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040-590-001
1 r Butte County Department of Development Services. ov?rE. aaEa EN 0 T E S 7 County Center Drive, Oroville, CA 95965 OU `` '(530) 538-7601 vnvw.buttec0imlyneVdds `'�oN<y I cta14t5_t& - Ta [.,ocA-rc No _ Aonr?e c z _ ScI``Cg2° kN'sT610 RESIDENTIAL G CICC,TRICih( - wA'fE2 - tk AP N: __.. GAS Tf2CWCHE,;. (040-590-001'- `"`06-0165'. olL p COVCl2- +� owner:-GONZALES, JEFF BLOSSOM LN, DURHAM } sit ) Cont: •JOSH•PLAT•T-- • ------:=`' - - Contractor. NSF � Type of Permit. � VL r _ OFFICE COPY y Address , GAS .Meter By Date" ELECT I Me er By Date CHECKED BY SRA ^ FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEM'S VERIFY - USE PERMIT CONDITIONS SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID•' ENV HLTH CLEARANCE �F� �ont�S { :fir � • DATE JOB FINALED: �< ' SIGNATURE: t.. '] / 0 k�" n�� 7; _ OFFICE COPY y Address , GAS .Meter By Date" ELECT I Me er By Date CHECKED BY SRA ^ FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEM'S VERIFY - USE PERMIT CONDITIONS SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID•' ENV HLTH CLEARANCE �F� �ont�S { :fir � • DATE JOB FINALED: �< ' SIGNATURE: t.. '] / 0 k�" n�� = OK Not OK ' MANUFACTURED HOMES MISCELLANEOUS DATE PERMANENT FOUNDATION SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; Fall/C/O-Concrete 4 Wtr, Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-Clrncs-Grnd Amp -Concrete 6 Yard Gas; Loctn-Test-Wrap . . Nat O or LPO Inch Sz Ft Lngth 7 Blckng; Sz-Spacing-Marriage Line 8 Gas; MH Test-Demand-Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers-Breakers-Clrncs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -C/O to Grade 12 Gas and Electricity Tagged 13 Tie Downs O Foundation O 14 Exits 15 Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers DATE. ID EC K S'C OV E R S`C A R P O RTS `G A R A G E S 1 Zoning -Setbacks -Easements 2 Ftgs; Soils-Sz-Dpth-Spacing-CnnctrsSteel 3 Decks, Girders/Joists-Dcking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts -Beams -Rftrs-Cnnctrs-Shthg Frmg-Brcng 5 Alum Awn; Columns-CnnctnsSplice-Decal-Enclsrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Sills-An chrs-Stu ds-Rftrs-Trusses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Wall pnls ° 0 °S DATE 1POOLS 1 Setbacks -Easements 2 Soils; CompactionStructure Stability 3 Pool Structure; Steel -Cnnctns-Th ickness Dead Men -Lining 4 Elec Rcptcls/Lting; Distance-GFI + 5 Elec Pool Lting; 15 volts-GFI 6 Elec Enclsrs; Conduit Entries -Terminals -Listed 7 Elec Bonding; Metal w/5'-Crcltng Eqp-Htr 8 Elec Grndng; Eqp w/5' Crcltng Eqp-Pool Ightg Boxes-Enclsrs-pnlboards-insultn to Main Conduit 9 Health Dept Apprvl 10 Plmb; Cir Test-Wtr Supply Test. 11 Lt Niche 12 Enclsr; Fencing: Alarms 13 Bonding, Diving board or Slide oS` o'er o` 'P o` °9� m °` ° Pool Drawing OK Not OK RESIDENTIAL (Single & Duplex) DUE UN RFLOOR ing-Setbacks-Ease men is -Flood -Slope F a oils-Elec Grnd Fig Dpth t arage; Soils-Steel-Elec Grnd Fig Dpth. ttPorches/Decks; Soils -Steel Ftg Dpth �St walls Main; Steel -Blockouts -Wrapped �.. walls Garage; Steel-Blockouts-Wrapped• (ll old Downs and Special Anchrs 7 Slab, Steel Wrapped 8 Piers-Frplc FtgSteel L9,D17V; Fall -Fitting -Test -2 -way CIO -Sewer Test C% Gas Pipe; Sz Anchrs-Sz Tes Nbt,t$E'r6S'j �r Pipe; Test-Anchrs-Rgltr-Service TestSgyz 12 Elec Undrgrnd 13 Plenums & Ducts; Clrnc-MaterialSupport-Insultn _ _K,rders-Sills-Anchr BoltsJoists-Vnts-Cripples (15,Acc & Vntltn 16 Insulation g e? DATE IF R 6AM JN G S' roper Materials & Anchrs Is Studs -Nailing Spacing & Braces -Plates -Sound earm Walls over Girders &flr Nailing 20 D Stop in Walls (rat proof) NCeiii Eng , Furred Ceilings -Stairs -Chasers -Tubs BeamsSz & Bearing ost Caps-Anchrs-Cnnctns ist-Rf r Ties -Pu rlin-Roof Br- h 25 Frpl s br Type AFlue-Frpic Throat ttic , Si 8� Rmx Prtctn-Draft Stop -Ins Baffles drm Wndws or Exiting Doors -Sill Ht & Dimensions (9 8 Garage Fire Prtctn Framing -RC Channel 29 Prprty Line Firewall & Opngs 30 Ext Doors -One 3' -Check Garage 3rd Story, 2 Exits 31 St4kT, Width-Hdrm-Rise-Run-Landing-Fire Prtctn 32-flywd oof Ovrhng-Attic Vnts-Rftr Outrgrs 33 Sid' g -Nailing Veneer //-/-a 4 ucco Lath -Weep Screed-Fndtn Vnts-Undrflr Acc 5 Glazing Area -Glass Prtctn-SkyLts-Plastic _Q ear Walls; Na• ' - olts AOJ 37 Brace Int/Ext Wall pnis ttJtDEKF�R- 38Ins ultn-Walls-Ceilings �CC�SS FRI:1-mc 39 Infiltration-Walls-Wndws DATE JELE CAL Trnsfrmr CImc4ns Prtctn Eley Rcptcls Spacing-Lts & Switches at Doors 42LSz�6xes No Of Cndctrs Stapled �Ftome nstalled Close to Edge of Studs & CJ 44 E Grnd made up w/Mech Fstnrs r g Electrode Bond Gas & Wtr ppinc Cires in Ktchn & Cndctr Sz GFI 4 ubfeed Wire Sz as ❑ CU or DAL AC Wire Sz ga D CU or D AL 48 Range Circ ga D CU or DAL Oven Circ ga D CU or D AL Insulated Neutral DYes DNo 49 Servs -ser Cndctrs & Grnd Main Dscnnct 50 rncs pnls-Motors-Mech Eqp es Closet Lt-Shwr Lt -Spa Lt Smoke Detector UAIt PLU ING r Htr, Vent-Acc-Cmbstn Air Baffle Pipe; Test & Anchr-Nail Prtctn Test Fittings & Anchr Nail Prtctn . j Z &�_ 5 wr Pan; Test, First fir -Tub Acc 57 Test ub & Shwr, 2nd fir - Tub. Acc 58,fas Pipe; Sz & Anchrs 59 Fire Sprinkler; Test 6& -Yard Gas Piping o UAIt IME N I C A L ACfkfts Insulin & Support e an, Exhaust abv Insultn o sate Drain & Ovrflw, Sz & Grade ace -Vent Acc-Comb Air Rtrn/Vent 115 Outlet ttic/tcc & Pltfrm if Furnace in attic UAIE IFINAL 69'fxt Steps -Door & SideLt Prtctn-Landings 64moke Detector 68 Furnace Vnts-Cirnc-Comb, Air-Cnnctr IrT.Garage; abv-flr-Ducts-Mech Prtctn ZBedroom Exiting 7Q GSI S. Bath Fxtrs & Tub Acc-Spa GF11 Arc Fault 7 lec Trim & Subpnl, Breaker Szs & Labels Stairs, Guard/Handrails 7*<plc or Stove, Clrnc-Hearth 75 Elec Outlets at Wood Pnl, Int & Ext 7�Tf,,,,//tchn, Fxtr & Appinc; Grnd-Air-Gap-Cooking Clrnc ' Sec Outlets & Rcptcls at Ktchn Counter Garage Fire Door, Swing -Landing -Closure 79 AC Duct in Garage -Damper WoWtr Htr; Vnts-Cimc-Com Air Cnnctr-PRV; abv fir Mech Prtctn; LPG Appince Undr House 3" drain 8yFrmb; Elec & Mech Eqp Listed for Loctn 8-2-Elec Rcptcls in Garage (GFI) Romex Prtctn 83 I ultn-Foam-Looked in Attic Guard Rails & Deck Cnstrctn-Post Caps .&5 Fndn Vnts & Crawl Hole Door Drnge & Wood -Earth 866 CDrnge Planters DYes DNo tucco Brown -Finish 891AC Unit Dscnnct, Elec-Plmb 89!nts abv Roof, Plmb-Appinc-Frplc-Clrnc to Opngs 90 Wtr Well, Dscnnct, Elec, Plmb Wtxt Elec Trim, GFi Rcptcl-Undrgrnd 9,;efntitn thru House 94 -Glass Prtctn UOCorrections from previous Inspctns 96'(Gas Test -Meters Tagged, Gas-Elec 96�� Wtr & Sewer Cnnctd-CIO to grade -HD Apprvl %`6ergy Cmpinc Cert -Other Certs W -Address Posted 3 99 Fire 4Sprinkler V �C COUNTY OFBUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE (-,6 f,\ZAL& S D(o- 01(05 OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please 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- bS7 C1 r, A'S IZ SS R O 141 -:` 01 ECC -C T2 C_ TWEFM NouSc - .of F uI-L.t/�5 A7- 1-jeLA, Date (D l� U Inspector I )G 2 H C-1 I � PEN Ek REV 4/05 Phone # ! \ 3 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 _..�>.-,y,.. � y_ ..- - ... � .. ...-_ � _.. -� „ ..•, -.�;..-.... � .. `�. "�-.- • mss... -..---+-'^e. t CbUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE U4-2 - 4 C- - _ S Ub- ZSI �S OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address ,and should be corrected. Please call for re -inspection when correction of" work is completed. If you have any q estions pertaining to this matter, or need additional explanation, please contact the Buildi Inspector as indicated below. ru APr o✓e a4 j916 - d i t/`w E 6 n 1� _ G' _ G-li1 •,P ,' �O w J f T Date ' Inspector 4 r L REV 4/05 Phone # �� - i"Y/ 3 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 . :;1; . iii COUNTY OF BUTTE - BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive 9 Oroville, CA * (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above 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 exp nation, please contact the Building Inspector as indicated below. LASS r C r_ .a Date 0v Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 }.. ,COUNTY OF BUTTE* .................. . BUILDING DIVISION 5 DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE GoA 7 1-7 L_� c• OWNER PERMIT NO. t; 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 r explanation, please contact the Building Inspector as indicated below. FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 06 -d/65 INTER -DEPARTMENTAL MEMORANDUM TO: BUILDING �--iD��ON, O VILLE - ENVIR. HEALTH, CHICOFROM. 7/�1_ DATE: RELEASE ENVIRONMENTAL HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME:Qj�4k:�5-i SEPTIC WELL - - - AP# r ADDRESS/LOCATION: �Ta Y. COMMENTS: Land/gl/septic/releasehold 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. BP060165 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 penally of perjury that I am licensed under Issued Date: 03/09/2006 APN: 040-590-001-000 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: 2055 BLOSSOM LN DUR License Class : License Number: ' Map Index: Date: Contractor: Description: NSF(2587)GAR(1735)COV(662) 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: GONZALES, JEFFERY permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 3405 CORY CANYON RD the Contractor's State License Law (Chapter 9 commencing with Section OROVILLE, CA 95965 7000) of Division 3 of the Business and Professions Code) or that he or (530)345-7214•fshnfnl@aol.com 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 Applicant: GONZALES, JEFFERY pp Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does 3405 CORY CANYON RD such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for OROVILLE, CA 95965 sale. If however, the building or improvements are sold within one (530)345-7214 fshnfnl@aol.com 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 property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does Contractor: PLATT, JOSHUA not appIV.to an owner of property who builds or imprgvas thereon, and who contracts for such projects with a contractors) licensed; PO BOX 5374 pursuant to the Contractors' Stale License Law.). 95927-5374 ❑ I am Exempt under Article 3 of the B iness and Professions Code (530)624-6228 y (° Dater Owner: License #: 752976 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -Insure for workers' compensation, as provided for by Section 3700 of the Architect: Code, for the performance of the work for which this permit Is issued. -Engineer: ❑ 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 Insurance carrier and policy number are: Carrier: Total Square Ft: 4984 S.F. Valuation: $220,387.00 Policy u: Census Code: 1 certify that in the performance of the work for which this permit.is issued, I shall not employ any person In any manner so as to become subject to 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 those provisions. Date: 3 fa 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 X 1 compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. �`^ CONSTRUCTION LENDING AGENCY" ` " " " This -err e/_:`.% I^= _a _^der'.he. arrli�ahl;`.p nvislons of the Butte County Code and/or r - --. -- - - --- ----- - - -. --- ---� I hereby affirm that there is a construction lending agency for the 3097 Civ.) Resolutions to dolwor ndicate above for which fees have been paid. � performance of the work for which this permit is issued (Sec By D.aat�e: Name: G� PERMIT EXPIRES ON:�' f Address: (Date) ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. O Notification in accordance with Section 19627.5 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 offici form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Signature: Print Name: Date: Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01.16.04 pg 1 Loerke Insulation Co., Inc. Insulation Certificate ZOS-5 LAJ E, Number and Street City County Subdivision Lot Number Description of Installation ROOF Material Brand Name Thickness (inches) Thermal Resistance (R Value) CEILING Batt or Blanket Type Fiberglass Batts Brand Name Johns Manville Thickness (inches) 13 Thermal Resistance (R Value) Loose Fill Type Fiberglass Brand Name Johns Manville Contractors minimum installed-weight/ftz= to S,_. --1b-Minimum-thickness - -inches Manufacturers installed weight per square foot to achieve Thermal Resistance (R -Value) 'e --Ear EXTERIOR WALL Material Fiberglass Batts Brand Name Johns Manville Thickness (inches) 6.5 Thermal Resistance (R -Value) 19 RAISED FLOOR Material Fiberglass Batts Brand Name Johns Manville Thickness (inches) 10. 2_5 V4 Z> Thermal Resistance (R Value) Z30 SLAB FLOOR/PERIMETER Material Brand Name Thickness (inches) Thermal Resistance (R Value) Width (inches) V 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 buildings contained in Title 24 of the California Administrative Code. CL #499150 Item Vs Si nature, Date Item Vs Item Vs Signature, Date 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 General Contractor (Co. Name) or Owner AND WHEN RECORDED MAIL TO: 2006-0009393 Recorded I REC FEE 7.00 BUTTE COUNTY BUILDING DIVISION Official Records 1 7 COUNTY CENTER DRIVE County of I COPIES 2, OROVILLE, CA 95965 Butte I IWOM COPY 1,00 C4gV!)Alt` J. 6k11bB8 I County Clerk-Recorderl 1 I OD 01:2M 23 -Feb -2006 I Page 1 of I IIII"III"II"IIII"II'III�'I'I'� AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property. should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: o kp Wl�-d ltzw"o C� r1 -T,cE 'Df f: u1; OF- VIC—` WC�ab CL Cf- ~(�k� Ciw i �N665) 6XQ-VQTit�*q Di L l CA) t 'l L-, P�fl R�+S- vnors5� s � i +1 Aciq- U'ba- ilm z 604-" �L�` Ss� 14k__, `A7- tws\ . Date PROPERTY O RS: State of Calh'for_1nijp, ) County of On 'Z� ko before me, 1V\_LZ1 �r personally appeared �-' known to me (or proved to the within instr e capacity(ies), and t at 13 1 the person(s))�cte exec u WITNESS rbvan --" c Signature on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed acknowledged to me that he/she/they executed the same in his/her/their authorized er/their signature(s) on the instrument, the person(s) or the entity upon behalf of which :he instrument. Seal: D. FISHER Commission # 1487634 -� Notary Public -California Butte County My Comm. Expires May 4, 2006 FROM :RANCHO ENG FAX NO. :5303733402 ngineering November 13, 2006 Butte County Building Department 7 County Center Drive Oroville CA 95965 Nov. 13 2006 03:32PM P2 Re: Gonzales Residence 2055 Blossom Lane Durham, CA Attn: Building Official I have .reviewed the truss layout and designs provided by Longfellow Lumber Ccs. Inc., and. have found the calculation package to be in agreement with the structural system, desi�`ed -fair the above mentioned project. This letter recognizes that the truss calculations meet qr exceed the structural requirements of the structure. if there are any questions or concerns, pt6lse fool Free to contact me at the number below. i .� O °F CA003 j Jarrod P. i ay P.E. r BUTTE COUNTY BUILDING DIVISION Btr� APPROVED Count' lief �0� NUV 14' 2006 0 V&WPMXNT SERVICES JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, .SURVEYING P.O. BOX 649 MAGAL• IA CA 95954 (530) 873-3402 LONGFELLowLUMBER CO.'INC. Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA . 95928-7434 Phone (530) 893-0112 • (800)'678-0112 , Fax (530) 893-0140. E-Mail: trusses@longfellowlumber.com BUTTE COUNTY BUILDING DIVISION APP Rt VES .m.. Customer: JEFF GONZALES r!D �7 a' Job No: GONZALES RESIDENCE Address: 2055 BLOSSOM LANE DURHAM ` ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY 040-590-001 Timber Products Inspection, Inc. _ AP#: P.O. Box 20455 Portland, OR 97220 (503) 254-0204 -nut (hay. blub) .cinnr 1 Lf -rl 0 f C-)= LOS?-(. X = AU5Z6 C- zap t 2 ' pc,a-rG PL Ar& itr TD �Ffl Csa .4 70 {u E i � 1 p O r�. � r G -z to G71 li%' SB N CU TLOOKER / Ix4 CONT BRACE AT BRAGS LOWER 714AN 72' ATTACH AT MIDPOINT OF BRACE W 2-Bd NAILS GABLE END STUD 2x4 HF STRONKSBACK MAIL TO LED6ER W/ IOd a 12' OLJ — 2" HF LEDGER MAIL TO VERTICAL W/ 10d NAILS) j= A35 BRACE TO FLAT AT 48' OL. — Q NOTE: THIS DETAIL MAY BE USED FOR WITH PITCHED B.C. AL50 (0) OPTION TO WEE► PL.ATIN6: USE (3) - 2' WIRE 5TAPLES (0.072 DIAJI5 6Aj TODWLEO THRU CHORD INTO WEB I TEEM! WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI). (50 I (HI) M)ST BE PLATED. fti m .4X -r ac ct, `3-IOid NAILS EACH END 6-I0d COMMON 2x6 DIA 5ONAL NAILS BRACE O 48' O.G. Q MAX UNBRACED LEN6TH OF CABLE END STUD. (2x4 FIR -LA" - STANDARD = 5' -II' 0I AND BTR = . 7-q• - TRLK,�5E5 —� TG LL 30,4 P5F Tel DL 15D PSF NOTE: CABLE END DM16N BASED BG OL PSF ON 75 MPH WIND, EXP0 URE -B• BG LL OA PSF AT 0-25 FEET MEAN HEIGHT TOT.LD. 50,0 P5F DRFAC. 1.15 TYPE OF X-6 MTAIL .JOB NAME Lo _Mjow Lurgi CITY, STATE GHIW, CALIFORNIA Date: 10-18-02 n Gary Hawkins Drawn: AK ARCHITECT Job no.: (530) 892-2700 ��—� 1 Fj CHICO, CA 9 pOp pR 57E. t0 FAX:(53o)8934532 CA 95973 g�'archmsbcglobairnet C-: A T LATERAL .(,LKA(C hrT'A'iL__ is VAL;h J::.!�(L RE PLAC'MG Coj J. 6(ZACES AT Y2 of AT RU!:bFS (g' 2.q n �oj.olz"o . G. T1'F' 2120WS i •AGl: WITS q NOTE : =.y2 polars POCE 09T 13RAGE HUST 9 OP Tv! - T141*5 PE:TAIL I5 A.I.T. 'POR ONE ti RAGE. J�;7 ;2_ 1�6� top Q 6'' 0. G: TYP. RcplAugy %z OP, Y-,�, NTs 6W}r--, TO t�lE UOeV A5 AN &ONTINUOUS LATERAL NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-100, PER WEB (TYP). MAR 2 7 2002 BRACE MAY BE.ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)- RESTRAINT RECIUIREP AT EAG. ENP OF t�RAGE ANP AT ZO'—O" INTER�lAkLS. REFER TO WV—al SUHHARY 541EET POR REGOHHE:HPATIOH� OP TIE: TRU55 PLATE INSTUTE EsT1u�( MAY 13FF- 'A M10 �,YTEkMI -OT l" EV ;Q I a--,, lc;` I�OT = MITE r, j, ST .?,,qL TT(- 2r'> 612 2)(4 A,D IL [DETAFORCOMMON AND END JACKS MiTek Industries, Inc. , Jan 09 2004 Pagel of 1 LENGTH OF EXTENSION • AS DESIGN REQ'D 20'-0" MAX • SPLICE PLATES SHALL BE -2 0 0 , 6-0,0 3X6 ON TOP CHORD. TOP CHORD PITCH: 4/12-10/12 3 - BOTTOM BOTTOM CHORD PITCH: 0/12-4/12 SPACING= 24" O.C. " ALL NAILS TO BE COMMON WIRE NAILS. DO NOT SPLIT LUMBER. / SUPPORT AND CONNECTION (BY OTHERS) OR 2-16d 2 CONN�W11/31 d TOE NAILS TOE NAILS @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. 3x4 - • CONN. W/2 1 O TOENAILS • 6-0-0 ` .4-0-0 2-0-0 ' EXT. • EXT. EXT. 2-0-0 2-0-0 2-0-0 f 0 yv F't�2 CONN. W/3 161 TOENAILS Ur 2 O BOTTOM CHORD LENGTH MAY BE 2'-0" ORA BEARING BLOCK. - U44/ Q 2-0-0 6-0-0 FC CONN. W/2 10d TOE NAILS IL.�I `• JAN 0' 9 2004 MAX LOADING(pso TCLL 30.0 SPACING 2-0-0 Plates Increase 1.15 CSI DEFL (In) (loc) I/deft PLATES GRIP TCDL 15.0 BCLL 0.0 Lumber Increase 1:15 Rep Stress Incr YES M20 197/144 BCDL 7.0 Code UBCIANS195 1st LC LL Min Udefl = 240 Weight: 22 Ib MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, DF -L No.1 BRACING BOT CHORD 2 X 4 SPF, DF -L N0.2 TOP CHORD Sheathed or "-0 on center pudin spacing. e BOT CHORD Rlgld calling directly applied ore-" on center bracing. 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 l Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. QROFESSIO 2� Iwo �,.. . RedongXQ Director F �� Western Operations RY/ek SHAPFn ninry CROS COMMON TRUSSES SECTION C -C RIDGE C HIP .RAFTERSj - �SHAPED BLOCK CROSS BLOCK Uhl. PLAN VIEW L, C ALTERNATE DETAIL: WHEN HIP RAFTERS DO NOT MEET @ COMMON TRUSS. 7� 5U PFS ( PW VeO N V IEPS) Q 9L77911 0,c. (�W( DII ,i-- TOP CHORD JACK EXTENSION END JACK SETBACK COMMON TRUSSES HIP.TRUSSES SECTION B -B WD -2359 CALIFORNIA HIP F YITsk Indusules, Inc. 6-20-91 REL,. 7/l0/92- . 1•IOTE: SEE EN6I�Vr6pjV6 rop RAFrEp, )7ACk A11OTPOSS DEsr.-Ns, LAURAI- 5TA/3I1-ITV Of Roof SyS7,EiY1 To GSE PROVIOED !3y PROTECT RfSialF-R, �,c Gt�>zrcro �P►zar I'?FYJ � ��) � 4=0" o.c . Cr�rQoc. ) TOP CHORD BRACING PER TOP CHORD JACK EXTENSIONS ENGINEERING SPECIFICATIONS. ., I SECTION `A-Av �p� t15'Y. � Fi��ck5 Fs h�Ft�xs . - - - 'POET �K . ST - PB02 MlTelc Industries, Inc. JAN 7, 2003 Page 1 of 1 PIGGYBACK TRUSS CONNECTION DETAIL THIS CONNECTION DETAIL TO BE USED WHEN: BASE TRUSS SPAN <60" AND PIGGYBACK SPAN <25- 2 x _ x 6'-O" SIZE TO MATCH , TOP CHORD OF PIGGYBACK. ATTACHED TO EACH SIDE OF TOP CHORD WITH 10d NAILS AT 6" O.C. STAGGERED. r USE ANY OF THE THESE TWO CONNECTION OPTIONS AT ALL BASE TRUSS JOINTS. ATTACH MITEK M20 4X8 PLATES ON EACH SIDE AT EACH ' BASE TRUSS JOINT. OR 12" x 12" x 1/2" PLYWOOD (or 7/16" OSB) 2 GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 12 NAILS) r PIGGYBACK TRUSS SPACE PURLINS ACCORDING TO THE MAXIN SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" O.C.). ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 16d NAILS. NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS l•VARNING - Verifv design pararnererr and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design Is based only Upon parameters shown, and Is for an Individual 3ullding component to be Installed and loaded vertically. Applicability of design -parameters and proper Incorporation of cemponen is Shown k Int lateral suppoq of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Wit" Kdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB- BQ Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719 MITek Industries, Inc. 0 JAN 0 7 2003 QQpFE pw. �OF CAL',F01 S C - PB05 MIT-ak Industries, Inc. Pages 1 of 1 PIGGYBACK TRUSS CONNECTION DETAIL THIS CONNECTION DETAIL SHALL ONLY APPLY TO PIGGYBACK SPANS - 16' ROOF SHEATHING TO BE CONTINUOUS OVER JOINT. PIGGYBACK TRUSS ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - 1 ed NAILS TOENAILED. MAXIMUM PURLIN SPACING = 24" O.0 OR THE MAXIMUM ALLOWED ON THE TOP CHORD OF THE BASE TRUSS BASED ON DESIGN REQUIREMENTS. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS WITH 2 - 19d NAILS. NOTE: A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. BASE TRUSS • r GENERAL NOTES: F ;, (1) ALL NAILS SHALL BE COMMON WIRE NAILS OR EQUIVALENT. (2) TEMPORARY BRACING FOR ERECTION SHALL BE THE RESPONSIBILITY OF QUALIFIED BUILDING DESIGNER. (3) TRUSS ENGINEERING FOR BASE TRUSS AND PIGGYBACK TRUSS SHALL o 10�e BE REVIEWED TOGETHER WITH THIS DETAIL. (4) THIS DETAIL CONSIDERS CONNECTIONS FOR GRAVITY LOAD ONLY ANY REQUIREMENTS FOR WIND, SEISMIC, UPLIFTING OR LATERAL I may^�4 FORCE.SHALL BE DESIGNED BY QUALIFIED BUILDING DESIGNER. 1'S E::i?9-30-04 lbuding VARNING - Verify design paraarerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual componentto be Installed and loaded vertically. Applicability of design parameters and ro er Incor oral a f of a mg designer— not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. :additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing. consult OST -88 Quality Standard, OSB - 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 MiTek Industries, Inc..' Job Trus s russ Type Qty Ply gonzalas GONZ0726 A1N OUEENPOST 11 1 823414353 I es�ran Wi,, >.c ,.,. rr. 1- r•, Max Horz2=78(load case 10) Max Uplift2=372(load case 12), 6=372(load case 13) Job Reference (optional) r -1-40 1 3-11.7 7-6-0 11-0.9 150-0 16-40 1.40 3.11-7 3-&9 3-6-9 3-11-7 1-40 54 = Scale = 1:36.9 I 4 3x8 = Id LOADING(psf) TCLL 16.0 TCDL 13.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.05 BC 0.37 WB 0.13 (Simplified) DEFL in (loc) I/deft Ud Vert(LL) -0.06 2-8 >999 240 Vert(TL) -0.11 2-8 >999 180 Horz(TL) 0.01 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=614/0-5-8,6=614/0-5-8 Max Horz2=78(load case 10) Max Uplift2=372(load case 12), 6=372(load case 13) Max Grav2=969(load case 7), 6=969(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=1057/435, 3-4=594/179, 4-5=594/179, 5-6=1057/435, 6-7=0/19 BOT CHORD 2 -8=20V718.6 -8=176f718 WEBS 3-8=174/42,4-8=-41/312, 5-8=174/42 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0.0 to 15-0.0 for 66.7 plf. LOADCASE(S) Standard OQRC)FESS/�N� S. riN��Fti� ���P��R m (D 46933 X * xo� November 9,2006 ® WARNDYG - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only w ith MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibifiy, 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 responsbilfiy of the M I�� k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ f fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Infonnalton available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 1 1, 3-11-77-6-0 11-09 15-0-6 164-0 ' 1-40 111.7 3.6.9 3$9 311-7 1-40 5x6 — Scale = 1:36.9 4 LOADING(psf)SPACING DEFL in 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 13.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1&BV G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=614/0-5-8, 6=614/0-5-8 7.6-0 7-&0 CSI TC 0.04 DEFL in (loc) I/deft Ud PLATES GRIP BC 0.37 Vert(LL) -0.06 2-8 >999 240 MT20 220/195 Vert(TL) -0.11 2-8 >999 180 WB 0.13 Horz(TL) 0.01 6 n/a n/a (Simplified) Weight: 86 Ib BRACING 4 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz2=78(load Case 3) Max Uplift2=18(load case 5), 6=18(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/19.2-3=-615/0,3-4=-444/29,4-5=-444/29.5-6=-615/0,6-7=0/19 BOT CHORD 2-8=0/491, 6-8=0/491 WEBS 3-8=155/24, 4-8=41/312, 5-8=155/24 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/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& WARNING - Ver jfy deafgn parvmetem and READ NOTES ON THIS, AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Welt connectors. This design is based only upon porometers shown- and is for an individual building component. Applicability of design porameniers and proper incorporalion of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsbilfiy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery• erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Bunding Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison. WI 53719. �oQ?,OF ESS/p��` S.Uj C 04�i433 rn OF July 31,2006 7777 Greenback Lane Suite 109 Chms Heights, CA, 95610 MiTek® -1-40 -1.4-0 581 10- s 9.1-1 %5.10 150-0 18.40 1-4-0 53-1 G-414 3-2-2 0-4-14 5-8-1 1-4-0 5x8 \\ Scale: 3/8'1' 5x6 J S61 9-575 150-0 561 3-11-15 c n , LOADING (psf) SPACING 2-0-0 j CSI TCLL 16.0 Plates Increase 1.25 TC 0.09 TCDL 13.0 Lumber Increase 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 7.0 Code UBC97/ANSI95 (Simplified) LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=614/0-5-8,5=614/0-5-8 Max Horz2=58(load case 4) Max UPIMQt 18(load case 5), 5=18(load case 5) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19.2-3=591/1,3-4=-488/33.4-5=59111.5-6=0/19 BOT CHORD 2-8=0/491.7-8=0/488,5-7=0/491 WEBS 3-8=-11/158.3-7=47/47,4-7=31/158 DEFL in (loc) I/defl Vd PLATES GRIP Vert(LL) -0.02 2-8 >999 240 MT20 220/195 Vert(TL) -0.03 2-8 >999 180 Horz(TL) 0.01 5 n/a n/a Weight 84 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max): 3-4. 