009(72, 27-28=363/57, 1-27=0/1727, 2-24=96/276, 14-17=0/362, 5-6=-484/112, 10-12=423/94, 18-19=3267/67, 13-18=-619/98, 14-18=1673/0, 9-20=1188/0.20-23=01248, 9-23=3/1830,18-20=0/353, 9-18=2058/64 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 28 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 6-0-0 end setback and tie-in span of 3-0-0 from subgirder. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 312 Ib down and 28 Ib up at 22-3-8, and 312 Ib down and 28 lb up at 5-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). r"WeASE(fig8t$ndard �OQ,p,pFESS/pNgl sCO . titin Fti Gt LU 2P F� m 00433 i* E7 November 14,2006 ® WAWaM - parl/tl dm19n P--tms and READ NOTS8 ON THIS Arm DWWDED X17HX RErseEN 9 PAGE mu 7473 mumm Oa& 1111 Design valid for use only with Mitek connectors. This design's based only upon parameters shown,di and is for an Individual building component. MR Appl'icabTdy, of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilOty of the Mire k. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality, control, storage, delivery, erection and bracing, consult ANSIMIl Qualtly CAtedo, DSB-89 and SCSII BuDding Component Suite 109 S Sony INormallon available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, VA 53719. 7777 Greenback Lane, Citrus Heights, CA, Lane, 10S Job truss T ss ype _ y THURM/W 2801 THUM1103 �'3 Hip 1 1 823448208 nal Longfellow Lumber Co., Inc., Chko, Ca. 95928.7434, Adem DIeO 6.20o a Jul 1Job Reference o tio 3 2005 MRak Industdes, Inc. Mon Nov 13 14:26:53 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ? Vert: 1-3=-52, 7-29=113, 4-6=61,6-30=81, 30-31=-113, 10-31=81, 10-32=-61, 11-33=113, 14-16=52, 19-21=27(F=-13), 26-28=-27(F=13), 25-27=13(F), 22-25=27(F=13), 22-23=13(F), 25-26=27(F=13), 21-22=27(F=-13), 15-18=27(F=13) Concentrated Loads (lb) Vert: 3=312 14=312 Trapezoidal Loads (plf) Vert: 3=100 -to -29=113, 3= -48 -to -4=-62, 32= -61 -to -14=48, 33= -113 -to -14=-100 A WdR11011d - V—t fy —f9 -P --ft— and RE" AOTES ON TMS AND INCWDED AU7'88 RBPERSNCB PACK 2W-7473 REFORM 0aIL Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicobTiy of design poromenters and proper incorporation of component is responsbi ity of building designer - not truss designer. Bracing shown is for lateral support of 'krsdnidual web members only. Additional temporary bracing to insure stobl'ry, during construction B the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For MiTe k general guidance regard fobrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPIT Quality Criteria, DSB-89 and BCSn Building Component vow era y Soley Into lad on available from Truss Plate Institute. 583 D'Onotdo Ddve, Modaon. YA 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Rlss IUss ype CSI y MAN 2901 THUM1103 G4 DBL. FINK 1 1 823448209 �7ef. Longfellow Lumber Co., Inc., Chico, Ca. 9592&7434, Adam DIeQ -0.06 12-13 >999 240 rence (optional) mi, nn mausmes, mr. Mon NOV 13 14:29:54 2006 Page 1 8-2-2 14-0-0 16-9-0 22-2-14 257-11 28-0-0 29-6.0 B-2-2 59.14 .4 5-5-102-5-5-10 3-4-13 2-4 5 5 10 4x4 = Scale = 1:65.0 13 12 11 10 2x8 I I 3x4 = 3x8 = 1.5x4 II 4x8 II B-2-2 14.0-0 16.9-4 22-2-14 24512 1 28-0-0 8-2-2 59-14 2-9-0 5510 2-2-14 3-64 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 16.0 TCDL 10.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.06 12-13 >999 240 MT20 220/195 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.11 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 HOR(TL) 0.01 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 160 lb LUMBER TOP CHORD 2 X 4 DF No.18BtrG BOT CHORD 2 X 4 DF No.1SBtrG WEBS 2 X 4 DF Std G 'Except 1-132 X4 DFNo.1G REACTIONS (Ib/size) 13=537/0-3-8, 10=925/0-3-8,6=45210-3-8 Max Horz13=90(load case 3) Max Upfift13=25(load case 5), 6=55(load case 5) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing, Except 6-0-0 oc bracing: 10.11. WEBS 1 Row at midpt 4-10,3-11.2-11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=547/97, 2-3=228/130, 34=183/131, 4-5=-66/131, 5-6=-507/102, 6-7=0/34, 1-13=-476/15 BOT CHORD 12-13=-43/162,11-12=11/405,10-11=3/3,8-9=-19/395,6-8--19/395 WEBS 9-10=91310,4-9=676/0, 3-11=113/42,4-11=01414,2-12=-27/200,2-11=-399/39,1-12=21/252, 5-8=114/229,5-9=448/26 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard O0?,o ESS/pN� S. TjNG,I �'G CID G1 W- C 046433 T *\ EAP.14t--07 /... November 14,2006 A IAARMNO - Verj f}r design Pkunmatms and "AD N0788 ON TMS AND rl9CLODSD AUTSB RSY23t&% .S PADS Mw 7473 Rs"RS vam • Design ootid for use only with m7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporotion of component is responsibility of bu6dug 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 resporwbigiy of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding (abdication, n a 1 tl I OTe k quality control, storage, delivery, erection and bracing, consult ANSI/rPll f,adty Criteria. DSB-89 and 8CS11 BuildingComponentvnMxa Sdefy Irearmotlon available fromTruss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. +n r�aroa.r.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job NSS NSa type 11ily— �THURMAN 2801THUM1103 H11 KINGPOST 3823448210 Longfellow Lumber Co., tne., ChicoCa. 9592&7434Adam Dleh renceo bone) 6.2oo a Jul 13 2005 MRek Industdes, Inc Mon Nov 13 14:26:54 2006 Page 1 4-0..4 0.3.10 4.0-4 I ¢" IB -4-21 0.3-10 44 = Scale= 1:17.3 3 1$ LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.11 BC 0.11 Vert(LL) -0.00 4-0 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.05 Vert(TL) Horz(TL) -0.01 0.00 4-6 4 >999 n/a 180 n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 27 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=279/0-3-8,4=279/0-3-8 Max Horz2=-12(load case 3) Max Uplift2=5(load case 5), 4=5(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD .1-2=0/3,2-3=27410,3-4=-274/0,4-5=0/3 BOT CHORD 2-6=0/242.4-6--0/242 WEBS 3-6=9/132 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 R with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard �O9FtOFESS/0 " S. rjNC �2 cD m LU of C 046A113 X November 14,2006 ® WdRMM - v -i& design y-u—ters nad READ NOTzB ON TBs A m DICWDRD w= RRrRRERcg pAGB MU 7473 BRIORR UaEL pp Design volid for use only with MFek connectors. This design's based only upon parameters shown, and is for on in&Muol building component. Applicability of deign poromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indrvidual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 1 Y' o T� k. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, OSB -89 and BCSII Building Component P .. — Pca.vs...- Smety Informotlon available from Truss Plate Institute, 583 D'Onofrio Drive, Modson, w153719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job I tills russ ype =ReferenS�z THUM7103 H2 CAL HIP 1 823448211 al Longfellow Wmber Co., Inc., Chico, Ce. 95928.7434, Adam Dietz 6.200 s Jul 13 2005 MRek IndusWes, Inc. Mon Nov 13 14:26:55 2006 Page 1 r03-101 1-3-0 11-7-3 I 6-6-5 16.9.8 I 0-0-8 184-2 i D310 1-3-0 D4-3 4-10.2 043 1-3-0 0.3-10 Scale = 1:14.5 4x4 i 6.00 F12 4x4 1 4 2 5 s g I� d 0 7 1.5x4 II 1.50 II 2x4 = 2x4 = LOADING (psf) SPACING 2-" CSIDEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.02 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight 25 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1 &BU G WEBS . 2.X 4 OF Std G BOT CHORD REACTIONS (Ib/size) 2=279/0-3-8.5=279/0-3-8 Max Horz2=-4(load case 3) Max Uplifl2=-5(load case 5), 5=-5(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/6,2-3--662/10,3-4=-614/4,4-5=-662110,5-6=0/6 BOT CHORD 2-8=0/622,7-8=0/614,5-7=0/622 WEBS 3-8=-116/1172,4-7=16/172 Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-M max): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARM` - V-Y%f daslgn yammers„ and READ A10=8 ON 7878 eRn RNr-=SD M778S RSPSRMWZ PROS MU.7473 HSPORS Da& Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an Individual budding component. Applicability of design paromenters and proper incorporotion of component is responsibility of building designer- not truss designer. 8rocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Cdterla, DSB-89 and iscin Bunding Component Safety Irdomwton available from Truss Plate Institute. 583 D'Onolrio Drive. Modaon, VA 53719. �OQ,?,pFESSIO�le QQ F� m Qf C 046433 OF November 14,2006 MiTek a,....o vc - T777 Greenback Lane, Sufla 109 Citrus Heights, CA, 95610 Job russ USS ype y THURMAN 2801 rHUM1103 K1 MONO TRUSS 12 1 823448212 Job Reference (optional) Longfellow Lumber Co., Inc., Chico, Ce. 95928.7434, Adam Dietz 6200 s Jul 13 2005 MRek Industries, Inc. Mon Nov 13 1426:55 2006 Page 1 .-1-6-0 6-5-4 12-7-8 165.12 1-6-0 6.5-4 6.24 5-10-4 6 .- 3x4 M1120= 8 7 1.5x4 M1120 II 3x4 M1120= 6-5.4 12-7-7 12 -B 185-14 Scale = 1:52.6 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.03 2-8 >999 240 M1120 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.06 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(rL) 0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 69 lb LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1 &BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=482/0-3-8,6=118/0-3-8.7=603/0-3-8 Max Horz2=267(load case 4) Max UPIitt6=9(load case 5), 7=-61 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/34,2-3--539/0.3-4=-160172.4,5=-8310,5-6=-47/39.4-7=345/34 BOT CHORD 2-8=-67/416,7-8=67/416 WEBS 3-8=26/243, 3-7=-474/34 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS . 1 Row at midpt 4-7 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. f 4) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 6. LOAD CASE(S) Standard /Q?�pFESS/S. p�, e C LU C04f6 m ,* EXP.*, November 14,2006 A WARMM - VerUjr deafen pa-te and READ 1417" ON THIS "M D CLDDED Arun aavga¢vrt PAGE AM -7473 BS/ORB URK Design volid for use only with Mitek connectors. This design Is based only upon parameters shown, and B for an indwidual bulling component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members any. Addtional temporary bracing to insure stoblily during construction is the responsibillity of the M iTe IC• erector. Addtional permanent bracing of the overall structure B the responsibaly of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Buntline Component ulfa 109 S Safety Information ovolabte from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VA 53719. 7777 Greenback lane, Ctbus Heights, CA, Lane. 10S lob Truss fuss ype y =Refermence 'HUM1103 KIA MONO TRUSS 2 1 R2344821< al Longfellow Lumber Co., Inc., Chleo, Ca. 95928-7434, Adem Dietz 6.200 a Jul 13 2005 MRek Industries, Inc. Mon Nov 13 14:26:55 2006 Page 1 31 6-3-8 124-0 14-0-0 1-6-0 6-3-8 6.0.8 1-8-0 6.00 F12 6 1i a 7 1.5x4 II 3x4 = 6-3.8 124-0 Scale =1:42.0 LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI - DEFL in (loc) Vdefl Ud PLATES GRIP TCDL 10.