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069-070-048
0 V'0 069-070-048 05-3030 A: ROWE, SCOTT HALL DR, OROV ILL Con[: AD CONIST E�J� NSr(GAR, DECKS) 77 -77777� 0 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION M (530) 638-7636 (OROVILLE) (630) $91-2834 (CHICO) OFFICE #: (630) 638-7641 PERMIT NO. BPO53030 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 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 11 /29/2005 APN: 069-070-048-000 the Business and Professions Code, and my license is in full force and effect. " License Class : License Number: Site Address: 5 HALL DR ORO Date: Contractor: Map Index: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Description: NSF (1612), GAR (461), OPEN (178) Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: ROWE, SCOTT 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 1449 GERMAINE DR. the Contractor's State License Law (Chapter 9 commencing with Section YUBA CITY, CA. 7000) of Division 3 of the Business and Professions Code) or that he or 95993 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 530-755-1975 applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: ROWE, SCOTT owner of property who builds or improves thereon, and who does 1449 GERMAINE DR. such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for YUBA CITY, CA. sale. If however, the building or improvements are sold within one 95993 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 530-755-1975 sale.). 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' Slate License Law does not apply to an owner of property who builds or improves thereon, Contractor: A D CONSTRUCTION and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 2625 MCCLELLAN AVE OROVI LLE, CA. ❑ lam Exem under Article 3 of the Busi ss and Professions Code 95966 Date: I v Owner: _ C_ 530-632-4652 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 512515 ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Architect: ❑ I have and will maintain workers' compensation insurance, as Engineer: g 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: 2251 S.F. Policy #. Valuation: $117,624.00 ❑ 1 certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall fi 2Q I y forthwith comply with those provisions. .a � � SQ Date: t(-9•o� Applicant: ��q 1{ O r� is WARNING: Failure to secure workers' compensation coverage unlawful, and shall subject an employer to criminal penalties and one • 1} i� 0? j l hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutions to do work indicated above for which fear have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) } By Date: Name: : �l�id� PERMIT EXPIRES ON: Address: (Date) ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am 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 substanceof an official form or document of Butte County. I hereby authorize representatives of Butte CCouu t to enter upon the above mentioned property for inspection purposes. Print Name: JY C O C o Signature: Dale: 111A VA <5 MZner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 t Butte County Department of Development Services. euTTe AR 7 County Center Drive, Oroville, CA 95965 (530)538-7601 vnvw.buttecounty neUdds c RESIDENTIAL ht- APN: Permit No. r Owner: 069-070-048 05-3030 ROWE, SCOTT Site Adds ; HALL DR, OROVILLE i Cont: AD CONST i Contractor. _ NSF(GAR, DECKS) Type of Permit: - - �• � r �•�� — — — � COPY OFFICE C I c Address GAS +I« Meter By Date ELECTRIC Date�� , Meter By SPECIAL CONDITIONS ;i CHECKED BY ❑ SRA Q FLOOD CERTIFICATE EQUIRED ❑ FIRE SPRINKLERS REQUIRED, ' y ❑ SPECIAL INSPECTION ITEMS '. Q VERIFY • E, : - Q USE PERMfT CONDITIONS Q SUBSTANDARD HOUSING LETTER Q ENCROACHMENT PERMIT Q REINSPECTION FEE PAID y' .Q ENV HLTH CLEARANCE • k . Y . $ DATE JOB FINALED: = ; . SIGNATURE: Q = OK Not OK MANUFACTURED HOMES MISCELLANEOUS DATE j Lj PERMANENT FOUNDATION SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; Fall/C/0-Concrete 4-Wtr; Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-Clrncs-Grnd Amp -Concrete 6 Yard Gas; Loctn-Test-Wrap Nat ❑ or LP❑ 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 ❑ Foundation ❑ 14 Exits IS Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers DATE D E C K S'C O V E R S'C A R P O R T S 'G A R A G E S 1 Zoning -Setbacks -Easements 2 Ftgs; Soils-Sz-DpthSpacing-CnnctrsSteel 3 Decks, GirderslJoists-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; Si[is -Anchrs-Studs-Rftrs-Trusses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Wall pnls DATE JPOOLS 1 Setbacks -Easements 2 Soils; Compaction -Structure Stability 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -Lining 4 Elec Rcptcls/Lting; Distance-GFI 5 Elec Pool Lting; 15 volts-GFl 6 Elec Enclsrs; Conduit Entries -Terminals -Listed 7 Elec Bonding; Metal w/S'-Crcltng Eqp-Htr 8 Elec Grndng; Eqp wl5' Crcltng Eqp-Pool Ightg Bokes-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 Pool Drawing = OK 0 = Not OK RESIDENTIAL (Single & Duylex) DATE juNC RFLOOR I DATE IPL9MBING 1 <.ato4C-&l.,- d/Lo "ng-Setba(:ks-Easeme -Flood-Slope Main; Soil - le Ftg Dpth tg Garage; Soi s- feel-Elec Grnd Ftg Dpth.. --*t-Fto Porches/Decks; Soils -Steel Ftg Dpth Pmwalls Main; I-Blockouts-Wrapped mwalls ge, Steel-Blockouts-Wrapped• Id owns and Special Anchrs ti !f 0,6 7 b, Steel WrappedC�¢��� S � 8 Piers-Frplc Ftg-SteelJJ DV - Fall -Fitting -Test -2 -way C/0 -Sewer Test 1W $4N,Gas Pipe; Sz Anchrs-Sz Test Wtr Pipe; Test-Anchrs-RgltrService Test 12 Elec Undrgmd 13 lenums & Ducts; Clrnc-MaterialSupport-Insultn Girders-Sills-Anchr Boft Joists-Vnts-Cripples 15 Acc & Vntltn 16. Insulation . ( ,Zi fl Co2 , 0 -r''-O'O 0 DATE JUA M I N G AAWS Is Proper Materials ki 1�IVj�IIs Studs -Nailing Spacing & Braces-Plates-Sound 1!tela. ring Walls over Girders & flr Nailing 20 ft Stop in Walls (rat proof) Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 2 Headers & Beams-Sz & Bearing 23 Hpgers-Post Caps-Anchrs-Cnnctns 2400 ' ing Joist-Rftr Ties-Purlin-Roof Brac-TrussShthg aS�F__r//plc Ties or Type A Flue-Frplc Throat Clmc soffit Acc; Sz & Rmx Prtctn-Draft Stop -Ins Baffles 7 drm Wndws or Exiting Doors -Sill Ht & Dimensions 28 G age Fire Prtctn Framing -RC Channel rty Line Firewall & Opngs 3Q4Doors-One 3' -Check Garage 3rd Story, 2 Exits 'p trs; Width-Hdrm-Rise-Run-Landing-Fire Prtctn ,sf Pld on Roof Ovrhng-Attic Vnts-Rfir Outrgrs . iding-Nail"ng Veneer 34 S�dcc th-Weep Screed-Fndtn Vnts-UndrfIr Acc ing Area -Glass Prtctn-SkyLts-Plastic hear Walls; Nailing -Bolts 37 Brace Int/Ext Wall pnls 38 Insultn-Walls-Ceilings 39 Infiltration-Walls-Wndws o .')G DATE JELECTRICAL %� & Trnsfrmr Clmcans Prtctn 4+!' c Rcptcls Spacing-Lts & Switches at Doors 4a' :oxes & No Of Cndctrs Stapled x Installed Close to Edge of Studs & CJ Grnd made up w/Mech Fstnrs Gyfidng Electrode Bond Gas & Wtr Appinc Cires in Ktchn & Cndctr Sz GFI 47 ia.'ge eed Wire Sz ga ❑ CU or [:1 AL ire Sz ga ElCU or ❑ AL Circ gaMDALCU or Oven Circ gaCU or ❑ AL I ulated Neutral ❑ Yes ❑ No ree ice -Riser Cndctrs & Grnd Main Dscnnct iD�Egp Clrncs pnls-Motors-Mech Eqp 51 Clgthes Closet Lt-Shwr Lt -Spa Lt IaVemoke Detector F _�.._.. -,..fir ► .. ..... .. -, " . 53 r Htr; Vent-Acc-Cmbstn Air Baffle Pipe; Test & Anchr-Nail Prtctn V; Test Fittings & Anchr Nail Prtctn Shwr Pan; Test, First flr-Tub Acc t 57 TAI*st Tub & Shwr, 2nd flr - Tub.Acc Gas ipe; Sz & Anchrs 59 FirE'Sprinkler; Test -4t ¢81fard Gas Piping oe m` HANICAL W Ducts Insultn & Support nt Fan, Exhaust abv Insultn ¢g ndensate Drain & Ovrflw, Sz & Grade urnace-Vent Acc-Comb Air Rtrn/Vent 115 Outlet Atu/Ac�c /&V(//)PItfrm if Furnace in attic O , O` O O eps-Door & SideLt Prtctn-Landings 6 oke Detector urn nts-Clrnc-Comb, Air-Cnnctr n House s P ctn C ec " ns from previous Inspctns est -Meters Tagged, Gas-Elec W wer Cnnctd-CIO to grade -HD Apprvl gy Cmpinc Cert -Other Certs ddress Posted n 99 Fire S rin ler In a abv-flr-Ducts-Meth Prtctn dr m Exiting C /� GF th Fxtrs &Tub Acc S� a O 2q` Fault � t c Trim & Subpnl, Breaker 5zs &Labels fairs, Guard/Handrails eEc Stove, Clmc-Hearth lets at Wood Pnl, Int &Ext xtr & Appinc; Grnd-AirGap-Cooking Clrnc lets &Rcptcls at Ktchn Counter FireDoor; Swing-LandingClosure in Garage -Damper JI, V is Clmc Com Air Cnnctr-PRV; abv flr ctn; LPG Appince Undr House 3" drain ec &Mech Eqp Listed for Loct� c ets in Garage (GFI) Romex Prtctn 5m -Looked in Attic 8 u Rails &Deck Cnstrctn-Post Caps ndn Vnts &Crawl Hole Door Drnge &Wood -Earth 86 Clrnc ge Planters ❑Yes F] No 87 St o r6wn-Finish C it Dscnnct, Elec-Plmb n Roof, Plmb-Appinc-Frplc Clrnc to Opngs e ;Dscnnct, Elec, Plmb ec Tri ; GFl Rcptcl-Undrgrnd JOB NAME JOB..#._' DESIGNED BY + - DATE SHEET VOF Insulation certificate-.... • •� BUILDING LOCATION: Description of Installation ROOF Material Thickness (inches) BUILDING PERMIT # : JLO� Brand Name Thermal Resistance (R -Value) CEILING Brand Name Batt Or Blanket Type4 'Thickness ('orches) 'ThezmalResistance (R -Value) Loose Fill Typelb Mnimum thickness A V inches Brand Name Contractor's minimum installed weight/ft- ._._ Q Manufacturer's installed weight per square foot to acheive Thermal Resistance (R -Value) EXTERIORMALL rand Name Material -� Titiclrness (orches) `� �` Thermal Resistance (R -Value) RAISED FLOORB_ Material f randName ' - Thickness (inches) Thermal Resistance (R -Value) SLAB FLOOR oBland Name ��� f� ¢�/ G l Material r`c 9� if — Ca Thickness (inches) 5 :� ' Thermal Resistance (R -Value) Width (inches) FOUNDATION WALL ��� Brand Name Materitess (inches) rmal Resistance (R -Value) Thi 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 Ad. i ninistrativ de- _- ' eneral Contractor (Builder) License Number Signature and Tide Sul—ontranor (Insulation Installer) Signature and Tide Date License Number Date THIS CERTIFICATE MUST".BE PROVIDED WITHIN THE BUILDING. PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHALL BE PO JANUARY 1993 APPLIED TESTING CONSULTANTS _..._. ""'IMPEMW MATERIALS TESTING, ENGINEERING AND INSPECTION REPORT OF PROOF LOAD TESTING OF EPDXY-GROUTED ANCHORS . DATE: 12-15-06 CLIENT: Scott Rowe 1449 Jermaine Dr. Yuba City, CA 95993 PROJECT: Scott Rowe Residence Anchor Dia.: '5/8" Hold Down Anchor type: Thread All Placement: North West Comer of Garage DESCRIPTION OF WORK: *Pull Test Arrived at job at 1130 hrs. To provide proof load testing of epoxy -grouted seismic anchors at the following locations: North West comer of the garage. A total of 1 anchors were tested to 1020 lbs in tension per detail see attached sheet from Robert Shaw Engineering. Test loads were applied using a hollow core hydraulic ram. A steel bridge was used to distribut reactive load away from the potential failure zone. No failures were noted. Z04�c - Brad Fors1rhe Inspector Charles J. Roberts C-038692 Exp. 3/31/07 Staff Engineer 3060 Thorntree Drive, Suite 10 9 Chico, CA 95973 o Telephone: (530) 891-6625 a Facsimile: (530) 891-4243 BILL T0: Scott Rowe 1449 Jermaine Dr. Yuba City, CA 95993 PROJECT: Scott Rowe APPLIED TESTING CONSULTANTS MATERIALS TESTING, ENGINEERING AND .INSPECTION Invoice INVOICE # 107229 DATE TERMS 12/20/2006 Due on receipt All wet signed Engineer stamped Certifications and Final reports will be issued after receipt of payment. _+ YMU.LVJ. YVUL UUJllLGSS. Total this invoice: $380.00 3060 Thorntree Drive, Suite 10 9 Chico, CA 95973 a Telephone: (530) 891-6625 9 Facsimile:. (510) 8914243 DATE DESCRIPTION QTY. RATE AMOUNT 12/7/2006 Show up - Contractor Not Ready ( Same Day Cancel) 1 65.00 65.00 _ 12/7/2006 Jobsite Mileage Inspectors were almost there when job cancelled 50 0.75 '37.50 12/15/2006 Proof Load Testing of Epoxied Rebar Dowels 2 65.00 130.00 12/15/2006 Jobsite Mileage 12/15/2006 Staff Engineer Review & Prepare Report 70 1 0.75 95.00 52.50 ' 95.00 !,l/' e,z,' /7 / _+ YMU.LVJ. YVUL UUJllLGSS. Total this invoice: $380.00 3060 Thorntree Drive, Suite 10 9 Chico, CA 95973 a Telephone: (530) 891-6625 9 Facsimile:. (510) 8914243 robert show engineering JOB NAME JOB # DESIGNED BY DATE SHEET ORC- -771 '00V 4 4;, 1. "f A. - Aq;7� T7. -4 4-11 L-17 �' t 1 , -;._.L.; �••I•-�- •a -.:•-r r, �..ia.;-�r-�. r.. 1�'',�;':-'�. ' .; ..... _+ �r L. �_'..,_:..i�.._, ,. 1. ,.r..�� -�"� 4 j- 1 777-7 -71 14- -FT L-'. ij -iAz- I 4- J- 7 -17 f4 , T4�, 4 - LA 1-i -L-1 ............. ... .... ....... ......... I 4—L _q7j� _J 14* ..COUNTY OF BUTTE. v . - . BUILDING DIVISION' DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541a CORRECTION NOTICE JW R MIT 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. / / 1 :N r ,1� Date � � � Inspector r_ . REV 4/05 Phone # lT� j ti FOR RE -INSPECTION CAL538.-7636 OR 891-2834 . ♦ ♦ t . . . . . .. . . . . . . . . . . . . . . . . •••••••......:i:♦'.ii6OUNTYOFBUTT E BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of work is completed. If ou have any questions pertaining to this matter, or need additional explanation, plepepntact the Building Inspector as indicated below. %o6' Xl r - A7 /�i fire STA/n s 7 C;oc' VIP 6 et f/!/ fil'L T// it • .. i - 1 z Date ��' %)%i YInspector REV 4/05 - Phone ft 6 FOR RE -INSPECTION CALL": 538-7636 OR 891-2834 ........... ——.COUNTYOFBUTTE... UTTE-'. BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive o Oroville, CA o (530) 538-7541 k r" CORRECTION NOTICE go Le 3LI'l 3 (19 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 completedou have any questions pertaining to this matter, or need additional explanation, contact the. Building Inspector as indicated below. 0 V1,014,- vlvle EW at / 7t 6--t-5, Date ./z- -az L 26 Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE i - BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES `a- 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE d :. OWNER a PERMIT NO. . 4- r?; 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 i ompleted. If you have any questions pertaining to this matter, or need additional ex nation, please contact the Building (Inspector as indicated below. ok"'- iT rl J ✓ V *� C Ob1► �! � 6 c, o tr I r � a ! l/l 1 a r. - A ZA r i r, d' F Date Inspector C REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 kt';• `4 Y COUNTY OF BUTTE BUILDING DIVISION 4 DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 IJ CORRECTION NOTICE �f .1 i1 4 OWNER - �• PERMIT NO. fix' y 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 explanation, please contact the Building Inspector as indicated below. ; � t k r F •41 `4 Y .1 i1 4 y t t /` J � � C e� Date Inspector REV 4/05 Phone # S3Tp- may ti FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 S ce-t� 70.7 3 V 39EL COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE r Q) zta 0 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. yy Al Y� t).q} -E >y n *�3• i3 r� Date / Inspector `^� g b `Q Sr 6 fN -S Pte► c7� .tc REV 4/05 Phone # �7 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 ,y A. COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 ' t CORRECTION NOTICE Os 30 .:; OWNER PERMIT NO. 7 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. rR0UfDE APPA©Jfl) Pi-AjS r_2A /9 -t. -L_ 1�5PFC�'lo,J S Date Inspector �` "� (✓ f - REV 4/05 Phone # 2 g 7 5 FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A' routin inspection indicates that the following violations of Butte County Ordinances exist at thea ve address and should be corrected. Please call for re -inspection when correction of wor is completed. If you have any questions pertaining to this matter, or need additional ex anation, please contact the Building Inspector as indicated below. Date I 24 r 0 y Inspector REV 4/05 Phone # v r LL FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 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 explanation, please contact the Building Inspector as indicated below. q e4 - 2 � ► � r c,.� a -� ,�Xc� � � ✓� air Date ! �Z'�, j Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891.-2834 1rvyy µ i _ COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE I �L OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the abov address and should be corrected. Please call for re -inspection when correction of baa work i completed. If you have any questions pertaining to this matter, or need additional exp 0 na n, please con act the Building Inspector as indicated below. V lj�u I Date '-OGInipector REV 4/05 Plione'# j FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 Al" 90 N A Date '-OGInipector REV 4/05 Plione'# j FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 COUNTY OF BUTTE ; BUILDING DIVISION k DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive Oroville, CA (530) 538-7541 CORRECTION NOTICE d RatyC 05-. 3 03 . OWNER PERMIT NO. - A routine inspection indicates that the following violations of Butte County Ordinances exist at ria 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. ' ep� t, yf „3 -Ai Date v �J Inspector�C `�� REV 4/05 Phone # FOR RE -INSPECTION CALL:` 538-7636 OR 891-2834 �5 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. BPO53030 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 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 11/29/2005 APN: 069-070-048-000 the Business and Professions Code, and my license is in full force and effect. License Class : License Number: Site Address: 5 HALL DR, ORO Date: Contractor: Map Index: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Description: NSF (1612), GAR (461), OPEN (178) Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner ROWS SCOTT 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 1449 GERMAINE DR. the Contractor's State License Law (Chapter 9 commencing with Section YUBA CITY, CA. 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 95993 violation of Section 7031.5 by any applicant for a permit subjects the 530-755-1975 applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: ROWE, SCOTT pp owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, 1449 GERMAINE DR. provided that such improvements are not intended or offered for YUBA CITY, CA. sale. If however, the building or improvements are sold within one 95993 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 530-755-1975 sale.). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property.who builds or improves thereon, Contractor: STAR CONSTRUCTION and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 1206 YOLANDA DRIVE YUBA CITY, CA ❑ I am Exempt under Article 3 of 12 Busine�nrofess,,ns Code 95993 Date: i -� Owner: 530-300-4156 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 843577 ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Architect:: 131 have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 2251 S.F. Policy #: Valuation: $117,624.00 1 certify that in the performance of the work for which this permit.is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code; I shall forthwith comply with those provisions. Date: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject a( employer to criminal penalties and one Z hundred thousand dollars $100,000 , in addition to the cost of 40 compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. L+ 4of I 1-' 51qk�- 6 CONSTRUCTION LENDING AGENCY _ This permit i eb r ' sued under the applicable provisions of the Butte County Code and/or) ' I hereby affirm that there is a construction lending agency for the Resolu c indicate bove for which fees have been paid. 5 V�p 0v 6 performance of the work for which this permit is issued (Sec 3097 Civ.) a BY Da e: Name: U PERMIT EXPIRES Address: Date ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑' Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly au rized agent of the oWn9r. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any offic orm or document of B County. I hereby authorize representatives of Butte Courant enter upon the above mentioned property for inspection purposes. Print Name: ���/ Signature: Date: Owner El Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class : License Number: 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 their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does 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.). f3 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). EDI am Exempt under Article 3 he Busin ss d Professions Code //-2 g -D Date: caner:• 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. ❑ 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: Policy Z' 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: Applicant: WARNING: Failure to secure workers' compensation coverage is. unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. . CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Name: Address: PERMIT NO. BP053030 Issued Date: 11/29/2005 APN: 069-070-048-000 Site Address: 5 HALL DR ORO Map Index: Description: NSF (1612), GAR (461), OPEN (178) Owner: ROWE, SCOTT 1449 GERMAINE DR. YUBA CITY, CA. 95993 530-755-1975 Applicant: ROWE, SCOTT 1449 GERMAINE DR. YUBA CITY, CA. 95993 530-755-1975 Contractor: THOMAS ELIZALDE CONSTRUCTION 680 RIVERVIEW CT. OROVILLE, CA. 95966 530-589-1009 License #: Architect: Engineer: Total Square Ft: 2251 S.F. Valuation: $117,624.00 Census Code: L/ V,1 6 57-7q do above Icable provisions of the Butte County which fees have been Daid. and/or u PERMIT EXPIRES ON: ❑ 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 dul thorized 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 o i form or docum tte County. I hereby authorize represenlativgs of Butte County togpter upon the above mentioned property for inspection purposes. � i% Print Name: / %�c'� (/ /�V'e? LC`-� Signature Date: wner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 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. BPO53030 B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 11/29/2005 APN: 069-070-048-000 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: 5 HALL DR ORO License Class : License Number: Map Index: Date: Contractor: Description: NSF (1612), GAR (461), OPEN (178) OWNER -BUILDER DECLARATION 1 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: ROWE, SCOTT permit to construct, alter, improve, demolish, or repair any structure, prior 1449 GERMAINE DR. 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 YUBA CITY, CA. the Contractor's State License Law (Chapter 9 commencing with Section 95993 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 530-755-1975 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 Applicant: ROWE, SCOTT intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an 1449 GERMAINE DR. owner of property who builds or improves thereon, and who does YUBA CITY, CA. such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 95993 sale. If however, the building or improvements are sold within one 530-755-1975 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: THOMAS ELIZALDE CONSTRUCTION not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed 680 RIVERVIEW CT. pursuant to the Contractors' State License Law.). ROVI ROVILLE, CA. ❑ 1 am Exempt underArticle 3 he Busin�ssProfessionsO Code 95966 _ 2 9-0" bwner:� 530-589-1009 Date: License #: 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. Architect: Cl I have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 2251 S.F. Policy#: Valuation: $117,624.00 I certify that in the performance of the work for which this permit is issued, I in any manner so as toi)i Census Code: L shall not employ any person become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' j� (� compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. , / O Date: V y i Applicant: S -76 / t' WARNING: Failure to secure workers' compensation coverage is. unlawful, and shall subject an employer to criminal penalties and one -7/ L/ hundred thousand dollars ($100,000), in addition to the cost of L/ 0 compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees.. CONSTRUCTION LENDING AGENCY This permit is by is u/ r the ap llc/able provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolutions do wo indica d above r which fees have been paid. By: Date: Name: �e�� PERMIT EXPIRES ON: Address: (Date) . ' ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage. handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the dul thorized 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 o i form or docum lte County. I hereby ee7CCouunty t�o ter upon the above mentioned property for inspection purposes. authorize representativ s of Butte Print NSignature: Dale: — w e ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class : License Number: 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 Contractors 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 their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does 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 improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 pf1he Busin ss d Professions Code //-2 9-D 2 Dale: caner:• WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 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: Policy PERMIT NO. BPO53030 Issued Date: 11/29/2005 APN: 069-070-048-000 Site Address: 5 HALL DR ORO Map Index: Description: NSF (1612), GAR (461), OPEN (178) Owner: ROWE, SCOTT 1449 GERMAINE DR. YUBA CITY, CA. 95993 530-755-1975 Applicant: ROWE, SCOTT 1449 GERMAINE DR. YUBA CITY, CA. 95993 530-755-1975 Contractor: THOMAS ELIZALDE CONSTRUCTION 680 RIVERVIEW CT. OROVILLE, CA. 95966 530-589-1009 License #: Architect: Engineer: Total Square Ft: 2251 S.F. Valuation: $117,624.00 ,'I certify that in the performance of the work for which this permit is Census Code: issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: // _? _n 5 - Applicant: j caw // --CJC WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. . CONSTRUCTION LENDING AGENCY This permit is by is 71 un0r the ap Ilcable provisions of the butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutions do wo indica d above r which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) ,� BY jDate: Name: PERMIT EXPIRES ON:c�"b r - Address: Mara) ' �— ❑ 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 & Safely 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 duI thorized 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 o ' i form or docum Ile County. I hereby authorize representativ i of Butte C unI (toter upon the above mentioned property for inspection purposes. Print Name: c� 7 - `� 2� Signature: Date:. b 3— ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BALANCE NCE OF FEES SHEET DATE: PERMIT #: U V ASSESSOR PARCEL OWNER'S NAME: FEES (Amount and Purpose): BALANCE OF FEES: $ ADDITIONAL FEES: REVISED PLAN CHECK: $ SHERIFF FEE (commercial only): $ SRA: $ COPY FEES ($1 or more) $ 0 DRAINAGE $ BASIN BC RESIDENTIAL IMPACT County Wide Chico Urban EI Medio. North Chico Specific _ $ WATER TENDER FEES $ BATTALION # FEMA $ SMIP 1(\ OTHER $ RECEIPT NUMBER(S) -` �%jT r BUTTE COUNTY o " o DEPARTMENT OF DEVELOPMENT SERVICES 0 0 BUILDING PERMIT APPLICATION 0 0 AND SUBMITTAL REQUIREMENTS o - - O 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO.: (530) 891-2834 0—� 'may OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION "PLEASE PRINT CLEARLY* OWNER Last Name owc irst NameSCO71— Address // /, (6W1; i A..)6 'bj�t it– City 0 6A (2,CrY State C ,Q �p95993 ► 7 Phone�0 75•s '7 S Fax E-mail ARCHITECT/ENGINEER CONTRACTOR Name AJST2UaT-1 U'_) Address aG as m t ' L A) AVE Ci ao ok LE Fax Statea A Zip 5 5q 6 Phone, 63.,7- 46,5,X Fax5-3o 533 353¢ E-mail Map Book Lic.#5-1a515 Class 8 Planner Date Approved: Name ARCHITECT/ENGINEER Name 0 Address t' 4-® I M d DA) City V l4 0 Q 1 °�� State Zipq Sg S9 Phone (% J-Ua- 4q, g' Fax E-mail Sta Licen egu herr APPLICANT NAME Name dw Address City State Zip Phone Fax E-mail APPLICAt y ��-M . �rl� For office use only: LOCATION Zoning y- I Flood Zone I SRA Yes No Occ. Type Const. Subdivision Name Policy Number Map Book Page Lot # Planner Date Approved: PERMIT NO. BIN # OVER FOR SUBMITTAL REQUIREMENTS Ll K:IFORMS\BUILDING F0RMS1BIdgApp1SubRgmts.doc Page 1 of 2 Description or Scope of Work: Sq. Footage %VO Neu C S ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Receiv day LOCATION AP# dGq - D -)v --o 8'- P erty dress ►��� 72 (vf1DUlG Ci Cross Street AL O!LL SMIP WORKER'S COMPENSATION Policy Number Carrier H hiring anyone other than license contractors, a cerdficate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name die OVER FOR SUBMITTAL REQUIREMENTS Ll K:IFORMS\BUILDING F0RMS1BIdgApp1SubRgmts.doc Page 1 of 2 Description or Scope of Work: Sq. Footage %VO Neu C S ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Receiv day lam- / b Amount ✓ `� Bldg �el Receipt #: 50 •SRA Sheriff Ij q � SMIP Date:� �� '%�, _ Other C b Total REV 6-16-04 SUBMITTAL REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit: INCOMPLETE SUBMITTALS WILL NOT BEA CCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. Residential, New, Remodels, Additions, and Accessory Structures: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPH PAPER! ❑ 2. 3 Complete sets of plans, signed by the preparer. NO GRAPH PAPER! OR 3 Sets Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to mobile or modular homes.) ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Detached Accessory Building Form, filled out by the property owner (if required).. ❑ 8. Sanitation and site plan approval from the Environmental Health Department. ❑ 9. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed by the engineer. Mobile, Manufactured, or Modular Homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 2 Data sheets and installation instruction manual. ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ❑ 5. 2 Engineered Tie Downs or Foundation plans. ❑ 6. Sanitation and site plan approval from the Environmental Health Department. ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). Commercial, New, Additions and Remodels: ❑ 1.. 4 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations, with code analysis. ❑ 3.. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. ' 2 Energy compliance design and supporting documentation (if required). ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Statement of Intent for Non -heated and A/C (if required). ❑ 8. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed by the engineer. ❑ 9. Letter of intent. ❑ 10. Hazardous Material Form. ❑ 11. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530) 538-7541. OVER FOR BUILDING PERMIT APPLICATION KAFORMSMILDING F0RMS\BIdgApp1SubRgmts.doc Page 2 of 2 REV 6-16-04 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 PRONE (530)538-7541, FAX (530)538-2140 SCHEDULE OF RECEIPT OF FEES Website: www.buttecounty.net/dds OWNER ROPROSED BUILDING USE /V S 01 1. BUILDING PERMIT FEES /56'5,- -- Balance Due ..................... $ -- FEMA Flood elevation review ... $ --- Additional plan checking Fee.... $ 2. SCHOOL DISTRICT FEES 0144,0V1U 0� it (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. -� - 4. RECREATION DISTRICT FEES /1 UL� �C�(�� (paid at Recreation District Office) (form available after Plan Check). %0 b- 5. RESIDENTIAL DEVELOPMENT IMPACT FEES COUNTY WIDE (per dwelling) $ 4JY41A2 CHICO URBAN AREA (per dwelling) $ EL MEDIO FIRE DISTRICT (per dwelling) $ NORTH CHICO SPECIFIC PLAN (per dwelling) Zoning 6. SRA FIRE INSPECTION AND PLAN CHECK FEE y' $204.98 (paid at Building Division) A.P. # DATE RECEIPT # DATE REC. 'D� i1-29-05 7. ' WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 8. SMIP //76- 9. DRAINAGE 10. OTHER 11. At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed 44ring the plan checking process. APPLICANT DATE D� Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 7/05) 6 ;,: � tr+s � • rr 3r .... "V x jJ'..ty i'-�.",""W�f`.T .`nf`-. �'T rr��u'.'fct ,rcv'- �.7h. �^I'•:%�.� � �„�y .. �,•'' i.- y-� COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA .95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: 1l/L� ASSESSOR PARCEL NUMBER 06 9- 070 -D (/6 Proposed Building Use: N J� Permit Technician: Date: \ Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. U/yv 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. - 17 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. �1 3. Engineered. plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxesl \ ❑ 5. Letter from Engineer or Architect for truss design review. �❑ N 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form ! BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecounty.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner rowe, Scott APN No: 069-070-048 Application Date 11/9/2005 Permit No: BP 5-3030 RECEIPT DATE Tech/Asst 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION $2,642.39 1585.43 FEES (BELOW) DUE PRIOR TO ISSUANCE OF 1 7 IMPACT FEES - RESIDENTIAL* Per Dwelli ADDlications After 2/14/05 atF SFD Plan Check portion of Permit Fee $1,056.96 Chico Urban Area 5372.09 2 FEMA Flood Elevation Review $109.98 0 SR -1, SR -3, SR-1/PD 7938.53 3 SRA* eYes x Yes Fire Plan Check - Non -Refundable $95.00 $95.00 R-3 6780.53 (State Responsibility Area) Building Inspection $109.98 $109.98 WATER TENDER FEE (Not collected when Impact Fees Applicable) Enter Bat.# NON-REFUNDABLE portion of fees due at application $1,151.96 RECEIPT DATE Tech/Asst FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,261.94 440506 11/9/05 Curtis 4 SMTP* - Strong Motion Instrumentation Program (Enter amount from permit system) $11.76 440714 11/23/05 1 Curtis 5 Additional Plan Check Fees (NON-REFUNDABLE) 6 Other*: 6a Other*: FEES (BELOW) DUE PRIOR TO ISSUANCE OF 1 7 IMPACT FEES - RESIDENTIAL* Per Dwelli ADDlications After 2/14/05 atF SFD MFD MH 3071.14 3117.43 3995.45 4889.56 2297.77 2326.36 6757.081 7633. 6475.49 RECEIPT DATE Tech/Asst 1 $100.00 $4,196.87 440714 11/23/05 Curtis $200.00 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 L�L 10 THERMALITO DRAINAGE AREA 1 $652 Maximum 1�=J Per each new living unit on existing lots where full drainage fees have not been paid 10a Temporary Dwelling 1 $130 At time of building permit $130 annual renewal fee for first 4 renewals. Not to exceed $652. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO ISSUANCE OF PERMIT. Forms will be prepared after plan check is completed for applicant to take to respective district office. 11 SCHOOL DISTRICT FEES* ( bimvill ementary 09i=4�-, -aT KGA 11a RECREATION DISTRICT FEES', I oroville i I - %,-S At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applicant: Date: Pursuant to Government code Section 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 approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Govermerit Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 1105 County 1 4096.87 Chico Urban Area 5372.09 EI Medio Fire District 3128.31 North Chico Specific Plan SR -1, SR -3, SR-1/PD 7938.53 coo R-1 8031.53 'L° R-2 7541.53 R-3 6780.53 Processing Fee is automatically added to impact fee total 8 WATER TENDER FEE (Not collected when Impact Fees Applicable) Enter Bat.# DRAINAGE FEES* MFD MH 3071.14 3117.43 3995.45 4889.56 2297.77 2326.36 6757.081 7633. 6475.49 RECEIPT DATE Tech/Asst 1 $100.00 $4,196.87 440714 11/23/05 Curtis $200.00 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 L�L 10 THERMALITO DRAINAGE AREA 1 $652 Maximum 1�=J Per each new living unit on existing lots where full drainage fees have not been paid 10a Temporary Dwelling 1 $130 At time of building permit $130 annual renewal fee for first 4 renewals. Not to exceed $652. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO ISSUANCE OF PERMIT. Forms will be prepared after plan check is completed for applicant to take to respective district office. 11 SCHOOL DISTRICT FEES* ( bimvill ementary 09i=4�-, -aT KGA 11a RECREATION DISTRICT FEES', I oroville i I - %,-S At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applicant: Date: Pursuant to Government code Section 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 approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Govermerit Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 1105 =°; WI" � T 7 Fo •� ENCROACHMENT PERMIT o�U \ o County of Butte Department of Public Works o " c°U y 7 County Center Drive Oroville, CA 95965 9 tic W� Phone: (530) 538-7681 Fax: (530) 538-4356 All information except signature must be typed or legibly rinted Permit #: d .J NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE STARTED Assessor's Parcel Number (Required): - O –Q Property Owner's Name: 0 (9 (XJ PROPERTY Phone: _ 3CFG _ Property Address: 1-14 fl OWNER � �� O✓Ov � �, 60— 64�, Mailing Address (If Different): � Yq G✓era lee �i'° u 6 et (2 64_ Q ✓�" Work will be V performed by: Contractor ❑ Property Owner Contractor's Name: A aci4 !C P Phone:3 _ S3 Address: c JW 5 M' (�G f_ pi ,�,/ ✓� Fax: 0/10 vi PC -/_ C C) 5-174 G WORK Contractor's License �' Certificate of Insurance currently ❑ Yes 91 No PERFORMED BY Number: on file with Department) Applicant is: ❑ Property Owner ❑ Property Owner's Agent Contractor ❑ Other: I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the CgKty r ads and hi hw all ip,4ccordance with County ordinances and general laws. Signature: ! At ,o Date Signed: Z0, D( Road affected: Time and Duration of Encroachment: ❑ Permanent Encroachment ❑ Temporary: From To LOCATION Type of ❑ Driveway Y ❑ Roadwa 11 Culvert Encroachment: ❑ Fence ❑ Pipe/Pipeline ❑ Sign/Billboard ❑ Other Site Plans Attached: ❑ Yes ❑ No ° PERMIT IS: ❑ GRANTED ❑ DENIED Conditions: In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) andspecial conditions written below, permission is hereby ranted. I. ❑ Underground Service Alert (U.S.A.) must be notified two working days prior to any excavation. 800-227-2600 2. ❑ All work shall conform to accompanying: ❑ Detail ❑ Plans ❑ Special Conditions 3. ❑ Other Conditions: PERMIT CONDITIONS ALL � CrL4 190Ai.i.. ',".+�+ �1'� Q 5-31 J! VW A -MAG f,Jr?f1 Zil k (To be filled e ao a A t TA (ts Lt y4., 4 in by County):. 'T,p • SOALL aL-T CA73C, .SIM- A-�TIAC_iAIC1) Date Expiration Surety: Issued: Date: Date Paid: – OY Amount G Paid: / PaidC < �% By: We, Check No: /J9O Receipt 4 No.: / 74"i7 Mike Crump, Director of Public Works By: Road District: Inspected By: Inspection ❑ Completed - OK ❑ Completed – Not OK For County Results: ❑ Additional Comments Attached Use Only omments: Note: If permits are faxed to any number besides 530) 538-4356, they can be delayed up to one week. Form: 200506EP Page 1 of 2 FAX NO. Nov. 28 2005 05:05PM Pi e MENCROACHNMNT PERNffT Cou>aty of Bune Depmtmeut of Pubhe Works i 7 Coany C.e#r Mve OmvWe, Ca 95965 I Phone; (530) 539.7681 Fax: (536) 538.4356 fiber _ t�ooK th4pt br Add s: PSI RTY O!*�'6R �ew�sUt�vvex - alvc - 03 q sq glg_.,_ �v,atcx ,•--- camaa�sLio�! � � � � �ea Q No .— rr. Qt►olanyoden �>�v.'k•aa:Aaem i��od,ar. t {��t ggucd, hnray Iy to Cir of > e It t w cot�+oa�tmt ixrmit oo do tolinefag WO*or am t s aid b a8 In Mrdonm wok wxlcr s na: sem: f ! 2rg ePiLaaaebon�C � ImoesaatFzsaaclwsf► Q t'eeyawy: �,�,,,,.,.�,,,.--- . to I.OGtTION TYPS40 RaSOvq C t -- 0 t'ttYDe Q Pipr/Pipdiso 0 S*w2ama4 Q Dow Aftd�* u i w a.a r.a . I PETear IS: Q GUN= Q lizym In oompUnaoe wi& $0 abmro rOgUE64 Kid tubjxt M alt UnM CODW40 (inotod M ftM oa >W 2 Oft= wwk tae) oedglow oo>adt.K�a:otsdo�r f�iufoL$�Yo _ 1. 01lateyowd Savice Aler: (u.SAI Mast be'oowad MO worker lova Aria. to SM eKoavvkM t004z'?_2ffz 2. d Ag s+otll SWl tantba►ID g 0 DIWI Q Plans cl Special Coadlt m 10 00MCeaaldaas: FERMMT COMMONS cru be Sbd to by.Caost>) raid rc+�aRomp B:. Ma Crump, Dtrecor otPobHc Works RaidDz4,a: giox By; Ceap�ebe.ok ea�aars-!datot porcouLty �—_�-�� ! > Q AQds+aea camnedsAtistge0 Use Oaty F .4301 of t rn -X,kJ �+b1T.�rgAFq bF:CT COOiJLi7tT9 /ZOO. w+ycy?_3 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM ." r"T. FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) 0 CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) 06 g 4!2 y�. Building Permit Number/5nb 5-,3,03r 0 Property Owner (s)���� Project Location /Address /�� �/2 • ��LP� Subdivision Name Assessable Sq. Ftge 16l e—` - Type 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 Demo Permit (date issued ) Comments: verified by Assessor Department verified by Building Department 0 FRRPD ❑ CARD ❑ PRPD ❑ DRPD certifies that: 560' /� (a 5-3D-= S-/�?75 Applicant Name Ph o e Number L/ qq G�*elwl vc� Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ Square Feet @ $ Remarks: Paid by Check No: Paid by Cash: per unit for a total of $ per sq foot for a total of $ Receipt No: I W_)o t l 1 31 of D to Recreation and Park District Representative BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District % L c Building Department No.� J �D A.P. Number 06 / — d 70 — Z"). Jurisdiction: City �ounty Property Owner [_ SG.D7-77 Property Location/Address Subdivision Lot No. Residential Development Q Q Q Sq. Footage No Living Mobile Home Addition/ 'Supplemental to Units Installation Conversion Permit # *(No foundation inspection) :........................................................................................ Commercial/Industrial Building 0 Addition District Identification No. 1 * a X (Group. R) Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Sq. Footage Date (Including Exterior Roofed Areas) 'i J • ��� &12- .. School District certifies that A n (Applicant) r.J L (Street Address) (Phone Number) �.Q (City) (State) (Zip Code) has complied with the requirements of Resolution No. 6'3--4�4 by payment of $ representing 16%7— square feet. B 2926 $ I�IJLL MITIGATION $ School District Paid by Check # Lt --i_ -L-d S Date Remarks: 6 Notice: You may protest the Imposition of the fees Identified above by submitting a written protest to the District, In compliance with Government Code Section 66020(a), within 90 days from the date fees ars paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. ff. subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School! District Is notified by the applicable Local Planning Agency that this project Is being nrWevved under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate Its Impact an On school district's schools. White (school district), Yellow (building department), Pink (applicant) f eform.xls (305)drnm SITE PLAN REVIEW APPLICATION Date:A.PGl�. 1 `1 � -cam— AP# 6X9 7 e9 • Permit Number (if applicable) e9r. 30 3 U Bin Number APPLICANT INFORMATION Parcel Size: Owners Name: Owners Address: Telephone No.: Site Address: Proposed Use: Zone: Residential GP: New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other ❑ Septic ❑ Well ❑ Agricultural Exempt Building ❑ Agricultural Buffer Form ❑ Other: Brief Explanation/Issue: DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Resolved By Date /llol/, (Y+ 2c/03— . w 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: SC • 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: L, Dk 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: OA Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side Side Street Rear 5 By 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: OA Parcel Created By: Q 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 it Subdivision Map/Parcel Map: �'DC"'`�O( Z -q Map Date of Recording: Lot: 27 Book: (3 Page: Z -7-,?'7- 3 -Z'7 3 43--Z7 ..... .. . .. ......... ... . ... ... ... ... p 1h. �d I SusawsloN No. 41, I'd l ........ . . . . KELLY RIDGE ESTATES rim UNIT 2B A PoRrIaV OF THE Sov7N 112 OF SEC770,V / T. 19N., R 4E., M. D.M. 8Vr7r COUNTY, CALIFORNIA OWER a S@QMM.- SOMAERN CALODWIA FAWAVAL COMPORM7av 9/00 HZSYIRE- &PV.,&frC AXJ BEVERLY NILS, CALMPYM 7,-, ,y 21:f7?14, U�� - -4 1117 /A -X o' -- f N�F� :;Z L_ -,PA q IF N�F� :;Z L_ -,PA Q aIRVE DATA Q CURVE DATA O CURVE DATA Q TANGENT DATA AV. DELTA RAO'OS LEAcm Av.1 O£LTA I RAO/L(S LEMGTN AO OELTA I RAONS LENGTH LETTER BEAR/NG LENGTH /1 /e'1Y.9" P6000 61.11' N /!°PO'!d YM.LD' 1/.P4' 65 ~W, MOO' J6.J! � J N46°!9 WE 49.M' IB0.00' 6!.!1' M/OFIB'!9' ROW 56.4) 64 //°4/'4f /!000' P6.14' a N JJt°1i ver zw..00 61.00' A6 W-oA,r9 6!0.00• 55.8/' A! b°//1!' 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P., 0'L O.91' I6 82'a1'59 2000 28,69 SP 06'40 /P 6!0.00' 1J.1i n /)yl"/t PJ0.00' r/.O' N• i � I N /O° 1YOE•( J1.lr' 21 /4°1.01' !•PW BJ.% 1! 01°01'01' 6'am 12", r! /r°2%J.1 15000' 69.69' /•¢i'iA'•�..�, U S /!°2919'[ r1.S9 PB 04'/9%' lIl.O9 21.6B' JI 91°02'24' WOO' 15.90 74 /1°%'l9 1!0.00' 70010 SUrE OF CALIFORNIA V SB6°Y9'PO'C 45.14r19 14'0'-9 220.00' S..O4' ll 0/°14'18' /0!1.00' !1.16' M M-12118' 600.07 61.99 /,°y N./ aA 30 /ONZ919' MOO, 16.41' M Of°!J'P3" /OJJ.00' 64."45 81Ol°!9 M" 600.00' 21.91' •-ctr¢• -__�_ w- !/ os°/4'rJ" 11000' JP. /J' n oa°eJ'n• /ow.M' 6/.0i ee 01°l4'e5' 600.M' 14.81` 51 O/°49'/9 610.00' 10.03' M 91°/1'40' 10.00' M.P.Y 89 01°11*Y' 65O.00' 8103' !J 05°11'41' 65OLd 61"0 19 00°!9!9 1)0.00' 9.19 90 0041'4! 