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) 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 OQI,OFESS/0�� S. �� �� m C 04,77 X *\ EXPWI-07 /* July 31,2006 WARNWG - -Iffy design pammetere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USE. MMEEM 7777 Greenback Lane ��® Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper inc rporetion of component is responsibility of buil designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 a for tor. A support of individual web members very. Additional temporary bracing to insure stability during construction h the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the bolding designer. For general guidance regarding fabrical'wn, quality conhol storage. defrvery, erection and bracing, consult ANSI QualBy Criteda, DSB-89 and BCSII Building Component ■ �e k� Safety Information available from Truss Plate Institute, SO D'Onofrio Drive. Mad'aon, WI53719. M" -1-4-0 3$i tat 7-60 11-1-1 1 -S- 15-0-0 16-4-0 1-4.0 3-6-1 0-4-14 3-7-1 3-7-1 0-4.14 361 1-4-0 Scale = 1:29.6 5x6 i v..sn - 5x6 N 3-61 7-60 11-5-15 160-0 36-1 3-11-15 3-11.15 3.61 Plate offsets (X,Y): [2:0-0-6.0- - - 0-21 (3:40-0,0-0-01 [4:0-0-o 0-0-01 f5:0-0-0.0-0-0], [6:0-0-6.0-0-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.09 Vert(LL) 0.02 9 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.04 9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.02 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 86 lb LUMBER BRACING TOP CHORD 2 X 6 OF SSG TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 OF No.188tr G 2-0-0 oc puffins (6-0-0 max.): 3-5. WEBS 2 X 4 OF Std G BOT CHORD Rigid ceiling directly applied cr 10-0-0 oc bracing. REACTIONS (lb/size) 2=836/0-5-8,6=836/0-5-8 Max Horz2=40(load case 4) FORCES (Ib) - Maximum Compressiofl/Maximum Tension TOP CHORD 1-2=0/19.2-3=1099/0.3-4=895/3.4-5=895/3.5-6=1099/0,6-7=0/19 BOT CHORD 2-10=0/911, 10-11=0/1230, 9-11=0/1230, 9-12=0/1230, 8-12=0/1230, 6-8=0/911 WEBS 3-10=0/335.4-10=-413/3.4-9=0/188,4-8=-413/3. 5-8=0/335 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) Girder carries hip end with 4-0-0 end setback. 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) 97 lb down and 9 Ib up at 11-4-3, and 97 Ib down and 9 Ib up at 3-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. ��QFz()F ESS/�jy�` 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 .S 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 -00 Uniform Loads (plf) (.D Vert: 1-3=58, 3-5=80, 5-7=58, 2-6=19(F=5) CC C 046 33rn Concentrated Loads (lb) Vert 3=97 5=-97 it EXP 3L - July 31,2006 ® WAR, WO - ➢er1/y design pervmetem end READ NOTES ON THIS AND WCLUDED MITERREFERENCE PACE Afro 7473 BEFORE USE. 7777 Greenback Lane ��® zzmmmmm Design valid for use only with Welt connectors. This design 6 based only upon parameters shownt and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component u responsibility of bui and designer -not truss designer. Bracing shown Citrus Heights, CA, 95610 is for to . A support of individual web members only. Additional temporary bracing to h insure stability during9 construction is the rresponsbil6ly, of the =� erector. Additional permanent bracing of the overon structure is the responsibility of the building designer. For general guidance regarding i-" folxicafion, quality conhol storage. delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 563 D'Onohio Drive. Madison. WI 53719. M iTeiC® Joru�SS�russ ypeiy y gonzalas GONZ0726 B7 MONO CAL HIP 2 1 mono 822214484 Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Mail DietE 6.200 s Jul 119005 MTek Industries, Inc. Mon Jul 3100:05:17 20D6 Page 1 10-0.0 1-40 5-Cs1 0-414 4-1.1 . 7x8 \\ Scale = 1:29.5 7vA II 1.5x4 II :3x4 = 5-6.1 10-0.0 5-8-1 4-5-15 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/den L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.02 2-6 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.05 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 59 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G BOT CHORD JOINTS REACTIONS (Ib/size) 5=720/Mechanical, 2=659/0-3-8 Max Horz2=87(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-3=730/0, 3-7=25/0, 7-8=25/0, 48=25/0, 4-5=216/0 BOT CHORD 2-6=0/564,6-9=0/558.9-10=0/558,5-10=01558 WEBS 3-0=0/343, 3-5=708/0 Sheathed or 6-0-0 oc pudins, except end verticals, and:2'-0-0 oc puffins (6-M max.): 3.4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 4 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 13.0 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 exist, the left is exposed and the right is not exposed. If 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 hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 end setback. 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) 261 Ib down at 5-7-13 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 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=58, 3-7=58, 4-7=112, 2-5=27(F=13) Continued on page 2 WARNING . Der{ fy dratgn parwrecers and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AM 7473 BEFORE USS Design valid far use only with MTek connectors. This design is based only upon paromefers shown, and is for an individual buffing component. Applicability of design paramenters and proper incorporation of component's responsibility of building designer - not truss designer. Bracing shovm is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibillity, of the erector. Addilionol permanent bracing of the ovwol structure is the responsibility, of the building designer. For general guidance regarding fabrication, quafity control storage. delivery, erection and bracing, consult ANSI/71`I1 Quality Criteria, DSB-89 and BCSI l Building Component Safety Infonnallon available from Truss Plate Institute. 563 D'Onofrio Drive. Madison. WI 53719. o,?,o ESS/pNq S. r�Nc�F2 rn m 0 C 046433 * E -o-7 TFOFC 1F July 31,2006 0 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 _ MiTek® t LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 3=261 I i 1 y t r • S ® WARNING - ve.lfy deafgn pasamecssa and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. _• 7777 Greenback Lane Design vo5d for use only with M -Tek conneelors. This design is based on u �� g M Pon parameters shown, and is Iw an individual building component. Suite 709 Applicability of design paramenlers and proper incorporation of component b responsbifity, of budding designer - not truss designer. Bracing shown Citrus Heights. CA, 95610 �If is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality confrol. storage. delivery, erection and bracing, consult ANSIfrPll Qualtiy, CrIledaomponent , DSB-89 and BCSII Bunding C Safely Information available from Truss Plale Institute. 583 D'Onofrio Drive, Madison, WI 53719. M ITeke 0 uss ype ty y gonulas _ GONZ0726 LInc., ]Ch1I.;Ca1K8-1434, �Dteft NO CAL HIP 4 1 nwnR22214485 1joboReference Longfellow Lumber Co., Mad 0.0 Rep Stress Incr (optional 6.200 s Jul 13 2005 MTek Industnes• Inc Mon Jul 31 00:05:17 2006 Page 1 -1-" 7-0.1 7-00-15 10.0-0 1-4-0 7$1 0.4.14 2-1-1 5x6 \\ Scale = 1:37.9 — t LOADING (psf) SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.17 TCDL 13.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 Rep Stress Incr YES WB 0.23 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 5=343/Mechanical, 2=442/0-3-8 Max Horz2=111(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-3=333/2, 3-4=0/3, 4-5=8170 BOT CHORD 2-6=11/1911.5-6=0/1188 WEBS 3-6=15/229, 3-5=468/1 1.5x4 II 3x4 = 7-0.1 10.0-0 7-8-1 2-5-15 DEFL in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.05 2-6 >999 240 MT20 220/195 Vert(TL) -0.09 2-6 >999 180 Horz(TL) 0.00 5 n/a n/a Weight: 63 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals, and;2-0-0 oc puriins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing - JOINTS 1 Brace at Jt(s): 4 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 13.0 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 exist, the left is exposed and the right is not exposed. If 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 ® WARMNG - Dert -V de sta- Parameters and READ NO7ES ON THIS AND INCLUDED W7TER REFERENCE PAGE MU -7473 BEFORB USE. Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design pammenters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. Far generol guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria- DSB-B9 and BCSII Bunding Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive. Madison, WI 53719. �OQRpFESS/ O�ql S. Tj,�c F2 Co LU C 046P3 T 7tr EXP - 7 OF July 1 July 31,2006 CSuite iWs1H09 eenbads Lana ��® 7777 Gra �� fights, CA, 956101" NOW 11 1-4.0 sa11 10-0.0 11-10-14 1-4-0, 5-0-11 4.11-5 1-10-14 5 r 6 1.5x4 II 3x4 = 5-0.11 10-0.0 5-0-11 4-11.5 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 16.0 TCDL Plates Increase 1.25 TC 0.09 Vert(LL) -0.01 6-7 >999 240 13.0 BCLL 0.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.02 6-7 >999 180 BCDL 7.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 6 n/a n/a Code UBC97/ANSI95 (Simplified) LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=435/0-3-8,6=469/Mechanical Max Horz2=184(load case 4) Max Uplift6=52(load Case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-3=296/0,3-4=85/0.4-5=33/0,4-6=258/37 BOT CHORD. 2-7=112/240,6-7=12/240 WEBS 3-7=-12/165,3-6=298/15 2 r ' Scale: 1/4'=r PLATES ' GRIP MT20 220/195 Weight 69 lb 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 4-6 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 13.0 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 exist, the left is exposed and the right is not exposed. If 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 girders) for truss to truss connections. LOAD CASE(S) Standard �OQRpF ESS/pti9\ S. CO m cc C /046433 * VP.14r 07 July 31,2006 ® WARNTND - Vert fy deafyn para—tere and READ NOTES ON TNTS AND DyCLUDED MTTER REFERENCE PA08 ARI.7473 BEFORE USE. 7777 Greenback Lane Design valid lar use only wilh Mi7ek connectors. This design is based on u 9 N parr parameters shown, and is for on individual building component. Suite 109 Applicability, of design paromenlers and proper incorporation of component is responsibility of buil designer -not puss designer. Bracing t. Citrus Heights, CA, 95610 �� is far lateral su g 9 g �� ppod of individual web members only. Additional temporary bracing to insure stobf6ly during construction is the gneresr. Bracing of the erector. Additional permanent Lacing of the overall structure is the respomibiGly of the binding designer. For general guidance regarding fabrication. quality control storage, delivery. erection and bracing, consult ANSI/TPII Qualify Criteria, OSB -89 and BCS11 Building Component 4 Safety lnfornnallon available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. MIT is 5.0-0 W II 3x70 = 5.0-0 4x6 = 7x4 11 LOADING(psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 13.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF.Std G REACTIONS (Ib/size) 6=1848/0-3-8.4=1848/Mechanical Max Holz6=70(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-6=-890/0,11-2=117/23. 2-3=17/23, 3-4=890/0 BOT CHORD 5-6=0/1712.4-5=0/1712 WEBS 2-5=12/165, 2-6=1946/0, 2-4=1946/0 4x6 = CSI DEFL in (loc) I/deo Ud PLATES GRIP TC 0.58 Vert(LL) -0.03 5 >999 240 MT20 220/195 BC 0.36 Vert(TL) -0.06 5 >999 180 + WB 0.98 Horz(TL) 0.02 4 n1a n/a (Simplified) Weight 58 Ib BRACING TOP CHORD 2-0-0 oc pudins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 3 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries tie-in span(s): 15-0-0 from 0-0-0 to 10-0-0 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Scale = 1:19.8 LOAD CASE(S) Standard �OQ(ZpFESS/p��l 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads p 1 CIO Vert: 4-66=14, 1-3=367(F=309) r 0 m LU ITT C 046� * EXP. July 31,2006 ® WARNING - Ver1 fy dest9n P --t.— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based on u ��® 0 h eon parameters shown, and is es an individual building component. Suite 109 Applicability l0feflity of porton poMdual ee and proper ink . Addiii n of component a bracing t incur of budding designs - not truss designer. Broking shown Citrus Heights, CA, 95610 is ec or. A support of rm v dual web members only. Additu r is the res ory i acing to insure stability during construction n i the respansbillityng or the erector. Additional permanent bracing of the overall structure is the responsibility of the building designs. For general guidance regarding fabrication, quality conhot, storage, delivery, section and bracing, consult ANSI/TPII Quality Crltedo, DS849 and BCSII Budding Component Safety Information available from Truss Plate Institute. 583 D'Onohto Drive. Madison. Wl53719. M ITe4 e 11 .4-0 1 18.5-15 28-" 1-0-0 38.1 0.414 . 8-7-0 310.1 Scale = 1:53.7 4x8 = 4x12 = 3x10 II 3x10 11 6x10 = 3x10 II 3&1 18-&15 i 284-0 3fit 8-11-15 310.1 LOADING(psf) TCLL 16.0 TCDL 13.0 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 0.29 BC 0.31 WB 0.99 (Matrix) DEFL in (loc) 1/defl_ Ud Vert(LL) 0.12 13 >999 240 Vert(TL) -0.24 13 >999 180 Horz(TL) 0.11 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 411 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and; 2-0.0 oc purlins BOT CHORD 2 X 6 DF SSG (6-0-0 max.): 4-8. WEBS 2 X 4 DF Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 4-12 2 X 4 DF No.1 G oc bracing. JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) .9=2455/0-4-8,2=3352/0-3-8 Max Horz2=135(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=5484/0, 3-4=4803/0, 4-5=-8558/0, 5-6=-8583/0, 6-7=6346/0, 7-8=64/0, 8-9=143/0 BOT CHORD 2-15=0/4416, 15-16=0/4416, 16-17=0/4416, 14-17=0/4416, 14-18=0/131, 18-19=0/131, 13-19=0/131, r 11-12=0/6346, 10-11=0/3347,9-10=0/3347 WEBS 4-14=1375/0, 6-11=1883/0, 12-13=0/2071, 5-12=99/26, 6-12=0/2710, 3-15=0/675,7-10=15/156, 7-11=0/3567, 7-9=3981/0, 3-14=-431/0,12-14=0/4859, 4-12=0/5630 NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 Gc, 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 13.0 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 R by 28 It with exposure B ASCE 7=93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist, they are OQ�OFESS/pNq S. r�N 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 ��� `p�R Fy C 5) Provide adequate drainage to prevent water ponding. COQP �� 2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (LLJ m 7) A plate rating reduction of 20% has been applied for the green lumber members. C 046 M 8) Design assumes 4x2 (flat orientation) puffins 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) 720 Ib down at 6-0-0, 334 Ib down at 8- -0, and 334 Ib down at 10-0-0, and 469 Ib down at 12-0-0 bottom * EXP. on chord. The design/selection of such connection device(s) is the responsibility of others. tS' C gft0"SEf999ndard r ,, July 31,2006 " ® fOARNING ' r1/!I Cess9n paramecera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FAGS Mn 7473 BEFORE US& 7777 Greenback Lane ° Design valid for use only with h4Tek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 � Applicability of design poromenless and Proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A erector. Additional permanent bracing of the overall structure is the res V fabrication, quality control storage, derrypA responsibility of the Quality designer. For general guidance regarding . Plate erection and bracing, Drive.consult Madison. 911 3719. Criteria. DSB-89 and BCSII Building Component r M iTek® Solely Information available from iruzs Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. cus�,:, cuss ype y y gonzatas 4ZO726 Of MONO CAL HIP 822214 1 sgfellow Lumber Co., Inc., Chico, Ca.92�.,,etz ` Job Reference O tional 6200 s Jul 13 2005 MTek Industries, Inc. Mon Jul 31 00:05.19 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14=58, 4.8=58, 2-13=14, 9-12=14 Concentrated Loads (lb) Vert 13=1848(1`) 16=720(F) 17=334(F) 18=334(1`) 19=469(F) s ® WARNING - Der(jg design Prat— and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE hM 7473 BEFORE USE. Design valid for use only with MiTek connectors. The design's based only upon parameters shown, and a 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 stobiliy, during construction is the responsibilfiy of the .( attar. Additional permanent bracing of the overall structure is the responsibilityof the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 5113 D'Onohio Drive. Madison. WI 53719. l 7777 Greenback Lane ���® Suite 109 Citrus Heights, CA, 95610 r. MOW 10 9.10.15 11$1 18-5-15 28-4-0 1-4.0 9.10-15 1-7-2 6-11-15 - 9-10.1 8x10 \\ ITIMfl 4x4 = 3x10 = 2x8 II is•s-o 14�i-8 ' 1.5x4 11 4x12 = 2x8 II Scale = 1:59.5 REACTIONS (Ib/size) 9=1006/0-4-8, 2=1097/0.3-8 Max Horz2=158(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension r TOP CHORD 1-2=0/38, 2-3=1539/0, 3-4=1187/0, 4-5=-1501/0, 5-6=1505/0, 6-7=1404/0, 7-8=-16/0, 8-9=121/0 BOT CHORD 2-15=0/1192, 14-15=0/1192, 13-14=0/9, 11-12=0/1404, 10-11=0/874, 9-10=0/874 WEBS 4-14=-985/0, 6-11=416/0, 12-13=13/0, 5-12=129/11, 6-12=11/142, 3-15=15/201, 7-10=13/166, 7-1 l=0!723, 7-9=1209/0 3-14=307/18,12-14=0/1541. 4-12=0/1331 r 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 13.0 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 28 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If 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. �oQ�OFESS/Q�9( LOAD CASE(S) Standard R S CC-0LU C 0�t,64 93 July 31,2006 ® WARNTNO - Dert& destga parameters and READ NOTES ON TN7S AND INCLUDED NITER REFERENCE FAGS WH.7473 BEFORE USE. 7777 Greenback Lane Design valid far use only with Mnek conneclors- This dei n is based on u Suite 109 �0 y upon parameters shown, ding for an individual building component. Applicability of design paromenters and proper in only. Additional n al component a bracing to of bolding designer -not buss designer. Bracing shown Citrus Heights, CA, 95610 is for lolerol support of individual web members only. Aructure is temporary brocing to insure building during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. ereclion and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 5113 D•Onofrio Drive. Madison. WI 53719. M -Tek® 11$1 18-5-15 28-40 11$1 6.11-15 s 9-10-1 Plate Offsets (X,Y): (2:0-0-2.0-0-21.[3:0-2-12,0-2-Oj, [12:0-3.4 Edged f13:0-3-7.0-1-0 [14:04-0.0-2-01 LOADING (psf) TCLL 16.0 SPACING Plates Increase 2-0-0 1.25 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 13.0 Lumber Increase 1.25 TC BC 0.20 0.27 Vert(LL) 0.06 11-12 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.87 Vert(TL) -0.12 Horz(TL) 0.08 11-12 >999 180 9 BCDL 7.0 Code UBC97/ANSI95 (Matrix) n/a n/a Weight: 198 Ib LUMBER TOP CHORD 2 X 6 DF SS G BRACING BOT CHORD 2 X 4 DF No.1&Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and•2-0.0 oc purlins WEBS 2 X 4 DF Std G (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14 JOINTS 1 Brace atJt(s):8 REACTIONS (Ib/size) 9=1006/0-4-8, 2=1097/0.3-8 Max Horz2=158(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension r TOP CHORD 1-2=0/38, 2-3=1539/0, 3-4=1187/0, 4-5=-1501/0, 5-6=1505/0, 6-7=1404/0, 7-8=-16/0, 8-9=121/0 BOT CHORD 2-15=0/1192, 14-15=0/1192, 13-14=0/9, 11-12=0/1404, 10-11=0/874, 9-10=0/874 WEBS 4-14=-985/0, 6-11=416/0, 12-13=13/0, 5-12=129/11, 6-12=11/142, 3-15=15/201, 7-10=13/166, 7-1 l=0!723, 7-9=1209/0 3-14=307/18,12-14=0/1541. 4-12=0/1331 r 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 13.0 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 28 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If 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. �oQ�OFESS/Q�9( LOAD CASE(S) Standard R S CC-0LU C 0�t,64 93 July 31,2006 ® WARNTNO - Dert& destga parameters and READ NOTES ON TN7S AND INCLUDED NITER REFERENCE FAGS WH.7473 BEFORE USE. 7777 Greenback Lane Design valid far use only with Mnek conneclors- This dei n is based on u Suite 109 �0 y upon parameters shown, ding for an individual building component. Applicability of design paromenters and proper in only. Additional n al component a bracing to of bolding designer -not buss designer. Bracing shown Citrus Heights, CA, 95610 is for lolerol support of individual web members only. Aructure is temporary brocing to insure building during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. ereclion and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 5113 D•Onofrio Drive. Madison. WI 53719. M -Tek® GONZ0726 JE7 FLAT I 1 1, 3 Lumber s.o tnc Chico Ca 95928-7434 Matt Dream Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc Mon Jul 310-0 05 20 20 3-7-3 6-10-14 10-2-10 1 13$5 18-10-0 M 20.1.11 23-55 28-9-2 360-13 33.8-0 3.7-3 3-3.11 3-3.11 3.3.11 3-3.11 3-311 3-3-11 3.3-11 3-3.11 3-7-3 6x6 = 6x12 = 2x8 II R22214490 Scale = 1:58.5 -- <1 2u 19 18 17 16 15 14 13 3x10 11 4x6 = 4x6 = 4x6 = 5x12 = 4x6 = 4x6 = 4x6 = 3x10 II 4x12 = 37-3 6-1614 162-10 1365 16-10-0 20-1-11 2355 269.2 30-0.13 338.0 37-3 3311 3311 3311 3.3.11 2111 -, .. -- -. LOADING (psf) SPACING 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 13.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 8 DF SS G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G CSI TC 0.66 DEFL in Vert(LL) 0.04 (loc) 1/deft Ud PLATES GRIP 15 >999 240 BC 0.20 Vert(TL) -0.07 MT20 220/195 15 >999 180 WB 0.82 Horz(TL) 0.02 13 n/a n/a (Matrix) Weight 744 Ib BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-12,. except end verticals: BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 19-20,17-19. JOINTS 1 Brace atJt(s): 1, 12 REACTIONS (Ib/size) 24=3156/0-3-8.13=4706/0-3-8,19=12905/0-5-8 Max Horz24=-65(load case 3) Max Uplift24=77(load case 4), 13=128(load case 4), 19=350(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-24=3037/13, 1-2=3444/99, 2-3=-4902/133, 3-25=-4461/118, 4-25=4461/118, 4-26=11/117, 5-26=11/117, 5-27=187/6464, 6-27=187/6464, 6-28=187/6464, 7-28=187/6464, 7-8=187/6464, 8-9=31/566, 9-10=3942/90, 10-29=5794/140, 11-29=5794/140, 11-30=5168/125, 30-31=5168/125, 12-31=5168/125, 12-13=-4511/118 BOT CHORD 23-24=53/159, 22-23=131/3444, 21-22=165/4902, 20-21=150/4461, 19-20=117/21, 18-19=566/22, 17-18=566/22, 16-17=122/3942, 15-16=172/5794, 14-15=157/5168, 13-14=23/258 WEBS 1-23=96/4029, 2-23=2399/47, 2-22=-42/1814, 3-22=991/17, 3-21=548/18, 4-21=19/383, 4-20=-5700/161, 5-20=94/3073 , 5-19=7902/219, 7-19=3103/78, 8-19=7342/194, 8-17=87/3011, 9-17=5612/151, 9-16=47/1474, 10-16=2306/63, 10-15=379/1, 11-15=-19f780.11-14=3661/95,12-14=165/6022 NOTES 1) 3 -ply truss to be connected togetherwith 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 8 - 3 rows at 0-4-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 34 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) All plates are 5x6 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 7) A plate rating reduction of 20% has been applied for the green lumber members. I 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) 2455 Ib down and 74 Ib up at 10-0-0, 1009 Ib down and 30 Ib up at 12-0-0, 1009 Ib down and 30 Ib up at 14-0-0, and 1238 Ib down and 37 Ib up at 16-0-0, and 2598 Ib down and 78 lb up at 30-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASEed on PS)gStandard A& weruysNG - Overt f y design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. Design vorid for use only with Wet connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of bulling designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to imure stability during conshuction is the responsibilLy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhol. storage. delivery, erection and brocing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute. 583 D'Onofrfo Drive. Nlodisor WI 53119. / Q?,pf ESSlpy�� S. 7- 0 F� CO QP �� LU . C 0,x,64 33 "1 * . -31-97 July 31,2006 7777 Greenback Lane --40 Suite 109 Citrus Heights, CA, 95610 MOW LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-25=393(F=-335), 7-25=58, 7-29=562(F=504), 29-31=58, 12-31=-393(F=335), 13-24=14 Concentrated Loads (lb) Vert 4=2455(F) 26=1009(F) 27=1009(F) 28=1238(F) 30=2598(F) A& WARNING - Verify design parvm — and READ NOTES ON THIS AND rNCLUDED W TER REFERENCE PAGE MIT. 7473 BEFORE USE. Design valid for use ony with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding fabrication, quality controt storage• derrvery, erection and bracing, consult ANSI/TPI1 OuafBy Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onokio Drive. Madison. WI 53719. 7777 Greenback Lane Suite 109 CiWs Heights, CA 95610�rii MiTeks 28-4-0 7-5-6 15$1 15- 15- z0.10-0 25-9-1 ?t1I115 7-5-8 7.8-11 0-4-14 4-11-1 4-11-1 a�a�1 Scale 3x10 = j'""—�---I 13-5-8 4x6 = - 3x6 II 7-9-8 15-61 20.10-0 26.1-15 28.4-0 7-9.6 7-611 53.15 5-3.15 2-2-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.07 1-14 >999 240 TCDL 13.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.13 1-14 >999 180 MT20 220/195 BCLL 0.0 Rep Stress Incr . NO WB 0.57 Horz(TL) 0.06 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) r 4 Weight: 223 Ib LUMBER TOP CHORD 2 X 6 DF SS G BRACING BOT CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals, and:2-0-0 oc purlins WEBS 2 X 4 DF Std G (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc.bracing. WEBS 1 Row at midpt 5-9,7-8 REACTIONS (Ib/size) 1=1091/0-3-8.8=1238/0-3-8 Max Horz1=176(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1590/0.2-3=1721/0.3-4=-1309/0,4-15=i 162/0, 5-15=1162/0, 5-16=343/0,6-16=343/0. 6-7=398/3, 7-8=1211/0 BOT CHORD 1-14=0/1237, 13-14=0/4, 11-12=0/1336, 10-11=0/901, 9-10=0/901, 8-9=0/9 WEBS 2-14=535/0, 4-11=24/227, 5-11=7/447, 5-10=14/192, 5-9=950/0, 6-9=-221/0, 7-9=0/1053, 12-13=6/71, 3-12=8/725, 12-14=0/1396, 2-12=5/157, 3-11=589/13 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 It above ground level, using 13.0 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 42 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If 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) 155 Ib down at 16-0-0, and 155 Ib �QROF ESS/091 down at 25-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. O 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=1.25CD Uniform Loads (plf) LU rC 0 433 rn Vert 1 4=58, 4-0=58, 6-7=58, 1-13=-14, 8-12=14 Concentrated Loads (lb) * 7 Vert 15=155(F) 16=155(F) July 31,2006 ® WARNING - 17e11fy deefgn parmrrer.— and READ NOTES ON THIS AND I✓CLUDED NITER REFERENCE PAGE erI• Design valid for use only with MrTek connectors, lh's design rs based on u 7473 BEFORE USE. 7777 Greenback Lane ,ter_® Applicability of designincorporation r IY upon parameters shown and is for on individual building component. Suite 109 N g paradual vvs and proper into poral i n of component is respomibifity of building designer- not truss designer. Bracingshown Citrus Heights, CA, 95610"M b far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the ryes . � erecta. Additional permanent bracing of the overall structure a the res responsibility of the i-� fabrication, quality control storage. defiv ponsibi ity of the building designer. For general guidance regarding Safety Information available from Truss Plate Institute. 593 D'Onollrigo DonsulMad'eon WI 5311 Q719� Crtlerla, DSB-89 and BCSI1 Building Component r MiTek® I -1-0-0 8-9.6 137.12 13 15 18-11.1 1 15 28-0.10 28-4-0 1-4.0 6.9-6 6-10-6 0.33 5.0.2 0-414 6-8-11 2.36 6x8 ¢ ` Scale = 1:65.1 8x10 // 11 10 3x6 = 2x 14.68 69-6 137-12 19-315 28-0./0 28-4-0 ip=6 1� 5.63 6611 I 2-38 � LOADING(psf)SPACING 2-0-0 TCLL 16.0 ' Plates Increase 1.25 TCDL 13.