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.03 2-8 >999 240 WT20 220/195 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.05 2-8. >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 61 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.18BtrG TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G WEBS 1 Row at midpt 5-7 REACTIONS (Ib/size) 2=481/0-3-8, 6=11/0-3-8, 7=497/0-3-8 Max Horz2=225(load case 4) , Max Uplifl2=16(load case 5), 6=25(load case 5), 7=71 (load case 4) Max Grav2=481(load case 1), 6=18(load case 4), 7=497(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/34.2-3--544/23,3-4=-117/5,4-5=-80/55,5-6=-44/7,5-7=237/46 BOT CHORD 2-8=-63/423,7-8=-63/423 WEBS 3-8=24/235, 3-7=-471/35 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane orcanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. LOAD CASE(S) Standard S. UJI C 046433 T IMWX 'arM' "I� November_14,2006 A WdRMM - V—Yl f d'alan para .t,— and READ RDTP.a ON TMB dND DWZVDRD MTTRR RZPMWJCR PAOa Ma -7473 a8/'ORR DaB. pa8p Design valid for use only with Miilek connectors. This design's based Only upon parameters shown, and is for an individual building component +'+� Applicability of design paramenters and proper incorporo6on of component is responsibility of bu6dntg designer- not buss designer. Bracing shown is for lateral support of tndMduol web members only. Additional temporary bracing to insure stability during construction is the resporsibilfiy of the M iTe iC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quafey Criteria, DSB-89 and SCSII Building Component----.o...- Safey Information available from Truss Plate Institute, 583 D'Onotrfo Drive, Madison, wl 53719. 7777 Greenback lane, Suite 109 Citrus Heights. CA, 95610 lob TruSS (USS type y THURMAN 2801 'HUM1103 L1 FINK 5 1 R2344821� Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434, Adam Dleh 8.200 a Jul 13 2005 MITek Industries, Inc. Mon Nov 13 14:26:56 2006 Pege 1 -15-0 8-0.4 15-6'0 22-11-12 31-0-0 321'x-0 1-6-0 - B-0-4 7-5-12 7-5-12 8-04 116.0 i 4x4 = + Scale = 1:57.8 4 y a 3x6 = 3x4 = 3x4 = 30 = 1016-3 205.13 31.0-0 1016-3 9-11-11 1016.3 1$ LOADING (psf) SPACING 2-0-0 CSI DEFL in' (loc) Vdeft Ud 'PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.27 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.49 8-10 >745 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.05 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 + (Simplified) Weight 130 lb LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &BtrG TOP CHORD Sheathed or 4-7-3 oc purlins. BOT CHORD 2 X 4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 6=1099/0-3-8,2=1099/0-3-8 Max Horz2=-47(load case 3) Max Uplift6=-19(load case 5), 2=19(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2;3=-1614/0, 3-4=-1399/64, 4-5=1399/64, 5-0=-1614/0, 6-7=0/17 r BOT CHORD 2-10=0/1435,9-10=0/977,8-9=0/9T7,6-8--0/1435 WEBS 3-10=344/16, 4-10=45/534, 4-8=-45/534, 548=-344/16 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard ' A WAR'WM - V—U)tr d—'Hn Par .b— and RMD AOTF.B ON TMB AND DYCLDDRD WTEH sane MW -B PADS AW 7473 BSPORB Dag • Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and B for an individual Wilding Component. Applicability of design poromenters and proper incorporation of component is responsbdity of building designer- not truss designer. Bracing shown is for lateral support of individuol web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information ovolable from Truss Plate Institute, 583 D'Onatrfo Drive. Madison, wI 53719. �OQ?,pFESS/pN�l 's.ITT CID C 04633 EXP *, November 14,2006 MiTek M[R m - ... ;.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 O La. NSS ype 7FY THURMAN —2801 THUM1103 FINK 7 1 823448215 Longfellow Lumber Co., Inc., Chi8-7434, Adam Dlatz Job Referenceo tional 6.200 s Jul 13 2005 MiTek Indus Was, Inc. Man Nov 13 14:26:56 2006 Page 1 7'7'0 15-0-12 22-6.8 30.6-12 3212 7-7-0 7-5-12 7-5.12 - .8.0-4 1-6-0 4x4 = Scale =1:56.6 3x4 = 3x4 = 3x4 = 10-0.15 20.49 30-0.12 10-0.15 9-11-11 101i•3 LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.47 TCDL 10.0 Lumber Increase 1.25 BC 0.80 BCLL 0.0 Rep Stress Incr YES WB 0.22 BCDL 7.0 Code UBC97/ANS195 (Simplified) LUMBER TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 OF No.t&BU G WEBS 2 X 4 OF Std G WEDGE Lett 2 X 4 OF Std REACTIONS (Ib/size) 5=1085/0-3-8, 1=999/0-3-8 Max Horz 1=-65(load case 3) Max UpIM5==19(load case 5), 1=2(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1543/0,2-3=1337/64,3-4=1367/6,4.4-5--1583/0,5.-6=0/17 BOT CHORD 1-9=0/1355.8-9=01948.7-8=0/948,5-7=0/1407 WEBS 2-9=303/18, 3-9=-46/493, 3-7=-45/535, 4-7=-344/16 3x6 = DEFL in (loc) Udefi Ud PLATES GRIP Vert(LL) -0.27 7-9 >999 240 MT20 220/195 Vert(TL) -0.49 7-9 >745 180 Horz(TL) 0.05 5 n/a n/a Weight 128 Ib BRACING TOP CHORD Sheathed or 4-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard O0?,o ESS/pN� 2P t�,L m C 046,433 T November 14,2006 ® WA&MM - V- fir deafen jp—tA and READ NDTEE ON 7WS AND INCLUDED MITES REFERENCE PAGE AM- 7473 B.BPORS UajL Design valid for use any with Mnek connectors. This design is based only upon parameters shown, and is for an individual beading component e Applicability of design poromenters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction is the responsbilliy of ft M iTe k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrication, quality control, storage. delivery, erection and pacing, consult ANSI/rPll Quality Cdfeda, DSB-89 and BCS11 Buflding Component PaMca m vcw.ow..- Safey Intormo8on available from Truss Plate Institute. 583 D'Onohfo Drive. Madison, wl 53719. 7777 Greenbads Lena, Suite 109. Cftrus Heights, CA, 95610 Job fuss piss ype Qty Ply THURMAN 2801 THUM1103 101 KINGPOST 2 1 823448216 Job Reference o clonal Longfellow Lumber Co., Inc, Chico, Ca. 95928-7434, Adam Dietz 6.200 s Jul 13 2005 Mrrek Induslrtes, Inc. Mon Nov 13 14:26:56 2006 page 1 5-6-0 4x4 101120 = 5-" 1-6-0 Scale = 1:22.4 I$ LOADING (psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) Vdeft Ud PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.23 BC 0.21 Vert(LL) -0.02 3-5 >999 240 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.07 Vert(TL) Horz(TL) -0.03 0.00 3-5 3 >999 n/a 180 n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 38 Ib LUMBER TOP CHORD 2 X 4 DF No.1&BtrG BOT CHORD 2 X 4 DF No.1&BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=353/0-3-8, 3=439/03-8 Max Horz 1=37(load case 3) Max Upliftl=-1 (load case 5), 3=18(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=383/1, 2-3=-383/1, 3-4=0/17 BOT CHORD 1-5--0/339,3-5=0/339 WEBS 2-5=13/182 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard O0?,o ESS/p�� S. C � C 046433 T IMWW 'e"� 2AWAN November 14,2006 ® WARA00 . 9.t/it daalpn Pa—.t.. and READ N0788 ON 7878 AND INCLUDED MnZK aan =WX PAOB MU 7473 aEPORB 038'. Design valid for use onlywith Mrlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applcabifity of design poromenters and proper incorporation of component is responsibility of building designer 1♦„A Ifs' • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the erector. Additional permanent bracing of the overall structure is the respansibTty of the building M i Te k designer. For general guidance regarding fobrication, quality control, storage, delivery, erection and bracing, Consult ANSI/TPil Qucdity CAterfa, DSB•89 and SCSil BuRdIng Component Safey Information available from Truss Plate Institute. 583 D'Onofrio Drive, Morison, VA 53719. .... .o ...... ..- 7777 Greenback Lane, Suite 109 " Cluus Heights, CA, 95610 Job fuss rues ype jWW y THURMAN 2801 rHUM1103 MIA - KINGPOST I 1 6WB217 al Longfellow LumberJob Referenceo tionLumber Co., Inc., Chko, Ca. 95928-7434, Adam Dleh � 6.200 s Ju113 2005 MRek Industries, Inc. Mon Nov 13 14:26:57 2006 Page 1 10�'i-12 5-6-0 5-0.12 4x4M1120= 3 1.0" milzu I I 5S0 3x4 M1120= 3x8 M1120 11 Scale = 1:23.3 Plate Offsets 17C,Y): [4:0-0-0,0-1-3j [4:0-2-14 Edgej LOADING (psi) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCDL 10.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.23 BC 0.20 Vert(LL) -0.02 4-5 >999 240 M1120 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.07 Vert(TL) Horz(TL) -0.03 0.00 4-5 4 >999 n/a 180 n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 37 Ib --m TOP CHORD 2 X 4 DF No.1&BV G BOT CHORD 2 X 4 DF No.1&BV G WEBS 2 X 4 DF Std G WEDGE Right:.2 X 4 DF Std REACTIONS (Ib/size) 2=425/0-3-8, 4=339/0-3-8 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=37(load case 4) Max Uplif12=18(load case 5), 4=1(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17,2-3--351/1,3-4=358/1 BOT CHORD 2-5=0/312,4-5--0/312 WEBS 3-5=-12/175 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard OQ?,QFE$$/��� cc LU M Of C/046433 I * V, P.44T-07 ,. November 14,2006 WAR?aM - F-1/lir d-tgn Parmaetms and READ N0TRB ON TMS AND DWA4MED Ml7EE RZFE?R c PAGE MU 7473 BEFORE Da& Nil' volid for use only with Mitek connectors. This design a di based only upon parameters shown, and is on individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ,`` A is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsbillity, of the 1 tl 1 iTe k. erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding fotxlcation, quordy control, storage, delivery, erection and bracing, consult ANSI/rPll Qua01y, Criteria, DSB-89 and BCSII Building Component —... --.oar..- Sately Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, w1 53719. 7777 Greenback Lane, Suite 109 Citrus Helgtits, CA, 95610 Job I Piss TNSS ype Ply THUM1103 NI MONO TRUSS R23448218 1 1 Job=l Longfenow Lumber Co., Inc., Chko, Ce. 95928.7434, Adam Dietz 6.200 s Jul 13 2005 Mrek IndusUles, Inc. Mon Nov 13 14:26:57 2006 Pega 1 3-3-10 6-0-0 33.10 2-8.6 1.5x4 11 Scale = 1:21.0 a 2x4 11 4x4 = LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=759/0-3$, 4=759/Mechanical Max Horz1=89(load case 4) Max Upl'Iftl=1(load case 5), 4=39(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 11-2=750/11,2-3=-34/116,3-4=66/12 BOT CHORD 1-5=-45/669,4-5=-45/669 WEBS 2-5=23/611, 2-4=790/31 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Q�ES$/ Vert: 1-4=214(F=200), 1-3=52 Q� div S. co CK C 00433 *\ t�l�.SI-U/ /* November 14,2006 ® IY�AQRO - VerYlw deafgn pasamet-a and READ MOMS ON TMN AND DVCWDED AUTEH REPEREM.E PAQE MQ -7473 BSPORS us& maseBs�. Design volid for use only with MTek connectors. This design is based only upon parameters shown, and "s for on Individual building component rtWiliiY Applicability of design por menters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovm is for lateral support of "vrdMdual web members only. Addtionol temporary bracing to insure stability during construction is the responsiblGty, of ft MiTe k. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPn Quality Cdteda, DSB-89 and BCSI1 funding Componentvowcw .v vcnroer..