600.00' 49.81' �� \ 6,ow, /1.P) w 90°00'QY lace J/.4P' 9/ ozvyJr.Y' 910.00' 54,6/' 51 12°29'49 /M.q7 66.70 6/ 09°/8'0.1 110.00' \4 - S6 61°J9'PJr 110.00' /94.8/' Y Yl°1909• 1!0.00 6l.SO .� \1'',-w Sheet 2 /Do ?"� ` Spee i 1 5/ �'PL 1 Parcel "A" '� "" a 49 '4a 4� s J�J• r"�'� ;;,�v� 4 / SHEET INDEX \ s 1/• 98 •.•b „ _ ' _ Y ; 46 r` 0 4S ;l.'1a �°d'i.4o. � _ �- • I \ 6` � � y x.44 : ,. _ 1• / J 97 ' OQK� .« I ' 434 4? a r•` ,aN . d "3 I �+ai �yr -( � a 95. ,o ��'o./..,. [� '• ' i• 39 " 25 �7"1 i :.•� , .I .e ' �'; $ B3 ;. Y ro A,• _ - ,, :1 J'• .�SUBDIVISION NO f93AA l0 6 .a.261 'Ig 1 � r 8gy 69 a ' fir+ w ;r,.; ro' .',e:;• P 1 e: N V 9 ��• 94�<] ., ✓• $+ 8 : 8 � 2 ✓ • ,Oram � �� I • •1; i�l!��L�- - 1 9l .� • ` ':�� � ° B5 as , O •,,,.: ' ;q 1 '^ :'��<_ � " BLUE6,; 0J4K `y',�a� .'`� a.:,' • ;.+,¢.,_ ; �. „°,.:•.' F" .. 28 MI a „V i B « ,. \ i. P'6 79 ; a . • ' •.r.a.. 'S, •' ' « ,\` 3B ♦ . .. 861 •,o � � � „ 6;a' :s.. ^mac ;�a•1°+<�..'O•`. v v°°„ ty •<'4'd,l + ,,�°•a, P�y a 69 - `='� 78 c ' •m ,8, a = 37 ° KELLY RIDGEA7ESTwE LS o Y •E8 •` �{i 'n, ��N.i' 'i.w•,.s.r ��R � 3p • S� '•oe,,: UNIT B 345 1 591t,0 rF FS%ATF✓ e \ o u=rvi7- 1 �� •, •' 35 �,• a P�` APORT/ON OF riff SOUM //2 p F1 `y ` OF SECTION / y� %/9N.,R.4E.,M.D.M. f GREENBR/ER a BUTTE COUNTY, CAL/FORN/A : ; 4° , OWNER B $iBOMDER P , < ' �"`•' ` y. • '• ~�. SWTHFRN CAL/FORNW FNAACM CORPMION '+•wA <¢,. �rQ/(IE- •�� 9100 WILSN/RE &M,.A/?E AXJ BEVERLY MLLS, CAL#TWNW w •b c,r,L / °j f M. 1. "Ya••<r1 COC A850CIATEB Sheet 3 of 3 Sheets AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2005®0068799 Recorded 1 REC FEE IL 00 Ufficial Records I County of I COPIES 5,00 Butte I CANIIACE J. GRUBBS I County Cierk-Recorderl I 1 BW 011:28AN 14 -Nov -2005 I Page 1 of 2 11111111111 IN I III 111111111111111 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: Date PRO ERTY OWNERS: s�C2���=� State of Callornia County of iA14-e- On before me, c t MQQ, N s 1/ <- personally appeared 2jr_a. -1 cy „J c, personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose names) is/m*subscribed to the within instrument and acknowledged to me that he/shelthey executed the same in hisAmrttheir authorized capacity(ies), and that by hisArer/their signature(s}on the instrument, the person(o) or the entity upon behalf of which the personal acted, executed the instrument. WITNESS my ha/d and official seal. Signature ,, P Seal: JAMES LAMAR KINSER COMM. #1377185 -' A.P. # ®� y ® NOTARY PUBLIC •CALIFORNIA BUTTE COUNTY FOR .y Comm. Expires Sept. 28, 2006 the following described property in the UNINCORPORATED AREA of Oroville, County of Butte,, State of California: LOT 79, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "KELLY RIDGE ESTATES UNIT NO. 2B", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 19,1973, IN BOOK 43 OF MAPS, AT PAGE(S) 27, 28 AND 29. CERTIFICATE OF BOUNDARY LINE MODIFICATION AS TO SAID LOT 79 RECORDED SEPTEMBER 23, 1977, IN BOOK 2214, PAGE 320, OFFICIAL RECORDS OF BUTTE COUNTY. EXCEPTING THEREFROM THE FOLLOWING DESCRIBED PARCEL OF LAND: BEGINNING AT THE NORTHWEST CORNER OF SAID LOT 79 SAID POINT BEING COMMON TO LOTS 80 AND 85 OF KELLY RIDGE ESTATES UNIT 2B, THENCE SOUTH 50 DEG. 33 - S5" WEST, 88.35 FEET; THENCE NORTH 07 DEG. 04' 30" EAST 35.57 FEET; THENCE NORTH 74 DEG. 0' 0" WEST TO THE POINT OF BEGINNING. 75.54 FEET. Dated: __ 08/08/2005 F RECORDING REQUESTED BY Mid Valley Title &Escrow Company AND WHEN RECORDED MAIL TO: Scott Rowe 1449 Germaine Drive Yuba City, CA 95993 A. P.N.: 069-070-048-000 GRANT DEED 2005-0051988 Recorded I REC FEE 18.0 Official Records I TAX 93.58 Count ButtYe f 11 CAlm L Gum I County Clerk -Recorders 1 I KL 89:111M 31 -Aug -am I page 1 of Z Above This Line for Recorder's Use Only The Undersigned Grantor(s) Declare(s): DOCUMENTARY TRANSFER TAX $93.50; QTY TRANSFER TAX $0.00; SURVEY MONUMENT FEE $ r X 1 computed on the consideration or full value of property conveyed, OR .15 - File No.: 0403-1992457 (KB) 0 computed on the consideration or full valueless value of liens and/or encumbrances remaining at time of sale, X 1 unincorporated area; [ ] City of Oroville, and FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged, Linda M. Rummage, SURVIVING JOINT TENANT hereby GRANTS to Scott Rowe, an unmarried man the following described property in the UNINCORPORATED AREA of Oroville, County of Butte, State of California: LOT 79, AS SHOWN ON THAT CERTAIN MAP ENTITLED, -KELLY RIDGE ESTATES UNIT NO. 2B", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 19, 1973, IN BOOK 43 OF MAPS, AT PAGE(S) 27, 28 AND 29. CERTIFICATE OF BOUNDARY LINE MODIFICATION AS TO SAID LOT 79 RECORDED SEPTEMBER 23, 1977, IN BOOK 2214, PAGE 320, OFFICIAL RECORDS OF BUTTE COUNTY. EXCEPTING THEREFROM THE FOLLOWING DESCRIBED PARCEL OF LAND: BEGINNING AT THE NORTHWEST CORNER OF SAID LOT 79 SAID POINT BEING COMMON TO LOTS 80 AND 85 OF KELLY RIDGE ESTATES UNIT 2B, THENCE SOUTH 50 DEG. 33 ' 55" WEST, 88.35 FEET; THENCE NORTH 07 DEG. 04' 30" EAST 35.57 FEET; THENCE NORTH 74 DEG. 0' 0" WEST TO THE POINT OF BEGINNING. 75.54 FEET. Dated: 08/08/2005 _7711 XPi 1-cind4i M. Rummage Mail Tax Statements To: SAME AS ABOVE A.P.N.: 069-070-048-000 Grant Deed - continued File No.:0403-1992457 (KB) Date: 08/08/2005 SPATE OF�4�_ } )ss. COUNTY OF On before me, l personally appeared'cio personally known to me (or proved to me on the s of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same In his/her/their authorized capacity(ies) and that his/her/their slgnature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature My Commission Expires: Notary Name: Notary Registration Number: This arm for offloal notarial sial KARYJ.6`03WELL Commission 9/381097 3 U Nut8ry Public-Califona- Outte Ccur�� My Cnmm. Exp. INKY1 08.2006 ? Notary Phone: County of Principal Place of Business: Page 2 of 2 PERMIT NO 98-05 Lake Oroville Area Public Utility District 1960 Elgin Street OROVILLE, CALIFORNIA 95966 (530) 533-2000 DISTRICT APPROVAL AND VERIFICATION OF BUILDING SEWERS INSPECTION This verification form must be submitted to the Butte County Department of Public Works Building Department prior to issuance of a building or occupancy permit, whichever is applicable. Prior to final approval of a Building or an Occupancy Permit by Butte County, a copy of this verification form, signed off. by Lake Oroville Area Public Utility District, must be submitted to Butte County. Date: October 26, 2005 Applicant: Scott Rowe Applicant Address: 1449 Germaine Drive, Yuba City, CA 95993 Applicant Phone No.: (.707) 386-3884 Property Locations(s): 4 5 Hall Drive, Oroville KRE Unit 2B., Lot #79 A. P. No.(s): 06909790948 069-070-048 Fees due: Total $3067.00 as of 10/26/05 I btTA RecapL Capcity Fee $1790.00, LOAPUD Recovery $12-7-?-.�0 Application for service approved ��- LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: By: Lake Oroville Area Public Utility District release to close permit: Date: ❑ - In Service White - Customer ❑ - Locked Out Green - Office Final Date: Yellow - CustomerFinal Pink -FOS Fina/ Gold -FOS Deent o Public Works partm. :C o u n t y o f B u t.� t o J. Michael Crump, Director 0U14'\ S AUC WOF� UNL) utvtLUFMtFAI ulv�lv. Storm Water Management Pro;rarn 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase tt Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement BLESS THAI�d ACRE Project Description: o69--070 YO Project Location andlor Parcel Number: r By signing RB below, L the project owner/owner's agent, certify that this project wII�L NOT DISTU 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more tion Storm Water Permit from the State of than one acre of disturbed soil will require a Construc California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: S OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and material for construction of this proposed property improvement: YES [ ✓] NO [ ]. / 2. I HAVE [\-;"] HAVE NOT [ ] signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTY OWNER: DATE: NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. Rev'd 11/4/2004 Butte County Department of Development Services ADMINISTRATION * BUILDING * GIS * PLANNING 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Telephone (530) 538-2140 Facsimile OWNER -BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers' compensation insurance, disability insurance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perforin their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Sincerely, Scott Rutherford Chief Building Inspector NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. APPLIED TESTING CONSULTANTS 1VIAI rluli1.J 1 r,31 LIN ki, r,1Vl71Nr t1 .I1NU A1Nll 11NJ).rtu 11UN REPORT OF PROOF LOAD TESTING OF EPDXY-GROUTED ANCHORS DATE: 12-15-06 CLIENT: Scott Rowe 1449 Jermaine Dr. Yuba City, CA 95993 PROJECT: Scott Rowe Residence Anchor Dia.: 5/8" Hold Down Anchor type: Thread All Placement: North West Corner of Garage DESCRIPTION OF WORK: Pull Test Arrived at job at 1130 hrs.. To provide proof load testing of epoxy -grouted seismic anchors at the following locations: North West corner of the garage. A total of 1 anchors were tested to 1020 lbs in tension per detail see attached sheet from Robert Shaw Engineering. Test loads were applied using a hollow core hydraulic ram. A steel. bridge was used to distribute a reactive load away from the potential failure zone. No failures were noted. t Brad For he Inspector BUTTE COUNTY DEC 16 1005 DEVELOPMENT SERVICES Charles J. Roberts C-038692 Exp. 3/31/07 Staff Engineer ' BUTTE COUNTY BUILDING DIVISION �__ APPROVED , . 3060 Thorntree Drive, Suite 10 • Chico; CA 95973 Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 BILL TO: Scott Rowe 1449 Jermaine Dr. Yuba City, CA 95993 PROJECT: I Scott Rowe I APPLIED TESTING CONSULTANTS MATERIALS TESTING, ENGINEERING AND INSPECTION Invoice INVOICE # 107229 All wet signed Engineer stamped Certifications and Final reports will be issued after receipt of payment. . DATE TERMS DATE RATE 12/20/2006 Due on receipt All wet signed Engineer stamped Certifications and Final reports will be issued after receipt of payment. . DATE DESCRIPTION QTY. RATE AMOUNT 12/7/2006. Show up - Contractor Not Ready ( Same Day 1 65.00 65.00 Cancel) 12/7/2006 Jobsite Mileage, Inspectors were almost there 50 0.75 37.50 when job cancelled 12/15/2006* Proof Load Testing of Epoxied Rebar 2 65..00 130.00 Dowels 12/15/2006 Jobsite Mileage 70 0.75 52.50 12/15/2006 Staff Engineer Review & Prepare Report . 1 95.00 95.00 / 17s7 , Thank you for your business. Total this invoice: $380.00 3060 Thorntree Drive, Suite 10 • Chico; CA 95973 a Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 D'ec 19 06 08:00a robert show engineering p.l JOB NAME dJOB # 2 �� DESIGNED BY DATE � SHEEN` - C./ I . •i 'y. j. 10 , 4 a- 1 ... i... _ —q' 1, - -- 1 r- -�+- a��r-I i P I i :.�._: s i-'.: !.._d-. _.; }:_ t i ;...t_.—_..j_ 7_i..C} , --r--I-- . i_ . � ',�!__'r ' , I__' �:...?..'.•./-i....,,�•„A.,.:.,..f �.....,..- , •,.T �..!-.;....tom..:-.:.A...' � ' ` i ' �_��r_7_ri. _'- + i.;�f._�.i. l...l - �..��0-. �.i_.+ ! 1 ! i. :.-:, Y..,•.. :._. .� .. .�'--i--T.f_�_`J:..i_; ;-i !...-I"I-=- '�-11I-''�.-`^r�'-'„ t' �-- j-1_ y _'T.. _ ..�i_.,.. r.. !^�•,i�-•.nom'•-`.�...ar+-� 1-r'u.,w� l-'`1': -' '1-'-i-+++• ' .I�._�. j�. 1 1. {.- .1.•,1-�-1--�-�•r��--i-.�- y_ ... � i - � -' -' � � `( ''= -�-i. .L..i--8� •!--� 't -i• -�- I � - � F -t Tr , r _ y , _, `.y- ` ..t. ;}.. , I .a_.'..�'_ � I...i -!. _: _ _I _r. _� _ i . • __�___�_:..�.... I . J. '-.:TI_i- ! •j-•;� ("r"LT' , j -I 'i' -"'.i 4 � i _C. ;:_1_+' !-ice.+.-.������,r.,., _yt �.,�_,���� Y ' r- • _ -; ,.y k_�,_ t. r I..I-.;._ �.�_��...� 6:..L lTll - _.i_l�-. -..I. � - .-i-1 . _i-�•i-.'r•i��s"• ..y''-:��i.; %.-Y...� -._... _i :!t !. �...�.. _.i... i,. .�-1. ,._:..�..•-.-�-� rJ�Yf ' ` L -i•-' .1,. ��-i-I ;• ! -• `{ • !- -�- -. ! ' _i.. - ! -I-;. _•._ ! )� • , -<-, t j�''L.l �•?.�' jr�!--L I-..l..t- LL'' tt _L1 li-�... i..' . 4-.i�'-.. - _ .1 /ji/.}�''' ,..�-(./,,� !.. -y//y:J•�p,,F;� - ' +-S'� � .moi ! � i t � +!•: •t�^'� �� _ 'i i�� _!` :••.{Y t. t ��"t_-1'": 'L'S� ' � a• . t ' ' �..•-L.-. . G..�..t .,.t. �L.' -'f..! _+_.T ._1-7 1 : -LAI i- ^! _- .f ..i_ :...!•-�-' ' _ ! .-? -.. ,. �..,_ _� _ .,T..I •, -C , I J- I*' -•t__., .. ! ! :., ,J:::-.1--.._LI,_.J, �.C-._�_�.1_•�.. .-L.1.1. :..�.: _t -L-.•. �:,.�-Y-i_i -! i t ..l •.i, L i...:-- {. • l-�_i._{_.t. ' 1 + �_jt' ! �-� ' .. I_ . Ll..y r I�_�� • f � { : � { ;1�1 ! 44.H1. i I _I--r1-4 "I. i�^E '.l,.J.-I _ r ,I, r I ,.1 _�.�_�1 i :J_L��_i_ ! J.1 �.., :�,_a !� ._i`.•_t t 1�-' •'�-1- 'j" � .i -.i �t{,^�� -!'�-• t -L -!-';' t --F ,_r I" -i' ,--,--j-: _. /� �-'y,,.'ri�.', it _L 44-4- ' i` i i .. -� _s r y_ �.. �fij. A i robert shaw engineering JOB NAME G� JOB # DESIGNED BY DATE �� �� aG SHEET OF �^'-Sevq- ...{ro- ! "1T � ems. > •ev+- t , � ,.�e.•F t � t F , ! t _ _ - _ Y :. f t t J� ,� + •..-j �j(/i/' t• t i lk' ! •������' v! ' 3/Y� 37 M rr. J I 1 j 1 --- 4' t. -yy l i _) t i._�... (� � -� -7 � J__L. L J 1V � -' 1 - � t --•' --i-✓OP � t L..� ! ' A � -, {� �(+/meq � � � /�j i• r s � < -,�. p i .1_'__ .i' t-- ` , a--! -'-• jTi i i-�� , - i' C .��..l �'_.�.... _ ! ,. .�.._;, t t ; ' 4-.L._.�.`._> i + I Ire --r- t !��-2._�"�•---"', I[j/��'�j {n/ �Lt. 1 I --t s 1 t •� - 44 y, { (� a ._..1.4, I ^, I -? �fffp 17 t��; , i I i._.�__, ! ' i•' -"�.,_ ;_..'•,-`'_;-!_ 'F-''-a�-. j TV'-� � ! j t t t ` � ._ � iM t [1_i__i�-3 i I t t 1 a! 1 f !— #-S - �"' robert shaw engineering JOB NAMES '-j OB DESIGNED BY DATE SHEET OF 2 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX.... GUARDRAIL DETAIL HANDOUT Nailing shall comply with Table UBC 23 -II -8-1. Lumber shall be at least Douglas Fir #2 or better (D.F. #2).. Minimum concrete compressive strength shall be 2,500 psi at 28 days. (UBC 1922.2.4) Minimum underfloor clearances from finish grade to wood joists is 18'; (UBC 2306.3) and minimum 12" from the finish grade to wood girders or treated wood js required. No wood shall be placed closer than 6" to earth unless it is foundation grade or pressure treated. (UBC 2320.13) 4' Max. TM436" Min. mLill U _ Top of Deck SIDE VIEW 4' Max. _7 1977771 P77771 V= V= V77773 V= Min. 2x pressure treated ledger Min. 2 – 3/8" x 2,�FW' lag bolts or screws. TYPICAL LEDGER If the deck/porch is 30" Pier posts greater or greater above the than 3 feet in height finish grade a guardrail is need to be diagonally requw braced between posts 4 - 16d nails or an approved post base connection If using precast piers, wet set precast pier into concrete footing Guardrail 1997 UBC.xIs Min. 4 x 4 post @ 5'- 0" o.c. Intermediate rails spacing shall prevent the passage of a 4" diameter sphere. Top of 3/4" clearance Joist to the edge of —the wood p member joist Min. 2 - 1/2" dia. thru bolts required. GUARDRAIL 6" Min. 12" x 12" Footing I 8" Min. embedment TYPICAL PIER FOOTING An approved post cap connection Girder •• or connect girder and post with 1/2" plywd gussett Post and 3 - 16d nails top & bottom 6" Min. 12" x 12" Footing I 8" Min. embedment TYPICAL PIER FOOTING c 4, _ - - • - �{ r JOB NAME DESIGNED BY DATE SHEET ____L_._ OF ..- ••'—,-•�- .T.: ..y.;• moi_ SION pi 14. A 4— , - 1 4 I . t•d- a•i .+-• -' .: �....J�.�... _ ; , _ IL -: 10� 14 1-4 . .r.. '-I �-f-1•r-f-�•+ '^ --: .-I t-�-r r-. ...a rr� 1 y.... • 1^� " ` _I' f w t- : +.__.: ;.�.. _ :. i -•_r i 7.� _ �.L1.* rr-!-• _ _r-,. ri 44 • -.fir ;._—� .-.-.. .—./_�, •'a...�M i.•. .._ '•.�� 1!._ -' _ r� vTI i;� `����oE•r iris, f._. 1+ �( Lf 1 ^�.: y i_ '� �: r••� � � �-�° J � �L i 1 s —j.. � . i� .. , :.. :. �.� .; r..� �•t 1, 1 �. _..� •�:::. :.�' a:: 1. __..' - .. . � 1. s 1 4 t.. i I , - , C j . t I . � ,_ _ L: :�.-: -'1- j 4_ , `" tt F- • . . �� tTh vl _a � 1.1 ,./ r; .i. . � ? + I y t, r _ 1. I�. ..1.._.:. •r . •1"t.' ^- 4J4 TTTTTF Ji J. I .... J. . . ,'j : ; - -11 - T I r I' 4.T.• .4 77tT j _ i - J + 4. .i....: JL �A_ t -t + L ti 4- 4� t Ati 76 Lj •JOB NAME JOB # DESIGNED BY DATE SHEET_ OF.._- LA 22 '•-- _tow. -.1 AAK PAZ 77- 71 . _., _�.j .'-y- ` -_ �. �. � N _.. r—(� •i T-. j _ — -.. f.. � _ate. 1 / . _.. t..J .. .i. ,,_i �� �. _. I. _..1.. 1_.! �i.L..l t.l-i-T"-+•'• -'••r t-�.1 .{_,. _.F. L:'_"y`•t ��•_.1 �.T+{ , :T-i-� ���-r-+r•;+ i-= - ,_moi ids -r' _...'. �..�..p : •r1_iT TET. 1.i..l.t.. i-• 1-r• {,l.,1. _ •.J..f-�.•_= ..:_ � _ r.i� -. -f••7• - LL • { 1. i � i. � I..i 1 .i. s. � •., � � ��.1 . 1 r ! I (�{ �,• , {, � ; •..I ..r. _-_,__ ._� ,-l._!.. .,. .i ., I � -r 11 '%• -; �' r _I -I. I .. { f 1 . .-i-i-c. _1 � .i. �. ,... ♦ +.;...{.. 1� 1 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING June 12, 2006 Scott Rowe 1449 Germaine Drive Yuba City, CA 95993 Assessor Parcel Number: 069-070-048 Building Permit Number: 05-3030 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 letter or by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and'"' approval of this project. COMMENTS: 1. Please specify the model number of the MSTC straps. The structural calculations indicate "MSTC straps" only. Are these floor -to floor straps? If so, please specify the clear span length and the number of fasteners required. 2. Provide shear transfer detail of the roof diaphragm connection to the main level shear walls. 3. Specify sill connection required to transfer the design shear from the main level to the lower level. 4. Shear walls may not be stacked on top of braced wall panels. Please design the lower level of the structure to resist the lateral forces calculated for the main floor above plus the lateral forces acting on the lower level. Indicate how lateral forces are transferred from their point of origin to the load resisting elements. 5. Provide shear transfer detail showing required connection of the lower level shear walls to the foundation. If a cripple wall exists, please detail shear transfer through the cripple wall to the foundation. 6. Please design collector elements along the engineered wall line as required to transfer lateral forces to the shear walls. A strap may be required at the discontinuity in the top plates between areas Al and A2 where there are different plate heights. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. (R- P1rilo Hunt, P. . Plan Check Engineer cc: Robert Shaw Engineering I %JLJIUI 1 01 luw %V1 ly-1 I ICCI 11 ICS JOB NAME AW9 JOB DESIGNED BY SHEET d OF r i_4 t tj 1A t6 LL al: ft _jc_ ........... 4 . ..... . ......... .... ....... I -A -L-4 ---- !_W 4 40 l"Z -------- .... . ........... E x*p I --r7: f _LJ 9=7 ITr tri I lit JU E."L JT i 1 1; 1 1 f I ji DIN0,21" "Erlor�C�P In u r I I. � iuutm sr iuw engineering JOB NAME JOB # DESIGNED BY DATE '16,a SHEET OF iuueri snow engineering 417 JOB NAME DESIGNED BY DATE SHEET 9 mmw OF 7" Lj J_ . ..... ..... V _4 L-4 4-_ _L i �-T ld ... ...... . 7� ..4 J. LL L Ap . ...... _yi _4 -4 71 _.+-^"_.._ j 1-T __4 4 -IL 7, 4- LU 14, I !T: j 4- 41 77 it f i r_4 itdd - - -1.3 14. LT L;_L A.1 H 11 .1 i i .1 - __ - -L.Ij Ir 11 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at the above 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. j i i I Date — Inspector REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 JOB NAME JOB # �. DESIGNED BY DATE SHEET OF 1 01 lu w tvi IV I ltCl if ly -—JOB NAME jOB # zff4� DESIGNED BY DATE SHEET I OF , L A.. ----------- 4 .4 ILL. I T .. .... .. ...... - ----- - -- -Ap 44 Ir f i LLL AA gy - 41 T1 4-A -71 lop Emp. Cv f i 1 OF Tr 14. Oe�" J- L: .a11 L LE 1 1 lj !I A 71 �. ; L i _�:. • .4 ' t - V --? ..� �J_ } . �—i L.-' 'r i i�:..s...a._ _,._>. i - .L �j j.._ I ' �, Ivor J!"T T—i t! T r 4- iuuCll sr luw er i i r peen ng JOB NAME f `� JOB #� DESIGNED BY DATE ° SHEET OF CN�N V � 1 to W ^m T l J N CO LU 1 0 Z (I lu w O o z } AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDV% , DIVISION i) 7 COUNTY CENTER RIVE OROVILLE, CA 95965'' 2005-0066799 Recorded I REC FEE N.00 Official Records I Count of I COPIES 5.N Butte I C140a J. GRI BBS I County Clerk-Recorderl I I BW 011:289M 14 -Nov -21 5 1 Page 1 of 2 I'III�IIII"'I'IIII"IIII'll'I'III 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: Date PRO ERTY OWNERS: State of California County or ui+e. On //�y, /�/ ; 4-00-5 before me, %(AMC's �,G;�..� K N,s� ;.Vo%a r.. Abl �- personally appeared 5r-nI q Ko w-- ' personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose names) is/are subscribed to the within instrument and acknowledged to me that he/sk@4they executed the same in hisAmrtt reir authorized capacity(ies), and that by his it signature(s}on the instrument, the person(e) or the entity upon behalf of which the person(&) acted, executed the instrument. WITNESS my hard and official seal. Signature cuy + Seal: ' V. JAMES LAMAR KINSER COMM. #1377185 4®� NOTARY PUBLIC - CALIFORNIA A.P. # BUTTE COUNTY a My Comm. Expires Sept. 28, 2006 the following described property in the UNINCORPORATED AREA of Oroville, County of Butte, , State - of California: LOT 79, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "KELLY RIDGE ESTATES UNIT NO. 2B", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON NOVEMBER 19,1973, IN BOOK 43 OF MAPS, AT PAGE(S) 27, 28 AND 29. CERTIFICATE OF BOUNDARY LINE MODIFICATION AS TO SAID LOT 79 RECORDED SEPTEMBER 23, 1977, IN BOOK 2214, PAGE 320, OFFICIAL RECORDS OF BUTTE COUNTY. EXCEPTING THEREFROM THE FOLLOWING DESCRIBED PARCEL OF LAND: BEGINNING AT THE NORTHWEST CORNER OF SAID LOT 79 SAID POINT BEING COMMON TO LOTS 80 AND 85 OF KELLY RIDGE ESTATES UNIT 2B, THENCE SOUTH 50 DEG. 33 - 55" WEST, 88.35 FEET; THENCE NORTH 07 DEG. 04' 30" EAST 35.57 FEET; THENCE NORTH 74 DEG. 0, 0" WEST TO THE POINT OF BEGINNING. 75.54 FEET. Dated: 08/08/2005 1 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION " BUILDING " PLANNING June 12, 2006 Scott Rowe 1449 Germaine Drive Yuba City, CA 95993 Assessor Parcel Number: 069-070-048 Building Permit Number: 05-3030 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 letter or by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. COMMENTS: 1. Please specify the model number of the MSTC straps. The structural calculations indicate "MSTC straps" only. Are these floor -to floor straps? If so, please specify the clear span length and the number of fasteners required. 2. Provide shear transfer detail of the roof diaphragm connection to the main level shear walls. 3. Specify sill connection required to transfer the design shear from the main level to the lower level. 4. Shear walls may not be stacked on top of braced wall panels. Please design the lower level of the structure to resist the lateral forces calculated for the main floor above plus the lateral forces acting on the lower level. Indicate how lateral forces are transferred from their point of origin to the load resisting elements. 5. Provide shear transfer detail showing required connection of the lower level shear walls to the foundation. If a cripple wall exists, please detail shear transfer through the cripple wall to the foundation. 6. Please design collector elements along the engineered wall line as required to transfer lateral forces to the shear walls. A strap may be required at the discontinuity in the top plates between areas Al and A2 where there are different plate heights. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Philo Hunt, P. . Plan Check Engineer cc: Robert Shaw Engineering BP# Assessor's Parcel #: `--U761 Enclosed in the envelope are the following ° items: Residential or Non -Residential Construction Req. S 7<Title 24 Energy Calculations _Engineered Truss details Ox— Structural calculations _ CDF Fire Safe requirements Flood Elevation Certificate _ Special Inspection Sheet Air Quality Management Dist. Rule 207 Form G�. • OR } 8IF I i 1 .f.M.e32MWJ�.ir?.�ii i Y.' BUTTE COUNTY NOV 23 3115 DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO.:.(530) 891-2834 OFFICE #: (53.0) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION "PLEASE PRINT CLEARLY* OWNER Last Name eoWQ first Narn8se 1 i Address +0 6'E7 I i k City YO 6A &TY State +� Ci (o of l, -E Phone 75-5- j 7 5e_ Fax E-mail ARCHITECT/ENGINEER CONTRACTOR Name( n)S_T(iC l t AJ AddressaG oZS M eW,(. AK) AL/6 Ci (o of l, -E Fax Statea/q I Zip L)!501 6 Phone` 63-�- 465-d_ Fa�30 533 3534 E-mail Map Book Lic. # 5"l a 515 Class 3 Planner Date Approved: ARCHITECT/ENGINEER Name U f;.— rC7C Lj Address M v DA ) I 4-C)1 w � � � e-oL City� , via l 8 /� State (� /� �p I sQ/s�i Phone SUS1 Fax E-mail Sta L'icen egumbber. APPLICANT NAME Name OW Address City State Zip Phone Fax E-mail APPLICAK SIGNATURE 3: X ;1' It For office use only: Amount CJ Bldg SRA Zoning Vz T J I Flood Zone I ,,- I SRA I Yes I No Occ. Type Const. Subdivision Name Policy Number Map Book Page Lot # Planner Date Approved: PERMIT NO. BP05-30 BIN # OVER FOR SUBMITTAL REQUIREMENTS L, K:IFORMSWILDING FORMS\BIdgApplSubRgmts.doc Page 1 of 2 Description or Scope of Work: 4(1 Sq. Footage %e 11 npet) C S ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Receiv n Amount CJ Bldg SRA nLOCATION API Div -- o o Property Address 45- p i4u. D12(06- Colzollazz— Cross Street ,4 k.. d /G L, WORKER'S COMPENSATION Policy Number Carrier Nhiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name die OVER FOR SUBMITTAL REQUIREMENTS L, K:IFORMSWILDING FORMS\BIdgApplSubRgmts.doc Page 1 of 2 Description or Scope of Work: 4(1 Sq. Footage %e 11 npet) C S ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Receiv n Amount CJ Bldg SRA Receipt #: 5� v1 Sheriff SMIP Date: ��f--Other Total REV 6-16-04 - 4 CDF FIRE SAFE REQUIREMENTS AP# O(-,"F-D'%Q—Qy,VPERMIT # Os-- �0 ,) NAME:�'��eq Under authority of Public Resources Code Sec. 4290, the following check items uired by T the Butte County Fre Department and made a part of this permit. These requirements are 'L) minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. Butte County Building Inspectors will make compliance inspections. Driveway Standards [XI All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [XI Surface. All driveway surfaces and structures (bridges, culverts and other appurtenant structures which supplement the roadway bed or shoulders) shall T Provided unobstructed access to conventional drive vehicles, including sedans Il and fire apparatus weighing up to 40,000 pounds. [XI Grade. Not to exceed 16 percent unless paved or concreted. Grade will not R exceed 20 percent. Driveway Radius [XI No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those feet. T from 100-200 [XI The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet radius. IXI Turnarounds. Required if driveway is over 300 feet in length, _ will have a minimum turning radius of 40 feet from the center of the road and be located within 50 feet of the buildings. [XI Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 -foot taper on each end. T (XI Width. All driveways shall provide a minimum 10 -foot traffic lane and 1 unobstructed vertical clearance of 15 feet along its entire length. T VI Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in 1�{` length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. Gates 1' i Gate entrances shall be at least two feet wider on each end than E the roadway they serve: 2. The gates must be located at least 30 feet from the roadway and N shall open to allow a vehicle to stop without obstructing traffic on the roadway. rr 1 3. Where a one-way road with a single traffic lane provides access to a gate entrance, a 40 -foot turning radius shall be used. Addressing Yr r - [Xl All buildings shall have a permanently posted address, which shall be visible and E legible from both directions of the road the address is located. The address shall be posted at the beginning of construction and maintained thereafter. Accessory buildings are not required to have a separate address posted. Q [Xl Size of letters, numbers and symbols for addresses shall be a minimum of 3 inch T T U C 1 letter height, 3/8 inch stroke, reflectorized, and contrast with the background color of the sign. I [X] Where addresses cannot be seen from the roadway, the address shall also be posted a single post located at the intersection of the driveway and the road. R Setback for Structure Defensible Space [X] Maintenance of Defensible Space. To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provided for by the landowner. ] 1. All parcels 1 acre and larger shall provide a minimum 30 -foot E setback for buildings and accessory buildings from all property o I 7 /Vu lines and/or the center of the road. 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See 'Other Requirements below. [XI Disposal of Vegetation and Fuels: Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction of flammable vegetation and E fuels caused by site development and construction, road and driveway construction. Disposal shall be completed prior to completion of road construction or final building permit inspection. Q Other Requirements T T U C 1 If Building Setback is 15 to 30 Feet: ✓ Class A roof I ✓ Fully enclosed eaves If Building Setback is Less Than 15 Feet: R �� ✓ Class A roof with fully enclosed eaves and choose any 2 of the following: -�E C)Metal or no doors on side toward property line with insufficient setback 13 Interior automatic sprinkler system per NFPA 13D ❑ Glass area not to exceed 10% of wall area toward property line with insufficient setback ❑ Siding from the following list: o Stucco — 3 coat E o Hardi-Board or Plank o Masonry � T o Masonry Veneer . lv o Metal [l T Date Signature 'CERT IFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title.......... DUMFORD 0 ------------------Date .10/28/05 12:22:27 Project Address........ LOT 5, HALL DR. ******* --------------------- OROVILLE, CA- *v7:10*, -I I .Documentation Author... JACK MUNDS ******* I Building Permit # I Munds Drafting & Design Services I I 708 Colusa Ave., Ste 5 1 Plan Check / Date 1 Yuba City, CA 95991 1 I (530) 674-7800 I Field Check/ Date 1 Climate Zone........... 11 --------------------- Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM CF -1R 1 I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 I ------------------------------------------------------------------------------- MICROPAS7 ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = = (kTDV/sf-yr) _----------------------- Design ---------- Design ---------- Margin = = Space Heating.......... 21.00 19.19 ---------- _ 1.81 = = Space Cooling......:... 24.68 26.03 -1.35 - = Water Heating.......... 12.69 12.69 0.00 = Total 58.37 57.91 0.46 = *** Building complies;with C.omputr .er_Perfom_ance *r HERS Verification Required for Compliance *** _ ---------------------- ------------------------------------------------------------- ,GENERAL INFORMATION -----_--_------------ HERS Verification..:.'..M Require Conditioned Floor Area=.=. -._..--i612 sf Building Type .............. Single Family Attached Construction Type ......... New Fuel Type ................. NaturalGas Building Front Orientation. Front Facing 0 deg (N) Number of Dwelling Units... 1 Number of Building Stories. 2 Weather Data Type.......... FullYear Floor Construction Type.... Slab On Grade Number of Building Zones... 1 Conditioned Volume......... 12896 cf Slab -On -Grade Area......... 329 sf Glazing Percentage......... 13.2 % of floor area Average Glazing U -factor... 0.39 Btu/hr-sf-F Average Glazing SHGC....... 0.35 Average Ceiling Height..... 8 ft BUTTE COUNTY BUILDING DIVISION APPROVED CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... DUMFORD--------------Date..10/28/05 12:22:27 ----------------------------------------- I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM CF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Verified Area Volume Dwell Peop- it- stat Height Area Leakage or Zone Type (sf) (cf) Units le ioned Type (ft) (sf) Housewrap -------------- ----- ------ ----- ----- ------------- ----- ------- ---------- Living 1612 12896 1.00 4.0 Yes Setback 8.0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface ------------ Type ----- (sf) ---- or ----- R-val ----- R-val Azm Tilt Reference Comments 1 Wall Wood 64 0.095 15 ----- 0 --- 0 ---- 90 --- Yes --------- IV.9 -------------- A4 2 Wall Wood 19 0.095 15 0 315 90 Yes IV.9 A4 3 Wall Wood 61 0.095 15 0 0 90 Yes IV.9 A4 4 Wall Wood 19 0.095 15 0 45 90 Yes IV.9 A4 5 Wall Wood 38 0.095 15 0 0 90 Yes IV.9 A4 6 Wall Wood 12 0.095 15 0 315 90 Yes IV.9 A4 7 Wall Wood 27 0.095 15 0 0 90 Yes IV.9 A4 8 Wall Wood 12 0.095 15 0 45 90 Yes IV.9 A4 9 Wall Wood 28 0.095 15 0 0 90 Yes IV.9 A4 10 Wall Wood 11 0.095 15 0 0 90 Yes IV.9 A4 11 Wall Wood 32 0.095 15 0 90 90 Yes IV.9 A4 12 Wall Wood 24 0.095 15 0 90 90 Yes IV.9 A4 13 Wall Wood 33 0.095 15 0 90 90 Yes IV.9 A4 14 Wall Wood 46 0.095 15 0 90 90 Yes IV.9 A4 15 Wall Wood 12 0.095 15 0 45 90 Yes IV.9 A4 16 Wall Wood 17 0.095 15 0 90 90 Yes IV.9 A4 17 Wall Wood 12 0.095 15 0 135 90 Yes IV.9 A4 18 Wall Wood 28 0.095 15 0 90 90 Yes IV.9 A4 19 Wall Wood 16 0.095 15 0 90 90 Yes IV.9 A4 20 Wall Wood 11 0.095 15 0 180 90 Yes IV.9 A4 21 Wall Wood 131 0.095 15 0 180 90 Yes IV A A4 22 Wall Wood 136 0.095 15 0 180 90 Yes IV.9 A4 23 Wall Wood 256 0.095 15 0 270 90 Yes IV A A4 24 Wall Wood 166 0.095 15 0 0 90 No IV A A4 25 Wall Wood 29 0.095 15 0 90 90 No IV.9 A4 26 Wall Wood 96 0.095 15 0 90 90 No IV A A4 27 Wall Wood 19 0.095 15 0 180 90 No IV A A4 28 Wall Wood 131 0.095 15 0 180 90 Yes IV.9 A4 29 Wall Wood 125 0.095 15 0 270 90 Yes IV A A4 30 Door None 20 0.330 0 0 0 90 Yes None 31 Door None 18 0.330 0 0 0 90 No None 32 Roof Wood 1283 0.025 38 0 n/a 0 Yes IV.1 A18 Attic 33 Floor Wood 1283 0.037 19 0 n/a 0 No IV.20 A4 CERTIFICATE'OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 --------------------------------------- Project Title.......... DUMFORD Date..10/28/05 12:22:27 I MICROPAS7 v7.10 File-AD1618 Wth-CTZllS05 Program -FORM CF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments ------------ --------------------- -------------- ---------------------- 34 S1abEdge 73 0.760 R-0 No None FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments ------------------ ----- ----- ----- --- ------------ ------------------------ 1 Wind Front (N) 16.0 0.380 0.350 0 90 Standard F1/Vinyl/Wood Operable L 2 Wind Front (N) 16.0 0.380 0.350 0 90 Standard F2/Vinyl/Wood Operable L 3 Wind Right (NW) 7.5 0.400 0.350 315 90 Standard F3/Vinyl/Wood Fixed Low 4 Wind Front (N) 20.0 0.380 0.350 0 90 Standard F4/Vinyl/Wood Operable L 5 Wind Front (NE) 7.5 0.400 0.350 45 90 Standard F5/Vinyl/Wood Fixed Low 6 Wind Front (NE) 7.5 0.400 0.350 45 90 Standard L1/Vinyl/Wood Fixed Low 7 Wind Left (E) 20.0 0.380 0.350 90 90 Standard L2/Vinyl/Wood Operable L 8 Wind Left (SE) 7.5 0.400 0.350 135 90 Standard L3/Vinyl/Wood Fixed Low 9 Door Back (S) 34.0 0.400 0.350 180 90 Standard B1/Vinyl/Wood Patio Door 10 Wind Back (S) 14.0 0.380 0.350 180 90 Standard B2/Vinyl/Wood Operable L 11 Wind Back (S) 9.0 0.380 0.350 180 90 Standard B3/Vinyl/Wood Operable L 12 Wind Back (S) 20.0 0.380 0.350 180 90 Standard B4/Vinyl/Wood Operable L 13 Door Back (S) 34.0 0.400 0.350 180 90 Standard LB1/Vinyl/Wood Patio Doo OVERHANGS ---Window---------------Overhang------------ Area Left Right Surface ----------- (sf) ----- Width ----- Height Depth Height Extension Extension 1 Window 16.0 4 ------ 4 ----- 2 ------ 3 --------- n/a --------- n/a 2 Window 16.0 4 4 2 6 n/a n/a 3 Window 7.5 1.5 5 2 1.5 n/a n/a 4 Window 20.0 4 5 2 3 n/a n/a 5 Window 7.5 1.5 5 2 1.5 n/a n/a 9 Door 34.0 5 6.7 2 1 n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 --------------------------------------- Project Title.......... DUMFORD Date..10/28/05 12:22:27 I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM CF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- SLAB SURFACES ------------- Area Slab Type (sf) ---------------- ------ Standard Slab 329 HVAC SYSTEMS ------------ Verified HVAC SIZING Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type ------------ Systems ------- Efficiency EER or TXV ----------- ----- ------------- Airflow -------- Draw Capacity Furnace 1 0.900 AFUE n/a n/a n/a -------- n/a -------- n/a ACSplit 1 13.00 SEER No No No No No HVAC SIZING Sizing Location............ OROVILLE RS Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F DUCT SYSTEMS ------------ Verified Verified Verified Total Sensible Design Maximum Surface Heating Cooling Cooling Cooling System Load Load Capacity Capacity Type ------------- (Btu/hr) ---------- (Btu/hr) ---------- (Btu/hr) (Btu/hr) Furnace 31978 n/a ---------- n/a ---------- n/a ACSplit n/a 20984 25324 n/a Sizing Location............ OROVILLE RS Winter Outside Design...... 25 F Winter Inside Design....... 70 F Summer Outside Design...... 102 F Summer Inside Design....... 75 F Summer Range ............... 37 F DUCT SYSTEMS ------------ Verified Verified Verified System Duct Duct Duct Surface Buried Type ------------- Location ----------- R -value ------- Leakage Area Ducts Furnace Attic R-4.2 ------- Yes -------- No --------- No ACSplit Attic R-4.2 Yes No No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 -------------------------------------- Project Title.......... DUMFORD Date..10/28/05 12:22:27 --------------------------------------------- I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM CF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R -value ---------------- -------- ------------------- -------------- ------ ---------- 1 Storage Gas Standard 1 0.575 50 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified Duct Leakage. This building incorporates a Zonally Controlled HVAC System. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -4R installation certificate. *** This building incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary. REMARKS CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 6 --------------------------------- Project Title.......... DUMFORD Date..10/28/05 12:22:27 I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM CF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... A. DUMFORD Name.... JACK MUNDS Company. DUMFORD CONST. Company. Munds Drafting & Design Services Address. Address. 708 Colusa Ave., Ste 5 Yuba City, CA 95991 Phone... (530) 632-4652 Phone... (530) 674-7800 License. - ,- Signed.: 1 1Q URE J Signed. �L''}�-�-`� / (7 �8&5— ( t (date) ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. (date) A D Cbnstruction 2625 McClellan Ave Orville, CA 95966 MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 1 Project Title.......... Project Address........ Documentation Author... Climate Zone........... DUMFORD LOT 5, HALL DR. OROVILLE, CA JACK MUNDS Munds Drafting & Design 708 Colusa Ave., Ste 5 Yuba City, CA 95991 (530) 674-7800 11 Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. ---------------------- I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM MF -1R 1 I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 1 ------------------------------------------------------------------------------- Date..10/28/05 12:22:27 ******* --------------------- *v7. 10* 1 ******* I Building Permit # Services I Plan Check / Date I Field Check/ Date 1 --------------------- Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES De- En- sign- force- n/a er ment *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U -factor in metal frame ceiling$ 150(b): Loose fill insulation manufacturer's labeled R -Value ►�- *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls) *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor ✓ 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire opening of the firebox b. Outside air intake with damper and control, flue damper and control ✓ 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 meets requirements specified in ACM Residential Manual ✓ 150(g): Vapor barriers mandatory in Climate Zones 14,16 only t7-- 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch ✓ 118: Insulation specified or installed meets insulation quality standards. Indicate type and include CF -6R form 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned ✓ spaces designed to limit air leakage 2. Fenestration products (except field -fabricated) have MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 2 --------------------------------- Project Title.......... DUMFORD Date..10/28/05 12:22:27 ----------------------------------- I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM MF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- label with certified U -factor, certified Solar Heat Gain / Coefficient (SHGC), and infiltration certification V 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES De- En- sign- force n/a er ment 110-113: HVAC equipment, water heaters, showerheads and ✓ faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA 150(1): Setback thermostat on all applicable heating and/or cooling systems J 150(j): Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation / having an installed thermal resistance of R12 or greater 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R -value 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water / pipes shall be insulated to Table 150B y 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to / Table 150-B and Equation 150-A 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A V/ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely / in conditioned space 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 3 -------------------------------------- Project Title.......... DUMFORD Date..10/28/05 12:22:27 -------------------------------------------- I MICROPAS7 v7.10 File-AD1618 Wth-CTZllS05 Program -FORM MF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic / and either mesh or tape shall be used V 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts ✓ 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with / mastic and draw bands 4. Exhaust fan systems have back draft or automatic dampers �✓ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually / operated dampers V 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material 7. Flexible ducts cannot have porous inner cores �- 114: Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light ✓ 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch Y 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances / with pilot < 150 Btu/hr) t� 118(1): Cool Roof material meets specified criteria RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 4 ------------------------------ Project Title.......... DUMFORD Date..10/28/05 12:22:27 ---------------------------------- I MICROPAS7 v7.10 File-AD1618 Wth-CTZ11S05 Program -FORM MF -1R I User#-MP2299 User-Munds Drafting & Design S Run-AD1618 ------------------------------------------------------------------------------- and have an output frequency no less than 20 kHz J 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d) 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall / have lighting that complies with Sec. 130, 131, and 146 V 150(k)8: Permanently installed lighting in the enclosed, non - dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to / comply with Section 119(d) V STRUCTURAL CALCULATIONS' FOR AD C STI' Jo��os=z�ao 5quz� Ho 1. These calculations and plans were performedwithout the benefit of a--..soils/geologic investigation. Values used for soil;bearing,etc. are values assumed to be valid for soils in;the area of the project. Any unusual or unstable conditions encountered in the field should be brought to the attention of the engineer:, The design engineer is not responsible= for any conditions that;may affect the proposed structure that are not known to the engineer. 2. Any deviation from these calculations and approved plans not approved by the engineer effectively removes the engineer from any liability from such deviations/changes. BUTTE COUNTY BUILDING DIVISION APPROVED r A01 W FN / NEVADA CITY, CALIFORNIA 95959 • (530) 265-3681 A CONSULTING ENGINEERING FIRM • , Robert Straw Engineering 547 Uren St. Ste. B Nevada City, CA 95859 (530) 2W>36B1 Title AD Construction -Hall Rd. Job # 05-2990 Dsgnr. rs Description.... 4 concrete wall -Restrained ! Fid 3t0- OCT ,2005 This Wall in Fite: C:XRP5IA.RP5 Restrained Retaining Wall Design RetainPro Professional 5.0.7, EWul-99, (c)1989.99 Criteria -� Soil Data Footing Strengths & Dimensions . Retained Heigh = 3.50 it Allow Soil Bearing = 1,000.0 psf fc = 2,000 psi Fy = 40,000 psi Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Min. As % - 0.0018 Total Wall Heigh = 4-00ft Heel Active Pressure = 35.0 psf/ft Toe Width = 0.90 ft Toe Active Pressure = 35.0 psf/ft Heel Width = 1.25 Top Support Heigh = 3.50 ft Passive Pressure 175.0 psf/ft Total Footing Width = Water height over heel 0.0 ft 1.75 Footing Thickness = .12.00 in Slope Behind Wall = 0.00:1 FootingilSoil Friction = 0.380 _ Key Width 0.00 in Height of Soil over Toe = 6.00 in i Soil height to ignore Key Depth - 0.00 in Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 2.00in @ Btm.