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code -UBC97/ANSI95 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 OF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 7=1006/0-3-8.2=109710-3-8 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.12 Vert(LL) -0.09 7-8 >999 240 MT20 2201195 BC 0.39 Vert(TL) -0.17 7-8 >999 180 WB 0.50 Horz(TL) 0.05 7 n/a n/a (Matrix) Weight 179 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. Max Horz2=160(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=0/38.2-3=1499/0.34=1516/0.4-5=120310.5-6=1330/0.6-7=-1514/0 BOT CHORD 2-11=011146.10-11=0/8,8-9=0/1063.7-8=0/1200 WEBS 3-11=-373/0, 9-10=7/92, 4-9=-4/449, 5-8=32/309, 5-9=42/284, 9-11=0/1241, 3-9=0/131, 6-8=163/27 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 13.0 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 33 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If 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 J& WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is far an individual building component. Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the ovwol structure is the responsibility of the building designer. For general guidance regarding fabrication, quality controL storage. delivery. erection and bracing, consult ANSI/TPII Quality CrIlerla. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onoldo Drive. Madison. WI 53719. 4 r �O99,0 ESS/S. pNgl LU C 0 433 rrl * E7 July 31,2006 7777 Greenback Lane ® Suite 109 Citrus Heights, CA 95610 _ 4 MiTek® -1-4-0 59.8 1181 11-1 is 1&s -O zall.l z/ 15 z7�m 26-4.0 s 1-4-0 59.6 58-11 0-4-14 4.6-1 481 0-4.14 58.11 1-3-6 8x10 \\ - Scale = 1:59.5 _ 6x8 J 4x6 _ 14 13 12 1.5x4 II 4x12 = 2x6 1488 59.6 1181 16.5-0 21-3.15 27810 28-4-0 t 59-8 13-9.8 5-R. 11 4-110-15 4-10.15 58-11 1-3.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.06 8-9 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.12 11 >999 180 BCLL 0.0 Rep Stress Incr •YES WB 1.00 1 Horz(TL) 0.09 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 187 lb LUMBER BRACING TOP CHORD 2 X 6 DF SSG TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.18Btr G 2-0-0 oc purlins (6-0-0 max.): 4-7. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=1006/0-3-8,2=1097/0-3-8 Max Horz2=141(load case 4) FORCES (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-3=1517/0, 3-4=1171/0, 4-5=1487/0, 5-6=1493/0, 6-7=1199/0, 7-8=1522/0 Y BOT CHORD 2-14=0/1169, 13-14=0/1169, 12-13=0/9, 10-11=0/1481, 9-10=0/1481, 8-9=0/1211 WEBS 3-14=15/200,3-13=311/18, 4-13=962/0, 6-10=12/120, 7-9=28/447, 11-12=5/0, 5-11=-40/29, 6-11=53/44, 6-9=478/25, 11-13=0/1528,4-11=0/1313 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 13.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 33 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If 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. �OQ�pF ESS/pNgl LOAD CASE(S) Standard CID Gt C046 3 * EXP •'-7r��o� �r July 31,2006 ® WARMNG - Vert fy design paramete and READ NOTES ON TNfS AND LNCLUDED AATER REFERENCE PAGE W 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with h17ek connectors. This design a based on u Suite 109 ��® g ty pan parameters shown, and a for on individual building component. �� Applicability of design parvidual rs and proper incorp dditon of component a responsibility stability building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 ^No is for lateral A support of individual web members only. Aructwnos temporary bracing th insure :labilityduling construction is the responsibillity of the rs erector, Additional permanent We. del of the overall structure i the responsibility of the buil designer. For generol guidance regarding Safety Infer, quality voila .storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Solely Information available from Truss Plate Institute. 583 D'Onolrio Drive. Madison, WI 53719. M i%kID 1 ,r'��i7 } 9-6-1 9• 15 16-5-0 22-11-1 22,415 28-40 29-&0 1-40 9$1 0.414 &6-16-6.1 0-414 5-0.1 1.40 8x12 \\ Scale = 1:54.5 ..a— 16 19 20 15 21 22 14 ' 3x8 II 5x10 = 3x10 II 9.6-1 13-9.8 16-5.0 23.3-15 2&40 9$1 6-10-15 &10.15 5.0-1 Plate Offsets (X Y): [2:0-8-3 Edge) [4:0-5-4,0-4-0) [13:0 4 0-5-81 LOADING (psf) SPACING 2-0-0 C:CO. DEFL in (loc) I/deft Ud 7WeightS415 EGRIP TCLL 16.0 Plates Increase 1.25 T17 Vert(LL) 0.12 14 >999 240 220/195 TCDL 13.0 Lumber Increase 1.25 B34 Vert(TL) -0.25 14 >999 180BCLL 0.0 Rep Stress Incr NO W00 Horz(TL) 0.12 9 n/a n/aBCDL 7.0 Code UBC97/ANSI95 ( lb LUMBERBRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF SSG 2-0-0 oc purlins (6-0-0 max): 4-7. WEBS 2 X 4 DF Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-132 X4 DFNo.1G REACTIONS (Ib/size) 2=3357/0-3-8, 9=2596/0.3-8 Max Horz2=97(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42.2-3=5534/0.3-4=-4869/0,4-5=-8607/0. 5-6=-8638/0.6-17=3649/0,7-17=3649/0.8-18=22/0.7-18=56/0, 7-9=-4470/0, 9-10=0/42 BOT CHORD 2-16=0/4451.16-19=0/4451.19-20=0/4451.15-20=0/4451, 15-21=0/131, 21-22=0/131.14-2'2=0/131.12-13=0/7450, 12-23=0!7450, 11-23=0/7450, 9-11=0/3735 WEBS 4-15=1384/0.6-12=39/100.6-11=-4250/0, 7-11=0/1920.13-14=0/2077,5-13=-4/88. 3-16=0/622, 3-15=392/1, 6-13=0/1900 13-15=0/4907, 4-13=0/5641 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 13.0 psf top chord dead OQ�OE ES$/�N� 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 33 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, they are exposed to wind. If cantilevers exist the left is exposed and the'right is not exposed. If porches exist they are exposed to wind. The lumber DOL increase is 1.33, and C-0 Q�'�` C�(\ G1 the plate grip increase is 1.33Q � 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonww ncurrent with any other live loads. � C 04 6 3 m � 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Design assumes 4x2 (flat orientation) purtins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. * EXP 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 720 lb down at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. rL23'Al0'65 SEff 5t;ndard \P q FOF July 31,2006 ® WARNING • Den(fy design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Milek connectors. This design a based on u pa Suite 109 ��® Applicability of design9 N Pon rameters shown. and is es an individual building component. N g poramenlers and proper incorporation Additional al component is bracing to incur of building designer - not buss designer. Broking shown Citrus Heights. CA 95610 u f« blest support of r -o duo! web members very. Additional the res ory i ac of to insure stability during construction is there regarding of the erect«. Additional permonent broking of the overall structure u the responsibility of the building designer. F« general guidance regarding fabrication• quality control. st«age, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Solely Information available from Truss Plate Institute. 583 D'OnofrG Drive. Madison. WI 53719. r M iTekm Job TNss fuss ype - ty1ply gametes GONZ0726 Longfellow Lumber Co., Inc, Chim, G3 Co. 95928-7434. Man Dieb CAL HIP R222144941 Job Reference (optional) o.2w s Jul sa 2005 Mire¢ industries, Inc Mon Jul 3100:05:22 2006 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=58, 4-17=58, 7-17=26, 8-18=26, 7-18=58, 7-10=58, 2-14=14, 9-13=14 Concentrated Loads (lb) Vert 14=1848(F) 19=720(17) 20=334(17) 21=-334(F) 22=-469(F) ® WARNING - 9'ert& de--sgn parvmetera and RFAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE t15E. 7777 GreenbaUc Lane M as Design volid for use only vilh Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing sho%vn Citrus Heights, CA, 95610 WN er is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibillity of the �1 weclor. Additional pmanent bracing of the overall structure is the responsUTibility of the building designer. for generol guidance regarding 4 fabrication. quafily control, l storage, delivery, erection and bracing, consult ANSPII Quality Critedo, DSB-89 and BCSI1 Building Component M ITe^® Safety Inloraiton available from Truss Plale Institute. 583 D'Onohio Drive. Madison. WI 53719. ob russ Truss Type ly y gonzalas :ON20726 Hl KINGPOST 4 1 R2233317< Job Reference o lional ustries, Longfellow Lumber Co., Inc., Chico, Ca. 95928.7434, Matt Dietz 6.200 s Jul 1'2 005 M., PX IndInc. Tue Aug 08 11:09:49 2006 Page 1 10-2-6, 2-2-6 - I 4-4-12 4.7-4 0-2.8 2.2-6 2-2-6 n.7 -a 2-2-6 4412 2-2-6 2-2-6 Scale = 1:11.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.01 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 22 lb _LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 4-4-12 oc purlins. BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=14210-5-8.3=14210-5-8 Max Horz 1=22(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-11210.2-3=-112/0 BOT CHORD 1-4=0/86, 3-4=0/86 WEBS 2-4=-5/67 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 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 �OQRpF ESS/pNgl S.CID m LIJ C 046433 T , *\ EXP/. ', 7 /+ August 9,2006 WARNING - Verffy design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MU -7473 BEFORE USE. - 7777 Greenback Lane Design valid for use Only with Malek conneclors. This design's based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA, 95610"W is lar lateral support of individual web members only. Additional temporary bracing to insure stobiliy, during construction is the responsibil6ty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consul) ANSI/TPII quality Criteria, DSB-89 and 9CS11 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job cuss cuss ype ly y gonzalas GONZ0726 H1N 823414352 KINGPOST 6 r 1 . Job Reference o tional Longfellow lumber Co., Inc., Chico, Ca. 95928.7434, Mab Dietz 6.200 s Jut 13 2005 MTek Industries, Inc. Thu Nov 09 14:57:49 2006 Page 1 F0.2-� 2-2-6 I 4-4-12 A-741 0-2-8 2.2-6 2-2-6 0-2-8 2-2-6 4-4-12 2-2-6 2-2-6 Scale = 1:11.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 4 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 4 >999 180 BCLL 0.0 Rep Stress Incr YES WB ' 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 6 DF SSG OF Std G Std G TOP CHORD Sheathed or 4-4-12 oc purlins. WEBS 2 X 4 D BOT CHORD 2 X 4 F tr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 1=142/0-5-8,3=142/0-5-8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horz 1=22(load case 11) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Upliftl=-462(load case 12), 3=462(load case 13) Max Gravl=604(load case 7), 3=604(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-475/364.2-3=-475/364 BOT CHORD 1-4=275/367.3-4=275/367 WEBS 2-4=-5/67 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 285 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-4-12 for 285.0 plf. Q�OF ESS/pN Lona CASE(S) standard ��`����R S. T�Nc�F� LU rn November 9,2006 WARNING - Ver(jy design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design varid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design paromenfers and proper incorporation of component is responsibility of building designer - not tens designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibility of the �'�� k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quo5ty control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component rowr<n,o.rwraew- Safety Informallon available from Truss Plate Institute, 583 D'Onohio Drive, Madison. W153719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job runs russ ype ty y gonzalas GONZ0726 H2 CAL HIP 1 1 R22333175 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Matt Dietz- (loc) I/deft .. .,.,. Job Reference o tional _ -0-2-8 1-3.7 1-8-5 2-8-7 3.1:Z, 4.4-12 4-7-4 0-2-8 1-3.7 0-4.14 1-0-2 r 0-4-14 737 rta_n 137 3.1-5 4-4.12 1-3-7 1-9.15 1.3-7 Scale = 1:10.1 D LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=142/0-5-8, 4=142/0-5-8 Max Horz1=11(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-175/1, 2-3=-141!7, 3-4=175/1 BOT CHORD 1-6=0/145, 5-6=0/141, 4-5=0/145 WEBS 2-6=-4/50, 2-5=-13/13, 3-5=7/50 BRACING TOP CHORD Sheathed or 4-4-12 cc purlins, except 2-0-0 oc purlins: 2-3. 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 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. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard A WARNING - Der jig design P—merera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M77-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon poramelers shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for Ioteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding fabrication• quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. /OQ?,OF ESS/0S. N�\ CO Q� F� cc C 6433 a o7 ::�- I August 9,2006 I I I r t+mee - Lane Suite 109 Citrus Heights, CA. 956101"fff MOW LOADING(pso TCLL SPACING 2-0-0 DEFL in (loc) I/deft Ud PLATES GRIP 16.0 TCDL 13.0 Plates Increase 1.25 0.01 Vert(LL) -0.00 6 >999 240 MT20 220/195 Lumber Increase 1.25 :B:C0.03 Vert(TL) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES 0.02 Horz(TL) 0.00 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 plified) Weight: 25 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=142/0-5-8, 4=142/0-5-8 Max Horz1=11(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-175/1, 2-3=-141!7, 3-4=175/1 BOT CHORD 1-6=0/145, 5-6=0/141, 4-5=0/145 WEBS 2-6=-4/50, 2-5=-13/13, 3-5=7/50 BRACING TOP CHORD Sheathed or 4-4-12 cc purlins, except 2-0-0 oc purlins: 2-3. 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 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. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard A WARNING - Der jig design P—merera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M77-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon poramelers shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for Ioteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding fabrication• quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSII Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. /OQ?,OF ESS/0S. N�\ CO Q� F� cc C 6433 a o7 ::�- I August 9,2006 I I I r t+mee - Lane Suite 109 Citrus Heights, CA. 956101"fff MOW Job ss cuss type h7y-]gonzalas D-2-9 1-4-14 03-5 2-3.0 �'2 GONZ0726 F.4u CAL HIP 1 I Scale = 1:29.4 R22456429 Longfellow Lumber Co., Inc., Chico, Ca. 9592&7434, man Dieb: 0.23 BC 0.41 Vert(LL) 0.12 10 >999 240 Vert(TL) -0.26 4 10 >758 180 Job Reference o tiara! -q-2f9 1-4-14 46P 3-11-3 8-5.5 I 12 11-7 I 15 -2 -71 -5 -?2 1610.10 17 1 3 '� 0.3.5 1.4-14 D-2-9 D-2-9 1-4-14 03-5 2-3.0 �'2 4-62 2.3-0 SPACING 2-0-0 Plates Increase 1.25 • DEFL in (loc) I/deft 1Ud I Scale = 1:29.4 5x6 i a.o0 12 23 11 , 5x6 -�- 3x4 = 4x4 = 1.5x4 II 4x4 = 3x4 = 1-4.14 3-11-3 65-5 12-11-7 15.5.12 1610.10 ` 1-4-14 2.65 4.62 4-62 2-65 1.4-14 Plate Offsets (X,Y): [2:0-2-4.0-Z-81, [6:0-2-4.0-2-81 1 LOADING(psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC DEFL in (loc) I/deft 1Ud PLATES GRIP TCDL 13.0 Lumber Increase 1.25 0.23 BC 0.41 Vert(LL) 0.12 10 >999 240 Vert(TL) -0.26 4 10 >758 180 MT20 220/195 ` BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.04 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 75 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G *Except* TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-6 2 X 4 OF No.18Btr G 2-0-0 oc purlins (4-8-7 max):. 2-6, BOT CHORD 2 X 4 F tr G OF Std G Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 D - REACTIONS (Ib/size) 1=591/0-5-8.7=591/0-5-8 Max Horz1=12(load case 3) s Max Upliftl=l(load case 5), 7=1(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=961/2.2-3=722/9.3-4=1864/11,4-5=1864/11.5-6=722/9,6-7=961/2 BOT CHORD 1-12=4!792, 11-12=3/1864, 10-11=0/2668, 9-10=0/2668, 8-9=0/1864, 7-8=0!792 WEBS 2-12=6/445, 3-12=1218/5, 3-11=10/255; 4-11=829/7, 4-10=11/153,4-9=829/7, 5-9=10/255, 5-8=1218/5, 6-8=6/445 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 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. f 6) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1Od nails. LOAD ESS/O�q CASE(S) Standard �OQ?,OF - S. r7iyG,�F� '03 C 046 33 T 1t EX ' 1.07 ® WARNING - V-11]11 d-fgn Parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design volid for use only with Wel connectors. This design's based only upon paromelers shown, and is for an individual building component. Applicability of design poramenlers and proper incorporaBon 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 responsibil6y of the erector. Additionol permanent bracing of the overall structure is the responsibility of The building designer. For general guidance regording fabrication, quality controt storage. deli ery. erection and bracing, consult ANSI/TPll Quality Criteria. DSB-89 and BCSII Building Component Safety Informaton available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI 53719. August 17,2006. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 t Job russ 2-0-0 CSI y gonzalasGONZ0726 (loc) HS 71-ussypety 3 1 822456430 Longfellow Lumber Co., Inc.. Chico, Ca. 959287434. Mae Dien Vert(LL) -0.03 6-7 Job Reference o tional - __..- ---- ......... „.� n.,y „ .go , -¢219 335 383 85-5 I 13-2-7 13-7-! 18-10-10 13.3 0.2.9 335 0-41449-2 49-2 0.414 335 0.2-9 Scale = 1:29.4 5x6 'i 5x6 1.5x4 II 3x4 = 335 85-5 137-5 1810-10 335 5-2-0 5-2-0 1•ic 3x4 = LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.03 6-7 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.26 HOrz(TL) 0.02_ 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 881b LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=591/0-5-8, 5=591/0-5-8 Max Horz 1 =29(load case 3) Max Upliftl=1(load case 5), 5=1(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=854/2, 2-3=691/20, 3-4=-691/20, 45=-854/2 BOT CHORD 1-8=2/708, 7-8=0/1128, 6-7=0/1128, 5-6=0/708 WEBS 2-8=16/293, 3-8=499/17, 3-7=12/176, 3-699/17, 4-6=16/293 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc puriins (6-0-0 max.): 24. 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 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) 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) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNDVG - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PADS MII•7473 BEFORE USE. Design valid for use only with M @Tek connectors. This design is based only upon parometers shown. and u for an individual building component. Applicability of design paromentess and proper incorporation of component is responsibility of burning designer -nal buss designer. Bracing shown is lot lolesol support of individual web members only. Additional lemporory bracing to insure f builds during constructions the responsibility of the erector. Additional pemsanenl bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, derivery, erection and bracing, consult ANSI/TPI pualey Crtlerl n r. For end BCSII dance rding Component Safety Information available from Truss Plate Institute. 563 D'Onohio Drive. Mad'aon. WI 53719. Q?,OF ESS/ pN�� S. CID QP �� 1711 Of C 04%@433 T August 17,2006 7777 Greenback lane ��® Sure 109 "11 Citrus Heights, CA, 95610 am& • MPek' Job ---- ._0_ m._ 6 s- uu. 132005 ex fausn. es, Inc. hu Aug 17- russ I russ Iype Qty Ply gonzalas GONZ0726 H6 OUEENPOST 10 1 822456431 Longfellow Lumber Co.. Inc. Chico. Ca. 95928.7434 Man n—l-y— 1-6 >999 240 Job Reference o tional . _ 02:22:50 2006 Pagel -Of2f9 452 I 655 I 12-59 I 16-10-10 171-3 0-2-9 4-52 4-0-4 4.0-4 4-51 0.2-9 5x6 — Scale = 1:39.5 3x4 = a 3x4 = 3x10 = 8-5-5 1610.10 f4 d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL' 16.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.10 1-6 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.17 1-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 90 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=591/0-5-8, 5=591/0-5-8 Max Horz 1 =77(load case 4) Max Upliftl=l(load case 5), 5=1 (load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=700/0.2-3=505/32.3-4=505132,4-5=700/0 BOT CHORD 1-6=0/562, 5-6=0/562 WEBS 2-6=180/26, 3-6=46/357, 4-6=180/26 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins. 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 H 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/pNq S. CO X C 046433 T ©Ws lees R -v August 17,2006 ® WARNING • Ver(& design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU.7473 BEFORE USE. 7777 Greenback lane Q► Design valid for use only with Welt connectors. This design is based only upon parameters shown and is for an individual building component. Suite 109 ��� Applicability of design poramenlers and proper incorporation of component c responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is lor lateral support of individual web members only. AddiRonal temporary bracing to insure stability during construction is the responsbilliy, of the erecta. Additional permanent brocing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication. quality control storage, delivery. erection and bracing, M consult ANSVII'll Quality Criteria. OSB -89 and BCSII Building Component M Tek Safety Information ovaibble from Truss Plate Institute, 583 D'OnoZ Drive. odison. W153719. Job cuss Plate Offsets (X,Y): (1:0-3-1,Edge1 [2:0-54,0-2-01 [5:04-12,0-1-81 ty y gonzalasR22398707 DEFL in (loc) I/deft Ud 7.,uSsype.- TCLL 16.0 Plates Increase 1.25 TC, 0.11 Vert(LL) 0.04 4-5 >999 240 GONZ0726 It IP 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.01 4 n/a n/a Job Reference o tional rang rs u:rcea euuo rage s 1-8-7 1 2-1.5 I 6.0-0 - t 1.8.7 0-4-14 310-11 6x10 \\ Scale = 1:14.2 4x8 = 4XIS = s2 1-8-7 4-3-9 Plate Offsets (X,Y): (1:0-3-1,Edge1 [2:0-54,0-2-01 [5:04-12,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC, 0.11 Vert(LL) 0.04 4-5 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.08 4-5 >849 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 35 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 5-2-7 oc purlins, except end verticals, and 2-0-0 oc purlins: BOT CHORD 2 X 6 DF SS G 2-3. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. JOINTS 1 Brace at Jt(s): 3 REACTIONS (Ib/size) 1=1596/0-5-8,4=1403/Mechanical Max Horz 1 =32(load case 4) Max UpliH1=42(load case 4), 4=411 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension , TOP CHORD 1-2=2787/86, 2-6=4/12, 6-7=5/10, 3-7=7/10, 3-4=137/0 BOT CHORD 1-5=-82/2142, 5-8=-82/2142, 8-9=82/2142, 4-9=82/2142 WEBS 2-5=72/2026, 2-4=2230!79 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy Category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure 8 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) Girder carries hip end with 0-0-0 right side setback, 2-2-6 left side setback, and 2-2-6 end setback. ESS/� 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q �QF N 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 Ib down and 2 Ib up at 1-10-3, and 200 Ib down and 6 Ib up at 2-2-6 on top chord, and 1200 Ib down and 36 Ib up at 2-0-0, and 1200 Ib down and 36 Ib up at 4-0-0 on bottom chord. The design/selection of such device(s) is C�� connection 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). CCI QQ� t C 04 3 � LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 E Uniform Loads (plf) * Vert: 1-2=-58, 2-3=-54, 14=-13(F=1) Continued on page 2 August 14,2006 -® WARNING - Verify design paramecem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design volid for use only with M7ek connectors. This design is based on upon parameters shown. and is for on individual building component. 9 N Suite 109 Applicability of design en pp N g poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Citrus Heights, CA, 95610�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. M iTek Job russ russype ty Ply gonzalas GONZ0726 11 MONO CAL HIP 1 1 822398707 , Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=15 5=-1200(F) 6=200(F) 9=1200(F) a ® WARNING - VeriJy design parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid far use only with M iTek connectors. This design is based only upon porometers shown. and is for on 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 individval web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the weclor. Additional permanent bracing of the overofl structure is the responsibility of the building designer. For general guidance regarding tobricolion, quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criferta, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610�ww MOW Job russ Truss ypery y gonzalas GONZ0726 12N MONO TRUSS 1 r 1 823414354 Longfellow Lumber Co.. Ine' cblr„ ra QSe90.]did u,» rne« 1-5 >999 240 Job Reference (optional)s a.zuu s Jul 1s ZWb mi 1 ex Inaustnes, Inc. Thu Nov 09 14:57:50 2006 Page 1 t 3-2.5 I 6-0.0 3-2.5 2-9.11 2x8 II 4x8 = 3x10 II 6x6 = 3-2.5 6-0-0 3.2-5 2-9-11 Scale = 1:27.8 LOADING (psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) 0.01 1-5 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.03 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 41 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 4-9-15 oc pudins, except end verticals. BOT CHORD 2 X 6 DF SS G BOT CHORD Rigid ceiling directly applied or 84-14 oc bracing. WEBS 2 X 4 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT REACTIONS (Ib/size) 1=1675/0-5-8.4=1675/Mechanical LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Horc1=122(load Case 11) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Uplift1=605(load case 12) Max Grav1=2694(load case 7), 4=1701(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3154/1200, 2-3=-854/810, 3A=98/23 BOT CHORD 1-5=1021/2492, 4-5=-355/1826 WEBS 2-5=0/1792, 24=1655/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 1500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 6-0-0 for 250.0 plf. OQRpF ESS�0 6) Girder Carries tie-in span(s): 31-4-0 from 0-0-0 to 6-0-0 ' 7) In the LOAD; ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C`��p�R S LOAD CASES StandardGO 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 m Uniform Loads (plf) LrI C 046 33 Vert 1-4=-538(F=524),1-3=-58 * EX -07 rF November 9,2006 ® WARNING • Derjry deargn P—nn tern and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. ' Design vofid for use only with Welt connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ��� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding vowda+o Pearoa...- fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Crtleda, DSB-89 and BCSII Building Component Lane, Suite 109 Safety Information available from Truss Plate Institute. 583 D'Onol7777 Greenback La io Drive. Madison. WI 53719. Citrus Heights, CA, ne, 10 Su Job rvss russ ype ty y gonzalas GONZ0726 13 FLAT CSI TCLL R22398709 Plates Increase 1.25 TC 0.17 2 13.0 Lumber Increase Longfellow lumber Co.. Ina. Chico_ Ca_ 9592&743a span nl— BCLL 0.0 Rep Stress Incr Job Reference o liana/ 3-0-0 3-0-0 3x4 = 3x4 = 30.0 Evan LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS . 2 X 4 DF Std G REACTIONS (Ib/size) 6=909/0-5-8.4=879/Mechanical DEFL in (loc) I/deft Ud PLATES GRIP 3-0-0 5 >999 240 LOADING(psf) Vert(TL) -0.02 SPACING 2-0-0 CSI TCLL 16.0 Plates Increase 1.25 TC 0.17 TCDL 13.0 Lumber Increase 1.25 BC 0.20 BCLL 0.0 Rep Stress Incr NO WB 0.21 BCDL 7.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS . 2 X 4 DF Std G REACTIONS (Ib/size) 6=909/0-5-8.4=879/Mechanical DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.01 5 >999 240 MT20 220/195 Vert(TL) -0.02 5 >999 180 Horz(TL) 0.01 4 n/a n/a Weight: 32 Ib BRACING TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. JOINTS 1 Brace at Jt(s): 1, 3 Max Horz6=34(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension r TOP CHORD 1-6=-402/0, 1-2=8/11, 2-7=8/11, 3-7=8/11; 3-4=372/0 BOT CHORD 5-6=011054,4-5=0/1054 WEBS 2-6=-1157/0, 2-5=12/94, 2-4=-1157/0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries tie-in span(s): 13-4-0 from 0-0-0 to 6-0-0 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 3-7=-290(F=-232), 4-6=-14 Trapezoidal Loads (plf) Vert 1= -318(F= -260) -to -7=290(F=232) 10 ® WARNING - Vert(y deafgn Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon poromelers shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabicolion, quality control. storage. delh ery. erection and bracing, consul[ ANSI/TPll Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 537)9. Scale = 1:12.9 /OQRpF ESS/ONq\ CO LU rn C 046433 * E -0,7 1� OF August 14,2006 7777 Greenback Lane ��® Suite 109 Citrus Heights, CA, 95610�� MOW i S t /OQRpF ESS/ONq\ CO LU rn C 046433 * E -0,7 1� OF August 14,2006 7777 Greenback Lane ��® Suite 109 Citrus Heights, CA, 95610�� MOW Job SPACING 2-0-0 TnISS Type tyylob PLATES GRIP gonzalas GONZ0726 J1 CAL MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.26 21-23 >999 180 HIP 1 Rep Stress Incr NO WB 0.73 Longfellow Lumber Co.. Inc.. Chico. Ca. 95928.7434 noon nlae� � Code UBC97/ANSI95 (Matrix) Reference(optional)822398710 _ s vku m 4uw -r ex mousmes, mc. sun Aug 13 22:42:25 2006 Pagel -1-4-01 5-6.1 Su0 15 13-0-11 1 20.7.5 1 27-9-1 28i115 33-8-0 135-0.01 1.4-0 5.6-1 0.4-14 7-1-12 - 7-6-10 8 7-1-12 04-14 5.6.1 1-4-0 3x10 = 5x6 = 5x10 = N 19 - 3x10 = • 5.61 13.0.11 20-7-5 28-1-15 33-8.0 5-61 7-610 7-610 7-610 5-61 1:60.9 6�a LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.77 T Vert(LL) 0.13 21-23 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.26 21-23 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.07 17 n/a n/a - BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 260 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G BOT CHORD WEBS JOINTS REACTIONS (Ib/size) 2=2779/0-5-8,17=1409/0-5-8 Max Horz2=171(load case 3) Max Uplif12=-49(load case 5), 17=3(load case 5) Sheathed or 4-3-0 oc purlins, except 2-0-0 oc puffins (4-6-6 max.): 4-15. Except: 1 Row at midpt 7-15 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-24, 10-20 1 Brace at Jt(s): 7 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=3883/51, 3-4=-2918/79, 4-26=-2502!71, 5-26=-2502/71, 5-6=3381/131, 6-27=3381/131, 7-27=3381/131, 7-10=3381/131, 10-12=1759/125,12-13=-1759/125,13-15=1759/125. 8-9=-14/0,9-11=-46/28.11-14=79/65. 14-15=128/9,15-16=2068/8,16-17=-1902/0.17-18=0/42 BOT CHORD 2-25=0/2994, 24-25=0/2994, 23-24=0/3381, 22-23=0/3134, 22-28=0/3134, 28-29=0/3134, 21-29=0/3134, 20-21=0/3134, 19-20=0/1444,17-19=0/1444 WEBS 4-24=-06/835, 5-24=1007/87, 5-23=-55/152.110-23=79/298. 10-21=27/252, 10-20=1520/71, 15-20=45/670, 7-9=76/19, 11-12=-200/17,13-14=-81/13,3-25=12/1161, 16-19=-79/0.3-24=-691/24,16-20=-1/373 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) All plates are 2x8 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 Ib down and 0 Ib up at 6-0-0 on top chord, and 1405 lb down and 2 Ib up at 2-2-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 A WARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTER REFERENCE PAGE MH -7473 BEFORE USE. Design valid for use only with MrTek connectors. This design is based only upon poramelers shown, and is for an individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 O'Onofrio Drive. Madison, WI 53719. O,?,o ESS/p�9 S. r�N��F� C7 QP �� TZT1 LU C 046 33 * EX -07 August 14,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 956101"ON MOW Job WSs Type uty ygonzalas GON20726 J1 R22398710 CAL HIP 1 1 Lonofellow Lumber Co. Inc. Chim ca 9597A -741A seaH n;— Job Reference (optional) H., sun nug r ,,.rc.,o,uua rage, LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 14=58, 4-27=-58, 7-27=26, 8-15=-58, 15-18=58, 2-17=14 Concentrated Loads (lb) Vert: 25=1405(F) 26=200(F) WARNING - yerlry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design o based only upon parameters shown, and o for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights. CA, 95610!L= ff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, of the erector. Additional permanent bracing of the overall structure o the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consufl ANSI/TPII Quality Criteria. DSB-89 and BCS11 Building Component M Tek® Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive. Madison. WI 53719. Job russ Truss Type ty y gonzalas GON20726 J2 CAL HIP 1 1 822398711 w Lvnofellowlumhnrrn tae- rh;. — a4aorz.,a.... ;; r,..,.- Job Reference (optional) - 1-1.4-01 7-6-1 7-10.115 13-8.11 1 19-11-5 1 25-9-1 26)1)15 33-8-0 135.0-0r 1-4-0 7-6.1 0-4-14 5-9-12 6-2-10 6 5-9-12 0-4-14 7-6-1 1-4-0 ' scale = 1:61.9 •- rr iv to Ia [I 14 -'"- 3x4 = 3x4 = 3x8 = 1.5x4 11 3x4 = 3Iq d 7-6-1 13-8.11 19.11-5 26.1-15 33-8-0 7-&1 6.2.10 6.2-10 6.2-10 7-6-1 Plate Offsets (X,Y): [2:0-8-3,0-0-141.[12:0-8-3,0-1-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 16.0 Plates Increase 1.25 t+TC 0.44 Vert(LL) 0.0915-17 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.17 15-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.07 12 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 215 lb LUMBER I BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No. t &Btr G 2-0-0 oc purlins (6-0-0 max.): 3-11. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 8 REACTIONS (Ib/size) 2=1302/0-5-8,12=1309/0-5-8 Max Horz2=179(load case 3) Max Uplift2=58(load case 5), 12=20(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-1869/117, 3-4=1451/105, 4-19=1987/147, 5-19=1987/147, 5-8=-1466/151, 8-9=-1466/151, 9-11=-1466:151 , 6-7=-48/0, 7-10=82/62, 10-11=111/5, 11-12=1886/51, 12-13=0/39 BOT CHORD 2-18=0/1467, 17-18=0/1987, 16-17=0/2005, 16-20=0/2005, 15-20=0/2005, 15-21=0/2005, 14-21=0/2005, 12-14=0/1482 WEBS 3-18=79/602, 4-18=686/106, 4-17=-72/218, 5-17=184/140, 5-15=-40/204, 5-14=689/65, 11-14=58/604, 7-8=198/58, 9-10=-72/0 NOTES + 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 34 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. P?�OF ESS/() 6) Design assumes 4x2 (Oat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard CD cm 04W63 Ex OF August 14,2006 WARNING - V<.1 fy design pasamerers and READ NOTES ON THIS AND INCLUDED 6IITEK REFERENCE pAGE 6!77.7473 BEFORE USE. 7777 Greenback Lane �® Design valid for use only with Welt This design B based only upon parameters shown, and is for an individual building component. Suite 109 wn Citrus Heights, CA, 95610 v is lar lateral support of individual b members only. Additional temporary bracing to insure stability during construction is the responsibillify of th Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shoe ��� 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 CrBerlo, DSB-89 and BCSII Building Component formation available from Truss Plate Institute. 583 D'Onobio MOW K® Solely InDriMadison. adison. WI 53719. ,v Job russ loss ype ty1ply gonzalas GONZ0726 J3 CAL HIP 1 1 822398712 Job Reference o tional Longfellow Lumber Co., Inc., Chiw, Ca. 95928-7434, Matt Dietz 6.200 s Jul 13 2005 MiTek Industries, Inc. Sun Aug 13 22:42:27 2006 Page 1 1-40 4-9-6 9-6.1 9• 15 14-411 19-3-5 23-9-1 2 115 28-10-10 33.8-0 1-40 49.8 4-8.11 0-414 4512 4-10-10 4-5-12 0-4.14 4-8.11 4-9-6 1.4-0 14-6-0 Scale = 1:71.7 2x4 11 312 3x10 = 3x4 = 3x8 = 3x10 = 1.5x4 II ` 9-6-1 14-4-11 19-3-5 24-1-15 33-8-0 9-6-1 410-10 410.10 410-10 9-6.1 Plate Offsets(X,Y): [2:1-0-3.0-0-141.112:1-0-3,0-0-141 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.12 12-14 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.22 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.06 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) _ Weight: 231 lb LUMBER BRACING _ TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 DF No.1 &Btr G 2-0-0 oc purlins (6-0-0 max.): 4-10. WEBS 2 X 4 DF'Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace'at Jt(s): 9 REACTIONS (Ib/size) 2=1298/0-5-8,12=1303/0-5-8 Max Horz2=170(load case 3) Max Uplift2=47(load case 5), 12=-16(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39,2-3=1794/67,3-4=1622/112. 4-5=-1313/98, 5-6=1571/117,6-9=1323/125.9-10=1323/125,7-8=32/0, 8-10=81/55, 10-11=1631/59,11-12=-1801/15,12-13=0/39 BOT CHORD 2-18=0/1405.17-18=0/1571, 16-17=0/1578, 15-16=0/1578, 15-19=0/1578, 14-19=0/1578, 12-14=0/1411 WEBS 3-18=-116/33, 4-18=-54/546, 5-18=420(72, 5-17=66/167, 6-17=140/117, 6-15=-24/135, 6-14=456/49,10-14=54/543. 11-14=-125/29, 8-9=-150/42 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 34 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. �OQ(j�F ESS/���( LOAD CASE(S) Standard Q �� S. TjNC FZ G1 QP F� m 0433 August 14,2006 WARMNG - Verffg design parameter and READ NOTES ON THIS AND DVCLUDED NITER REFERENCE PAGE NII -7473 BEFORE USE 7777 Greenback Lane �® Design valid for use only with IWTek connectors. This design is based only upon parameters shovm, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus,Heights, CA, 95610amew is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erec lion and bracing, consult ANS17fP11 Quality Criteria, DS B-89 and BCSI1 Bulldin9 Component MiTek® Safety Information available from Truss Plole Institute. 583 D'Onolrio Drive. Madison. WI 53719. Job Hiss runs ypety 3ONZ0726 J4 CAL HIP y gonzalas 1 1 822398713 Job Reference o fional Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Matt Dietz 6.200 s Jul 13 2005 MTek Industries, Inc. Sun Aug 13 2242:27 2006 Page 1 0-1 •1-4-0 59-6 11-6-1 11-1 15 16-10.0 21-9-1 2211115 27-10-10 33-8-0 0-0 1-4.0 59.6 58-11 0414 4-11.1 4-11-1 04-14 58-11 59-6 1-4.0 5x8 i 7 Scale = 1:67.2 1.5x4 11 3x10 = 3x8 = 3x10 = 1.5x4 II 1.5x4 II 59-8 11-6-1 16-100 22-1-15 27-101033-8-0 59-6 58-11 5315 53-15 58-11 59-6 4 014 d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.06 12-14 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.10 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.06 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 228 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1315/0-5-8.9=1332/0-5-8 Max Horz2=179(load case 3) Max Uplift2=67(load case 5), 9=50(load case 5) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15.5-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=1863/119, 3.4=1541/159, 4-5=-1231/139, 5-17=-1266/191, 6-17=1266/191, 6-7=-101/0, 6-8=-1573/135, 8-9=1889/79, 9-10=0/39 BOT CHORD 2-16=3/1440, 15-16=-3/1440, 14-15=0/1366, 13-14=0/1366, 13-18=0/1366, 12-18=0/1366, 11-12=0/1459, 9-11=0/1459 WEBS 3-16=-15/195, 3-15=-262/44, 4-15=82/480, 5-15=-328/118, 5-14=-28/173, 5-12=-287/39, 6-12=-47/427, 8-12=238/28, 8-11=10/196 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. LOAD CASE(S) Standard �OQRpFESS/CID G) pN�l LU C 04W73 r \* EXO7 */ OF >, u- August 14,2006 WARNING . 17-ify desfgn pa,•ametera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mit. 73 BEFORE USE. 7777 Greenback Lane Design void for use only with Wel, connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design poromenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shaven Citrus Heights, CA, 95610�OF is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCSII Building Component M ITe^4 ® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job fussUS6 ype t y gonzalas GONZ0726 K2 CAL HIP 1 i 822398715 Lonafeilow lumber Co.. Inc_ Chim Ca. a5B7fL7d1d M—ni— LOADING(psf) SPACING 2-0-0 Job Reference o tional 5.36 I 12-0.1 tj:%0 174-0 770115 2445-10 I' 31-4-0 f12 8-q 5-3-6 6-8-11 45-75 4-140 45.15 6-8-11 636 1-4-0 8x10 \\ Scale = 1:70.9 • r - [ 4-10.0� x8 Q 2 — — 31.4 �b 5-3.6 12-41 17-9-15 24-6-10 31-4.0 5-3-6 6-8-11 5.915 6-8-11 6-9-6 Plate Offsets (X,Y): [1:0-2-12.0-2-0], [2:0-2-12,0-2-9j, [570-2-12.0-2-01, :0-0-6,0-0-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.06 8-9 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.13 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) . Weight: 207 lb LUMBER BRACING TOP CHORD 2 X 6 OF SS G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No:18Btr G (6-0-0 max.): 3-4. WEBS 2 X 4 DF:Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9 r REACTIONS (Ib/size) 13=1115/Mechanical, 6=1205/0-5-8 Max Horz13=170(load case 3) Max Uplift13=2(load case 5), 6=19(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1227/15, 2-3=1079/51, 3-4=944/81, 4-5=-1118/51, 5-6=1512/2,6-7=0/19,1713=-1079/0 BOT CHORD '12-13=100/161, 11-12=8/1021, 10-11=0/912, 9-10=0/912, 8-9=0/1231, 6-8=0/1231 WEBS 2-12=-166/0, 2-11=156/62, 3-11=-51/274, 3-9=-61/148, 4-9=41/334, 5-9=-353/52, 5-8=16/226, 1-12=0/1051 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 33 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 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 ®. WARNING - Vertfy design parameters and READ NOTES ON TRIS AND INCLUDED MITES REFERENCE PAGE MD 7473 BEFORE USE. Design vofid for use only with M7ek connectors. This design is based only upon paromelers shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 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 BuBding Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. windison, WI 53719. �oQRpF ESSIS. pN�I C-0 QF F'� m W C 0464-U T t *\ EXP../?3;;, ". i* , August 14,2006 7777 Greenback Lane ��® Suite 109 Citrus Heights, CA, 956101—MIN OD 41 0 0 I Job fuss N55 typeQty Ply gonzalas GONZ0726 L7 R22398716 FINK2 1 Longfellow Lumber Co.. Inc._ Chico. Ca 9547R.7a1e m-m•ti _ Job Reference otional ___ ..._ ____ ..._ .. _ �__ ., _...._ �...... ..�� ..........,,,. uau nay .a ac..c.o avaa —9g . 1-4-0 7.7-15 14-11-0 22-2-1 - 29-10-0 1-4-0 7-7-15 7-3-1 7-3.1 7.7.15 7x8 = 4 1 9 8 7 4x6 = • 3x4 = • 3x8 = 3x4 = 10-0-15 19-9-1 29-10-0 10.0.15 9.6-1 10.0-15 r1dteylTselstA,T): IZ:u-u-1 Eagel 16:0-0-1 Edged - - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.22 7-9 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.40 7-9 >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS 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) 2=1152/0-5-8,6=1061/0-3-0 Max Horz2=164(load case 4) Max Uplift2=18(load case 5), 6=-2(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=1348/0, 3-4=-1 155185. 4-5=1161/85, 5-6=1355/0 BOT CHORD 2-9=0/1100, 8-9=0/758, 7-8=0/758, 6-7=0/1110 WEBS 3-9=-325/40, 4-9=66/497, 4-7=65/507, 5-7=335/39 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 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 /Oe?,pf ESSIpy�\ S.CD Q� F� m UJ C 04)433 T August 14,2006 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. --W, EVE222M 7777 Greenback Lane Design vofid for use only with M-rek connectors. This design is based only upon parameters shown. and is lar on individual building component. Suite 109 ��� Apprrcobiliy or design poramente,rs and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stabiriy during construction is the responsibilliy, of the =� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For gene,rol guidance regarding _-- fabrication, quality control• storage. delivery, erection and bracing, consult ANSI/TPII Quality CrIferlo, DSB-89 and BCSII Building Component M iTek® Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison. WI 53719. V I Job russ Truss ypety DEFL y gonzalas I/deft Ud " TCLL 16.0 Plates Increase 1.25 R23414350 GONZ0726 LIN FINK 2 1 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.40 Job Reference (optional) ...,-- — — —e , an uie¢ 5.200 s Jul 13 2005 MTek Industries, Inc. Thu Nov 09 14:57:51 2006 Page 1 r1-4-0, 7.7.15 I 14-11-0 I 22-2-1 I 29.10.0 1 1-40 7-7-15 7-3-1 7-3-1 7-7-15 I 7x8 = 3x4 = 3x8 = 3x4 = 10.0-15 19-9-1 29-10-0 10.0-15 9-8-1 10-415 4x6 = 19 d Scale = 1:68.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.22 7-9 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.40 7-9 >883 180 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(TL) 0.04 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) " Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 5-0-0 oc puffins. BOT CHORD 2 X 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=1152/0-5-8,6=1061/0-3-0 Max Horz2=164(load case 10) Max Uplif12=1117(load case 12), 6=1100(load case 13) Max Grav2=2250(load case 7), 6=2159(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-3=2766/1414,3-4=1612/542,4-5=1628/552.5-6=2785/1427 BOT CHORD 2-9=1006/2121.8-9=01761.7-8=0/761.6-7=989/2148 WEBS 3-9=352/67, 4-9=93/502, 4-7=86/507, 5-7=356/60 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss has been designed for a total drag load of 3200 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-10-0 for 107.3 plf. LOAD CASE(S) Standard November 9,2006 ® WARNING - V-(ry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11M.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. a•� Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown .n /�'��� is lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity, M of the erector. Addilional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding rowce Peer fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component OeM- Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job cuss russe ' � h Ply 9onzatas , GONZ0726 K1N CAL HIP 1 1 823414351 Lonnfellow Lumber CQ. Int Cher ca QSQ71 7 -- m— _ Lumber Increase 1.25 Job Reference (optional) s Jul I4 zuu5 MI I ex inaustnes, Inc. Thu Nov 09 14:57:51 2006 Page 1 5-3-6 I - 12-0-1 1�Af0 17.4-0 1719115 2441-10 I 31-40 132 8-Q 5-3.6 6-8.11 0-5-15 4-10-0 .0-5.15 6-8-11 6-9.6 1-4-01 8x10 \\ I 410-0 x10' 121-11-017 11 1.5x4 7-11-0 2k — US — ax4 — 31-4-0 _11•. 6x10 = 5-3-6 12-0-1 17-9-15 24-6-10 29.10-0 31-40 5-3-6 6.8-11 5-9-15 6-8-11 5.3-6 1-6-0 Scale = 1:69.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.06 12-14 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.10 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.02 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 216 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 5-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 DF No.1 &Btr G (6-0-0 max.): 3-4. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-12.4-11,4-9,3-11 REACTIONS (Ib/size) 7=267/7-10-0, 8=243/7-10-0, 15=807/Mechanical, 9=819!7-10-0 Max Horz 15=1 45(load case 8) Max Uplift7=674(load case 13), 8=-435(load case 13), 15=1189(load case 12) Max Grav7=988(load case 6), 8=742(load case 6), 15=1997(load case 7), 9=822(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2060/1252, 2-3=1364/817, 3-4=530/278, 45=365/332, 5-6=794/717, 6-7=-1052/916, 1-15=-1961/1183 BOT CHORD 14-15=-410/412, 13-14=-440/1063, 12-13=-440/1063, 11-12=40/526, 10-11=212/215, 8-9=321/439, 7-8=745/863 WEBS 2-14=-402/297.2-12=-544/376.3-12=230/399, 4-11=256/491, 6-8=687/490,1-14=113113/2048, 9-10=-5/68, 5-9=199/19, 6-9=-467/462, 9-11=-553/891, 4-9=757/218,3-111=744/444 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 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 33 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. OQ�OF E$$/�N� 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a total drag load of 3200 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-10-0 for 107.3 plf. �_p� /�C (tom 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Q �(\� - Q LOAD CASE(S) Standard � C 04 ,33 *\ EX,4;i 1-07 /* November 9,2006 ® WARNING - Vertfy design parssnretem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. �®��p Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is dor an individual building component. r1AW Applicability of design poramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Ra �T� k, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the goer. Bresponribi in of the erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For generol guidance regarding fabrication. Information control, storage, delivery, erecfte. and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII BuIlding Component 7777 Greenback Lane, Suite 109 Safely Iniormaflon available from Truss Plate Institute. 583 D'Onotdo Drive, Madison. WI 53719. Citrus Heights, CA, 95610 a russ cusstype ry Y gonzatas GONZ0726 Mi CAL HIP 1 � ' Job Reference (optional R22436284 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Matt Dietz 6.200 s Jul 13 2005 M7ek Industries, Inc. Tue Aug 15 17:19:01 2006 Page 1 11.4-01 5-61 5115 10.3-13 1 159-14 I 21-4-0 I 26-10-2 I 32-0-3 I 36-9-1 3711)15 424-0 9±2- 1-40 561 0.4-14 4-4-14 56-2 56-2 5-62 5.6.2 4-4-14 0.4-14 56-1 1-40 Scale = 1:77.3 <. ca 3z z! 33 26 25 24 23 22 21 20 =0 = 6x10 WB = 2x8 11 6x10 = S61 10.3-13 159-14 214-0 2610.2 324-3 37-1.15 42-8-0 5-61 49-12 5-62 5-62 562 5-62 49-12 5.61 d 910 d mate Utfsets (X,Y): [18:0-8-9,0-0-7[ [22:0-3-0,0-3-01, [27:13-5-0,13-G-71 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.19 Vert(LL) 0.26 24-25 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.53 24-25 >954 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.13 18 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 635 lb t-utlntSt:K BRACING TOP CHORD 2 X 6 OF SS G TOP CHORD BOT CHORD 2 X 6 OF SS G WEBS 2 X 4 OF Std G BOT CHORD JOINTS REACTIONS (Ib/size) 2=2622/G-5-8,18=4182/0-5-8 Max Horz2=191(load case 4) Max Uplift2=33(load case 5), 18=-01(load case 5) Sheathed or 6-0-0 oc puffins, except 2-0-0 oc puffins (5-5-11 max.): 3-17'. Except: 1 Row at midpt 3-9 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 9 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42.2-3=-4383/57.3-4=15210.4-6=128/42, 6-8=-101f76,8-10=-60/0, 3-5=3523/180.5-7=3523/180.7-9'=6i33/307. 9-30=6133/307, 11-30=6133/307, 11-12=-8617/332, 12-13=-10991/209, 13-14=10991/209, 14-15=10948/178, 15-16=9542/146, 16-31=5831/93, 17-31=5831/93, 17-18=-7145/107, 18-19=0/42 BOT CHORD 2-29=147/3605, 28-29=262/6133, 28-32=277/8617, 27-32=277/8617, 27-33=277/8617, 26-33=277/8617, 25-26=198/10243, 24-25=-198/10243, 23-24=-134/10991, 22-23=134/10991, 21-22=97/10948, 20-21=64/9542, 18-20=-7/5951 WEBS 3-29=-104/2011, 7-29=3244/158, 7-28=58/1695, 11-28=-2998/58, 11-26=49/1210, 12-26=2100/25, 12-25=11/186, 12-24=-26/1032, 14-24=437/2, 16-21=-55/2020, 16-20=-4611/93, 17-20=-62/2932, 15-22=52/1678, 14-22=70/133, 15-21=-2331/55, 5-6=173/19, 8-9=244/65 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 22-15 2 X 4 - 1 row at 0-8-0 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 lo8r' 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 43 ft with exposure' 'zCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind: porches exist, they are exposed to will 'umber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent, ,ding. 6) All plates are 5x6 MT20 unless othe, ed. 7) This truss has been designed for a 1 )m chord live load nonconcurrent with any other live loads. 8) A plate rating reduction of 20% has for the green lumber members. Continued on page 2 ® WARNING • Pe1ify decry Design vorid lar use only with Applicability of design poron is for lateral support of indMd erector. Additional pernnone fabrication. quality controL st Safety Information available �WOTES ON THlS AND IIVCWDED MITER REPERENCE PAGE 11!X•7473 BEF'ORS USE. Des2n rs based only upon parameters shown, and is for on individuol building component. q�L7tion of component is responsibiGfy of building designerhvss designer, Bracing shown is dor kdi. n -'temporary bracing to insure stobilily during construction is the responsibillity of the elecfarfure -the responsibility of the building designer. For general guidance regarding lohrfc bracing. consult ANSI/TPII QualBy CrBeda, DSB-89 and BCSII B...n. Component S_ ldery°fq Onofrio Drive, h4adison, WI 53719. �oQ?,o ESSIpN�I S. r�N� Fti CC C 0464.33 T I,�j1110AMPIN OF August 16,2006 7777 Greenback Lane --40 Suite 109 Citrus Heights, CA, 956101"", W MiTek® Job rus5 cuss ype ty y gonzalas GONZ0726 M7 CAL HIP 1 R224J6284 tional Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Matt - 2 Job Referenceo Dietz 6.200 s Jul 13 2005 MiIii Industries, Inc. Tue Aug 15 17:19:012006 Page 2 NOTES 9) Design assumes 4x2 (flat ofientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 350 Ib down and 1 Ib up at 36-8-0 on top chord, and 1675 Ib down and 3 Ib up at 29-8-0 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-58, 3-10=58, 9-30=26, 15-30=87(17=-29), 15-31=-174(F=116).17-31=-58.17-19=58. 2-22=14, 18-22=35(F=21) Concentrated Loads (1b) Vert: 22=-1675(F) 31=350(F) 4 A WARNING - Vert fg design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M71-7473 BEFORE USE. Design valid for use only with MTek conneclors. This design's based only upon parameters shown, and is far an individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 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 CrItedo, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive. Madison, WI S3719. 7777 Greenback Lane�® He Suite L"NW Citrus Heights, CA, 95610 MOW s Job fu55 I russ I ype N Y as822416285 GONZ0726 M2 CAL HIPLonafenow Plate Offsets (X,Y): [2:0-0-13.G-0-11 Zleference LumberCe.. Inc. Chirp ra a5a90.ldnd u�«r,,e«. LOADING(psf) SPACING 2-0-0 Op tionat 6.200 s Jul 13 2005 MIT ek Industries, Inc. Tue Aug 15 17:19:02 2006 Page 1 0:4 ' 7-6-1 7-4415 11-7-13 1 16-5.14 I 21-4-0 I 26-2.2 1 31-0-3 I 3431 3511,15 42-8-0 )14-0-0 1-40 7-6-1 0-414 3-8-14 410-2 410-2 410-2 410-2 3-8-14 0-414 7.6-1 1.40 Scale = 1:77.4 n nn FiT 2x8 11 �r 2a 25 29 24 23 22 21 20 19 aXO — 5x12 = 2x8 II 5x12 = 819 d 7-6.1 11.7-13 16-5.14 21-4-0 26.2-2 31.0.3 35-1-15 42.8-0 7-6-1 41.12 410.2 410-2 410-2 410.2 41-12 7-6-1 Plate Offsets (X,Y): [2:0-0-13.G-0-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.21 Vert(LL) 0.14 23 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.27 Vert(TL) - -0.27 23 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.67 Horz(TL) 0.09 17 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 321 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 5-4-9 oc purlins, except BOT CHORD 2 X 6 DF SS G 2-0-0 oc pudins (4-10-3 max.): 3-16. Except: WEBS 2 X 4 DF -Std G 1 Row at midpt 3-9 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 9 REACTIONS (Ib/size) -.2=1627/0-5-8,17=1619/0-5-8 Max Horz2=179(load case 4) Max Uplift2=19(load case 5), 17=-46(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=2488/46, 3-4=112/0, 4-6=93/32, 6-8=-64/48, 8-10=32/0, 3-5=1961/145, 5-7=1961/145, 7-9=2618/188, 9-28=2618/188,11-28=2618/188.11-12=3164/187. 12-13=3145/132,13-14=3145/132,14-i5=2597/103, 15-16=1944/87, 16-17=2469/94, 17-18=0/42 BOT CHORD 2-27=96/1988, 26-27=-127/2618, 25-26=-114/3164, 25-29=114/3164, 24-29=114/3164, 23-24=71/3318, 22-23=71/3318, 21-22=32/3145, 20-21=32/3145, 19-20=0/2597, 17-19=0/1970 WEBS 3-27=66/895, 7-27=1014/67, 7-26=-49/640, 11-26=839/40, 11-24=47/313, 12-24=341/35,112-23=-10/1159, 12-22=252/55 .14-22=51/321. 14-20=-777/52, 15-20=-50/588, 15-19=1010/75, 16-19=-62/894, 5-6=148/20, 8-9=145/35 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 43 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ® WARNING - 7ert/g design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MH.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery, ere,cfion and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Informatlon available from Truss Plate Institute. 583 D'Onotrio Drive. Madison. WI 53719. - OQRoFESS/pyq S. rjNG,�F� elf C 046,433 T. August 16,2006 7777 Greenback Lane �® Suite 109 Citrus Heights, CA, 95610�� NOW { 11-44 9-6.1 9.10.15 17-1-14 1 25$2 1 32-9-1 3311T15 42-8.0 44-0.0 1-40 9-6-1 0.414 7.2-15 8-43 7-2.15 0-414 9-6-1 1-4-01 2x8 II 8 i 1410-4 2x8 II 6x10 \\ 5 8.00 12 2x8 I I 4 728 4x6 3 O1 2 4x6 = 5x10 = 5x10 = 4x6 = 9 10 11 12 6x8 4x6 \� 14 scale = 1:84.0 uS \6)d 1,? 