- Safety Irdomration available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, Wi 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 3.3-10 3310 6-0-0 2gg LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.01 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.01 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 31 lb LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=759/0-3$, 4=759/Mechanical Max Horz1=89(load case 4) Max Upl'Iftl=1(load case 5), 4=39(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 11-2=750/11,2-3=-34/116,3-4=66/12 BOT CHORD 1-5=-45/669,4-5=-45/669 WEBS 2-5=23/611, 2-4=790/31 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Q�ES$/ Vert: 1-4=214(F=200), 1-3=52 Q� div S. co CK C 00433 *\ t�l�.SI-U/ /* November 14,2006 ® IY�AQRO - VerYlw deafgn pasamet-a and READ MOMS ON TMN AND DVCWDED AUTEH REPEREM.E PAQE MQ -7473 BSPORS us& maseBs�. Design volid for use only with MTek connectors. This design is based only upon parameters shown, and "s for on Individual building component rtWiliiY Applicability of design por menters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shovm is for lateral support of "vrdMdual web members only. Addtionol temporary bracing to insure stability during construction is the responsiblGty, of ft MiTe k. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPn Quality Cdteda, DSB-89 and BCSI1 funding Componentvowcw .v vcnroer..- Safety Irdomration available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, Wi 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP062074 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 08/28/2006 APN: 040-640-060-000 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. - Site Address: 4 TAIGE WAY CHI License Class :_ License Number: Map Index: �_,Q—/ Date: Contractor. L2r L440 L rtwcL• h C. Description: TRANSFER BP06-0912 TO NEW OWNER & OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that 1 am exempt from the CONTRACTOR Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: THURMAN, CHAD to its issuance, also requires the applicant for such permit to file a 2101 HUNINGTON DR signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section CHICO, CA 7000) of Division 3 of the Business and Professions Code) or that he or 9592$ she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the prop&rty, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: THURMAN, CHAD owner of property who builds or improves thereon, and who does 2101 HUNINGTON DR such work himself or herself or through his or her own employees, CHICO, CA provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 95928 year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). O I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, Contractor: THURMAN & THURMAN INC and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 3210 HERITAGE ROAD ❑ 1 am Exempt under Article 3 of the Business and Professions Code 95966 530-521-2343 Date: owner: License #: 845944 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 Architect: is issued. I have and will maintain workers' compensation insurance, as Engineer: " required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Vim\ Total Square Ft: 0 S. F. Z72����( Policy a: Valuation: $0.00 ❑ 1 certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall t� forthwith complywith.those provisions. Date: (� _D 6::� c. Applicant: i%`wrm 1om�� _LV, WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutippsp dp work indicated ab ve for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: By" Date: PERMIT EXPIRES ON: Address: Oat ) ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. O Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official f or document of But unty. I hereby authorize represent/att. eess�offBButtCount t nter upon the above mentioned property for inspection purposes. Nam( Print Namd/K!/( Signature: —OR Date: (� ❑ Owner ❑ Contractor Xent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 RECORDING REQUESTED BY Mid Valley,Title & Escrow Company AND WHEN RECORDED MAIL TO: Chad M. Thurman 2101 Huntington Drive Chico, CA 95928 A.P.N.: 040-640-010-000 GRANT DEED Recorded I REC FEE 10.00 Official yof Records I TAX 253.N CoButteI CANDACE J. GRUBBS I County Clerk-Recorderl I I SA 09:00AM 28 -Jun -2006 I Page 1 of 2 Above This Line for Recorder's Use Only The Undersigned Grantor(s) Declare(s): DOCUMENTARY TRANSFER TAX $253.00; CITY TRANSFER TAX $0.00; SURVEY MONUMENT FEE $-0- File No.: 0401-2438962 (DMP) x computed on the consideration or full value of property conveyed, OR computed on the consideration or full value less value of liens and/or encumbrances remaining at time of sale, unincorporated area; [ x ] City of Chico, and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Sorenson Custom Homes Inc., a California Corporation hereby GRANTS to Chad M. Thurman, a married man as his sole and separate property the following described property in the City of , County of Butte, State of California: PARCEL I: LOT 14, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68. PARCEL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS, DRAINAGE, SANITARY SEWER, WATER LINE AND PUBLIC UTILITY PURPOSES OVER TAIGE WAY, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68. EXCEPTING THEREROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. PARCEL III: A PORTION OF LOT 8, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SECOND SUBDIVISION OF 7.F. ENTLER RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER, COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK 8 OF MAPS, AT PAGE 2, DESCRIBED AS FOLLOWS: A 60.00 FOOT WIDE EASEMENT FOR PURPOSES OF INGRESS AND EGRESS MORE PARTICULARLY DESCRIBED AS FOLLOWS: Mail Tax Statements To: SAME AS ABOVE A.P.N.: 040-640-010-000 Grant Deed - continued File No.:0401-2438962 (DMP) Date: 06/26/2006 COMMENCING AT THE SOUTHEAST CORNER OF SAID LOT 8, SAID POINT BEING ON THE NORTHWESTERLY RIGHT OF WAY LINE OF ENTLER AVENUE; THENCE ALONG THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 55' 00" WEST, A DISTANCE OF 267.99 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 55'00" WEST, A DISTANCE OF 60.22 FEET; THENCE LEAVING THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, NORTH 28 DEG. 10'00'. WEST, A DISTANCE OF 367.50 FEET; THENCE NORTH 59 DEG. 32' 19" EAST, A DISTANCE OF 60.05 FEET; THENCE SOUTH 28 DEG. 10'00" EAST, A DISTANCE OF 364.75 FEET TO THE TRUE POINT OF BEGINNING. THE RIGHTS GRANTED IN THIS.EASEMENT INCLUDE -THE RIGHT TO IMPROVE THE EASEMENT AREA WITH AN ALL-WEATHER SURFACED ROAD APPROXIMATELY TWENTY- EIGHT (28-) FEET IN WIDTH, PLUS ROCK SHOULDERS AND TAPERS, AND THE RIGHT TO ESTABLISH GATES AT THE NORTHERN AND SOUTHERN BOUNDARIES OF THE EASEMENT AREA. Dated: 06/26/2006 Sorenson Custom Homes Inc. , a California Corporation ABy:y Sorenson STATE OF Ccs )SS COUNTY OF DENISE M, PRICE, NOWY Public On Notary Public, personal appeared before me, `' " personally known to me (or proved to me on the basis oY satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies) and that by his/her/their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature My Commission Expires: DENISE M. PRICE �# COMM. B 1633479 NOTARY PUBLIC -CALIFORNIA COUNTY OF BUTTE too Comm. Expires Jan. 24, 2010 +rnlresF1 - ,r�_�<<nta�x This area for official notanal seal Notary Name: Notary Phone: Notary Registration Number: County of Principal Place of Business: Page 2 Wendell Sorenson Custom Homes, Inc. P.O. Box 4209 . Chico, CA 95927 Lic # 836996 Butte County Dept -Building Division Re: permit # 06-0912 ap # 040-640-060 Dear Sirs, This letter is to inform you of change of ownership from Sorenson Custom Homes to Chad Thurman. Please change permit to reflect the change. Thank you for your time. Any questions or problems call Kelly at 530-624-3232. Si ncerely, orenson Wendell Sorenson Custom Homes, Inc. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION M (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP060912 B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 06/28/2006 APN: 040-640-060-000 the Business and Professions Code, and my license is in full force and effect. Class License Number: ' `/ Site Address: 4 TAIGE WAY CHI License : (D wwe((_7� Date: Contractor: Map Index: Description: NSF(2801)GAR(673)COV(295) OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: WENDELL SORENSON CUSTOM HOMES permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a INC. signed statement that he or she is licensed pursuant to the provisions of P.O. BOX 4209 the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or CHICO CA she is exempt therefrom and the basis for the alleged exemption. Any 95927 violation of Section 7031.5 by any applicant for a permit subjects the (530 ) 894-8690 (530 ) 894-8640 applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: SORENSON CONCRETE owner of property who builds or improves thereon, and who does pp such work himself or herself or through his or her own employees, PO BOX 4209 provided that such improvements are not intended or offered for CHICO, CA sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of (KELLY SORENSON) 95927 proving that he or she did not build or improve for the purpose of 530-894-8690 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: SORENSON CONCRETE pursuant to the Contractors' State License Law.). PO BOX 4209 ❑ 1 am Exempt under.Article 3 of the Business and Professions Code CHICO, CA 95927 Date: owner: 530-894-8690 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License M 836998 ❑ I 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. l� I have and will maintain workers' compensation insurance, as Architect: PIETZ, GREGORY A. Engineer: l� required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation / I insurance carrier and policy number are - 6 Carrier: �(�C.t'��t `U�. � Total Square Ft: 3769 S.F. Policy #: �ODgq-7— OQa Valuation: $202,937.00 ❑ I certify that in the performance of the work for which this permit is Census Code: issued, 1 shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, \ and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with thoseprovisions.TO �`/� U` Date: 'I 1 Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit i"Llreby ued un r th ap icable provisions of the Butte County Code and/or have I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolutio to do w k indicate above r which fees been paid. �b b �� Name: By. Date: 01^2 /+ PERMIT EXPIRES ON: (7 '- 2;" Address: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have -read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any offic'aI m or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purpos s. O I (L �L/f vaeDv� Print Name: t�� Signat / Date: ❑ Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 I 'M' _!�' "l_ & ( BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buffecounty.net/dds **PLEASE PRINT CLEARLY"� OWNER INFORMATION Last Na �I Name m m (first Naco Address Address City ('� Stat Zip Phone Q Gl /1 Fax sqq r /� E-mail Page ARCHITECT/ENGINEER CONTRACTOR Name ej( t Address D 9 City Fax Stater Zipg5qQ Phone Page D ll// Fax (of 0 E-mail Lic.