= 3.00 in Wind on Stem = 0.0 psf Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psi Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs 0.00 ft >>>Used To Resist Sliding & Overturning Heigh to Top = 0.00 ft Footing Width = Surcharge Over Toe = 0.0 psf .-Heightto Bottom = 0.00 it EccenWdty = 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Bekmr Soil = 0.0 ft Axial Dead Load = 290.0 lbs at Back of Wall Axial Live Load = 3DD.0lbs Axial Load Eccentricity = 0.0 in Design summary Concrete Stem Construction Total Bearing Load = 1,469 lbs Thickness = - 6.00 in Fy = 40,000psi ...resultant ecc. = 0.68 in Wall Weight = 75.0 pcf fc = 2,000 psi Soil Pressure @ Toe = 1,003 psf NG Stem is FIXED to top of footing Soil Pressure @ Heel = 676 psf OK AllowableSoil Pressure Exceeds 1,000 Allowable! psf Mmax Between @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe = 1,465 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 988 psf Design height = 3.50 it 1.94 ft 0.00 it Footing Shear @ Toe = 0.0 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 2.2 psi OK Rebar Spacing = 18.00 in 18.00 in 18.00 in Allowable = 76.0 psi Rebar Placed at = Center Center Center Reaction at Top = 42.9 lbs Reber Depth 'd' = 3.00 in 3.00 in 3.00 in Reaction at Bottom = 307.1 lbs • Design Data Sliding Stability Ratio = 2.31 OK fb/FB + fa/Fa = 0.000 0.066 0.147 Sliding Calcs Mu...Actual = 0.0 ft-# 76.0 ft-# 169.0 ft-# Lateral Sliding Force = 307.1 lbs 196-9 lbs Mn' Phi..... Allowable = 1,147.6 ft-# 1,147.6ft-# 1,147.6ft-# less 10D% Passive Force = - less 10096 Friction Force = - 514.1 lbs Shear Force @ this height = 0.0 lbs 284.2 lbs Added Force Req'd = 0.0 lbs OK Shear .... Actual = 0.00 psi 7.89 psi ....for 1.5: 1 Stability = 0.0 lbs OK Shear.... Allowable = 76.03 psi 76.03 psi Footing Design Results Rebar Lap Required = 13.95 in 13.95 in Toe eel Rebar embedment into footing = 6.00 in Factored Pressure = 1,465 ' 968 psf Other Acceptable Sizes & Spacings: Mu': Upward = 177 297 ft-# Toe: # 4 @ 18.00 in -or- Not req'd, Mu < S' Fr Mu': Downward = 36 211 ftp Heel: Norte Spec'd -or- Not req'd, Mu < S' Fr Mu: Design = 142 86 ft-# Key: No key defined -or- No key defined Actual 1 -Way Shear = 0.00 224 psi Allow 1 -Way Shear = 76.03 76.03 psi Robert'Shaw Engineering Title AD Construction -Hall Rd. 10 547 Uren St. Ste. B Job# 05-2990 Dsgnr rs Date: Oc L Nevada City, CA 999M Description.... (530) 26&MI 4! concrete wall -Restrained This Wall in File: CARP51A.RP5 Restrained Retaining Weill Design RetaInPro Professional 5.0.7, 8 -Jut -99. (c) 1989-99 Summary- of Forces on Footing: Slab is NOT provi dinIlLiding, stem is FIXED at footing Forces acting on footing for sliding & soll pressure.... Sliding Forces Load & Mornent Sununary For Footling : For Soil Pressure Calles Stem Shear @ Top of Footing -197.1 lbs Moment @ Top of Footing App lied from Stem -99.4 ft-# Heel Active Pressure -140.0 Sliding Force 307.1 lbs Surcharge Over Heel lbs ft AAI;= tt-# Axial Dead Load on Stem Net Moment User For Soil Pressure Calculations Soil Over Toe 83.5 ft-# Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force 590.0 lbs 0.15TI IL-tt 27.5 lbs 0.25ft 6.gft-# lbs it ft-# 300.0 lbs 0.75ft 225.0ft-# 288.8 lbs 1.38ft 397.0ft-W 262.5 lbs 0.88ft 229.7ft-# 1,468.8 lbs Base Moment 1,201.7ft-# 0 Robert Shaw Engineering 547 Uren St. Ste. B Nevada City, CA 95959 (530) 265 -Ml rifle AD Construction -Hall Rd. Job# 05-2990 Dsgnr rs Description..-.. 6 concrete wall -Restrained 9tv Date: OCT 3,2005 Height of Soil over Toe = 6.00 in Soil Density , = 110.00 pcf Wind on Stem 0.0 psf Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning This Wall In File: C',\RP9A.RP5 0-0 psf Used for Sliding & Overturning Eccentricity Restrained Retaining Wall Design RetainPro Professional 5.0.7,8 -Jul -W. (c) 1989-99 Criteria 290.0 lbs 1�fl Data 30D.0 lbs Footing Strengths & Dimensions Retained Height 5.50 ft Allow Soft Bearing 1,000.0 psf fc 2,000 psi Fy = 40.000 Psi Wall height above soil 0�501[t Equivalent Fluid Pressure Method Min. As % 0.0D18 Total Wall Height 6.ODft Heel Active Pressure 35.0 psfift Toe Width 1.00 It 1,000 psf Toe Active Pressure 35.0 psf/ft Heel Width 1.75 Top Support Height 5.50 ft Passive Pressure Water height over heel 175.0 psfift 0.0 ft Total Footing Width 2.75 Stem OK Stem OK Stem OK ACI Factored @ Heel Footing Thickness 12.00 in Slope Behind Wall 0.00:1 FoollngIlSoft Friction 0.350 V=t %Arf" O.OD In Height of Soil over Toe = 6.00 in Soil Density , = 110.00 pcf Wind on Stem 0.0 psf Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0-0 psf Used for Sliding & Overturning Eccentricity Axial Load Applied to Stem Wall to Ftg CIL Dist Axial Dead Load 290.0 lbs Axial Live Load 30D.0 lbs Axial Load Eccentricity 0.0 in Soil height to ignore for passive pressure 0.00 in Uniform Lateral Load Applied to Stem Lateral Load 0.0 #fft ... Height to Top 0.00 ft ... Height to Bottom 0.00 ft Key Depth 0.00 in Key Distance from Toe 0.00 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load , � , J Adjacent Footing Load 0.0 lbs Footing Width. 0.00 ft Eccentricity 0.00 in Wall to Ftg CIL Dist 0.00 It Footing Type Line Load Base AboveJBelow Soil 0.0 It at Back of Wall = 2,000 psi Design Summ:g�. , � , J -Concrete Stem Construction Total Bearing Load 2,264 Itis Thickness 6.00 in Fy = 40,OODpsi ...resultant ecc. 0.01 in Wall Weight 75.0 pcf fe = 2,000 psi Soil Pressure @ Toe 822 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel 824 psf OK Allowable 1,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACI Factored @ Toe 1,183 psf Stem OK Stem OK Stem OK ACI Factored @ Heel 1,187 psf Design height 5.50 It 3.05 ft 0.00 ft Footing Shear @ Toe 2.6 psi OK Rebar Size # 4 # 4 # 4 Footing Shear @ Heel 1.4 psi OK Rebar Spacing 18.00 in 18.00 in 18.00 in Allowable 76.0 psi Rebar Placed at Center Center Center Reaction at Top 105.9 lbs Rebar Depth V 3.00 in 3.00 in 3.00 in Reaction at Bottom 629.1 lbs Design Data Sliding Stability Ratio 1.57 OK fb1FB + fa/Fa 0.000 0-257 0.574 Sliding CaIcs Mu...Actual . 0.0 ft-# 295.1 ft-# 6W.8 It-# Lateral Sliding Force less 10D% Passive Force 629.1 lbs = - 196.9 lbs Mn * Phi .... Allowable 1,147-6ft-# 1,1147.6 ft-# 1,147.6ft-# less 100% Friction Force = - 792.3 lbs Shear Force @ this height 0.0 lbs 712.5 lbs Added Force Req*d 0.o lbs OK Shear .... Actual 0.00 psi 19.79 psi .... for 1.5: 1 Stability 0.0 lbs OK Shear ..... Allowable 76.03 psi 76.03 psi [-Footing Desian Results Rebar Lap Required 13.95 in 13.95 in Toe w4eel Rebar embedment into footing 6.00 in Factored Pressure 1,183 1,187 psf Other Acceptable Sizes & Spacings: MV: Upward 0 927 ft-# Toe: # 4 @ 18.00 in -or- Not reqd, Mu < S * Fr Mu': Downward 0 826 ft-# Heel: None Spedd -or- Not req`d, Mu < S * Fr Mu: Design 424 101 ft-# Key. No key defined -or- No key defined Actual I -Way Shear = 2.56 1.42 psi Allow I -Way Shear = 76.03 76.03 psi Rd. Robert Stow Engineering Tiffe -'AD Construction -Hall 547 Uren St. Ste. B Job # - 05-2990 Dsgnr rs Date: OCT 3,2005 Nevada City, CA 9M59 Description.... (530) 2%-3681 6 concrete wall-Restralned This Wall in File: C-\RP5\A.RP5 Restrained Retaining Wall Design RetainPro Professional 5.0.7, &JuW9. (c) 1989-99 Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Sunwery For Footing : For Soil Pressure Cates Stem Shear @ Top of Footing -419.1 tt;si__ Moment @ Top of Footing Applied from Stem -387.5 ft-# Heel Active Pressure -210.0 Sliding Force Q9.1 lbs Surcharge Over Heel lbs it ft-# A)dal Dead Load on Stem 590.0 lbs 1.25ft 737.5ft-# Net Moment User For Soil Pressure Calculations Soil Over Toe 55.0 lbs 0.50ft 27.5ft-# -1.5 it-# Surcharge Over Toe lbs ft ft_# Stein Weight 480.0 lbs 1.25ft 562.5ft-# Soil Over Heel 756.3 lbs 2.13ft 1,6W.0114 Footing Weight 412-5 lbs 1.38ft 567.2114 Total Vertical Force 2,263.8 lbs Base Moment 3,114.2114 Robert Shaw Engineering 547 Uren St. Ste. B Nevada City, CA 95959 (530) 265, -Ml Titte AD Construction -Hall Rd. Job# 05-2990 Dsgnr is Description.... 8! concrete wall -Restrained . -7 (tv Date: OCT 3,2005 869 Density 110.00 pcf Wind on Stein 0.0 psf Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning This Wall in File: C.\RP5\A.RP5 0.0 psf Used for Sliding & Overturning Eccentricity Restrained Retaining Wall Design RetainPro Professional 5.0.7, 8-Juk%, (c) 1989-99 Criteria 290.0 lbs Axial Live Load 11 Data Axial Load Eccentricity ng Strengths & Dimensions Retained Height 7.50 It Allow Soil Bearing 1,000.0 psf fc 2,000 psi Fy 40,0W psi Wall height above soil 0.50ft Equivalent Fluid Pressure Method Min. As % 0.0018 Total Wall Height 8.00ft Heel Active Pressure 35.0 psf/ft Toe Width 1.25 ft 0.0 lbs OK [:FLootinq Design Results Toe Active Pressure 35.0 psfift Heel Width 3.25 Top Support Height 7.50ft Passive Pressure 175.0psf/ft Total Footing Width . Actual i -Way Shear = 5.53 0.92 psi Water height over heel 0.0 ft Footing Thickness 12.00 in Slope Behind Wall 0.00:1 FootingliSoil Friction '0.350 Width 0.00 in Heinht of Soil over Toe 600in Key 869 Density 110.00 pcf Wind on Stein 0.0 psf Surcharge Loads Surcharge Over Heel 0.0 psf >>>Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning Eccentricity Axial Load Applied to Stern Wall to Rg CL Dist Axial Dead Load 290.0 lbs Axial Live Load 300.0 lbs Axial Load Eccentricity 0.0 in Soil height to ignore for passive pressure 0.00 in Uniform Lateial Load Applied to Stern Lateral Load 0.0 #/ft ... Height to Top 0.00 ft ... Height to Bottom 0.00 111 Key Depth 0.00 in Key Distance from Toe 0.00 ft Cover@Top = 2.00in @Bbn.= 3.00in Adjacent Footing Load 9W psf OK Adjacent Footing Load 0.0 lbs Footing Width 0.00 It Eccentricity 0.00 in Wall to Rg CL Dist 0.00 It Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Reaction at Top Desi2n SummaV j Concrete Stem Construction Total Bearing Load 4,203 lbs Thickness 6.OD in Fy = . 40,000 PSI ... resultant ecc. 0.01 in Wall Weight 75-0 pcf fc = 2,OODpsi C -H 0 "r-. CY= f Stem Is FIXED to top of footing Soil Pressure @ Heel 9W psf OK Allowable 11,000 psf Soil Pressure Less Than Allowable ACI Factored Toe 1,329 psf AC) Factored Heel 1,326 psf Footing Shear @ Toe 5.5 psi OK Footing Shear @ Heel 0.9 psi OK Allowable 76.0 psi Reaction at Top 196.9 lbs Reaction at Bottom 1,063.1 lbs Sliding Stability Ratio 1.57 OK Sliding Cales lbs Lateral Sliding Force 1,063.1 less 100% Passive Force = - 196.9 lbs less 1 OD% Friction Force = - 1,470.9 lbs Added Force Req'd 0.0 lbs OK .... for 1.5: 1 Stability 0.0 lbs OK [:FLootinq Design Results Toe Factored Pressure 1,329 1,326 psf MV: Upward 0 5,017 ft-# Mu': Downward 0 5,161 ft-# Mu: Design 424 145 ft-# Actual i -Way Shear = 5.53 0.92 psi AJIow 1 -Way Shear = 76.03 76.03 psi Design height Rebar Size Rebar Spacing - Rebar Placed at Rebar Depth 'd Design Data fb1FB + faiFa Mu ... Actual Mn * Phi ..... Allowable @ Top Support Stem OK 7.50 ft # 4 18.00 in Center 3.00 in 0.000 0.0 ft-# 1,147.6 ft-# Shear Force @ this height 0.0 lbs Shear. -Actual 0.00 psi Shear ..... Allowable 76.03 psi Mmax Between Top & Base Stem OK 4.16 ft # 4 18.00 in Center 3.00 in @ Base of Wall Stem OK 0.00 ft # 4 9.00 in Center 3.00 in 0.652 0.764 748.3 ft-# 1,672.3 ft-# 1,147.6 ft-# 2,190.2 ft-# 1,331.3lbs 36.98 psi 76.03 psi Rebar Lap Required 13.95 in 13.95 in Rebar embedment Into footing Other Acceptable Sizes & Spacings: Toe: # 4 @ 18.00 in -or- Not reqd, Mu < S * F� Heel: None Spec!d -or- Not recrd, Mu < 8 * Fr W. No key defined -or- No key defined 6.00 in Robert Shaw'Engineering Title AD Construction -Hall Rd. 547 Uren SL Ste. B Job# .05-2990 Dsgnr rs Date: OCT 3,2005 Nevada City, CA 95959 Description.... (SM) 265,3W1 & concrete wall -Restrained This Wall in File: C:XRP5%A.RP5 Restrained Retaining Wall Design RetainPro Professional,50.7.8-Jul-99, (c) 1989-99 Summary of Forces on Footing : Slab is NOT providing sliding, stem is FIXED at footing I Forces acting on footing for sliding & soil pressure.... Sliding Forces Load & Moment Surnrnary For Footing : For Soil Pressure Calcs; Stem Shear @ Top of Footing -783.1 lbs Mornent'@ Top of Footing Applied from Stem -983.7 it-# Heel Active Pressure -2130.0 Sliding Force 1,003.1 lbs Surcharge Over Heel lbs ft ft-# A)dal Dead Load on Stem 590.0 lbs 1.50ft 885.Oft-# Net Moment User For Soil Pressure Calculations Soil -over Toe 68-8 lbs 0.63ft 43.Oft-# 2.8 ft-# Surcharge Over Toe [bs ft 114 Stem Weight 600.0 lbs 1.50ft 900.01114 Soil Over Heel 2,268.8 lbs 3.13ft 7,089.8ft-# Footing Weight 675.0 lbs 2.25ft 1,518.8ft-# Total Vertical Force 4,202.5 lbs Base Moment 9,452.9ft-# Robert'Shaw Engineering 547 Uren St Ste. B Nevada City, CA 95969 .(530) 2ffi-MI Title AD Construction -Hall Rd. Job# .05-2990 Dsgnr rs Description.... ICY concrete wall -Restrained This Wall in File: C:XRP5XA.RP5 Date: q ltp OCT 3�2005 -W Soil Pressure @ Heel I I'll 1,077 psf NG Restrained Retaining Wall Design RetainPro Professional 5.0.7,8 -Jul -99. (c) 1989-99 Soil Pressure Exceeds Allowable! ACI Factored @ Toe oil Data A Footing Strengths & Dimensions Criteria Footing Shear @ Toe Retained Height 9.50 ft Allow Soil Bearing 1,000.0 psf Fc 2.000 psi FY 40,000 Psi Wall height above soil 0-90ft Equivalent Fluid Pressure Method Min. As % 0.0018 Total Wall Height 10.00ft Heel Active Pressure 35.0 psfift Toe Width 1.50 ft less 100% Passive Force = - 546.9 lbs. Toe Active Pressure 35.0 psfift Heel Width 3.5D Top Support Height 9.50 it Passive Pressure 175.Ops fif t Water height over heel 0.0 ft Total Footing Width - 5.00 1 Factored Prissure 1,524 1,526 psf Footing Thickness 12.00 in Slope Behind Wall 0.00:1 FootingilSoil Friction 0-350 Key Width 0.01) in Height of Soil over Toe = 6.00 in Soil height to ignore Key Depth 12.00 in Soil Density = 110.00 pcf for passive pressure 0.00 in Key Distance from Toe 1.50 ft Cover @Top = 2.00 in @ Btm.= 3.001 in Wind on Stem 0.0 psf Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load 0.0 #]it Adjacent Footing Load 0.0 lbs >>>Used To Resist Sliding & Overturning ... Height to Top 0.0101 ft Footing Width 0.00 it Surcharge Over Toe 0.0 psf ... Height to Bottom 0,01) It Eccentricity 0.00 In Used for Sliding & Overturning Wall to Ftg CL Dist 0.00 ft Axial Load Applied to Stem Footing Type Line Load 707 Base Above/Below Soil 0.0 ft Axial Dead Load at Back of Wall Axial Live Load 300.0 lbs Ayial Load Eccentricity 0.0 in Design Summary Concrete Stem Construction Total Bearing Load 5,383 lbs Thickness 8.00 in Fy = 40,000psi ... resultant ecc. 0.01 in Wall Weight 100.0 pcf re = 2,000 psi Q1,11i 0 -r_ 4 MR Kirl- Stem is FIXED to top of footing -W Soil Pressure @ Heel I I'll 1,077 psf NG Allowable 1,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe 1.524 psf ACI Factored 0_ Heel 1,526 psf Footing Shear @ Toe 9.6 psi OK Footing Shear @ Heel 3.7 psi OK Allowable 76.0 psi Reaction at Top 315.9 lbs Reaction at Bottom 1,609.1 Ibs, Sliding Stability Ratio 1.51 OK Sliding CaIcs Lateral Sliding Force 1,609.1 lbs less 100% Passive Force = - 546.9 lbs. less 100% Friction Force = - 1,884.2 lbs; Added Force Req'd 0.0 lbs OK .1 -for 1.5: 1 Stability 0.0 lbs OK Footing Design Results loe eel Factored Prissure 1,524 1,526 psf Mu`: Upward 0 0 ft-# Mu': Downward 0 0 ft-# Mu: Design 424 424 ft-# Actual 1 -Way Shear = 9.60 3.66 psi Allow I -Way Shear = 76.03 76.03 psi Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth V Design Data - Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem -OK Stem OK 9.5D it 5.27 ft 0.00 ft # 4 # 4 # 4 18.00 in 12.00 in 6.00 in Center Center Center 4.00 in 4.00 in 4.00 in fb/FB + faffia 0.000 0.666 Mu ... Actual 0.0 it-# 1,52D.9 ft-# Mn * Phi ..... Allowable 1,547.6 ft-# 2,2132-0 it-# Shear Force @ this height 0.0 Ibs Shear ..... Actual 0.00 PS71 Shear.....Allowable 76.03 psi Rebar Lap Required in 13-95 in Rebar embedment into footing Other Acceptable Sizes & Spacings: Toe: # 4 @ 18.00 in -or- Not recfd, Mu < S * Fr Heel: None Spec!d -or- Not reld, Mu < S * Fr Key- -or- 0.786 3,399.8 ft-# 4,328.0 ft-# 2,140.5 lbs 44.59 psi 76.03 psi I .' , ' r , - Lo I to Robert Shaw Engineering Title AD Construction -Hall Rd. 547 Uren St. Ste. B Job# 05-2990 Dsgnr rs Date: OCT 3,2005 Nevada City, CA 95959 Descrtoon.... (530) 265-�l ICY concrete wall -Restrained This Wall in File: C.XRP51A.RP5 Restrained Retaining Wall Design RetalnPro, Professional 5.0.7, &Juk%. (c) 1989�% Summary of Forces on Footing: Slab is NOT providing slidin g, stem is FIXED at footing Forces acting on footing for sliding & soil pressure... Sliding Forces Load & Momat Summary For Footing : For Soil Pressure Cates Stem Shear @ Top of Footing -1,259.1 lbs Moment @ Top of Footing Applied from Stem -IM.9 ft-# Heel Active Pressure -35D.0 Sliding Force 1,609.1 lbs Surcharge Over Heel lbs ft ft-# A)dal Dead Load on Stern 590.0 lbs 1.83ft 1,081.7ft-# Net Moment User For.Soil Pressure Calculations Soil Over Toe 82.5 lbs 0.75ft 61.9ft-# -3.3 ft-# Surnt— Over Toe lbs ft ft-# Stem Weight 1,000.0 ths, 1,83ft 1,833.3ft-# Soil Over Heel 2,960.8 lbs 3.58ft 10,609.7ft-# Footing Weight 750.0 lbs 2-50ft 1,875.Oft-# Total Vertical Force 5,383.3 lbs Base Moment 13,461.6ft-# JOB NAME - DESIGNED BY .12- f'++-,--!.--L.-�,-, IIJ I I --L j J-- W,7 JOB # DATE SHEET OF -T ---- -7- . ............ .... .. Li ....... ........ Y .. ...... . . A -d 6M iA `77- XF e�lvert 4i �7 7- -4i I f JOB NAME JOB # z fAF4-5 DESIGNED BY DATE All SHEET OF 4L,-, -i—'-4 4 -4- _LLAL 1-1 .4 iPL. ..... .. . . . . . . .... ... . ;.:.: ia. L lin, LA SIM4 L-� I L —'i J, - LL J, +1 t./A r i I i - I -z .1777�7 L L4-; >: ............ . J.- L -j. hAr 7 7 +J 4—J *92, ilk! i,.-! Y41l, -4- _LLAL 1-1 .4 iPL. ..... .. . . . . . . .... ... . ;.:.: ia. L lin, LA SIM4 L-� I L —'i J, - LL J, +1 t./A r i I i - I -z .1777�7 L L4-; >: ............ . J.- L -j. hAr 7 7 +J 4—J *92, ilk! i,.-! Y41l, LL -L -L -L -1,4 - JOB NAME - DESIGNED BY )B # z1flip SHEEr X OF I J 7 7 �o 0--ot Li, L i _j _LNT -4 --R K L: j.f :.:1: 4. ELL, L.. L 1 4*.. � VY r -W 9.. :A 7H., 01-34,15 J.. .!--i U-3 I J -:44 L A .3 114- ---,A -j 9 C7 c L7, ZA Jo --7-1 4244Z A I I I I I A I 11-% A A &'% I 10% 1 10'% I -M 0% 1 lot N, I F-AZAA f Jo+- 2-- 1j;T T I It J il. A L,j AA 3A 9 I j7 . . ...... . ... .......... 4-1 u:A H, —.1 2A #WOE. 4 -7 1777 -7�7 k&z ya' U7 7.! Jo --7-1 4244Z A I I I I I A I 11-% A A &'% I 10% 1 10'% I -M 0% 1 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX SPECIAL INSPECTION NOTE For Building Permit# BP 015-30317 Assessor's Parcel # e7e — 0 .40, Special Inspections — California Building Code section 1701: In addition to the inspections required by Section 108, the owner or engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1701.5. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the. new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: • Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). • Structural Masonry • High Strength Bolting • Welding *,KBolts Installed in Concrete 10 Other: Name of Special Inspection Company: 7-L ri C,4 IN 4, n 0 LOOMIS OFFICE 0 MARYSVILLE PLANT 3243 Rippey Road 5033 Feather River Blvd. Loomis, CA 95650 Marysville, CA 95901 Phone: (916) 652-4655 Phone: (530) 743-8855 TRUSS ole- r_r_n 1�0r-f% I - r ax: toov) 4%.5-tstsou Truss Design Sub ittal Designed By: Date: Technical Representative: Kristina Cabrera February 8, 2006 Richard Shippe All enclosed drawings are in alpha- numerical order r'l i P- " t Scott Rowe Office Phone: Office Fax: t L Plan/Elevation: Floor System: 1 0 Roof System- 0 j— Work Order # 0611005 Prqiect Plan 1618 :2 Orovitu, ff 6-1—/ Site Phone: E COUNTY BUILDING DIVISION Site Contact: APPRm/cm 0 Original Submittal 0 Complete Revision 0 Partial Revision: Replaces individual drawings 0 Addition: Add to Original Submittal GABLE END DETAILS LUMBER SPECIFICATIONS: SHEATHING ON ONE FACE REQ. 2X4 #2 DF—L CHORDS SHEAR DESIGN BY OTHERS 2X4 STD. DF—L STUDS 16-14-10 OR 20-10-10 PSF. LOADING CUIOUT FOR 2X4 CU70UI FOR 2XA 70 MPH WIND LOADING STUD, "ON STUD* FOR CABLE ASSEMBLY GREATER THA�j 5'-10' IN HEIGHT SEE GE -2. ADD—ON SAME SIZE AND GRADE AS TOP CHORD W11H 16d NAILS AT 12' D.C.. ADD ON SPLICE TO OCICUR AT PANEL POINTS YfllH VARIES CLUSTERS 2-16d NAILS 3-5 A- OUTLOOKER DETAILS HORIZ. VENT MEMBERS n_ NOT REOUIRED 3-5 NO 1.5-3 ONE SIDE AND (2) 14 GA 2" STAPLES ON OTHER SIDE OR (5) 2" 16 Ga. STAPLES FULL BEARING WALL "r ." �1�2 UP TO 24" D.C. 12 IVARIES 3-5 MIN. OR PLATE AS ON OF ct OPTIONAL CANTILEVER UP TO 48" WITH STUD @ WALL UP TO 24" NO CHANGE ,<—SEE OUTLOOKER DETAIL BEVEL CABLE DID FRAME I _F I I z 1-11 __ CABLE END FRAME--� 2X4 DIAGONAL BRACE AT TRUSS CENIERLINE OR AT 16'-0" O.C. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REOUIREMENTS 16d AT 24" O.C.,%:� BEARING CONNEC110145 ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD, DETAILS ON THIS PACE ARE SUGGESTIONS ONLy AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL. SECTION A SEE TPI HIB -91 FOR OTHER BRACING RECOMMENDATIONS ME A — :0 C. .'/5 q 2 12; 1 3 i,,02 x 2- - 16d NAILS DIAGONAL BRACE AT CENIERLINE OR AT 16'-0" O.C. a 45 DEC. PEAK PLATE: 3-4 (2x4) 5-5 (2x6) 6-6 Qtilill I BC SPLICE; 3-4 (2x4 ri.r. (2.6; 6-6 (2xg) t MAXIMUM 40 PSF LIVE LOAD. 80 MPH WIND EXP03URE C. LESS THAN 20'-0' WALL HEIGHT r�� ofES No. C 4 1 E xp. 121 xP. I 1.6-3, TYPICAL CING DETAILS rn m x MAXIMUM V -O' EAVE WITH 6'-0' MAXIMUM BLOCKS @ 32'o.c. OR 2'-0' EAVE. 7 - MAXIMUM, WITH 4x2 12 OR BTR. BRACE SPACING OUTLOOKERS CUT INTO GABLE tb 32'o.c. 2x4 02 MINIMUM CONTINUOUS STRONGBACK BRACED TO ROOF STRUCTURE AT 6'-0' MAXIMUM. ---7STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10' CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM '-1.5*CLEARSPAN, 80 MPH 11, , 11 1, 11'.- CONTINUOUS BEARING WALL X MINIMUM GRADE CHORDS AND STUDS 2x4'STUD/STANDARD. STUDS TO BE MAXIMUM 24'a.c. In KATE: 3-4 (2x4) _�HE E �LP L A 153-15 120) rS-1. 6-6 12XS) l . BRACE BRACING PER 4ER. 2x4 CONTINUOUS *BACKIING WITH 16d NAILS AT 24* a.c. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REGUIREMENTS SHOWN) 2x4 SOLID BLOCK WITH 3- 1 6d NAILS Bd AT 6' GABLESTUD SHEATHING TO GABLE EA. END AND Bd NAILS FROM SHEATHING TRUSS, Od AT 6" o.c. TO BLOCK AT 0'a.c. lu 1-10d 16d AT 24' I Y.' NOTCH 32- a.c. /171 12-leds— 16d SOLID BLOCK AT WITH 2-10d TOE- 24*0[ 2x4 BRACE 2-1 Eld NAILED EA. END 1 '2- 1 ad WITH 4-1 ad NA It S 1 1 %PAGING UAJE WARNING Read all notes on this shoat and give a copy of It to the Erecting Contractor. USC CONTINUOUS' 2/11/99 1,— 0-,. . .., . . ....... it bas Won basod on by the c,n,pnon, mMulaauw &V done m 0,1 1.1.1 of IF. AM AFPA fI@%lQn AtAndstds. No.mpontilbday a aesum�d kv amen, *" w,"OCV Uwoe.� 1- euw *nl nion0actis— and-ot b kbtlu det-unvi pnor to lahrswion The bwljino doti.0no, r.2 woumn that the loom N.—I l.. 0... n-1 th. -uguSWAL 11-0 w od kwOlAV "PO -cd bY It'- k�l buddnQ LOU.. 11.5 ..tU.4d that the top Ch�j iS W�aml 0-w " L-0 01 N- tll-Wn-ng ANJ I'- b0tl()�h Ch-ld 19 LAt.rally t0scad by a ngld sheAthing matenal d,featy attached. UrAou olhorouo notea Blom M 16 WWWWd SYSITM u,,.,, . _pun..�. F, to I.Juce buc�u.g tonym. Inq c—pon-I i%wj ..I be pL&Cd . " ." The, I he molatulf C"uww d " "W GmC"d 19% GABLE DETAILS IQWWft 3V$Itk" COrWLVAIKL)N :d WWVW COLSO COMmOCOF PAXI@ CO"01110m. Fabnpeep. handso. Wma and boam the ft" m WZ -1- 11. lllkt,*.AV olon(lotdS. TRUSCOM MANUAL' by T?U*woJ. OLAUrY CONTROL STANOAAO FOR METAL PLATE C0NNfCTj AUSS15* 10111`44).'MANDLINGINSTALLINGAND DRAONO METAL PLATE CONNECTED WOOD TFILISMS' - (HI84jj&-4"a.Q, sim"Atly SlIt E I' In, TF4 Th. T-o Piel. (TP11 . jp_j &1 $63 Donob. I>_ Me,., W=W_ 5, 19 rho Anenown P.0a —I CID F.P., A�� JAPPA) 0 W.Med 0 1250 CannocOW Ave. NW. Ste 2W. W"mVon. OC MX� HOMEWOOD ����(TRUSS z- It, �- 7-C&Nj:,,jL-, or\JE: Cl� EAC -t4 FAG—, 0 -70P CAoa-D OF I�Z4ME- W P Z", -B Lc- C, Y-� Cl-,--, Cr"O,-4) END NA,%�--To S u PP6 (L �15 o- o. r-. Ra -L zLD i��, EA GxNEU De �Alp —ro CeDS C -C fy,\ rrl c Cotmi.cno,N�, 3 - 7bC ?JML-5 OPJ MuLn - PUE 0 Comm&4-s 0 R- I � L 51PP461? S;\Ir-> AA,%L CrJ Slr46L&-PLY P'Z'M 91F -rp\u55. . TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800).322-4045 FAX:(719) 598-8463 C001003160 11/14/02 Users of Truswal engineering: TX01087001 The TruSPIUSTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for 1which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace-ItTM or a I x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1 A 1x4 or 2x4 structurally graded "T" brace may be nailed,flat to the edge of the member (up to 2x6 web members only) with 1 Od common or box nails at 8" o.c. if only one brace is required, or may be -nailed to both edges of the member if two bracei/are required. The uT" brace must extend a minimum of 90% of the member's length. For 2x8 and larger web members, bracing -Must be done per building designer, or 2. A scab (add-on) of the samer"size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimu-m- of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, or any other approved method, as specified and.approved by the bui lding..- designer. EXAMPLES Please contact a Truswal engineer if there are any questio 2. c:kmsofficelvvinworcAbrace-naw.lat I r U T" L EXAMPLES Please contact a Truswal engineer if there are any questio 2. c:kmsofficelvvinworcAbrace-naw.lat \\'10- fo IC2- IC3 V152 oil N IN Rc>(Dfl±ne 3D IaycuPta.-Lri a.63-8 SCOIrrr nowR " ' Clk IT LP --FK' U �'5 W A L 0"""' I I S y S t- E� M S A2- 69 I 09 Min SAW \\'10- fo IC2- IC3 V152 oil N IN Rc>(Dfl±ne 3D IaycuPta.-Lri a.63-8 SCOIrrr nowR " ' Clk IT LP --FK' U �'5 W A L 0"""' I I S y S t- E� M S A2- 69 09 Min SAW \\'10- fo IC2- IC3 V152 oil N IN Rc>(Dfl±ne 3D IaycuPta.-Lri a.63-8 SCOIrrr nowR " ' Clk IT LP --FK' U �'5 W A L 0"""' I I S y S t- E� M S A2- 69 09 /�DGII F. -J -T, Au U .................. ........... ...... SALES REP: RS WO#: 0611005 DUE DATE: SCALE: 5/321, - DSGNR/CHKR: KC BW Date: 2/7/2006 10:56 TC Live 16.00 PBf DurFac-Lbr 1.25 TC Dead 9.00 psf DurFac-Plt 1.25 BC Live 0.00 psf O.C. Spacing: 24.0 BC Dead 8.00 psf Design Spec: UBC -97 Total 3 3. 0 0 #Tr/#Cfg: 60 / 0 y Job Name: Plan 1618 VVA MV IN ILY Read aH notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: Al Qty: 3 BRG X -LOC REACr SIZE REQ'D 1 2- 5-3.2 935 3. 50" 1. SO" TC 2x4 DFL :1 SC 2 x4 DFL I Platip sgc ANSII� 1995 THIS SI IS THE rrE RESULT OF UPLrFr REACrION(531: 2 22-10- 4 778 3. 50" 1. 50" WEB 2.4 DFL STANDARD MULTIPLE LOAD CASES. Ssu=,rl 2' :246' 11bb EIR REQUIREMENTS shown are based ONLY G PLATE VALUES PER ICBO RESEARCH REPORT 01607. PLATING BASED ON GREEN LUMBER VALUES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HA.WAR NAILS FOR This s is designed using the on the truss material at each bearing Left OverhangW are not to be encrved. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY U. gtrus e ffi; InC_I.s�d - Yes, I7.rt nce Factor 1.00 MAX DEFLECTION (scan) OVERKkNG(S) BE SHORTENED UP TO 3;fMAX.1 Left Overhang Soffit loading 0.0 1, GIRDERS IF 2 5" GUN NAILS ARE USED THE KANCERS'MUST k RE-EVALUATED (BY 6%ERS). - Truss Location - Not E d Zone L/999 MEM 10-11 ( IVE) LC 21 L- -0. IS" D- -0.15" T- -0.30" and brow this truss In accordance with the Idlowing slandamis:Joint ard Cutting Detail Repor& available as output from Truswal softmire, 'ANSUTPI BC Live 0.00 Psf Hurricane/Ocean Line - No E%5�legoq - C Bldg Len?th 32.00 ft id MAX DEFLECTION (cant) : V - WrCA V- Wood Truss Coincil of America Standard Design Responsibilities. TRALDUr, CCM-ONENT SAFETY IW-ORMTICN - BC Dead 8.00 psf , 3 00 ft Mean roo W8�t - 14368fto up'hth-- 80* L�904. MEM 7-8 (LIVE) LC 21 EICSI 1�03) and TIM S"AARY 91EEM by WrCA and TPI. The Truss Plate Insfilule (TPI) Is located at 583 170noffio Dive. KWson, UEIC Standard cupancy. Dead Load 10.2 psf L 0 03" D= 0.02" T- 0.05" Wsconsin 53719. The American Fores! and Paper Association (AFPA) is located at 1111 ig(h Stred. hW. Ste 800, Washington, DIC 2OWS. Bldg Code: UBC -97 DEFIL RATIO: L/240 TC: L/24 CRITICAL MEMBER FORaS: OUR, I C TEN '1 2hjTf:2 3 lig I 712.1 P ocs 4 1-2 44 . .24 2 467 1 25 , 3 3 365 1:60 0: 1 1 4 60 0 546 1 . 5 5 700 1.60 0.69 EIC O1MP*jOUR TEN R, I S 7 8 :37, ': 2$' 091 8:9 25 1 4111D .34 8 , "i I:. 1810 25 0.32 : Ll :61718 11:6.0 2'.3'7 1 121 0.47 11-12 588 1 . 60 2429 1.251 0.56 we COMP. DUR� I TENS. I'. CS1 2 8 -176 1 2 �107 1�60 0 -:2 8 1 69 1 .0 0:01 3: 1690 . . go 3-9 -103 1.60 R24 0.07 1 4: A2 1 25 2 3 7 1.60 0.08 4 910 1 1:60 1242 1.25 0.50 1: 10 :4'5611 . 2S 274 1.60 0.09 S 11 10110.901 0.06 t 5-1-7 1 M 0-3-15 11-6-0 11-6-0 1 2 3 4 5 6 F5_0 _0 ____5001 4-5 x 46 0-3-15 B I B2 2A-0 W.'308 3.00 1-3.00 W.308 R:935 0*8 R:778 F- 2-7-8 1 U-317 10-0-8 U-246 10-0-8 4&A 23-0-0 t 7 8 9 10 1 11 1 12 md t 5-8-13 t SHIP 2/7/2006 VVA MV IN ILY Read aH notes on this sheet and give a copy of it to the Erecting Contractor. cust: A -D Construction This design is for an Individual building component not truss system. 11 has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LOOOOS-100001 and done in accordanoe with the current versions of TPI and AFFA design slanclards. No responsibility Is aswned W climermVial accuracy. Dimensions am to be vertfied by the cornponent manufacturer ancVor building designer prior to firbricalion. The building designer must ascertain Dust the loads Dsgnr: KC AILC = 22 WT: 128# HOMEWOOD u"oed on ""' de'*n meet " ft'o'dr" " "'o' "n' ' " ' Particular awication. The design assumes thal the top dud Is laterally by the rout or floor sheathing and the bottom chord is laterally bramd by a rigid sheathing material directly aftached, unless otherwise TC Live 16.00 psf LiveDur L=1. 2 5 P=1. 2 5 noted. Badng shown is for lateral suppon of comporems members only to rectum hidding length. This TC Snow 0.00 psf SnowDur L=1. 15 P=1. IS E2M= TRUSS component shall not be placed in any environmerd that will cause the moislure content of the wood to "med 19% arKVor cause connector plate corrosion. Fabricate. handle, Insiall TC Dead 9.00 psf Rep Mbr end Comp, Tens 4445 Norl7hpark Qr. and brow this truss In accordance with the Idlowing slandamis:Joint ard Cutting Detail Repor& available as output from Truswal softmire, 'ANSUTPI BC Live 0.00 Psf 1.15 1.00 1.00 Co7o 5pring5, CO 80907 V - WrCA V- Wood Truss Coincil of America Standard Design Responsibilities. TRALDUr, CCM-ONENT SAFETY IW-ORMTICN - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 EICSI 1�03) and TIM S"AARY 91EEM by WrCA and TPI. The Truss Plate Insfilule (TPI) Is located at 583 170noffio Dive. KWson, TRUSPLUS 6.0 VER: T6.5.0 Wsconsin 53719. The American Fores! and Paper Association (AFPA) is located at 1111 ig(h Stred. hW. Ste 800, Washington, DIC 2OWS. Bldg Code: UBC -97 DEFIL RATIO: L/240 TC: L/24 Job Name: Plan 1618 VVAK1V11VL7Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A2 Qty: 4 BRG X -LDC REACT SIZE REQ'D 1 2- 5-12 848 3.501, 1. 50" TC 2x4 DFL #1 . D , BC 2 4 FL I I'l 1&9 Src : ANSMPI - 1995 0 �N THIt Sl IS THE 001�`[POSITE RESULT OF UPLIFT REACTION(S) 1 2 22-10- 4 782 3. 50" 1. 50" BRG REQUIREMENTS shown are based ONLY WEB 2X4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. F HANGERS ARE INDICATED ON THIS DRAWING. S"-rl is -114 lb . '�2' This -254 lb esigned using the b an the truss material at each earing PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" MANGER MAILS FOR 1 -PLY AND 3- RANGER MAILS FOR 14UL77-PLY UBC -97 Code . MkX DEFLEMON (span) : . noted. Bracing shown is for lateral support of components mernbers only to buckling length. This GIRDERS. IF 2 S" GUN NAILS ARE USED THE ldg Enclosed Yes, ITOZrtance Factor - 1.00 18russ Location - Not E d L/999 MEM 10-11 (LIVE) LC 21 L= 0 15" D= T= 30" red" component shall'not be placed in any environment that will cause the moisture content Of the wood to exceed 19% and/Or cause connector plate corrosion. Fabricate. handle, install RANGERS MUST H RE-EVALUATED (BY &AERS). we Hurricane/Ocean Line - No Ex&,.0 tegorl - C Bldg . -0.15" -0. MAX DEFLECTION (cant) : and brace this trus,s in accordance with the following standards: 'Joint and Cutting Detail Reports� available as WOO from Truswal saftware. BC Live 0.00 psf Lenph T 32.00 ft Bidg d:h 3.00 ft Mn,r- he,gt . 14.�6 ft. L/886 MEM 7-8 (LIVE) LC 21 'ANIStrIPI 1% WTCA l'- Woodl Truss Council of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATICIN - BC Dead 8.00 psf wh 80 UBC tandard cupmcy. Dead Load 10.2 psf L= 0 . 03" D= 0.02" T- 0.06" (BCSI 1-03) and 1=1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Insthude (M) Is located at 583 (70nofrio Drive. Madison, The Armrican CRITICAL MEMBER FORCES: Wsconsin53719. Forest and Paper AsSodalion (AFFA) is located at 1111 191h Street, NW, Ste 800. Washington. DC 20036. IBldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 TC COMP. DURO TEN" DURj 'I 1 2 -201 1 6 203 0-1 9 2-3 6 010 -193 1: 0 3:4 1 0 31 1 1 1 :1432 4_5 1: 0:25 _2072 5 6 262611. 0.70 BC R$1 TENS' SI G'MP'IDU,2 7-8 1 71 0�O I 1 '0 :151 9 336 1: , .35 08 ", jD1:.1,R.j 9-10 1.60 1292 1.25 32 ': :231 11 652 1.60 2397 1.25 10- 0 47 R- 12 _ 628 1.60 24S2 1.2S 0. S6 Q R TEMS.10DUR.1 C'MPS11,1,U251�1 OCSI 2 -185 1.2i 114 1. 60 .04 3:88 -1560 1.2S 487 1. 60 0 so 3: 9 -65 1.60 110 go 0:06 r 4 9 ill 1.60 188 '0 0 . 06 4 A 01 1.60 .1253 1.. 2 5 0.5, 5 10 : 267 1. 0.08 960 5 _ 11 Do 0. 0 0.06 i 11-6-0 i 11-6-0 1 2 3 4 5 F5 0 _0 4-5 -5.001 2-7-8 U:-2 64 10-0-8 U 10-0-8 23-0-0 FL� 7 8 9 10 11 12 t 5-8-13 tSHIP 0-3-15 �2 V:308 :foz :-254 2/7/2006 VVAK1V11VL7Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Individual building component not truss system. it has been based on specifications provided by the component manufacturer WID: Drive -T -0611005-L00005-100001 and done in a000rdano� with Vie current versions of TPI and AFPA design standards. NO responsibility is aSSun*d for dimensional accuracy. Dimensions Dsgnr: KC are to be verified by the component maltufacturer andfor building designer prior to fabricafion. The building designer rnusl ascertain that the IOads #LC = 22 WT: 125# HOMEWOOD utilized on this design . or emeed . IT Unposed try the .1 building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or flow sheathing and the bottom chord Is laterally braced by a rigid sheathing material diredly aftached. unless other wise TC Live 16.00 psf LiveDur L=1.25 P=1.25 . noted. Bracing shown is for lateral support of components mernbers only to buckling length. This TC Snow 0.00 psf SnowDur L=1.15 P=1.15 EZS= TRUSS red" component shall'not be placed in any environment that will cause the moisture content Of the wood to exceed 19% and/Or cause connector plate corrosion. Fabricate. handle, install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this trus,s in accordance with the following standards: 'Joint and Cutting Detail Reports� available as WOO from Truswal saftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANIStrIPI 1% WTCA l'- Woodl Truss Council of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATICIN - BC Dead 8.00 psf D.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03) and 1=1 SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Insthude (M) Is located at 583 (70nofrio Drive. Madison, The Armrican Wsconsin53719. Forest and Paper AsSodalion (AFFA) is located at 1111 191h Street, NW, Ste 800. Washington. DC 20036. IBldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 VV14 rXIVIN L7Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A2A Qty: BRG X -LOC REACr SIZE REQ'D 1 0- 1-12 799 3.501, 1.501, TC 2x" DFL #1 Bc 2.4 DFL #1 Plati&q sgc : ANsiT I gs THIS S1 IS THE 4 This design based on chord,bracirig applied 2 22-10- 4 898 3. 50" 1. 50" WEB 2 4 FL STANDARD x 0 't6 ITEF RESULT OF MULTIPLE LONQ CASES. per the f6llowing schedule 8 RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT 01607. Loaded for 10 PSF IF HkKERS ARE INDICATED ON THIS DRAWING, ma)( 0. C. f - TC 48.00" on the truss material at each bearing non -concurrent BCU_. Drainage w st �e p�ovided to avoid ponding. T PEYYARE ED ON 1.5" HANGER NAILS FOR L AN.73 - HANGER NAILS FOR MULTI -PLY 8- 2-14 14 -too- 0 UPLIFr REACTICN(S 3 MAX DEFLECHON (span) Peniiinent braci�g is re by others) to rotation/top ing. M BCSI 1-03 DE S . CIR R 2.5" GUN NAILS ARE USED, THE Support I - 49 lb Support 2 -280 lb L/999 MEM 9-10 (LIVE) LC I L- 0 06" D= T- 11" andevent plyired ANSI/TPI 1. RSUMUfar BE RE-EVAIUATED (BY OTHERS). C uo teral bracing This truss is designed using the -0. -0. 1 17" CRITICAL MEMBER FORCES: PLATING BASED ON GREEN LUMBER VALUES. attach:d flat TC as ind'i. t 0 t ated. Lumber rnust be tru USC -97 Code.. S21 TC COMP.JDUR,J� TE%JOUR01 (IBCSI 1-03) and BCS! SUMMARY S4EETS' by VUTCA arid TPI. The Truss Plate Institute (TPQ is located at 583 OrCtnofrio Drive, Madison. ur.1 d gra e Brace @ 24" O.C. unless notec d. Bldg Enclos�,d - Yes, I- o.r. - 1.00 tance Factor 1-2 -IS39 1.2 36 1.6 0�4 2-3 -1400 1.25 0.35 Wsconsin 537 19. The American Forest and Paper Association (AFPA) is located at I I I I I 91h Street. NW. Ste 800. Mshinglon. DC 20036. Bldg Code: UBC -97 L I r� rus� ocation . Not E d e Hurricane/Ocean Line - No i ExafCategorw . C Bldg Le.?th - 32.00 ft� 8 dg 3.00 ft 3-4 :1280 1 25 0 68 4-5 1392 1:25 0:3 5 Mean 14. 6 ft. Wh 80 UBC S=dahrdei��jancj, Dead Load 10.2 S-6 -1537 1.25 0.42 psf ---- LOA # DESIGN LOADS ---------------- B R C '. '157ij '12 if TC Ver1r L36poo o�-oL?'o R.Plf R.Loc LL/TL $0.00 23- 0- 0 0.64 7 8 -270 1. �j 0912 1'261� 8-9 -191 1. 1280 1 25 0:41 TC Vert 66.00 23- 0- 0 66.00 24- 6- 0 0 48 9-10 -271 1. 1.369 1:25 0 41 SC Vert 16.01) 0- 0- 0 16.DO 23- 0- 0 0 00 ... Type... lbs X.Loc U_/TL COMP. TEN US S' -.1 TC Vert 0.0 22-10- 4 1.00 BC V 40 0 9: 1- 0 0 2 -56 1:60 177 - 229 1 25 .06 IDUR. J/� 3:88 3 7111:lil 0.1, SC Vert ert 40:0 13 11- 0 020 4 9 1:60 374 1 25 0 is : -i553 S 9 3 1 25 17 5 1 : 60 0:06 t 5-1-7 t 2.5-6 0-3-15 11-6-0 i 11-6-0 F5_0 _0 i 5-0-0 -1 -7-50-051 t 5-8-13 SHIP 0-3-15 81 B2 W:308 W.'308 R:799 R:898 U-249 40#1 40#1 U-280 23-0-0 7 8 9 10 �us -Ir es e2O -less shown by "l po.s are positioned as K.] 2/7/2006 VV14 rXIVIN L7Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an individual ouilding component not truss system " has been based on specifications provided by the component manufacturer W: Drive-T-0611005-LO0005-100001 and done in accordance with the current versions of TPI and AFPA design standards. NO responsibility is assumed for dimensional accuracy. Dimensions am to be wrified by the coffponem manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: KC #LC = 16 WT: 123# HOMEWOOD utilized on this design me" or ..eed th. loading Iniposed by the local building code and the particular application. The design assumes that the top chord is laterally Waced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid shekling material directly affached. unless otherwise TC Live 16.00 psf LiveDur L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buciding length. This component shall not be placed In any TC Snow 0.00 psf SnowDur L=1.15 P=1.15 R;^Z7N�71 TRUSS enwortment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fatmicale, handle, Install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Norrhpark Dr and brew this truss In accordance with the followng standards: 'Joint and Cutting Detail ReponV available as output! IMM Truswal software. *ANSU7PI BC Live 0.00 psf 1.00 / 1.00 / 1.00 Co7cr Springs, CO k907 V, VVICA V - Wood Truss Council of Autierica Standard Design Responsibilities, BUILDING COMPONENT SAFM INFOPJMTION - 8C Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (IBCSI 1-03) and BCS! SUMMARY S4EETS' by VUTCA arid TPI. The Truss Plate Institute (TPQ is located at 583 OrCtnofrio Drive, Madison. Wsconsin 537 19. The American Forest and Paper Association (AFPA) is located at I I I I I 91h Street. NW. Ste 800. Mshinglon. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/241 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a 4zopy of it to the Erecting Contractor. Truss ID: A3 Qty: 2 This design is for an irdviduat building component not truss system It has been based on specifications pro4ed by the contponent manufacturer BRG X -LOC REACr SIZE REQ'D TC 2 x 4 DFL :I BC 2x4 DFL I Plati;p sgc : ANSI/TPI - 1995 THIS ST This design based on chord bracing applied 1 0- 1-12 898 3. 50" 1. 50" 2 22-10- 4 898 3. 50" 1. SO" WEB 2 4 DFL STANI)ARD IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: RaX O.c frori TC Live 16.00 psf BRG REQUIREMENTS shovirt are based ONLY PLATE VALUES PER I0B0 RESEAR04 REPORT #1607. Loaded for 10 PSF -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING. .. to TC 48.DO 8- 2-14 14- 0- 0 SnowDur L=1.15 P=1.15 on the truss material at each bearing non Dr��inage niust �e p�ovidedjo avoid ponding. THEY ARE BASED ON 1.5" K414CER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR KULTI-PLY UPLIFT REACrION(S : Support 1 lb 4445 Norrhpark Dr. MAX DEFLECTION (scan) Pe ent bracing is re .Iyired �by others) to rotation/tolip ing. 931 1-03 CIRDE RS. IF 2.5" GUN NAILS ARE USED THE -390 Support 2 -280 lb 'ANSIfrPI V, NVTCA V- Wood Trim Council of America Standard Design Responsibilifies,BUILDING COMPONENT SAFETY INFORMA'nOt4. L/999 MEM 7-8 IVE) LC 1 prevent ee and ANSMPI 1. a aqE�EVA�UATED (B RS MUJT BE Y.e '411PJJ�t C uou� .1.r racing atta ch d This truss s designed using the L= 0 06" D- 0. 11" T- -01.16 CRITICAL MEM13ER FORCES: PLATING BASED ON GREEN LUMBER VALUES. 'to TC as -indicated. Luniber mst be structural UBC -97 Codei Bldg Enclosed Y- Irrt-C. Factor 1.00 DEFL RATIO: L/240 TC: L/24 CSI 1 TERg TC COMP.JDURJ, grade. Brace 0 24" O.C. unless noted. Truss Location Noi End Z..e iUR. 1:2 JS39 1. .4 2 2S 2_3 1 Hudrricane/Ocean Line - No I Ex F Categol C 01 9 L.nyth - 32.00 ftt Bfdg ri dth 3.00 ft _139 3 4 12799 1: 0.68S 4-5 1 0 34 I Mean roo heigt - 14. 6 t, aph 80 U8C Standard Dead Load 10.2 psf :140S 5-6 1541 1: 0:42 Mang. ---------- LOAD E 0 DESIGN LOADS ---------------- Dir L.Plf L.Loc R Plf It Loc LLfrL BC COMP. OUR60 TE OUR 'I TC Vert 66.00 - 1- 6- 0 64.00 0 -*0- 0 0 48 -27 1: 7 g 137 1. 2� 09 0 1 TC Vert 50-00 0- Q- 0 SO.00 23- 0- 0 0:64 8:8 . 9 -192 1 0.42 TC Vert 66.00 23- 0- 0 66.00 24- 6- 0 0.48 9-10 -26911. 0.42 BC Vert 16.00 0- 0- 0 16.DO 23- 0- 0 . Type... lbs X . Loc U -/TL 0.00 COMP, S TEN Its I tl� Vert 0.0 0- 1-12 1 . 00 A - 232 1.2ill'/ 6 1ijoll- TC Vert 0.0 22-10- 4 1.00 JDUR, 3:18 374 5 -54 1. 0 .01 4: - 57 1 60 372 1 25 0 is 9 '1 BC Vert 40.0 9- 1- 0 0.00 BC Vert 40.0 13-1-1- 0 0.00 s 9 - 227 1:25 177 1 60 0:06 � t 5-1-7 t 2A 0-3-15 i 11-6-0 i 11-6-0 F570-0- i 5-0-0 t 5-8-13 SHIP 0-3-15 t 131 B2 W:308 W:308 R:898 40# 40# R:898 U:-280 U-280 23-0-0 7 8 9 10 2/7/2006 WAKIVINURead all notes on this sheet and give a 4zopy of it to the Erecting Contractor. Cust: A -D Construction This design is for an irdviduat building component not truss system It has been based on specifications pro4ed by the contponent manufacturer WO: Drive -T-0611005-1-00005100001 and done in accordance ith the current versions of TPI and AFRA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: KC am to be verified by the wrnponent manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads #LC = 16 Wr: 126# HOMEWOODis utifiled ont this design meet 0, exceed .. loading Imposed by the loced building coile and the particular application. The design assumes that the top chord laterally braced ley the roof or floor sheathing and the bottom diord is laterally braced by a rigid sheathing material directly attached. unless othermse TC Live 16.00 psf LiveDur L=1.25 P=1.25 Bracing Is for lateral to buckling length. This TC Snow 0.00 psf SnowDur L=1.15 P=1.15 GZS= TRUSS, noted. shown support Of Components members only reduce convonent shall not be placed In any environment that will cause the moisture cordent of the wood to emeed 19% and/or cause connector plate corrosion. Fabicale, handle, install TC Dead 9.00 psf Rep Mbr Bnd Comp Tens 4445 Norrhpark Dr. and brace this truss in accordance with the following staridards:Joird and Cutting Detail Reports' available as output from Twswal software. BC Live 0.00 psf 1.00 1.00 1.00 Co7o Springs, CO 80907 'ANSIfrPI V, NVTCA V- Wood Trim Council of America Standard Design Responsibilifies,BUILDING COMPONENT SAFETY INFORMA'nOt4. BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03) and -ECSI SUMMARY &4EETS! by VVTCA and TPI. The Truss Plate Institute (M) Is located at S83 DOnofrio Driw. Madison, The American Forest Paper VAsconsin 53719. and Association (AFPA) is located at 1111 191h Street. NW. Ste 800. V"niglon, DC 20038. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 V 1p Job Name: Plan 1618 WAKIVIN ' URead all notes on this sheet andgive a copy of it to the Erecting Contractor. .4 Truss ID: ADG Qty: 1 This design is for an Individual building component not truss system ft has been based on specifications provided by the component manufacturer - EIRG X -LOC REACr SIZE RE ,. ?;D,, TC 2x DFIL :1 & Btr. BC 2x4 0 Plati&g,sgc : ANSI/TPI - 1995 UPLIFT REACTION(S %8: 1 0- 1-12 1695 3.50 1 2 22-10- 4 1757 3.50 .. 