5x6 = 24 23 18 21 20 ' 'S�� 27 147.8 26 29 4X = 2x8 II 4x6 = 8 x x I I 3x6 11 6x8 = 8x12 = 8x12 = - 9-61 17-1-14 25-62 331-15 42-8-0 9-61 7.7-14 8-43 7-7-14 9-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.12 22-23 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.2.4 Vert(TL) -0.23 22-23 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.10 15 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 3441b LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP. CHORD Sheathed or 5-6-1 oc purlins, except BOT CHORD 2 X 6 DF SSG 2-0-0 oc purlins (5-0-9 max.): 4-13. WEBS 2 X 4 DF.Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-18 2 X 4 DF No.18Btr G. 7-25 2 X 4 DF N0.1 &Btr G JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) .2=1642/0-5-8,15=1627/0-5-8 Max Horz2=1 81 (load case 4) Max Uplift2=32(load case 5), 15=-46(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=2442/47, 3-4=-2233/85, 4-5=104/67, 5-8=60/0, 4-6=2667/200, 6-7=2667/200, 7-28=2673/198, 9-28=2673/198.9-10=2925/169, 10-11=2925/169, 11-12=-2611/117, 12-13=2045/91, 13-14=2436/102, 14-15=2413!75, 15-16=0/42 BOT CHORD 2-27=111/1922, 26-27=111/1922, 26-29=10/117, 25-29=10/117, 18-19=0/0, 17-18=0/105.15-17=0/1896.23-24=-73/2925 ,22-23=-31/2902, 21-22=31/2902, 20-21=0/2611 WEBS 4-26=97/47, 18-20=0/100, 13-20=50/919, 24-25=26/88, 7-24=-307/49, 11-22=10/146, 9-23=33/142, 12-21=64/464, 9-24=514/28.11-23=-66/130,11-21=-459/67,12-20=-875f75. 3-27=-7/137.14-17=204/0, 3-26=-128/23, 5-6=219/76, 24-26=-83/1759, 17-20=0/1809,4-24=58/1208,14-20=43/160 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 43 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 PROF ESS1t7j��` 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 * C 00433 August 16,2006 ® WARNWG - Vert/y dea[gn paramecen and READ NOTES ON THIS AND INCLUDED M/TBR REFBRENCE PAGB MX -7473 BEFORE USB. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based on u ��® 9 N eon parameters shown. and is for an individual building component. Suite 109 Applicability of design porvidual rs and proper incorporation of component a bracing to incur of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956100"N is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the r erector. Additional permanent bracing of the overall structure a the responsibility of the !wilding designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Crlteda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. cal 53719. M ITek® Job Ply gonzalas GONZ0726 Longfellow Lumber Co., Inc., Chico, :M4: Ca. 95928-7434 C �IP 1 822436287 Job Reference oolional „ rc. vxcu nu9 1 ua:l a:1v euvo rages 9-10-15 13-5-0 17-1-14 25-6-2 29-1-15 32-9-1 42-M 9-10-15 3-6-1 3-8-15 84-3 3-7-14 3-7-2 9-10-15 Scale - 1:75.2 8.00 FI2 5.12 4 I-= 2x4 II 14.7.8 4x6 = 4.8 = i 2x8 11 2x8 11 5x6 = 5.8 5x8 = 13-2-12 131" 17-1-14 25-6-2 29-1-15 34-8-0 42-" 13-2-12 0-24 3-8-15 8-4-3 3-7-14 5.6-1 84).0 Plate Offsets (X,Y): [3:0-7-12,0-2-8], [5:0-3-0,0-2-8], [7:0-2-12,0-2-0], [11:0-1-12,0-2-0], [12:0-2-10,0-2-0], [13:0-3-0,0-3-0], [16:0-5-8,0-2-8], (17:0-3-0,044], [20:0-2-12 04-01 [21:04-0,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.06 20-21 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.14 20-21 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.01 23 n/a n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) Weight: 1111 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF SSG 2-0-0 oc purlins (6-0-0 max.): 5-9, 1-3. WEBS 2 X 4 DF Std G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-23 2 X 6 DF SS G, 4-24 2 X 6 DF SS G 6-0-0 oc bracing: 13-14,16-17. JOINTS 1 Brace at Jt(s): 1 REACTIONS (Ib/size) 12=2809/0-5-8,23=15859/0-5-10 (input: 0-5-8),26=4564/0-5-8.14=12936/G-5-8 Max Horz 26=136(load case 3) Max Grav 12=2814(load case 7), 23=15859(load Case 1), 26=4568(load case 6), 14=12942(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 4-5=7/142, 5-6=-46/0, 5-27=0/1134, 7-27=0/1133, 7-8=-3642/0, 8-9=3778/0, 9-10=-4539/0, 10-11=-16/683, 11-12=-1994/0, 1-2=0/0, 2-29=-2022/37, 3-29=-2022/37 BOT CHORD 25-26=0/5010, 25-28=0/5010, 24-28=0/5010, 23-24=0/2343, 22-23=0/0, 14-15=0/0, 13-14=15/1, 12-13=0/1670, 20-21=0/3642,19-20=0/4721, 18-19=0/4721, 17-18=0/4721, 16-17=-607/60 WEBS 211-23=10933/0, 5-21=2396/0, 7-21=-8254/0, 9-17=-25/1986, 8-18=0/3244, 7-20=0/6463, 8-20=2237/0, 2-25=-45/93, 11-13=0/2831, 8-17=-1713/0, 1-26=-1518/0, 3-24=0/3847, 34=-22/100, 2-26=-5817/0, 2-24=-3413/0, 14-16=-10669/0, 10-16=6999/0, 10-17=0/6028, 13-16=0/1719, 11-16=-2871/0, 3-5=0/2139, 3-23=-4424/0 NOTES 1) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows �OQ�OF E$S1 Bottom chords connected as follows: 2 X 6 - 2 rows at 0-s at 0-4-0-0 oc. Webs connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. R .S 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 �QC���G1 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. � Q ,L Z 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 13.0 psf top chord w c m dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed � 046 rn building, of dimensions 45 ft by 43 ft with exposure B ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase * EXP. 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. F CA on page 2 August 16,2006 ® WARNWG - Ver(jy dealgn Pates and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design void for use only with dvLlek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 is Applicability b u f design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracingshown Citrus Heights, CA, 956101"M support of individual web members only. Additional temcons erector. Additional permanent bracing of the overall structure is the responsibility of the building stability during general guidance regardinruction is the g of the �•�� fabrication. qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Buflding Component �/ Safety Information available from Truss Plate Institute. 583 D'Onafrio Drive. Madison. WI 53719. M ITe^® Job fuss runs ype ty Ply gonzalas GONZ0726 Longfellow Lumber Co.. Inc.. Chico. M4 Ca. 95929-7434 CAL HIP 1 3 822436287 Job Reference (Optional) NOTES 8) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 9) Design assumes 4x2 (Flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 4-5=58, 5-6=58, 5-27=-26, 9-27=58, 9-12=-58, 26-28=-14, 22-28=749(F.=-735), 12-15=-749(F=735), 16-21=-749(F=735), 1-29=793(F=735), 3-29=58 ® WARNINO - Vertjy design pararrretem and READ NOTES ON THIS AND LNCLUDED M7TER REFERENCE PAGE MD.7473 BEFORE USS. .a 7777 Greenback Lane _ Design valid for use only with fvulek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610MI is lar lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI1. Building Component M ITe^4 ® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. Job NS5 N55 Ty—,e DEFL ygonzala5822396717GONZ0726 (loc) I/deft Ni KINGPOST1 7'y Plates Increase 1.25 TC 0.15 I .,,..re��M..r.._�...r•,, r__ 1--- ,.�,,,a-..,..._....._._ 2-6 >999 240 Job Reference optional ...1w —,.rvuau, , ... .—ney -� [<.v<.[o <vw rage . -1.4.0 6.8-0 I 134-0 I 14-8-0 i 1-4-0 6-8-0 6.8-0 1-4-0 5x6 = 3 1.DX4 H 6-8.0 6-8-0 l4 d Scale = 1:33.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.04 2-6 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.07 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight: 67 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=556/0-1-8, 4=556/0-1-8 Max Horz2=71(load case 4) Max UpIWf 16(load case 5), 4=-16(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19.2-3=-416/1,3-4=416/1,4-5=0/19 BOT CHORD 2-6=0/341, 4-6=0/341 WEBS 3-6=16/225 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 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 4. LOAD CASE(S) Standard OQ�pF ESS/�N� ����R S. TjNc�F� LU 0-1 C 04.433 SO VE August 14,2006 ® WARNING - Verljy design pammetem and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh Welt conneclors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 A ricobili of design proper incorporation of component is res Citrus Heights, CA, 95610 pp l g parvidual rs and o er incor p g to insure or building designer - not truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Bunding Component MOW Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Mad'uon. WI 53719. V Job fuss cuss ype ly y gametesGONZ0726 O1N CALHIP 1 1 823414348 Job Reference 0 ticnal Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Matt Dietz 6.200 s Jul 13 nce MTek Industries, Inc. Thu Nov 09 14:57:47 2006 Pagel -1-4-0 56-1 S 15 10-3.5 154-12 21-114 27-0-11 31.51 31 15 37-4-0 BA 1-4-0 5-6-1 0-4-14 4.4-6 51.7 6-8-9 51-7 4-4-6 0-4-14 5-6-1 1-4-0 Scale = 1:67.0 7x8 -i 6x6 = CONN. OF GABLE STUDS BY OTHERS. 7x8 -� _ 5x10 = 5X12 = 9Xfl II q-- a [b ZD14 23 77 22 2120 19 18 17 16 198 14 13 12 bxb 6x6 = 6x6 = 2x8 II 5x12 = 5x10 = 2x8 II 6x6 = 6x6 = 5x12 = 155-8 155-6 5-6-1 10.3-5 154-12 21-11.4 27-0-11 31-9-15 37.4-0 sal .,_a. - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 TCDL Plates Increase 1.25 TC 0.22 Vert(LL) 0.01 22-23 >999 240 MT20 220/195 13.0 Lumber Increase 1.25 BC 0.15 Vert(TL) 0.02 22-23 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.00 26 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 327 Ib LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G OTHERS 2 X 4 DF Std G BRACING TOP CHORD. Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (Ib/size) 2=139/15-5-8, 30=7/15-5-8, 27=-439/15-5-8, 23=-816/15-5-8, 22=944/15-5-8, 18=-430/15-5-8, 15=15/15-5-8, 10=153/15-5-8, 12=147/15-5-8, 13=-85/15-5-8, 14=-18/15-5-8,16=58/115-5-8, 17=18/15-5-8, 19=817/15-5-8, 20=22/15-5-8, 33=148/15-5-8, 32=85/15-5-8, 31=18/15-5-8, 29=58/15-5-8, 28=18/15-5-8, 26=817/15-5-8, 25=22/15-5-8 Max Horz2=61(load case 9) Max UpIMf 618(load case 12), 30=-279(load case 17), 27=-461 (load case 16), 23=929(load case 19), 22=-1057(load case 16), 18=-450(load case 19), 15=272(load case 18), 10=620(load case 13), 12=59(load case 8), 13=108(load case 2), 14=-68(load case 2), 116=1141 (load case 2), 17=43(load case 2), 19=82(load case 4), 33=59(load case 11), 32=108(load case 2), 31=68(load case 2), 29=141(load case 2), 28=-43(load case 2), 26=82(load case 3) Max Grav2=731(load case 7), 30=229(load case 9), 27=68(load case 13), 18=67(load case 8), 15=224(load case 6), 10=745(load case 6), 12=158(load case 7), 19=817(load case 14), 20=69(load case 11), 33=158(load case 6), 26=817(load case 15), 25=69(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1206/1048, 3-4=325/328, 4-5=-693!743, 5-6=-175/225, 6-75=-687/657, 7-75=317/284, 7-8=-779/750, 8-9=344/329, 9-10=1230/1040, 10-11=0/31 BOT CHORD 2-33=858/935, 32-33=723/770, 31-32=573/635, 30-31=-423/485, 30-76=803!775, 29-76=662/634, 28-29=522/494, 27-28=372/344, 26-27=266/238, 25-26=257/229, 24-25=281/252, 23-24=-489/461, 23-77=255/291, 22-77=-624/659, 21-22=-445/451, 20-21=236/242, 19-20=213/219, 18-19=221/227, 17-18=327/333, 16-17=-477/483, 16-78=-617/624, 15-78=758/764, 14-15=411/468, 13-14=561/631, 12-13=696/781, 10-12=861/931 WEBS 3-30=-323/144, 4-30=-614!747, 4-27=-98/426, 4-23=6691748, 6-23=385/882, 6-22=570/660, 7-22=112/654, 8-22=679/800, 8-18=97/416, 8-15=-6001714, 9-15=310/127 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 d dimensions 45 ft by 37 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1-2002. 4) Provide adequate drainage to prevent water ponding. (`749W8W&Wft&p4ed at 1-4-0 oc. 'k& WARNINO . per{ fy design parameters and READ NOTES ON THIS AND LNcLUDED MITER REFERENCE PAGE MU.7473 BEFORE USE. Design varid for use only with MiTek conneclors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design porarnenters and proper incorporation of component is responsibifity, 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 goer. Bracing responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conhot storage. delivery, erection and bracing, consult ANSI/TPII Quality Criferla, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onotrio Drive, Madison, WI 53719. �o??,o ESS/ON9` S. TjNC Fti LU rn C 046 3 * EXP - 07 FOF November 9,2006 sun MiTek' ro vasroxw.- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job russ ntss ype]-CFf7y gonzalasR23414348 GONZ0726 01N CAL HIP 11 i......ren..,.,i..ms...r•.. �.,. �.._.. �., a��,a,.,..._....._� Job Reference (optional) 6.200 s Jul 13 2005 MTek Industries, Inc. Thu Nov 09 14:57:48 2006 Page 2 NOTES 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) This truss has been designed for a total drag load of 4200 Ib. Conned truss to resist drag loads along bottom chord from 0-0-0 to 37-4-0 for 112.5 plf. 9) Girder carries hip end with 6-0-0 end setback. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) Uplift for first LC exceeds limits 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 Ib down and 25 Ib up at 31-8-3, and 261 Ib down and 25 Ib up at 5-7-13 on top chord, and 880 Ib down and 1 Ib up at 12-0-0, and 880 Its down and 1 Ib up at 25-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (li). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-58, 3-9=108, 9-11=-58, 2-10=26(F=40) Concentrated Loads (lb) Vert: 3=261 9=261 19=-880(F) 26=-880(F) ® WARMNO - port fy dcatgn paremetera and READ NOTES ON THIS AND INCLUDED MTEE REFERENCE FADE A7I-7473 BEFORE USX , Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility, of building designer - not truss designer. Bracing shown iTek 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 ro.ia ro raaroau: fabrication, quality control storage, delivery. erection and bracing, consult ANSI/TPII Quality Criterlo, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5113 D'Onofrio Drive, fvIodison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 1-4-0 7-6-1 7-12115 12-8-13 18-8.0 247.3 29•5-7 •2915 37.4-0 80 1-40 7-6.1 0-414 49.14 511-3 511-3 49-14 0-414 7-8-1 1-40 Scale = 1:67.0 6x6 4 5x6 = 5x12 = 5x10 = 5x6 — 6x6 ol� d CS •- •+ 14 13 12 71 5x6 = 5x6 = 5x6 = 5x12 = 5x6 = 5x6 = 3x6 II 7-6-1 12-8-13 18-8-0 24.7-3 29.9-15 37-4-0 7.6-1 52.13 511-3 511-3 52-13 7-6-1 Plate Offsets (X,Y): [2:0 -04.G -G -111,[9:04)-4,G-0-11] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.08 14-15 >999 240 PLATES GRIP TCDL 13.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.16 14 >999 180 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.06 9 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 249 lb LUMBER TOP CHORD 2 X 6 OF SS G BRACING BOT CHORD 2 X 6 OF SSG TOP CHORD Sheathed or 5-11-1 oc purlins, except WEBS 2 X 4 DF Std G 2-0-0 oc purlins (5-10-2 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=1418/0-5-8, 9=1418/0-5-8 Max Horz2=80(load case 4) Max Uplift2=19(load case 5), 9=19(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-2047/49, 3-4=1572/50, 4-5=-2148/43, 5-6=2148/43, 6-7=-2148/43, 7-8=1572/50, 8-9=2047/49, 9-10=0/32 BOT CHORD 2-16=0/1591, 15-16=0/2148, 14-15=0/2417, 13-14=0/2417, 12-13=0/2417, 11-12=0/2148, 9-11=0/1591 WEBS 3-16=-35!723, 4-16=-881/40, 4-15=28/358, 6-15=381/20, 6-14=-16/215, 6-12=-381/20, 7-12=28/358, 7-11=881/41, 8-11=35/723 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 37 ftwith 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. P?,OF ESS1�Nq` LOAD CASE(S) Standard cC LU C 04433 M © W WM�W August 15,2006 ® WARNING - Verify d-19- parameters and READ NOTES ON TH7S AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M7ek connectors. This design u based on u 9 y upon parameters shown• and u for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component u responsibility of budding designer - not truss designer. Bracing shown Citrus Heights, CA, 95610—LOIN is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibil6ty of the ereclor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery• erection and bracing, consult ANSIfFPII Quality Criteria. DSB-89 and BCSII Budding Component Safety Informalion available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. R A Yekm Job cuss Truss typegonzalas - GONZ0726 P7 CAL HIP 2 1 822456437 I_onafanow Lumber co. Inc chlcn ca 4sowt�e,n U. -- Job Reference optional) s Jul 14 [uuo mi eK mausrnes, Inc. .Ihu Aug 17 04:10:35 2006 Page 1 t 2-1-8 38-1 19.00 16-8-0 1 27-40 27 )9115 35-2-10 2-1-6 7-4-11 0.5.15 8-8.0 8.8-0 0-5.15 7-4-11 1-7-14 5x6 4x8 = 5x6 N Scale = 1:81.9 1zDo 00 9 to s 1s 2(t4 II 3x8 = . 14-8-0 1.5x4 II 1.5x4 11 37-4-0 2-1-6 9.8-1 18-30 27-9-15 35-2-10 10- 2-1-8 7-4-11 31.15 31-15 7-4-11 1-7.14 0-5-8 LOADING(psf) SPACING 2-D-0 CSI DEFL in (loc) I/deft Vd PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.19 15 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.37 15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.08 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 291 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 6 DF SS G'Except- (6-0-0 max.): 4-6: 15-20 2 X 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 OF Std G WEBS 1 Row at midpt 5-17.5-11 JOINTS 1 Brace at Jt(s): 17 REACTIONS (Ib/size) 20=144210-5-8,8=1434/04-8 Max Horz20=155(load Case 4) Max Uplift8=9(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0148,2-3=-639172, 3-4=1932/38, 4-5=1553/39.5-6=1519/46. 6-7=1852/44,7-8=20113/9, 8-9=0132.2-20=11432/5 BOT CHORD 119-20=1271122,118-119=11/11, 16-18=0/0, 15-16=0/0, 14-17=0/2017.13-14=0/2017.12-13=0/2017.11-12=0/2017. 1D-11=0/1535,8-10=0/1535 WEBS 3-19=1130/0.17-18=3311195. 4-17=-17/613, 5-17=657/64,s-13=2/380.5-11=-685/37.6-11=28/586.7-10=7/122, 17-19=98/557,3-17=0/1063,7-11=51/108,2-19=0/1086,14-16=0/114 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 48 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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. Q 5) A plate rating reduction of 20% has been applied for the green lumber members. ?,()F E$$J 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �Qe''O`p�R LOAD CASE(S) Standard G,G) 0LLJ of C 0496A3 * X 03 August 17,2006 ® WARNM - yer(ry design parameters and READ NOTES ON THIS AND INCLUDED dr/TER REFERENCE PAGE M17.7473 BEFORE USE. 7777 Greenback Lane Design vorid for use only with Mlex connectors. This deli n is based on u Suite 109 g only pan parameters shown. and is los an individual binding component. Ciws Hei Applicability of design parvidual rs and proper in only. Additional of component's responsibility, of building ringcodesigner - not truss designer. Broiling shown ghts, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbilGty, of the erectorori. Additional permanent bracing of the overall structure is the responsilafily of the budding designer. For general guidance regarding ,�, ek tobricon. quality controt storage, delivery. erecfion and bracing, consult ANSI/Till quality Criteria. DSB-89 and BCSII Building Component M, .e Safety Information available from Truss Plate Institute. S83 D'Onotrio Drive, Madison, WI 53719. W 7-5-6 14-10.1 1 0 24-0.0 32-B-0 3 115 40$10 2-2- 7'5-6 7-4-11 0.5-15 8-8-0 6-8-0 0.5-15 7-4-11 1-7.14 6x8 i 5x10 = 6X8 1r -0-U 7.3 3x6 = 2x8 11 1.5x4 II 7- 5-8 14.10-1 24-0-0 42.8-0 33.1-15 40810 2-2. 7-5-6 7-4-11 10-11=0/2550, 9-10=0/2550, 8-9=0/1792, 7-8=0/1792 9-1.15 WEBS 2-17=725/4,15-16=33/263.3-15=21/1040.4-15=398/101, 4-11=191339,4-9=990/44,5-9=331720,6-8=-11/118. 15-17=60/2030, 2-15=0/568, 6-9=50/145, 12-14=52/43 9-1.15 7-411 1.7-14 NOTES 1) Unbalanced roof live loads have been considered for this design. 0.5-8 [16'0 3-5 0 1 01 [1770-2-0,0-1-81 Plate Offsets (X Y): (1:0-0-0.0-0-41.[270-1-12,0-2-0].[6:0-1 12 0-2-0] (7 Edge 0-0-21 [15'0-3-8 0 3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. TCLL 16.0 TCDL 13.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.1211-12 >999 240 PLATES GRIP MT20 BCLL 0.0 Lumber Increase 1.25 Rep Stress Incr YES BC 0.37 Vert(TL) -0.24 11-12 >999 180 220/195 BCDL 7.0 Code UBC97/ANS195 WB 0.85 (Matrix) Horz(TL) 0.12 7 n/a n/a Weight: 292 Ib LUMBER TOP CHORD 2 X 6 F SSG BRACING BOT CHORD 2 X 6 D O F SS G'ExcepY TOP CHORD Sheathed or 5-0-1 oc purlins, except 1-13 2 X 4 DF No.18BV G 2-0-0 oc purlins (5-5-15 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 4-15,4-9 REACTIONS (Ib/size) 1=1534/Mechanical, 7=1529/0-4-8 Scale = 1:89.5 Max Harz 1=151(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2357/28, 2-3=2891/35, 3-4=2356/42, 4-5=-1797/53, 5-6=-2166/53, 6-7=2335/24 BOT CHORD 1-17=56/1859, 16-17=1/16, 14-16=0/0, 13-14=0/0, 12-15=0/2550, 11-12=0/2550, 10-11=0/2550, 9-10=0/2550, 8-9=0/1792, 7-8=0/1792 WEBS 2-17=725/4,15-16=33/263.3-15=21/1040.4-15=398/101, 4-11=191339,4-9=990/44,5-9=331720,6-8=-11/118. 15-17=60/2030, 2-15=0/568, 6-9=50/145, 12-14=52/43 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 48 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 lumber green members. 6) Refer to girder(s) for truss to truss connections. 7) Design assumes 4x2 E$S/�N�` (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. �O??,OF S LOAD CASE(S) Standard ��� �r`�R %G)CID 0 Uj C 0 4fi�A3 3 * E August 17,2006 ® WARNING - Fer((y deefgn parameters and READ NOTES ON TNIB AND INCLUDED MTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback lane Design valid for use only with Welt connectors. This design u based on u Su%e 109 Applicability of design 9 N eon parameters shown, and u for an individual bulling component. ty g paramenlers and props incorpo aI'on of component u responsibility of building designer -not buss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure slobifity during construction u the respansbilGty, of the erecta. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding AV"& fabrication. quality control storage, delivery, erection and bracing, consult AN51/TPII Quality Criteria. DS8-89 and BCSu dance r Component Safety Information available from Truss Plate Institute. 583 D'Onohio Drive, Nlo ANSI WI 53719. M Tek' Job industries, russ cuss ype tyPly ganzalas GON20726 O3 CAL HIP 2 1 R22456435 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434. Mah Dietz ...,,... Job Reference (optional) .._ . _. .vv a w, m cwa mn ek Inc. I nu Aug 11 04:10:36 2006 Page 1 7-56 14-10-1 1 24.0.032-8.0 115 40$10 2-2- 41 7-5-6 7-4-11 0.5-15 8-8.0 B-8-0 0-515 7-4-11 1-7-14 5x6 i 3 5x10 axd = 19 18 17 10.2 _ 1soD 3x6 — 1.514 11 — 1.5x4 II 5x10 = 1.5x4 11 1.5x4 11 2x4 11 I 16-M 7-56 14-10-1 24-0-0 331.15 404-10 2-2- 7-5-6 7-4-11 9.1-15 9-1-15 7-4.11 1-7-14 Scale = 1:87.5 N d 4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) ' I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.83 Vert(LL) 0.19 14-15 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.34 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.19 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 302 lb LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD Sheathed or 5-1-2 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 4 OF No.18Btr G (5-7-2 max.): 3-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-16.4-12 REACTIONS (Ib/size) 1=1506/Mechanical, 8=1506/Mechanical Max Horz1=207(load case 4) Max Upliftl=2(load case 5), 8=2(load case 5) FORCES (lb)- Maximum Compression/Maximum Tension TOP CHORD 1-2=2307/54, 2-3=2782/77, 3-4=2264!/8, 4-5=-1704/48, 5-6=2109/49, 6-7=552/60, 7-8=-1475/20 BOT CHORD 1-19=127/1819, 18-19=1/20, 17-18=0/0, 15-16=-64/2436, 14-15=64/2436, 13-14=64/2436, 12-13=64/2436, 10-11=0/0, 9-10=1/19.8-9=24/36 WEBS 2-19=689/37, 16-18=26/347, 3-16=45/963, 4-16=372/96, 4-14=23/323, 4-12=977/65, 10-12=26/371, 5-12=54/649, 6-9=132410.7-9=0/1237,16-19=137/1976,2-16=0/523. 9-12=0/485, 6-12=15/1284,15-17=-179/14. 11-13=193/14 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 48 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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. ��f E$$/� 6) Refer to girderQ s) for truss to truss connections. N 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.COQ S. LOAD CASE(S) Standard LIJ XRQl07 August 17,2006 ® WARNINO - T7erlfy deedgn Parameters and READ NOTES ON THIS AND DYCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with ANTekconnectors. This design is bused only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to inure stability during construction is the responubillity, 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, consul) ANSVTPII Quality Criteria, DSB-89 and BCSII Building Component M ITekm Safety Information available from Truss Plate Institute. 583 D-Onohto Drive. Madison. WI 53719. Job russ russ ype ty rry gonzalas GONZ0726 O4 CAL HIP TRAY 1 1 r R22456432 Job Reference o tional Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Mab Dietz 6.200 s Jul 13 2005 MTeI Industries, Inc. Thu Aug 17 02:22:51 2006 Page 1 16-0.0 331-15 7-615 1410.1 1§415 21-0.0 27-0.0 32.0.0 20111, 40.5-1 2.2-8 7-615 7-31 %-hl41 5-0.0 60.0 5-0.0 rj 1_ 7-31 1.37 CWM 54E 17-" 5xIS 2?W4�1 Scale = 1:83.5 5x6 10-0 17 6 1q 13 12 11 2x8 I I 8 i sx10 = 8x8 , 10.2-8 3x{0 II I 5x10 = 4x6 ' 7.615 1410.1 21.0-0 27-0.0 32.0.0 3 1• 413-5-12-2-8 7-615 7.3-1 1-1-15 5-0.0 6-0.0 5-0-0. 1-1-15 7-31 1-9.7 LOADING(psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 13.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.74 BC Vert(LL) -0.17 15 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES 0.34 WB 0.95 Vert(TL) Horz(TL) -0.39 0.26 15 11 >999 180 BCDL 7.0 Code UBC97/ANSI95 (Simplified) n/a n/a Weight 370 lb LUMBER BRACING TOP CHORD 2 X 6 OF SS G TOP CHORD BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 OF Std G BOT CHORD WEBS + REACTIONS (Ib/size) 1=1510/Mechanical, 11=1510/Mechanical Max Horz 1 =1 52(load case 4) Max Upliftl 1=6(load case 5) Sheathed or 5-7-9 oc purlins, except end verticals, and 2-0-0 oc puffins (4-6-5 max.): 3-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at.midpt 2-17.4-17,7-13 2 Rows at 1/3 pts 5-16.6-14 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=2193/0, 2-3=1755/51, 3-4=1476/83, 4-5=1523/83, 5-6=-3475/3, 6-7=1180!77, 7-8=-1083!76, 8-9=1288/42, 9-10=559/11, 10-11=1498/4 BOT CHORD 1-18=24/1807, 17-18=24/1807, 16-17=0/1516, 15-16=0/2956, 14-15=0/2720, 13-14=0/1160, 12-13=0/465, 11-12=0/0 WEBS 2-18=18/250, 2-17=396/51, 3-17=36/699, 417=525/47, 4-16=54/349, 7-14=1 11710. 7-13=688/4, 8-13=32/502, 9-13=0!765, 9-12=1078/0, 5-15=0/1806, 6-15=0/2154, 5-16=2044/0, 6-14=2367/0.10-112=0/1232 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 48 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist, the left is exposed and the right is not exposed. If porches exist, the left is exposed and the right is not exposed. 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 ® WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD 7473 BEFORE USE. Design valid for use only with MTek connectors. This design u based only upon poramelers shown, and is for an individual building component. Applicability of design poramenlers and proper incorporation of component is respombility, of building designer -nal truss designer. Bracing t. u for lateral support of individual web members only. Additional temporary bracing to insure stability during comhuct'i truss s the designer. Brre,sponsacing o1 the erector. Additional permanent bracing of the overall structure is the responsiUliy of the building designer. For general guidance regarding tabricatlan, quality control storage. delivery. erecfion and bracing, consult ANSI/Mll Quality Crtlerto, DSB-89 and BCSII BuOding Component Safety Infonna0on available from Truss Plate Institute. 