#��/_/�lqc� Class ARCHITECT/ENGINEER Name Address City Stat State Phonec6q\A S-1 l I LL Fax E-mail State License Number APPLICANT INFORvMAATIOON Name Wn-& OD UJ`�,u Address City State Zip Phone Fax E-mail _771 AP ICANTSIGNATURE r office use only: Zoning _ ( Flood Zone SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 PERMIT 6q BIN # PROJECT LOCATION �--� qO — Prop rty Addres CityC- �ai � Cross ree WORKER'S COMPENSA TIO Policy Number 0CD Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name 4e, Nount, O AddressI V P_� l.%/ iX Description or ScoSof Work: I, Scl FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Receivedli Amount: Idg SRA Receipt #: �l �/ Sheriff clrlwa v �1/ SMTP Date .../)/ (a4Other tJLO ( Total REV 8-12-05 SUBMITTAL & PERMIT REQUIREMENTS. The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the prepares of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxesl ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage'line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate _ ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) . ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3: California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES-BUILDIN`� iV T CJ S/ON 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: `C�c/G lI ASSESSOR PARCEL NUMBER Proposed Building Use: /V J( Permit Technician: - Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. ` T 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. �- 3. Engineered. plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxesl J� 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form &- 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other ReynAining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) K I'J 14. Sanitation and site plan approval from the Environmental Health Department in LsB'Chico ❑ Oroville, as applicable ❑ 15. Fire Sprinklers............................................................................................ ❑ 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ........................................... ❑y 18. Erosion Control Plan Required........................................................................ 19. Fees as shown on the attached Schedule of Fees Due Sheet...................... ❑ 20. City of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the City of Biggs .............................. _V22. California Department of Forestry plan approval ❑ paid. Sent by: ............. 0 23. Planning approval for (A) Use: J (B) Parking: (C) Parcel Check: ............ ❑ 24. Contact Land Development about _ Improvements, _ Drainage ....................... ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................................................. 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits., ....................................................... ❑ 34. Deed Restriction.......................................................................................... El 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone / and hold for pickup. I have been informed of the a ove items and requirements for obtaining a building permit. Applica 1. Index the Date: I O Plan Check Lfltter tra esigner, owner, was advised of the above data by't;4hone, ❑ mail, ❑ counter, bTJ!Z Date: U Contractor, designer, owner, was advised of the above data by . ❑ phone, ❑ mail, ❑ counter, by `-� Date: Contractor, designer, owner, w s advised of theVae a phone, ❑mail, ❑counter, by Date: Plans reviewed by: Date: /U Plans approved by,: 33e Date: In D Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27. 05 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ` 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.butteco unty.net/dds PHONE (530) 538-7541 FAX 538-2140 Owner App Date: RECEIPT OF FEES SCHEDULE - RESIDENTIAL WENDEL SORENSON APN No: 040-640-060 Permit Type: Subtype: 4/21/2006 Permit No: BP 06-0912 Permit Desc: 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $3,441.61 Plan Check portion of Permit Fee $1,376.64 $2,064.97 Balance of Building Permit Fee 2 FEMA RYes Flood Elevation Review $109.98 0 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 0 (State Responsibility Area) Building Inspection $109.98 0 1 - $204.98 5 6 7 7a 8 NON-REFUNDABLE portion of fees due at application $1,376.64 FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,376.64 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT $6,434.37 SMTP* - Strong Motion Instrumentation Program (Enter amount from permit system) Additional Plan Check Fees (NON-REFUNDABLE) Other*: Other*: 12 SCHOOL DISTRICT FEES* 12a RECREATION DISTRICT FEES* $20.29 $4,349.11 RECEIPT DATE Tech/Asst 450138 .4/21/06 P959n e—M I I I Krt,t:IV 1 UA I t Tech/Asst At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applicant: Date: 1 Pursuant to G rnment c Section 66020, you are hereby notified t__1?2�hose Items followed by an "*" may have been imposed on your pro_ ct. You have 90 days from the date of approval of he porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 Butte County Departlnclit of-Developinel2t Sel-Traces 0$X3 rr�° •:: ° 7 County Center Drive ' ° ° G�S•,i Droville, CA 95965 °° o (530) 538-7601 Telephone (530) 538-7785 Facsimile coUH�y BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire; and Agriculture. I hereby acknowledgd: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained • I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for'disposition of plans. The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name: Building site address: lata al w Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of th bove-referenced building permit application and my signature below: QU--'MA TTVP nP aPPT.T(-'ANT DATE P pFtTMEIyT °Z6�.TT�o&�, Department of Public Works �� �'� ° �'� C o u m y o f B u t t e O _ 0 O �� J. Michael Crump, LAND DEVELOPMENT DIVISION o o , Storm Water Management Program \� O Director c f or 7 County Center Drive c U N y Oroville, CA 95965 A�eQc W0 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE] Project Description: Project Location and/or Parcel Number: CM 0 — la `( V By signing below, Ii the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 03/28/2006 TOTE 09:03 FAX RECORDING REQUESTED 13Y Mid Valley Title & Escrow Company AND WHEN RECORDED MAIL TO: Wendell Sorenson Custom homes Inc. ` T o tpmO LI -Z-01 07.1= c,0, CR- 015pgl-"1 01001/004 horded I M: LEE 11LD dfficlalli orris I TAX 2ma Bette i cam J. 6t{i5 I Ctmty Cier1�101cardorl BOaAtM A9-Mar80i6 i Np i of e re Tlrbp ib+e 1br i�ao�s htar dour A.P.N.: 040-640-010 Flue No.: 0401-2259349 (DMP) GRANT DEED mm undmvnw Gra colts) ftWetfx DOChi#hWARr 7AANSFM TAX $VSM; err TRANSM TAX h ZQ' SLMEY MONUMOrr IEE $-b x mmputad an th =6Werdtbn or fug value of prvperb ==eyed, OR amgmM d an the mrakerstlon or ful value less vA* et gens ani jor erarnhrmw remwnbq at fiva of ota, X un6taorpW*M aroal I 1 cry of Qpm, and FOR A VALUABLE CONSIDERATION, reaelpt of which Is hereby admowledged, N6rthwast Drywall Inc—, a California Corporatlon hereby GRANTS to Wendell Sorenson Custom Horner Inc., a California Corporation the folfowfoo desaibed property in the unincorporated area of Chico, County of Sum, Sw of Cagfornia: PARCEL I: LOT 14, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PAMEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66,67 AND 68. PARCEL xIs A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS, DRAINAGE, SANITARY SEWER, WATER LINE AND PUBLIC tmLI Y PURPOSES OVER TAIGE WAY, AS SMOWN ON THAT CERTAIN MAP ENTITLED, -PARSLEY SUBDIVISION-, WHIM MAP WAS FILED IN THE ONCE OF THE RECORDER OF THE COUNTY OF SUTrE, STATE OF CALIFORNIA, ON NOVEMBER IS, 2005, IN 800K 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68_ EXCEPTING THEREROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. PARCEL III: A PORTION OF LOT 8, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SECOND SUBDMSION OF 3.F. ENTLER RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER, COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK 8 OF NAPS, AT PAGE 2, DESCRIBED AS FOLLOWS: A 60.00 FOOT WIDE EASEMENT FOR PURPOSES OF INGRESS AND EGRESS MORE PARTICULARLY DESCRIBED AS FOLLOWS: HWI Tdl StlbeM" Ta: SAME AS A50V9 03/28/2006 TIDE 09:04 FAX IA002/004 A,P.N,: bop -640010 Grant Deed - continued Rte No.:0401-2259349 (DNP) Date: 03/07/2006 COMMENCING AT THE SOUTHEAST CORNER OF SAID LOT 8, SAID POINT SONG ON THE NORTHWESTERLY RIGHT OF WAY LINE OF DMER AVENUE; THENCE ALONG THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 55- Go - WEST, A DISTANCE OF 267.99 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG THE NOMWE5TERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 55' 00- WEST, A DISTANCE OF 60.22 FEETp THENCE LEAVING THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, NORTH 28 DEG. 10' GO" WEST, A DISTANCE OF 367.50 FEET; THENCE NORTH 59 DEG, 32' 19- EAST, A DISTANCE OF 60.05 FEET; THENCE SOUTH 2a DEG. 10' Da" FAST, A DISTANCE OF 364.75 FEET TO `HE TRUE POINT OF BEGINNING. THE RIGHTS GRANTED IN THIS EASEMENT MCLUD6 THE RIGHT TO IMPROVE THE EASEMENT AREA WITH AN ALL-WEATHER SURFACED ROAD APPROIOMATELY TWENTY- EIGHT WENTYEIGHT (28-) FEET IN WIDTH, PWS ROCK SHOULDERS AND TAPERS, AND THE RIGHT TO ESTABLISH GATES AT THE NORTHERN AND SOUTHERN 000NDARIES OF THE EASEMENT AREA. Northcoast Drywall Inc., a California Corporation By: John Draper, President STWIT OF )S$ COUNTY OF - ) On R— %_ d r before me, Notarypublij, personally appeared DENW K PIRIM NoTWF Ptd (or proved to me on the bbsis of satisfactory evidence to be the person(s) s whose name(s) personally known to me } pe rt() nre(s) Is/are sutxatbed to, the within instrument and acknowledged to me that he/sh%Vw executed the same in his/her/their aufi:edzed capadty(tes) and that by hls/herAhelr signature(s) on the Instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the Instrument WITNESS my hand and ofRdal seal. Signature My Commiss[on Expires: � #PRICE 24.20r0 Tiflis area for aftW rrotarfal seal Notary Name: NotaryPhone; Notary Registmtlon Nurnber. .� County of Pdnclpal Place of Buslrness: po�p2af3 AND WHEN -RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95%5 '2,006-0015412 Recorded-, I REC FEE 10.00 Official Records I County of `- 1 COWORM9 COPY 1.00 Butte I1, - CRNM 'J. GRllBBS I County C1erk4ecorderl I s I NZ 012:M 2$-111ar-M I Page 1 of 2 iii i IN i ii Iii 111111111111 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this 2 property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including,'but.not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established Al agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that'real property situate in the County of Butte, State of California, described as follows: Date `3 - --L7- o c. PROPERTY OWNERS: Wendell Sorenson Custom.Homes Inc,. 4-K li nia corporation Man y L. Sorenson, Vice President State of California Countyof k� e On -Z,—Z7-7 - o (, before me, P,�n:.s-P Iwo C��\�e 1n�l�,r.