1. 87" X4 DFL #1 2 4 Ft. I & Btr. 7-9 THI I IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 lb Support 2 -548 lb TC Live 16.00 psf BRG REQUIREMENTS shown are based ONLY 2x4 DFL STANDARD CwELB BLK ZX4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1 5" KNNCER NAILS FOR This truss is designed using the UBC SnowDur L=1.15 P=1.15 on the truss material at each bearing Lunber shear allo�bles are per NOS. FLAT VAL PER RESEARCH I -PLY AND 3" HANGER'NAILS FOR MULTI -PLY -97 Code. Enclosed - Yes. In Factor 1.00 4445 Northpark Dr. MAX DEFLECrION (sEan) L/999 MEM 6-7 ( IVE) LC I UES ICBO REPORT #1607. LoadEe d for 10 PSF nonitivoncurrent BCLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS 14UST BE Rg-EVALUATED BY OTHE T8ldg r�ortahce ruSS Location - Not E d Zone 'ANSVTPI 1', WTCA V - VJbcdl Truss Council of A�rnerica Standard Design Responsibilities. BUILDING CCMPONENT SAFETY INFORMATIChr - L- -0.10" D= -0.19" T= -0.29" May use adequate s ta as for gable blocks. BUILDIJ DESIGNER M RIFY CABI,E LOAD Us E 1 Pertnarient bracing is re juired by othje I %3 to prevent rotation/topp ing. ee OCS 03 Hurricane/Ocean Line - No 1%.?Ie 81 2orX37DCO ft d9 Length - 32.00 ft Bidg th CRITICAL MEMBER FORCES: TC COMP. / TENS.(DUR.) S, C. b rv.� I gab a bracing rjuired nterv. s, and ANSI/TPI 1. Mean roof heiet - 14.t6 ft. rrph - 80 USC C ancl, Dead Load DEFL RATIO: L/240 TC: L/24 1-2 -3227 1. 2j3/ 094 oad a i8d to face. i pp e Sc.e�e:sed to wi nd s' neral Gable Deta I ODD2065035. PLATING BASED ON GREEN LUMBER VALUES. _�,L,(d ---- !!!n 1A1 'D ....... ;gE . DESIGN 0 S JCUR 2:3 :2817 1:251 0 52 3 4 2 9 1 2 0:49 9 Dir L ert TC V WI L.Loc R Plf R.Loc LL�18L - 1- 6- 0 6�.DO 0- 0- 00 0 4 5 3389S 1 2 O.9S . 5 0 .00 TC Vert 80.00 O_ O_ 0 80.00 4- 0- 0.58 TC Vert 55.00 4- 0- 0 55.00 19- O_ 0 0.56 8C COKP. (IDUll TENS TC Vert 80.00 19- 0- 0 80.00 23- 0- 0 0.58 6-7 2 I.h 0918 88� 7: 8 2127 1.25 0.80 TC Vert 66.00 23- 0- 0 66.00 24- 6- 0 BC Vert 22.83 0- 0- 0 22.83 23- 0- 0 0: 48 8-9 3037 1.2S 0.90 9 ... U lbs LL/TL o 00 OUR -1 '5960,2M� '73, epe... OX.Loc Vert 0 - 1:12 1 00 ert 5 3 2 :0 4- 0 0 1:00 TC Vert OCS1 2:7 1.60 '14 3 7 0.35 3-8 0.49 14 . 3 4- 0- 0 0.00 TC Vert 44.5 4- 0- 0 1.00 t Vert 2S.0 4- 0- 0 0.00 4-8 _580( 0.14 Vert 111.2 7- 0- 0 1.00 Vert 162: 6 1 7- 0- 0 0.00 Ver 33 5 1- 6- 0 1.00 Vert 75.1 11- 6- 0 0.00 Ver t ill 2 16: 0: 0 1 00 T Vert 62:6 16_ 0 0 0:00 T Vert 25.3 19 O_ 0 1 . 00 T V rt 14 3 19- 0- 0 0.00 T V:rt 44:5 19- 0- 0 1.00 T Vert 2S 0 19- O_ 0 0.00 TC Vert 0 0 22-10- 4 I.DO : BC Vert 490.0 12-11- 4 n nn t 5-1-7 0-3-15 11-6-0 11-6-0 1 2 3 4 5 F5 00 209# -5-00 174# 1 4-5 174# 1 �_�11.5-109# t 5-8-13 SHIP 0-3-15 131 132 W:308 W.'308 R:1695 490# R:1757 U-528 U-548 23-0-0 6 7 8 9 TYPICAL PLATE: 1-3 8 cla.). "WOEitia.). or'M)C'(TVMX 20 2/7/2006 I A WAKIVIN ' URead all notes on this sheet andgive a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Individual building component not truss system ft has been based on specifications provided by the component manufacturer - WO: Drive -T-0611005-1-00005100001 and done in accordance with the current versions of TPI and AFPA design s4andards. No responsibility is asu�med for dimensioruil-acoinacy. Dimensions are to be verified by the componerd manufacturer and/or building designer pit" to fabrication. The building designer must ascertain that the loads Dsgnr: KC #LC = 16 WT: 195# HOMEWOODis utilized an this design meet or exceed! the loading Imposed by the local building code and the particular application. The design assunnes that the top chord laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf LiveDur L=1.25 P=1.25 noted. Bracing shown is for lateral suppon of components members only to buckling length. This be in TIC Snow 0.00 psf SnowDur L=1.15 P=1.15 f;7';7';Z71 TRUSS reduce component shall not placed any environment that will cause the moisture content of the wood to exeed 19% andfor cause connector plate ootmosion. Fabricate. handle, Inslall TIC Dead 9.00 psf Rep Mbr Brill / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the following slandafds:Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 psf 1.00 / 1.00 / 1.00 Colo Springs, CO 80907 'ANSVTPI 1', WTCA V - VJbcdl Truss Council of A�rnerica Standard Design Responsibilities. BUILDING CCMPONENT SAFETY INFORMATIChr - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03).and BCSI SUMMARY &4EETT by %VrCA and TPI. The Truss Plate Institute iTPI) is located at $83 (70nofrio Drive. Madison, VAsconsin 53719. The American Forest Paper and Association (AFFA) is located at I I I I l9th Street, NW. Ste 800. Washington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 I A Job Name: Plan 1618 VVAK1V11VL7Read all notes on this sheet and give a copy of it to the Erecting Contractor. -,Truss ID: AG Qty: 1 CRrr1CAL MEMBER FORCES: TC 2X4 DFL :1 P11SI%?Sircl�.TAN I - 199' "��ITE This is designed using the Dsgnr: KC #LC x 0 BC 2 4 FL I GBL BLK 2x4l DFL STANDARD THI HE RESULT OF MULTIPLE LOAD CASES. 9truss UBC- 7 Code. a ldg Enclosed - Yes Irrotnwce Factor - 1.00 HOMEWOOD PLATE VAL PE CBO RES UES ER I EARCH REPORT 01607. IF HANGERS ARE INDICATED ON THIS WAWW,. Truss Location - No E i d Z c Loaded for 10 PSF non-concyrrent BCLL. Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANCER NAILS _ FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI PLY Hurricane/Ocean Line - No Ex&,.Categorx - C Bldg Len?th 32.00 ft TRUSSemAronmere Install interior support(s) before erection. de teR for gable blocks. GIRDERS. IF 2.5" GUN NAILS ARE USED. THE RANGERS MUST BE -RE-EVALUATED H - Bidg dth 3.00 ft Mean roo heigt - 14.�fi ft. Aph 80 4445 Northpark Dr. ,Ma�,u gplVes U1 S?�g, ERIFY CABLE LOADS! LUDT ERS). PLATING BASED ON GREEN LUMBER ES �%( UBC Standard cupancy, Dead Load 10.2 psf Colo Springs, CO 80907 +1 gable bracing required 0 58** int-als, . O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 i exE:sed to wi no oad,ap . to face. " splied See neral Cable Deta , O)D2065035. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 t 5-1-7 t 2.! 0-3-15 cli 2-8-0 41 2-8-0 to ob c! r,� ob� 91 f 1p� i 11-6-0 11-6-0 1 2 3 4 5 6 7 89 1011 12 13 14 15 16 17 18 F57o -o -- 5-0 O� 34 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 2-3 3.54 11� "6- 23-0-0 1 2-8-019 ZU J100 29f3a '. 4 C6, .5 172�9(cfa 1.0 2,9 3cc) .4gJ59 36 9 . . . 9 , , , , co . . . 0 0 2-8-0 (0 00 0 Of I j I Of c2 �21 7 Oj TYPICAL PLATE: 1.5-5 OVER CONTINUOUS SUPPORT 1 5-8-13 SHIP 0-3-15 t 2/7/2006 VVAK1V11VL7Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an indliduat building component riot truss system. h has been be on specifications proWed by the component manufacturer WO: Drive-T-0611005-LO0005-100001 and done in econ ance with the current versions of TPI and AFPA design standards. No responsibility Is assuirned for dimensional accuracy. Dimensions Dsgnr: KC #LC are to be verified by the component manufacturer arKVar building designer prior to fabrication. The building designer must asgertain that the loads = 16 Wr: 166# HOMEWOOD utilized on this design meet o"a.. a leading imposed by .. 10.1 Wilding cod. and the particular application. The designa�;umes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a figid sheathing miterial directly affad-� unless otherwise TC Live 16.00 psf LiveDur L=1.25 P=I. 2 5 Wed. Bracing is for lateral to buckling length. This TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSSemAronmere shown support of components members only reduce coff�onerfl shall not be placed in any that wriii cause the moisture content of the wood to exceed 19% and/or cause connector plate co7sion. Fabricate. handle. bistall TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the following staridards:Joint and Cutting Detail Reports'milable as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Colo Springs, CO 80907 ANSVM 1'. WTCA V - Wood Truss Council of Arnerka Standard Design Responsibilities. 13UILDING CC)MPCNENT SAFM INFOPMATioN BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03) and TIGS1 SUMMA.RY SKEETS! by WTCA and 7pl. The Truss Plate Institute (rPl) is located at 583 CrOnofrio OrWe. Madison. Forest Paper Association Is Wisconsin 53719. The American and (AFPA) located at 1111 19th S[rW. NW, Ste SM. Washington, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B1 Qty: 4 EIRG X -LOC REACT SIZE REQ'D TC 2x4 0 FL :1 Platig?Ss c : At?I/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 524 3. SO" 1. so:: 2 12- 8-12 42S HGR 1-50 x 8C 2 4 OFL I FL 8 2x4 0 STANDARD THIS 19 IS TH COMPOSITE RESULT OF MULTIPLE LOAD CASES.. af?,14,*,hen truss REACrION(qo! supported in hanger. - BRG REQUIREMENTS shown are based ONLT PLATE VALUES PER ICBO RESEARCH REPORT #1607. PLATING BASED ON �REEN LUMBER VALUES. IF RANGERS ARE INDICATED ON THIS DRAWING, THEYARE BASED ON I.S"� RAKER MAILS FOR Support I - 96 lb Support 2 -147 lb on the truss material at each bearing EIRG HANGER/CLIP NOTE This truss is designed using the UBC -97 Code. I -PLY AND 3" HANGER MAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED. THE Snow0ur L=1.15 P=1.15 2 LUS26 Bldg.Enclosktd Yes. rqmrtmce Factor - 1.00 RANGERS MUST BE RE-EVALUATED (BY OTHERS). Rep Mbr Bnd / Comp / Tens Support Connection(s)/Han?er(s) are t designed for horizon al loads. Tr.s Locati on Not End Zone Hurricane/Ocean Line - No Ex& CategorX - C BC Live 0.00 psf 1.15 / 1.00 / 1.00 n 0 SEE SIMPSON CATALOG Bldg Lenph - 32.00 ftt Bidg idth - 3.00 ft mean roo height - 13. 2 ft, uph 80 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 FOR ADDITIONAL INSTALLATION NOTES UBC Standard Occupancy, Dead Load 10.2 psf Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 lAX Utt-1-1:1.11UN kspan) : ./999 MEM 4-5 (LIVE) LC 1 .= -0.02" D= -0.03" T= -0.06" RITICAL MEMBER FORCES: 1 1. �DUR Roj 1 1-2 -660 1.2i�� TE23i�Tfi 0926 2-3 -661 1.25 / 236 1.60 0.23 Ro�� TENS ' '-�'6 50�'12i� 0921 4 5 -ISO 1. 5-6 -150 1.60 562 1.25 0.26 klB COMP.(DUR.) TENS DUR.) CSI 2-S 12A.90) 0.07 T 3-0-7 1 = 0-3-15 1 1 6-6-0 i2 64-8 3 F5_0 _0 44 -5.001 B 1 W:308 R:524 U:-196 T 3-7-13 5-4 HIP B2 LUS26 W:308 RA25 UA47 1 160 12-10-8 1 0-1-8 1 4 5 61 STUB joi ,,=1.?js1=fa esfra2O a unle.- I. f 1. . "? Big are 20 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction 'This design is for an indiAdual building component not truss system It has bedn based on specifications proAded by the component manufacturer WO: Drive and done in accordance with the current wisions of TPI and AFPA design staAclards. No responsibility is assumed for dimensional accuracy. Dimensions -T-06110051-00005100001 AON am to be verified by the componerd manufacturer andlor building designer prior to fabrication. The building designer miust ascertain that the loads Dsgnr: KC #LC = 1S Wr: 56# TIC Live 16.00 psf LiveDur L=1.25 P=1.25 HOMEWOOD utili,ed on this design meet or tuceed a loading Imposed by the local building code and the particular application. The design assumes Oud the top chord is laterally braced try the roof or 1I= sheathing and the bottom chord is laterally braced try a rigid sheathing material directly attached. unless otherwise is for lateral to buckling length. This TC Snow 0.00 psf Snow0ur L=1.15 P=1.15 FZ7S= TRUSS noted. Bracing shown support of components members only reduce component shall nol be placed in any environment that will cause the moisture content of the wood to emeed 19% andlor cause connector plate coffosim. Fabricate. hendle. Install TIC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the lollowing staridards:Joint and Cutting Detail Reporls� a�ailable as Output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Colo Springs, C'O 80907 'ANSVrPI 1'. %VTCA l'- Wood Tnxss Council of America Standard Design Responsibilifies, 'BUILDING COMPdNENT SAFM INFFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03) and SCSI SUMMARY SHEETS'by WTCA and TPI. The Truss Plate Institute (TPQ is located at 58i DrOnotrio Driw. Madison, I Wsconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800. Mshington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 I- 6,ga fr W rd ates to Id). )w gpe 'r.121�-,:rhs esfre -less s tffgVWX 20 ga file r Joi [�Lails gr ,.a are posltronZl, "I UM�al�ve.'qh it I P ate 8� &. pir own as �bes av I ov apwit strLichffa s Truss ID: BG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL D BC Zx4 FL I Platig? sgc : ANSIJTPI - 1995 THIS SI UPLIFT REACTIONCS) This design is for an InclividW building component not truss system It has been based on specifications provided by the cornponent manufacturer 1 1- 9-12 696 3. 50" 1. 50" WEB 2 X4 DFL STANDARD IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -231 lb -0611005-L00005-300001 2 11- 2- 4 696 3.50" 1.50" ORG REQUIREMENTS shown are based ONLY OBIL BLK 2x4 DFL STANUARO IF HANGERS ARE INDICATED ON THIS DRAWING, Support 2 -231 lb This truss is designed using the on the truss material at each bearing PLATE VALUES PER IPO RES(ARCH REPORT 01607. Permanent bracing is required by others) to THEY ARE BASED ON I S" HANGER NAILS FOR 1 -PLY AND 3" NANGER'NAILS FOR MULTI -PLY USC -97 Code. 16.00 psf KAX DEFLEMON (sEan) pr.event retation/toppling. M BCSI 1-03 GIRDERS. IF 2.S"ICUN NAILS ARE USED, THE Bldg Enclosed - Yes, Irort ce Factor . 1.00 Truss Location Not E d 0.00 psf L/999 MEM 9-10 IVE) LC 21 L_ 0 0 1 -0 02" D- - I" - -0.03" an ANSIJTPI 1. PLAT, W� BASED ON GREEN LUMBER VALUES. HANGERS MUST -BE RE-EVALUATED (BY OTHERSZ. Mar use ade e for gable bloc sta�l - Z=e Hurricane/Ocean Line - No Ex&tCateqorX - C Bl I 'dth Len?th . 32.00 ft 8 dg 3.00 ft 9.00 psf . . . . . . . . . . . . . . . . . . . . . . BUI S?uate CHER MUS VE&IFY GABI, DI gie"E'racing Mdq an rw heigt . 13.t2 ft, 80 0.00 psf K4X DEFLECTION (cant) L/999 MEM 8-9 (LIVE) LC 12 OVERHANC(S) KAY BE SHORTENED UP TO 3" MAX. Overhang Soffit loading 0.0 psf It ga required 0 58- in'tLoWi. 11 to vri nd load applied to face. q)h a De d Load 10.2 psf USS n�&, 8.00 psf L. 0.02" D= 0.00" 1- 0.02" . . . . . . . . . . . . . . . . ;82sed See ne ral Gable Details', C002065035. ;cman.cy. DES104 LOADS Dir L.P1 L.L.,0 R.Plf R. Loc: LL/TL CRITICAL MEMBER FORCES: VAsconsin 53719. The Annerican and Paper Association (AFPA) at 1111 191h Street, NW. Ste 800. Washingtog. rC . 20036. 1 C I Vert 50.00 1- 6- 50.00 0- 0- 0 0.64 TC COMP. TENS.j,0UR.j CSI TC Vert 75.00 0- 0- 0 7S 00 13: '_ 0 TC Vert 50 OD 13- 0: 0 50 00 ': '64' OL - 1 3 29 1.2S 0.16 -2 1 1.25 1 4 '6 374 0.31 14 6 0 BC Vert 16:00 0 0 16 . 00 13 0: 0 0 0.00 2-3 :44 1 331 14 1.60 0.28 IDUR 3-4 -33S 1.33 37 1.60 0.17 4-5 1 33 37 1.60 0.17 :33S S-6 443 1:33 14 1.60 0.28 6-7 _ 436 1 60 374 1.25 0 31 7 OR 0 1:251 29 .25 0:16 BC TEIS I DUROI S§ 1.6 0 O� 8-9 319 1. 9 9:10 -25S 1. 0.11 10 11 0 .08 11 12 -255(l. 0 U 12:1.3 -319(l. 0:09 We OUR, 11 9216"PIJDMR,'� TEN14� 2 -9 1:, 0 .07 2 0 1. 0 1 131 1: 1 44197 4 1 2"� 0:17 1.60 3:10 - 5 02 5_11 1:2 '3� 49 0.0' i54 6: 11 36S 1. ' 427 1 25 0.17 6 12 62 1 25)/ 145 1.60 0.07 T 3-0-7 1 _F 0-3-15 ! 6-6-0 6-6-0 2.5-4 2.5-4 F5_0 _0 _75-0-01 2.5-4 1.5-3 _-M-- 1.5-3 2.54 2.5-4 131 B2 W:308 W:308 R:696 R:696 U-231 U-231 2.5-4 160 160 TYPICAL PLATE: 1-3 1 3-7-13 HIP 0-3-15 A I- 6,ga fr W rd ates to Id). )w gpe 'r.121�-,:rhs esfre -less s tffgVWX 20 ga file r Joi [�Lails gr ,.a are posltronZl, "I UM�al�ve.'qh it I P ate 8� &. pir own as �bes av I ov apwit strLichffa s 2/7/2006 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design is for an InclividW building component not truss system It has been based on specifications provided by the cornponent manufacturer WO: Drive A<T�� nd done in a , anoe with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions :ne -T Dsgnr: KC -0611005-L00005-300001 #LC 30 Wr: to be verifitid by the ocatpornent ritanufacturer aneVor building designer priorto fabication. The building designer trust ascertain that the leads = 89# HOMEWOOD utilized an this design meet of exceed the loading irnposed by the local build' 'code and the particular apptication.',The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterafi braced by a rigid sheathing material directly attached. unless otherwise TC Live 16.00 psf LiveDur L=1. 25 P=1. 2 5 Bracing is for lateral to buckling length. This TIC Snow 0.00 psf SnowDur L=1.15 P=1.15 1qZ7qU7q;Z71 TRUSS noted. shown support of components members only reduce component shall not be placed In any enviromineril that will cause the mislune content of the wood to exceed 19% and/or cause connector plate corrosion. Falmicate. handle. install TC Dead 9.00 psf Rep Mbr Bnd Comp / Tens 4445 Northpark Dr. and brace this truss In accordance with the following 51andards:Joird and Cutting Detail Reports'avallable as output from 'firuswal software. BC Live 0.00 psf 1.00 1.00 / 1.00 Colo Springs, CO 80907 'ANSVTPl 1'. WrCA V - Wood Truss Council of Arnerica Standard Design Responsibilities. SUILDING COMPONENT SAFETY INFORMATION'. BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUS.PLUS 6.0 VER: T6.5.0 (BCSI 1-03) and SM SUMMkRY SFEE-M by WrCA and TPI. The Truss Plate Institute UPI) is locatied at 583 D`Cnofirio Drive, Madison. Forest is located VAsconsin 53719. The Annerican and Paper Association (AFPA) at 1111 191h Street, NW. Ste 800. Washingtog. rC . 20036. 1 Bldg Code: UBC -97 IDEFL RATIO: L/240 TC: L/24 A Job Name: Plan 1618 1 . Truss ID: C1 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 4-3.2 1870 HGR 1. 50" TC 2x4 DFL Platip'spec : ANSr/TPI - 1995 :1 BC 2 4 DFL 1 THIS SIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Diffensions 2 25-10- 4 1906 3.50" 1. SO" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. per the following schedul e f = 15 Vr: 129# BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER IC80 RESE�R?I REPORT #1607. IF HANGERS ARE INDICATED ON THIS MAWING, on to TC 48.68'.' 0 7-10-15 18- 0- 0 LiveDur L=1.25 P=1. 2 5 on the truss material at each bearing . . . . . . . . . . . . . . . . . . . . Nail pattern shown is for PLF loads only. THEY ARE BASED ON 1.5" HANGER NAILS FOR I -PLY AND 3" MAKER MAILS FOR MULTI -PLY UPLIFT REACTION(Sj : Support SnowDur L=1.15 P=1.15 BRG KANG%CLIP NOTE Concentrated I oads MUST be distributed to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE 1 - 6S lb Support 2 -576 lb Rep Mbr 8nd / Comp / Tens *HHUS 8-2 each y e -ply with hangers. KAKERS MUST BE RE-EVALUATED (BY OTHER .,qually. 9n aulti 3PI . in. nt.,th.edcarryin D -r. Thi is designed using the 1.00 / 1.00 / 1.00 Su pport Connection(s)/Han . ?er(s) are designed for horizon loads. uo prainage mst be provided,to avoid pnding. .1 =ry than 2 ply. u e dition fasten- ent bracing is rej red othIers) to UBCsgtruss - 7 Code. ldg Encloso Yes. O.C.Spacing 2- 0- 0 ri�t al 0 SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES ,; �by as indicated fror� the back plys, or use prevent rotation/topp ing . ee &3 -03 her approved detail (bUthers). 5" Cand ANSI/TPI 1. "'y2o" GUN NAILS ARE USED, NAIL CLUSTER tinuou IF bracing flat - IT Truss Location - Not E doZrtance Factor 1.00 e Hurricane/Ocean Line - No Ex&,CategorX C K4X DEFLECTION (scan) - attached to AMOU ds.latedral NTS SHOMJ MUST BE INSTALLED FRC14 THE TC as in icate . Lurnber trust be structural Bldg Len?th - 32.00 ft4 Bidg din 3.00 ft Mean roo height - 11. 1 ft. h 80 DEFL RATIO: L/240 TC! L/24 L/999 MEM 8-9 IVE) LC 1 FRONT AND aAO( FACE EQUALLY (TOTAL RAILS H pgadeF. Brace 0 24",O.c. unless noted. DOUBLE 7 E AMOUNT SHOWN). TING BASED ON ClUEEN,LUMBER VALUES. UBC Standard Mcgancy, Dead L Zd 10.2 psf ---------- L- -0 28" D= 0.29" T= -0. 57" CRITICAL MEMBER FORCES: . . . . . . . . . . . . . . . . . . . . . . 2 -PLY! Nail w/10d COMMON stagVered(mi.NDS) in: TC- 2 BC- 2 WEB�- 2 -PER LOAD , E 0 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc TC Vert 50.00 0- 3- 0 SO.00 a- O_ 0 U./TL 0.64 Rjj� IN Rol O�'11 '4.J'2 71Sjj.'16 5 1 2 -61 9 1. 2-3 -7480 1. 0.74 .1 TC Vert 121.35 8- 0- 0 121.35 IS- 0- 0 TC Vert so 00 18- O_ 0 50.00 26- Q- 0 0,64 0.64 3:4 :7441 1 0 4 5 6083 1: 0: '46' TC Vert 66:00 26 0- 0 66.00 27- 6: 0 BC Vert 38.83, 0- 3- 0 38.83 26- 0 0 0 48 0:00 Type... 2 7 bs X.Loc LL/TL t'Vert C IN ' '62 -5 '16'01 5 .0 8- 0- 0 1.00 TC Vert 144.6 B- 0- 0 0.00 6 7 5 69 1181 0981 8 1: 0.52 e I TC V r 176.0 18- 0- 0 1.00 :649 8-9 862 1. 0.72 1 TC Vert 99.0 18- 0: 0 9-10 -677 1 0 56 TC Vert 0.0 25-10 4 DO 10-11 -647 1: 0:61 US COMP.J.DUR.1 TENS.IDUR. CSI 2:7 -72 1.60 1.297 1.2S 0 26 2 8 125 1.60 1277 1 0 : 6 3 _8 1.25 12 1 60 0 594 a :2S 0.23 121 1.25 1.60 0.04 3:9 :64S 1.60 4 9 101 1242 1.25 0.25 4 10 86 .60 1372 1.251 0.28 7-7-15 7-10-1 5 2-PLYS 2 3 '4 5 REQUIRED F5 _00 402# 1 10-0-0 2759 -5.001 I T - 3-7-8 3-7-4 3.5-6 *HHUS28-2 I., - R: 1870 O_R-O 2.00 1-2.00 0*8 U:-565 7-10-0 7-11-8 9-6-0 0-3-0 25-9-0 STUB 6 7 8 9 10 �,u .W I.?r Ir- 1. es are 2%V -less shp*n by"l I '. f. .s are Dmitioneo as W:308 R: 1906 U:-576 1 4-2-14 t SHIP 2/7/2006 11"VAKIVINUReada/1 notes on this sheet and give a copy of it to the Erecting Contractor. Cust: ArD Construction This design is for an individual Wilding component nor truss system. It has been based on specifications provided by the CwVonent manufacturer WO: Drive -T-0611005-1-00005100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Diffensions Dsgnr: KC #LC are to be verified by the cornponent manufacturer ardor building designer prior to fabrication. The building designer must ascertain that the loads = 15 Vr: 129# HOMEWOOD utilized on this design meet o"Deed (he loading Imposed by the local Wilding code and the particular application. The design aswmes 00 the top chord is laterally braced by the roof .1 floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TIC Live 16.00 psf LiveDur L=1.25 P=1. 2 5 noted. Bracing is for lateral to buckling length. This TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSS shown support of components members only reduce carnponme� shall not be placed In any environment that will cause the rnoiSlure Content of the wood to exceed 19% anLyor cause connector plate comrsi�6.' Fabricate, handle, install TIC Dead 9.00 psf Rep Mbr 8nd / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'available as output from Trusival software. BC Live 0.00 psf 1.00 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANSVTPI 1'. VVrCA 1' - Wood Truss council of Arnerica Standard Design Resl6sibiiiiies. sufl-DiNG COmPoNFNr SAFETY iNFoFtMATioN BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUS PLUS 6. 0 VER : T6. 5 0 (BCSI 1-03) and'BCSI SUMMARY SHEETSby WTCA and TPI. The Truss Plate Institule OPI) is located at 583 OrOnafft Dive, Madison. . Wsconsin 537 ig. The American Forest and Paper Association (AFPA) is located at I 111 1 gth Street. NW. Ste 800, Washington, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC! L/24 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss syslem. If has been based on specifications Provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assurned W climensionud accuracy. Dimensions am to be verified by the component manufacturer andfor building designer prim to fabrication. The building designer must ascertain that the loads utilized W this design meet or emeed the loading imposed by the local building code and the particular appliation. The deAn assumes that the top chord is laterally braced by the mot or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached. unless othe-ise Truss ID: C2 Qty: I BRG X -LOC REACT SIZE REQ'D TC Zx4 DFL 01 BC 2xx4 DFL #1 PlatiU SgC : ANSI/TPI - 1995 1 TH S SI 15 THE COMPOSITE RESULT OF This design based w chard bracing applied 1 0- 4-12 850 HGR 1.SO11 2 25-10- 4 949 3. 50" 1. SO" WEB 2 4 DFL STANDARD MULTIPLE LOAD CASES. per the following schedul _ C... e. frorn to '48* BR G REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage mst be provided to avoid ponding. IF KkNCERS ARE INDICATED ON 'MIS DRAWING, THEY ARE BASED ON 1 S- HANGER NAILS FOR TC 60 9 10 -IS 16- 0- 0 UPLIFT REACTION(S3 on the truss material at each bearing Continuous lateral bracing attached to flat I -PLY AND 3" HANCER*NAILS FOR MULTI -PLY S I - 53 lb BRG HANGER/CLIP NOTE 1 *HUS28 TC as indicated. Lunber aust be structural grade. Brace @ 24" o.c. unless noted. GIRDERS; IF 2.5" GUN MAILS ARE USED THE KANGERS'MUST BE RE EVALUATED (BY NAERS). Support Th. upport 2 -297 lb Is truss is designed Support Connection(s)/Han?er(s) are PLATINGG BASED ON CRiEN LUMBER VALUES. using the U.C-97 Code. Bldg Enclosed - Yes In oZrwtaence Factor n t designed for horizon al loads. 0 SEE SIMPSON CATALOG - 1.00 Truss Location E d - Not rr FOR ADDITIONAL INSTALLATION NOTES Hurricane/Ocean Line . No Exa,.Category - C Bldg Loch - 32.00 ft2 Bidg dth 43.00 ft MAX DEFLECTION (span) Me. height - 12 3 f rood Dead"L=d 10'0 UBC Stan ard Occupancy: L/999 MEM 9-10 (LIVE) LC I L= _ 0 . 16" D- -0.16" T= -0.32" .2 psf CRITICAL MEMBER FORCES: TC COMP. TENS. Rol CSI 1-2 -2461 1 2 7571'.I'U6 0.51 2-3 1:25 618 I_ _ 0.30 jDURj :2121 3-4 2294 1 . 25 669 I._ 0:916 4-5 _ 2324 1.25 677 1. 0 9 5:6 -21" 1:251 624 0:40 1. 6 7 2124 1 2 7 76 . 0 67 'C TE2'2S1ijT2 R61� Ril O�li 8 9 -634 1. 54 MITIS 9-10 -606 1.60 2427 1.2S 0 so 10-11 -65S 1.60 2320 1.25 0:60 WS COMP.IDUR,j TENS.IDUR. OCSI _9 2 3 1: 25 249 1 60 08 3- 9 1 60 8S6 1:25 0:35 :15 4 9 -166 1.25 106 1 . 60 0.04 4 10 1 25 95 1.60 0 03 :10 :129 5- 273 1:60 903 1:25 0.:37 6 10 -421 1 . 2S 270 1 601 0 09 I I - 4-5-8 4-5-4 1 t 3-6 06-tIN .HUS28 i 9-7-15 1 '5 9-10-15 F5. 0 _0 1 6-0-0 -5.00 VV.OUO 2.001 1-2.00 R:850 0- _0 0*8 U:-253 9-10-8 10-0-0 5-5-0 0-3-0 25-9-0 STUB 8 9 10 11 �u "MI.?r17ns P esre 20 a unlestg�- "rl H' h6 b sn* a es 020 d B and 1192rrL, .,q Ra.2 Z' 91X1"X1 avrl �fig are It orle�,. B�Y_ - W.308 R:949 U:-297 t 5-0-14 1 SHIP 2/7/2006 AON HOMEWOOD WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not truss syslem. If has been based on specifications Provided by the component manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assurned W climensionud accuracy. Dimensions am to be verified by the component manufacturer andfor building designer prim to fabrication. The building designer must ascertain that the loads utilized W this design meet or emeed the loading imposed by the local building code and the particular appliation. The deAn assumes that the top chord is laterally braced by the mot or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material directly attached. unless othe-ise Cust: A -D Construction WO: Drive -T -0611005-L00005100001 Dsgnr: KC #LC = 15 Wr: 132# TC Live 16.00 psf LiveDur L=1. 2 5 P=1. 2 5 TRUSSenvironment Wed. Bracing shown is for lateral support of components members only to reduce buckling Length. This component shall not be placed In any 1W wil cause the moisture content of the wood to exceed 19% ancror cause connector plate corrosion. FaNicale. handle, install TC Snow 0.00 psf TC Dead 9.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal software. BC Live 0.00 PSf 1.15 / 1.00 / 1.00 Colo Springs, CO 80907 'ANSVTPI 1'. NVICA V- VVbool Tnrss Coura of America Standard Design Responsibilities, BUILDING COMPONENT SAFIETY INFORMAllot'r - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (8CSI 1.03) and BCS1 SUMMARY SHEETS'by WTCA and TPI. The Truss Plate Institute CrPl) is located at 583 [YOnotrio Dive, Madison, TRUSPLUS 6.0 VER: T6.5.0 Wsconsin 53719. The Ameliun Forest and Paper Association (AFIPA) is local -W at 1111 191h Street. NW. Ste 800, Mshinglon. DC 20036. 1 __ - Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/241 Job Name: Plan 1618 CRrTICAL MEMBER FORCES: Truss]D: C3 Qty: 1 EIRG X -LOC REACr SIZE REQ'D TC 2..4 OFIL #1 BC 2X4 OFL I PlatiU sgc : ANSI/rPI - ig9s THIS SI IS THE COMPOSITE RESULT OF rd.bracing applied Tper"t1d.:'f.'1"l ZSV,, 0.2lich.01 1 0- 4-12 SSO HGR 1.501, 2 25-10- 4 949 3. 50" 1. 50" WEB 2 4 DFL STANDARD MULTIPLE LOAD CASES. . O.C. from to RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. IF KANGERS ARE INDICATED ON THIS DRAWING, THEY ARE WED ON 1.5" HANGER MAILS FOR TC 48.DO" 11 10-15 UPLI REACTION(S) 14- 0- 0 a on the truss material at each be ring Drainage mst be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. I -PLY AND 3' HAArAR NAILS FOR MULTI -PLY GIRDERS. IF 2.5- GUN SFT 1 -253 lb 8_9 BRG HANGER/CLIP NOTE 1 *HUS28 This trussais designed using the NALILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support upport 2 -297 lb 0 34 1 Support Connection(s)/Han?er(s) are for horizon loads. URC.9 NI ' Cod - - Yes, Irnportance Factor - 1.00 0:43 1-1-12 -620 1. n t designed al 0 SEE SIMPSON CATALOG FOR ADOMONAL INSTALLATION NOTES TudgsEncl.-d 5 Location . Not End Zone Hurricane/Ocean Line - No . Exp_Cate!orx . C Bldg Lenyth - 32.00 ft648ldg m dth 3.00 ft OU CCMP. R. TENS.10DUR. CSI 2 -8 WX DEFLECTION (span) : MeanSrw height - 12. 't' h UBC tandard Occupancy, Dead I-= -_ 10'02 2 9 1.2S 245 60 0:1 L/999 MEM 9-10 (LIVE) LC 1 psf 1. 121 �1 0. 281 17 . 0 04 4:10 169 1 60 L= -0.15" D= -0.16" T= -0.31" CRrTICAL MEMBER FORCES: TC COMP.JOUR � TE OUR, 'I NS, 1 -2 2:3 -2486 1. 25 1.2 5 1 .S 4 0.27 3 4 :1896 1942 1 0 7 4-S -1896 1: 0:304 5-6 -2557 1 . 0 . 68 BC '. I "26b TR2 1 7 8 196 .1: �j 09 8_9 :598 1 0.39 9 1 IN$ 0 34 1 10:1101 :412 619 1: 0:43 1-1-12 -620 1. 0 . 54 WE OU CCMP. R. TENS.10DUR. CSI 2 -8 93 0. 90 0 05 2 9 1.2S 245 60 0:1 3:9 3-10 :537 166 1.60 116 1.601� 1. 121 �1 0. 281 17 . 0 04 4:10 169 1 60 641 1. 25 0:26 1 10 6151l:25 1. 269 60 0 20 5-11 106 901 0:06 11 5-3-8 5-34 3-6 .HUS28 11-7-15 '4 11-10-15 MO _0 I_L� -5-0-01 ' . W01.10 2.00 1-2.00 R:850 o.R.0 0*8 U:-253 11-10-8 12-0-0 464 0-3-0 25-9-0 STUB 7 8 9 10 11 12 15 W:308 R:949 U:-297 t 5-10-14 1 SHIP 2/7/2006 WAHNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction' This design Is for an Individual building component not truss system. it has been based an specifications provided by the component rnanufacturer WO: Drive -T-0611005-1-00005100001 and done in accordance with the curient versions of TPI and AFIPA design standards. No responsibility is assumed for dimensional acantacy. Dimensions Dsgnr: KC #LC = 16 WT: 140# am to be verified by the component manufacturer arKVor building designer prior to falorication. The building designer must ascertain that the loads TC Live 16.00 psf LiveDur L=1. 2 5 P=1. 2 5 HOMEWOOD utilized on this design . a, excead Me loading imposed by the local building code and the particular application. The design assurnes that the top chord is laterally braced by the mf or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherMse Elracing Is for lateral to buckling length. This be in TC Snow 0.00 psf SnowDur L=1.15 P=1.15 1K71;Z= TRUSS noted. shown support Of components members only reduce cornponent shall not placed any enironnnent that will Cause the moisture comem of the wood to emeed 19% and/or cause connector plate corrosion. Fabricale, handle. install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reporte available as outpul from Truswal software, BC Live 0.00 PSf 1.15 / 1.00 / 1.00 Colo Springs, CO 80907 'ANSVTPI 1% WrCA V- Wood Truss Council of America Standard Design Responsibilhies,'BUILDING COMPONENT SAFIETY INFORMATION - BC ;Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BGS1 1.03) and SCSI SUMMARY SHEEM try WrCA and TPI. The Truss Plate Institute (rPI) Is located at 58i DiOnciftio Drive. Madison, VVIsconsin 53719. The American Forest and Paper Association (AFPA) is located at I 111 191h Street, NW, Ste 800, Washington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building convonent not truss systern. It ties been based on specifications provided by the component manufacturer and done in accordance with Uwe current versions of TPI and AFPA design standards. No responsibility is assdrned for dimensional accuracy. Dirnensions are to be vetilied by the coffloonerd rnanufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design mem or wreed the loacling Urposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by (he roof or floor sheathing and the bottom chord is taterally braced by a rigid sheathing rnaterial directly attached, unless othemise Truss ID: C4 Qty: 4 BRG X -LOC REACr SIZE REQ'D TC 2x4 DFL #1 2 .4 DFL I *STANDARD ANSI/TPI - 1995 TPIRISNOSIENCIS THE COMPOSITE UPLIFT REACTION(Sl : 1 0- 1-12 957 3 957 '50:: " 50:: 2 25-10- 4 3.50 1.50 18CEB 2x4 OFL RESULT OF MULTIPLE LOAD CASES. Support I - 02 lb Sup -101 lb RG REQUIREMENTS shOm are based ONLY PLATE VALUES PER ICSO RESEARCH REPORT' #1607. Loaded for 10 PSF n - oncurrent BCLL. on c IF K&NCERS ARE INDICATED ON THIS DRAWING THEY ARE BASED ON 1.5- HANGER NAILS r -OR' This M.r.' 1.2 d esigned using the USC -97 Code. on the truss material at each bearing ON PLATINGG BASED GREEN LUMBER VALUES. I -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor 1.00 MAX DEFLECrION (S GIRDERS. IF 2 5 GUN NAILS ARE USED, THE NAXERS MUST 6E RE-EVALUATED (BY OTHERS). Trus Z 5 Location - Not End we Hurricane/Ocem (Fan, L/999 MEM 8-9 IVE) LC 1 D- T- TRUSPLUS 6.0 VER: T6.5.0 Vvisconsin 53719. The American Forest and Paper AS5OCialiOn (AFPA) IS located at 1111 l9th Street. NW, Ste BO(), Mshington. DC 20036. Line . No , E%.Categorx - C Len?th - 32.00 ft 8fdg *dth 3.00 ft L= -0.15" -0.17" -0.32" CRITICAL MEMBER FORCES: .81dg UaC S- heigt - L2.A? t. aph 90 tandard cupancy, Dead Load 10.2 TC Compfflt.j/ TEI, -. CSI 1:2 -2S9 I.2s �J� r 0.67 psf , .:" � �.:�61 2 3 :182 . 0.3 3 4 1.25 549 1.60 0.35 _1827 : 4 5 2595 1.25 762 1.60 0.67 Roj� TE JIR I 1.2jj O� '63.1'6 2 '37 54 6 7 6 1. 7-8 0.4 8 9 :636 1 636 1: 0.455 910 -636 1. 0.54 us COW. (OUR CSI 2-7 .06 "' I'R61 0 3 2-8 1. *j/� 3-16 2:1. 0.3 713�1:25 3: 8 :310 60 U70 I 2S 0:41 4 8 - 714 1 25 316 1:60 0 3 3 4 _9 112 0 . 90 0 . 06 t 5-8-15 0-3-15 Bi W:30E R:957 U:-302 �Ilucsivl 13-0-0 13-0-0 1 2 3 4 F5. 0 _0 4-4 -5.001 0*8 2.001 1-2.00 0*8 12-8-8 11� 12-8-8 i 26-0-0 6 7 8 9 10 BZ - W308 R:957 U-302 .5 t SHIP 2/7/2006 HOMEWOOD WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building convonent not truss systern. It ties been based on specifications provided by the component manufacturer and done in accordance with Uwe current versions of TPI and AFPA design standards. No responsibility is assdrned for dimensional accuracy. Dirnensions are to be vetilied by the coffloonerd rnanufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design mem or wreed the loacling Urposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by (he roof or floor sheathing and the bottom chord is taterally braced by a rigid sheathing rnaterial directly attached, unless othemise Cust: A -D Construction WO: Drive -T -0611005-L00005300001 Dsgnr: KC #LC = 16 Wr: 134# TC Live 16.00 psf LiveDur L=1. 2 5 P=1.25 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 F;7�� TRUSS noted. Bracing shon Is for Lateral support of components (nembers only to reduce buciding lenglh. This component shall not be placed in any environment that Will cause the moisture cDrderd of [he wood to exceed 19% andfor cause connector plate corrosion. Fatwicale. handle. install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Or I and brace his truss in accordance vidh the follovAng standards: 'Joint and Culling Detail ReporW available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO k907 ..Wood 'ANSl/TPl ", WrCA Truss Council of Ameriw Standard Design Responsibilities,'BUIUDIWG COMPONENT SAFETY 1NFCRMknW - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCSI 1-03) and *SCSI SUMMARY SHEETV by WTCA and M. The Truss Plate Institute (TPI) is located Ed 583 OCrotdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.0 Vvisconsin 53719. The American Forest and Paper AS5OCialiOn (AFPA) IS located at 1111 l9th Street. NW, Ste BO(), Mshington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 Truss ID: CA Qty: 1 8RC X -LOC REACr SIZE REQ'D :1 & Btr. TC 2x4 DFL Plati&gSSgc,: ANSII�l - 1995 SC 2 6 FL 2 IN S UPLIFT REACrION . (S 35i 1 0- 2- 8 614 4.95" 1. 50" S THE ITE RESULT OF 2 11- 4- 9 588 3. 50" 1. 50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, lb Ss' .1'11'tt 2' :206 lb This truss is designed using the BRG REQUIREMENTS shown are based ONLY Permanent bracing is re THEY ARE WED ON 1.5" RANGER NAILS FOR �by others) to truss each bearing ing. BCSI 1-03 I -PLY AND 3" HANGER NAILS FOR MULTI UK -97 Code. on the material at MAX DEFLECTION (scan) L/999 MEM 4-5 ( IVE) LC 1 cluired prevent rotation/topp ee -PLY and ANSI/TPI 1. GIRDERS. IF 2.5" GUN NAILS ARE USED THE him bearings (if needed) for req. su7port. HANGERS MUST BE RE E 6NERS). End verticals are design9d for axial oads PLATING BASED ON CRiEEVNALLUAMTER &BLUES. Bldg Enclos�d - Yes, in ortance Factor 1.00 T r� Nrus� Location - Not E d Zone Line - No I Exa,.Categori - C 'dth L= -0.07" D= -0.06" T- -0.13" only uqless noted oth- se. Extensions bel ayrricane/Oce.r 1 dg Length - 32.00 ft. 8 dg . 3.00 ft Mean root hei8cht . 11.66 ft, mph 80 EX.WB DEF CRrTERIA:L/120 IN MEM 6- 3 T= 0.00" above or m the truss profile (if any) have been designed for loads UBC Standard cupancy, Dead Load .. 10.2 psf Vertical members exposed to i.d: 6:2 CRITICAL MEM FORCES: & indicated only ' Horizontal loads apg�ied at of the extensions have en 'h not ---- --- LOA # DESIGN LDAj ------------- Tc COMN01.11 TE&�OURO� IT I.2� So 1.6 1-2 -164 0.26 e �nd con s dered unless sh- . A drop -leg to an othe'rwise unsupported nall my create a L.p4kSE Ll Aoc R.Pl 1 Ve DR. Lot LL/TL 1 rt 66 00 - 2- 9:15 66 ODOD O_- 00 00 IF 2-3 -81 1.2s / 182 1.60 0.19 hinge effect that requires additional design Vert 0:00 0- 0- 0 SO: 4- :48 10: 0 64 TC Vert 50 00 4 0 0 5 00 2 0:64 0 I 8C C1. - TENS Ufi�� consideration (by others). . - 2_ TC Vert 25.00 10- 1 25 . 00 11 7: 1 0 64 �DUR 0% 4-5 -464 1.60 1.2 45 �� 159��D BC Vert 0.00 0- 0- 0 Ill . 03 10- 2 1 0 . 41 S-6 -463 1.60 / 1S09 1.25 0.36 BC Vert 8.00 10- 2- 1 B.DO 11- 3- 1 0.00 WS OOMP. TENS I.J2R� 42ilD 2-5 1 0917 ;Dljlt.)� 2:6 1468 1. 0.48 3 6 1. 0.22 _109 L 034 2 3 13.54 4-4 B2 e T W:308 3.5-44 R:588 t 24-15 U:-206 3-8-11 4-6-10 3.6 2.5-8 HIP 3-6 1.5-3 1 3-8 0-3-11 D ESSi WA15 112" GAP R:614 MAX j U:-254 1.41 038 M 2-9-15 1 Q 0. 2 11-6-5 J n 07 .2 VIL 209a Portitione r Joint tails Pe 4sesare 20 . tx-Jess s= 19 "H"q6if?aJ fr '?v== rc; Maple). 2/7/2006 al��e. h be st ales to d e tes are poSit as av i over ap vAt structura p7ates t t. sg;!p e e ram P%3 rc=1PT%st:W WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. cust:_ A -D Construction This design Is for an individual building ocurponent not truss system ft has been based on specifications, provided by the component manufacturer and done in accordance with the current versions of TIN arid AFPA design standards. No responsibility is asa�med for dimensional accuracy. Dimensions IND: Drive-T-0611005-LOOOOS-100001 A<X are to be verified by the component manufacturer andlor building designer prior to fabication. The building designer must ascertain that the loads Dsgnr: KC #LC = 18 WT: 70# TC Live 16.00 psf TC LiveDur L=1. 25 P=1. 2 5 HOMEWOOD ulifized 00 this design meel or exceed the loading imposed by the local building code and the particular application. The design assumes that the top cho(d is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce bucAing lenglh. This component shall not be placed in any Snow 0.00 psf TC Dead 9.00 psf SnowDur L=1. 15 P=I. 15 Rep Mbr Bnd / Comp / Tens FZ7q;Z= TRUSS environnnem that will cause the mosture content of the wood to exceed 19% and/or cause connector plate comosion. Fatmicale. handle, Install BC Live 0.00 4445 Northpark Dr. and brace this truss in accordance with the follovAng standards: Voint and Culling Delail ReportV available as outpul from TALswal software, psf 1.00 / 1.00 / 1.00 Colo Springs, C'O 80907 'ANSlrrPl 1'. 'ArrCA 1'- VVood Truss Council of America Standard Design Responsibifilies,'BUILDING COMPONENT SAFEETY 1NFCRMA'nON - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCS1 1-03) and 13CSI SUMMARY SHEETS try VVrCA and TPl. The Truss Plate Institute (TR) is located at 583 DrOnofrlo Drive. Madison. %Msconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800. VVashinglon. CC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/241 Job Name: Plan 1618 VVA MVIN U7Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an indiv4dual building component net truss system It has been based on speoffications prrnided by the component manufacturer nd done in accordance with the curnerd wrsions of TPI and AFPA design standards. No responsibility Is assuffed for dimensional accuracy. Dirnensions .Ire to be verified by the component manufacturer and/or building designer prior to fatwication. The building designer must ascertain that the leads utilized an this design rneel or exceed the loading imposed by the local building code and the particular application. The design assurnes that the top chord laterally braced by the roof or floor sheathing and the bell= chord Is laterally braced by a Nid sheathing material directly anached, unless otherwise Truss ID: D1 Qty: 1 LiveDur L=1.25 P=1.25 EIRG X -Loc REACr SIZE REQ'D 1 0- 1-12 1669 3. 50" 1.78:: TC 2X4 DFL #1 BC 2 X8 DFL #2 Plati&q SgC : ANSI/TPI - 1995 THIS SI IS THE COMPOSITE RESULT OF UPLIFT REACTION(S : Support TRUSSemironrnerd 2 9- 1- 4 1990 3. 50" 2.12 RRG R EQUIREMENTS shown are based ONLY B 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607 MULTIPLE LOAD CASES. IF,KAWARS ARE INDICATED ON THIS MWING, I _101 lb Support 2 -716 lb This truss is designed using the and brew this truss in accordance with the following slandards:Joird and Cutting Detail ReporW available as output from Truswal software, 'ANSVTPI on the truss material at each bearing Pertnanent bracij�q is reqyired �by others) t� prdevent rotation/toppling. ee BCSI 1-03 TIEY ARE BASED ON I.S" HANGER NAILS FOR I -PLY AND 3" HANGER NAILS FOR MULTI -PLY OBC -97 Code. Bldg Enclosed BC Dead 8.00 psf MAX DEFLEMON (span) an PLATINMXEPDlON1*GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED THE -Yes IT Truss Location - Not E doZrtance Factor - 1.00 e L/999 MEM 5-6 (LIVE) LC 1 L- -0.06" D= -0.06" T= -0.12" American and Paper Association (AFPA) is located at I 111 191h Street. NW, Ste 800, Washington, DC 20038. HANGERS MUST BE RE-EVALUATED (BY OTAERS). C Hurricane/Ocean Line Ew&f�a Bldg Le.?th 32.DO 7tN'Bid 73700 CRITICAL NEWER FORCES: - thte2o ft Mean roo height - 11 13 ftq nph so TC COMP. �DUR TENS.(DUR.) CST 1:2 -3546 1.8j'/ 0 6 U8C Standard OcWcncy: Dead'Load 10.2 psf ---- ----- LOADIf E # DESIGN E 2 3 -3 31 1.25 0:617 5 LM9 --------------- 6 C r L.P L.Loc R.Plf R.Loc T Vert 50.00 0- 0- 0 50.00 9- 3- 0 LL/TL o 64 8C CEIMP. (DUR. TENS llj� BC Vert 16.00 0- 0- 0 16.00 6- 6- 0 0:00 4 - S 326q'12 098' BC Vert 441.00 6- 6- 0 441-00 B- 6- 0 0.47 S-6 326S 1.2S 0.94 BC Vert 16.00 8- 6- 0 16.00 9- 3- 0 0.00 ... Upe... lbs X . I LL/TL oc C W CCMP.(DUR.) TE S.(DUR.) CST 2 5 24NOI(I.2S) 0.98 art e 131.0 0- 6 0:48 IC Vert 197.0 2 6: 00 0 48 BC Vert . 1871.0 4- 6- 0 0.48 t 2-3-1 tO-3-15 Bi W:308 R: 1669 U-601 i 1 4-7-8 i2 4-7-8 3 F5_0 _0 5 00� 5-6 131# 197# 1871# 9-3 0 Zounles "K pfflesare� =ionse�la"Sl8s'ggi?al�ve. t 2-3-1 HIP _17 0-3-15 B2 W:308 R:1990 U-716 A<T">N HOMEWOODIs VVA MVIN U7Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an indiv4dual building component net truss system It has been based on speoffications prrnided by the component manufacturer nd done in accordance with the curnerd wrsions of TPI and AFPA design standards. No responsibility Is assuffed for dimensional accuracy. Dirnensions .Ire to be verified by the component manufacturer and/or building designer prior to fatwication. The building designer must ascertain that the leads utilized an this design rneel or exceed the loading imposed by the local building code and the particular application. The design assurnes that the top chord laterally braced by the roof or floor sheathing and the bell= chord Is laterally braced by a Nid sheathing material directly anached, unless otherwise Cust: A -D Construction WO: Drive-T-0611005-LO0005-JO0001 Dsgnr: KC #LC = 15 wr: 56# TC Live 16.00 psf LiveDur L=1.25 P=1.25 noted. Bracing Mown Is for lateral support of cwq3onerds rnernbers, only to reduce buckling length. This TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSSemironrnerd com;ponerd shall not be placed In any that will cause the moisture comerel of the wood to a 19% andfor cause connector plate corrosion. Fabricate. handle, Install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brew this truss in accordance with the following slandards:Joird and Cutting Detail ReporW available as output from Truswal software, 'ANSVTPI BC Live 0.00 psf 1.00 / 1.00 / 1.00 Colo Springs, CIO 80907 1'. %TCA 1'. Wood Truss Council of America Standard Design Responsibithies,'BUILDING COMPONENT SAFETY INFORNIAT1061' BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (EICSI 1-03) and TIM SUMMARY SHEETS by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 583 Donofrio Diw. Madison, VAsconsin 53719. The Forest American and Paper Association (AFPA) is located at I 111 191h Street. NW, Ste 800, Washington, DC 20038. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/244 Job Name: Plan 1618 WAHNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system It has been based on specifications pmvkied by the cornponent nianufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Cimensions are to be verified by the component mnufachaer and/or building designu prior to fabrication. The building designer must ascertain that the loads utilized! on this design meet or exceed the lending lrrpDsed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the mf or It" 5heathing and the bottom chord is laterally braced by a rigid sheathing material dinectly attached. unless otherwise Truss ID: DIG Qty: 1 LiveDur L=1.25 P=1.25 BRIG X -LOC REACT SIZE REQ'D TO 2xx4 DFL :1 ANSI/TPI - 1995 P, " 1 gestr, UPLIFr REACrION(S) 4445 Northpark Dr. 1 1- 9- 50.. 12 545 3.50:: 1. 0 BC 2X4 FL I I THIS , S THE COMPOSITE RESULT OF Support 1 -178 lb 'ANSVTPI 1% NVTCA V- Wood Tmss Council of America Standard Design Responsibilities. 13UILDING COMP0NENT SAFETY INFORMATI01? - . . 4 545 3.50 1.50 2 7- 5- WEB 2 4 OFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING Support 2 178 lb -signed Bldg Code: UBC -97 BRG REQUIREMENTS shown are based ONLY Pernan,nt bracing is cc �by othIers) to TNEY ARE BASED ON 1.5" RANGER NAILS FUR' Thi truss is de using the UBCS97 Code. on the truss material at each bearing MAX DEFLECIFION (span) L/999 MEM 11-12 (LIVE) LC 13 .juired prevent rotation/topp ing. ee BCS 1-03 and ANSI/TPI 1. use adequate staples for gable blocks. I -PLY AND 3" HANGER NAILS FUR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED 6ABY OTAERS). Bldg Enclosed . Yes, Itiportarrce Factor 1.00 Tru, S Location - Not End Zone Hurricane/Ocean Line - No E,&r5ate2o `13700C L. -0.011, D= 0.00" T. -0.011, MAX DEFLECTION (cant) : BMUIUDING DESICNER MUST VERIFY CABLE LOADS! [tj gable bracing rejuired 0 58" intervals, I e�Ees:d to wr nd oad a pp lied to face. PLATING BASED ON GREEN LUMBER LUES. Bldg Length - 32.00 ft. 8 id 9 h ft 4ea, -t hai8�t 11.13 ft, Mh 1080 UBC S tandard Dead L d L/999 MEM 12-13 (LIVE) LC 26 I See n ral Cable Deta ls*. C002065035. Wc .2 Encl. ____ _?sf --- LOAD E # DESIGN LCADS - --------- L= -0.01" D= 0.00" T- -0.01" CRITICAL MEMBER FORCES: . . . . . . . . . . . . . . . . . . . . . . ; TO VDI L.Plf L.Loc R.Plf R.Loc LL/TL ert 50.00 1- 6- 0 50.00 0- 0- 0 0.64 TC COMP*JOIJR TENS ' (DUR,) Ch OVERHANG(S) MAY BE SHORTENED UP TO 3- MAX.! Ov rhang Soffit loading 0.0 psf a TC Vert 7S.00 0- 0- 0 75.00 9- 3- 0 TO Vert so 00 9: 3- 0 50 DO 10- 9- 0 0.59 OL_ 1 0 I.h 2 g 1:�, 0.14 1-2 -264 1.60 422 1." 0.." + . . . . . . . . . . . . . . . . . . . . BC Vert 16 00 0 0- 0 16 00 9- 3- 0 0': 0'0 2:3 -189 1 33 11 8:0099 3_4 -1S7 1:33 76(1:2S) J/, 4 5 17 1:33 7' 1:215 0 09 :189 8 5 0:09 1 11 1 5_6 1 33 6 7 1.25 OJS 11.251 7 -OR 0.14 BC COMP.IDUR TENS - OUR, CSI 8 1.:. _ -370 1:2$ 284 Ho 9:9 10 -330 1 25 275 1 0 10-11 1:25 14 0 05 A2 11-12 30 1 1 5 17 0 :08 12-2 : 3,0 1 . 2 S 28 0.07 %�113 OOMP.JIDUR. TENS MR CS' 2 :475 1.2S 107 I�.:60 0 222 60 36S , 5 0:0115 2:910 1 3-10 : 129 1:2S 81 1.60 0.03 8 25 81 1.60 0.03 S_U 12 1 6- 1.1 222 1:60 365 1:2S 0:15 6-12 :475 1 , 251 10711 601 0 0 5 1 2-3-1 to -T-1 5 1 -2'-7-8 3 14 5 4-7-8 6 7 F5. 0 _0 -5.06 U-178 U-178 1-6-0 1-6-0 9-3-0 8 9 10 11 12 13 TYPICAL PLATE: 2.5-4 �Ugun 'T X 20 es arTe to a, t 2-10-7 SHIP 0-3-15 t A<T� HOMEWOOD WAHNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system It has been based on specifications pmvkied by the cornponent nianufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Cimensions are to be verified by the component mnufachaer and/or building designu prior to fabrication. The building designer must ascertain that the loads utilized! on this design meet or exceed the lending lrrpDsed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the mf or It" 5heathing and the bottom chord is laterally braced by a rigid sheathing material dinectly attached. unless otherwise Cust: A -D Construct -ion-, WO: Drive -T-06110051-00005100001 Dsgnr: KC #LC = 30 WIF: 56# TC Live 16.00 psf LiveDur L=1.25 P=1.25 K7!!!=� TRUS5 noted. Bracing shown is for lateral support of cornponents niembers only to reduce truciding length. 'this component shall not be placed in any envimmeni (hot will cause the moisture =tam of the wood to exceed 19% andJor cause connector plate corrosion. Fabricate, handle. Install TC Snow 0.00 psf TC Dead 9.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this truss in aoccudance with the following StandardS:Joint and Cutting Detail ReporW available as output tnom Truswal software. BC Live 0.00 PSf 1.00 / 1.00 / 1.00 Collor Springs, CO 80907 'ANSVTPI 1% NVTCA V- Wood Tmss Council of America Standard Design Responsibilities. 13UILDING COMP0NENT SAFETY INFORMATI01? - SC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCS1 1-03) andBCSI SL1MIAAFtY SHEETS by WICA and TPI. The Twss Plate Insthute (TPQ is located at 583 Donofrio Dive. Madison, Wsoonsin 537 19. The American Forest and Paper Association (AFPA) Is localed at 1111 1 91h Street. NW, Ste SM. Washington, DO 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 VVAKIVI[VURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: M1 Qty: 1 BRG X -LOC REACT SIZE REQ -D TC 2x4 DFL #1 8C 2 DFL 2 PlatiSpSsgC : ANSI/TPI - 1995 THIS d RN,.i,.d bearing widths an bearing as 1 0- 1-12 485 3. 50" 1.. 50:: x6 B 2x4 DFL STANDARD I IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. he, UOEIT7.he. truss not supgor ad in . anger. REACrION(S 2 3-10- 4 485 KGR 1.50 BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Pertrarwrit bracing is re others) to IF HANGERS ARE INDICATED ON THIS MAWING, THEY ARE BASED ON 1.5" MANGER FOR I : Support 1 - 82 lb on the truss material at each bearing .?uired �by prevent rotation/topp ing. ee BCSI 1-03 NAILS 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -182 lb This truss is designed using the BRG KANGER/CLIP NOTE and AN IfTPI 1. ME) GIRDERS. IF 2.S" GUN NAILS ARE USED, THE U - 97 Code. 2 *HUS26 PLATING ON GREEN LUMBER VALUES. HANGERS MUIT BE RE-EVALUflO (BY OTH�16). d 8 9 Enclos9d Yes, I ce Factor . 1.00 Support Connection(S)/Han?er(s) are 'ANSUTPI 1'. VVrCA V - Wood Truss Council of America Standard Design Responsibilifies.BUILDING COMPCNENT SAFM INFORMATIONt. End vertica are design�!d or axial oads 5 only ulless noted otherw� se. Truss Locati on Not EM-Zotne Hurrizane/Ocean Line No E%.Categorj not designed for horizon al loads. SE S E IMPSON CATALOG FOR ADDrrIONAL INSTALLATION NOTES (BCSI 1.03) andBCSI SUMMARY SHEETS'by WrCA and TPI. The Truss Plate Institute (M) is located at 583 D'Onofrio Drive. Madison, Extensions above or below the truss profile (if,any) have been desi hned for 1 oads ind ated only. Horizon I loads 1pg!led at . - C Bldg Len?th - 32.00 ft,48idg idth - 3 00 ft Mean roo heiet - 12. ft, Mh go' MokX DEFLECTION (s ran) : Wsconsin 537 19. The American Forest and Paper Association (AFPA) is located 811111 19th Street. NW. Ste 800, Mshinglon. DC 20036, f the end o the extensions have not en consideredu4nless shown . A d-p-leegtt an U8Cjc,.1nd 1,d.�oad 10.2 psf cu=y Ver =rs sid to nd: 6- 3 ---- ----- LOAD CASE L/999 MEM 4-S ( IVE) LC 2 L= 0 . 00" D- 0.00" T= -0.01" otherwise nsugported wall my cr a a a hinge effect t at requires additi onal design #1 DESIGN LOADS ------------- ; ir L.Plf L.Loc R.Plf R.Loc LL TC Vert SO.00 0- 0- 0 so. 01 4- 0 0 EX.W8 DEF CRITERIA:L/120 consideration (by others). BC Ve 0: rt 192.69 0- 0- 0 192.69 4- 0 00.44 IN MEM 6- 3; T= 0.00" CRITICAL MEMBER FORCES: TC COMPffl TENS Ro� II 1.2j�/ 5j�l 1 2 -44 1.6 0 12 2:3 -53 1.60 25 1.60 0:04 BC COMP Tlijjj�llt 4-S -10� I. 2ij 0.17 I.r '6�/ fl S-6 -102 1.60 386 1.25 0.08 kB COMP Roj� TENS 2-5 -fflii 36 1. 2�1 0.IS fit 2-6 -50 0:006 3- 6 -2 0 7 2 T 0-3-15 . -L E B 0 -0 N 3 -15 B1 B2 W:308 4-0-0 -HUS26 RA85 4 5 -6. W:308 UA82 RA85 U:-182 20 av giad VVAKIVI[VURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an individual building component not truss system If has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LO0005100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Ounensions Dsgnr: KC #LC am to be verified by the component inanufacturer anctlor building designer prior to fabrication. The building designer mKist ascertain that the Wds = 18 Wr: 25# HOMEWOOD utilized on this design meet or oneed the loading Imposed by the local building code and the particular application. The design assumes then the top chord is latemily braced by the mf or floor sheathing and the bottom chord is laterally braced by a Nid sheathing material directly attached. unless otherwise TC Live 16.00 Psf LiveDur L=1.2S P=1. 2 5 noted. Bracing shown is for lateral support of components members only to oickling length. This be In TC Snow 0.00 psf SnowDur L=1.15 P=1.15 F7NU71;Z71 TRUSS reduce component shall not placed any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate conbsion. Fabricate, handle. install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the lollaiwing standards: 'Joint and Cutting Detail Reports� available as ouw from Trusal software, BC Live 0.00 psf 1.00 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANSUTPI 1'. VVrCA V - Wood Truss Council of America Standard Design Responsibilifies.BUILDING COMPCNENT SAFM INFORMATIONt. BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCSI 1.03) andBCSI SUMMARY SHEETS'by WrCA and TPI. The Truss Plate Institute (M) is located at 583 D'Onofrio Drive. Madison, TRU S PLUS 6 ; 0 VER : T6 . 5 0 Wsconsin 537 19. The American Forest and Paper Association (AFPA) is located 811111 19th Street. NW. Ste 800, Mshinglon. DC 20036, Bldg Code: UBC -97 IDEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 Truss ID: 12 Qty: 1 EIRC X -LOC REACr SIZE REQ'0 TC 2x' DFL :1 Bc 2.4 DFL I Plati;p seec : ANSI@� 1995 THIS upLiFr REXcr1bk(s) : 1 0- 1- 12 168 3 so:: 1 Sol, 2 1-11 0 42 1:50 1'.SO" PLATE VALUES PER ICB0 RESEARCH REPORT #1607. SI N IS THE ITE RESULT OF MULTIPLE LOAD CASES. Support 1 -68 lb Support 2 -32 lb 3 1-3-1- 4 21 1.SO 1.501, Mark all interior bearing locations. Install interior support(s� before erection. IF HAWARS ARE INDICATED ON THIS DRAWINC, THEY ARE BASED ON 1.5" RAWER MAILS FOR Thi U8Csqtrus is designed using the 7 Cod e. S BRG REQUIREMENTS shown are ba ed ONLY Shim bearings (if needed or support. rV I -PLY AND 3** HANGER NAILS FOR MUL71 -PLY ldg Enclosed - Yes, ITOZrtance Factor . 1.00 on t he truss material at each bearing PLATING BASED ON GREEN L44 ER V LIIES. GIRDERS. IF 2.5" GUN MAILS ARE USED. THE Torus� Location � Not E d one MAX DEFLECFION (scan) : Co7o Springs, CO k907 RANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No E%.Cateoo7 - C Bldg Len?th - 32.00 fta Bidg idth L/999 MEM 3-4 ( IVE) LC 1 (BCSI 1.03) andBCSI SUMMARY SKEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Dri�e, Madison. - 3.00 ft Meanroo height . 12. 2 ft. mph 90 L- 0 . 00" D- 0.00" T= 0.00" CRITICAL MEMBER FORCES: TRUSPLUS 6.0 VER: T6.5.0 Wsoonsin 53719. The Alredc3n Forest and Paper Association (AFPA) is located at 1111 191h Street. NW, Ste 800, Washington, DC 20036. UBC Standard Occupancy, Dead Load 10.2 psf Tc COMP �Tik 66�� TENS 1 2 -1� 1.2 0.01 Iffftj� I 2:0 -1 1.25 2 1.60 0.00 BC COMP.�ODUR.J� TE"S - S. 3-4 0 1. 60 3i�I.26� .92 4 0 0 . 90 0 1.60 0.00 2 F570 0- 1-6-0 2-0-0 3 4 B2 W:108 1-1-13 RA2 LIA2 1-9-3 SHIP 133L W:108 R:21 U: VIX. 7 circlect plates ana false trarne plates are posmonea as snown aDove. bnfn game stua pates to avoia ovenap vAin structural piates (or staple). -_ Z-1 I I Zuut) WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. I- Cust: A -D Construction This design is for an Individual building component not truss system. It has been based on specifications proyWad by the component manufacturer WID: Drive -T-0611005-1-00005300001 and done in accordance with the current Versions of TR and AFPA design standards. No responsibility is assumed fc�r dimensional accuracy. Dimensions Dsgnr: KC #LC = 15 Vr: 11# am to be verified by the cornponent manufacturer ancitor building designer prior to fabnealion. The building designer must ascertain that the loads TC Live 16.00 psf LiveDur L=1.25 P=1.25 HOMEWOOD utilized on this design . or exed a loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the rooI or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise TRUSS noted. Bracing shown is for lateral support of components members only to reduce budding length. This componerd shall not be placed in any en,Aronmenl that will cause the moisture content of the wood to exceed 19% and/or cause connector plate comosion. Fabricate, handle, Install TC Snow 0.00 psf TC Dead 9. 00-psf-, SnowDur L=1.15 P=1.15 Rep Mbr Brid / Comp / Tens 4445 Northpark Dr and brace this truss in accordance with the following standards:Joint and Cutting Detail Reportsavailable as o . utpul from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO k907 'ANSUTPI 1% NVTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFOFWA'noNr BC Dead 8.00 psf D.C.Spacing 2- 0- 0 (BCSI 1.03) andBCSI SUMMARY SKEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Dri�e, Madison. TRUSPLUS 6.0 VER: T6.5.0 Wsoonsin 53719. The Alredc3n Forest and Paper Association (AFPA) is located at 1111 191h Street. NW, Ste 800, Washington, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/181 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is (" an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions am to toe verified by the component manufacturer and1w building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design met or exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the top chord laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing rruflerial directly attached. unless otherwise Truss ID: 14 Qty: I BRG X -LOC REACT SIZE REQ'0 TC 2x4 DFIL :1 BC 2.4 DFL I PI a tigp,sgc : ANSI�� 1995 THIS I UPLIFT REACTICN(S) : 1 0- 1- 12 196 3. 50:: 1. 50:: - 2 3-12 0 78 1.50 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. IS THE ITE RESULT OF MULTIPLE LOAD CASES. Support 1 -74 lb Support 2 -65 lb 3 1-11- 4 56 1. 50" 1. 50" Mark all interior bearin locatims. Install interior S. ort ) before erection. RIN IF KkNGERS ARE INDICATED ON THIS DRAWINGG THEY ARE BASED ON 1.5" HAICER NAILS FOR' Support 3 -31 lb This truss is designed using the RRG REQUIREMENTS shoven are based ONLY PLATING BASED ON GR LWER VALUES. I- PLY AND 3" HANCER MAILS FOR MULTI -PLY UBC -97 Code----, on the truss material at each bearing GIRDERS IF 2 S** GUN KULS ARE USED. THE Bldg Enclost_-d - Yes, Irgance Factor - 1.00 MAX DEFLECTION (span) : TRUSPLUS 6.0 VER: T6.5.0 HANGERS MUST lill RE-EVALUATED (BY OTHERS). Trus� Location - Not E d Z ne L/999 MEM 3-4 (LIVE) LC 1 L= 0 00" D- 0.00" T- 0.00" Hurricane/Ocew Line - No Ex&,.CategorX . C Bldg L.n?th -! 32.00 f% Bidg 'dth 3 00 ft CRITICAL MEMBIER FORCES: TC COMPffit TENS 1 Mean roo heigt - 12. 2 ft, mph 8o' UBC Standard cupancy. Dead Load 10.2 psf 1-2 -3 1 2�� oll 1.2� 2§r 10 2 0 -1 1.25 2 1.60 0:00 Bc COMP. R& TEIN)6�01UR �N 1. 66� 09' 1 3:4 0 1:60 0 1.25 0. 4 0 0 1 00 T 0-3-15 1 1 2 F5.00 1-6-0 1-11-12 2-0-0 3 4 rtless S=."",' 'H are Do S =VvX. B2 W:108 R:78 U :-65 2- -3 1 -1 1 15 1 SHIP HOMEWOODis WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design Is (" an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions am to toe verified by the component manufacturer and1w building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design met or exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the top chord laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing rruflerial directly attached. unless otherwise Cust: A -D Construction WO: Drive -T-0611005-1-00005-300001 Dsgnr: KC #LC = 17 WT: 14# TC Live 16.00 psf LiveDur L=1.25 P=1.25 Bracing is to( lateral members to reduce budding length. This be in TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSS noted. shown support of components only component shall not placed any envirorunent that will cause the moisture content of the wood to exceed 19% ancifor cause connector plate corrosion. Fabricate. handle, install TC Dead 9.00 psf Rep Mbr Brill Comp / Tens 4445 Northpark Dr and brace this truss in accordance with the following staridards:Joint and Cutting Delail Reports' available as output from Truswal software. BC Live 0.00 psf 1.15 1.00 / 1.00 Co7o Springs, CO 80907 'ANSOPI 1'. `WTCA V. Wood Truss Council of Arnenca Standard Design Responsibilities. WILDING COMPONENT SAFIETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCS1 1.03) and WS! SUMMARY Si by WrCA and TIPI. The Truss Plate Institute (TPQ is located at 583 Donofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.0 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, INW, Ste 800, Washington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC:' L/18 Job Name: Plan 1618 $ystenns, r4ites are 20 Ig. u -Jess s ?a 20 r o,,rlD?la, ir"OL r t e. S to P s =. " lls=r. �' . Q �bf.wstff'�= c:r trarrie p es are positi as s "'r'qh av?,d!,v= m. p , es le). Truss ID: 16 Qty: I 8RG X -LOC REACr SIZE REQ -0 TC 2.4 DFIL :1 2x4 DFIL I Platimigc,: ANSI 1995 TH S GMIITE UPLIFT REACrICN(S) : 1 0- 1-12 196 3 50" 1. 50" 2 5-11- 0 115 1.: so 1- 50:: BC PLATE VALVES PER 1030 RESEARCHtREPORT 01607. S THE RESULT OF MULTIPLE L040 CASES. Support I -S7 lb Support 2 -96 lb 3 1-11- 4 119 1.50 1.50 Mark all nterior bearin I r ?,)"9:f.re Install inte r ior supp, t 'On%r�cti on. IF HANGERS ARE INDICATED ON THIS ORAWINC. THEY ARE WED ON 1.5" HAWAR NAILS FOR Support 3 -87 lb. This is designed using the BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3' K414GER NAILS FOR MULTI -PLY GIRDERS. IF 2. S" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY (FrHERS). UBC gtrCuss - 7 ode. Bldg Enclosqd - Yes, Irortance Factor - I.DO MAX DEFLECTION (span) : TC Live 16.00 psf Truss Locationi - Not E d Hurricane/Ocean L/999 MEM 3-4 (LIVE) LC 1 L- 0.00" D-- 0.00" T= -0.01" ulifted on this design meei or wczed the loading imposed by the local building code and (he particular application. The de*n assumes that the top chord Is laterally braced by the roof or floor sheathing and the bohorn chord is laterally braced by a rigid sheathing rraterial directly attached. unless otherwise F7';�= TRUSS Line - No Ex&,Categorx - C Bldg Len?th - 32.00 ft4 Bidg dth 3 00 ft CRITICAL MEMBER FORCES: 0.00 psf 9.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens Means- _WV - 12. 2 ft. Zh 1080' UBC tandar clupancy. Dead L d . psf Tc COMPffl TENS lt�� OC 1.2 JI 1.2� 4��DU 1-2 -5 3 BC Live 0.00 psf .2 2-0 -1 1.25 2 1.60 0.00 'ANSUTPI 1', WrCA V- Wood Truss Council of America Standard Design Responsibilities, SUILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf INS lt_� Sc '-�Th�� (BCS1 1-03) and 13CSI SLINIMAR* SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) Is locarted at 583 MOnafrio Dd%e, Madison, 1.60 092' 3 4 0 1 6 loff TRUSPLUS 6.0 VER: T6.5.0 Wsoonsin 53719. The American Forest and Paper Association (AFPA) is IoWed Ed 1111 1 91h Street. NW. Ste 800, Wdshinglon. DC 20036. 4-0 0 1:60 0 1.25 0.00 UBC -97 DEFL RATIO: L/240 TC: L/18 1 2 F5 _00 ffl 1-6-0- 3-11-12 2-0-0 - 3 4 B2 W:108 R:115 U-96 3-5-3 SHIP $ystenns, r4ites are 20 Ig. u -Jess s ?a 20 r o,,rlD?la, ir"OL r t e. S to P s =. " lls=r. �' . Q �bf.wstff'�= c:r trarrie p es are positi as s "'r'qh av?,d!,v= m. p , es le). 2/7/2006 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an individual building component not trm sWern. ft has been based on specifications prtwitled by the component manufacturer WO: Drive -T-0611005-1-00005-100001 A<:T>N nd done in accordance with the current versions of TPI " AFPA design standards. No responsibility Is assumed for dimensional a=mcy. Dimensions - :re Dsgnr: KC #LC = 17 WT: 18# to be wrified by the cornponent tranufacturer andlor building designer prior to fabrication. The building designer atust asoenain that the leads TC Live 16.00 psf LiveDur L=1. 2 S P=1. 25 HOMEWOOD ulifted on this design meei or wczed the loading imposed by the local building code and (he particular application. The de*n assumes that the top chord Is laterally braced by the roof or floor sheathing and the bohorn chord is laterally braced by a rigid sheathing rraterial directly attached. unless otherwise F7';�= TRUSS noted. Elfacing shown Is for lateral support of ottirponents members Only to reduce budding length. This conpDnent shall not be placed in any en4ronmerd that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install TC Snow TC Dead 0.00 psf 9.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens Northpark Dr and brace this truss in accordance with the folloing standards: 'Joint and Cutting Detail Reportsr iwailable as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Colo Springs, CO iI0907 'ANSUTPI 1', WrCA V- Wood Truss Council of America Standard Design Responsibilities, SUILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCS1 1-03) and 13CSI SLINIMAR* SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) Is locarted at 583 MOnafrio Dd%e, Madison, TRUSPLUS 6.0 VER: T6.5.0 Wsoonsin 53719. The American Forest and Paper Association (AFPA) is IoWed Ed 1111 1 91h Street. NW. Ste 800, Wdshinglon. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 0 Job Name: Plan 1618 WAKIVINURead all notes on this'sheet and give a copy of it to the Erecting Contractor. This design is for an individual building corrponent not in= system it has been based on specifications provided by the component manufacturer * and done In accordance whh the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dirrensions am to be verified by the component manufacturer ancilor building designer prior to labrication. The building designer must ascertain that the loads ulifi,ed on this design "*at or ..a. In. leading Impo. by a .1 building code and the particular application. The design assumes that the top chord is laterally braced by the mof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly allached. unless otherwise Truss ID: J2 Qty: 4 EIRG X -LOC REACr SIZE REQ'D TC 2x44 D FIL :1 BC 2 DFL 1 Platig? sgc : ANSIAUC� 1995 UPLIFT REACTION(S) 1 0- 1 12 167 3.50" 1.501, x PLATE VALUES PER ICBO JiESEARCH REPORT 01607. THIS SI IS THE ITE RESULT OF Support 1 -74 lb 2 1-11 11 40 1. 50:: 1. 50:: Mark interior bearl locations. MULTIPLE LOAD CASES. Support 2 -30 lb 3 1-10 3 26 1.50 1.50 all Install i9teriorfsuppornt?sj before erection . IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 3 -4 lb This EIRG REQUIREMENTS shown are based ONLY Shi. bearin neEededWor Pport. I -PLY AND 3" HANGER NAILS FOR MULTI -PLY truss is designed using the UBC 97 Code. on the truss material at each bearing . PLATING BARDS CRE N L EIR VXNES" GIRDERS. IF 2.5" GUN NAILS ARE USED THE Bldg- Enclosed - Yes, In an ce Factor - 1.00 WX DEFLECIFICIN (span) L/999 MEM 3-4 (LIVE) LC I HANGERS MUST BE RE-EVALUATED (BY aTAERS). rpoZrt Trus4 Location - Not E d one Hurricane/Ocean Line - No Ex&,.Category - C Bldg Lenyth 32,DD ft4oBidg id�h L- 0 00" D- 0.00" T- 0.00" Ell R:26 - - 43.00 ft Mean roo heigt - 12. Mh So MAX DEFLECTICIN (cant) : L/999 MEM 4-0 (LIVE) LC I W:308 IJ:4 UBC Standard cupancy. D..fd"Load 10.2 p0 L- 0 . 00" D= 0.00" T= 0.00" RA67 CRTTICA,L MEMBER FORCES: V-74 1 2.00 '-2 TC CDMP,�DIHR,�� Tlj,�,11,� 11 1-2 -1 1.6 .2 0.02 PA 8 2-0 .-1 1.25 2 1.60 0.00 1-6-0 .4 01 8 BC C"! '13ffl'60� 4' 3_4 t�N'0�� 090'3 4 0 0 0.90 / 0 0.90 0.00 1 2 F5.00 esa,�e unlesss��ty"`Iff "K'q�RagrsTv VM20 one s;g!p ago c� e tgJ7 s are pos If as ve. ates to av HOMEWOOD WAKIVINURead all notes on this'sheet and give a copy of it to the Erecting Contractor. This design is for an individual building corrponent not in= system it has been based on specifications provided by the component manufacturer * and done In accordance whh the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dirrensions am to be verified by the component manufacturer ancilor building designer prior to labrication. The building designer must ascertain that the loads ulifi,ed on this design "*at or ..a. In. leading Impo. by a .1 building code and the particular application. The design assumes that the top chord is laterally braced by the mof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly allached. unless otherwise Cust: A -D Construction WO: Drive-T-0611005LO0005100001 Dsgnr: KC #LC = 15 Vr: B2 LiveDur L=1. 2 5 P=1.25 0-104 W:108 R:40 1-2-2 3-60 noted. shown support of conponerds members only reduce component shall not placed any that will cause the moisture content of the wood to emeed 19% and/or cause connector plate comtsion. Fabricate. handle, install U:-30 T 4445 Northpark Dr. and brace this truss In accordance with the following standards:Join! and Cutting Detail Ftepons� available as output from Tneaval software, 1-9-8 0-3-15 Co7o Springs, CO 80907 0.3-4 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03) and 1=1 SUMMARY SHEETS by WTCA and TPI. The Truss Plate Instilule (TPI) Is located at 583 D'Onafrio Drive. Madison. Wsoonsin 53719. The American Forest and Paper Association (AFPA) is located at I 111 1 9th Street. NW, Ste 800. Washington, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/1E B3 ISHIP. W:108 Ell R:26 W:308 IJ:4 RA67 V-74 1 2.00 '-2 PA 8 1-6-0 .4 01 8 4' esa,�e unlesss��ty"`Iff "K'q�RagrsTv VM20 one s;g!p ago c� e tgJ7 s are pos If as ve. ates to av HOMEWOOD WAKIVINURead all notes on this'sheet and give a copy of it to the Erecting Contractor. This design is for an individual building corrponent not in= system it has been based on specifications provided by the component manufacturer * and done In accordance whh the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dirrensions am to be verified by the component manufacturer ancilor building designer prior to labrication. The building designer must ascertain that the loads ulifi,ed on this design "*at or ..a. In. leading Impo. by a .1 building code and the particular application. The design assumes that the top chord is laterally braced by the mof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly allached. unless otherwise Cust: A -D Construction WO: Drive-T-0611005LO0005100001 Dsgnr: KC #LC = 15 Vr: TC Li ve 16.00 psf LiveDur L=1. 2 5 P=1.25 Bracing is for lateral to buc*Jing length. This be In TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSSenvironment noted. shown support of conponerds members only reduce component shall not placed any that will cause the moisture content of the wood to emeed 19% and/or cause connector plate comtsion. Fabricate. handle, install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this truss In accordance with the following standards:Join! and Cutting Detail Ftepons� available as output from Tneaval software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANSVTPI 1'. %VrCA V - VA)od Truss Council of America Standard Design Responsibilities. 13UILDING COMPONENIT SAFETY INFORMATiChr BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03) and 1=1 SUMMARY SHEETS by WTCA and TPI. The Truss Plate Instilule (TPI) Is located at 583 D'Onafrio Drive. Madison. Wsoonsin 53719. The American Forest and Paper Association (AFPA) is located at I 111 1 9th Street. NW, Ste 800. Washington, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/1E Job Name: Plan 1618 WA HNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss'ID: J2B Qty: 1 BRG X -Loc REACr SIZE REQ'D TC 2x4 DFL #1 Platigg,spec : ANSI/TPI - 1995 TH S UPLIFT REACTION(S) 1 0- 1-12 179 3 50" 1 50" BC 2x4 OFL #1 icN IS THE COMPOSITE RESULT OF MULTIPLE CASES. Support 1 -65 lb 2 1-3.1- 0 S6 1'50:: 1: 50:: kTE VALYES PER ICBO RESEARCH REPORT #1607. Xk interior bearin locations. LOAD IF HANGERS ARE INDICATED ON THIS DRAWING— Support 2 -29 Ib This is designed 3 3-11- 4 27 1.50 1.50 all Install interior support?sj before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR truss using the UBC -97 Code. B RG REQUIREMEWS shown are based ONLY Shi. bearings &I ru, ded r I -PLY AND 3- HANGER NXILS FOR MULTI -PLY GIRDERS. IF 2.5** GUN Bldg Enclosed - Yes, 1,,�oZrtance Factor 1.00 on the truss material at each bearing Ee E L6Esupprl. Vr:q PLATING WED CR N R S. E L&jo NAILS ARE USED, THE HANIGIRS MUST T d russ Location - Not E one WX DEFLECIFICIN (span) 'ANSV7PI 1'. WTCA I'- Wood Truss Council of Annerica Standard Design Responsibilities. SUILDING, COMPONENT SAFETY INFORMA11ON - BE RE-EVALUATED (BY OTHERS). Hurricane/Oceari Line - No E%5a1e2orX3_O0' ft Bldg Len?th , 32.00 idg th L/999 MEM 3-4 (LIVE) LC 17 (80SI 1.03) and 13CSI SUMMARY SlrIEETS* by VVICA and TPI. The Truss Plate Institute (TPI) is located at 5a3 DOraftio, Dhe. Madison, V'Asoonsin 53719. The Annerican Forest and Paper Association (AFPA) is located at I I I I I 91h Street. NW, Ste 800, Mshington. OC 20036. Bldg Code: UBC -97 Mean roc, height . 112%aft. oph 80 L- 0.00" D= 0.00" T- -0.01" CRTTICAL MEMBER FORCES: UBC Standard Occupancy, Dead Load 10.2 psf TC OOMP.�DUR,�� TE' �DUR 1 1.2j� 0�1 1-2 -16 1.60 26 OS .2-0 -1 1.25 2 1.60 0.00 BC COMP.�OUR.� TENS.�DUR, CSI 3-4 0 1. 2S 32 1 60 0.05 4-0 0 .90 � 0 1: 25� 0.00 t 1-1-13 t T -3-15 o -L F5. 0 _0 1-6-0 --I - 4-0-0 3 4 t 1-1-13 t B3 W:108 R:27 U: 1-9-3 1 SHIP WA HNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Incliklual building component not Uuss system It has been based on specifications proAded by the component manufacturer WO: Drive-T-0611005-LOOOOS-100001 and done in accordance with the current wrsions of TPI and AFPA design standards. No responsibility is assuired for dimensional accuracy. Dimensions Dsgnr: KC #LC = 17 WT: 14# are to be wrified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf LiveDur L=1.25 P=1.25 ulili,ed on Otis design meet or exceed Me loading lirposed by the . building code and the particular application. The design assumes that the t6p chord is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless offierkLe HOMEWOOD TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of conponentS niernben; only to reduce buckling length. This component shall not be placed In any TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens TRUSSenvironment 4445 Norrhpark or. Ulat will cause the nircisture content of the wood to wneed 19% andfor cause connector plate corrosion. Fabricate, handle, Install and brace this truss in accordance with the following standards:Joint and Cutting Detail RepartV a�ailable as output from Trusal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANSV7PI 1'. WTCA I'- Wood Truss Council of Annerica Standard Design Responsibilities. SUILDING, COMPONENT SAFETY INFORMA11ON - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (80SI 1.03) and 13CSI SUMMARY SlrIEETS* by VVICA and TPI. The Truss Plate Institute (TPI) is located at 5a3 DOraftio, Dhe. Madison, V'Asoonsin 53719. The Annerican Forest and Paper Association (AFPA) is located at I I I I I 91h Street. NW, Ste 800, Mshington. OC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 ID Job Name: Plan 1618 WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual Wilding componerd not truss system it has been based on specifications provided by the ownponent manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads trifli,ed on his design med or exceed the loading Imposed by the local building coda and the particular application. The design assumes that the top chotd Truss ID: J4 Qty: 3 EIRG X -LOC REACT' SIZE REQ'0 IT 2x4 DFL :1 Plati;2 sgc : ANSII� 199S THIS UPLIFT REACrICN(S) : 1 0- 1-12 234 3 50:' 1 50" BC 2x4 DFL I SI IS THE ITE RESULT OF Support 1 -97 lb 2 3-3.1-3.1 86 1: so - 1: so-, PLATE VALVES PER ICBO RESEARCHtREPORT #1607. Mark all interior bearing loca i.ns. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING. Support 2 -67 lb This truss is designed using the 3 3-10- 3 46 1. 50" 1. 50" Install interior suppo't(s ) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. BRG REQUIREMENTS shown are based ONLY Shi. bearings (if needed U&S'upp"'. I PLY AND 3'* HANGER NAILS FOR MULTI -PLY C-IRDERS. 2.S" Bldg Enclosed - Yes, IToZrtmce Factor . 1.00 on the truss material at each bearing PLATING BASED ON GREEN LWER IF GUN NAILS ARE USED THE KANCERS MUST BE RE-EVALUATED (BY (YrAERS). Truss Location - Not E d e Hurricane/Ocean Line . No Exa,.Categori C I'WC DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 - Slag Len?th - 32.00 ftA Bidg idth - 3.00 ft L- -0.01" D- -0.01" T- -0.02" Me CnS- height - 12. 2 ft, Wh 80 US tandard occupancy. Dead Load 10.2 psf MAX DEFLECTION (cant) : L/999 MEM 4-0 (LIVE) LC 1 L= 0 . 00" D= 0.00" T= 0.00" CRITICAL MEMBER FORCES: TC COMP TE hih�'ih� 1- 2 -36�'16'0�� 0,12, 2-0 -1 1.25 2 1.60 0.00 BC COMP.�DUR. TE CS1 hlh�T6'0� 3- 4 -5 1 60�� 0.10 4-0 0 0:90 / 0 1.60 0.00 2 F5 _00 B2 W:108 R:86 1 4 LIA7 2-0-2 3-6 2- -8 SHIP T 0-74 0-3-15 B3 W:108 R: 416 U LIT W:308 R:234 U:-97 '-2.00 4-0-7 0 "18 1-6-0 3-10-15 0*8 3 4 20 unless gr , X one�r "19 S;2!rie o0ils are oosill as ago e. WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual Wilding componerd not truss system it has been based on specifications provided by the ownponent manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads trifli,ed on his design med or exceed the loading Imposed by the local building coda and the particular application. The design assumes that the top chotd Cust: A -D Construction WO: Drive -T-06110051-00005100001 Dsgnr: KC #LC = 15 Wr: 19# TC Live 16.00 psf LiveDur L=1.25 P=1. 2 5 HOMEWOODis laterally braced by the roof or Saw sheathing and the bottom chord is laterally braced by a rigid sheathing material directly anached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSSenvironment noted. Bracing shown Is for laderal support of components members Only 10 reduce budding length. This otimixonent shall not be placed In any that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Falbricale, handle, install TC Dead 9.00 psf Rep Mbr Brid / Comp / Tens 4445 Northpark Dr. and brace this truss in accordance with the following standards: '"M and Culling Detail ReportV available as ouipul ftorr� Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANSVTPI 1% NATCA V- Wood Truss Council of America Slandiud Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (Br -SI 1-03) and 13CSI SUMMARY SHEETS! by WTCA and TPI. The Truss Plate Institute (rPI) is located at 583 170noldo Drive, Madison. TRUSPLUS 6.0 VER: T6.5.0 Wsconsin 53719. The American Forest and Paper Association (AFPA) is located at i I I I I gth Street, NW. Ste 800. Washington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/181 0 Job Name: Plan 1618 WAKNINURead all notes on this sheet and give a copy ofit to the Erecting Contractor. This design is fm an Indiidual building component not truss system If has been based on specifications pro,�Jod by the component manufacturer and done In acoordancx� with the cument versions of TPI and AFPA design standards. No responsibility is assumed for dirrensional accuracy. 13firensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top Chord is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direcUy attached, unless otherwise Truss ID: J4B Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x" DFL :1 Platig? sgC : ANSII� 1995 UPLIFT REACTION(S) : 1 0- 1-12 233 3 * '0:: 1 - 50:: 2 3-11- 0 87 1 50,. 1.50.. 8C 2. DFIL I PLATE VALUES PER '1CB0 RESEARCH REPORT #1607. THIS SI IS THE ITE RESULT OF MULTIPLE LOAD CASES. Support 1 -85 lb Support 2 -68 lb 3 3-1.1- 4 41 1:50 1.50 Mark all interior bearing locations. Install inte gor support(s� Wore erection. IF HANCERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" KANGAR HAILS. FOR This truss is designed using the UBC -97 Code. BRG REQUIREMENTS shoorn are based ONLY Shi. bearings (if needed"or req. support. 1 -PLY AND 3" HANGER MAILS FOR KULTI-PLY Bldg Enclosed - Yes, Irogance Factor - 1.00 on the truss material at each bearing MAX DEFLEMON (span) PLATINC BASED ON CREEN L ER VALUES. CIRDERS. IF 2.5" CUN NAILS ARE U% THE HANCERS MUST BE RE-EVALUATED (BY ERS). Truss Locati on - Not E d one Hurri cane/Ocean Line - No E%.CategorX . C Bldg Len?th -T 32.00 ft,48idg idth 3.00 ft L/999 MEM 3-4 (LIVE) LC I L- -0.01" D- -0.01 T- -0.01 - Means roo heigt - 12. ft, Wh so UBC tandard cupancy, Dead Load 10.2 CRITICAL MEMBER FORCES: Tc COMP / TENS COSO psf �DUR �:R, 1:2 -3i i 3i 2S 013 , 1 0. 2 0 -1 11:2'5� r6o� I COKP.�12R� TENS 76�DURO� 011 3-4 0 1 1.6 09 4-0 0 1:60 0 0.90 0:00 T 0-3-15 2 f 5.0 0 1-6-0 4-0-0 3 4 unless g% .,�n " ff .20 s are Dositt as s4?.k,,e`.'YhV'd1bfer W%latert avOid B2 W:108 R:87 U:-68 2-7-3 SHIP B3 - W:108 R:41 U: HOMEWOOD WAKNINURead all notes on this sheet and give a copy ofit to the Erecting Contractor. This design is fm an Indiidual building component not truss system If has been based on specifications pro,�Jod by the component manufacturer and done In acoordancx� with the cument versions of TPI and AFPA design standards. No responsibility is assumed for dirrensional accuracy. 13firensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top Chord is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direcUy attached, unless otherwise Cust: A -D Construction WO: Drive -T -0611005-L00005100001 Dsgnr: KC #LC = 15 Vr: 18# TC Live 16.00 psf LiveDur L=1.25 P=1.25 N7;7"q;71 TRUSS noted. Bracing shown is for Lateral support of coffronents members only to reduce buciding length. This ownponev shall not be placed in any environment that will cause the moristure content of the wood to e)ceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install TC Snow 0.00 psf TC Dead 9.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 4445 Norrhpark Dr. and braw this truss in accordance vidh the following standards: 'Joint and Cutting Detail Repons� milable as output from Truswal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANSVTPII'.WTCAI*-VOoodTmssC�ncilofAmricaStaridard.DesignResponsibil�ies,13UILDINGCOMP6NENTS*-MIWCRMATlOf4- BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6. 5.0 (BCSI 1-03) andBCSI SUMMARY SHEETS by WTCA and TIPI. The Truss Rate Institute (R) is located at 583 DOnofrio Crive, Madison. Wsconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I i9th Street, NW. Ste 800. Washington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 -0 0 Job Name: Plan 1618 I st I es are 20 g. unless ya 'Iff - �� 20 ) r Joint "1ff9;!Pa9ter.'9Ai 62bffest lates av?id 61'e7ap with ctura s �iruc=p4erandpfals6frairmp tesarepos=mass f to ", UiLl J "Prat -i's r4p *.). Truss ID: AS Qty: 1 BRG X -LOC REACT SIZE REQ'D 2x4 DFL :1 2 4 DFL I Plati;gSsgc : ANSI8� 1995 THIS I widths arid bearing ar as 1 0- 3- 4 131 HGR 1. 50" 2 3-11-3.1 84 1. 50:: 1. 50:: PLATE VALYES KR ICBO RESEARCH,REPORT 01607. IS THE rTE RESULT OF MULTIPLE LOAD CASES. keq," s not supported in a anger. h ,��Mg (S) : 3 3-10- 3 44 1.50 1.So Mark all interior bearing loca ions. Install interio�-fsupport(si before erection. IF HANGERS ARE INDICATED ON THIS CRAWrNG, THEY ARE BASED ON 1.5" HANGER MAILS FOR Support 1 -43 lb Support 2 -66 lb BRG REQUIREMENTS shown are based ONLY req Shi. bearings (i needed6MBor pporl. IjPLY AND 3" HANGER NAILS FOR MULTI -PLY Thi is designed using the on the truss niaterial at each bearing BRG KANGER/CLIP NOTE PLATING BASED ON GREEN L ER S, VALA G RDERS. IF 2.5" GUN MAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UBCs9truss - 7 Code. Bldg Enclosed Yes, I�po2rtance Factor - 1.00 I *LUS24 Support Connection(s)/Han?er(s) are length. This in TC Snow T d Hluss Location Not E one -,udr., L -nil- Line -t- Ex&fCategorj - C 'h : �2.00 f Bidg ft nit designed for horizon al loads. C CATALOG TRUSS noted. Enticing ~ is for lateral support of coniptinents nierribers only to reduce buckling cornponeril shall not be placed any environment that will cause the moisture content of the wood to emeed 19% and/or cause connector plate corrosion. Falbricate. handle. install 3.00 2 h roo hei;, SEE SIMPSON FOR ADDITIONAL INSTALLATION NOTES Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. .0 UBC Standard u;ancly2 Deafdt'L:!d 1082 psf MOkX DEFLECTION (span) : 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 L/999 MEM 3-4_ (LIVE) LC 1 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 L= -0 . 01" D= 0.01" T= -0.01' (BCSI 1.03) and SM SUMMAAY SHEIETS* by WTCA and TPI. The Tries Plate Inslitute (TPI) is located 81583 DOnotrio Dive. medistin. Vidscionsin 53719. The Arnerican Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste SM, Mshinglon. DC 20036. Bldg Code: UBC -97 MAJX DEFLECTION (cant) : L/999 MEM 4-0 (LIVE) LC 1 L= 0 . 00" D= 0.00" T. 0.00 CRITICAL MEMBER FORCES: TC COMP. Ro TENS Rj� OCII 1- 2 -38 1U6 3 i�'12 12 �D 2-0 ml 1:25 2 1.60 0:00 8C COMP. TENS@1.16RO� O�R. O�I 3-4 -3 90 69 1 09 �O 4 0 0 . 90 0 1:60 0.00 2 r5_0 _0 B2 WAN R:84 1-44 U-66 2-0-2 t SHIP 0-7-4 1 - - I st I es are 20 g. unless ya 'Iff - �� 20 ) r Joint "1ff9;!Pa9ter.'9Ai 62bffest lates av?id 61'e7ap with ctura s �iruc=p4erandpfals6frairmp tesarepos=mass f to ", UiLl J "Prat -i's r4p *.). 217/2006 WARNINGReadan notes on this sheet and give a copy of ft.to the Erecting Contractor. Cust: A -D Construction - This design Is for an individual building component net truss system it ties been based an specifications provided by the cornpone,�g inanufacturer WO: Drive-T-0611005-LO0005100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional iibicuracy. Dintensions Dsgnr: KC #LC = 15 WT: 15# are to be verified by the component rranufaclurer arKUor building designer prior to fabrication. The building designer trust Ascertain that the loads TC Live 16.00 psf LiveDur L=1.25 P=1.25 HOMEWOOD I ed on this design meel or exoeed the Wading Iniposed by the 1=1 building code and the particular appliclion. The design assurnes that the top chord Lit "' is laterally braced by the roof or floor sheathing and the b0ttorn chord Is laterally braced by a rigid sheathing nuilletial directly attached, unless otherwise length. This in TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSS noted. Enticing ~ is for lateral support of coniptinents nierribers only to reduce buckling cornponeril shall not be placed any environment that will cause the moisture content of the wood to emeed 19% and/or cause connector plate corrosion. Falbricate. handle. install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace his truss in accordance with the following standards:Joird and Curting Detail Reports' available as output from TrusWal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 11 'ANSYTPI '. NVTCA V - Vbod Truss Council ofArnerica Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION. BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1.03) and SM SUMMAAY SHEIETS* by WTCA and TPI. The Tries Plate Inslitute (TPI) is located 81583 DOnotrio Dive. medistin. Vidscionsin 53719. The Arnerican Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste SM, Mshinglon. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/lE A Job Name: Plan 1618 VVA KIVIN URead all notes on this sheet and give a copy of it to the Erecting Contractor. -Truss 1D: J6 Qty: 2 EIRC X -LOC REACr SIZE REQ'D TC 2x' DFL :I BC 2.4 DFIL I Platig? sUc : ANSIjg6 199s UPLIFT REACTION(S) 1 0- 1-12 333 3. 50:: 1. 50:: PLATE'VALVES PER 4 THIS SI IS THE rTE RESULT OF Support 1 -136 lb 2 5- 1.1-11 132 1.50 1.50 ICBO RESEARCH REPORT #1607. Mark 11 interior bearin locations. MVLTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON Support 2 -102 lb 3 5-10- 3 66 1. 50" 1. 50" In interior support&) before erection. THIS DRAWING, THEY ARE BASED ON I.S" KANCER NAILS FOR Thisgtruss is designed using the EURC REQUIRIENENTS shown are based ONLY Sh*tall I m bearings (if neededl for req. support. I -PLY AND 3- HANGER NAILS FOR MULTT-PLY UBC - 7 Code. Bldg Enclosed - Yes, IT n ce Factor 1.00 on the truss material at each bearing PLATING BASED ON GREEN L MER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE dorta Truss Locati on - Not E Zone K4,X DEFLECIFION ( s 'ANSVTPI V, VVrCA l'- Wood Truss Council of America Standard Design Responsibilities. 