583 O'Onorrio Drive. Madison, WI 53719. OQ\j,pFESS/pN� S. TjNG,(F'G 0 Of C 046 33 * EX . ' t-07 TFC OQ'�\ August 17,2006 7777 Greenback Lane ��• Suite 109 Citrus Heights, CA, 95610�� r. M7ek° 16-0-0 33-1-15 7-615 14-10-1 1 1 21-0-0 27.0-0 32-0-0 3j -%j 40-51 2.2-8 7-615 7.3-1 ( ®4 5-0-0 60-0 5-0-0 $ L 7-3-1 1.9-7 g — 1740 5 �O�ic12 d ' A 5x6 = 1810-0 8.00112 2-9-8 r-ru 20 9 17 16 15 2x8 11 8 8 4x6 = 5x10 = 8 3x8 _ll 10-2 i 8x12 = x 0 II 5x10 = 7-615 14-10.1 21-0.0 27-0.0 32-0.0 3 1-15 40.5-1 2.2-8 7-615 7-3-1 1-1-15 5-0-0 60-0 5-0.0 1-1-15 7-3-1 1-9-7 Scale = 1:88.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.53 Vert(LL) 0.18 18 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.39 18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.25 12 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 390 lb LUMBER BRACING TOP CHORD 2 X 6 DF SSG TOP CHORD Sheathed or 5-7-9 oc purlins, except end verticals, and 2-0-0 oc purlins BOT CHORD 2 X 6 DF SS G (4-6-5 max.): 3-8. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-20,4-20,7-16,9-15 2 Rows at 1/3 pts 5-19.6-17 REACTIONS (Ib/size) 1=1509/Mechanical, 12=1508/Mechanical Max Horzl=155(load case 4) Max Upl'tft12=5(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2192/0,2-3=-1755/51, 3-4=1475/83, 4-5=1523/83,5-6=3473/2.6-7=1179177,7-8=-1085f78, 8-9=-1328/91, 9-10=1324/39, 10-11=642/11, 11-12=1497/3 BOT CHORD 1-21=24/1807, 20-21=24/1807, 19-20=0/1515, 18-19=0/2955, 17-18=0/2718, 16-17=0/1159, 15-16=-0/6, 13-14=0/534, 12-13=0/0 WEBS 2-21=-181250,2-20=396/51, 3-20=36/698, 4-20=525/47, 4-19=54/349, 7-17=117709, 7-16=-1096/20, 8-16=-35/696, 10-13=1042/0,5-18=0/1805, 6-18=0/2153, 5-19=-2043/0, 6-17=2366/0,11-13=0/1216,14-15=2/26, 9-14=-213/20, 14-16=0/1145,8-14=37/255,10-14=0!723 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 ft by 48 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals exist, the left is exposed and the right is not exposed. If cantilevers exist, the left is exposed and the right is not exposed. If porches exist, the left is exposed and the right is not exposed. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 �OQROF ESS/p��` 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. R 5) A plate rating reduction of 20% has been applied for the green lumber members. C �, 6) Refer to girders) for truss to truss connections. (CID QP �� 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. W C 04 6� 3 r" LOAD CASE(S) Standard * EXPA/� � August 17,2006 ® WARNrNG - 7e de rVS MHn Parvmetere and READ NOTES ON THIS AND DrCLUDBD 11frTER REFERENCE PAGE Mu. 7473 BEFORE USE. 7777 Greenback Lane � • Design valid lar use only with MiTek connectors. This desi n o based on u Suite 109 �� 9 N pan parameters shown, and is los on i - not truss building component. Y Afarpplicability of design parvidual rs and proper incorporation al component is bracing to incur of budding rigcodesigner • not buss designer. Bracing shown CiWs Heights, CA, 95610 e, ec loterol support or individual web members only. Additional temporary bracing to insure inability during corene,raon is the re regarding of the erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quofty control storage. delivery, erection and bracing, consul[ ANSIfFF11 Quality Crllerla, DSB-89 and BCS11 Budding Component Safety Information available from Truss Plate Institute. SU D'Onohio Drive, Madison. WI 53719. , w ITeke Job fuss Truss Type Qty y gonulas GONZ0726 O6N CAL HIP TRAY 1 1 823414349 Longfellow Lumber Co.. Inc.. Chico. Ca. 9592&7434 ratan nine Ud PLATES GRIP _ Job Reference o bOnal ___ 16-0-0 331-15 7.6-15 14-1D-1 1 1 21-0-0 27-0-0 32-0-0 2J -2A 40-51 2.2.8 7-6-15 7-31 cbw 4, 5-0-0 6-0-0 5.0-0 641= 7-37 1.9.7 Scale = 1:88.8 cau n aao 8 ®� 2x4 II 10-Z-8 i 10-0-8 I sx10 = 8x12 = lx� 5x10 = 7-6-15 10.6.8 14-10-1 21-0-0 27-0-0 32-0.0 1-15 40-5-1 2-2-8 7.6-15 2-11-9 4-39 1-1-15 5-0-0 6.0-0 5-0-0 1-1-15 7.31 1.9-7 Plate Offsets (X Y): [1:0-3-0 0-2-111 [2:0-2-120-2-8] [3'0-2-12 0-2-81 [9.0-4-4 0-3-01 [11'0-2 12 0 2 81 [15.0-4 8 0-4-4) [19.0 6-15 0 6 121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.02 1-23 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.21 Vert(TL) -0.04 1-23 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 13 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 406 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 DF Std G BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-21, 5-21, 5-20, 8-18, 8-17, 9-17.6-20, 7-18, 10-16,9-15 REACTIONS (Ib/size) 1=334/0-5-8, 20=665/22-11-0, 19=1216/22-11-0, 18=437/22-11-0, 21=1289/22-11-0, 13=278/Mechanical, 17=1209/22-11-0, 22=863/22-11-0 QFESS/ Max Horzl=163(load case 11) OQR O,y�l Max Upliftl=-481(load case 12), 20=-122(load case 8), 18=190(load case 11), 21=182(load case 11), 13=463(load case 13) S. , 17=124(load case 8), 22=129(load case 10) Max Grav1=914(load case 18), 20=666(load case 14), 19=1238(load case 15), 18=572(load case 16), 21=1289(load case 1), QQ� C(�� ) 13=794(IDad case 17), 17=1209(load case 1), 22=863(load case 14) m � C 046 m FORCES (Ib) -Maximum Compression/Maximum Tension M TOP CHORD 1-2=1328/894, 2-3=526/539, 3-24=372/429, 4-24=-162/308, 4-5=-20/146, 5-6=246/357, 6-7=151/339, 7-8=-360/420, * EXP. - 8-9=-68/144, 9-10=95/129, 10-25=127/177, 11-25=-557/417, 11-12=340/205, 12-13=773/431 BOT CHORD 1-23=829/947, 22-23=402/563, 22-26=237/239, 26-27=156/85, 21-27=-66/65, 20-211=118/94,119-20=304/383, 18-19=368/470, 17-18=101/112, 16-17=91/92, 14-15=-177/319, 13-14=83/87 WEBS 3-21=236/223, 4-21=259/24, 5-21=230/35, 5-20=235/43, 8-18=-271/58, 8-17=264/22, 9-17=-327/56, 11-14=542/407, OF 6-19=-768/516, 7-19=804/521, 6-20=622/459, 7-18=619/487.12-14=339/652.15-16=91/26,10-15=342122, 15-17=125/113, 9-15=143/449, 11-15=-502/373, 3-22=342/209, 2-23=0/172, 2-22=-431/0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT NOTES LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 1) Unbalanced roof live loads have been considered for this design. SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 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 48 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are not exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a total drag load of 2500 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 42-2-8 for 59.2 plf. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 November 9,2006 ® WARNING - pert jy design Parameters and READ NOTES ON THIS AND INCLUDED M773A REFERENCE PAGE MU 7473 BEFORE USE. 1 Design valid for use only with m7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the M iTe k, erector. Additional permanent bracing of the overall structure is the responsibifily of the budding designer. For general guidance regarding fabrication, quaity control, storage. derwery. erection and bracing, consult ANSI/TPII Ouallty CMerla, DSB-89 and al guidance SYI dunce rding component rows i Psaras ' Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Mod'oon. W153719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Job russ Truss Type oty Ply gonulas son Applicability of design paromenfers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown R23414349 GONZ0726 06N CAL HIP TRAY 1 1 erecta. 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 CrBerla, DSB-89 and BCSII BuBding Component Safety Information available from Truss Plate Institute, 5113 D'Onotrio Drive. Madison. WI 53719. Job Reference (optional) NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 400 Ib down and 1 Ib up at 12-0-0, 400 Ib down and 1 Ib up at 14-0-0, and 400 Ib down and 1 Ib up at 16-0-0, and 400 Ib down and 1 Ib up at 33-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-24=58, 4-24=128(1`=70), 4-9=128(F=-70), 9-25=128(F=70), 12-25=58, 1-20=-14, 19-20=14, 18-19=14, 16-18=14, 13-15=14 Concentrated Loads (lb) Vert 20=-400(F) 17=-400(F) 26=400(F) 27=400(F) & WARNING • Vert(g design pamvme[ere and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FADE MU -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. son Applicability of design paromenfers 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 responsibillily of the M iTe k' erecta. 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 CrBerla, DSB-89 and BCSII BuBding Component Safety Information available from Truss Plate Institute, 5113 D'Onotrio Drive. Madison. WI 53719. .rowia m oewra 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Z., NSstype ty y gonzalas GONZ0726 MONO CAL HIP 1 1 - R22416839 Job Reference o Gonai Longfellow lumber Co., Inc.,,.5928.7434, Matl Dietz 6.2003 Jul 13 2005 Me hies. Industries, Ine. Tue Aug 15 02:47:29 2006 Page 1 1D- B-3-12 114-0 1-4-0 5$1 0-4.14 2-4-13 3-0-4 5x6 Scale = 1:29.4 3.9 = li- II. 3x4 = 1.5x x 5.8-1 B-3-12 8 114-0 5-6-1 2-9.11 0-1.12 2-10.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.03 2-8 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.06 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.00 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 72 lb LUMBER BRACING TOP CHORD 2 X 6 DF SSG BOT CHORD 2 X 4 DF No.18Btr G TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2=0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2 X 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • JOINTS 1 Brace at Jt(s): 5 REACTIONS (Ib/size) 2=473/0-5:8,7=1108/0-3-8 Max Horz2=135(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=276/1, 3-4=246/35, 4-9=24/32, 5-9=24/32, 5-6=161/8 BOT CHORD 2-8=-43/229.8-10=157/27,7-10=157/27.7-11=157/27,6-11=157/27 WEBS 3-8=-414/64.4-8=27/660,4-7=1031/30, 4-6=0/254 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) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 6-0-0 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) 261 Ib down and 38 Ib up at 5-7-13 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). ��P�OF ESS/ E LOAD CASE(S) Standard R S TNC 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) C-13 Vert: 1-3=58, 3-5=112, 2-6=27(F=13) Concentrated Loads (lb) LLJ Tp Vert 3=261 * 04�r 0 7 � August 15,2006 ® WARNING - Verify dcMgn parameters and READ NOTES ON THIS AND INCWDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wills MATek connectors. This design's based only upon paromelers shown, and is for on individual building component. ', Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for folerol support of individual web members only. Addilionol temporary bracing to insure stabi5ty during construction is the responsibilfity of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding lobrication, quality control. storage, delivery, erec8on and bracing, consult ANSI/TPII Ouallty CrBeda, DSB-89 and BCSII Building Component' :Tw �rp Safety Information available from Truss Plate Institute. 58 M 3 D'Onolrio Drive. Madison. WI 53719. "C o russ russ ype N Ply gonzalas GONZ0726 R2 MONO CAL HIP 1 1 R22416a40 Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Matt Dietz 2-7 >999 240 Job Reference (optional) _ 2 -1-4-0 748-1 7.10- 5 11-40 1-40 7-8.1 G-414 3.51 Bx10 \\ n nwumn , mn i ue Aug la 02:41:29 2006 Pagel 4x4 = 1.5x4 II 4x6 = 1.5x4 II 7-6-1 8 -SB 1140 Scale = 1:38.1 LOADING(psf) TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 13.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.22 BC Vert(LL) -0.06 2-7 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr YES 0.26 WB 0.16 Vert(TL) Horz(TL) -0.10 0.00 2-7 6 >969 180 BCDL 7.0 Code UBC97/ANSI95 (Simplified) n/a n/a Weight 74 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD BOT CHORD 2 X 4 DF N0.18Btr G WEBS 2 X 4 DF Std G BOT CHORD JOINTS REACTIONS (Ib/size) 2=356/0-5-8.6=524/0-3-8 Max Horz2=176(load case 4) Max Uplift2=17(load case 5), 6=-47(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 11-2=0/19,2-3=84/29, 3-4=32/63, 4-5=3/46 BOT CHORD 2-7=39/43.6-7=39/44.5-6=33/44 WEBS 3-7=10/141, 3-6=385/43, 4-6=133/0 Sheathed or 10-0-0 oc purlins, except end verticals, and. 2-0-0 oc purlins (10-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at Jt(s): 4 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 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) 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-iOd nails. LOAD CASE(S) Standard OQ�pFESS/ON9 S. CO C 046433 T IMIEUr • � OF August 15,2006 ® WARNINO • Ver{jy deMgn parvmetere and READ NOTES ON THIS AND INCLUDED MITER REFERENCwe"E PAGE MII..' BEFORE USE. 7177 Greenback Lane _� Design valid for use only v ilh Welt connectors. This design b based only upon perometers shown, and is for on indrviduol bulding component. Suite 109 Applicability of design peromenlers and proper incorporation of component is responsibility of Wilding designer- not truss designer. Bracing shown Citrus Heights, CA 95610�y Ny b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the ereclor. Additional pemsanent bracing of the overall structure is the responsibility of the building designs. For general guidance regarding fabrication, quality confrol. slorage. delivery, section and bracing. consult ANSI/rPll Quality Criteria, OSB -89 and BCSII Building Component ■ ���� Safety Information available from Tens Plate Institute, 583 D'Onohio Drive. Madison. WI 53719. M" I -1r-o 3-1-4 9.6-1 9-0-,5-ilp 1-40 3.1-4 6-4-13 4`1-5.1 Scale = 1:46.6 10-0-0 5 2x4 II 3-1-4 1.5x4 11 8.5.8 3x 1x4 =11-18 -4x4 = I I 31-4 5.44 0.8-8 1.9-15 0-43 LOADING(psf) TCLL 16.0 TCDL 13.0 BCLL 0.0 BCDL 7.0 -icv-t-o q:V-yIL U-Z-tl SPACING 2-0.0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.36 BC 0.16 WB 0.21 (Simplified) - DEFL in Vert(LL) -0.02 Vert(TL) -0.03 Horz(TL) 0.00 (loc) I/deft Ud 9-10 >999 240 9-10 >999 180 9 n/a n/a PLATES GRIP MT20 220/195 Weight 98 Ib LUMBER BRACING TOP CHORD 2 X 6 DF SSG BOT CHORD 2 X 4 DF No.1&BUG ' TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc puffins WEBS 2 X 4 DF Std G (10-0-0 max): 5-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-7 JOINTS 1 Brace at Jt(s): 6 i REACTIONS (Ib/size) 2=345/0-5-8.9=535/0-3-8 Max Horz2=217(load case 4) Max Uplift2=17(load case 5), 9=77(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-3=246/0,3-4=106/63.4-5=52/57.5-6=-41/56,6-7=-45/0 BOT CHORD 2-10=77/195.9-10=77/195,8-9=52/51.7-8=-41/56 WEBS 3-10=-10/137, 5-8=150/19, 5-7=0/59, 4-9=385/52, 4-8=-23/173, 3-9=269/44 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 ftwith 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 P /Q�,pFESS/O�q\ S. riNc Fti � C 046 3 T A& WARNING - Ven(fy design parameters and READ NOTES ON THIS AND iNCLUDED MITER REFERENCE PAGE MU 7473 BEFORE USB. Design valid for use only v ilh MTek connectors. This design's based only upon parameters shown. and is far an individual building component. Applicability at design poromenlers and proper incorporclion of component is respomiblrity, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabil y during construction is the responsbilfiy, of the erector. Addilional permonenl brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery. erection and bracing, consull ANSI/tPll Quality Creerla, OSB -89 and BC511 Building Component Safety Information available from truss Plate Institute. 583 D'Onotrio Drive. Madison. W153719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610"Mi - M�ek' e Job �C.. toss ype - ty y gonzalas GONZ0726 MONO TRUSS 4 1 Longfellow Lumber Co., Inc., Ch8.7434, Mab Diet Job Reference o tional 6.200 s Jul 13 2005 MiTek Industries, Inc. Tue Aug 15 02:4731 -14-0 5.8-11 11-" 1-4-0 5.8-11 5-7-5 2x4 II 4 ['- LOADING(psf)SPACING DEFL 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 13.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=485/0-5-8,5=395/Mechanical Jnr — 6 5 1.5x4 II 3x4 = 5.8-11 11-4-0 5'8.11 5-7.5 CSI DEFL in (loc) Well Ud PLATES GRIP TC 0.53 Vert(LL) -0.02 5-6 >999 240 - MT20 220/195 BC 0.22 Vert(TL) -0.04 5-6 >999 180 WB 0.26 Horz(TL) 0.00 5 n/a n/a (Simplified) Weight 73 Ib 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 4-5 Max Horz2=257(load case 4) Max Uplift2=17(load case 5), 5=82(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=336/1, 3-4=99/53, 4-5=158/48 BOT CHORD 2-6=87/272, 5-6=87/272 WEBS 3-6=13/186, 3-5=336/46 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 K 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. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Style = 1:51.0 OQ,pF ESS/ S. 0Q� LU C 00433 August 15,2006 ® WARNZNO - Vertfy deafgn parametens and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777Gree7 back Lane Design valid for use only wilh MTek connectors. This design is hosed only upon parameters shown, and is for an individual building component. Suite 109 u pApplicability icaar rasupport f design poromenless and proper incorporolion of component u responsibility of budding designer- not truss designer. Bracing shoe ri . Cors Heights, CA 95610 of individual web members only. Additional is temporary bracing to insure stability during construction is the responsbili y of the erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery. erection and brocing, consult ANSI/TPII Quality Criteria. DSB-89 and 8CSI1 Budding Component Safety Information available from Two Plate Institute, 583 D'Onotrio Drive. Madison. WI 53719. MOW k -1-4.0 5-8-11 11-4-0 1-4-0 5-8-11 5-7.5 2x4 11 Scale = 1:51.0 s 4 11 00tl— 6 5 1.5x4 II 3x4 = 5.8-11 8-58 11-4.0 5-8-11 2-8.13 2.10-8 LOADING (psf) TCLL 16.0 SPACING Plates Increase 2-0-0 1.25 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCDL 13.0 Lumber Increase 1,25 TC 0.53 BC 0.33 Vert(LL) -0.09 Vert(TL) 2-6 -999 240 2-6 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.25 -0.15 Horz(TL) 0.00 >627 180 6 BCDL 7.0 Code UBC97/ANSI95 (Simplified) n/a n/a Weight 74 Ib LUMBER TOP CHORD 2 X 6 DF SS G BRACING BOT CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Sheathed or,10-0-0 oc pudins, except end verticals. WEBS 2 X 4 DF Std G BOT CHORD' Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-5 REACTIONS (Ib/size) 2=345/0-5-8, 6=535/0-3-8 Max Horz2=257(load case 4) Max Uplift2=17(load case 5), 6=-111(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19.2-3=192/69,3-4=-80/61.4-5=83/41 BOT CHORD 2-6=52/50.5-6=52/5o WEBS 3-6=-458/98, 3-5=50/116 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. LOAD CASE(S) Standard �OQROFESS/pN9l . ' CO�P\�`ER S. TjNC��cy c� 2 '� m cr C04r,433 * EX X31-07 ® WARND9G Verfjy design parameters and READ NOTES ON TMS AND INCLUDED MITER' REFERENCE PAGE MF -7473 BEFORE USE. Design valid far use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . I fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. OSB -89 and SCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Mod-aon, WI 53719. August 15,2006 7777 Greenback Lane Sure 1099 Citrus Heights, CA 95610 MOW Job russ Truss Type uty Ply gonzalas GONZ0726 R6 MONO TRUSS 3 1 822416844 ,...,..,se,,... � „�.�e.r•„ �... �.�.. �_ e�e,e ,.,..._.... BCLL 0.0 Rep Stress Incr YES Job Reference (optional) 11 -14-0 I B-2-11 I 11-4-0 t 1-4-0 6.2.11 5-1.5 2x8 II 5x8 i 6 or 11 lu 9 4xa = 1.5x4 11 5x6 = 3 7'Tr8 5x6 — I 6.2-11 I 8.5.8 I 114-0 s i12-11 9.9.8 2-2-13 2_10.8 ..,.... — . va ney ,� va.,, a. — rage , Scale a 1:53.4 LOADING(psf) SPACING 2-0-0 CSI DEFL i (1120)D-8 I/deq Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.> 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.04 2-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 10 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) ,0.00 Weight 101 Ib LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18BtrG WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=353/0-5-8, 10=528/0-3-8 Max Horz2=248(load case 4) Max Uplitt2=19(load case 5), 10=109(load case 4) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS . 1 Row at midpt 6-7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=218/70, 3-4=147!76, 4-5=107/71, 5.6=55/47, 6-7=-48/11 BOT CHORD 7-8=36/53, 2-11=39/97, 10-11=39/97, 9-10=-45/39 WEBS 3-11=14/175, 8-9=123/60, 5-8=117/80, 4-10=215/63, 4-9=54/135, 5-7=31/60, 3-10=326/44 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 toad, 100 mi from hurricane Gceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 it with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) 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. LOAD CASE(S) Standard OQ?,OF ESS/pN� S. Tjyc�F�c C W C 04643,3 ST *\ EXR,3S;'-- '. /* August 15,2006 ® WARNING - 9er(ry design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenbarh lane --ts Design valid far use only with Mlek connectors. This design is lased only upon parameters shown, and is for on individual building component. Surto 109 APplicobi6y of design poramenters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stabiity, during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the resporssibiiy 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 Componentl0 Safety Information ovaitabfe from Truss Plate Institute. 5153 D'Onotrio Drive. Iviad'son. WI 53719. M, ,ek -1.40 56-1 5-12115 9-11-13 152-0 20-43 2451 2 15 30-40 .31- 1-4-0 56-1 0-414 40-14 52-3 52-3 40-14 0-414 56-1 1-40 Scale = 1:55.3 6x6 i 3 4x6 = 3x10 = 4x6 _ 6x6 5-&1 311-13 152-0 5-& 120A-3 24-315 30-4-0 4513 52-3 52-3 4513 5&1 LOADING(psf) TCLL 16.0 SPACING Plates Increase 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCDL 13.0 Lumber Increase 1.25 1.25 TC 0.27 BC 0.41 Vert(LL) -0.12 12 >999 240 MT20 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.86 Vert(TL) -0.26 Horz(TL) 0.08 12>999 180 8 BCDL 7.0 Code UBC97/ANSI95 (Simplified) n/a rda Weight: 198 Ib LUMBER TOP CHORD 2 X 6 DF SS G BRACING BOT CHORD 2 X 6 OF SS G TOP CHORD Sheathed or 4-8-0 oc purlins, except WEBS 2 X 4 DF Std G 2-0-0 oc'purlins (4-1-10 max.y 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=2101/0-5-8,8=2101/0-5-8 Max Horz2=61(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21, 2-3=-3254/0, 3-4=2675/0, 45=3937/0, 5-6=3937/0, 6-7=2675/0, 7-8=-3254/0, 8-9=0/21 BOT CHORD 2-15=0/2721, 15-16=0/3937, 1416=0/3937, 13-14=0/4449, 12-13=0/4449, 11-12=0/4449, 11-17=0/3937, 10-17=0/3937, 8-10=0/2721 WEBS 3-15=0/1150, 415=1635/0, 414=0/603, 5-14=649/0, 5-12=0/332, 5-11=649/0, 6-11=0/603, 6-10=1635/0, 7-10=0/1150 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 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) Girder Carries hip end with 6-0-0 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) 261 Ib down and 25 Ib up at 24-8-3, and 261 Ib down and 25 lb up at 5-7-13 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=58, 3-7=109.7-9=58,2-8=26(F=12) Concentrated Loads (lb) Vert: 3=-261 7=261 AL WARNING - Vert fg destgn Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11•7473 BEFORE USE. Design valid for use'onty vAlh Mi7ek connectors. This design is based only upon parameters shown• and is for on individual building component. Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is 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 tobrication, quality control storage. defivery, erection and bracing, consul) ANSI/TPll quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institule, 583 D'Onotrio Drive. Madison. cal 53719. �O9?,o ESS/pNgl S. Tj�,c Fy cD QP t�`� m LU C 04�3 � * EXP. I -- August 15,2006 7777 Greenback lane ��® Suite 109 Citrus Heights, CA, 95610" MEW& M1- Feka Job NS$ —7 fuss ype ty y gonzalas GON20726 S2 CAL HIP 4 1 822416636 Longfellow Lumber Co.. Inc., Chico, Ca.95928.7434, Matt DietE Job Reference O Gonal 6.200 s Jul 13 2005 MTek Industries, Inc Tue Aug 15 00:32:16 2006 Page 1 '1-4-0 138 746-1 7- 15 12-4-9 17-11-7 22-5-1 221415 26$10. 30-4.0 31-8.0 1-40 338 38.11 0-4-14 4-5-10 5.6-14 4-5-10 0-4-14 18-11 338 1-4-0 • Scale = 1:55.3 5x6 -i 3x10 = 3x4 = 5x6 3x10 = 1.5x4 II 3x8 = 3x4 = 3x10 = aro - 7$1 12-4-9 17-1 1-7 22.315 7-61 4-10-e 30 sa14 4-1"6.1 LOADING(psf)SPACING DEFL in 2-0-0 TCLL 16.0 Plates Increase 1.25 TCDL 13.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1166/0-5-8.9=1166/0-5-8 Max Horz2=80(load case 3) Max UPIM2=18(load case 5), 9=18(load case 5) CSI TC DEFL in (loc) I/dell L/d PLATES GRIP 0.10 Vert(LL) -0.07 2-15 >999 240 MT20 220/195 BC 0.43 Vert(TL) -0.13 2-15 >999 180 WB 0.45 Horz(TL) 0.05 9 n/a n/a (Simplified) Weight 188 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19, 2-3=153510, 3-4=1407/29, 4-5=-1194/46, 5-6=1559/46, 6-7=-1194/46, 7-8=1407/29, 8-9=-1535/0, 9-10=0119 BOT CHORD 2-15=6/1222, 14-15=0/1559, 13-14=0/1559, 12-13=0/1559, 11-12=0/1559, 9-11=0/1222 WEBS 3-115=40/65,4-15=25/488, 5-15=562/27, 5-14=13/178, 5-12=-44/44, 6-12=31/178, 6-11=562/27, 7-111=251488, 8-11=40/65 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 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) Design assumes 4x2 (flat orientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard AL WARNINO • 9'er(Jy design parameters and READ NOTES ON TNIS AND INCLUDED LEITER REFERENCE PAGE Lfll•7473 BEFORE USE. Design valid for use only with MTekenter connectors. inc design u based only upon parometers shown, and is for on individual building component. Applicability of design paramenlers and proper incdporation of component is responsibility of building designer- not truss designer. Bracing shown s for foleral support of individual web members only. Additional lemporory bracing to insure stability during construction is the responsibilliy of the erector. Addilionat 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 pualtiy GrBeda, DS -89 and BCSII Budding Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. 012 d OQRpF ESS/�N,q S. TjNG,`F'L 0 Q� F� m LLI C, 0044 3,,3 * "'7 August 15,2006 1777 Greenback Lane --• Suite CiCitrusHHe SM�� Heights. CA 95610 M7ekm T 1-4.0 7.9-7 15-2-0 22$9 30-40 1-g. 1-4.0 7.9-7 7-4.9 7-4.9 7.9.7 1-4-0 7x8 = Style = 1:69.9 8.00 F12 1.5x4 11 6x10 = 1.5x4 II 1^ d LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1166/0-5-8.6=1166/0-5-8 Max Horz2=155(load case 3) Max Uplift2=18(load case 5), 6=-18(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19.2-3=1390/2,3-4=940/58.4-5=940/58.5-6=-1390/2,6-7=0/19 BOT CHORD 2-10=0/1135.9-10=0/1135,8-9=0/1135.6-8=0/1135 WEBS 3-10=-18/254, 4-9=82/678, 5-8=18/254, 3-9=-442/58, 5-9=442/58 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9.5-9 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 30 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. i 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/pN� S.CD M T�tic�F2 CO LLJ C 046433 T M�Zr/r�M OF August 15,2006 ® WARMNG - Per(& deesgn parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use onty wilh Mlek connectors. This design is based on upon pars poramelers shown, and is loran individual building component. Suite 109He Applicability of design individual a and paper incorp Additional of component's responsibilitygto insure ofbudding ringclesigner - not buss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing t h insure building clstability during construction is there regarding y of the�� erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality conlol. storage, delivery. erection and tracing, consuti ANSI/TPII Quality CMerla. DSB-89 and BCSII Budding Component Safely Information available from Truss Plate Institute. 583 D'Onobio Drive. Nlad'son. WI 53719. , A �ea 7-9.7 15-2-0 2243-9 30-4-0 7-9-7 7-4-9 7-4.9 7-9.7 Plate Offsets (X Y): [2:0-0-0.0-0-3], (370-5-0.0-5-0) [5.0-5-0 0-5-0) (6:0-0-0.0-0- (9 0 5 0 Edge) LOADING (psf) TCLL 16.0 TCDL 13.