� `�� C personally appeared personally known to me (or proved to we on ihe basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that be/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s)' on the �Wistt�rumeperson(s) or the entity, upon behalf of whichthe person(s) acted, executed the instrument.WITNESSmyhand a officia '19 ------------------ Signatu Seal: . DENISE M. PRICE COMM. 8 1633479 NOTARY PUBLIC -CALIFORNIA LWANVAMP COUNTY OF BUTTE A.P. # Q -{p- Q (00 Comm. Expires Jan. 24, 2010 " y r g LEGAL DESCRIPTION Order Number: 0401-2259349 Page Number: 5 Real property in the unincorporated area of the County of Butte, State of California, described as follows: PARCEL I: LOT 14, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68. PARCEL II: A NON-EXCLUSIVE EASEMENT FOR INGRESS, EGRESS, DRAINAGE, SANITARY SEWER, WATER LINE AND PUBLIC UTILITY PURPOSES OVER TAIGE WAY, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "PARSLEY SUBDIVISION", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 15, 2005, IN BOOK 165 OF MAPS, AT PAGE(S) 65, 66, 67 AND 68.1 EXCEPTING THEREROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. PARCEL III: A PORTION OF LOT 8, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SECOND SUBDIVISION OF J.F. ENTLER RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER, COUNTY OF BUTTE, STATE OF CALIFORNIA, IN BOOK 8 OF MAPS, AT PAGE 2, DESCRIBED AS FOLLOWS: A 60.00 FOOT WIDE EASEMENT FOR PURPOSES OF INGRESS AND EGRESS MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID LOT 8, SAID POINT BEING ON THE NORTHWESTERLY RIGHT OF WAY LINE OF ENTLER'AVENUE; THENCE ALONG THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 5500" WEST, A DISTANCE OF 267.99 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING ALONG THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, SOUTH 56 DEG. 55'00" WEST, A DISTANCE OF 60.22 FEET; THENCE LEAVING THE NORTHWESTERLY RIGHT OF WAY LINE OF SAID ENTLER AVENUE, NORTH 28 DEG. 10' 00" WEST, A DISTANCE OF 367.50 FEET; THENCE NORTH 59 DEG. 32' 19" EAST, A DISTANCE OF 60.05 FEET; THENCE SOUTH 28 DEG. 10' 00" EAST, A DISTANCE OF 364.75 FEET TO THE TRUE POINT OF BEGINNING. THE RIGHTS GRANTED IN THIS EASEMENT INCLUDE THE RIGHT TO IMPROVE THE EASEMENT AREA WITH AN ALL-WEATHER SURFACED ROAD APPROXIMATELY TWENTY-EIGHT (28-) FEET IN WIDTH, PLUS ROCK SHOULDERS AND TAPERS, AND THE RIGHT TO ESTABLISH GATES AT THE NORTHERN AND SOUTHERN BOUNDARIES OF THE EASEMENT AREA. APN: 040-640-060-000 Mid Valley Title & Escrow Company TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. U"E .PILV Piot Plan Attached Boor Plan Attachad Sam to B.D. Owner Location.. Plan Approved for: Sewage Disposal C' water Sublic� Private Well a.Clearance for dwelling. Other VA— &i Hold final for: r7/ha Final clearance O.K. for: NOTE: ental Health Specialist 8/96 s 1e-0 6 Date BUTTE COUNTY SCHOOLS IMPACTTEE CERTIFICATION FORM (One form per Building) - 9School District Building Department No. 66c)k A.P. Number Jurisdiction: Q city County Property Owner, �Q11` �, ) CJ( Q/il�` Property Location/Address N -A OG� Subdivision Lot No. :Sq. Footage r -h . : . = - ............. 1 Residential Development = No of'Living Mobile Home Addition/ *Supplemental to (Group. R) Units Installation Conversion Permit # *(No foundation inspection) ....................................................................................... Commercial/Industrial New Addition Building Department Representative Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document), Sq. Footage (Including Exterior Roofed Areas) -11�a�0 Date District Identification No. -School District certifies that (Applicant) (Street Address) (Phone Number) (City) (State) has complied with the requirements of Resolution No. representing A n / square feet. School District Representative Paid by Check# Remarks: (Zip Code) - by payment of $ 6a 211 4� / rB -"216 - 1 11 ULL MITIGATION ULL Ml'nGATION $ Date h,2 Akfte: You may protest the Imposition of the fees Identified above by submitting a written pr~.to the District, In compliance with Government Code Section 66020(a), within 90 days from the date is" are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fen In any court action. ff. subsequent to the School District Representative signing this Butte County Schools Impact Fee CartIfication Form, the School Di~ is notified by the applicable Local Planning Agency that this project is being reviewed under the C@Womla Environmental Quality Act (CEQA). this project may be subject to additional school flon to fully mitigate he knpact on the school d"Ws'schools. White (school district), Yellow (building department), Pink (applicant). feeformids (3M5W= BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) '�4CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) �%' / Building Permit Number bb - Oq 1A Property Owner (s) Project Location /Address Subdivision Name JNew Development Alteration/Addition(s) MA Assessable Sq. Ftge ZS Type of Residential Development (check one) Single Family -Detached Non -Residential to Residential Mobile home Mobile home replacement Demo Permit (date issued ) Comments: Building Department 0 FRRPD eCARD ❑ PRPD D ' DRPD certifies that: Date Single Family -Attached Multi -Family Dwelling verified by Assessor Department verified by Building Department �Applic t Na\(me ^ D QJC Phone Number Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: 1 Dwelling Units @ $ 3 %S per unit for a total of o0 Square Feet @ $ per sq foot for a total of $ Remarks: � � Lfo20 Paid by Check No: a 0! Paid by Cash: Receipt No: Recreation and Park District Date �trn 0TrF0.� Department ®f Public Works o� 0 C o u n t y o f B u t t e o 0 0 7 County Center Drive Oroville, CA 95965 \0 Cy G J. Michael Crump, Director (530)538-7681 a O U Nl a (FAX) 538-7171 U61 -1c V4 - Shawn H. O'Brien, Assistant Director Assessors Parcel Number: oyo--4qo - 060 Building permit # Owners Name: Owners Mailing Address: Property Address: S ENCROACHMENT PERMIT ACCEPTED: PERMIT NUMBER: ENCROACHMENT PERMIT EXEMPTION: Reason for exemption: LJZ Not a County maintained road F Existing driveway conforms to County S-31 standard Other Approved by Printed Name Title �� e r;r,� Date Z CONDITIONS FOR EXEMPTING A DRIVEWAY PERMIT 1. An existing home with a driveway 10 years or older and doesn't cause any problems with the county road or drainage. 2. An existing home with only minor remodeling or repairs. RETURN TO CHICO EH TO SITE ]PLAN REVIEW APPLICATION ::.Date: AP# Permit Number (if applicable) Bin Number APPLICANT INFORMATION Parcel Size: Owners Name: .U&IY Owners Address: �7) 0") Telephone No.: Email: Email: Situs Address: Proposed Use: R idential ❑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 ❑ Agricultural Buffer Form ❑ Applicable ❑ N/A DO NOT WRITE BELOW THIS LINE DEV LOPME4NT SERVICES INFORMATION (For SBr��f U.�eJ Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site P fi atyl, pe Approved% o By� Date ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) ❑ Oroville Enterprise Zone Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: Applicable Building Setbacks: Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front r Side i Side Street Rear Height Waterway N/A N/A N/A Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Subdivision Map/Parcel Map: , r- t— Map Date of Recording: l t DS _ Lot: / T Book:Page: S -6 � ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Attached ❑ None ❑ 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 pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission 'requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance.: 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. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ 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 plan for 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." ❑ Engineered foundations are required. ❑ Class A roofs are required. . ❑ Property owners responsible for road maintenance, and stop sign maintenance. 0 0 Page 4 of 5 GREGORY A. PEITZ ARCHITECT 383 RIO UNDO AVE. CHICO CA 95926 (530) 894-5719 PROJECT. I have reviewed the truss submittal for the above project and all loading design criteria have been met. A. Peitz Architect i Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING May 4, 2006 WENDELL SORENSON CUSTOM HOMES PO BOX 4209 CHICO, CA 95927-4209 Subject: BP060912 Permit (APN 040-640-060); Type: NEW HOME Dear Applicant/Representative: The Butte County Department of Development Services, Planning Division, has reviewed the submitted permit application, and requires the following revisions to your site plan, or information in order to continue the review (this may be for notification purposes, please see below): ❑ Creation Deed ❑ Site Plan Resubmit = Follow Requirements ❑ Erosion Control Plan ❑ Setback Conformance ❑ Watershed Protection Zone ❑ Front Yard ❑ Cohasset Specific Plan ❑ Side Yard ❑ Subdivision Map Note ❑ Rear Yard ❑ Off -Street Parking; Development Standards ®Special Setback or Parcel Limitation ❑ Parking for Specified Use ❑ Federal Aid Road/Arterial ❑ Lot & Landscaping Requirements ❑ Easement ❑ Oak Tree Plan ® Subdivision Map Condition/Note ❑ SRA Setback* ❑North Chico Specific Plan - Erosion Control ❑ Fire Sprinklers* ❑ Notification Only - No Action Required ❑ Other: * Fire sprinklers, and the SRA setback, are not requirements for the Planning Division approval, and this notification is for informational purposes, however it may be required for the issuance of a building permit. The requested information, or notification, is described on the included hand-outs. You will also be given some brief direction, on the following page, of how the information should be submitted or returned to the County. Should you have further questions please contact me between the hours of 8:00 a.m. and 4:00 p.m. Monday through Friday at (530) 538-7603, or the appropriate Department/Division identified in the hand-out. Sincerely, Chris olley Associate Planner ATTACHMENT 4' IV. IV C2LU - — LU o 00 �4 X1,562 SF GRS 24,08.5 SF iJ�T LLi B.S.L. ,o 0) Z Cb 158.14' 1 le C3 \ I pA SITE PLAN REVIEW APPLICATION Date: r AN Permit Number (if applicable) �O'"1 1�' Bin Number Q APPLICANT INFORMATION I,, Ioo Parcel -Size: 71), Owners Name: Owners Address: f o lo* Ta" 0 I � CJA 100 j Telephone No.: Oki , Site Address: Tr l � 1�� Proposed Use: Residential [].New Single Family Residential Single Family Addition Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑;Commercial Addition ❑ New Industrial ❑ Industrial Addition Other 'jv ❑ Septic ❑ Agricultural Exempt Building ❑ Other: ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form Zone: GP: s c . DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved ❑ Conditionally Approved Resolve Problems Prior to Approval ❑ Resolved By Date rjJ116 1- r ALL. ITEMS.CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area i Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: Applicable Building Setbacks: General Plan: ❑ Setbacks identified on site Plan. ❑ CDF approval needed, for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 0 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front CPO` 'Lo� Side Side Street( Rear S� Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed, for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 0 Parcel Created By: FI Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision Map/Parcel Map: Map Date of Recording: Lot: Book: `Cl� r �re Page: 5 /K -I -Y - �� i LI: e I LOT 7 I LC: e I LOT 5 i WT . I LOT 3 I IAT i 600..3' (R: tr v) ppp,,, S 2q'_07-52- E 35I.7F IRC III T:tG37' --` �•.iV ! .1 ` lt].CO ! i � < — 21. ' gI y I s. f Mfs N I .J.c 2v ws m <y,e36 5: cVs .ae:.431 GIs — J u.aJ86 sr ca; ..S.c. a sr' cas i �A .:,.i 9 �, �:d HF �] ; u ' ;°<„° 01� 3 '�' ... � . trs Y +1+ n el '� CA6GY >: I I _ i z i I ... � SC Ia0aEs3 a ECK S \: F00 --,i . zi 5v l f"SRV<. 