13UILDING CCMP0NENT SAFETY INFORMATION KANCERS KUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exf C L/999 MEM 3-4 (EaIV1):LC 1 (BCSI 1-03) and 'SCSI SUMMARY $1,41SETS' by WrCA and TPI. The Truss Plate Institute ITPQ is located at 583 170nofrjo Drive, Madison. Wsoonsin 53719. The Anterkum Forest Paper Association is located Bldg Len?th - 32.00 ft� Bi ,.CategorW dg dth 3.00 ft Mean L- -0.03" D= -0.05.. T= -0.081, and (AFPA) at 1111 Mh Street. NW. Ste 80D, Washington, DC 2w36. Bldg Code: UBC -97 roo heigi, . 13. 4 UBC Standard KkX DEFLEMON (cant) : cupancy, Deldt' .0 LZdh 1082 psf L/999 MEM 4-0 (LIVE) LC I L= 0 . 00" D- 0.00" T= 0.01" CRITICAL WMER FORCES: ' 'ff' R�� 'Iff12 1 2 -48 1 2� 090' 2:0 -1 1:2S / 2 1.60 0.00 I lffll.�� 11 10� 091 90 1.6 2, 3:4 -5 0 116�1 B. 4 0 0 90 0 1.60 0.00 1 2-10-2 10-:T15 �11UJV 2 F5. 0 _0 Vv.juo R:333 LIAM 0;,1,8 132 W:108 1 R:132 1 10 A I U-102 3-8-0 SHIP 0-1 14 1 2-0-0 5-10-15 O -A-8 3 4 20 VVA KIVIN URead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design Is for an Individual building cornponern not tnrss system. It has been based on specifications provided by the component manufacturer WO: Drive -T-0611005-1-00005100001 and clone in acoordancil with the current versions of TPI and APPA design standards. No responsibility is asz;urned for dimensional accuracy. Dimensions Dsgnr: KC am to be verified by the component manufacturer ancl/or building designer prim to fabrication. The building designer must asconain that the bads #LC = 15 WT: 27# HOMEWOOD ullbted on his design meet or exceed the Ituading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally bmeed by a rigid sheathing material directly attached. unless otherwise TC Live 16.00 psf LiveDur L=1.25 P=1. 2 5 Bracing is for lateral to buckling length. This TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSSenvirorumn! noted. shown suppon of components mernbers only reduce component $hall not be placed in any that will cause the moisture content of the wood to exceed 19% andfor cause connector plate cormsion. Falbric:ate, handle, install TC Dead 9.00 psf Rep Mbr Bnd Comp Tens 4445 Northpark Dr. and brace this truss in accordance with the following standards: 'Joint and Cutting Detail ReporW available as output from Tniswal software. BC Live 0.00 psf 1.15 1.00 1.00 Co7o Springs, CO 80907 'ANSVTPI V, VVrCA l'- Wood Truss Council of America Standard Design Responsibilities. 13UILDING CCMP0NENT SAFETY INFORMATION BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1-03) and 'SCSI SUMMARY $1,41SETS' by WrCA and TPI. The Truss Plate Institute ITPQ is located at 583 170nofrjo Drive, Madison. Wsoonsin 53719. The Anterkum Forest Paper Association is located and (AFPA) at 1111 Mh Street. NW. Ste 80D, Washington, DC 2w36. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/181 Job Name: Plan 1618 ern e 01T. un -.18 .H.ql n.9 �rruc=lp?ltset idpial e Cates are positioroW as r s I S a I s 1'sss�rfi=r, srg!?at�ve. 604LIDes V,.WsXo'a9',d)6=!' Mwi Irnjl',irrdlDp?.tl'iel�sr,�Vaple). . Truss ID: J6A Qty: 1 BRG X -LOC REACr SIZE REQ'D TC 2x4 DFL #1 8C 2x4 DIFL , 1 PIati&qS1SgcI: AWSI/TPI - 199S UPLIFr REACTION(S) : 1 0- 1-12 333 3 50" 1 50" 2 5-11-11 132 1: 50" 1* 50" PLATE VALUES PER ICIBO RESEARCH REPORT #1607. THI 5 S THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. * Support 1 -136 lb Support 2 -102 lb 3 S-10- 3 66 1. 50" 1'50" Mark all interior bearing locations. Install interior before IF KANGERS ARE INDICATED ON THIS ORWNG. THEY This truss is designed using the BRG REQUIREMENTS shovon are basea ONLY support(sl erection . a needed Tor req support ShN%be rin?s & if 2MBER ARE BA§ED ON 1.5" HANGER NAILS I _FOR -PLY AND 3 HANGER NAILS FOR MULTI PLY UBC -97 Code. Bldg Enclosed - Yes, In Factor . 1.00 on the trUss material at each bearing NG E VAL6ES. BAS D ORE N GIRDERS. IF 2.5- GUN NAILS ARE USED, THE r�ortance Truss Location - Not E d Zone MAX DEFLECTION (sEan) : LiveDur L=1. 25 P=1. 2 5 HAXERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Ex&lCateqorX C Bldg Len?th 32.00 ft, idth L/999 MEM 3-4 ( IVE) LC 1 0.00 psf SnowDur L=1.15 P=1.15 - Bldg - 3.00 ft Mean oo heigt - 13. 4 ft, 80 L- 0 03" D= T= -0.05" -0. 08" TC Dead 9.00 psf nph UBC Standard cupancy, Dead Load 10.2 psf MAX DEFLECTION (cant) : L/999 MEM 4-0 (LIVE) LC I w and brace this truss in accordance with the folloving slandards:Joint and Cutting Detail Repods� available as out from Tftrsv�al softiNare, ., Put BC Live 0.00 psf L= 0 . 00" D= 0.00" T= 0.01" Co7o Springs, CO 80907 'ANSU'M 1% WCA 1'. Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAJFM INFORMAnOtf BC Dead CRITICAL MEMBER FORCES: O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1.03) and IBCSI SUMMARY SHEETS' by VVTCA and TPI. The Truss Plate Institute (M) is located at 583 D'Omhio Drive. Madison, Wsconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street. NW. Ste%00, ftashl4on, DC 20036. TEI,11.�12Rj� O�II TC Oo!�Ii .2 30 1 2 49 1 UBC -97 2-0 -1 1.25 2 1:60 0.00 DEFL RATIO: L/240 TC: L/18 1 1. TENS 3:4 -5 0 116�N'0� 09SI �19R6�� 4 0 0 0:90 0 1.60 0.00 I' 2-10-2 10-S'15 2 F5.00 1 1-104 1 0-1 14 vv:auo R:333 U:-136 Oa -P 2-0-0 5-10-15 O -A-8 3 41 B2 W:108 R:132 U:-102 3-8-0 1 SHIP ern e 01T. un -.18 .H.ql n.9 �rruc=lp?ltset idpial e Cates are positioroW as r s I S a I s 1'sss�rfi=r, srg!?at�ve. 604LIDes V,.WsXo'a9',d)6=!' Mwi Irnjl',irrdlDp?.tl'iel�sr,�Vaple). 2/7/2006 RNINGRead an notes on this sheet and give a co�y of it to the Erecting Contractor. Cust: A -D Construction This design is far an Individual Wilding component not truss system " has bee'n based on specifications provided by the component manufacturer WO: Drive -T -0611005-L00005-100001 and done in accordance with the current versions of TPI and AFRA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: KC #LC 15 wr: are to be verified by the component manufacturer analfor building designer prior to fabrication. The building designer must ascertain that the loads = 27# HOMEWOODis utifi,ed on ft de,,Rn meet or exceed In. Iding Imposed by .. local building code and the particular application. The design assurres that the top chord laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf LiveDur L=1. 25 P=1. 2 5 Bracing Is for lateral cornponents to buckling length. This be TC Snow 0.00 psf SnowDur L=1.15 P=1.15 f;7'N-= TRUSS noted. suavn support of mernbers only red" Component shall nor placed in any environrrent that vAII cause the moisture content of the wood to wceed 19% and/or cause connector plate corrosion. Fabrical�, handle, Install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. w and brace this truss in accordance with the folloving slandards:Joint and Cutting Detail Repods� available as out from Tftrsv�al softiNare, ., Put BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, CO 80907 'ANSU'M 1% WCA 1'. Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAJFM INFORMAnOtf BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCSI 1.03) and IBCSI SUMMARY SHEETS' by VVTCA and TPI. The Truss Plate Institute (M) is located at 583 D'Omhio Drive. Madison, Wsconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 19th Street. NW. Ste%00, ftashl4on, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 WA HNIN(iRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is tot an indhiclual building coirporlerd not truss system. It has been based on specifications provided by the comloonent manufacturer and done in accordance with the current wrsions of TPI and AFRA design st"ards. No resposibilily Is assurned for dimensional accuracy. Dirnensions am to be wrified by the coffponerd manufacturer andfor building designer priortto fabrication. The building deslgm'"� ffirst ascertain that the leads utilized on this design met or e)ceed the loading Unposed by the local buildindoDde and the particular application. The design assurnes that the top chord Truss ID: J6B Qty: 2 BRG X -LOC REACr SIZE REQ'D TC 2x4 DFL #1 Plati&gSspeC ANSIJTPI - 1995 THIS UPLIFT REACTION(S) : 1 0- 1- 12 234 3. 50:: 1. SO:: BC 2x4 OFL , 1 IGN IS THE C014POSITE RESULT OF Support 1 -85 lb 2 3-11 4 88 1.50 1.50 PLAT VALUES PER ICRO RESEARCH REPORT #1607. K3rkEall interior bearing locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRWNC, Support 2 -68 lb 3 3-11 4 41 1. 50" 1. 50" Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the UBC -97 Code. EIRG REQUIREMENTS shown are based ONLY Shim bearings (if needed or req. support. 1 -PLY AND 3** HANGER'NAILS FOR MULTI -PLY Bldg Enclosed - Yes, ITDZrotance Factor - 1.00 on the truss material at each bearing MAX DEFLECrION (span) : PLATING BASED ON GREEN LWER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED- THE RANGEftS MUST BE RE-EVALUATED (BY OTAERS). Truss Location - Not E d ne Hurricane/Ocean Line - No ge 2'137050 L/999 MEM 3-4 (LIVE) LC I Bldg Length - 32.00 ft I dg %5, 1`1 MeanSrtat height L- -0.01" D= -0.01" T= -0.01" . 12.64aft. mph 80 UBC tandard Occupancy, Dead Load 10.2 psf CRMCWMEMBER FORCES: Tc cDMPi TENS -3 m 3j�-R S, _2 2 0 -1 1.25 2 1.60� OCOO 1 1. '116�'16 Ro� �Ilt 0% 3 66�� 0 11:2 4:40 00 5 / 0 1.60 0.090 T 0-3-15 Ts Iges ge 20 norI. e 2 F5 00 W:308 R:234 V-85 1-6-0 4-0-0 4 1-11-15 132 W:108 R:88 LIA8 2-7-5 1 SHIP B 31- W108 RAI U : .0 WA HNIN(iRead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is tot an indhiclual building coirporlerd not truss system. It has been based on specifications provided by the comloonent manufacturer and done in accordance with the current wrsions of TPI and AFRA design st"ards. No resposibilily Is assurned for dimensional accuracy. Dirnensions am to be wrified by the coffponerd manufacturer andfor building designer priortto fabrication. The building deslgm'"� ffirst ascertain that the leads utilized on this design met or e)ceed the loading Unposed by the local buildindoDde and the particular application. The design assurnes that the top chord Cust: A -D Construction W: Drive -T06110051-00005100001 Dsgnr: KC #LC = 15 WT: 18# TC Live 16.00 psf LiveDur L=1.25 P=1.25 HOMEW000is taterally braced by the mof or floor sheathing Sncl the bottom Chord is laterally braced by a figid sheathing fratertaJ directly attached, unless otheivAse TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is far lateral support of cornponents members only to reduce buckling length. This component shall not be placed in any TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens TRUSSenvironment Mat will cause the mislure content of the wood to excee-d 19% ancitor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf 1.15 / 1.00 / 1.00 �4445 Northpark Or Co7o Springs, CiO k907 and brace this truss in accordance with the following slandards:Joint and Cutting Detail Reports' milable as output from Truswal software. 1% WTCA V. Wood Truss Council of America Standard Design Responsibilities. 13LJILDING COMPONENT SWMINFOPMATIOt? - 8C Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCSI 1-03) and 1BGS1 SUMMARY SHEEM by WrCA and TIPI. The Truss Plate Institute (rPQ is located at 583 DOnotrio Drive..Madison. TRUSPLUS 6.0 VER: T6.5.0 I Wsconsin 53719. The Arnerican Forest and Paper Association (AFPA) is located at I I I I I 91h Street, INW. Ste -800. Washington. O�: 20036. IBIdg Code: UBC -97 IDEFL RATIO: L/240 TC: L/18 .0 Job Name: Plan 1618 VVAKIVINURead all notes on this sheet andgive a copy of it to the Erecting Contractor. Truss ID: J6S Qty: 1 BRIS X -LOC REACT SIZE REQ'D 1 0- 3- 4 197 HGR 1.SO" TC 2X4 DFL #1 FIC 2 X4 DFL , 1 Plati& -sgc : ANSIJTPI - 1995 THI 5 9 SI 15 THE COMPOSTTE RESULT OF Reqluired bearing widths d bearing areas 2 5-11-1.1 130 1 50" 1 50" PLATE VALYES PER IC90 RESEARCHtREPORT #1607. MULTIPLE LOAD CASES. aful�Twhen truss not supported in a hanger. U REACTION(S) 3 5-10- 3 64 1: 50" 1: 50" Irk all interior bearing loca ions. Install interior support(s IZPI�Otirol"- IF HANGERS ARE INDICATED ON THIS DRAWING. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 1 -66 lb Support lb BRG REQUIREMENTS shovm are based ONLY truss bearing Shim bearing &f needed PLATINGS IIAS 0 GREEN LWER VALUES. I -PLY AND 3'* HANCER NAILS FOR MULTI -PLY .2 � -101 This truss is designed using the on the material at each reduce ownponerd shall not be placed in any environment that will cause the moisture content of the wood to tucead 19% an�or cause connector plate corrosiok Fe . hicate, handle. install GIRDERS. IF 2 S" GUN NAILS ARE USED, THE U UBC -97 Code. 8 RG HANGER/CLIP NOTE *LUS24 and braw this truss in accordance wfth the following staridards:Joird and Cutting Detail Reports* available as output from Truswal software. 'ANSUIPI HANGERS MST RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, inrrtance Factor - I.DO 1 Support Connection(s)/Han?er(s) are designed for horizon loads. 1'. NVTCA I* - Wood Truss council of America Standard Design Responsibilities. 13UILDING CCMP0NENT SAFM INFORMATIONir BC Dead 8.00 psf Truss Location - Not Erd Z e Hurricane/Ocean Line - No Exp.Category - C Bldg Len?th - 32.00 ft2 Bidg Width not al SEE SIMPSON CATALOG (SCSI t-03) arid SM SUMMARY SHEETSby VVTCA and TPI. The Truss Plate Inslittne (TPI) is located at S83 D'Onotrio Drive. Madison. 43.00 ft Mean roo height - 33. 4 ft. q)h 80 FOR ADDITIONAL INSTALLATION NOTES Wsconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800. VVdshinglon. DC 20036. Bldg Code: UBC -97 URC Standard cupancy, Dead Load 10.2 psf MAX DEFLECTION (scan) : L/999 MEM 3-4 ( IVE) LC 1 L= -0.03" D= -0.04" T= -0.07" MAJX DEFLECTION (cant) : L/999 MEM 4-0 (LIVE) LC 1 L= 0 . 00" D= 0.00" T= 0.01" CRITICAL MEMBER FORCES: TEN TC OOMP.�DUR S �DUR 1-2 -49 1. 4 1. Zj� 09219 2j 2-0 -1 1.25 2 1.60 0.00 Bc 'f96� "10�1'6 Ro� 3 4 -5 0 09 4-0 o 0:90 0 1.60 0.001 2 . F5 _00 tesr rze Dmunlest9p,%n tya"l I MICD?i r1.':_W.1se are tone s B2 W:108 R:130 U:-101 04 1 2-10-2 SHIP 4 VVAKIVINURead all notes on this sheet andgive a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an individual building component not tnuss system. It has been based on specifications provided by the component manufacturer W: Drive-T-0611005-LO0005-100001 and done in accordance with the current versions of TPI and AFPA design standards. No reSponSibiliy Is assumed for dimens;onal accuracy. Dimensions Dsgnr: KC are to be verified by the componerd nunufacturer ancilor building designer prior to fabrication. The building designer must ascertain that the loads #LC = 15 WT: 23# utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing material direcily attached. unless otherwise TIC Live 16.00 psf LiveDur L=1.25 P=1.25 .HOMEWOOD noted. Brecing shown is for lateral support of components members only to buckling length. This TIC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSS reduce ownponerd shall not be placed in any environment that will cause the moisture content of the wood to tucead 19% an�or cause connector plate corrosiok Fe . hicate, handle. install TIC Dead 9.00 psf Rep Mbr Bnd Comp Tens 4445 Northpark Dr. and braw this truss in accordance wfth the following staridards:Joird and Cutting Detail Reports* available as output from Truswal software. 'ANSUIPI BC Live 0.00 psf 1.15 1.00 1.00 Colo Springs, CO 80907 1'. NVTCA I* - Wood Truss council of America Standard Design Responsibilities. 13UILDING CCMP0NENT SAFM INFORMATIONir BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (SCSI t-03) arid SM SUMMARY SHEETSby VVTCA and TPI. The Truss Plate Inslittne (TPI) is located at S83 D'Onotrio Drive. Madison. Wsconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800. VVdshinglon. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A Qty: 1 EIRG X -LOC REACr SIZE REQ'O TC 2x4 DFL :1 Plati&q SVC ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 36S 3. 50" 1. 50" BC 2 4 FIL 1 x D 4 THIS SI IS THE COMPOSITE RESULT OF Support 1 -139 lb 2 7-11- 0 177 1 50" 1. 50" PLATE VALVES PER ICBO RESEARCHItREPORT #1607. MULTIPLE I (An CASES. Support 2 -134 lb 3 7-11- 4 84 1: SO" 1.501, Mar k all interior bearin 1 Install interior support�sjobc-efo'rese'rection. I F HANGERS ARE INDICATED ON THIS DRAWINS, THEY ARE BASED ON This truss is designed using the EIRG REQUIREMENTS shown are based ONLY Shi. bearin?s 91' needed"or req support. 1.5" RAWER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UBC -97 Code. Bldg Enclosed - Yes, IT rt nce Factor 1.00 a on the truss material at each bearing MAX DEFLECTION (span) : PLATING SAS D CREFN L Ell VAL15ES. GIRDERSt.IF 2.5" CUN NAILS ARE USED, THE K44CERS MUST BE RE-EVALUATED (BY OTHERS). Trus� Location . Not E doZ Hurricane/Ocean Line - No one L/861 MEM 3-4 (LIVE) LC 1 'ANSVTF4 1% `WTCA V. Wood Truss Council of America Standard Design Responsibilities, 13UILDING CCMPCW-!fr SAFETY INFORMATION - BC Dead 8.00 psf Bldg Lenph - 32.00 ft BidgE%5ath"2*137005 ft Mean L= -0. 11" D= -0.16" T= -0.27" CRITICAL MD48ER FCRaS: (BCS1 1-03) arid SCSI SUMMARY SKEETS by VVTCA and TPI. The Truss Plat� Institute (rPI) is located at 583 lYgnotrio Drive. Madisrur. roo hei9t - 13.97 ft, ffph 80 118C Standard cupancy. Dead Load 10.2 psf OUR TENS C2 co!66 VAsoonsin 53719. The Anierican Forest and Paper Association (AFPA) is located at I I I I l9m Street, NW, Ste' 800�. Washington, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 IT: B 095's �/ 2 0 -1�11:2S 2 1.60 0.00 1 1. 11 J"qDUR 3-4 -1 0 1. 66� 09319 �19R& 0 0 0:90 0 1.25 0.00 3-7-13 io-El 5 2 F5 _00. �_j -6 -III- �,Llq sl,,- asfaro 2 less s��- I=? , "11.'y,6?a r S'M 'ErVMX 20 0 P tio iff , to r. r�� " 1 Is goVe ff ci�b? Ates are post i as a s av B2 W:1108 R:177 t LIA34 2-4-6 4-3-3 SHIP 1-3-7 2/7 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an individual building component not truss system. it has been based on specifications provided by the Component manufacturer WO: Drive -T-0611005-1-00005-100001 and time in aomdance with the current versions of TPI and AFPA design standards. M responsibility is assumed (" dimensional accuracy. Dimensions Dsgnr: KC #LC 15 WT: 33# are to be verified by the cwponerd manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads = HOMEWOODis utilized on this design meet or exceed the loading intposed by the local building code and the particular application. The design assumes that the top chord laterally braced by the noof or floor sheathing and the bottom choid is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Live 16.00 psf LiveDur L=1. 2 5 P=1. 2 5 Bracing is for taterel Components to tKickling length. This be in TC Snow 0.00 psf Snow0ur L=1.15 P=1.15 FU;�� TRUSS noted. shown Support of members only reduce component shall not placed any environment that will cause the moisture content of the wood to exceed 19% andtor cause connector plate corrosion. Fabricate. handle. Install TIC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 4445 Northpark Dr. and brace this Him in accordance with the following stanclards:'Joird and Cutting Detail Repofts� available as output from Truswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Colo Springs, CO 80907 'ANSVTF4 1% `WTCA V. Wood Truss Council of America Standard Design Responsibilities, 13UILDING CCMPCW-!fr SAFETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCS1 1-03) arid SCSI SUMMARY SKEETS by VVTCA and TPI. The Truss Plat� Institute (rPI) is located at 583 lYgnotrio Drive. Madisrur. TRUSIOLLIS 6.0 VER: T6.5.0 VAsoonsin 53719. The Anierican Forest and Paper Association (AFPA) is located at I I I I l9m Street, NW, Ste' 800�. Washington, DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 'k, 9 Job Name: Plan 1618 WAHNIN(ift'ad all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss systern. it has been based on specifications provided by the ownponent manufacturer :nd done in accordance with the ourrent versions of TPI and AFIPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ro to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads "lifted on this design meed or a.. the loading imposed Dy the local building code and the particular application. The design ass�umes that the top chord laterally braced by the roof or it= sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise Truss ID: J8A Qty: 1 BRG X -LOC REACr SIZE REQ'D TC 2xx4 DFIL :1 2 4 Plati;pSSgc,: ANSIc`CrMPIP - 1995 TH I S S THE OSITE UPLIFT REACTION(S) : 1 0- 1-12 398 3. SO:: 1. SO:: DFIL I RPLEATE REPORT #1607. RESULT OF MULTIPLE CASES. Support 1 -156 lb 2 7-11- 0 177 1.50 1.SO VALUES PER IC9O RESEARCH Mark interior bearing locations. LOAD IF HANGEPS ARE INDICATED ON THIS DRAWING, Support 2 -134 lb This is 3 7-11- 4 84 1.501, 1.501, all Install interior support(sl before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR truss designed using the UBC -97 Code. BRG REQUIREMENTS shown are based ONLY Shim bearin?s f needed I -PLY AND 3" HANGER K41LS FOR MULTI -PLY GIRDERS. IF 2.5" GUN THE Bldg Enclosed - Yes, IZortance Factor - 1.00 - on the truss material at each bearing MAX DEFLECTION (span) Support. PLATING, IIAS D GREEN LWEr VMES. NAILS ARE USED HANGERS MUST BE RE-EVALUATE0 (BY &AERS). Truss Location - Not E Zone Hurricane/Ocean Line - No E,&,5ate2*rX,- C Bldg Length - 32.00 ft id, th .0o ft 6 L/861 MEM 3-4 (LIVE) LC I mean root heigt - 13.67 h L- -0. 3.1" T. 0 27" D- -0.16" CRITICAL MEMBER FORCES: I.= 1080 UBC Standard cupancy. Deld" .2 psf TC OD�4" TE, 1:2 6A cuh�; 66'-'� 095, 1 0.00 2 0 -ffl:25 2 1.60� 1 1. TENS Roj 3:4 -, go 14ii�N 0939' 0!1.�� �01 4 0 0 90 0 0.90 0.00 . 3-7-13 10 -El 5 B 1 W:308 R:398 U:-156 3-6 0F2j8 .6 1 2 F5 _00 2.00 7-11- 2-0-0 - 8-0-0 3 4 K-1, HOMEWOODis WAHNIN(ift'ad all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss systern. it has been based on specifications provided by the ownponent manufacturer :nd done in accordance with the ourrent versions of TPI and AFIPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ro to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads "lifted on this design meed or a.. the loading imposed Dy the local building code and the particular application. The design ass�umes that the top chord laterally braced by the roof or it= sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise 132 TC Live 16.00 psf TIC Snow 0.00 1 W:108 noted. Bracing shown is for Lateral support of ountnnerds mernbers only to reduce budding length. This component shall not be placed in any that will cause the moisture confetti of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install psf TC Dead 9.00 psf R:177 �4445 Northpark Dr. 24-6 LIA34 1.15 / 1.00 / 1.00 4-5-11 MSVIPI 1'. VvTCA l'- Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 SHIP 133 1-3-7 W:108 Wsconsin 5371g. The American Forest and Paper Association (AFIPA) is located at I 111 1 gth Street, NW, Ste 800, Washington, DO 20036. Bldg Code: UBC -97 R:84 U: 2.00 7-11- 2-0-0 - 8-0-0 3 4 K-1, HOMEWOODis WAHNIN(ift'ad all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss systern. it has been based on specifications provided by the ownponent manufacturer :nd done in accordance with the ourrent versions of TPI and AFIPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ro to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that the loads "lifted on this design meed or a.. the loading imposed Dy the local building code and the particular application. The design ass�umes that the top chord laterally braced by the roof or it= sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise Cust: A -D Construction WO: Drive -T -0611005-L00005-100001 Dsgnr: KC #LC = 15 WT: 34# TC Live 16.00 psf TIC Snow 0.00 LiveDur L=1.25 P=1.25 SnowDur L=1.15 P=1.15 TRUSSenvironment noted. Bracing shown is for Lateral support of ountnnerds mernbers only to reduce budding length. This component shall not be placed in any that will cause the moisture confetti of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install psf TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens �4445 Northpark Dr. and brace this truss in accordance with the following standards:Joint and Culling Detail Reporte available as otripurt from TAiswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Co7o Springs, GO 80907 MSVIPI 1'. VvTCA l'- Wood Truss Council of America Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCSI 1.03) and IBCSI SUMMARY SHEETS by WFCA and TIPI. The Truss Plate Institute ITPI) is located at 583 DrOnchio Dive. Madison. TRUSPLUS 6.0 VER: T6.5.0 Wsconsin 5371g. The American Forest and Paper Association (AFIPA) is located at I 111 1 gth Street, NW, Ste 800, Washington, DO 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J10 Qty: 1 BRC X -LOC REACT SIZE REWD TC 2x4 DFL #1 BC 2 4CBDFL I x Pl.tigpSsgc : ANSI/TPI - 199S THIS I IS THE COMPOSITE RESULT OF UPLIFT REACTION(S) 1 0- 1-12 333 3. 50" 1. Sol, 2 8- 0-12 420 1.50" I.so,, PLATE VALUES PER 1 0 RE EARCH REPORT 01607. S MULTIPLE LOAD CASES. Support 1 -107 lb Support 2 -311 lb ,. 3 9-3-1- 0 ISS 1. SO" 1.50 Mark all interior bearing locations. Install interior siipport(sjc��efo eregticin. IF MAI"RS ARE INDICATED ON THIS DRAIdNG, THEY ARE BASED ON 1.5- MANCER NAILS FOR Support 3 -131 Ito Thi 5 s is designed 4 7-11- 4 74 1. SO" 1. SO" ri4e Shi. bearings (if needed . 5. t. 1 -PLY AND 3- HANCER NAILS FOR KULTI-PLY U8C_qtrus using the 7 Code. BRG REQUIREMENTS shown are based ONLY an the truss material at each bearing PLATING BASED ON CREEN LWER VALUES. CIRDERS. IF 2.5" CUN MAILS ARE USED THE HANCERS MUST BE RE-EVALUATED (BY UrAERS). Bldg Encloso - Yes, I ortance Factor - .1.00 Truss Location - Not Erd Zone MAX DEFLECTION (sEan) : and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reponsr available as output from Trurswal software, BC Live 0.00 psf Hurr , cane/Ocean Line - No E%.CategorX C Bldg Len?th - 32.00 Bidg dth ft L/999 MEM 3-4 ( IVE) LC 17 'ANSVrPI I ', VVTCA I - - %&bod Truss Council of Airierica Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf 3 00 Mean roo height . 13. 7 ft. ffph go' N L. -0.08" D-- -0.14" T= -0.21" (SCSI 1-03) and 'BCSl SUMMARY SHEETS* by VVTCA and TPI. The Truss Plate Institute ITPQ Is located at 583 Donofrio Drive, Madison. U8C Standard Occupancy. Dead Load 10.2 psf CRMCAL MEMBER FORCES: TC COMP.IDU6ROJ� TENS %Msconsin 537 19. The Aurrierican Forest and Paper Association (AFPA) is local ad at I I i I I gin Street. NW. Ste 800. Washington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 8�[DUR�j 091 1-2 -132 1. 1.2 2 2-0 -76 1.25 26 1.60 O�Sl 0-0 -1 1.25 2 1.60 0.00 SIC "I&�'16'6j 3 4 -9 0 90 0931 4-0 0 0:90 0 1.25 0.00 2 F5. 0 _0 4-5-13 i'o-Z-1 5 1-6-0 1-11-12 8-0-0 OVER 4 SUPPORTS Mfflesfar 20 Un 'n'WVW,1X 20 Se less QRa r S Wes to . .�. M.s are .9%,Z'."S' 6=?a9bX.'Yh c�b% By 133 W:108 R:65 t U:-131 24-8 5-1-3 SHIP 1-3-7 2/7/2006 WANNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an individual building componern not truss system If has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LOOOOS-100001 and done In accordance with the current versions of TPI and AFRA design standards. No responsibility is assumed for dimensional accuracy. Dirmnsions Dsgnr: KC #LC = 17 WT: 37# are to be verified by the corriponen! manufacturer andfor building designer prior to fabrication. The building designer inust ascertain that the loads TC Live 16.00 psf LiveDur L=1.25 P=1.25 HOMEWOOD utililed on this design meet or ..eed the loading irnposed by the local building code and me particular application. The design assumes that the top chord is laterally braced by the mof or Door sheathing and the bottom chord Is laterally braced by a rigid sheathing material direcity attached. unless otherwise for lateral to buckling length. This In TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TRUSSenvironnient noted. Bracing shown is support of comWents mernbers only red" cornponerd shall not be placed any that will cause the moisture content of the wood to ewxmd 19% ancil" cause connector plate comosion. Fabricate. handle. Install TC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens 444S Northpark iOr and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reponsr available as output from Trurswal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Colo Springs, CO k907 'ANSVrPI I ', VVTCA I - - %&bod Truss Council of Airierica Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (SCSI 1-03) and 'BCSl SUMMARY SHEETS* by VVTCA and TPI. The Truss Plate Institute ITPQ Is located at 583 Donofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.0 %Msconsin 537 19. The Aurrierican Forest and Paper Association (AFPA) is local ad at I I i I I gin Street. NW. Ste 800. Washington. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 8us tsern0a esfar%20 . unless s= "19 vK'qhQRa. br"M 'M 0 a= r Joint, tails aVgjAd)6v% IrWiff ID ago e. e Stj at tO2 tes are posdi as Tates Pnt le). te a Ise ra pie rc,21pfr p Truss ID: J10A Qty: 1 EIRG X -LOC REACr SIZE REQ'D - TC 2x4 DFL :I Plati&q sgt : ANSI/TPI - 199S UPLIFT REACTION(S) : 1 0- 1-12 366 3 50:: 1 50" BC 2 X4 DFL 1 THIS Sl IS THE ODMLPOSTTE RESULT OF Support 1 -124 lb 2 8- 0-12 420 1:50 1,50" - PLATE VALYES PER ICBO RESEARCH REPORT #1607. locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 2 -311 lb 3 9-11- 0 65 1. so:: 1.50'. Mark all interior bearing Install interior support(s THEY ARE (LASED ON I.S" K414CER NAILS FOR Support 3 -1.31 lb This tru designed 4 7-3-1- 4 74 1.50 1. 50" Shim bearin?s 9f needed .';gror. 2MBER I -PLY AN 3" HAN1GER NAILS FOR KULTI-PLY UBC- 7 Codeis using the 9 ss . BRG REQUIREMENTS shown are based ONLY PLATING BAS D GREEN VALUES. GIRDIERS.DIF 2.5" GUN NAILS ARE THE HANGERS MUST BE RE-EVALUATED (BUYSMERS). Bldg Enclosed - Yes, In ortance Factor 1.00 on the truss material at each bearing and brace this truss In acoDrdance with the following staridards:Joint and Curing Delail Reports! available as oulW from Tnawal software. BC Live T r� ruSj Location - Not E d Zone Hurricane/Ocean MAX DEFLECHON (span) : 3-4 LC 17 Nlo Springs, Co b09O7 'ANSUTPI 1'. NATCA V. VWod Truss Council of Arnerica Standard Design Responsibilities. WILDING COMPONENT SAFETY INFORMATION - Line - No E%Category - C Bldg Len?th - 32.00 ftt Bidg dth 43.00 ft L/999 MEM (LIVE) L= -0 08" D- -0.14" T= -0.21" O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 Mean roo height - 13. 7 ft, UBC Standard Occupancy, Dead L:d 10820 CRMUC MEMBER FORCES: UBC -97 DEFL RATIO: L/240 TC: L/1E psf TC CIMP.JDL16ROJ� TENS 1 8tIDUR -132 1 1.2j] O�S 1-2 S2 2-0 -76 1: 0.51. 0-0 -1 1. 0.00 Bc TE% DUR6� 091 3-4 -9 0. 90 1 �1.6 1 4 0 0 . 90 0 1.60 0.00 2 15.0 0 -H- 2-0-0 . 1-11-12 8-0-0 '1 3 4 OVER 4 SUPPORTS B3 W108 R:65 U:-131 24-8 5-3-11 SHIP 1-3-7 - I i 8us tsern0a esfar%20 . unless s= "19 vK'qhQRa. br"M 'M 0 a= r Joint, tails aVgjAd)6v% IrWiff ID ago e. e Stj at tO2 tes are posdi as Tates Pnt le). te a Ise ra pie rc,21pfr p 2/7/2006 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LOOOOS-100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: KC #LC = 17 Wr: 38# are to be vedlied by (he component manufWurer arKI/or building designer prior to fatxication. The building desKIner niust ascertain that the loads TC Live 16.00 psf LiveDur L=1. 25 P=1. 25 HOMEWOODis utilized on this design rneN or exceed the loading Imposed by the local building code and the particular application. The design assurnes that the top chord laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. unless otherwise TRUSSenvironment noted. Bracing shown Is for lateral support of components rnembers only to reduce tuckling length. This wrrponerd shall not be placed in any that will cause the moisture content of the wood to exceed 19% andfor cause connector plate comosion. Fatricate, handle, Insiall TC Snow TC Dead 0.00 psf 9.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 4445 Northpark Or and brace this truss In acoDrdance with the following staridards:Joint and Curing Delail Reports! available as oulW from Tnawal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Nlo Springs, Co b09O7 'ANSUTPI 1'. NATCA V. VWod Truss Council of Arnerica Standard Design Responsibilities. WILDING COMPONENT SAFETY INFORMATION - BC Dead 8.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.0 (BCS1 1-03) and SM SUMMARY %0EM by VVTCA and TPI. The Truss Plate Institute (M) is located at 583 DOnoftio Diive. Madison. VAsconsin 53719. The Arnerican Forest and Paper Association (AFPA) is located at I I 11 1 9th Street, NW. Ste 800. Washirgton. DC 20036. 181dg Code: UBC -97 DEFL RATIO: L/240 TC: L/1E Al Job Name: Plan 1618 84 Truss ID: J12 Qty: 2 EIRG X -LOC REACT SIZE REQ'D TC 2x4 DFL :1 ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1- 12 366 3. 50:: 1. So:: BC 2 X4 DFL I TPHIaItiRSISEN IS THE COMPOSITE RESULT OF Support 1 -114 lb 2 8- 0- 12 433 1 50 1.50 PLATE VALUES PER 1030 RESEARCH REPORT #1607. interior bee;in locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 2 -318 lb 3 10- 0- 12 41 1: 50:: 1.50 Mark all Install interio�fsup rt& before erectio,. T EY ARE (LASED ON 1. S" HANCER NAILS FOR Support 3 -152 lb Support 4 lb 4 11-3.1 - 0 71 1 50 1.50 j Shim bearin?s needed or support ME IH 8PLY AND,3",KANGER NAILS FOR MULIT-PLY RIDERS. F -51 Thi truss is designed using the S 7-11- 4 74 1. 50" 1.50 EIRG REQUIREMENTS shown are based ONLY PLATING BAS 0 GREEN L44ER V S .5- GUN NAILS ARE USED. THE KANCERS MUST BE RE-EVALUATED (BY OTHERS). -97 Code. UBCs Bldg Enclosed - Yes, Ing- Factor - 1.00 Truss on the truss material at each bearing BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Location . No E If ne Hurricane/Ocean Line . No Ex&,.CategorX C idth MkX DEFLECrION (span) 3-4 LC 17 Bldg Len?th - 32.00 ft6 Bidg - 3.00 ft Mean roo hei9t 13. 7 ft, go L/999 MEM (LIVE) L- -0.08" D= -0.14" T= -0.21" CRITICAL MEMBER FORCES: Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 - mph UBC Standard cupancy. Dead Load 10.2 psf TC CIMP_11)1.16ROJ� TIN.S��oUR 1 -172 1. L.2� 2 1:2 09, 2 0 -81 1. o.S1 0_0 -27 1 2ffl 25 0 09 0-0 _ 1 1: 2 1:603 0:00 1 1. TENS 22��DURO� 0�11 3-4 -9 0. 1.6 3 1 �19R6�// 4-0 0 0.90 0 1.60 0.00 ?NIV 2 F5. 0 _0 K� 2-0-0 B-0-0 3-11-12 3 T, OVER 5 SUPPORTS 2/7/2006 84 Cust: A -D Constructi on W:108 This design is for an Individual building cornponent not truss system. it has been based on specificirtions Provided by the component manufacturer R:71 U:-51 -8 6-1-11 a to be %erified by the Component manufacturer anclor building designer prior to fabrication. The building designer nust ascertain that the bads SHIP 1-3-7 utillwd on this de*n med or exceed the loading Imposed by the 1=1 building code and the particular applicittion. The design assurnes that the top chord HOMEWOOD. 2/7/2006 WA RNINGRead all notes on this sheet.and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design is for an Individual building cornponent not truss system. it has been based on specificirtions Provided by the component manufacturer WO: Drive -T-0611005-1-00005-100001 nd done in accordance with the current versions of TP11 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensioris Dsgnr: KC #LC = 21 Wr: 42# a to be %erified by the Component manufacturer anclor building designer prior to fabrication. The building designer nust ascertain that the bads TIC Live 16.00 psf LiveDur L=1.25 P=1.25 utillwd on this de*n med or exceed the loading Imposed by the 1=1 building code and the particular applicittion. The design assurnes that the top chord HOMEWOOD. is laterally braced try the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TIC Snow 0.00 psf SnowDur L=1.15 P=1.1S noted. Bracing shown is for Larteral support of components members only to reduce budding length. This component shall not be placed in any TIC Dead 9.00 psf Rep Mbr Bnd / Comp / Tens TRUSSenwonmerd that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle, install 'Joint Trusal BC Live 0.00 psf 1.15 / 1.00 / 1.00 F4445 Northpark 19r o7o Springs, CI) �0907 and brace this truss; in accordance ilh the following standards: and Cutting Detail Reports'awtilable as output from sollware, 'ANSUTPI 1'. %VrCA V - Wood Truss Council of America Standard Design Responsibilities. SUILDING COMPONENT SAFETY INFOPMATIOhr - . BC Dead 8.00 psf O.C.Spacing 2- 0- 0 (BCSl 1-03) and SCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institurte UPI) Is located at 583 DOnoffic, Dive. Madison. TRUSPLUS 6.0 VER: T6.5.0 Wsconsin53719. The American Forest and Paper Association (AFPA) is lowed at 1111 lath Street, NW, Ste 800, Vftshingion. DC 20036. Bldg Code: UBC -97 DEFL RATIO: L/240 TC: L/18 r .71 =W1 Ilyza 44 TRUSS 0 LOOMIS OFFICE 3243 Rippey Road Loomis, CA 95650 Phone: (916) 652-4655 Fax: (916) 652-3860 0 MARYSVILLE PLANT 5033 Feather River Blvd. Marysville, CA 95901 Phone: (530) 743-8855 Fax: (530) 743-8856 Truss Design Sub ittal Designed By: Date: Technical Representative: Kristina Cabrera October 27, 2005 Richard Shippen X An enclosect cLrawings are in alpha -numerical order * rNAIM+ A -D Const Office Phone: Office Fax: Plan/Elevation: I Floor SystenrJo IRoof Systern:LO Work Order # 0611005 PrQiect Plan 1618_5'�� &'111g" Oroville, CA ", Site Phone: BU Site Contact: BUIL 0 Original Submittal WET*LS 0 Complete Revision 0 Partial Revision: Replaces individual drawings 0 Addition: Add to Original Submittal Z LUMBER SPECIFICATIONS: SHEATHING ON ONE FACE REO. -2X4 #2 DF -L CHORDS SHEAR DESICN BY OTHERS 2X4 STD. DF—L STUDS 16-14-10 OR 20-10-10 PSF. LOADING CUTOUT FOR 2)4 70 MPH WIND LOADING uo' FOR GABLE ASSEMBLY GREATER THAN 5'-10" IN HEICHI SEE CE -2. ADD-ON SAME SIZE AND GRADE AS TOP CHORD WITH 16d NAILS AT 12' D.C. ADD ON SPLICE TO OCCUR VARIES AT PANEL POINTS YfIlH CLUSTERS 2-i6d NAILS A- HORIZ. VENT MEMBERS OUTLOOKER DETAILS NOT REOUIRED CABLE END DETAILS CUI(XJI FOR 2NA 1 —. ' A UP TO 24" O.C. I BEVEL CABLE END FRAME 1.5-3 ONE SIDE AND (2) 14 CA 2" STAPLES OU OTHER SIDE OR (5) 2" 16 Do. STAPLES 3-5 MIN. OR L * E PLATE AS ON I= OPTIONAL CANTILE\�R 1_���l UP TO 48" WITH STUD @ WALL UP TO 24" NO CHANCE /,,-- <-SEE OUTLOOKER DETAIL 2X4 DIAGONAL BRACE AT GABLE END FRAME-- TRUSS CENIERLINE OR AT 16'-0- O.C. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REOUIREMENTS f6d AT 24" BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONL( AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL. -CTION A SE SEE TPI HIO -91 FOR OTHER BRACINC RECOMMENDATIONS A/5932 u! I OL 12/'3��i3O,2-* 2. - 16d NAILS DIAGONAL BRACE AT CENIERLINE OR AT i6,_O" O.C. a 45 DEC. v . If PEAK PLATE: 3-4 (2x4l 5-5 (2x6l 6-6 j2x8j Iml SC SPLICE: 3-4 (2x4I 5-5 (2x6I &0 (2x8) A MAXIMUM 40 PSF LIVE LOAD. 80 MPH WIND EXPOSURE C, LESS THAN 20'-0* WALL HEIGHT ?,C)f ES M No. C 4 rn UJI m cc EXP. 1 1 x 1.6-3. CING DETAILS MAXIMUM 1'-0* EAVE WITH 6'-0' MAXIMUM BLOCKS @ 32'o.c. OR 2'-0' EAVE, BRACE SPACING MAXIMUM, WITH 4x2 12 OR BTR. OUTLOOKERS CUT INTO GABLE 0 32'o.c. 2x4 BRACE 2x4 12 MINIMUM CONTINUOUS STRONGBACK BRACED TO ROOF STRUCTURE AT 6'-0' MAXIMUM. ri7 STRONGBACK AT; 2x4 STRONIGBACK BRACED 4'-10' CLEASPAN, 70 MPH AT EVERY G' -O' MAXIMUM L 4'-1.5'CLEARSPAN, 80 MPH MINIMUM GRADE CHORDS AND STUDS 2x4'ST1UD/STANDARD. 11 M I N AIDE R S TU IT. OR " CHO DS 2x4 S ID/.T N -AR STUDS TO BE MAXIMUM 24-o.c. a, ; -WALL=CING PER WALL BRACING PER su DESIGNER. HEEL PLATE: 3-4 12x4) 5-5 (2x6)' 6-6 12XB) CONTINUOUS BEARING WALL 2x4 CONTINUOUS -BACKING WITH 18d NAILS AT 24- D.C. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) SHEATHING TO OABLE 2x4 SOLID BLOCK WITH 3-1 Od NAILS Sd AT 6' o.c. OA13LE STUD EA. END AND Od NAILS FROM SHEATIONO TRUSS, Sd AT 8' o.a. TO BLOCK AT 8'o.c. 11A 18d AT 24' c.c. I Y.' NOTCH 032- o.c. 2-1 $do 18d 0 / SOLID 13LOCK AT 2-1 6d WITH 2-16d TOE- I 24"o. Im4 BRACE NAILED EA. END '2- 1 Od WITH 4- 1 6d NA It 5 1 1" %PAGING UAFE WARNING Read all notes on this shoot and give a copy of It to the Erecting Contractor. u8c CONTINUOUS 2/11/99 -1—j-1 t imng con,pon.m 11 h.8 boon bsiod on pooecsi,ons pimavd by the Cmponon, oladwo, SM 0., n 1�8 III IN ancl AFPA d.,.gn go,60,03. No loopentlho, ry 4 "sumw ko, chmonamnel Accoscy. Ljononsoont, one 'A bA., 10% b, b.: I t!" "w -1-ft NO' 11. Wol I U,,g pnor to IshwAlion the tholdint, d.Sigftr Sh&I a.Con,,n th&t.Wo joepo "110 o, .--.d M. lwOmg "POAmJ by the local bu0chng two. It It &SIUMId that the top ChWU I. to—ov D'.w 07 the "_M-nQ &nd 9nopo u- In. co"'Po -1% -1 to '*UIW htXkI1nQ tonyth. 1h,o Component ZI%WI not t' PL -ed m " en—'e-4 Into al lhm�= oo�d IV% mWw C� �h-Ooo PW@ conotoon. Fabncoo. nerIdoo. "no &V beee 0" VMS. In IRUSWAL SYSMW C011W-VAIUN -11 the IlwI-1-9 0.1"44. 'IAU3COM MANUAL'by Tou—N.'OLIAury cowam STANDMD FOR Uff7AL pLATE COApaCTTD GABLE DETAILS WOOD 'RLISSCS'. 11011146). '"A"OL)NO INSTALUNO AND ORACING METAL ftATt CONNECTED WOOD TrAj63g& . (M9.9j) &_4 "Wq, Co IVTF4 $3 ?19. The A-,,oncon F.ow P4pw A�� JAPPA) to socaso,; 111 1260 Connectow Afte. NW. 6W 200. W"renow. OC 200"� . 110MEWOO ���[TRUSSJ- Z- it, J- S'04Le-s 706, tjpm-, or\j�_ E,-",C�4 - k0a.D I o -70 p CA 04-D o F �z4rAE, 9 1 p 717o—�, TAICK. �:�\Q--5 !Z 'BLCCV-ir�C; NC�71,5\ACLNW Clr-�,,eXTJ Z-,< HIP 9,p,�:Tep, S%r4y-CZ5, (Z.-tak END NA%L:-� �klp o" 0. s e -C, EA G I N &j-, j r-� s HIP I 4usse-5 Q F-X-7E,,j C) -M p c*�C�D I 3—bk-Tbe-omL5orj muL-n—PLE Z _ lo� Commotis EPIC> MAOL 01`4 SI(46Li,-FLY pitito Milo . TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX(719) 598-8463 C001003160 11/14102 Users of Truswal engineering: TX01087001 The TruSPIUSTm engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by using Truswal Systems Brace-ItTm or a 1 x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1 A 1x4 or 2x4 structurally graded "T" brace may be nailed flat to the edge of the member (up to 2x6 web members only) with 1 Od common or box nails at 8" o.c. if only one brace is required, or may be -nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. For 2x8 and larger web members, bracing must be done per building designer, or 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of -scabs and "T" braces, or any other approved method, as specified and.approved by the building.. designer. EXAMPLES "T"BRACE L Please contact a Truswal engineer if there are any questio 2. C:Vnsoffice%vAnworcAbracA�.n&oo.tet 2 '=Load Bearing Wall Heights: Sheathing: i 1OWN= 11,�M n- ---------- - R) �4 VA -�� �tZ) tA c-fllria 3D 1,aycUPtL--xri 3-63-8 SALES REP: RS WO#r 0611005 DUE DATE: SCALE; 1"-7''0" ID C c> z -i E3 =-Li c= t-- :L c> ri DSGk4R/CHKR: KC / BW Date: 10/25/2005 8:13 0 �c)-,rl 1 1 4a TC Live 16.00 psf DurFac-Lbr 1.2s T A L TC Dead 9.00 pof DurFac-Plt 1.2S BC Live 0.00 PSE O.C. Spacing: 24.0 Sy E�!M I S BC Dead e.00 paf T.tal 33.00 p8f Design Spec: UBC -97 #Tr/#Cfg: S6 / 0 0 Job Name: Plan 1618 j,u as �.J-r unIess sly, n b 8p '11'(Noa 'r &MiMSgQLMiIS IR . Z rgnjor,"'16W. ,,Ml,f &W ,.iw as ap p - (oerps'W�t 1 e). Truss ID: Al Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFIL #1 Plating src : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 2- 5-12 933 3.50:: 1.50:: 2 22-10- 4 779 3.50 1.50 BC 2x4 DFIL #1 WEB 2x4 DFIL STANDARD THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -316 lb Support 2 -247 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF RANGERS ARE INDICATED ON THIS DRAWING, Thi S truss is designed using the on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. MAX DEFLECTION (Nan) : PLATING BASED ON GREEN LUMBER VALUES. I -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg.Enclosed = Yes, Importance Factor = 1.00 L/999 IN MEM 10- �LIVE) D= T= -0.21" Left Overhan% are not to be removed. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Trus_ Location = Not End Zone L= -0.10" -0.11' MAX DEFLECTION (cant) : OVERHANG(S) BE SHORTENED UP TO 3" MAX.! Left Overhang Soffit loading 0.0 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex&J.Category = C Bldg Length 32.00 ft Bidg idth 43.00 ft L/999 IN MEM 7-8 �LIVE) psf = = Mean roof height = 14 �6 ft, So L� 0.01" D= 0.02' T= 0.03" 9.00 psf Rep Mbr Bnd mph n : UBC Standard Occupa cy Dead Load 10.2 NMCAL MEMER FORCES: Wit ft the to 19% psf TC M4%. OUR. / TEIJ,113111, CSI 1.00 K;�� TRUSS -not be placed In any en%imitment that cause moisture content of wood aceed andtor cause connector plate corrosion. OL 1 1.25 / 1. 0 13 1-2 534 1 333 1. 0:29 1/ 0.00 psf 2-3 541 1:88 324 1. S 0 27 Falbricate, handl% Install and brace 11iis truss In accordance with 'JOINT DETAILS by Truswal. 'ANSVTP1 1'. WrCA 1'-Vbod Truss Council BC Dead 8-00 3-4 872 1.25 332 1.60 0: 19 4 5 1061 1 25 404 1 60 0 . 42 1.00 COD Springs, CO 80907 of Airalca Standard Design Responsibilities, %ANOUNG INSTALLING AND BRACAW. METAL PLATE CONNECTED V�0013 TRUSSES S -6 : 211 251 369 1 601 0 . 48 _ 117 : PSf O.C.Spacing 2- 0- 0 .0 COMP.JDUR.I,/ TE7 UR CSI Design Spec 7-8 -283 1 2S '�113 1. 117'e American Forest and Paper Association (AMA) Is located at 111111 19th Stred,NWSteSO0,Washingtcn,DC20038. TOTAL 33.00 psf 8-9 -161 1: 60 9-10 -99 1 60 1 00: J.: 2S 2. 