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.19 BC 0.47 WB 0.28 (Simplified) DEFL Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.18 0.04 (loc) 9-10 9-10 6 I/deft >999 >999 n/a Ud 240 180 n/a PLATES GRIP MT20 220/195 Weight 1791b LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=1166/0-5-8.6=1166/0-5-8 Max Horz2=155(load case 3) Max Uplift2=18(load case 5), 6=-18(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19.2-3=1390/2,3-4=940/58.4-5=940/58.5-6=-1390/2,6-7=0/19 BOT CHORD 2-10=0/1135.9-10=0/1135,8-9=0/1135.6-8=0/1135 WEBS 3-10=-18/254, 4-9=82/678, 5-8=18/254, 3-9=-442/58, 5-9=442/58 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9.5-9 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 30 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. i 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/pN� S.CD M T�tic�F2 CO LLJ C 046433 T M�Zr/r�M OF August 15,2006 ® WARMNG - Per(& deesgn parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use onty wilh Mlek connectors. This design is based on upon pars poramelers shown, and is loran individual building component. Suite 109He Applicability of design individual a and paper incorp Additional of component's responsibilitygto insure ofbudding ringclesigner - not buss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing t h insure building clstability during construction is there regarding y of the�� erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality conlol. storage, delivery. erection and tracing, consuti ANSI/TPII Quality CMerla. DSB-89 and BCSII Budding Component Safely Information available from Truss Plate Institute. 583 D'Onobio Drive. Nlad'son. WI 53719. , A �ea Job russcuss HOWE e YP ty y gonzalas GONZ0726 S4N DBL823414347 . 1 o lial Longfellow Lumber Co., Inc., Chico, Ca. 95928-7434, Matt Dieh 6.200 s Jul 13 Job Reference 0 2005 WeiW Inndustries, Inc. Thu Nov 09 14:57:53 2006 Page 1 5.6.1 10-4-1 15.2-0 19-11.15 24-9-15 30.4-0 5-6-1 4-9-15 4-9-15 7x8 11 4.9-15 4-9-15 5-6-1 Scale = 1:68.2 12 10 3x8 II 64 = 10x12 = 6x6 = 3x8 II 5-8.1 10-4-1 15.2-0 19.11-15 24-9.15 30-4-0 5.6-1 4-9-15 4-9-15 4-9-15 4.9.15 5-6-1 6x10 = Iq cS LOADING (psf) SPACING 2-0-0 CSI ' DEFL in (lac) I/defl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.12 10-11 >999 240 MT20 220/195 TCDL 13.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.28 10-11 >999 180 Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.10 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Simplified) Weight 670 lb LUMBER BRACING TOP CHORD 2 X 6 DF SSG TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2 X 6 OF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 OF Std G 'Except' 4-102 X4 OFNo.1G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE REACTIONS (Ib/size) 1=11887/0-5-8.7=11887/0-5-8 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Horz 1 =143(load case 11) Max Grav1=12567(load case 7), 7=12567(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-17897/0, 2-3=14298/0, 3-4=10675/0, 4-5=10675/0, 5-6=-14298/0, 6-7=17897/0 BOT CHORD 1-12=0/14605, 11-12=0/14272, 10-11=0/11578, 9-10=0/11578, 8-9=0/14272, 7-8=0/14605 ' WEBS 2-12=0/3728, 3-11=0/5432, 4-10=0/11350, 5-9=0/5432, 6-8=0/3728, 2-11=3054/0, 3-10=-4754/0, 5-10=4754/0, 6-9=3054/0 NOTES 1) 3 -ply truss to be connected together with 0.131 "x3" Nails as follows: , Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 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 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, Q� OF ESS/ 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, the (. S. and plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent `n�R \�` with any other live loads. 6) A plate rating reduction of 20% has been applied for the lumber CO \` green members. 7) This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-4-0 for 65.9 w C 04 3 3 m plf.� rn 8) Girder carries tie-in span(s): 42-8-0 from 0-0-0 to 30-4-0 * */ EA 1-07 LOAD CASE(S) Standard Continued on page 2 November 9,2006 ® WARNING - Verjfy desfgn parameters and READ NOTES ON THIS AND iNCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ey- is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the M iTe Y\• 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 BCSI1 Building Component Paw`e.o Peeras.".- Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss s- ype H Y gonzalas . GONZ0726 S4N 7s DBL. HOWE 1 823414347 Lanarenaw t „rnharr n,- r ; � - Job Reference (optional) LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-7=738(F=724), 1-4=58, 4-7=-58 < & WARNINO - Ver(rg design je--teres and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. Design voridfor use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown iTe k, is for laleral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtlerla, DSB-89 and BCSII Building Component Suite 109 S Greenback Lene, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 7777 _ _ 7777 Heights, CA. Lane, S BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE),(530) 891-2834 (CHICO) OFFICE M (530) 538-7541' PERMIT NO. BP060165 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: 03/09/2006 APN: 040-590-001-000 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: 2055. BLOSSOM LN DUR License Class : License Number: Map Index: Date: _ Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects 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 (heir sole. compensation, will do the work, avid 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 such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 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 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 imprgves thereon, and who contracts for such projects with a contractor(s) licensed; pursuant to the Contractors' State License Law.). O 1 am Exempt under Article 3 of the B einess and Professions Code Date-_3qb to Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -Insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. O 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 insurance carrier and policy number are: 1 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, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 3 O to 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. Description: NSF(2587)GAR(1735)COV(662) Owner: GONZALES, JEFFERY 3405 CORY CANYON RD OROVILLE, CA 95965 (530)345-7214 fshnfn1@ao1.com Applicant: GONZALES, JEFFERY 3405 CORY CANYON RD OROVILLE, CA 95965 (530)345-7214 fshnfnl@aol.com Contractor: PLATT, JOSHUA PO BOX 5374 95927-5374 (530)624-6228 License #: 752976 Architect: Engineer: Total Square Ft: 4984 S.F. Valuation: $220,387.00 Census Code: CONSTRUCTION LENDING AGENCY This permit is hereby is"s ed under the applicable provislons-of the Butte County Code and/or -- I hereby affirm that there is a construction lending agency for the Resolutions to doUorVndicate4 above for which fees have been paid. �1 /�/7 performance of the work for which this permit is Issued (Sec 3097 Civ) Date: J',9 -oL Name: By. PERMIT EXPIRES ON: — l' f c3:1 Address: Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above Information is correct, and that I am 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 offici form or document of Butte County. I hereby authorize representatives /off�Butte �County to enter upon the above mentioned property for inspection purposes. Print Name: �/ `�''� Signature: Date: ""A 'rat Owner O Contractor ❑ Agent for Owner O Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE I-VILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY** OWNER INFORMATION Last Name`irst Name Name Address 34/ S GoR ^p -^ l4'r'" U� ►°�� City � St t� e, Zip Phone 3 S _ �Zl Fax �E-m5 v'\3 Aj\_ U-- 0 ARCHITECT/ENGINEER CONTRACTOR Name City Address Zip City. Fax St Zip *grr- •3 Phone /_ lU 02 Book Fax E-mail Planire>§/f S euc T Lic. #.-1 s2'rZal Cla s ARCHITECT/ENGINEER Name_ Address City State . Zip Phone Fax E-mail State License Nu ber PPLICANT SIGNATURE X f— For office u e only: APPLICANT INFORMATION Name Flood ZoneEl Address WORKER'S COMPENSATION - City Carrier State Zip Phone Book Fax E-mail Planire>§/f S euc T PPLICANT SIGNATURE X f— For office u e only: Zoning Pr erty Address Flood ZoneEl L_SRA WORKER'S COMPENSATION - Yes Carrier Occ. Type Const. Subdivision Name Map Book Page Lot #, Planire>§/f S euc T Date Approve CKEWFOR SUBMITTAL REQUIREMENTS PERMIT NO. BPC • BINN # PROJECT LOCATION AP# l/T0'— _Pr Pr erty Address City Cross Street tit-�Ls..-S 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 De cription or Scope of Work: Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work Dian check -id and other deu*tmac s s are not 1 X30. a Bldg II Received b Amount: . SRA Receipt #:�9 Sheriff J (� �j SMIP Date: �� I O . ` t Other l Total SUBMITTAL & PERMIT REQUIREMENTS . The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if. required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans'and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 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 of (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 �rb ' r .'. "r ....-.. ^_.....�.-......-•^�.rl"�...�_..r..>*.r.J'-e���'r'--i.���. � ..... �r- n..:•�•r...' �y+`�'-///J�--1•� R" G�rf�►�.,�:,,,.7TI�^ ••.� 'Y � �.1.� V e i � . � ry n` r. / 1��)1� COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING IV/SION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: C./ U ' ' , ASSESSOR PARCEL NUMBE L �Q Proposed Building Use: W ST Permit Technicia : Date: 3 I ems required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. g� 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. �j 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 AIC 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. C�lu . 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. -w-4 ex.r-O c -J CC(1111,Q, dffl., ❑ 11. Hazardous Material Form 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Re i In items needed to issue the permit. (May require additional plan review upon receipt of the following items.) t� t Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 15. Fire Sprinklers............................................................................................ ❑ 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ Soils Report and/or Engineered Foundation required ........................................... O Q( 1 . Erosion Control Plan Required........................................................................ �f ees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ City of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the City of Biggs .............................. ❑ 22. California Department of Forestry plan approval ❑ paid. Sent by: ............. L OK 23. Planning approval for (A) Use: (B) Parking: V (C) Parcel Check:... �..2- / 7 -06 �S%tee- 7, ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................................................. a 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) ..................... ❑ , 3 Letter of Signature authorization.................................................................... 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 or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issuedTelephoneo� , and hold for pickup. I have been informed Ahi&ve7itA and requiggis foining a 5uiltlP�ermit. Appllcan� Date: l L 1. Index fermi pplicati nor a bov it s numb ere Plan Check Le er 2. Additio al i eq fired ' Contractor, designer, owner, as a d f 14 above d phone, ❑ mail, ❑ counter, by Date: ) Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: / Contractor, designer, owner, as advised of the above d to by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: - Date: O Plans approved by: 5'0 Date: 0 Structural reviewed by: Date: Structural approved by: r Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 3UTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner GONZALES APN No: 040-590-001 Application Date 1/23/2006 Permit No: BP 6P060165 RECEIPT DATE Te /Asst 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $3,575.682145.41 Ny6 Plan Check ortion of Permit Fee $1,430.27 2 FEMA Yes Flood Elevation Review $109.9 Q 0 3 SRA* Yes Fire Plan Check - Non -Refundable 00 0 (State Responsibility Area) Building Inspection $109.98 0 NON-REFUNDABLE portion of fees due at application $1,430.27 RECEIPT DATE Tech/Asst FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,430.27 443589 1/23/06 Alice 4 SMIP* - Strong Motion Instrumentation Program (Enter amount from permit system) 22.04 Lf yu 6 J 5 Additional Plan Check Fees (NON-REFUNDABLE) 6 Other*: 6a Other*: FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT 7 IMPACT FEES - RESIDENTIAL* Per Dwelling Per Dwelling Per Dwelling Applications After 2/14/05 SFD MFD * MH County 1 4096.87 3071.14 3117.43 Chico Urban Area 5372.09 3995.45 4889.56 El Medio Fire District 3128.31 2297.77 2326.36 North Chico Specific Plan A SR -1, SR -3, SR-1/PD 7938.531 6757.081 7633.49 R-1 8031.53 6850.08 7726.49 ° R-2 7541.531 6360.081 7236.49 R-3 6780.531 5599.081 6475.49 RECEIPT DATE Te /Asst Processing Fee is automatically added to impact fee total 1 $100.00 $4,196.87 L(NNGgg 3`► 8 WATER TENDER FEE (Not collected when Impact Fees Applicable) Enter Bat.# $200.00 DRAINAGE FEES* 9 CHICO STORM DRAINAGE 770 Butte Creek $7,736 MASTER PLAN 771 Comanche Creek $8,069 772 Little Chico Creek $8,792 773 Big Chico Creek $6,596 New construction, vacant 774 Lindo Channel $8,139 land, on 1 acre or less - 775 SUDAD Ditch $6,975 Enter 1 or less acre value 776 Mud -Sycamore Creek $6,070 RECEIPT DATE Tech/Asst 777 PV Ditch $8,603 9a More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW 10 THERMALITO DRAINAGE AREA 1 $652 Maximum I Per each new living unit on existing lots where full drainage fees have not been paid 10a Temporary Dwelling 1 $130 JAt time of building permit $130 annual renewal fee for first 4 renewals. Not to exceed $652. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO ISSUANCE OF PERMIT. Forms will be prepared after plan check is completed for applicant to take to respective district office. 11 SCHOOL DISTRICT FEES' Tisedt I i is - ES N 11a RECREATION DISTRICT FE S* mQ/t t C1 J � � 9— - At the time of permit application, I wasove fees are required to be paid prior to issuance of the permit. Tt may ed during the plan checking process. lgbl ��4e i g 4co Applicant: Date: Pursuant toGoveon 66020, you are hereby notified those Items followed by an ""' may have been imposed on your project. You have 90 days from the date of aect 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 1105 ` , Butte County Department o.f DVices ° evelopinent Se, V nfrF° 7 County Center Drive Oroville, CA 95965; "a o (530) 538-7601 Telephone (530) 538-7785 Facsimile coUNTy BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. ® I am required to bring the approved Environmental Health site plan and approved sanitation clearance. to the Building Division as soon as clearance is obtained e 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 pernuts/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: A.M. Building site address: Permit No.: I have read, understood and accept. the terms and conditions as expressed herein as in by my submission of the above -referenced building permit application and my signature below: SIG OF APPLICANT DATE :...J__:.{.eparmer�t of Public Works :��� �� i� J,, ci �� g ,�; * t e j',%'o C. o u s t y o f U t j ( '•.' = :'�'r LAND DEVELOPMENT DIVISION `• `= A j. Michael Crump, Director Storm Water Management Pro;ram 7 C6unty Center Drive •\ ACO 5 / Oroville, CA 95965 (530) 538-7-266 AUC vWF� (FAX-) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase l Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement (LESS THAUACRE1 Xproj Description:_ Project Location and/or Parcel Number: -S'14 By signing below, L the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water P ermit frora the State of California Regional Water Quality Control Board. Phased projects that tain con 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. iped: Title: Date, BUTTE COUNTY SCHOOLS IMPACT -FEE CERTIFICATION FORM (One form per Building) School District Dtl"A.;OOOA Building Department No!'/�(70 v ©/ A.P. Number 67' 00 / Jurisdiction: City L�r County Property Owner ��N .�•� Property Location/Address Subdivision Lot No. ..........................................................:............................. Residential Development Q Q 0 Sq. Footage 2 �� No of ivin Mobile Home Addition/ 'Supplemental to (Group. R 9 ( P. ) Units Installation Conversion Pefmit # •(No foundation inspection) Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial Q Q Sq. Footage New Addition (Including Exterior Roofed Areas) Building Department Representative . Date District Identification No. % 3p- O School District certifies that C-zQn Z �1 s / •�E-�jt (Applicant) tL0 f���so� o s o (off'; : (070 (Street Address) (Phone Number) Du r2-�f (City) (State) (Zip Code) has complied with the requirements of Resolution No. Q Z by payment of $ y 7 9 y representing —. ,a S �' �% square feet. B2926 $ uLL MmcanoN $ School District Representative Paid by Check # Remarks: Date 2- �F_ o ;6' Madce: You may protest the Imposition of the fees Identified above by subndttlng a written protest.to the District, In compliance with Gavemmsnt Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Fomr, the School District is nodfled by the applicable Local Planning Agency that this project Is being nviewsd under the CalNomia Envlronnuntal Quality Act (CEQA), this orolect may be sublect to additional school toes to fully n4duate Its Impact on the school dlsMces'sehools. White (school district), Yellow (building department), Pink (applicant), feeform.xis (3/05W= 'W4 WtrW4,1 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM ❑ FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (P.RPD) URHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) Building Permit Number Property Owner (s) Project Location /Address Ly$S Z6AJ Subdivision Name Assessable Sq. Ftge 25 S -7 Type of Residential Development (check one) New Development Single Family -Detached . Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) ied by Building Department Comments: ❑ FRRPD ❑ CARD ❑ PRPD X DRPD certifies that: Jn�C (-MzaIQs (Oag-&107 Applicant Name Phone Number L-105 Ce -r(4 �'�i,yt u /nk Ru ft e Va l e_u Cig `�7SC16-a5 Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. 0 LI - 10 -7 by Payment of: Dwelling Units @ $ per unit for a total of $ _ 5 $1 Square Feet @ $ y per sq foot for a total of $ Remarks: Paid by Check No: 350 Z Paid by Cash: Receipt No 3,(Py-7, 6� a yvSS ('31 Loi Recreation and Park District Representative Date Plan Check Response Gonzalas Residence, APN: 040.590-001, BPN: 06-"0165 The following responses are in return to the structural plan check comments made by Jim Peterson, utte County Plans Examiner. The sheet numbers for sheets S2.1 and S2.2 have been revised from S3. J,-2""'The concrete slab note has been removed from plumbing plan on sheet 1. tld�he "Preliminary documents, not for construction° note has been removed from the plans. Yi-. A�Wet signed flood certificate has been provided. The required straps for the drag detail 7/S6 have been called out on the roof plan of sheet S2.2. If you have any further questions please feel free to contact me at the number below. . Sincer y, rrod H day, P.E. JAM OD .HOLLIDAY, ..P.E. CIVIL -STRUCTURAL, .SURVEYING P.O: -BOX 649 MAGALIA CA 95954 (530) -873-3402 i February 2, 2006 Jeff Gonzalas 3405 Cory Canyon Rd. Oroville, Calif 95965 • Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 5384541 (530) 538-2140 FAX Assessor Parcel Number: 040-590-001 Building Permit Number: 06-0165 Thank you for submitting the plans for your building project. The plans have been reviewed and comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. Correct the sheet numbers for the structural sets. Plans have three S-3 sheets. A2. Remove concrete slab note on architectural plans, sheet 1 plumbing plan. / Remove the note "preliminary documents, not for construction" from the architectural sheets. IJQ�Provide flood certificate with wet stamp and signature, and have the correct expiration date. /��f \btu • Specify size of straps for drags on the roof plans as per detail 7/S6. COMMENTS: If you wish to discuss any of these requirements., please call (530) 538-7541. Refer to the Data Sheet for v remaining non -plan check items. (You should have received this form when you applied for the permit) The counter staff will answer any questions concerning the Data Sheet. Jim Peterson Plans Examiner Cc Jarrod Holiday, Engineer Rancho Engineering I of l 'L'LONGFELLOW LUMBER CO. INC. DIN 6-zd7 (800) 678-0112 - (530) 893-0112 • FAX (530) 893-0140 _ — 89 Loren Avenue Chico, CA 95928-7434 GoyZAL-ES 2055 L-0:50,41 LP due.-4sW. G� o_sap -mss �i � � 64ft v� � E✓i S 6�:? C�U2'-T'7�-�5 S 115 s'tEs•�►� D NGC,v S Hl SS�AJ& s/ Y641) -L-57zzsrz . 4 Aj P4 A*51/16� pelt- 'mss �G�S . � �-�,��• ��� ��-� 4'�L �w� • T-6�f ST'S C.70 Rpt c_ �ks- ' A L-Sly NoTSb Fin/ T6�iS" fA- / Ot "T"' ;r'g&- PI-V 11,-A IL, B4STldj o, . Cour . AAl Nuv `14 '2006 ►.F DEVELOPMENT Quality Truss Design • Roof & Floor Systems SERVICES u _ 1 89 Loren Avenue Chico,'CA 95928-7434 • -Eric Dietz i (530)893-0112 • (800) 678_0112 fes' FA`X (530) 893-0140 r ,Quality Truss Design Roof&,Floor Systems ' LONGFELLOW LUMBER CO. INC. FROM :RANCHO ENG FAX NO. :5308733402 Nov. 13 2006 03:32PM P2 rin. 'CHO eennil November 13, 2006 Butte County Building Department 7 County Center thrive Oroville CA 95965 Re: Gonzales Residence 2055 Blossom Lane Durham, CA Attn: Building Official T have .reviewed the truss .layout and designs provided by Longfellow Lumber Ccs. Trio., and. have found the calculation package to be in agreement with the structural system, c desi ywd frnr the above mentioned project. This letter recognizes that the truss calculations meet r exceed the structural requirements of the structure. If there are any questions or concerns, pt6se J.'bal tree to contact me at the number below. I I tr ��F C11lIF�P/% Jarrod P. ti ay P.E. 016 BUTTE COUNTY BUILDING DIVISION APPROVrd' BuT� �o--_ -Coum NOV 14 2006- DEVELOPMENT SERVICES JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, .SURVEYING P.O. BOX 649 MAGALIA CA 95954 (530) 373-3402 ' I I E.H. USE ONI V Plot Plan Aftached Floor PIM Aftachad sem to BD/DS TO: BuAding-biVision — Development Services, FROM: Environmental Health' SUBJECT: Sanitation Clearance 0wner Location APS Plan Approved for:' Sewage Disposal: Water'Supply: -Public Private Well Clearance for dwelling. -Other,. , > final for: J 'Vin—af—cl—earance OK for: NOTE:. 6 - 7 l-, - �-Zl- Environmental. Health Specialist, jDate Building Clearance 9/2005 r-7-7 ti 6 O 6 PSSg���ay�g(C°jl�CF6 Ep €ii<a °s�eiga� Ie ._•�r_er_n�i er_e ,; u �ererr,�rer2r u �Y OCY �� mON.W. IYN J C•� E: �0�p�q .�1./ z tiz PLAN 2587 H11M WHALES RESIDENCE : ,r Pl9 z a 0 A G NA ;t J141 I i ;¢ �'� 1• .e irl 9 _ &e` e --- o -- 1 � � w gi • �w 4$�9 :a I et Sb` E:4 0 �I I° �I 1q, �i i Ig 6 ° ° I gal e� 0 M 7777UUUU i ; a' T 1. , a S I I R I �aq ig , g� ✓ � I 1 IR i a BB s u f a ys ® J -v we..w z= , am..iD or r 12 I ii i • 44 L_y@y�� �Ry i sa Ip B Ip 1 1 , , Y 1 i I J C•� E: �0�p�q .�1./ z tiz PLAN 2587 H11M WHALES RESIDENCE : ,r Pl9 z a 0 A G NA } l )� )1 ' �1 i I } 1 ,.,,,' `� + i .T { t � � � ,� SITE PLAN REVIEW APPLICATION Date: 2-- — 0 6 AP# a 4-0 d OL Permit Number (if applicable) D (/ I 0 Bin Number l APPLICANT INFORMATION Parcel, Size: Owners Name: Te ` `' o c? z In ` P Owners Address: Telephone No.: Site Address: Proposed Use: Resi btial LTNew Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: G ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved �,,-j Conditionally Approved TOF C-5 ).- GP: Ae A DE=C ❑ Resolve Problems Prior to Approval ❑ Resolved Date 1 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: General Plan: 2EC Applicable Building Setbacks: ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Zoning Code Streets & flighways Fire Prevention Subdivision Map Front 2 — Side 2 Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 Parcel Created By: Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger . ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivisio Ma /Parcel Ma K Map Date of Recording: Lot: I Book: < Page: _ Z 3 COPY of Document'Recorded AND WHEN RECORDED MAIL TO: 23 -Feb -2006 2006-0009393 BUTTE COUNTY BUILDING DIVISION Has not been compared with . 7 COUNTY CENTER DRIVE original OROVILLE, CA 95965 BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, I and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers;. and from the pursuit of agricultural operations �. including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: 1� 40i— R -S 1'* - Czr-��sobbok'A'bi1 IJ�I{1 P w�a RoaX� 7+►`b-� 1W �`��°��iaNc� �`TM- ,_ a6X�x,QT1�`,,,'rnd��'f�-ct-��e©�o��0.. I ot9�l1�1.,P�_L`,�-P�.-� �e,��—�,ji�?J�_�a ��`-/�- -,, "� �N 660 AA" 1� � l�t�� �� 'Bell -M 001 S044k � Date 061 PROPERTY State of CWor_`ni4 ) County of oJV—` ) On 'Z� a�0lo before me, > /� �7 ,^ i C personally appeared personally 'known to me (or proved tfte on the basis of satisfactory evidence) to be_the_person(s) whose name(s) is/are subscribed to the within im tr e a d acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and t at hf—/her/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the persons) cte exe ut d, the instrument. WITNESS r�6v flan An o iciUl seal. Signature VV V �'A\— Seal: D. FISHER Commission # 1487634 Notary Public - California _ A.P. #, tJ <�"—' Butte County My Comm. Expires May 4, 2008 eeo: SITE PLAIT REVIEW APPLICATION Date: OS AP# Permit Number (if applicable) APPLICANT INFO i 4 TION wners Name: Address: cJ gag1 Telephone No.: ?5 1 Situs Address: Proposed Use: Re idential Lew 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 Ben Number Parcel Size: ]BUTTE COUNTY OCT 2 0 2005 ❑ Single Family Remodel DEVELOPMENT SERVICES. ❑ Commercial Remodel r ❑ Industrial Remodel OOer pticWell ❑ Agricultural Exempt Building u Agricultural Buffer FormA licable N/A F-1 Other: ❑ pp Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SER VICES INFORMATION (For Staff Ilse) Approved ❑ Conditionally Approved ❑Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved By1111 Date age of ALL ITEMS CHECKED APPLY TO TIME PROPERTY ' , Parcel Is In: ❑ Snow Load Area: • - F-1 Land Conservation Act Minimum Acreage: ❑Verify residence can be built per contract F-1Nitrate 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 re - F -1 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: zq-d - 011::�C- 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 0` lo'ru-6 Side Side Street Rear a �' 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 Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other -------------------------------------- Subdivision leap Special Fees ❑ Water Tender . ❑' Road Improvement ❑ North Oroville Area ❑ Other (per map)' Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: ❑Yes 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 Certincate of Compliance/Notice of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 ❑ Subdivision Map/Parcel Man: Map Date of Recording: 01 Lot:_ ❑ Use Permit/Minor Use Permit Permit Number: Book: KO Page: 7 Date of Approval: Parcel Map/Subdivision Map[Use Permit Conditions ❑ Comply With the follownng Conditions of Approval: ❑ nLtacucu ❑ NTGr�e ❑ 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. Page 4of5 0 fM, Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CALairyslBuilding Permit Site Plan Reviewl.doe Page 5 of 5 5r" 1. 