20. CC10665 Ha 2120' / I 1 �, ]o.,d :a.c°' _, •.,.. —oR f •_ _ eta. QY — — -- --- .. in.00' GIs—1.7.C7 ' 5 ^ 41.07'1 '-5E ._�:iesp3i.:Jd°- -„ M'°'' =... }-•_• iPawAt) E — s zns•Sd' E Ui75.E 2 5' 2° az' MAY Ti - I I I . IA C2 L1 — — TAiGE�e' fq A I 13 12 11 .: SF a I 14 �_ 10 W 9 3,610 E 8 V .cA:r. r- 6c• A • :its N M6.3 5 WS tZ.633 £Y qs 13,303 Y OIs ySeJ i w0 w Vz3e0 3 GIS I 5�'wm a Wr ' ...Lu v in. v _ A 158.1 1' _ z ! _ :S6.t5' i i_ i5G 10' _ 1 l 150.w'— tt0.1'i _ :St.z5 I �•4Q59• — — — ' t — F' CURVE DATA A s , 2eoe•x• E n°9.n' M) I IW.GG ;w.I. -------- _.,1S 1 ( L7: 1 0 ULT i LOT J LCT t LOT 5 / LCT 6 7 — 4' (VOTE / o 441- �T -lil (THE ADDITIONAL INFORMATION SHORN ON THIS Sr•,EE7 IS FOR INFORMATIONAL 4. A DEVELOPMENT IMPACT FEE FOR SHERIFFS FACILITIES SHALL BE PAID PURSUANT .v LiNE DATA PURPOSES ONLY, DESCRIBING CONDITIONS AS OF THE DATE OF FILING AND IS TO THE PROVISIONS OF CHAPTER 3, ARTICLE 6 OF! THE BUTTE COUNTY CODE, PRIOR TO NOT INTENDED TO AFFECT RECORD TITLE INTEREST) ISSUA $CZ OF BUILDING PERMITS. THE FEE AMOUNT WILL BE DETERMINE AND CALCULATE _... 01 AS OF THE DATE OF APPLICATION FOR THE BWID:NC PERMIT.1. OUST JUST GENERAIFD BY THE DEVELOPMENT ACTIVITIES SHALL 8E KEPT TO A MINIMUM 5. THE PROPERTY OWNERS ARE RESPONSIBLE FOR THE MAINTENANCE OF PRIVATE ROAD WITH A COAL OF RETNN&X DUST ON THE SITE. FOLLOW THE DUST CONTROL SAFETY SIGNS, INCLUDING STOP SIGNS , MEASURES LISTED BELOW. 6. BURWJ DINC IDENTWICATAND/OR ADDRESSES SHALL BE INSTALLED IN CONFORM - A) OURMG CLEARING, GRADING„ EARTH MOVING, EXCAVATION OR TRANSPORTATION OF ANCE MTH PUBLIC RESOURCES CODE 4290 AND SHALL BE POSTED AT THE BEGINNING ICITO OR FILL MATERIALS, LEAVING TRUCKS OR AND TO CR SYSTEMS ARE TO BE USE 7, FIRE SUPPRESSION SPRINKLER CONS -'RUC TION AND SYSTEMS SIALED LUBEYINSTALLEO� ALL NEW RESIDENTIAL LEGEND TO PREVENT ACTIIA DUST FROM NERVING THE SITE AND TO CREATE A CRUST AFTER EACH STRUCTURES IN ACCORDANCE WITH THE NATIONAL ME PROTECTION ASSOCIATION DAYS GCIN STT CEASE. STANDARD FOR THE INSTALI_ATION OF SPRINKLER SYSTEMS :N ONE AND TWO FAMILY 8S. - BU&UNC SEMACK UNE 8) DURING CALL RUCTK)O WATS'i'TRUCKS 0.R SPRINKLER CN SYSTEMS PREVEALLNT ERE USED a DWELLINGS AND MOBILE HOMES, NFPA STANDARD 130, UNLESS A PRESSURIZED COM - TO KEEP RLI. ARIAS OF VEt A MOVEMENT ?MI DAMP ENOUGH INCLUDE PREIE.NT DUST MUIRTY WATER SYSTEM, WITH HYDRANTS, THAT MEET FIRE DEPARTMENT S:`ECIFICATIONS. FROM L04 THE THE SIT£.. Ai A AINHUM, THIS RK ISOMPLET WE OR DOWNTHE SUCH AREAS E THE LATER EIORIS g AND AFTER WORK i5 COMPLETED FOR THE DAY AND - SERVES ,HE CORDAL$. ADDITIONAL MAP SHEET WHENEVER V1b70 EXCEEDS 15 NINES PER HOUR. B. PRIOR TO RECORDATION OF THE MAP OR APPUGAT.0.0 FOR A W'�G PERMIT, TNF C) SOIL STOCKPILED FOR MORE n AN TWO Da YS SHALL BE COVERED, KEPT MOIST OR .APPLICANT SHALL PAY THE THEN CURRENT ESTABLISHED FE.', FOR THE ''WEST CHICO PARSLEY SUBDIVISION TREATED MT1. SOIL BINDERS YD PREvANY DUST GEA4RAFON. FIRE STATION FUND. 2. WOW STOVE AND FIREPLACE U4$ER75 INST.4•..LED IN ANY HOME WITHIN THIS SU8- 9. PROVIDE AN ALL WEATHER ACCESS TO ALL STRUCTURES. THE ACCESS SHALL HAVE A 3EING A PORTION Or 'OTS 4 k E OF T=E REVISED ONNBION SHALL BE EPA APFROVEO AND DESIGNED TO MEET EWSSONS STANDARDS MRBM.UM OF A 10 FOOT VAOTH AND A 15 FOOT VER'.ICAL CLEARANCE. AND BE ABLE MAP '' •"F. SECOND SJ001V•SON OF d.F. EJT-ER OF THE CALIFORNIA CLEAN AIR ACT OF 1988 AS AMMENDED. TO ACCOMMODATE A 40.000 POUND FIRE APPARATUS. RAN.Cu. SECTION 6. T 21 N. RIE. MOB k M. 3. SHO'ULO GRADING ACTIVITIES REVEAL THE PRESENCE OF CUkTURAL RESOURCES 10. DEVELOPMENT OF THESE PARCELS MAY AEG -'IRE PAYMENT INTO THE WATER TENDER .FOP. (I.&, ARTIFACT CONCENTRATIONS. INCLWJDING ARROWHEADS AND OTHER STONE TOOTS FUND. UARP.EL PARSLEY OR CHIPPING DEBRIS, CANS GLASS ETC.; STRUCTURAL REMAINS; HUMAN SKELETAL ' REMAINS), WORK WITHIN 50 FEET OF THE FIND SHALL CEASE IMMEDIATELY UNTIL A _ OUAUFT PROFESSIONAL ARCHAEOLOGIST CAN BE CONSULTCD TO EVALUATE THE ' REMAINS AND IMPLEMENT APPROPRIATE MITIOATiON PROCEDURES. RECOMMENCEMENT, .. OF DBUTTE COUNTY TIVI TIESDEPART SHALL NOTDE OCCUR UNTIL CLEARANCE IS BONDED By KE COE�JSULTING •�. THE BUTTE COUNTY DEPARTMENT OF W DEVELOPMENT SERVICES. SHOULD HUMAN SKELETAL- REMAINS KElE7AL` .. REMNNS O ENCOUNTERED. STATE UAW REOROW IMMEDIATE THAT SUCH RE THE COUNTY CORONER. SHOULD THE COUNTY CORONER DETERMINE THAT SUCH REMAINS 7786 SKYWAY PARADISE. CA. 95969 ARE IN A ARCHAF.OLDgCAL CONTEXT, THE NATIVE AMER;CAN HERITAGE COMMISON !N P.O. BOX 3249 PARADISE, CA 95967-3249 SACRAMENTO SHALL BE NOTIFIED. IMMEIATLY, PURSUANT TO STATE LAW, TO ARRANGE - (530) 876-9431 FAX (530) 876-9435 FOR NATIVE AMERICAN PARTICUPAI ON IN DETERMINING THE DISPOSITION OF, SUCH REMAINS.` ' •• .M N°. 01I.64a-MO &913 SHEET 4 1K 4 :JO1M3 BOOK 14S PAGE 68� t Nort r 99OXERM ENGINEERING Civil Engineers • Planners • Surveyors STRUCTURAL CALCULATIONS PROJECT:. 8' Landscape Wall LOCATION: Speedway Avenue, Chico, CA OWNER: Daryl Parsley JOB NUMBER: 8934 DATE: April 27, 2005 CODES: California Building Code, 2001 Edition CODE ENFORCEMENT: Butte County LOADS: Seismic Zone: 3 Wind Speed: 75 mph Exposure: B (Method 2 used, u.n o.) Soil Bearing: 1500 psf (per CBC TABLE 18 -I -A) NOTES: Are Special Inspections required for Engineering Elements Designed by NorthStar Engineering? No NorthStar Engineering is not responsible for these calculations unless this sheet is stamped by a registered professional engineer and wet signed with RED or BLUE ink. GENERAL: Any structural or non-structural items that are not specifically addressed in the following calculations and or details are designed by others and are not the responsibility of NorthStar Engineering. rEM Page 1 of 5 BY: JMR 4/27/2005 JOB NO: 8934 PG. 2 OF NORTHSTAR ENGINEERING 20 DECLARATION DRNE CHICO, CA 96973 (630) 8934600 PARTIAL LATERAL DESIGN FOR SIGN FOOTING BASED ON THE 2001 CALIFORNIA BUILDING CODE. LATERAL LOADS: WIND: EXPOSURE = B METHOD 2 WIND SPEED = 75 MPH Cq 1.3 DESIGN qs 14.5 PSF PRESSURE Ce 0 -15' 0.62 Cq*qs*Ce = 0.0117 KSF 15'- 20' 0.67 - 0.0126 KSF 20'- 25' 0.72 = 0.0136 KSF 25'- 30' 0.76 = 0.0143 KSF 30'- 40' 0.84 = 0.0158 KSF 40'- 60' 0.95 = 0.0179 KSF 601-80, 1-.04 = 0.0196 KSF 801-100, 1.13 0.0213 KSF SIESMIC LOADS: V p • .7 Ca.* I * W ( PER EQUATION 34 -1 ) =.252W WHERE Ca =.36 'PER TABLE 16 - Q AND p =1.0 PER 1634.1.2 V = (.262 / 1.4) * W ( PER EQUATION 12 -13 ) = .18W BY-., _..l DATE: ¢ IrJ JOB NO: PAGE 3 OF NorthStar ENGINEERING Civil Engineers • Planners • Surveyors 20 DECLARATION DRIVE CHICO, CALIFORNIA 95973 ROUND GROUT CAP 2 - •4 BOND BEAM UNTH 32' LAP 0 SPLICE 530-893-1600 FAX 530-893-2113 94 HORIZONTAL A 32' OrC. WITH 32' LAP 0 SPLICE X $4 VERTICAL o 48' Or- WITH 32' LAP AT SPLICE Q E O 6' CMU Vm - 000 PSI, MORTAR Vc - 000 PSI TYPE 'S' , GROUT Vc - 2$00 PSI 0 28 DAYS ap CENTER STEM ON FOOTING 03 VERTICAL. A 16' O.C. EXTEND 32' ABOVE TOP OF FOOTING N M UNDISTURBED SOIL N �II-jIME- 2 - 05 CONTINUOUS CONCRETE FOOTING WITH Pc = 2500 PSI 0 28 DAYS U 3'-0' c S' LANIDSCAPINIG WALL NOT TO SCALE To specify your own special title block Isere, use tfie "settings" screen and enter your title block information Title ; Reynolds Masonry Job # : 8934 Dsgnr. JMR Description.... 8' Landscape Wall Page: AaDate: APR This Wall in File:. c:VpSVeynolds masonry.rp5 RetainPro Version 6.0 Cantilevered Retaining Wall Design o..:�.r nyn� e . �_cco_nn4 i�i 4oQu_�anv nn� 9 9 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 0.50 ft 8.00 ft = 0.00:1 6.00 in 110.00 pcf Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 30.0 psf/ft Toe Active Pressure = 30.0 psf/ft Passive Pressure - = 250.0 psf/ft Water height over heel = 0.0 ft FootingliSoil Friction = 11.7 psf Soil height to ignore for passive pressure Design Summary Total Bearing Load = 1,091 lbs ...resultant ecc. = 5.49 in = 0.400 = 12.00 in Stem Construction = 696 psf OK Soil Pressure.@ Heel .Design height ft = Wall Material Above "Ht" _ Thickness = Rebar Size = • Rebar Spacing = Rebar Placed at = Design Data = 85.0 psi Wall Stability Ratios fb/FB + fa/Fa = Total Force @ Section lbs = Moment... Actual ft-#= Moment....Allowable ft-#= Shear..... Actual psi = Shear..... Allowable psi = Soil Pressure @ Toe = 696 psf OK Soil Pressure.@ Heel = 31 psf OK Allowable = 1.500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 965 psf ACI Factored @ Heel = 43 psf Footing Shear @ Toe = 6.0 psi OK Footing Shear @ Heel = 0.6 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 3.15 OK Sliding = 6.29 OK Sliding Cates (Vertical Component NOT Used) Lateral Sliding Force = 93.6 lbs less 100% Passive Force = - 156.3 lbs less 100% Friction Force = - 432.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Footing Design Results = No Toe Heel Factored Pressure = 965 43 psf Mu': Upward = 779 174 ft-# Mu": Downward = 271 271 ft-# Mu: Design = 508 97 ft-# Actual 1 -Way Shear = 5.96 0.57 psi Allow 1 -Way Shear = ' 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = Norte Spec'd Key Reinforcing = None Speo'd p Stem Stem 2. Mason 6. 48. Cent Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Footing Concrete Density Min. As % Cover @ Top = 2.00 in 2nd OK Stem OK 00 0.00 Masonry Masonry 00 6.00 4 # 5 00 16.00 Center Center 0.889 0.888 76.1 93.6 247.2 421.2 278.1 474.2 2.5 3.3 25.8 . 25.8 1.25 ft = 1.75 3.00 12.00 in 0.00 in 0.00 in 0.00 ft Fy = 60,000 psi = 150.00 pcf 0.0018 @ Btrn.= 3.00 in Lap Splice if Above in = 20.00 25.00 Lap Splice if Below in = 20.00 7.00 Wall Weight psf = 58.0 58.0 Rebar Depth 'd' in = 2.75 2.75 Masonry Data I'm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Special Inspection = No No Modular Ratio'n' = 25.78 25.78 Short Term Factor = 1.330 1.330 Equiv. Solid Thick. in = 5.60 5.