67 1 25 0 32 10-1.1 _2S9 1:60 1029S 1:2S 0:39 WB 02N� DUR. . R. 2: 8 1.25 179 1.60 0.06 3_8 -110S 1.25 Z 369 1.60 0.79 3 9 -1.15 1* 33 120 1.60 0 04 11 1 4_9 1.60 203 1.33 0:08 __63 4- 12 1:j8 8:21 g 1:? _I 5 3811 07 SIS 3 2-5-12 5-64 3-" 3-&0 8-0-0 2-5-12 8-0-0 11-6-0 15-0-0 23-0-0 11 1 2 3 11-6-0 4 6 5 -t7 t '17 2. G-3-15 F5 DO - 4-4 5001 V-4110 U1:_z4f 2-5-12 6-&4 2-5-12 9-0-0 5-0-0 14-M 9_0_0 23-M 3 HIP 0-3-15 j,u as �.J-r unIess sly, n b 8p '11'(Noa 'r &MiMSgQLMiIS IR . Z rgnjor,"'16W. ,,Ml,f &W ,.iw as ap p - (oerps'W�t 1 e). 10126/2005 WARNINGRead an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction rds design Is for an Inelf0dual building component not In -w systerm it has been based on specifications prvAded by the component manufacturer WO: Drive -T -0611005-L00005100001 and done in accordance with Me current versions of TPI and! AFPA design starrelards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 23 WT: 135# Cimenslonsare to be verified by the wripment manufacturer arKVor btilkling deslgrw prior to fabrication. The building designer mizi ascertain that TC Live 16.00 psf DurFacs L-1.25 P=1.25 HOMEWOOD the leads utilized w this design meet or exceed the loading Imposed by the loced buldfing code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor streathing and the bottom dbord is laterally braced by a ftid &-dralfrIng material drectly allached. unless othemise noted. Bracing ~ is for lateral support of components noydxws only to reduce budding Imp. This component TC Dead 9.00 psf Rep Mbr Bnd 1.15 Wit ft the to 19% Rep Mbr Comp 1.00 K;�� TRUSS -not be placed In any en%imitment that cause moisture content of wood aceed andtor cause connector plate corrosion. BC Live 0.00 psf 4445 Northpark Dr. Falbricate, handl% Install and brace 11iis truss In accordance with 'JOINT DETAILS by Truswal. 'ANSVTP1 1'. WrCA 1'-Vbod Truss Council BC Dead 8-00 Rep Mbr Tens 1.00 COD Springs, CO 80907 of Airalca Standard Design Responsibilities, %ANOUNG INSTALLING AND BRACAW. METAL PLATE CONNECTED V�0013 TRUSSES PSf O.C.Spacing 2- 0- 0 -" B-91) arral W B-91 SUMIVARY SFEET by TPI. The Truss Plate Institute (TPI) Is located at 170nohio Drive. MadisM VAsoonsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 117'e American Forest and Paper Association (AMA) Is located at 111111 19th Stred,NWSteSO0,Washingtcn,DC20038. TOTAL 33.00 psf DEFL RATIO: L/240 TC: L/2 j lJob Name: Plan 1618 Truss ID: A2 Qtv: 2 ___1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 2- 5-12 846 3.50:: 1.50:: BC 2x4 DFL #1 2 22-10- 4 783 3.50 1.SO WEB 2x4 DFIL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. MkX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. L/999 IN MEM 10-12 �LIVE) L= -0. 10" D= -0. 3.1' T= -0. 21" G=0.61" D= O_.01' T=' 0.02" CRMCAL MEMER FORCES: TC CIW,IDUR TENS 11 Rj CSI 0 1:.�, 0.24 1-2 33 2-3 :22 58 �3 2 0.24 68 3-4 -890 0.19 4-5 -1071 0 42 5-6 -1183 0:48 SC O".JDIJR,j� TENS. CS ??R I 7:8 -69 1 25 :. 3 0 6 8 9 - 195 1:60 So 1 235 0:21 , 9-10 -U7 1.60 689 1.25 0 32 10-11 -277 1.60 103ST251 0:40 IiB 0". 1131JR. Z TENS. DUR. I 2 -8 259 1 25 187 1.60 0 06 3 8 _917 1 :25 250 1.60 0:66 3: 9 -126 1 : 33 139 1.60 0 04 4-9 -86 1 60 216 1.33 0:08 4-10 -192 1 60 524 1.25 0 . 21 S-1.0 -326 1:251/ 23011.601 0.07 t 5-1-7 t 2.5-4 0-3-15 I= Plating src : ANSI/TPI - 1995 THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 21:12 1 5-64 1 3-6-0 3-6-0 B-0-0 2-5-12 8-0-0 11-6-0 15-0-0 23-0-0 11-6-0 i 11-6-0 1 2 3 4 5 6 F5. 0 _0 4-4 5001 UPLIFT REACTION(S) : Support 1 -263 lb Support 2 -254 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes Importance Factor = 1.00 Truss Location - Noi End Zone Hurricane/Ocean Line = No Ex&,.Categor4 Bldg Length = 32.00 ft Bldg idth = VOCO ft Mean roof height = 14 �6 ft, mph 80 UBC Standard Occupancy: Dead Load 10.2 psf U:_Zoj u: -Z.04 23-0-0 7 8 9 10 11 2-5-12 6-64 1 5-0-0 1 9-0-0 2-5-12 9-0-0 �4-0-0 23-0-0 Unless shown bv "19'(18 cia.). "K716 na.). or'MXnV%M 20 t 5-8-13 fHIP 0-3-15 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Individual building component not in= system It has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LO0005-JO0001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC 23 Wr: 132# Dirriensionsare to be verified by the component manufacturer ardfor building designer prior to fabrication. The building designer must ascensin that = TIC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD the loads utilized on this design meet or e)ceed the loading Imposed try the local building code and the particular application. The design assumes that the top chord is Laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a ftid sheathing material directly attached. unless otherwise noted. Bracing shown Is for Lateral support of cornIponents members only to reduce budding length. This component TC Dead 9. 00 psf Rep Mbr Bnd 1.15 E2!5= TRUSS shall not be placed In any environment that will cause the moLsture content of the wood to e)cftd 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Comp 1.00 4445 Northpark Dr. Fabricate, handle, Install and brace this truss In accordance with 'JOINT DETAILS! by Truswal,ANSVTPI 1'. %NTCA I�Wbodl Truss Council BC Dead 8.00 Rep Mbr Tens 1.00 Collo Springs, CO 80907 of America Standard Design Responsibilities. WNDLING INSTALLING. AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! Psf O.C,Spacing 2- 0- 0 4HIB�91) and "091 SUMMARY SHEET by TPI. The Truss Plate Institute (TPQ Is located at D'Onofrio Drive, Madison, VVLsoonsin 53719. Design Spec USC -97 TRU S P L U S 6 . 0 VE R : T6 4 2 �Ihe American Forest and Paper Association (AFPA) Is located at I I i I 19th Street, INN, Ste 800, Washington, DC 20036. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/241 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A2A Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 20 DFL #1 Plating sgc : ANSI/TPI - 1995 This design based on chord bracing applied 1 2- 5-12 890 3.50" 1. 50" 2 22-10- 4 819 3.50" 1. 50" BC 2x4 DFL #1 WEB 2x4 DFL STANDARD THIS D SI IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following Schedule: max o.c. from to Wr: 130# BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 48.00" 8- 2-14 14- 0- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) : HOMEWOOD MAX DEFLECTION (irn) : Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -277 lb 9.00 psf L/999 IN MEN 10- �LIVE) T= Permanent braci s required (by others) to Tg i/topp GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -251 lb L= -0.19" D= -0.20' -0.39" MkX DEFLECTION (cant) : prevent rotation ing. See BCSI 1-03 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS Continuous lateral bracing attached to flax This truss is designed using the UBC -97 Code. shell not be placed In any en%4ronment that wilt cause the moisture content of wood exceed andfor cause connector plate, corrosion. 'JOINT Truswal,'ANSUMI 1'. `WTCA V-Vbod Truss Council L/829 IN MEM 7-8 �LIVE) P LATING BASED ON GREEN LUMBER VALUES. TC as indicated. Lumber must be structural Bldg Enclosed = Yes, Importance Factor 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 L= -0.04" D= -0.04 T= 0.07" BC Dead grade. Brace @ 24" o.c. unless noted. Truss Location = Not End Zone 2- 0- 0 CRrrICAL MEMER FORCES: TC OW-JOUR*11 TjjDURj .(HIB -91) andHIB-91 SUMMARY SHEET by TPI. The Tniss Plate Institute (rPI) Is located at Donofrio CrIw, Madison, Wisconsin 53719. Hurricane/Ocean Line = No Ex&iCatego Bldg Length 32.00 ft Bidg ry3=000 ft Design Spec OCII 1-2 2 . , -242 1 �C 1 2-3 -1U7 1: ."7 TRUSPLUS 6.0 VER: T6. 4. 21ftle American Forest and Paper Association (AFPA) Is located at I I I I 19th Street, NW. Ste 800, Washington, DC 2OM6. = Mean roof height = 14.t6 ft, mph 80 33.00 Psf 3-4 -9911 4-S -im 1: 00: S'9 UBC Standard Occupancy, Dead Load 10.2 psf 5-6 -1327 1. 0.34 ---------- LOAD CASE #1 DESIGN LOADS ---------------- Di r L.Plf L.Loc R.Plf R.Loc LL/TL BC COMP. -R. S' T% TC Vert so 00 O_ O_ 0 50.00 23- 0- 0 0.64 7 -157 1 25 iL:. So 0 - 8 9 93 1 25 f So OT I I TC Vert 66:00 23- 0- 0 66 . 00 24- 6- 0 0.16 IDUR. J� 9- 10 -120 1 60 Z 991 1.25 BC Vert 16.00 0- 0- 0 16.00 23- 0- 0 0.00 10-U -240 1:60 / L189 1.25 00:4'7 Type... lbs X. Loc LL/TL k*Vert 0.0 22-10- 4 1.00 R� TENS * OUR * C'It 2"'a C'Np'�o1fU:. 2. 12 - 0 -8 -874 1. 10 BC Vert 40.0 9- 1- 0 0.00 -11- 0 BC Vert 40.0 13 0.00 2-9 -125 4 J.: 21 1 :41 1 0.06 3 9 4 0.12 1 1 5-10 -296( 0.07 t 5-1-7 t 2.5-4 0-3-15 2-5-1 6-6-4 5-0-0 3-0-0 6_0_0 2 9-0-0 14-0-0 17-0-0 23-0-0 11-6-0 11 6-0 F5_0 _0 i 5-0-0 -5.001 2-5-12 u:-zf I U.-zo I 6-6-4 9-0-0 5-0-0 14-0-0 900 2;-�-O t 5-8-13 HIP 0_3_15 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an lndWual building component not truss system 11 has been based on specifications proAded by the component manufacturer WO: Drive--T-0611005-LOOOOS-)00001 and done In accordance with the current ersions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 23 Wr: 130# Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16. 00 psf DurFacs L=1.25 P=1.25 HOMEWOOD the loads utilized on 0111, design meet or exceed the loading Imposed by the local building code and the particular application. The design assurnes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a Nid sheathing material directly attached, unless otherwise noted. Bracing shon is for lateral support of components members only to reduce budding length. This component TC Dead 9.00 psf Rep Mbr Bnd 1.00 the to 19% Rep Mbr Comp 1.00 [qZ7';Z= TRUSS shell not be placed In any en%4ronment that wilt cause the moisture content of wood exceed andfor cause connector plate, corrosion. 'JOINT Truswal,'ANSUMI 1'. `WTCA V-Vbod Truss Council BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate, handle. install and brace this truss In accordance with DETAILS by of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 8.00 psf O.C.Spacing 2- 0- 0 .(HIB -91) andHIB-91 SUMMARY SHEET by TPI. The Tniss Plate Institute (rPI) Is located at Donofrio CrIw, Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6. 4. 21ftle American Forest and Paper Association (AFPA) Is located at I I I I 19th Street, NW. Ste 800, Washington, DC 2OM6. FOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24, Job Name: Plan 1618 WAKIVINURead aH notes on this sheet andgive a copy of it to the Erecting Contractor. Truss ID: A3 Qty: 3 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platiu sE;c : ANSIOI - 1995 This design based on chord bracing applied 1 0- 1-12 799 3.50:: 1. 50:: BC 2x4 DFIL #1 THIS D SI IS THE POSITE RESULT OF per the following schedule: 2 22-10- 4 898 3.SO 1.SO WEB 2x4 DFIL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 48.00" 8- 2-14 14- 0- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACrION(S) : MAX DEFLECTION (span) : Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -249 lb L/999 IN MEM 7-8 �LIVE) Permanent bracigg is relyired �by others) to GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Support 2 -280 lb L= -0.08" D= -0.08- T= -0.16" prevent rotation/topp Ing. ee BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHER��. Thi s truss is designed using the CRITICAL MEMER FORCES: TC CONP*jD R, / TIS U Rol and ANSI/TPI 1. Continuous lateral bracing attached to Tla't UBC -97 Code. 091 1 2 -1539 1 2 1 !: 6 2 PLATING BASED ON GREEN LUMBER VALUES. TC as indicated. Lumber must be structural Bldg Enclosed = Yes, Importance Factor = 1.00 2 :2 -3 -1399 1 1. , 0 35 ID 1� Fabricate. handle, Install and brace this truss in accordance with 'JOINT DETAILS! by TruswaI,ANSVTPI 1% `WrCA V -Wood Truss Council grade. Brace @ 24" o.c. unless noted. Truss Location = Not End Zone 3:4 :1279 1. 0.68 4 5 1405 1. 0.34 Rep Mbr Tens 1.,00 Hurricane/Ocean Line = No Ex&,Categor 5_6 _1541 1. 0.42 Bldg Lenfth = 32.00 Bidg 4y3=OCO ft Mean roo height = 14. ft, mph 80 % BC 02% D IR 'I UR Twi 1. B 091 7 1.66g 2- 0- 0 UBC Standard Occupancl'D Dead Load 10.2 psf 8:8 9 -240 1.60 1279 1.25 0 40 9-10 -31511.60 137211.251 0:41 ---------- LOAD CASE I ESIGN LOADS ---------------- Di r L. Plf L. Loc R. Pl f R. Loc LL/TL UBC -97 TRUSPLUS 6.0 VER: T6.4.2 Pbe American Forest and Paper Association (AFPA) is located at 11111 lith Street, NW. Ste 800. Washington, DC 20036. TC Vert 50.00 O_ O_ 0 50.00 23- 0- 0 0.64 IM CONP,JDURj� Rj C1I Psf DEFL RATIO: L/240 TC: L/24, TC Vert 66.00 23- 0- 0 66 00 24- 6- 0 0 16 2:8 -232 1 2� _.5 3_8 1: 111017. 0.15 BC Vert 16.00 0- 0- 0 16:00 23- 0- 0 0:00 -72 4 9 372 1.25 0 15 1.60 ..�ype... lbs Loc LL/TL tl� 5 _9 _i74 27 1.25 174 1.60 0:06 ert 0.0 22X -10- 4 1.00 BC Vert 40.0 9- 1- 0 0.48 BC Vert 40.0 13-11- 0 0.48 t 5-1-7 t 2.5-6 0-3-15 6 5-8-6 7-0-0 0 17-02:5 144-3 23-0-0 11-6-0 11-6-0 1 2 3 4 5 6 F5. 6 -6 i 5-0-0 -5.001 B1 B2 W:308 V\008 R:799 44 404 R:898 U-249 U:-280 23-0-0 7 8 9 10 8-7-13----A 5�8�6 1 8-7-13 -1 8-7-13 1 -3 23-0-0 t 5-8-13 2E fHIP 0-3-15 WAKIVINURead aH notes on this sheet andgive a copy of it to the Erecting Contractor. Cust: A -D Construction 'this design Is for an Individual building component not tam system It has been based on specifications proAded by the component manufacturer WO: Drive-T-0611005-LOOOOS-)O0001 and done In accordance with the current wrsions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC 16 Wr: 123# Dlmenslo�re to be %erified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that = HOMEWOOD the load, utilized on this design meat or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a Nid sheathing material directly TC Live 16.00 psf DurFacs L=1.25 P=1.25 allached, unless other.1se noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 9.00 psf Rep Mbr 8nd 1.00 TRUSS shall not be placed in any ervAronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Comp 1.00 4445 Northpark Dr Fabricate. handle, Install and brace this truss in accordance with 'JOINT DETAILS! by TruswaI,ANSVTPI 1% `WrCA V -Wood Truss Council 8C Dead 8.00 Rep Mbr Tens 1.,00 Co7o Springs, CO k907 of America Standard Design Responsibilities. I-IANDUNG INSTALLING AND BRACING MEETAL PLATE C0NWCTIED WDC0 TRUSSEV Psf O.C.Spacing 2- 0- 0 .(HIB -9 1) and HB.9 I SUMMARY SFEEr by TPI. The Truss Plate Institute (rPI) Is located at CrOnotdo, Drhe, Madison. Wsconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 Pbe American Forest and Paper Association (AFPA) is located at 11111 lith Street, NW. Ste 800. Washington, DC 20036. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24, [Job Name: Plan 1618 Truss ID: A4 Qty: 1 BRG X C _�032 REACT SIZE:: RE D:: 1 0- 1 799 3.50 1?;0 2 22-10- 4 898 3.50 1.50 BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION Ian) : L/999 IN MEM 9-1 �LIVE) L= -0.1.111 D= -0.11' T= -0.22" CR1TICA,L MEWER FORCES: Tc IR T%,j1Rj 1-2 1.2i i:.._ 0.4' 2:3 1310 1 25 1 0.31 3_4 _11M 1:25 0 44 J� 4_5 _ 1304 1 25 0:35 56 _151911:25 0 . 45 Bc olw,[DIIRj� TE11411 C51 - 78 1. .44 B j 1:2 51 0 8- 9 :314 1, 17 191 1. . 21 0.39 9-10 -315 1.60 1354 1.25 0.44 WS 00141'.101.1 TEN' OUR ' CSI R - 2-8 -282 1 25 _ 0 7 1211 1: 3-8 -70 1:60 1. 25 0:01, 1 3:99 -88 1 60 0 05 1 4 : -67 1:60 0 is 5_9 -283 1. 25 0 .07 TC 2x4 DFL #1 BC 2x4 DFL #1 WES 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/topp ing. See BCSI 1-03 and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. t 4-5-8 1 2.5-6 0-3-15 Platinp src : ANSI/TPI - 1995 THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR I -PLY AND 3" HANGER NAILS FOR KULTI-PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HAN ERS MUST BE RE-EVALUATED (BY OTHERS). Cont�lnuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 7-0-0 2:7-13 341-6 2��7 �13 7-0-0 9_7_1 13-4-3 i 9-10-15 9-10-15 1 F5. 0 _0 i 3-0-0 --5-001 This delign based on chord bracing applied per the ollowing schedule: max o.c. from to TC 48.00" 9-10-15 13- 0- 0 UPLIFT REACTION(S) : Support 1 -249 lb Support 2 -280 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, I ortance Factor = 1.00 Truss Location = Not E7d Zone Hurricane/Ocean Line = No E%Category C Bldg Length = 32.00 ft Bidg idth = 43.00 ft Mean roof height = 14.�3 ft. nph 80 UBC Standard Occupancy, Dead Load 10.2 psf ---------- LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 50.00 0- 0- 0 50.00 23- 0- 0 0.64 TC Vert 66 00 23- 0- 0 66.00 24- 6- 0 0.16 BC Vert 16:00 0- 0- 0 16.00 23- 0- 0 0.00 k_Tepe lbs X.Loc LL/TL t_-- 0.0 22-10- 4 1.00 BC Vert 40.0 9- 1- 0 0.48 BC Vert 40.0 13-31- 0 0.48 Bi B2 W.308 W.308 R:799 40j 404 R'898 U-249 U-280 23-0-0 7 8 9 10, 9-7-13 3-" g7;1 3 5-7-13 13-4-3 _0 t 5-0-14 0 fHIP _3_15 ME ror Po=t1..!Ya"s1 '.QP&ve.'q9PdW, rva=' p ess ' ial I U1zb1zUU5 WARNINGRead ati notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an IndhAdual building component not truss system It has been based on specifications proV4eci by the component manufacturer WO: Drive-T-0611005-LO0005-JO0001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 16 WT: 126# Dimensionsare to be %erified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 the leads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord is laterally braced by the roof or I,= sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC D ead 9.00 psf Rep Mb r Bnd 1.00 allached, unless otherwise noted. Bracing shown Is for lateral support of components members only to red" buckling length. This component Rep Mbr Comp 1.00 TRUSS shall not be placed in any en,01ronment that vAll cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. 'JOINT BC Live 0. 00 ps Rep Mbr Tens 1.00 4445 Northpark Dr. Colo Springs, CO 80907 Fabricate, handle, install and brace this truss In accordance with DETAJLT by Truswal,ANSVTPI 1'. VVrCA 1%Wood Truss Council of America Standard Design Responsibilities, "ANDLING INSTALLING AND BRACING KeTAL PLATE CONNECTED WOOD TRUSSES BC Dead 8.00 Psf O.C,Spacing 2- 0- 0 4HI&91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPD is located at CfOnofilo Drive, Madison, VVIsoonsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4. 2p�he American Forest and Paper Association (AFPA) Is located at I I I I Ift Street, NN, Ste 800, Washington, DC 20038. FOTAL 33.00 PSf DEFL RATIO: L/240 TC: L/24 lJob Name: Plan 1618 Truss ID: A5 Qty: 1 1 BRG X-�OC REACT S F:: R2E?;D,, TC 2x6 DFL #2 12 2067 3!Z 1 0- 1 50 0 2x4 DFL #1 & Btr. 1-2 2 22-10- 4 2195 3.50 2.34" 2x4 DFL SS 4-5 BRG REQUIREMENTS shown are based ONLY BC 2x6 DFIL #2 on the truss material at each bearing WEB 2x4 DFL STANDARD MAX DEFLECTION (span) : PLATE VALUES PER ICBO RESEARCH REPORT #1607 L/999 IN MEM 7-8 �LIVE) Loaded for 10 PSF non -concurrent BCLL. L= -0.16" D= -0.17' T= -0.33" Drainage must be provided to avoid ponding. CR M CAL MEMBER FORCES: Continuous lateral bracing attached to flat DIR, TENS 'OUR.) S CSI TC as indicated. Lumber must be structural 1': mi 0.91 2 JL: 0 grade. Brace @ 24" o.c. unless noted. 2 3 -5390 1 3-4 :5390 1.25 0195 4-5 473411.25 0.95 8C OOMP.(DUR.)/ TENS. IR 6-7 403S 1.B) 0983 7-8 4061 1 25� 00:72 a 9 4344 1:2S 71 9-10 431911 . 25 0.88 W COMP.(DUR.)� TEN 10D�R 2-7 1 961 0 CSI 2: 8 0:1589 3 8 -613( 0.10 4-8 0.58 4-9 0.15 3-18 1 X: - 0-3-15 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR I -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Permanent bracing isorejuired (by others) to prevent rotation/t pp ing. See BCSI 1-03 and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. 7-5-6 5-6-10 ' 2610 7 - 7-5-6 13-0-0 1�tlO 2;rO-O 7-10-15 7-10-15 ---d 5 2 3 4 r5. 0 _0 275#1 7-0-0 275# 5.001 *8 This design based on chord bracing applied Ff gpVVMX 20 gu� d CIV Imageirns ill as ve. POChon " Ip 'I'r ��L%Tvukrpv.-.'-z ==r. RW Xr . es o, le). per the f6llowing schedule: 10/26/2005 max o.c. from to WARNINGRead aff notes on this sheet and give a copy of it to the Erecting Contractor. TC 30.00" 7-10-15 15- 0- 0 UPLIFT REACTION(S) : This design Is for an individual building component not in= system it has been based on specifications provided by the component manufacturer Support 1 -644 lb Support 2 -684 lb Dsgnr: KC This truss is designed using the #LC = 16 WT: 155# UBC -97 Code. Dimensionsare to be verified by the cornponent manufacturer and/or building designer prior to fabrication. The building designer must ascenain that Bldg Enclosed = Yes, Importance Factor = 1.00 16.00 psf Truss Location = Not End . Zone Hurricane/Ocean Line = No Ex&,Categor4 y3=000 HOMEWOOD Bldg Length = 32.00 ft Bidg . dth ft Mean roof height = 13.61 ft, mph 80 TIC Dead UBC_Standard Occupancy, Dead Load 10.2 psf Rep Mbr Bnd 1.00 --- ------ LOAD CASE #1 DESIGN LOADS ---------------- attached, unless otherwise noted. Bracing shown Is for lateral supped of cornponents members only to reduce buddlng length. This component Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 66.00 - 1- 6- 0 66.00 0- 0- 0 0.16 TC Vert 50.00 O_ O_ 0 SO.00 8- 0- 0 0.64 TC Vert 121.35 8- 0- 0 121.35 15- 0- 0 0.64 TC Vert SO.00 is- O_ 0 50.00 23- 0- 0 0.64 TC Vert 66.00 23- 0- 0 66.00 24- 6- 0 0.16 EIC Vert 38.83 0- 0- 0 38.83, 23- 0- 0 0.00 lbs X.Loc LL/TL fl�.�eype... rt 0.0 0- 1-12 1.00 Design Spec UBC -97 TC Vert 176.0 8- 0- 0 1.00 P&. American Forest and Paper Association (AFPA) Is located at 1111 Ift Street NW. Ste 800. Washington, DC 20036. TC Vert 99.0 8- 0- 0 0.00 33.00 Psf TC Vert 176.0 15- 0- 0 1.00 TC Vert 99.0 15- 0- 0 0.00 TC Vert 0.0 22-10- 4 1.00 BC Vert 971.0 13- 0- 0 0.48 BI B2 W:308 MOB R:2067 971 #1 R:2195 U-644 U-684 TYPICAL PLATE: 3-6 7-3-10 5-8-6 -, 2-8-6 7-3-10 T3 --TO' 15-8-6 73-10 2�_O-O 1 4-2-14 rHIP 0-3-15 Ff gpVVMX 20 gu� d CIV Imageirns ill as ve. POChon " Ip 'I'r ��L%Tvukrpv.-.'-z ==r. RW Xr . es o, le). 10/26/2005 WARNINGRead aff notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an individual building component not in= system it has been based on specifications provided by the component manufacturer WID: DriveT0611005L00005100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assurned for dimensional accuracy. Dsgnr: KC #LC = 16 WT: 155# Dimensionsare to be verified by the cornponent manufacturer and/or building designer prior to fabrication. The building designer must ascenain that TC Live 16.00 psf DurFacs L=1. 25 P=1. 2 5 the foads utilized on this design meet or exceed the leading Irnposed by the local building coda and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TIC Dead 9.00 psf Rep Mbr Bnd 1.00 attached, unless otherwise noted. Bracing shown Is for lateral supped of cornponents members only to reduce buddlng length. This component Rep Mbr Comp 1.00 f;7PS= TRUSS shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate comoslon. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle, install and brace this truss In accordance with OETAJLS` by Truswal,ANSVTPI 11', %VrCA 1-Wo0d Truss Council of America Standard Design Responsibi lities, liANDUW INSTALLING AND BRACING METAL PLATE CONNECTED V%00D TRUSSES, BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 4HIB-91) and I-fl&gl SUMMARY SFEET by TPI. The Taw Plate Institute (M) Is located at Donofrio Drive, Madison, Wisconsin 53719. - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6. 4. 2 P&. American Forest and Paper Association (AFPA) Is located at 1111 Ift Street NW. Ste 800. Washington, DC 20036. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 Truss ID: AG Qty: 1 ORITICAL MEMBER FORCES: TC 2x4 DFL #1 Platinp src : ANSI/TPI - 3.995 This truss is designed using the WO: Drive-T0611005LO0005300001 BC 2x4 DFL #1 GBL ELK 2x4 DFL STANDARD THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Truss Location = Not End Zone Loaded fo r 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR AND HANGER NAILS FOR MULTI Hurricane/Ocean Line = No , Exp Category Bldg Length 32.00 ft Bldg Width 43.00 = C ft Mark all interior bear' 1 cations * Install interior s) before erection. 1 -PLY 3" -PLY GIRDERS. IF 2.S" GUN NAILS ARE USED, THE = Mean roof height = 14.tiS ft, mph 80 that the top chord Is tatterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a ligid sheathing rnaterfal directly suppo Mar use ad uate t es for gable blocks. HANGERS MUST BE RE-EVALUATED (BY OTHERS). UBC Standard Occupancy, Dead Load - 10.2 psf BUI DING DES?GNER MU N VERIFY GABLE LOADS! PLATING BASED ON GREEN LUMBER VALUES. [tj gable bracing reqouired @ 58" intervals, face. 1.00 FZ71;�= TRUSS shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate conusion. 'JOINT `WrCA 1 exposed to wind applied to "General 0.00 psf Rep Mbr Tens 1.00 Dead See Gable tails" , C002065035. Fabricate, handle. install and brace this truss in accordance with DETAILSby Truswal.ANSINPI I % V -Wood Truss Council of America Standard Design Responsibilities, NANIXING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead 8.00 psf t 5-1-7 t 2. 0-3-15 0 0 a 0 6 6 ch A 2-8-0 4 (6 ob - N C4 6 1 6 6 1 011 2-8-0 01 01 of T P 11-6-0 1 11-6-0 1 2 3 4 5 6 7 89 10 11 12 13 14 15 16 17 18 F5.00 -5-001 3-4 Z-0 4-0 - - - - - - 2-3 2-3 2-3 3.5-4 2-3 2-3 2-3 2-3 unless a I a are Dw�dzo_n.!Ya's t 5-8-13 HIP 0-3-15 PPID J "4ZWN 00 0. 2 1 , J n 2 07 10/26/2005 WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Individual building cornponent not truss System It has been based on specifications provided by the component manufacturer WO: Drive-T0611005LO0005300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 16 WT: 166# Dimensionsere to be verified by the conWnent mnufacturer andfor building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 ithe loads utilized on this design . or exceed the lo.1r. Imposed by the 1.1 building cod. and! a particular application. The design assumes HOME WOOD that the top chord Is tatterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a ligid sheathing rnaterfal directly TC Dead 9. 00 psf Rep Mbr 6nd . 1.15 attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component Rep Mbr Comp, 1.00 FZ71;�= TRUSS shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate conusion. 'JOINT `WrCA BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle. install and brace this truss in accordance with DETAILSby Truswal.ANSINPI I % V -Wood Truss Council of America Standard Design Responsibilities, NANIXING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 819907 .(HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPQ I,. located at Donofrio Drive, Madison. VvIsconsln 537 19. Design Spec USC -97 TRUSPLUS 6.0 VER: T6.4. 2FIe American Forest and Paper Association (AFPA) is located at 1111 19th SUM, NW. Ste 800, Washington, DC 20036. TOTAL 33.00 Psf DEFIL RATIO: L/240 TC: L/24 Job Name: Plan 1618 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B1 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 20 DFL #1 Plating Spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 524 3.50:: 1. SO:: 425 3.50 1.50 BC 2x4 DFL #1 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. a ply when truss not supported in a hanger. URIFT REACTION(S) : 2 12- 8-12 BRG REQUIREMENTS shown are based ONLY WEB PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -196 lb on the truss material at each bearing Loaded for 10 PSF non -concurrent 8CLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -147 lb BRG RANGER/CLIP NOTE PLATING BASED ON GREEN LUMBER VALUES. I -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the 2 LUS26 9 00 psf GIRDERS. IF 2.5" GUN NAILS ARE USED, THE UBC -97 Code. Support Connection(s)/Hancr(s) are attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed = Yes, Importance Factor - 1.00 not des' ed for horizon al loads. SEE SIMAN CATALOG FOR ADDITIONAL INSTALLATION NOTES 1.00 TRUSS Truss Location = Not End Zone Hurricane/Ocean Line - No Ex&J.Catego r4y3=OOC idth MAX DEFLECTION (span) . 0.00 ps f Rep Mbr Tens Bldg Length = 32.00 ft 8idg Q ft Me. roof height - 13 �9 ft, mph 80 L/999 IN ME14 4-5 �LIVE) Fabricate, handle. Install and brace this truss In accordance with DETAILS! by Truswal,ANSWPI 1'. VirCA I�Vftcl Truss Council of America Standard Design Responsibilities, IiAM)UNG INSTAILUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSIEZ BC Dead URC Standard Occupancy: Dead Load 10.2 psf L= -0.03" D= -0.03' T= -0.05" 2- 0- 0 Co7o, Springs, CO 80907 .91) and "B_91 SUMMARY SHEET by TPI. The Truss Plate Institute (rPl) is located at DOrroftlo, Dive, Madison, V&consln 53719. G=GkI_ MEMBER FORCES: - Design Spec UBC -97 R� Ro� '2 '16 Forest and Paper Association (AFPA) Is located at I 111 19th Street, NW. Ste 800. Washington, DC 20036. FOTAL 33.00 Psf '-�'2 1� � 0921 1 2 -586 1. 2:3 -588 1.25 / 212 1.60 0.23 BC O[)MP. cs TE%rl h� �Dtllt. 4_5 -in 1 60�// 0.21 S-6 -131 1:60 / 470 1.25 0.25 W MV. (OUR. TENS.(DIJR.) CS1 2-5 123(0.90) 0.07 6-6-0 6-6-0 �8 12 0_8 6-6-0 1 6-4-8 1 2 3 r6_0 _0 44 -TO-0-1 Bi B2 W:308 W:308 R:524 R:425 U:-196 U:-147 1 1-6-0 12-10-8 10-1-8 1 4 . 5 61 STUB 6-6-0 64-8 6-6-0 12-10-8 t 4-3-15 1 HIP 10/2 05 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Individual building component M truss systern, It has been based on specifications prOlAded by the component manufacturer WO: Drive-T-0611005-LO0005-100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dImenslonal accuracy. Dsgnr: KC #LC = 16 WT: 58# Dimensionsare to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TC Li ve 16.00 psf DurFacs L=1. 2 5 P=1. 2 5* he loads utilized on this design meet or .. the loading Ined by a I=. building code and the particular application. The design assumes HOMEWOOD that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TIC Dead 9 00 psf Rep Mbr Brill 1.15 attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component * Rep Mbr Comp 1.00 TRUSS shall not be placed in any enAronrnent that will cause the moisture content of the wood to exceed 19% and/or muse connector plate corrosion. 'JOINT BC Live 0.00 ps f Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle. Install and brace this truss In accordance with DETAILS! by Truswal,ANSWPI 1'. VirCA I�Vftcl Truss Council of America Standard Design Responsibilities, IiAM)UNG INSTAILUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSIEZ BC Dead 8. 00 psf O.C.Spacing 2- 0- 0 Co7o, Springs, CO 80907 .91) and "B_91 SUMMARY SHEET by TPI. The Truss Plate Institute (rPl) is located at DOrroftlo, Dive, Madison, V&consln 53719. - Design Spec UBC -97 TRUS PLUS 6. 0 VER : T6 4. 2kHe"Arnefloan Forest and Paper Association (AFPA) Is located at I 111 19th Street, NW. Ste 800. Washington, DC 20036. FOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 .jjesg; f# unlesss, as M�=RdUMMMAM'FA�',Sr ^sle). =d. a Truss ID: BG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platin? src : ANSIQ - 1995 UPLIFT REACTION(S) : lb This design Is for an Individual building Component not truss system it has been based on spedfications provided by the component manufacturer 1 1- 9-12 696 3.50:: 1. 50:: 2 3.1- 2- 4 696 3.50 1.SO BC 2x4 DFL #1 WGBEBL 2x4 DFL STANDARD THIS D SI N IS THE POSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -231 Support 2 -231 lb BRG REQUIREMENTS shown are based ONLY BLK 2x4 DFIL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the SHIP on the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR URC -97 Code. that the top Chord IS laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly MAX DEFLECTION (igan) : Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes Importance Factor - 1.00 L/999 IN MEM 11- �LIVE) L= D= -0.02' T= -0.03" Permanent braci Tg i s required �by others) to ing. SCSI 1-03 GIRDERS. IF 23" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Noi End Zone Hurricane/Ocean Line No Ex&iCategor -0.01" MAX DEFLECTION (cant) prevent rotation/topp ee ANSI/TPI 1. May use adequate sta s for able blocks. - Bldg Len?th = 32.00 ft� Bidg WOC ft L/999 IN MEM 8-9 �LIVE) and PLATING BASED ON GREEN LUMBER VALUES. S�le BUILDING DESIGNER MU VERIFY MLE LOADS! Mean roo height 13. 9 ft, mph 8o L= 0.01" D= 0.01' T= 0.02" . . . . . . . . [tj bracing re?ouired @ 58" intervals, URC Ocmc ancK, Dead Load 10.2 CRITICAL MEMBER FORCES: . . . . . . . . . . . . . . OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! gable if exposed to wind ad,applied to face. -Standard --- ------ LOAD E # DESIGN LOADS psf ---------------- Tc OW6101UR.I/ TENS-IOUR. C, Overhang Soffit loading 0.0 See "General Gable Deta ls" C002065035. Dir L.Plf L.Loc R.Plf R.Loc LL/TL OIL 1 .25 34 1.25 0.17 1:2 -394 60 339 1 25 0 11:33 1 08 psf . . . . . . . . . . . . . . . . . . . . . . 1-9-12 TC Vert 50.00 1- 6- 0 50.00 0- 0- 0 0.64 2-3 :404 23 [60 Q.: 3-4 278 1 33 488 1.60 0.17 TYPICAL PLATE: 1-3 TC Vert 75.00 0- 0- 0 75.00 TC Vert SO.00 13- 0- 0 50.00 13- 0- 0 0.59 14- 6- 0 0.64 4-5 278 1:33 4 160 0 17 S-6 404 1 33 23 1 . 60 0 . 28 BC Vert 16.00 0- 0- 0 16.00 13- 0- 0 0.00 6-7 394 1 60 339 1 25 0 30 : 7 -OR 0 1 . 6WO 34 1:25 0:17 BC COMP* rR DUR, CS1 2 ' -9 -274 T%22 0. 08 1 *�� 8 1:. 9 -10 -22 25 O.n 10-11 283 1.33 0.08 2S 41 1:1 0:1 11 22:8 12:1123 -274 i:2s3 42211 601 0 08 WB OW.JDUR TE%11R. 11 2� 2-9 :626 1. 1. 60 0.07 25 0 15 '7190 11:60 2 3:100 !15'1 11:6205 0:02 5-1.1 1.60 0 . 02 6-11 1 25 is 9 152 6-12 1:601 8:07 1 3-11-4 1-9-12 1 5-9-0 1�11- ij i 4 1 1 1 6-6-0 6-6-0 1 2 6 7 F6 00 .jjesg; f# unlesss, as M�=RdUMMMAM'FA�',Sr ^sle). =d. a _001 10/26/2005 2.54 Cust: A -D Construction This design Is for an Individual building Component not truss system it has been based on spedfications provided by the component manufacturer WO: Drive-T-0611005-LOOOOS-100001 t 37-1 2.54 43-3-2 Dsgnr: KC 2.5-44 4-3-15 Dimenslonsare to be verified by the componend manufacturer and/or building designer prior to fabrication. The building designer mist ascenain that TC Live SHIP 2-4 the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes 2-44 that the top Chord IS laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC Dead 9. 00 psf OaD 2.54 Rep Mbr Comp, 1.00 2.54 shall not be placed In any environment that will cause the moisture Content of the wood to coceed 19% andfor cause connect" plate Corrosion. 'JOINT BC Live 131 Rep Mbr Tens 1.00 82 Fabricate. handle, Install and brace this truss in accordance with DETAILS by Truswal,ANSVI'M 1'. %VrCA V -Wood Truss Council of America Standard Design Responsibilities, UANDUNG INSTALLING AND &RACING METAL PLATE CONNECTED WOOD TRUSSES! W:308 8.00 Psf W:308 1-8-0 R:696 R:696 1 _8_0 U:-231 Forest and Paper Association (AFPA) Is located at 1111 19111 Street. NW. Ste 800, Washington. DC 20038. U:-231 33.00 Psf 8 9 10 12 IJ 1-9-12 3-11-4 1 A 10 91 i 1-9-12 _0 lz 1�_il 1;t -O TYPICAL PLATE: 1-3 .jjesg; f# unlesss, as M�=RdUMMMAM'FA�',Sr ^sle). =d. a 10/26/2005 WARNINGRead aii notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Individual building Component not truss system it has been based on spedfications provided by the component manufacturer WO: Drive-T-0611005-LOOOOS-100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for diniensional accuracy. Dsgnr: KC #LC = 31 wr: 95# Dimenslonsare to be verified by the componend manufacturer and/or building designer prior to fabrication. The building designer mist ascenain that TC Live 16.00 psf DurFacs; L=1.25 P=1.25 the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes HOMEWOOD that the top Chord IS laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC Dead 9. 00 psf Rep Mbr Bnd 1.00 attached, unless otherwise noted. Bracing shown Is for lateral support of cornponents members only to reduce buckling length. This component Rep Mbr Comp, 1.00 1qC7K;:= TRUSS shall not be placed In any environment that will cause the moisture Content of the wood to coceed 19% andfor cause connect" plate Corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Colo Springs, CO 80907 Fabricate. handle, Install and brace this truss in accordance with DETAILS by Truswal,ANSVI'M 1'. %VrCA V -Wood Truss Council of America Standard Design Responsibilities, UANDUNG INSTALLING AND &RACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (rPI) is located at CrOnoffic, DO^ Madison, Wsconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6. 4. 219el=lact Forest and Paper Association (AFPA) Is located at 1111 19111 Street. NW. Ste 800, Washington. DC 20038. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24 lJob Name: Plan 1618 Truss ID: C1 Qty: 2 -1 BRG 1 2 BRG on BRG 1 BC OW.IDUR* :L 6-7 2, 1: 60 7-" 9 1 'o 1�1 - 9 _.' '2 1 : 1- 10 -.77 1 88 10-n -647 1.60 VS DOW. DUR. 2:7 _-72 1.60 2 8 125 1: 60 3-8 -594 1 25 1 3-9 -645 1 . 25 4-9 -101 1.60 4-10 -8611.601/ SIZE RE?;OD:: 3 . 50:: 1 3 50 1.50 are based ONLY at each bearing NOTES 29" T= -0.57" 5: TENS DUR* CSI 7 1_ 4j 1:_ I .. 0:4 877 74 883 1 60 0 61 76311:601 0:46 TENS OUR ' CSI S 6 1 � C 9i 2 ' 012 06 25 0 52 0 72 0:56 0 . 61 TENS OUR, CII 1297 1:�, 0 2 1277 0:266 128 1.60 0.03 121 1. 0 04 1242 1.25 0:25 137211.251 0 . 28 TC 2x4 DFL #1 BC 20 DFL #1 WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. . . . . . . . . . . . . . . . . . . . . . . Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi -ply with haers, use 3'. nai s min. into the carrying er. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). IF 2 5" GUN NAILS ARE USED ANY NAIL CLUSTER AMOUiRS SHOWN MUST BE INNALLED FROM THE FRONT AND BACK FACE 8E%UALLY (TOTAL NAILS DOUBLE THE AMOUNT SH ). . . . . . . . . . . . . . . . . . . . . . . Platinp src : ANSI/TPI - 199S THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/topp ing. See BCSI 1-03 and ANSI 1 1. Continuous"Tapteral bracing attached to flat TC as indicated. Lumber must be structural PMde. Brace @ 24" o.c. unless noted. ING BASED ON GREEN LUMBER VALUES. 2 -PLY! Nail w/lOd COMMON stag2ered( NOS) in: TC- 2 BC- 2 WE9_ 2 *PER ff)&rl.* W 1 5-0-0 5-0-0 8-0-0 15-G-0 I 21 -G -O 19-9-0 26-9-0 7-7-15 7-10-15 2-PLYS 1 2 3 4 5 REQUIRED r5. 0 _0 40- +1 10-0-0 2?-" 1 7-5-0-01 41 T T 3-7-83-7-4 3.5-6 91A VV:308 R: 1870 U:-5650. 7-10-0 9-6-0 7-11-8 This design based on chord bracing applied per the following schedule: max o.c. from to TC 48.00" 7-10-15 IS- 0- 0 UPLIFT REACTION(S) : Support 1 -565 lb Support 2 -576 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Importance Factor = 1.00 Truss Location = Noi End Zone Hurricane/Ocean Line - No Ex&,.Category C Bldg Length = 32.00 ft Bidg idth = 43.00 ft Mean roof height - 11.hi ft, mph 80 URC Standard Occ2anci, Dead Load 10.2 psf ---------- LOAD C E # DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/Tl_ TC Vert 50.00 0- 3- 0 50.00 8- 0- 0 0.64 TC Vert 121.35 8- 0- 0 121.35 18- 0- 0 0.64 TC Vert 50.00 18- O_ 0 50.00 26- 0- 0 0.64 TC Vert 66.00 26- 0- 0 66.00 27- 6- 0 0.16 BC Vert 38.83 0- 3- 0 38.83 26- 0- 0 0.00 f�.�eype... 1 bs X.Loco LL/TL rt 257.0 8- 0- 1.00 TC Vert 144.6 8- 0- 0 0.00 TC Vert 176 0 18- 0- 0 1.00 TC Vert 99:0 18- O_ 0 0.00 TC Vert 0.0 25-10- 4 1.00 STUB 84-0 2 0 4-0-0 2-9-0 B-0-0 1-:9-0 16-0-0 T7--80 8-3�0 26- 0 1 4-2-14 r HIP WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Individual building component not truss system it has been based on specifications pro%ided by the component manufacturer WO: DriveT0611005LO0005100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 15 WT:- 129# Olmensionsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that TIC Live 16.00 psf DurFacs L=1. 2 5 P=1. 2 5 the loads utilized on this design meet or emeed the loading Imposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord is laterally braced try the roof or floor sheathing and the bottom chord is tafterally braced by a rigid sheathing material directly TC Dead 9.00 psf Rep Mbr Brid 1.00 attached. unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This oonvonent Rep Mbr Comp 1.00 FZ71�= TRUSS shall not be placed In any emAronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. 'JOINT 'WrCA BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle. Install and brace this truss in accordance with DETAILS! by TruswaI,'ANSVTP1 1'. V -Wood Truss Council "K�ING 8MCING METAL PLATE CCNINECTED WOOD TRUSSES' BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 Co7o Springs, CO 80907 of America Standard Design Responsibilities. INSTALLING AND Truss Plate is located DOnoldo Drhe, Madison, WsconsIn 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2?� -(HIB-91) and I -IIB -91 SUMMARY SHEET' by TPI. The Institute (rPI) at a American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW. Ste 800. Washington, DC2OM6. FOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24, lJob Name: Plan 1618 - Truss ID: C2 Qty: i REACT SIZE,, Rl?;OD,, TC 2x4 DFL #1 850 3 .50 1 BC 2x4 DFL #1 949 3.50" 1.50" WEB 2x4 DFL STANDARD S shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607 terial at each bearing Drainage must be provided to avoid ponding. NOTE Continuous lateral bracing attached to flat ls TC as indicated. Lumber must be structural E ENGINEERED_,_, grade. Brace @ 24" o.c. unless noted. L= -0.22" D= -0.23" T=- -0.45" CRMCkL M06ER FORCES: TC CIDIP. " TEI DUR* C51 1-2 -2461 1 2i 1 .60 0.51 2-3 -2121 1:25 . _ 0.30 3-4 -2294 1 25 669 lL. . 0.96 4-5 -2324 1:25 677 1.60 0 99 5-6 -2145 1 25 624 1.60 0:40 6-7 -252411:25 77611.601 0 . 67 BC CW.JDUR61� TENS R�j O�Si 8-9 :634 1 6 22SijT2 0. S4 9- 10 _606 1: so 10-31 655 1. 0.60 11B CIMP,11111R.J/ TENS, Ro Csi 2 -9 -353 1.25 Z 249j'T6 0 0 3-9 :259 1.60 856 1.2 0:385 4 9 166 1.25 3.06 1.60 0 04 4--10 129 1.25 9S 1.60 0:03 5-10 273 1.60 7 903 1.25 0 . 37 6-3D 421 1.25 / 270 1.601 0.09 11 4-5-84-5-4 Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) PLATING BASED ON GREEN LIMBER VALUES. 340-0 30-0 8-0-0 2 -G -O i ��O 26-G-0 9-7-15 9-10-15 F5-0-0 i 6-0-0 -5.001 This design based on chord bracing applied per the following schedule: max o. c . from to TC 48.00" 9-10-15 16- 0- 0 UPLIFT REACTION(S) Support 1 -253 lb Support 2 -297 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes Importance Factor = 1.00 Truss Location = Noi End Zone Hurricane/Ocean Line = No Ex&J.Category C Bldg Lenqth = 32.00 ft Bidg idth = 43.00 ft Mean roof height = 12.b ft, mph 80 UBC Standard Occupancy, Dead Load 10.2 psf t 5-0-14 '15 t 3-6 1-8-0 I jig f VV:308 W: R:850 2.00 1-2.00 RA U: -253D -q -o 8 U:- Dsgnr: KC 9-10-8 1 Q -Q-0 #LC = 15 5-5-0 0-3-0 25-9-0 STUB I D-0-8 9 5-5-0 10 1 D-3-8 DurFacs L=1.25 P=1.25 10-0-8 15-8-8 26-9-0 t 5-0-14 '15 t WA KNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design Is W an Individual building component not truss system It has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LOOOOS-100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 15 WT: 132# Dimenslonsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TIC Live 16.00 psf DurFacs L=1.25 P=1.25 the loads utilized on this design meet or exceed the loading Imposed by the 1=1 building code and the particular appication. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally hraced by a rigid sheathing material directly TIC Dead 9.00 psf Rep Mbr Bnd 1.15 attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding lenp. This component Rep Mbr Comp 1.00 P;Z7';= TRUSS shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% andfor cause connector Plate corrosion. 'JOINT BC Live 0.00 Psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle, Install and brace this truss in accordance with OETAILSby Truswal.ANSVIIPI V. WICA IWWod Truss Council ol America Standard Design Responsibilities, IiANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 8.00 psf O.C.Sp acing 2- 0- 0 Co7o Springs, CO 80907 -(I118�91) and 1-ilEI-91 SUMMARY SHEET by TPI. The Truss Plate Institute ITPI) Is located at D'Onofrio Drive, Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLU S 6 . 0 VER : T6. 4 . 2Fe American Forest and Paper Association (AFPA) is located at 1111 1 9th Street, NW. Ste $00, Washington, DO 20038. FOTAL 33-00 psf DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 es f, pos I . s es to By IN& 7; X rh= 'p le). 26sunless St. n as u 1? Pe or fatte"s ro' , ptv' ona',���'Igpga,W j(,uj21PWle=f .f-S�jf are r Truss ID: C3 3-4 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platin p sgc : ANSI/TPI - 1995 This design based on chord bracing applied f6llowing 1 0- 4-12 850 3.50:: 1. 50:: BC 2x4 DFL #1 THI S D SI IS THE COMPOSITE RESULT OF per the schedule: Cq& OUR 2 25-10- 4 949 3.50 1.50 WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o. c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBD RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 48.00" 11-10-15 14- 0- 0 on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) : -62011. BRIG HANGER/CLIP NOTE DrainaEe must be Erovided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY ARE THE Support 1 -253 Support 2 lb lb 1 Hanger Fails -HANGER(S) TO BE ENGINEERED PLATIN BASED ON REEN LUMBER VALUES. This truss is designed using the GIRDERS. IF 2.5" GUN NAILS USED, HANGERS MUST BE RE-EVALUATED (BY OTHERS). -297 245 0:18 Sup ort Connection(s)/Han?er(s) are horizon loads. URC -97 Code. 1. 2 S 627 0 25 3 10 _ :60 L16 1 60 1 IIN desimd for al Bldg Enclosed = Yes, Imp ortance Factor - 1.00 169 1 60 641 25 0 26 5_ 10 MAX DEFL (ssan) E ON Truss Location = Not End Zone 5_ 3.1 DEFL RATIO: L/240 TIC: L/24 106 0. . 