'IV% X 19 Etr n�(��( BUTTE COUNTYth QCT � 4 2005 AGRICULTURAL BUFFER NOTIFICATION AND/OR 4 UNUSUAL CIRCUMSTANCES REQUEST ����®, �� Butte County requires a 300 foot buffer between neighboring agricultural operations and a residence. This dimension is based on environmental assessments and studies. The Agricultural Commissioner may identify unusual circumstances where the 300 foot buffer cannot be met on existing parcels. This exception is not available for lots being created, divided or subdivided. Owner or Authorized Agent must complete the following and return with the required site plan to: Development Services Department, 7 County Center Drive, Oroville, CA (530) 538-7601 Name: ��� C-tOa�"1lis Phone:5 Mailing Address. 34-45- M E -Mail address 'FSi��'Fv� t �0 Assessor's Parcel Number tQ p — Reason you believe you qualify for the unusual circumstances exception: LA�. W+iu tv ftsis, . Authorized Agent's signature ell It Dat UNUSUAL CIRCUMSTANCES DEFINITION: An exceptional or extraordinary condition where the existing lot size or shape or an existing improvement (well, septic systems, structures etc.) does not allow for the standard condition of a 300 -foot buffer zone. SITE PLAN REQUIREMENT: submit 4 copies with this form Refer to the Site Plan Submittal handout for specific requirements ................................................................................................................................................... Internal Dept Contact Info: ❑ Env. Health ❑ Planning 0 Building ❑ Other Contact Person: - _ Phone: For Agricultural Commissioner office use only: (to be completed after submittal) DISCRETIONARY PERMITS (Planning) M6 ISTERIAL PERMITS Buildin Exception Recommended Exception Granted with the Exception NOT Recommended following conditions: Reason/Condibons/Specific setbacks from adjacent agricultural operations: 4>VLr7c.g-1 w' L 04- 41 �0 el Agricultural Department Signature: nate: --c � _ 1 _w t --v.mn i J 4 O O I 5.24Ac ^ 5.28Ac 2O2 S.00Ac PTN. SEC. 19 & 30 T.21 N. R.2E. M.D.B. &M. 07 ----------- 5.44Ac O W31 W51 i 6 O 7 i 6 g O l 5.50Ac 5.50Ac LN — n 0 l�r n I" O7 was ess s�wi mays are Prepmee 1cp l— Droperly n ry ly{.i3 Durposes pVL 1' and to Parcels Z,l Id Q (hereon may n01 c—Ply .i1D $tole and local N Si Jugum Subdivision Lots 1-13 116 MOR 78 11-6-1989 D6v6mwdnaaaes. Na foD�dymie Dssv f Tme Vee of the in(Mmalpn 9aam Ii"' 40-59 0 0 Butte County Assessor's Map Book 40, Page 59 CREATED BY SLIT CREATED ON 09-16-2005 REVISED BY SL IREWSED ON 09-16-2005 Prior Bk 40, Ptn Pq 07,14 2006-07 ROLL Compiled By The Butte County Assessor's Of/ice 1 14 1.80c ; 1 Lot B sss 67 i 1 561.61 i 1 l 8 1 O1 If 11 1 ___.1 -------- 1 1 1 i 5.13Ac 6.05Ac s4&38 5M 75 � u 10 9 O 13 10 � 12 1,7e 7.70Ac 5.11Ac 6.88Ac 12 Si E _ 5.6JAc LN — n 0 l�r n I" O7 was ess s�wi mays are Prepmee 1cp l— Droperly n ry ly{.i3 Durposes pVL 1' and to Parcels Z,l Id Q (hereon may n01 c—Ply .i1D $tole and local N Si Jugum Subdivision Lots 1-13 116 MOR 78 11-6-1989 D6v6mwdnaaaes. 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M;e 4. .� ,p ➢'�,,,•eyesp+"$ &� C.S (s.o•°4i a� G // pr cALc Po 0 may; e g �8 y '8. Lpe.op\a0. I t�.sofpo , (l g. 'A dq \Q°m J E' \ 4.00`41!M. ]Iw.•Ye• 1 `rpp''N '/1 •• \ \ \PD'I. 0.1 P.�Lo I O py 4�TaN �� .JOS g- A$.'G. p P 'L i�l¢oe.o9)Po•t (61 e.00`` 1 \ I�pRS p.pa°1 Yv. A] ! \ 1 Tn 1R, ES ]3 azi vPor \1 p� _ i Dts o\po . p let'" ,alsgai Q! \l �T' �$ g 40. en.p1D to t 8 �pymon \\ � .. G 6 5 $ s paA Ei w" °']IeeOo t a,a°..Gm.'ti l ail 11Pi V. \ BeAp% (g'0°°21'W.1 $ !� \9'E' p•� s P ?• . �. �' 0 : D�mc -:$ }� �,� / ]/{. �'( IIl1 1t%yf�D u "Y iP: D\ � �P :�(�•� d• y�Q \0 OEML "A" 110.81 °4t0 `pi NO 9rALE ww iO-� °gB 1_ `� � =-�1 yy —Y� fils.o.o5s°°1I9q•0w0.l W P.1a%• q°O¢ ,N BASIS Of BEWR/NS Yi .0100 � ra epm pv eeuwvs vw Tnn rav r mE pmmeur Leu aP �. e, / L 8 (2�q� r050011 Uel OMrEIO.T TOOM aKrlll M rWr01 pll PARCEL NORTHERN R/Rf' er YOeAJfRIfS mIOWN nEMd 34 w worm. °.eEafTO 8 $ / $ eEARGr ac �Gp LATE eEwo x. as•aTYNr W. PEA 3AIO wv. �anre N Nf�, « No 169 JMSUA ISM o 09M OH COURSE DATA RECORD REFERENCES RESOL (/TYON NOTES L EGENO BEING A PORTION. OF LOTS 10 8 28 Q FOUN03/°•MON PIKT"OEDL5MG AND ALL OF LOTS 11,24 B 28 OF THE Qs. o.•:e•w•a. ea.00• RI eOOE, YAP.. PAGE 53 \ LOT DE wA3 xENEP Gmn BY Af. ANE60A 198 NEDr arm lru Pee a FOUND 3/4- 04 FM TAGGED RCE 16803 JONES SUBDIVISION OF THE FERSON FARM 10.0{•ea' W. N.00'1Rro R, BOON 52 NAPA. PAGE B] REYAW3 MI1N TNe N[IR], INE WYDTERLT GO' WA! 0®® ip THE wlDrn•fOP nlauc IO6NwAT P{OV'0]EeN191]BY Ar. °CITE! PFJ1 • rOU11D J/a•WON PIPC A6 NOTE0 PER BOOK 7 OF MAPS, AT PAGE 83; ®ao4.22'43•W. ?5.00' A, BOON TG OAK. PAGE 43 oEmeooRlw.w0e4ae,evrnleFlcROGAN.WONlneN"I" 0 GET 3— ROW PIPE TAGGED L85me BEING A PORTION OF SECTIONS 19 8 30, IS. 0.22' W. TG.00'1AW R• DOOR 63 YAPS , PAU 40 owlmn OF THE LAN] ADIOYOIO LOT Ae MAY Ire IT AS A PARDW 0 GET I - 1/2- IRON PIPE TOGGED L4 5416 T. 21 N., R. 2 E. . M.D.B.BM. Q 3, a2•eBTD• W. loo.w R, WOO 45 MAK. PACE 14 ' �D'1MRmI aNBm ° —11 Wei•50•W. 'G000•IRM R, BOO [al ¢ tER OF ne WRuuOparmrt f WAG OPOINT. YOMNOTHING POUND OR SET BUTTE COUNTY CALIFORNIA IN.B3D•{5°{'E. rOTO' p, q-O-WMAP OF SACRAMENTO NORTHERN STA. 'L' ITS •OO TO C1"MILEN® Fe01 MH LOCATION 0113 COSTING TRACNB I I EMMACEA RICORD) DATA .-E. IaO.T{'Ntwe AND INTERSECTING PDA THE P.1. LOCATpN. •0•]36•000TF0 Dl. DL 19EE ]I fBE HO, a6Y•4-106UTTCCa 1 epRr LOU, OF , 161¢3 1�1'�011 'MU, DT Ci1AelLWN LOT NUYBlAS ICA JONC]BUBOIYI9ION fl • .:ar 4D• Rf Y,COT HANGIN614P N0. IDS SM[eT T flt 8-B{] me, eck THE STATION ON TI! BAAAYtl(TO OWYNOR+ AAEAOAD }Of 4.32.81' R, aurae COUNTY FIELD BOOK°213, PAGES 60041 RroeMIAe UYCATromR 4bAmALa FRa TNPT Ip. 94.0e'IR,RY BaoN 2141 O.R., PAG660D •1H na,IOx ro Tne F6umrw6l PIK AT TNC D6Ernan, capaEfl HELEN M. DENTON IL • DE.BTIP, OI LOT ro. Q A • RN O[EO e00p 1ST. PAGE 346 284{.&9' D• 2644. ' Rn DEED BOOM 143, PGOE 4]e (0�� L•212,]2• NOH Wor 61*inNrbw ro pECLAPATION orK C1000. CAl059"p eo9151616ad-1600 e. z1°a °` ' 1W D CIVIL ENGINEERS - PLANNERS - SURVEYORS v weo.]z' SKEET P Of _S___. A.e 00- T-gJTBIB ]eeD FNZIF L OCA77ON NAP Oro BCALE Pi01 t>y� r L LE6EN0 fi 5.98 A< CROSS R S.SG AC GR095 4 .�. •� Q TOVND J/4' 1101 1111 T4GGE0 LS ]1]6 6 5.24 AC NET {yp 120 AO NET i p ^\ O SCT 3/4' IRON PIPE TG60E0 LS 5616 SCi I-I/T WRI PGC TR06®U9818 ¢ DETAIL "A" 4LCWTED POW . OT00 LVW OR SlT ,6enr oemcareB ro cnuvrs rr s. fJ10Sf '6 Tm6L nREn M t l -W CROEPT.gx[S Av - ,r` Burr!/NFC£i/If^LC NO 9LCLE YNCT $ /RES OVf6mC 40AD R -0-W _306.1SJ _ ♦ I <PES TOw OEOK .TO COIGTYW iwTE-ESSPIE PUE. 0A 4x TP) PUELR:U TY EACENCIIT 9.OF )JECT ES MM M ou'VORCH BEING A PORTION OF LOTS 10 8 25 AND ALL OF LOTS 11,24 8 26 OF THE )ONES SUBDIVISION OF THE FERSON FARM PER BOOK 7 OF MAPS, AT PAGE 93; 9EING A PORTION OF SECTIONS 19 8 30 T. 21 N., R. 2 E.. M.D.B.BM. BUTTE COUNTY CALIFORNIA for HELEN M. DENTON NorthStar 8nglmmrWg to OEO3aR6TiaT 'WE - r . C6LPOHN 95549 - nuu554w9 CML ENGINEERS - PLANNERS - SURVEYORS A.P. 40-m- w, IT a M seas C= !e<EO !gip• t<,� - 91° 01�� � p. t YP' fp. LON• \s<°° e91. � 0�(� gyp• PDT'. U �� 0•L A f0 GO y i•7 4 10.N°22•w]0003060 �•' ` II. oAI� fl�\ I BCI)<9 aq fpOy C�E4aE �yy q0� ' . Od' .t s.o+•ti E .�- �='- I o oe!?" C \9�°.e• v oa•' e. rwamnBd a i AVENU ` 'P ad Be s o° a oJ. ,p c '•.8 ;1A �(Q� �'i ua,e °v �vo`'� yqy° oTo fo.lT' 'S .•Eo to aZ ••-� 4` �laTs.00 ,� s��� cv" . t <St 11 1gg�L — — - fD.l OJ.P. �!Y M. C o� $jp 1tea:TP •M?< ( a5 BE°a9,0 c.,c y]�Yao. ,�'<\ 0 �/ (qe.H Mb E@4 I e9z•n>i' — q( Y 5 °' TposrtwM TO I f w,I yq• "Lc fRON e :D$,8 2 �� � — — �' "_ ��, �� sEE pgSOLu• � `'POV�p \O�� 'i. -u' i � \ s; glv'F'ipp� ' �Dp��lnte °` k.�-� � g g CP T' T' yC ARS9.° • ^• yy b �� y1'N aY�! 9.Py� b i• IW�f ��• b�a > E ` P BEMs `� 6 cW:.cus �I Pp•L I° ��, { •L. D //'Jb� ATy� p \ �/ 1 r1TTh �-qDG. 1 Y h e AT�Y 0 l•,9y.]O; �C 1� !'�.1�" l � � \-• \ 1 1piwlpasr 'Yc` \ s.o.... n W. _��,� L • EpB' m 3 �\fP' Pa owY 'E. e 1.I' .00 T 1 fOF L Y.zT • - l0Te'.I pgMP9 Op , '1-R' 1<y. •'` P! 1000, ya ! 1N90.0f 1 c° ES ]Ise.ei ° NTT FNg 4 ^ ^ ^ y� 8 ry � ti W � B � 1`LI \�p9OgX 9.0• — ^ lTI9. �'1 19.0• } •� ` r•� TaAT A19"1+�,til RI, °xi W.,m°LQ) <I �n\�/ S. FE , '� I 9� ]� \�\6\ 0.9• � G O P E IaOp fO.] k \I\ / `< <qp• �' 7 : g, \ti :9 QP• qo �; 1 P• �° 11� �' 111 ` � \O \Z 'l •��/� �� barb• ( - OR • pf JN iD v. 1� \ � � \ -� � "lop fgp\ •yi w\ p., p. 'v - )Go • X �7 , ` �^ - S.OS° y'yISO".1R•?• p. - p�*. N9 w\ :�+� � .7,p9�{a� W.Ip' . q0q • +•Ip'• ' / \p' . . I P YB•- �Ia. ONORTHERNR/R_�� SACRANIENS / TTT / IL COL44SE DATA RECORD REFERENCES NO/E LEGEND BEING A PORTION OF LOTS 10 B 25 I YL16lGGEft4LPYLLB013111140TOATTENUATE NOW o FOVNDiH-gO4PIPE TAGGED LSNJf AND ALL OF LOTS 11,24 8 26 OF. THE O E.ov2r43•W. 4.00• RI 00O?X7 B•PABEeE mWTm BE MawrtNea lrG/s RAGNOADW THAI, INTpeol XOR O IOUNO air IRON NrE ta6GE0 ACE 16900 JONES SUBDIVISION OF THE PERSON FARM IA. 0•'Yr .. MOO'.. .. 0001( 04 r 11. PAGE 69 MUM NG GMa1M TNu i0 Rcmlt • rouMa3Y••IROM.vca11Morro PER BOOK 7 OF MAPS. AT PAGE 53; ® 3.01.2r.3'W. MOND. R. e00NTeNAP].PAGE 53 E TM10E000V N LIED WITHIN F.E.N.A.FL00p20aW. 0 SCTSv.•1AOMPIPE ..U.LGOQG � BEING A PORTION OF SECTIONS 19� 8 30, 19: .. 2!r r W. TO.Imv R• 0001( R NAPS. PAR •O ]. AMIVN RAMM Rwo °] E110Y111 M TIO! pAP Wp9 MOT OFIDNi® Ofl O SET. -1 r IRON PIP[ T1G0E0 LG .10 T. 21 N. , R. 2 E. , M.D.B.BM. ©'Oruir W.Iw P. OOM G] rare .PARI♦ STAI0ARD5 TO R AUEPTm ar INE c01AltT • FOWIO COVMTT NONYRMT A. BGaI le MAPS. PAR 21 G CALCULATED POINT NOTH1M0 FOUND OA GET -BUTTE COUNTY CALIFORNIA ® M. R•.0'..-[. IAO.T.' °. PRIOR TO ISSVANCE OF °SEPTIC TANK PERMIT, TXE BUTTE Af A -O -W NAP OP AACNANENTO NORTHERN STs. Y- IT3 •00 TO 1 1' INORaGCt RCLp1D DATA IM. GI•E9'E. IG0./.'NIN COUNTY HEALTH RPT. MAY IS WINE SOIL TESTIS) TO VERIFY 'D' BG9 • 00 DATED DEC. 01,1910 '1 ]BC M0. 0GP-••10 THAT THE SOIL PERCOLATION IS NOT EXCESSIVELY F.'ISI • I LOTMUNOC.A PER JONc. BUBOIVINOM for ©A . 20.00' 'R. r.COi HAMGUIG NAP M0.109 ' G .9.•OB'.0• � NKII LOCATION L:32 AY A. BUTTE COUNTY PIELO e00X .210 • 1AGEG .0 G .I VAA LGM PRICE 21ITUAG1 AREA 10"C'S m. IH. UNIX 2121 *A.. 1AR9141 119 °AL BUILDING GET9AGG HELEN, M. DENTON NL . 39.ern. RH DRI BOOM 1!G • PAGE G.e TPI TTPICA . . BULL U110017iAL BIAV(NG RTGCN LANE '�E-0r Star . !uy'n"� 1DECLARATION iQARO'TION DRIVEE 01100.WF0M/I 99920 19149 000 CIVIL ENGINEERS, PLANNERS.* SURVEYORS SHEET J QF J ' O.M.S. No. 3067-0077 NATIONAL FLOOD WURANdE PROGRAME)Vreb Dec tuber 3t 2OPS ELEVATION CERTIRCATE �MEW Rai Mfimlknm. LL SECTION A -PROPERTY OWNER INFORMATION. 'BUILDING OWNER'S NAME pqgm g P, w -f 4-6 CL) ZA BUILDING STREEtADDRESS OrdpV ApL, Unik S-Lde,.aricVbrBIAI- No OR P.O. ROUTE AND BOX NO. !"m milffilim CITY SrATE. jup-CODE. - ( W - AW - ##M or. ##!W###) NLWM . I B5,suFM laork Accesmy, ekx Eke:a,Commeiafsarxc, Irne HORIZONTAL DATUM sc 'RNADM7. E3NAD 19W B -FLOOD INSURANCE RATE CWMNAA4E - - J101 87.FIRM PANM'" I 0 FIS Pide 0souce of tie m.Q inWWlnB9. 011 - radicals tie elevation d*mts fbr-ImBFEinm,- Nra1tn499 )4 USGS Quad Map .. [3 Other: )RIVIAMON 81MATE 59.BAS OXELEVATO B&ROM Fly ffmA0,us*dpqvof&* A if yes W 0081 SEC77ONC-SERDME.A�ttottiN�mRmAT�iort(s!LRVErREQVRMY,, Ct &&M Oh�m b�md art OrCmham DVAW 0 &MV Und3rQrdmbl� 'A.ne�vE bonCeftjyq4qf - & M OF CtftbMV13 Ac-mft . mda.M.; C3.Bmt=-ZmwAIA30.Al; AKA60BFgW,Vi.Vim, V(dbac4fitAFM. ARAEAWAIM.ARARAWAO Sector►B,oar�vattthetlatinttat�atuae�dfatre.BFESiroyttJleeld��d�m.oe�nuer�(pgcalgrie�otf,•,tke�,,����aef •. DOW AJOVI) 'r-9 In Qress spaces, coon lire CRY si=t3TTC7At ii 4URMM ENG ek, . Ci CT. FltrA (e0rttirx . a lam.... Copgbath sides of Qi lE.k i ftr4ltd wb sa m (2) i tj!eia agertfroompa V. and'(3)bUnV ower. 8 71- C'o, f3/h 93t� . 1G )67-77, A I�f P zy Ptfotz & d. ' /7, • ... .`t �if•Y.. ..vNw n.{4. :q..i•:,:A'y-4:yi: %::, `. .: �VI MM\f�v��S SECTiONE - BUILDING ELEVATTORIMPORltitatTf6Ar(SCRVg Y NOTPIQAM FOItZONE AD AW266 A RNffWJT BF'E?__ ForZowAO aWZomA (MoutBFE), caToob Iberrrs£f 1 VmO E4. If ft BwatbnCer*aU is bbndedform assrp x ft udamalian fora COMA aLOMR.F, Sec5mCmustbe=Od d Et BuTdr�Di�aml�raber(SeladthepciQde�ammostsirruiatithabcdcir�pbrwfrcAtfiisoer66aaiaistcar�!abed–s�epage58artdT. Ifnodratnaoarabgl�r represenls�ebt8dug,Awidesskeklraptwto�eph.) . E2. The tqp of ft baba fl= Cmcfrrdrg bases t cr adm e) dthe hfi ft fs _ ft(inJ'_ti(trft) O. ebm d • O befow(dieck cne) the hV)ed a*oentgad& Nse tmOral yada� ►evaflrble). • . . E3. Fot BtBCift� Dii�is g.g � oper�gs (see page 1), the n�ct t�gher floor a ele+ratsd floor (elevbflart b) dthe bt�dllg � _ R�n)_h(an) above the.I�esta�aoent . gado.-Carple66= C3h w d -M cn fait dttim. E4. The bpoffe.pWbmofmwMeryand'aeq*rnertseftgftbul*Vbyflft)_hW[3ab=cr O•belbw#edcone)fAet�estac�aoat . �ade;,(tke natardgada�iaua�abte} E5.RraaieAQorfy tfinotbodd�Qrrrn�berlsavadahle`lstlteiopdthababff ftwdwd9fta=d3= um' @tbcgmrgrdK/gflooc a� yenta ehoB? -oyes No 'Qui-ThelocdofidalmistoeriflylHsiidanmgonh'SeribnQ Iw.��..r-rnvrcrtI[ w�ytK�vR�WNER'STiEPRESEl�1TA CM'fl iCxl7TON.: issuowneraw�ner's r�p�Qcns1�'C�OemsC3hand C3ibt, andETotZotieAjwi(}wutaffldAissaoarrrxa BFgbr&eAOmt�sts�rhera The'sidema�rhSecObsaLi;'G.�dEerecaradbGhabestafrty�vaNlbd�be PRO P/Wim' f .S. ATNF S NMr1E ADDRE� src,� o Box 29CITY �C YS 3 :OMMEMS Z �•� O �� , i 876p' 7p – 94.3 / C01VWttJtVffYOFTiO , Check hemrabdmerds INFORMATiOM ThelocalcrCali(fpisai�ort�bY�aa<#tanoebadnWsbsrthe Cettifi ft-!6•�*) and bdo ° �� mana�ernentadrm= can ao O* Sbd=A B_ C OEj and G dfiisbevaflon ct.13 Niftnii6nhS�ac6or,Ci�astelaeii gnotferdDama<,�Ontbacriesceen dbca�tatiVbcef�ji8i�y'':i�catalhesoaoeanddifie6the�aber�sedse:v�eyor,enprr9er,asrchiEedwfioTaaudsirfzedt�ystata Q�Idlk�foatpfe�dSecSont=fa eie+rd6on Cin'tiCarrmentsarea betoj •� , O�edinZonsA �3••O"rtreToia�iap .>�-�.� acaB�'or2oneAt). . .- - Fr ,. purposes` GtT:emdm drib* Mfr. EJnew 'O �ilb�n�M G9.BFEaQnZaraASD) (mfgbasementditbAtr4, h f=iVatfiebd ft,bk FFMA Ferri XW4 f-t1itMt1111 MIM:TMANl1VtMIPJjft :.T NATIONAL FLOOD MURANC9 PROGRAM . ELEVATION GERTIRCAW 0A.8. No. 3067-0077 E*rvb Decomber3i, 2005 SEGTIUNA'-PKUPEMUWNERINFURMATION. 'BUILDING OWNER'S NAME Y.........::._ BUILDING STft� A R ESS OneW Su e,:and/a Bld.O. RO g. No) OR PUTE AND BOX NO. #.C�t r� ' t< E i£�i{fFLM E�i�1E',E�<I's•`{: CITY A P. CODE .i7 9 P,-�d.,,,, � � Vis.. -,•a 1-tW •bRFX UbWRIRTION,(LA(:and Blocic.NumbeM Tax PaMW Number, Le;WDesu4ftn, eat.} ?N BPING USE (e g., ReskWtar, Non raesklenffg AddlIon, Acees6my, elo Use-i'CommeDO r�fs arae, �r�ssary T aF .NAD 18T1 NAD ISM USGS Quad Map ❑ Other: -SECTIONB-FLQOD INSURANCE RATEMAP �Fl".INFORMA110N MWATE v C -Z -06 001-7 Yt CyJ.J 0- A 84 MAPANDPANG..FIRM 89 ATIC]nf(SI' . NAM asum i Fa�Iu ScDNT� cwTE.. B&fl.o � y (�eA0, md' *&oFffwdV- Dl00o Seo C v ,.. 'B10.174 © PiWb ofQ�e m. t�va5o+i � dalaabase>hArliearedinBB.: . • .. . B11. Ir>dcBe the elevation da4m used fcrffw BFE m B9. " NGW 1829 Q NAVD 1988 `� 09t� Bf 21s the bml be wbT a comw6arriecRasmrco s Sysbn (CAST aeB crohrrhe RoF'7 Va. M ki. - - �.rwn vvnrrir• nCViYI/�CLJ C1: Bu"V elevations are based on Corstruiion Drawb0 ❑ &AftL xbr Q=hdo : ` 0 Fkis WCbrlsin0m +e�r�edt�eAud�ndlbebtIsco�Iple� ' ' •Dl�_��thebui1�Rg.drigammosts3riaarb>ttabu(fdut�fat�f�c�ii�s.oerfdtCa6a•i�. '• ,�++�yn�esan>sme be�g•oorr>�le�d-seepagesBaAdT•. Haadi�.. _ .,: -: 1aska»rh•apha�ogaptl,) Ca 0evatiot�s—ZoAesA1,430, A� AI{ A (4�B�, V�; V1 -1x30, V (iaNt BFEJ: AR ARIAf� ARG41•A�O, Rf?l4Fi AP/AO .. Ca a>�ilemsCa i4elow pig ebtld�d�pates edinl6am.%--Sb1aladabpused Irleftmis for Wnftiuc0*13FEki . Qr Se*n B, oaraer ft &i m tiid u .d lbrr tw BM $ho r6ekirt�aas<r =rb and dgm.00rmerslo4 • . � dabmtl5ed t Ca fs area SOMM aSec9ortq.leF»Pptcpriabat•t 0mnel�,at� .datj oot�ue *m Daum_ CffLWdoIYC`lrmwf. AI4✓ii '74 .. In 41ese spaces, copy the comespondtng in(grm>tdog from CffY '� _ _ STATE 'nvn V -VN CrMllVt.. UMAKtiM)'tLt.�:MKIIt-JUAIKM [�NTINUE� . �— Capybalh sidl>s dQlis'13esraiton for ('� oamx>r>liyr oi6de�, (� trtismalloe �• �� oMner, .. . &In CIO. )6-7-22., AI::o✓D 2y 2 of c s/?i� &REV.' >7L Z . . . ' .. . .., ..: ,. .. .. ..,...,.. .., '- :.•:::.: QCf�edcf>e�o�atfacfrnents . .. .. ,.\•,.. if•>..� .::. N, w;.r`.�.tii �A.'i:�+.'Y!Y'Le'y['%^..• � \: i� ., , . SEClicikE-BUR.DMEtEyATfOlffl ogpO A7fo—N(S AMNOTRgWit 3YPC&MAEAOAW-ZONEAjWuNoLYBm__ Fa Za*AO and Zom A (iel WBFE), oanpieta b=Et trmO E4. if Un Elm don Cerb' mb is iltlrrd lbr--im asmgx tir>g irltarrrlabm kra tOMA orLOMR�F. Sec6ah'Cmustbecarrpl6Esti . 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Ea For2a*s W rty; tnoWdrQQrnrm wbatraid* is MelopaffmbttEomtloarelevrtedtramoret3=um tttQo�tmntdlyg tboc�ifauirrl�ernen(adrrarroe? fl Yes ❑ No Urslotouurt-The tocA ottidel m>tstoerEfy Qis irdbnrleQon h'Sedien t3 The a6m _.....,....� vcrtun4iM11Vn .; COfTiT1 �b°�aO�S�P�+�ewh°arrple�SSeotfcrBA�,'C(tferl•IsC3hand'C3i' '(wiltlattaf13u64r�a .. ,^. 7. issuwWQ(rZXmADW,Mtstrhem flisr'sta�rrnaaihSs Erle .aridETarZaie'74' a t' adEseanedioti5ebest clfmybollc�et tarir�IZNAIM\CD�nn.,uw�r-.•rw �x Jose 67; .'" --,..- . - -' �:g ` SECTtOM (i • COIWVtUNITYIN OORMATIOM OFT10 (.'heck hers lf: rr� wrobaaQgrbdbqlevagd(rl�cebsrtrlirrBresmffmQwratarirtanoecan epptalbteiEan(s)'piidsi�belowt moo*SectmA;B,C ftE) andodmbesra m kbnrm6on �n Stec3on C ices fatten tion � dbamen�on Qmthesbesn. arloOlativtooerb &vdonWarr,a0oi>,'Nr tresouoeand 6trie 4warlderrftQwbytbmwwwjw a ger,aert ecc�ttiotaetl edbysfa� Q�0°" c dSectfon!`>Eta de+�Ba1italsikft*Car>�areabelsa� `O"ip>itorma�iori(16ari�s�4z�j�p �tssuedaoamKn'Sy,SuedBFEja?.oneAo. Gt 16AITruuoco o „ ntat>s�grrl>xijp�a G9.n=or Y",LumAp)�dlattebop vsleim Nosy u um "� FFMA .mmbww:w .q' .� ::: � � � �•_�� Jnr Dakm I !: , * '... � \n Ol � a_ 4 a cr O� a_ a_ 4 4C) —1z s' 0 CG cd J 0 O 0 K z ZM X) z a- a in YL. I! BC•S4I-BA1 SUMMARY SHEET -GUIDE FGR H GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify Los trusses no estan marcados de ning6n modo que the frequency or location of temporary bracing. identifique la frecuencia o localizad6n de los arriostres Follow the recommendations for handling, (bracing) temporales. Use las reoomendadones de manejo, installing and temporary bracing of trusses. instalad6n y arriostre temporal de IDs trusses. Vea el foll= Refer to BCSI 1-03 Guide to Good Practice for BCSI 1-03 Guia de Buena Pbctica Dara el Manejo.Instalacilin Handling. Installing &Bracing of Metal Plate Connected Wood Trusses for more detailed y ArrioSGe de los Trusses de Madel Connectados con Placas de Metaloara para mayor informad6n. Information. 6 pies m6ximo Truss Design Drawings may specify locations of LDS dibujos de disefio de los trusses pueden especificar permanent bracing on individual compression las localizaciones de los arriostres permanentes en IDs members. Refer to the BCSI-B3 Summary miembros individuales en compresi6n. Vea la hoja IESLNCO BCSI-B3 para IDs ardostres Dernanentes v refuerzos de los Sheet -Web Member Permanent BracingQp(eb Reinforcement for more information. All other miembros secundarios (webs) para mayor infornad6n. EI permanent bracing design is the responsibility resto de amostra pernanentes son la responsabilidad del of the Building Designer. Disefiador del Edifido. ® The consequences of improper handling, installing _ and bracing may be a collapse of the structure, or worse, serious personal injury or death. 1-1/4° EI resultado de un manejo, instalad6n y arriostre inadecuados, puede ser la caida de la estrudura o f► _ t aun peor, muertDs o heridos. 3/4° 3' Banding and truss plates have sharp edges. Wear ® gloves when handling and safety glasses when <e� cutting banding. Empaques y plans de metal tienen bordes afilados. Use guantes y lentes protectores cuando carte IDs empaques. HANDLING - MANEJO Allow no more No permita mas than 3" of deflec- de 3 pulgadas de tion for every 10' pandeo par cada 10 of span. pies de tramo. � m f ,a 3� emax m I a QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. 'r ONE WEEK OR LESS MORE THAN ONE WEEK QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra par una semana o m6s deben ser elevados con bloques a Cada 8 0 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento par mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilacl6n. Use special care in Utilice cutdado windy weather or especial en dias near power lines ventosos o cern de and airports. cables el&-Wcos o de aeropuertos. Spreader bar for truss bundles ' O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Q Avoid lateral bending. — Evite la flex16n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos.' 0 Do not store on No almacene en uneven ground. tierra desigual. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or Trusses 30' or less, support LJ less, supportat at peak. ' quarter points. — f� Levante Levante de del pico los los cuartos trusses de 20 de tramp IDs pies o menos. trusses de 30 f Trusses up to 20' pies o menos. Trusses up to 30' Trusses hasta 20 pies �russes hasty 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pica IDs trusses de m6s de 30 pies. Greater than 30' Mas de 30 ores HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO FOR LONGITUD DEL TRUSS 60• or less t� Approx. 1/2 �I truss length Tagline K_ TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Spreader bar 1/2 to 2/3 truss length Tagline TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above or stifibact 10' D.C. max. mid -height Spreader bar 2/3 to r- 3/4 truss length -i Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE © Refer to BCSI-B2 Summary Sheet - Truss Installa- t tion and Temporary Bradnp for more information. Vea el resumen BCSI-B2 - Instalaci6n de Trusses ° 4 y Arriostre Temporal para mayor infornad6n. Do not walk on unbraced trusses. No camine en trusses sueltos. QLocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de Berra para el ' primer truss directamente en linea con cada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well �— before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLB) T1in. LING, INSTALLIING AND BRACING OF METrAL PLATE CONNECTED WmRUSSES BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamlento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 30 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 6 pies m3ximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies m6ximo 60' to 80'* 4' o.c. max. 60 a 80 ies* 4 pies m6ximo =Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. 121 See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. I - -8 Refer to BCSI-B6 Summary Sheet - - Gable End Frame Vea R1-7( Repeat diagonal braces. Vea el resumen - LJ BCSI-B6 - Arriostre Repita los arriostres del truss terminal diagonales. de un techo a dos aguas. I'7f Set first five trusses with spacer pieces, then add diagonals. Repeat IJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD — CUERDA INFERIOR _ Lateral braces 2x4xl2' length lapped %ftsv �1 "Nom Dinconal braces every 10 truss ..ces (2t it Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Wii r. vbraces t truss spaces t t same spacing ?s bottom chord Some chord and web members not shown for clarity. lateral bracing 46 DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46 VDV1E R,,�TiE Ni�~I�@WHI10JAIRESUM- ENDE LA GUTA DE BUENA PRACTtICA PARA EL MANEJO, BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to SCSI -B7 Maximum lateral brace spacing 12" Summary Sheet 16" 10' D.C. for 3x2 chords QTolerances Length Max. So.- Mme' Bow - Temporary and Permanent Bracing of 15 1s' D.C. for 4x2 chords Diagonal braces 15 truss for Parallel Chord I0' 7/8° every spaces (30' max.) TL(1� for more D/50 D (ft.) information. 16.7' Out -of -Plumb. Vea el restimen SCSI -B7 - Arriostre 1-1/8° 18.8' Tolerancias para temporal v_ Permanente de T?endgonalsses 1-1/4° de cueidas bntilevered 3/4° 3' Plltdlellas para mayor trt be placed Lateral braces 22.9' informaci6n. on vertical webs in line 2x4x12' length lapped 1-1/2° with the support. over two trusses. INSTALLING - INSTALACION Gypsum Board 12" for Out -of -Plane. — Tolerancias pare Fuera-de-Plano. 16" Asphalt Shingles QTolerances Length Max. So.- Mme' Bow Max. Bow Truss Length f, .................--.---- u 8 Length SLI Length —a 3/4° 12.5' Mex. 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 3/4° 3' 1-3/8° 22.9' o ; Plumb bob 1° 4• 1-1/2° 25.0' 1-1/4" 5' 1-3/4' 29.2' 0/50 max - - - _ - 1-1/2° 6' 2' 133.3' L' I, 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 hasta que todos IDs arriostres esten colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet -Construction Loading for more information. No exceda las maximas alturas recomendadas. Vea el resumen SCSI -84 Cama de Construcci6n para mayor informad6n. Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Bloc( 8" Clay Tile 3.4 Illes high '0�� I . Do not overload small groups or single trusses. j No sobrecargue pequenos grupos o trusses individuales. QPlace loads over as many trusses as possible. Coloque las cargas sabre tantos trusses como sea posible. Position loads over load bearing walls. . Coloque las cargas sabre las paredes soportantes. ALTERATIONS — ALTERACIONES ® Refer to BCSI-BS Summary Sheet - Truss Damage 3obsite Modifications and Installation Errors. Vea el resumen BCSI-B5 WADS de trusses. Modificaciones en la Obra y Errores de Instalad6n. Do not cut, alter, or drill any structural member of a truss unless _ specifically permitted by the Truss Design Drawing. No carte, altere o perfore ning6n miembro estructural de IDs trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. ®Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin ung autorizaci6n previa del Fabricante de Trusses, pueden redudr o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- pable to undertake the work they have agreed to do on a particular pmjecL The Contactor should seek any required assistance regarding mnsWcdon practices from a competent party. The medvds and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood trusses are based upon the colkxtive 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 Erectbn/Installatlon Contractor. It is not Intended that these recommendations be interpreted as superior to any design specification (presided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, Installing and bracing wood lasses and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erection/Installation Contactor. Thus, the Wood Truss Council 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 (ane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandim, VA 22314 608/2744849 • www.woodtruss.com 703/683-1010 ° www.tpinst.org BIWARN31x17 20050501 Y ARRIOSTRE DE LOS TRUSSES DE MADERA CONECTADOS CON PLACAS DE METAL DRAWN CHECKED DATE SCALE JOB NO. SHEET OF SHEETS