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S' Fr Key: No key defined To specify your own Title ; Reynolds Masonry Page: special title block here, Job # 8934 Dsgnr. JMR Date: APR 27,2008 use the "Settings' screen Description.... ' and enter your title block 8' Landscape Wall information. This Wall in File' c•l leynolds masonry rpS RetamPro Version 6.0 Cantilevered RetainingWall Design 9 Build Date: 10 -SEP -2001, (c)1989-2001 Summary of Overturning & Resistina Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# • lbs ft ft-# Heel Active Pressure = 33.8 0.50 16.9 Sal Over Heel = 68.8 2.38 163.3 Toe Active Pressure = -33.8 0.50 -16.9 Sloped Sal Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = . Adjacent Footing Load = Added Lateral Load = A)dal Dead Load on Stem = 0.00 Load @ Stem Above Soil = 93.6 5.50 514.8 Soil Over Toe = 68.8 0.63 43.0 Surcharge Over Toe = Total = 93.6 O.T.M. = 514.8 Stem Weight(s) Earth @ Stem Transitions _ 493.0 1.50 739.5 Resisting/Overtuming Ratio = 3.15 Footing Weigh Vertical Loads used for Soil Pressure = 1,091.1 lbs = Key Weigh = 450.0 1.50 675.0 Vert. Component _ Vertical component of active pressure used for soil pressure Total = 1,080,5 lbs R.M.= 1,620.8 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAM (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. LICENSED CONTRACTORS DECLARATION l I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 07/08/2005 APN: 040-640-010-000 the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Site Address: 132 SPEEDWAY CHI Date: Contractor. Map Index: Description:. masonry fence / wall OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a PARSLEY DARREL A &JOANNE W permit to construct, alter, improve, demolish, or repair any structure, prior Owner: to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 6280 BENNETT RD the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or CHICO, CA she is exempt therefrom and the basis for the alleged exemption. Any 95973-9437 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does Applicant: C REYNOLDS FOR MASONRY such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 405 GRAND AVE sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of OROVILLE, CA. proving that he or she did not build or improve for the purpose of 95965 _ sale.). 530-233-8310 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: C REYNOLDS FOR MASONRY ❑ 1 am Exempt under Article of the Business andZFtrpfessions Code �� 405 GRAND AVE Date: owner: OROVILLE; CA. 95965 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: 530-233-8310 ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit License #: 803798 is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Architect: insurance carrier and policy number are: Engineer: Carrier: Policy #: I certify that in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, Total Square Ft: 0 S. F. Valuation: $0.00 and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall Census Code: forthwith comply with those provisions. Date: Applicant: WARNING: Failure to secure workers' comp ation coverage is , unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor ' code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is h eby issued un "the appl"�Ieisof the Butte County Code ?nrUor I hereby affirm that there is a construction lending agency for the Resolutions do work i is d above f s have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) 7-602-6 Name: By: �q /Date: Address: PERMIT EXPIRES ON: Date O 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, , handling and use of hazardous materials. O Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. O Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance any official form or docu ant of Butte County. I hereby authorize representatives of Butte\County er upon the above mentioned property for inspection purpo s. Print Name: �` t-S� Signature: p Date: yJ 0wner O Contractor 0 Agent for Owner ❑ Agent for Contractor jea-­ $)376-6 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 - CHICO: (530) 891-28=•4 OFFICE #: (530) 538-7541 �O/Q A FEE WILL BE REQUIRED AT TIME OFAPPLICATION 6' yJ Website: www.buttecounty.net:/dds C[ **PLEASE PRINT CLEARLY* * V OWNER Last Namp�2 ,& J First Id�Qie Address City G O State Zip Phone el_— Fax E-mail CONTRACTOR Name Name Address o City G State Zip Phone�33 a Fax E-mail Lic. # Class,.- APPLICANT SIGNATVRE X For office use only: ARCHITECT/ENGINEER Name FI od Zone Address Address City / City / C 0 State ,/7 Zip Phone E-mail Planner E-mail State License Number APPLICANT SIGNATVRE X For office use only: APPLICANT NAME Name FI od Zone Address SRA City / tate Zip Phone p 9 ® 23 j D Fax E-mail Planner APPLICANT SIGNATVRE X For office use only: Zoning C���j FI od Zone WORKER'S COMPENSATION SRA I Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc 21 7 PERMIT NO. BP D // L/ BIN # OCATION 10 Property Address L��i ?it/�4✓ C���j Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Page 1 of 2 Description or Scope of Work: Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: '52 Bldg SRA Receipt #: 7 G t f 2�7 Sher SMIP Date Other /Z Total REV 2-24-05 6 n .r SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! El 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non=heated and A/C for Non -Residential Building's. ❑ 6. Manufactured homes: (A) installation inst, (B) Marriage line info, -(C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the,Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from, the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 utte County Department of Development Services 3NNE CHRISTOPHER, DIRECTOR County Center Drive roville, CA 95965 30) 538.7601 Telephone 30) 538.7785 Facsimile TO: FROM: QSUBJECT: Z DATE: WILLDAN O�%3TrFo 0 I i 0 0 0 0 = 0 UN Scott Rutherford (530) 538-7160 srutherfordAbu ttecounty.net Plans Transmittal For Review Per Contract 5/3/2005 Applicant: Parsley, Darrell Permit No: 05-1146 Project Type: masonry Fence APN: 04-e-- 66 @9 0 100% 70% 040-tog6-0/ d Plan Check Fees $ 55.00 $ 38.50 $ 55.00 $ 38.50 WILLDAN Fee $ 38.50 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other j P6 y 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: PO -9-3 - `7 ! ' KE^ ASSESSOR PARCEL NUMBER - Proposed Proposed Building Use: e%y J wr u- Permit Technician: � � Dater ---,,,Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. \� 1S ��' 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ^' 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. �7 t A/ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential buildings ❑ 12. Hazardous Material Form ❑ 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 16. Fire Sprinklers............................................................................................ ❑ 17. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 18. Soils Report and/or Engineered Foundation required ........................................... ❑ 1c -Erosion Control Plan Required........................................................................ �o Z30 ,Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 21. City of Chico Plumbing permit........................................................................ ❑ 22. Site plan and business license approval from the City of Biggs .............................. ❑ 23. California Department of Forestry plan approval ❑ paid. Sent by: .. �j Planning approval for (A) Use: �(B)Parking: (C) Parcel Check:... ....� d ❑ 25. Contact Land Development about _ Improvements, _ Drainage ........................ �0 JAI 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification ( -Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.........................................................:................................ ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration 6r MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone n4oe-K 5-33-6,3/-6 and hold for pickup. I have been informed of t ie afpp items angpquirements for obtaining a building permit. Applicant: Date: 1. Index permit application for the above,i ems numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed b : Date: Structural approved by: Date: Note transfer by: Date: `7 I JF Yellow: Building Division COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 PHONE -(530)538-7541, FAX (530)538-2140 SCHEDULE OF RECEIPT OF FEES Website: www.buttecounty.net/dds OWNER ��°JL-C� �2�G•� PROPROSED BUILDING USE (/ I. BUILDING PERMIT FEES. --- Balance Due ..................... $ --- FEMA Flood elevation review ... $ --- Additional plan checking Fee.... $ 2. SCHOOL DISTRICT FEES (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... X $0.03 = $ Sq. Ftg. 4. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 5. RESIDENTIAL DEVELOPMENT IMPACT FEES COUNTY WIDE (per dwelling) $ CHICO URBAN AREA (per dwelling) $ EL MEDIO FIRE DISTRICT (per dwelling) $ NORTH CHICO SPECIFIC PLAN (per dwelling) Zoning $ 6. SRA FIRE INSPECTION AND PLAN CHECK FEE $204.98 (paid at Building Division) 7. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 8. SMIP 9. OTHER 10. OTHER 11. OTHER A. P. # 45(15 —6 VO -616) DATE RECEIPT # DATE REC. At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the play checS ,ing process. /, APPLICANT DATE Pursuant to Government Code Section 66020, ygsf/re hereby notified that items, 2, 3, 4, 5, 6, 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 -Building Division Yellow -Applicant Pink -Owner (rev. 3/05) C �, o j C < 1 o C \�AcOUNIy5. �Lrc WORD Department .0 o u n t � J. Michael Crump, Director Public f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville. CA 95965 (530) 538-7266 (FAX) 538-7171 N National Pollutant Discharge Elimination System (NPDES) Phase Il Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN' ACRE1 Project Description: wyt V - Project Location and/or Parcel Number: R& Wlt)� ��, , al 7 CC) By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the 'State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. , . . Al Signed: Title: Date:�%-�— Less than I Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 W%aCS I h.PFROVED Butt@ County Environ1:2ntal ifeafft sl ---------=]o i I tetp _ =_________� _ ] Environmental HealthQ' 200 LINEAR FEET APR 2 6 2006 OF LEACH FIELD Chico, California 44.0'7' 24.8g' FLOOD ZONE: NONE ` THERE ARE NO SIONIFICANT �� 1 �, 51TE PLAN TREES, ROCK5, OR SLOPE�/V C.�SCALE: I"=20' -O" �oR� ti o J ARCHITECT: OWNER INFO: SITE INFO: OWNER: WENDEL 5OREN5ON SHEET GREGORY A. P E I T Z ADDRESS: P.O. BOX 420g ARCHITECT CHICO, CA. 85012-7 383 Rio Lindo Ave. Chico, CA. 95926 (530) 8945719 PHONE: (550) 624-3566 i� I I I of. ONE i h.PFROVED Butt@ County Environ1:2ntal ifeafft sl ---------=]o i I tetp _ =_________� _ ] Environmental HealthQ' 200 LINEAR FEET APR 2 6 2006 OF LEACH FIELD Chico, California 44.0'7' 24.8g' FLOOD ZONE: NONE ` THERE ARE NO SIONIFICANT �� 1 �, 51TE PLAN TREES, ROCK5, OR SLOPE�/V C.�SCALE: I"=20' -O" �oR� ti o J ARCHITECT: OWNER INFO: SITE INFO: OWNER: WENDEL 5OREN5ON SHEET GREGORY A. P E I T Z ADDRESS: P.O. BOX 420g ARCHITECT CHICO, CA. 85012-7 383 Rio Lindo Ave. Chico, CA. 95926 (530) 8945719 PHONE: (550) 624-3566 i� I I I of. ONE 15.5.14' FA GARAGEV--�/ I oZ I p 1200 GAL MIN. SEPTIC TANK I =_____====�o z ,I =________ J 200 LINEAR FEET OF LEACH FIELD _ 0 • E • a FLOOD ZONE: NONE C..? I ��j�� THERE ARE NO SIGNIFICANT `� TREES, ROCKS, OR SLOPE SCALE: I"=20' -O" tioe�y 0 ARCHITECT: OWNER INFO: SITE INFO: ` OWNER: WENDEL 5OREN50N SHEET GREGORY A. P E I T Z ADDRE55: P.O. BOX 420q ARCHITECT CHICO, CA. 0150127 383 Rio Lindo Ave. Chico, CA. 95926c530> 894 -519 PHONE: (530) 624-3366o 1 of: ONE L s i • } 1 4 15.5.14' FA GARAGEV--�/ I oZ I p 1200 GAL MIN. SEPTIC TANK I =_____====�o z ,I =________ J 200 LINEAR FEET OF LEACH FIELD _ 0 • E • a FLOOD ZONE: NONE C..? I ��j�� THERE ARE NO SIGNIFICANT `� TREES, ROCKS, OR SLOPE SCALE: I"=20' -O" tioe�y 0 ARCHITECT: OWNER INFO: SITE INFO: ` OWNER: WENDEL 5OREN50N SHEET GREGORY A. P E I T Z ADDRE55: P.O. BOX 420q ARCHITECT CHICO, CA. 0150127 383 Rio Lindo Ave. Chico, CA. 95926c530> 894 -519 PHONE: (530) 624-3366o 1 of: ONE L s i • 15.5.14' FA GARAGEV--�/ I oZ I p 1200 GAL MIN. SEPTIC TANK I =_____====�o z ,I =________ J 200 LINEAR FEET OF LEACH FIELD _ 0 • E • a FLOOD ZONE: NONE C..? I ��j�� THERE ARE NO SIGNIFICANT `� TREES, ROCKS, OR SLOPE SCALE: I"=20' -O" tioe�y 0 ARCHITECT: OWNER INFO: SITE INFO: ` OWNER: WENDEL 5OREN50N SHEET GREGORY A. P E I T Z ADDRE55: P.O. BOX 420q ARCHITECT CHICO, CA. 0150127 383 Rio Lindo Ave. Chico, CA. 95926c530> 894 -519 PHONE: (530) 624-3366o 1 of: ONE L s i 5.0 158.14' GARAGE oz 1200 GAL MIN. SEPTIC TANK I z =_____====�o� 200 LINEAR FEET OF LEACH FIELD ry�47 44 Oi' 24bq' 4 • 1 i FLOOD ZONE: NONE C.� I ��j�� THERE ARE NO SIGNIFICANT `� SCALE: I"=20' -O" AoeTy OWNER INFO: SITE INFO: OWNER: WENDEL SORENSON SHEET GREGORY A. P E I T Z ADDRESS: P.O. BOX 420q ARCHITECT CHICO, CA. g5g2-7 383 Rio Lindo Ave. Chico, CA. 95926 (530) 8945719 PHONE: (530) 624-3366 1 of: ONE TREES, ROCKS, OR SLOPE ARCHITECT: ,�i7L1G3U]ffG7C�39 BC■SI-61 SUMMARY SHEET -GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los trusses no estin marcados de ningtin modo que the frequency or location of temporary bracing. identifique la frecuencia o localizacil de los arriostres Follow the recommendations for handling, (bracing) tempordles. Use las recomendaciones de manejo, installing and temporary bracing of trusses. instalad6n y arriostre temporal de los trusses. Vea el folleto Refer to BCSI 1-03 Guide to Good Practice for BCSI 1-03 Gula de Buena PrSctira oat el Mangjo. Instalacidn Handling Installino & Bracing of Metal Plate Connected Wood Trusses for more detailed y Artiostre de los Trusses de Madera Connectados con Playas de Metaloara pard mayor informad6n. information. 6 pies m3ximo Truss Design Drawings may specify locations of Los dibul de diseno de los trusses pueden especifirar permanent bracing on individual compression las loralizaciones de IDs arriostres permanentes en los miembros individuales en compresifin. Vea la hoja res6men members. Refer to the BCSI-63 5ummary BCSI-B3 Data IDs arriostres pernanentes y refuel de IDS Sheet -Web Member Permanent Bradng/Web Reinforcement for more Information. All other miembrDS Secundarius (webs) pard mayor informad6n. EI permanent bracing design is the responsibility rssto de arriostres permanentes son la responsabilidad del of the Building Designer. Disenador del Edifido. Q The consequences of improper handling, installing and bracing may be a collapse of the structure, or n worse, serious personal injury or death. �Y EI resultado de un manejo, install y arriostre g inadecuados, puede ser la Aida de la estructurd o j► a6n peor, muertos o heridos. Fuera-de-Plomada.n Banding and truss plates have sharp edges. Wear © gloves when handling and safety glasses when ss e cutting banding. Empaques y places de metal tienen hordes afilados. Use guantes y lentes protectores cuando Corte los empaques. X2 HANDLING - MANEJO QAllow no more No perni mas Q Use special pre in UGlice cuidado than 3" of defiec- de 3 pulgadas de windy weather or especial en dfas don for every 10' pandeo por pda 30 near power lines ventosos o cerca de of span. pies de tramo. and airports. cables eldctricos o de aeropuertos. +a +a Spreader bar for 3 truss bundles emax. �Q�p� I +a I +a QCheck banding Revise los empaques prior to moving antes de mover los - bundles. paquetes de trusses. Levante de la cuerda superior los grupos © Avoid lateral bending. — Evite la flexi6n lateral. verticales de trusses. 1 (�( Pick up vertical • bundles at the top chord. ONE WEEK OR LESS MORE THAN ONE WEEK Ism - Bundles r aBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la [terra por una semana o mas deben ser elevados con bloques a pda 8 o 10 pies. For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amlento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventllacl6n. Do not store No almacene unbraced bundles verticalmente IDs upright. trusses sueltos.' Do not store on No almacene en uneven ground. dental desigual. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or ; % `; ; , ni Trusses 30' or - less, support IJ less, support at t . at peak. r quarter points. f Levante Levante de del pito los los cuartos trusses de 20 de tramp los pies o menos. trusses de 30 E Trusses up to 20' I pies o menos. I Trusses up to 30' Trusses hasta 20 pies ruses haste 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is Installed and truss Is fastened to the bearing points. Sostenga sada truss en posid6n con la gr6a hasta que el arriostre temporal estd instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pito IDs trusses de mas de 30 pies. Greater than 30' Mas He 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Tagllne Toe -in �� / Tbel Spreader bar 1/2 to 2/3 truss length Tagllne TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above or stiffback max. mid -height Spreader bar 2/3 to �— 3/4 truss length —� " Tagllne TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ® Refer to BCSI-B2 Summary Sheet - Truss Installa- a tion and Temporary Bracing for more information. Vea el res6men BCSI-B2 - Instalad6n de Trusses 4 y Arriostre Temporal para mayor infornad6n. Do not walk on untraced trusses. No Amine en trusses sueltos. Top Chord Temporary Lateral QLocate ground braces for first truss directly Bracing (TCTLB) In line with all rows of top chord temporary lateral bracing. r Coloque los arriostres de tlerra para el primer truss directamente en Ifnea con pda una de las filas de arriostres laterales 1f 2x4 min. temporales de la cuerda superior. Brace first truss well <— before erection of additionaltrusses. - t BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method Is for all trusses except 3x2 and 4x2 parallel chord trusses. Este mdtodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies m3ximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies m3ximo 45' to 60' V o.c. max. 45 a 60 pies 6 pies m3ximo 60' to 80'* 4' o.c. max. 60 a 80 les* 4 pies m3ximo *Consult a Professional Engineer for trusses longer than 60'. --7 *Consulte a un ingeniero para trusses de mas de 60 pies. / Q See BCSI-B2 for TCTLB options. Vea el BCSI-82 para las opciones de TCTLB. © Refer to BCSj-B6 Summary Sheet - Gable End Frame @rdCIIg I'7f Repeat diagonal braces. Vea el res6mj IJ BCSI-B6 - ArriRepita los arriostres del truss termdiagonales. y de un [echo a agues. F0 Set first five trusses with spacer pieces, then add diagonals. Repeat LJ process on groups of four trusses until all trusses are set. instate los cinco primeros trusses con espactadores, luego los arriostres diagonales. Repita dste procedimiento en grupos de cuatro trusses haste que todos los trusses estdn instalados. � r 4 i� �, °Diagonal braces every 30 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss 10'-15' max. spaces (20' max.) same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing 46 DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE11 46 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to BCSI-87 Maximum lateral brace spacing Summary Sheet Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. 10' o.c. for 3x2 chords - Temporary and of �5 15' o.c. for 4x2 chords Diagonal braces Permanent Bracing gyp' every 15 truss for Parallel Chord 12.5' spaces (30' max.) Trust for more 7/8° 14.6' information. D/50 D (ft.) Vea el resumen BCSI-B7 - Artiostre 1 ° ' Out -of -Plumb. temporal v_ Dernanente de The end diagonal v trusses de cuerdas brace for cantilevered Tolerancias para izalajejas para mayor trusses must be placed Lateral braces infornai on vertical webs in line 2x4x12' length lapped Fuera-de-Plomada.n with the support. over two trusses. INSTALLING - INSTALACION Gypsum Board 12" Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. 16" Asphalt Shingles Q - Length --► Max. Bow Max. Bow Max. Bow Truss Length ---- Bow ---enol- — — �— Length 3/4" 12.5' ' Mex. Length —►'° 7/8° 14.6' QTolerances for D/50 D (ft.) 1 ° 16.7' Out -of -Plumb. 1. 1-1/8° 18.8' Tolerancias para 1/2° 2' 1-1/4° 20.8' Fuera-de-Plomada.n 1-3/8° 22.9' Plumb 3/4" 3' o V 4 1-1/2° ibob 1 1-1/4" 5' Q/50 max I - 1-1/2" 6' 1-3/4" 7' 2° a 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasty que todos IDs arriostres estdn colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to )SCSI -B4 5ummary Sheet - Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Cal de Construcci6n para mayor informac16n. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3.4 tiles high 0 Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. 1-7f Place loads over as many trusses as possible. lJ Coloque las Argas sobre tantos trusses tomo sea posible. QPosition loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES Q Refer to BCSI-B5 Summary Sheet - Truss Damage 3obsite Modifications and Installation Errors. Vea el res6men BCSI-BS Danos de trusses. Modifipciones en la Obra y Erores de Instalaci6n. 0 Do not cut, alter, or drill any structural member of a truss unless _ specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n mtembro estructural de IDs trusses, a menos que estd especificamente permitido en el dibul del diceno del truss. ®Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han lido alterados sin una autori7aci6n .previa del Fabripnte de Trusses, pueden reducir o eliminar la garantia del Fabripnte de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- pable to undertake are work they have agreed to do on a particular protect The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Inro place SAFELY. These recommendations for handling, Installing and bradrg wood ..are baud upon the collective experience of leading technical personnel In the wood truss industry, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer or ErecdoMnstallation Contractor. It is not Intended that these recommendations be Interpreted as superior to any design specification (provMed by either an Architect, Engineer, the Building Designer, the Erecdon/Installation Contractor a otherwise) for handling, installing and bracing wood wises and it does not predude are use of other equivalent methods for bracing and providing stability for are walls and columns as may be determined by the wss Erection/Installation Contractor. Thus, the Wood Truss Coundl of America and the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise lane ° Madison, WI 53719 218 N. 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