0:06 L/999 IN .' MEM 9-1 �LrVE) T= Hurricane/Ocean Line = No Ex&J.Category = C idth L= -0.15 D= -0.16' -0.31" Bldg Length = 32.00 ft Bidg = 43.00 ft CRrrICAL MEMBER FORCES: Tc DOMP. " 1 2 -2486 1.2� � '74 1NO 9'5'4 Mean roof height = 12.&4 ft, mph 80 UBC Standard Occupancy, Dead Load 10.2 psf 2- 3 es f, pos I . s es to By IN& 7; X rh= 'p le). 26sunless St. n as u 1? Pe or fatte"s ro' , ptv' ona',���'Igpga,W j(,uj21PWle=f .f-S�jf are r 6 * *27 3-4 :189611. 1 1942 1.25 592 1.60 0.70 1 1 4- 5 1896 1.25 568 1.60 0.34 5-6 : 2557 1.25 741 1.60 0.68 BC Cq& OUR IR S1 TM0 7 8 1. 66 1.2� OC4 8: 9 _ 598 1. 0 .37 9 9-10 1. 1 : 0.34 3LO - 21 :412 619 1. 0 43 3-1-12 -62011. 0 . 54 WB Ou COKP.( R.) TENS. DIR CS 2-8 Shall not be placed In any emironment that will cause the moisture content of the wood to exceed 19% 8ndror cause connector plate corrosion. 93 0 05 2-9 1' 21 245 0:18 3:9 :537 166 1 Z 1. 2 S 627 0 25 3 10 _ :60 L16 1 60 1 1. 3.17 0:04 4 10 169 1 60 641 25 0 26 5_ 10 : 615 1: 251 269 . . 0 20 5_ 3.1 DEFL RATIO: L/240 TIC: L/24 106 0. . 0:06 t 5-3-8 t 4-0-0 4-0-0 8-0-0 SKI -:20 12-G-0 1 a -G-0 26 -G -O 11-7-15 11-10-15 F5_0 _0 -5.001 t 5-10-14 f HIP es f, pos I . s es to By IN& 7; X rh= 'p le). 26sunless St. n as u 1? Pe or fatte"s ro' , ptv' ona',���'Igpga,W j(,uj21PWle=f .f-S�jf are r I ulzolzuuo WARNINGRead afl notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi. on This design is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer WO: DriveT0611005LO0005100001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 16 WT: 140# Dimensionsere to be verified by the component manufacturer andfor building designer prior to fabrication. The Wilding designer must ascertain that TC Live 16.00 psf DurFacs L=1. 2 5 P=1. 2 5 the loads 011W on this design meelt or exceed the loading Imposed by the beat building code and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rIgId sheathing material directly TIC Dead 9. 00 psf Rep Mbr Bnd 1.15 affached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component Rep Mbr Comp 1.00 IK7!!=j TRUSS Shall not be placed In any emironment that will cause the moisture content of the wood to exceed 19% 8ndror cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr Fabricate, handle, Install and brace this truss In accordance with 'JOINT OErAJLS! by.Truswal,ANSVTPI 1'. %VrCA V -Wood Truss Council of America Standard Design Responsibilities. 14ANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 Co7o Springs, CO �0907 .(HIB -91) and 11113-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at DOnofrio Ddw, Madison. Wisconsin 53719. Design Spec UBC -97 TRUS PLU S 6. 0 VER : T6 4. 2 �Ilhe American Forest and Paper Association (AFPA) Is located at I I I I 19th Street. NW. Ste 8W, Washington. OC 20036. FOTAL 33.00 psf DEFL RATIO: L/240 TIC: L/24 Job Name: Plan 1618 K*q�ga , rep . tion as a ve. P2.'io% 'oi",p i's 0% tf. dh? Im gomram one'lolow, X9P;'Mestt9,0d)& � rtnxt. le). Truss ID: C4 Qty: 4 BRG X -LOC REACT SIZE REQ'D TIC 2x4 DFL #1 Plating sEec : ANSI/TPI - 1995 UPLIFT REACTION(S) : lb 1 0- 1-12 957 3.50" 1. 50" 2 25-10- 4 957 3.SO" 1. 50" BC WES 2x4 DFL #1 2x4 DFL STANDARD THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -302 Support 2 -302 lb Climenslonsare to be Yerified by the component manufacturer and/or building designer prior to fabrIcation.7he building designer must ascertain that BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICHO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the HOMEWOOD on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. affached. unless otherwise noted. Bracing shown Is for lateral support of components rinembsus only to reduce budding length. This component MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor 1.00 L/999 IN MEM 8-9 (LIVE) Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o, Springs, CO 80907 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - Not End Zone 8.00 Psf L= -0.16" D= -0.17" T-_ -0.32" FORCES: -(HIB-91) and "IB -91 SUMMARY SHEET by TPI. The Truss Plate Institute ITPO is located at DOnotrio Drhe, Madison, Wsconsin 53719. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex? Category C ClUTICAL MMER TC 0014P. TIE% D Rol 'I 1 Arnerican Forest and Paper Association (AFPA) is located at 1111 1 gth Street, NW, Ste 800, Washington, DC 20036. TOTAL 33.00 Psf Bldg Lenqth 32.00 ft Bidg dth 43.00 Mean roof height - 12.67 ft, mph 80 ft JOUR 1-2 -2595 1.2�1� 1 097 2-3 -1827 1 0 3 UBC Standard Occupancy, Dead Load 10.2 psf 3 4 -1827 1: 0:315 4--5 -2S95 1 . 0.67 8C COMP. OUR. TENS IR 6-7 60 237§ 1. B 0951 1 7 :6616 36 0.45 : 11. 1 819 -636 0.45 9-10 -63611. 0.54 Wit COMP*1DUR, TENS* OUR, cs� 2-7 - 0.:. go 0.06 -713 'L. 2: 8 3.11 1 . 0.33 3 8 - 310 1 60 1172 1 25 0 4 4_ -714R:25 31 1:60 013 4 _98 11210.901 0.06 t 5-8-15 .t x 0-3-15 BI W.. RA U:- 8-0-0 1 5-0-3 5-0-0 8-00 8-0-0 13-040--� 18-0-0 26-�O 13-0-0 i 13-M 2 3 4 5 r5. 0 _0 4-4 5001 12-8-8 _6_0 26-0-0 , JL�__01 1 6 7 8 9 10 8-0-0 1 5-0-0 1 5-0-0 1 6-0-0 8-0-0 13-0-0 18-0-0 26-0-0 1 1 6-4-5 f HIP K*q�ga , rep . tion as a ve. P2.'io% 'oi",p i's 0% tf. dh? Im gomram one'lolow, X9P;'Mestt9,0d)& � rtnxt. le). 10/26/2005 WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Indi,4dual building component not truss system. It has been based on specifications proAded by the component rnanufacturer WO: Drive-T-0611005-LO0005100001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 16 WT: 134# Climenslonsare to be Yerified by the component manufacturer and/or building designer prior to fabrIcation.7he building designer must ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 the loadsulfizad on this design rneet or exceed the leading Iniposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chard Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TC Dead 9.00 psf Rep Mbr Bnd 1.15 affached. unless otherwise noted. Bracing shown Is for lateral support of components rinembsus only to reduce budding length. This component Rep Mbr Comp 1.00 FZP�� TRUSS shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% andfor muse connector plate corrosion. 'XINT `WrCA BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o, Springs, CO 80907 Fabricate. handle. install and brace this truss, In accordance with DETAILS! by Truswal.'ANSI/TPI 1'. V-Wbod Truss Council of America Standard Design Responsibilities, 'FLANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOW TRUSSES' BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 -(HIB-91) and "IB -91 SUMMARY SHEET by TPI. The Truss Plate Institute ITPO is located at DOnotrio Drhe, Madison, Wsconsin 53719. Design Spec UBC -97 TRU S PLU S 6. 0 VER : T6. 4. 216e Arnerican Forest and Paper Association (AFPA) is located at 1111 1 gth Street, NW, Ste 800, Washington, DC 20036. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 "T tricurd D*g �?P=741rme ff�pVw=�p M=aia"S1 %9!929H. �b?er stJMI�gffi )ZVOW r ' ural p is a '990 t Truss ID: CA Qty: 1 WA RNINGRead aH notes on this sheet and give a copy of it to the Erecting Contractor. BRG X-LOIC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : lb WD: DriveT0611005L00005300001 1 0- 2- 8 614 4.95" 1. 50" 2 11- 4- 9 588 3.50" 1. 50" BC 2x6 DFL #2 WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -247 Support 2 -206 lb Dimensionsare to be verifled by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that ERG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICB0 RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the the loads utilized = this design meell or exceed the loading Imiposed by the local building code and the particular application. The design assumes HOMEWOOD on the truss material at each bearing Pennanent bracing is required (by others) to THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. allched. unless othervilse noted. Bracing shown Is for lateral support of components members only to reduce buciding length. This component MAX DEFLECTION (span) : prevent rotation/topp ing. See BCSI 1-03 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed Yes Importance Factor - 1.00 shall not be placed In any environment that virill cause the moisture content of the wood to exceed 19% andtcr cause connector plate corrosion. 'JOINT L/999 IN MEM 4-5 �LIVE) and ANSI/TPI 1. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location Noi End Zone Fabricate, handle, Install and brow this truss In accordance with DETAILS! by Tntwal,'ANSVTPI 11', %VTCA 1'.Wood Truss Council of America Standard Design Responsibilities, IiANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead L= -0.06" D= -0.07' T= -0.13" CRITICAL MEMBER FORCES: S him bearings (if.needed) for req. suppo rt. loads HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. Hurricane/Ocean Line - No Ex?,,Category . Bldg Length i 32.00 ft 8 dg idth = C 43.00 ft DU " TE!p End verticals designed for axial only. below Arnedcan Forest and Paper Association (AFPA) Is located at 1111 119th SUM. NW, Ste 800, VVdshlngton, DC 20036. = . Mean roof height = 11.66 ft h = 80 DEFL RATIO: L/240 TC: L/24 1'2 .2 6��1.6'0� 0.26 139 1.60 0.19 Extensions above or the truss profile if ang) require additionalsconsideration UBC Standard Occ cl Dead'LZd 10.2 psf 2-3 -81 1.25 / �by ot ers) for horiz. load on the bldg. , ---------- LOAD EM# DESIGN LOADS ---------------- C CSI ':416-�'16RO� T?Sh�'Th Dir L.Plf L.Loc R.Plf R.Loc LL/TL 4'S 0.45 416 1:60 / 1509 1.251 0.36 TC Vert 66.00 - 2- 9-15 66.00 0- 0- 0 0.16 5-6 TC Vert 0.00 O_ O_ 0 50 . 00 4- 0- 0 0.64 WB COMP.(DIJR.)� TE IR Si 12'i TC Ve rt 50.00 4- 0- 0 50.00 10- 2- 1 0.64 2-5 1 . 2 � OT 48 4SO498111.' 620SI 00:2 TC Vert 25.00 10- 2- 1 2S.00 n- 7- 1 0.64 2 1468�1.25 3 1.603// 2 BC Vert 0.00 0- 0- 0 111.03 10- 2- 1 0.41 -99 BC Vert 8.00 10- 2- 1 8.00 11- 3- 1 0.00 4-8-7; _9_14 11-6-5 OR4 2 3 F3_5Z_ A -A W.415 R:614 U-247 038 M 1.41 318 0 T TwBR2, , 8 8 u.. -5-0 U:-206 t 4-6-10 HIP 3-7 _L f 1 1/2" GAP MAX 2-9-15 11-6-5 1 4 5 6 N_11 1 4-8-7 6-9-14 11-6-5 "T tricurd D*g �?P=741rme ff�pVw=�p M=aia"S1 %9!929H. �b?er stJMI�gffi )ZVOW r ' ural p is a '990 t 1 U/Zr31ZUU5 WA RNINGRead aH notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design is for an Individual building ownponent not truss systern. it has been based on specifications provided by the component manufacturer WD: DriveT0611005L00005300001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 15 wr: 70# Dimensionsare to be verifled by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 the loads utilized = this design meell or exceed the loading Imiposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TIC Dead 9.00 psf Rep Mbr Bnd 1.00 allched. unless othervilse noted. Bracing shown Is for lateral support of components members only to reduce buciding length. This component Rep Mbr Comp 1.00 1qZ;"Z= TRUSS shall not be placed In any environment that virill cause the moisture content of the wood to exceed 19% andtcr cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate, handle, Install and brow this truss In accordance with DETAILS! by Tntwal,'ANSVTPI 11', %VTCA 1'.Wood Truss Council of America Standard Design Responsibilities, IiANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead 8.00 psf O.C.Spacing 2- 0- 0 -(I1113�91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at Donofrio Drive. Madison, W=rLJn 53719. Design Spec UBC -97 TRU S PLU S 6 . 0 VER : T6 4. 216e Arnedcan Forest and Paper Association (AFPA) Is located at 1111 119th SUM. NW, Ste 800, VVdshlngton, DC 20036. FOTAL 33.00 psf DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 B1 131#� 197#� 1871# W.308 Truss ID: D1 Qty: 1 R:1701 9-3-0 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : it U-705 0 1 0- 1-12 1701 3.50:: 1.81:: 2 9- 1- 4 1958 3.SO 2.09 BC 2x8 DFL #2 WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -612 lb Support 2 -705 lb 4-6-0 9-3-0 BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Thi S truss is designed using the J n 2 07 on the truss material at each bearing Perynanent bracing is re7uired (by others) to THEY ARE BASED ON 1.5" HANGER NAILS FOR USC -97 Code. MAX DEFLECTION (span) : prevent rotation/topp ing. See BCSI 1-03 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed Yes Importance Factor = 1.00 L/999 IN MEM 5-6 �LIVE) and ANSI/TPI 1. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location Noi End Zone This design is for an Individual building component not truss systern. it has been based on specifications provided by the cornponerd manufacturer L= -0.06" D= -0.06' T= -0.12" P LATING BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No . Exp Category = C #LC = 15 WT: 56# CRrrICAL MEMER FORCES: TC CW.�Dtfft.�/ TENS.(DUR.) CSI Dimenslonsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertaln that TC Live Bldg Length = 32.00 ft Bldg Width 43.00 ft HOMEWOOD 1 2 -3660 1 37 00:67 attached. unless otherwise noted. Bracing shon is for lateral support of components members only to reduce budding length. This component Mean roof height = 3.1.13 ft, mph UBC Standard 80 Rep Mbr Bnd 1.00 2-3 -3404 1: the the to 19% Occupanc Dead Load ---------- LOAD CASE #K'DESI(;N LOADS 10 2 psf ---. E25= TRUSS BC COMP.(DUR.) TENS R�� BC Live 0.00 psf Dir L.Plf L.Loc R.Plf R.Loc LL/TL 4 337irl 2 09581 5:5 6 3146 1.25 0.94 8.00 Psf O.C.Spacing 2- 0- 0 TC Vert 50.00 0- 0- 0 50.00 9- 3- 0 0.64 - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 EIC Vert 16.00 0- 0- 0 16.00 6- 6- 0 0.00 WE CW.(DUR.) TENS OUR.) CSI BC Vert 441.00 6- 6- 0 441.00 8- 6- 0 0.47 5 240�R.25) 0.98 EIC Vert 16.00 8- 6- 0 16.00 9- 3- 0 0.00 Type... lbs X.Loc LL/TL R*Vert 131.0 0- 6- 0 0.48 BC Vert 197.0 2- 6- 0 0.48 BC Vert 1871.0 4- 6- 0 0.48 t 2-3-1 to a -T-1 5 4-7-8 4-7-8 4-7-8 9-3-0 i 4-7-8 4-7-8 1 r5. 0 _0 6S.1 5.001 t 2-3-1 5 fHIP 03-1 B1 131#� 197#� 1871# W.308 B2 W.'308 R:1701 9-3-0 R:1958 U-612 4 5 6 it U-705 0 4-6-0 4-9-0 0. 2 4-6-0 9-3-0 J n 2 07 V1 lrnj�,. ),%1ioXnp".r o�ntp is ". "B r W C T%' s rg P Vo I e). �32 was saMU �b% MR, to:agi'd s 10/26/2005 WARNINGRead an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Individual building component not truss systern. it has been based on specifications provided by the cornponerd manufacturer WO: Drive-T-0611005-LOOOOS-100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is aswmad for dimensional a=racy. Dsgnr: KC #LC = 15 WT: 56# Dimenslonsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertaln that TC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a Nid sheathing material directly attached. unless otherwise noted. Bracing shon is for lateral support of components members only to reduce budding length. This component TC Dead 9 00 psf Rep Mbr Bnd 1.00 the the to 19% Rep Mbr Comp 1.00 E25= TRUSS shall not be placed in my en�ftnmerd that will cause moisture content of wood exceed andfor cause connector plate corrosion. 'JOINT DETAILS' by Truswal, 'ANSVTPI V, VITCA 1 Truss Council BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Colo Springs, CO 80907 Fabricate, handle, Install and brace this truss In accordance with -Wood of America Standard Design Responsibilities, VANOUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOM TRUSSEV BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 4HIB-91) and VI&91 SUMMARY SHEEr by TPi. The Tam Plate Institute (rPI) Is located at DOnofflo Drive. Madison. Wisconsin 53719. - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 a American Forest and Paper Association (AFPA) is located at 1111 1 lith Street, NW, Ste 8DO, Washington, DC 20036. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/24 Job Name: Plan 1618 -264 1 Truss ID: DIG Qty: 1 29 1:251 0:14 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platinp src : ANSIOI - 1995 UPLIFT REACTION(S) -370 1. 2 2 O� 7 1 1- 9-12 545 3.50" 1. 50" BC 20 DFL #1 THIS D SI N IS THE POSITE RESULT OF Support 1 -178 lb IDIR -82 1 25 146 1.33 0.05 2 7- 5- 4 S45 3.50" 1. 50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -178 lb -370 1 . 25 284 1 60 087 : 0:0 BRIG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 1. 2W� 0 - 1. 0 5 on the truss material at each bearing Permanent bracing is required (by others) to THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. IDUR -128 1 5 � 02 I]LL 1 60 0:03 f. MAX DEFLECTION (span) : prevent rotation/topp ing. See BCSI 1-03 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor = 1.00 . -222 1.60 1 L/999 IN,,MEM 1.1-12 �LIVE) and ANSI/TPI 1. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Not End Zone 1.00 4445 Northpark Dr L= 0 . 00 D= 0.00' T= -0.01" DEFLECTION (cant) May use adequate st les for gable blocks. HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. Hurricane/Ocean Line = No Ex&,Categor4 Bldg Length 32.00 ft Bidgi idth Y3=OCO ft 2- 0- 0 MAX : L/999 IN MEM 12-13 �LIVE) BUILDING DESIGNER MUN VERIFY GABLE LOADS! [tj bracing required @ 58" intervals, = = Mean roof height = 3-1 13 ft, mph = 80 - L= -0.01" D= -0.01' T= -0.011, gable 1 exposed to vnnd oad applied to face. UBC Stanclard.Occupancy: Dead Load = 10.2 psf CRITICAL MEMBER FORCES: See "General Gable Details', C002065035. UBC -97 ---------- LOAD CASE #1 DESIGN LOADS ---------------- TOTAL TC COW. / TENS. Psf DEFIL RATIO: Dir L.Plf L.Loc R.Plf R.Loc LL/TL OL_ 1 0 1 .25) 0911 * 1-2 -264 1 422 1 25 O.1S . . . . . . . . . . . . . . . . . . . . . . TC Vert SO.00 - 1- 6- 0 50.00 0- 0- 0 0.64 JOU JOIJR 2:3 -1'9 1 T 1 0 09 , [2 r 3 4 -157 1: N� 0:09 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAXA loading 0.0 TC Vert 75.00 0- 0- 0 75.00 TC Vert 50.00 9- 3- 0 50.00 9- 3- 0 10- 9- 0 0.59 0.64 4-5 :157 1 76 1 25 0 09 1 is- 1: 118 1:25 0:09 Overhang Soffit = psf . . . . . . . . . . . . . . . . . . . . . . BC Vert 16.00 0- 0- 0 16.00 9- 3- 0 0.00 P -264 1 422 1 25 0 is 7 -OR 0 1: 29 1:251 0:14 BC COMP, TEN * 11 8 -9 -370 1. 2 2 O� 7 9-10 -330 1.251� IDUR, 1 0 2S-71 08 10-11 IDIR -82 1 25 146 1.33 0.05 11-12 -330 1:25 275 1 60 , 1 -13 2 -370 1 . 25 284 1 60 087 : 0:0 WB COMP. TENS,10111,R 2-9 1. 2W� 0 - 1. 0 5 10 2:10 :47 2 1 / 22' !165 ]1 25 OT5 3 IDUR -128 1 5 � 02 I]LL 1 60 0:03 f. 5-11 -128 5 , 0.03 6-U -222 1.60 1 365 1.25 0 15 6-12 -475 1.251/ 107 1. 60� O:OS t 2-3-1 ID -3-15 2-012 2:212 1-9-12 1-2-12 TH 1-9-12 3-1 ;-8 7 -5-5 4-7-8 4-7-8 r5_0 _0 --5-0-01 1-9-12 ' TYPICAL PLATE: 2.5-4 unless s=, --I s are Dositi as 1-6- 3-1 �8 _8 2-0 5�1 2 1-9-1 7- 9-3-0 t 2-10-7 O -L-1 5 fHIP WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an indWual building component not truss system. It has been based on specifications prtnikled by the component manufacturer WO: Drive -T-0611005-11-00005100001 and done In accordance with the cturent %ersions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 30 WT: 56# Dimenslonsare to be edfied by the cornponerd manufacturer andlor building designer prior to fabrication. The building designer must ascertain that TIC Live 16.00 psf DurFacs L=1.25 P=1.25 the Wads utilized on this design meet or coaDed the leading Imposed by the beat building code and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TIC Dead 9. 00 psf Rep Mbr Bnd 1.00 attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to ;�duoe buckling length. This comment Rep Mbr Comp 1.00 K7`=� TRUSS shall not be placed In any emironment that will muse the molsure content of the wood to e=ftd 19% and/or cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr Fabricate, handle, Install and brace this truss in accordance with 'JOINT DETAILS by TnLswal,ANSVTPI 1% VVTCA V -Wood Truss Council Responsibilities, 14ANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED VVDOD TRUSSES' BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Co7o Springs, CO iI0907 of America Standard Design --- - 1 B-91) and "HIB -91 SUMMARY SHEEr by TPI. The Tnw Plate Institute (rPQ Is located at Donofrio DrUe, Madison, %Msconsin 537 19. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.211: a American Forest and Paper Association (AFPA) Is located at I 111 1 9th Street, NW, Ste 800. VVashington. DO 20038. TOTAL 33.00 Psf DEFIL RATIO: L/240 TC: L/244 Job Name: Plan 1618 K as a ve.'%r M�11 g�b%., W._.,Aph�_= 1=_Ip 2"Vip4-1e). Truss ID: 12 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 20 DFL #1 Platin? sENc : ANSIOI - 1995 UPLIFT REACTION(S) : lb 1 0- 1_12 168 3.50:: 1. 50:: 2 1-n- 0 42 1.50 1.50 BC 2x4 DFL #1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS D SI IS THE POSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -68 Support 2 -32 lb 3 1-3.1- 4 21 1.50" 1. 50" Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ERG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. on the truss material at each bearing Shim bearings (if needed for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes Importance Factor = 1.00 Truss Location Noi End Zone MAX DEFLECTION (span) : L/999 IN MEM 3-4 �LIVE) PLATING BASED ON GREEN L&BER VALUES. GIRDERS. HANGERS MUST BE RE-EVALUATED (BY OTHERS). - Hurricane/Ocean Line = No E%.Category = C idth L= 0.00" D= 0.00' T= 0.001, DurFacs L=1.25 P=1.25 Bldg Length = 32.00 ft, Bidg = 43.00 ft CRrr1CAL MEMER FORCES: that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC Dead Too Me. f height = 12.42 ft,Lgh 80 1?1 R6�� IS§�D 1'2 '-17.rl 6 0.03 2�� Rep Mbr Brill 1.15 UBC Standard occupancy, Dead d 10.2 psf 2-0 -1 1.25 2 1.60 0.00 'C C. Ro� '3h�'N 1.00 IqZ;7S= TRUSS shall not be placed In any emAronment that ill cause the moisture content of the ood to exceed 19% andfor cause connector Pima corrosion. 'JOINT 'ANSVTPI 3-4 0 60 0902' �0111_�// 0.00 psf Rep Mbr Tens 4-0 0 . 90 0 1.60 0.00 4445 Northpark Dr. Fabricate, handle, Install and brace this tnw In accordance with DETAILS by Trusmi, 1% WTCA 1'.Wood Truss Council NG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 1 T 0-3-15 1 2-0-0 2-0-0 F5.00 1-6-0 2-0-0 3 4 2-0-0 2-0-0 B2 W.108 -1-13 R:42 U:-32 1-9-3 1 1 SHIP )8 K as a ve.'%r M�11 g�b%., W._.,Aph�_= 1=_Ip 2"Vip4-1e). 10/26/2005 WARNINGRead au notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Individual building component not truss systern, it has been based on specifications pro�ldedl by the component manufacturer WO: DriveT0611005LO0005100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Osgnr: KC #LC = 15 WT: 11# Olmensionsare to be vertfied by the component manufacturer andfor building designer prior to fabrication. The building designer nxist ascenaln that TC Live 16.00 psf DurFacs L=1.25 P=1.25 the loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assurnes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC Dead 9. 00 psf Rep Mbr Brill 1.15 attached, unless otherwise noted. Bracing shomm Is for Lateral support of components members only to reduce budding length. This component Rep Mbr Comp 1.00 IqZ;7S= TRUSS shall not be placed In any emAronment that ill cause the moisture content of the ood to exceed 19% andfor cause connector Pima corrosion. 'JOINT 'ANSVTPI BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle, Install and brace this tnw In accordance with DETAILS by Trusmi, 1% WTCA 1'.Wood Truss Council NG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 8.00 psf O.C,Spacing 2- 0- 0 Co7o Springs, CO 80907 of"rica Standard Design Responsibilities. 14ANDLING INSTALL! Truss Plate Institute is located DrOnafflo, Dtve. Madison, V&consin 53719. Design Spec UBC -97 TRU S PLU S 6. 0 VER : T6. 4 . 2FIe -(HIB-91) and 1-ilB.91 SUMMARY SHEET' by TPI. The (rPQ at Arnerican Forest and Paper Association (AFPA) Is Weed at I I I I Ift Street NW, Ste 800, Washington. DC 20036. FOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 v1f.qgpa rep . 1.). P Massrawn �awl "M'WV MX P`l1ap'0= r "t P "a nd �=TffiglpMal_pg I & I �b% at, tVAU, t.9. pVes 0, sV sar Truss ID: 14 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platin? sENc : ANSIM - 1995 UPLIFT REACTION(S) : This design Is for an IndWuaI building component not truss systern. It has been be on specifications provided by the component manufacturer 1 0- 1-12 196 3.50:: 1.50:: 2 3-3-1- 0 78 1.50 1.50 BC W DFL #1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS D SI IS THE POSrTE RESULT OF MULTIPLE LOAD CASES. Support 1 -74 lb Support 2 -65 lb 3 1-11- 4 S6 1.50" 1. 50" Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -31 lb 16-00 psf BRG REQUIREMENTS shown are based ONLY Install interior su before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the allched, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce bucIding length. This component on the truss material at each bearing grt(s) PLATING WED ON GRP LUMBER VALUES. I -PLY AND 3" HANGER NAILS FOR MULTI -PLY UBC -97 Code. the to 19% MAX DEFLECTION (span) : GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 L/999 IN MEM 3-4 �LIVE) 0.00 psf HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Not End Zone Fabricate, handle. Install and bmoe this truss In accordance with DETAJLZ by Tftaval,'ANSUM 1'. 1* -Wood of America Standard Design Responsibilities, IiANOUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! L= 0.00" D= 0.00' T= 0.00" CRrrICAL MEMBER FORCES: 8.00 psf O.C.Spacing 2- 0- 0 Hurricane/Ocean Line 7tNo i E%.Category = C TC COMP TENh " - Design Spec UBC -97 Bldg Length 7 32.0012.4 B dg 43.00 Me height ft ft �IR� �Ilt 1. 1-2 -3i 2 B� 0 10 1.2 33.00 Psf DEFL RATIO: L/240 TC: L/18 In root 2 , mph 80 2-0 -1 1.25 2 1.60 0:00 UBa C Standard occupancy, Dead Load 10.2 psf Bc Rl.)�� TE1j6 'Ro� 011 3-4 �1.6 U 4-0 0 1:60 0 1.25 0:00 2-0-0 2-0-0 1 2 F5.00 B2 W:108 R:78 U-65 1-11-13 1 2.5-4 1-1-15 2- -3 SHIP T 10-3-15 131 B3 W:308 W:108 R:196 R:56 U:-74 U:-31 3-11-12 1-6-0 1-11-12 -0-0 3 4 2-0-0 2-0-0 P, 2007 VIL _'4 v1f.qgpa rep . 1.). P Massrawn �awl "M'WV MX P`l1ap'0= r "t P "a nd �=TffiglpMal_pg I & I �b% at, tVAU, t.9. pVes 0, sV sar 10/26/2005 WARNINGRead an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an IndWuaI building component not truss systern. It has been be on specifications provided by the component manufacturer 60; DriveT0611005LO0005100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 17 WT: 14# Olmensionsare to be %efffied by the component manufacturar and/or building designer priorto fabricatim.The building designermust ascertain that TC Live 16-00 psf DurFacs L=1.25 P=1.25 HOMEWOOD ine loacls utiftcl on this design rneel or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly allched, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce bucIding length. This component TC Dead 9 * 00 psf Rep Mbr 8nd 1.15 the to 19% Rep Mbr Comp 1.00 TRUSS shall not be placed In any ervAronment that will cause the moisture content of wood exceed andfor cause connector plate corrosion. 'JOINT %VTCA Truss Council BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr Co7o Springs, CO �0907 Fabricate, handle. Install and bmoe this truss In accordance with DETAJLZ by Tftaval,'ANSUM 1'. 1* -Wood of America Standard Design Responsibilities, IiANOUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead 8.00 psf O.C.Spacing 2- 0- 0 .(HIB -91) and 'HIB -91 SUMMARY SHEEr by TPI. The Truss Plate Institute (rPI) Is located at CrOnofrlo Orbit, Madison, tAisconsin 53719. - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4. 211ihe American Forest and Paper Association (AFPA) Is located at 1111 191h Streret,NWSleilOoV�tashington,I)C20036. FOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18 lJob Name: Plan 1618 Truss ID: 16 Qty: 1 -1 BRG REACT SIZE:: RE?;OD:: TC 2x4 OFIL #1 1 O_Xl_�012C 196 3.50 BC 2x4 OFL #1 2 5-11- 0 us I.So 1.SO PLATE VALUES PER ICBO RESEARCH REPORT #1607 3 1-3.1- 4 3.19 1. SO" 1. 50" mark all interior beari n locations. BRG REQUIREMENTS shown are based ONLY Install interior support&) before erection an the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. L;= 0.00" D= 0.00" T= -0.01" 3kITICAL MEMBER FORCES: 1 1. �IR TEliffIt 1-2 -59 1.B�� 1. B� 0921 2-0 -1 1.25 2 1.60 0.00 ' C Ro� 'ffh�� '20�'16 0921 3 4 0 1 4_0 0 1:60 0 1.25 0.060 Plating Spec : ANSI/TPI - 199S THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 2-0-0 2-0-0 r5.00 1-6-0 3-11-12 %0_0 3 4 2-0-0 2-0-0 B2 W.1108 R:115 U-96 3-5-3 SHIP 1-1-15 UPLIFT REACTION(S) : Support 1 -S7 lb Support 2 -96 lb Support 3 -87 lb This truss is designed using the URC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line - No Ex&,.Categor Bldg Lenqth = 32.00 ft, Bidg idth = 4y370C ft Mean roof height = 12.42 ft , mph 80 USC Standard Occupancy, Dead Load 10.2 psf WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an IndWual building component not truss systern. It has been based on specifications proAded by the component manufacturer WO: DriveT0611005LO0005100001 and done In accordance with the current versions of TPI and AFFA design standards. No responsibility Is ammed for dimensional accuracy. Dsgnr: KC #LC = 17 WT: 18# Dirmnslonsare to be verilled by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TIC Live 16.00 psf DurFacs L=1.25 P=1.25 the loads utilized on this design most or exceetl the loading imposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TC Dead 9. 00 psf Rep Mbr Brill 1.15 attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buciding length. This component Rep Mbr Comp 1.00 K -7S= TRUSS shall not be placed In any en%4mnmnt that wrill cause the moisture content of the wood to exceed! 19% and/or cause connector plate corrosion. 'JOINT 11'.Wbod BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr Fabricate, handle, Install and brace this mrss in accordance with DETAILS by Truswal,ANS11TPI 1'. VVTCA Truss Council of America Standard Design Responsibilities, %ANDUNG INSTALLING AM BRACANG METAL PLATE COWIE= WOOD TRUSSES BC Dead 8. 00 Psf O.C.Spacing 2- 0- 0 Co7c; Springs, CO bO9O7 .(HI B-91) and IHI&91 SUMMARY SFEE7 by TPI. 'rho Truss Plate Institute (rPD Is located at Of0violldo Ddw, Madison. Wisconsin $3719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.216 a Ainerican Forest and Paper Association (AFPA) Is located at 1111 119th StreK NW, Ste 800, V%tashington. DC 20036. FOTAL 33.00 psf DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 WANIVINURead all notes on this sheet andgive a copy of it to the Erecting Contractor. Truss ID: J10 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platinp src : ANSI/TPI - 1995 UPLIFT REACTION(S) : 2 2 1 0- 1-12 333 3.50" 1. 50" 2 8- 0-12 420 1. 50" 1. 50" BC 2x4 DFL #1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -107 lb Support 2 -311 lb 3 9-1.1- 0 65 1.50:: 1.50:: Mark all interior bearin locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -131 lb 4 7-U- 4 74 1.50 1.50 Install interior support s, before erection. THEY ARE BASED ON 1.5" HANGER MAILS FOR This truss is designed using the TIC Live ERG REQUIREMENTS shown are based ONLY Shim bearings (if needed� or req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UBC -97 Code. " IlIzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly Oie sunless on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed - Yes Importance Factor = 1.00 MAX DEFLECTION (span) : I* HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Noi End Zone L/903 IN MEM 3-4 �LIVE) R:�74 Rep Mbr Comp Hurricane/Ocean Line = No Ex&,.Category = C L= -0.10" D= -0.11' T-_ -0.21" BC Live 0.00 Bldg Length = 32.00 ft Bidg idth = 43.00 ft CRrrICAL MEMBER FORCES: TENS Csi 4445 Northpark Dr. R:333 U:-107 0 148 Mean roof height = 13.67 ft, mph 80 8.00 Tc am- 1-2 0.52 �L:. _2S ,ffR 1-6-0 1-11-12 UBC Standard Occupancy, Dead Load 10.2 psf ��jj 2-0 - 7 . 0 51 8-0-0 Psf 3 0-0 -61 1.2S 2 1.60 0:00 -(HID-91) and'HIE!,-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPQ Is located at Donofrio Drive, Madison. Wisconsin 53719. 8-0-0 BC COMP.�.D?R.�� TENS 011R.� UBC -97 TRUSPLUS 6.0 VER: T6.4.211nl 8-0-0 TOTAL O�,SI 3:4 -9 1 psf OVER 4 SUPPORTS 4 0 0 90 0 1.25 0.00 0., 8-0-0 8-0-0 I Mo _6 2 WANIVINURead all notes on this sheet andgive a copy of it to the Erecting Contractor. Cust: A -D B3 W:108 WO: Drive -T -0611005-L00005-100001 2 2 R:65 Dsgnr: KC W:108 U:-1 31 Wr: 37# R08 A20 Dimenslonsare to be vertfied by the component manufacturer andfor building designer prior to fabricallon. The building designer must ascertain thin 4-5-13 11 U:-311 24-8 TIC Live 16.00 psf 5-1-3 -3 " IlIzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly Oie sunless t SHIP -6 i B4 1-3-7 Rep Mbr Bnd I* W:108 8 the the to 19% 0-3-15 R:�74 Rep Mbr Comp 1.00 Brl' U: U BC Live 0.00 W:308 Rep Mbr Tens 1.00 4445 Northpark Dr. R:333 U:-107 0 148 2.00 8-0-12 9� �12 8.00 1-6-0 1-11-12 Co7o, Springs, CO 80907 of America Standard Design Responsibilities, WNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES F- 8-0-0 Psf 3 4 -(HID-91) and'HIE!,-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPQ Is located at Donofrio Drive, Madison. Wisconsin 53719. 8-0-0 Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.211nl 8-0-0 TOTAL 33.00 psf OVER 4 SUPPORTS WANIVINURead all notes on this sheet andgive a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Individual building component not truss system it has been based on specifications provided by the component manufacturer WO: Drive -T -0611005-L00005-100001 and done In accordance with the cument versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 17 Wr: 37# Dimenslonsare to be vertfied by the component manufacturer andfor building designer prior to fabricallon. The building designer must ascertain thin TIC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD " IlIzed on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly Oie sunless attached, u otherwise noted. Bracing shovm Is for Were] support of cornponents members only to reduce budding length. This component TC Dead 9. 00 psf Rep Mbr Bnd 1.15 the the to 19% Rep Mbr Comp 1.00 E25= TRUSS shall not be placed In any environment that vrill cause moisture content of wood exceed and/or cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate. handle, Install and brace this truss In accordance with DETAILS by Truswal,ANSIAVI 1', WrrA lW%bod Truss Council BC Dead 8.00 O.C,Spacing Co7o, Springs, CO 80907 of America Standard Design Responsibilities, WNDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES Psf 2- 0- 0 -(HID-91) and'HIE!,-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPQ Is located at Donofrio Drive, Madison. Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.211nl a American Forest and Paper Association (AFPA) Is located at 1I 111 19th Street. NW, Ste 800, Washington. DO 20036. TOTAL 33.00 psf DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 Truss ID: J10A Qty: I BRG X -LOC REACT SIZE REQ'D TC 2x4 DFIL #1 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : lb 1 0- 1-12 366 3. 50" 1. 50" 2 8- 0-12 420 1.50" 1.50:: ac 2x4 DFIL #1 THIS DESIGN IS THE COMPOSITE RESULT OF PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 1 -124 Support 2 -311 lb 3 9-21- 0 65 1. 50" 1.50 Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -131 lb 4 7-3-1- 4 74 1. 50" 1. 50" Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the BRG REQUIREMENTS shown are based ONLY Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UBC -97 Code. on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Not End Zone L/903 IN MEM 3-4 �LIVE) D= T= -0.21" Hurricane/Ocean Line 7 No i E%Catego Bldg Length 32.00 B dg "VOCO ft L= -0.10" -0.11' CRMCAL MEMER FORCES: Tc MW.IDURO cs T'16 = t Mean roof height = 13 67 ft, mph 80 1 2ij .. 11 1 2 -13 6 2 -0 1: UBC Standard Occupancy: Dead Load 10.2 psf IIR -7' f 2 6 1 2 6 0.51 '1� 0-0 -1 1.25 2 1.60 0.00 Bc MWRUR.�� T%�-R.� CSI 3-4 -9 0 1.. 0.31 4 0 o 0: 0 1.60 0.00 38 8-0-0 8-0-0 2 MOO 133 W:108 2 2 R:65 W:108 U:-131 R:420 4-5-13 U:-311 2-4-8 5-3-11 f 1 SHIP 3-6 B44 1-3-7 VV:108 0-3-15 R:74 U: U W:308 R:366 U:-124 2.00 8-0-12_� 9-11-12 Olars 2-0-0 8-0-0 1-11-12 0. 2 3 4 8-0-0 J n 07 8-0-0 OVER 4 SUPPORTS VIL s jr ?rlem es -less as "I I "I'qgpa M=ilgi re gfl r g.. �b?e 10/2 /2005 as OnZt, as SQp a '=L or%,. P as are po= I p WARNINGRead aff notes on this sheet and give a copy of it to the Erecting Contractor. CL15t: A -D Construction This design Is for an Individual building component not truss system it has been based on specifications proAded by the component manufacturer WO: DriveT0611005L00005300001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 17 WT: 38# climensionsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that TIC Li ve 16.00 psf DurFacs L=1.25 P=1.25 the load, utilized on this design . or exceed he loarting Imposed by the 1.1 building a nd the particular application. The design assumes HOMEWOOD that the top chord is laterally braced by the roof " floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly TIC Dead 9.00 psf Rep Mbr Bind 1.15 attached. unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component Rep Mbr Comp, 1.00 E2!= TRUSS snail not be placed in any ernAronment that will muse the moisture cement of the wood to exceed 19% andtror cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle, Install and brew this truss in accordance with DETAILS by Trusoral,ANSYTPI 11. VVrCA 1*.Wood Truss Council BC Dead 8. 00 psf O.C,Spacing 2- 0- 0 Colo Springs, CO 80907 of America Standard Design Responsibilities, IiANDUNG INSTALUNG AM BRACING METAL PLATE CONNECTED WOOD TRUSSES� 113-91) and NIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (M) Is located at DOrrofflo Drf%v. Madison. ViAsconsin 53719. Design Spec UBC -97 TRU S PLU S 6. 0 VER : T6. 4. 21iZe American Forest and Paper Association (AFPA) is located at I I I I IM Street. NW, Ste 800, Washington, DC 20036. TOTAL 33.00 PSf DEFL RATIO: L 240 TC: L/181 Job Name: Plan 1618 'M 'WVVMX 20 "OX p ess s at, to , =&0.'99Ra2b% st BUMP I= gzg- potlemm=as shown aboy rt=yll Ppy;-104 134 Truss ID: J12 Qty: 2 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 366 3. 50:: 1. 50:: BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -3.14 lb 2 8- 0-12 429 1.50 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -318 lb 3 10- 0-12 41 1. 50" 1. 50" Mark all interior bearing locations IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -173 lb 4 3-1-11- 0 71 1.50:: 1.50:: Install interior support(s) before �rection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 4 -51 lb 5 7-1-1- 4 75 1.50 1.50 Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the BRG REQUIREMENTS shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" CUN NAILS ARE USED, THE UBC -97 Code. on the truss material at each bearing W.308 BC Dead HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : -(HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute ITPI) Is located at Donofrio Dri%e. Madison, Wsoonsin 53719. UA 14 2.00 8-0-1210-0-12 1-11-12 Truss Location = Not End Zone L/902 IN MEM 3-4 �LIVE) American Forest and Paper Association (AFPA) is located at I I I I Ift Street. NW. Ste 8W, Washington, DC 20038. TOTAL 2-0-0 Hurricane/Ocean Line 7 No Category = C L= -0.10" D= -0.3.1' T-_ -0.21" i " dg Length = 32.00 t, B dgmidth 43.00 ft CRITICAL MEMER FORCES: 8-0-0 Me. root height = 13.67 ft, mph 80 TC COMP.IDUR. 1:01 -�8102 TENS E R CSI ':' h IM3 O.S2 URC Standard Occupancy, Dead Load 10.2 psf 2 0 0 27 _-1 1 25 O.S1 1 60 2 2S 'ffll:603 00:0090 0-0 1:251 BC COKP.�Ot& TENS _Ro� CS 3-4 -9 qo� 222�1.6 0.311 4-0 0 . , 0 1.60 0.00 0 8-0-0 8-0-0 F5 _00 2 'M 'WVVMX 20 "OX p ess s at, to , =&0.'99Ra2b% st BUMP I= gzg- potlemm=as shown aboy rt=yll Ppy;-104 134 I U1Zb1ZUUb W.108 Cust: A -D Constructi on 3 3 R:71 This design is for an Individual building component not truss system it has been based on specifications proWed by the component manufacturer W 1 0 W. 10 U:-51 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. 2 R:41 #LC = 21 Wr: 42# WAO UAT Dirnenslonsare to be verified by the cornponent manufacturer and/or building designer prior to fabrication. The building designer rrust ascenain that 5-3-13 R:429 131 DurFacs L=1. 25 P=1 . 2 5 U:-31 . 6-1-11 that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly length. This t-8 SHIP 3-6 135 1-3-7 attached. unless otherwise noted. Bracing shown is for lateral support of cornponents rnembers only to reduce budding component W.108 Rep Mbr Comp 1.00 0-3-15 R.:75 5 BIC Live 0.00 psf U: 4445 Northpark Dr. Co7o Springs, CO 80907 W.308 BC Dead 8.00 psf - R:366 -(HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute ITPI) Is located at Donofrio Dri%e. Madison, Wsoonsin 53719. UA 14 2.00 8-0-1210-0-12 1-11-12 Design Spec UBC -97 0*8 American Forest and Paper Association (AFPA) is located at I I I I Ift Street. NW. Ste 8W, Washington, DC 20038. TOTAL 2-0-0 8-0-0 3-11-12 8-0-0 8-0-0 OVER 5 SUPPORTS 'M 'WVVMX 20 "OX p ess s at, to , =&0.'99Ra2b% st BUMP I= gzg- potlemm=as shown aboy rt=yll Ppy;-104 I U1Zb1ZUUb WA RNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design is for an Individual building component not truss system it has been based on specifications proWed by the component manufacturer WO: Drive-T-0611005-LO0005)O0001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 21 Wr: 42# Dirnenslonsare to be verified by the cornponent manufacturer and/or building designer prior to fabrication. The building designer rrust ascenain that TIC Live 16.00 psf DurFacs L=1. 25 P=1 . 2 5 the loads utilized an this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly length. This TIC Dead 9. 00 psf Rep Mbr Bnd 1.15 attached. unless otherwise noted. Bracing shown is for lateral support of cornponents rnembers only to reduce budding component Rep Mbr Comp 1.00 TRUSS shall not be placed In any en�lnonment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. 'JOINT 'ANSI/TPI `WrrA BIC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Falbricate, handle, Install and brace this truss In accordance with DETALS! by Trusal, 1', V-Wbod Truss Council ofArnerice Standard Design Responsibilities, $iANOUNG INSTALLING AND BRACING IVIETAL PLATE CONNECTED WOOD TRUSSEV BC Dead 8.00 psf - O.C.Spacing 2- 0-,0 -(HIB-91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute ITPI) Is located at Donofrio Dri%e. Madison, Wsoonsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6. 4. 211.1�e American Forest and Paper Association (AFPA) is located at I I I I Ift Street. NW. Ste 8W, Washington, DC 20038. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18, Job Name: Plan 1618 BRG X -LOC REACT SIZE REQ'D TC 2x4 OFL #1 1 0- 1-12 167 3.50" 1.50" BC 2x4 DFL #1 2 1-1.1-3-1 40 1.50:: 1.50:: PLATE VALUES PER ICBO RESEARCH REPORT #1607 3 1-10- 3 26 1.50 1.50 Mark all interior bearinIsl ocations. BRG REQUIREMENTS shown are based ONLY Install interior support ) before erection on the truss material at each bearing Shim bearings (if needed for req. support. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. L/999 IN MEM 3-4 �LIVE) L= 0.00" D= 0.00' T= 0.001, ['-- 0 00" D= 0.00" T=- 0.00" Nmuc MEMBER FORCES: Tc '. Ro�� TE1jj R�� 1 2 0�11 �'6 rl 2 02 -15 1 2-0 -1 1:25 2 1.60 0.00 I 1.�IXR.�� TE%�l Ro 'I 3:4 -3 L. 60 11�6 093 4 0 0 '. 90 0 O.W 0.00 J-2 I T 0-3-15 1 Truss ID: J2 Platin? src : ANSIOI - 1995 THIS D SI N IS THE POSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.S" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 1-10-15 1-10-15 1 2 F5 DO - B2 0-10-4 WAOIB RAO U-30 1-9-8 0-3-4 SHIP .L I 1-6-0 0 8 3 4 -'— wn 111 "118 . are DO oi.�,; . 1-10-15 1-10-15 4 UPLIFT REACrION(S) : Support 1 -74 lb Support 2 -30 lb Support 3 -4 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No E%Catego Bldg Length = 32.00 ft, Bidg idth = 14370S ft Mean roof height = 12 40 ft, mph - 80 UBC Standard Occupancy: Dead Load - 10.2 psf WA RNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design Is for an Individual building component not buss system It has been based on specifications proAdod by the component manufacturer WO: Drive—T-0611005—LOOOOS-100001 and done In accordance Ith the current %erslorts of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 15 Wr: 11# Dimansforsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that TIC Live 16.00 psf DurFacs L=1.25 P=1.25 the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assurnes HOMEWOOD that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly TIC Dead 9.00 psf Rep Mbr Bnd 1.15 attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding lenp. This component Rep Mbr Comp 1.00 TRUSS shall not be placed In any environment that will muse the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. 'JOINT V Truss Council BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr Fabricate, handle, install and brace this truss In accordance with DETAILS by Truswal,ANSVTPI 1'. VVTCA -Wood 'F�NG INSTALLING AND BRACING. METAL PLATE CONNECTED WOOD TRUSSEV BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 Co7o Springs, CO k907 of America Standard Design Responsibilities, Design Spec UBC TRUSPLUS 6.0 VER: T6. 4. 21X,== 11 by 11. The Truss Plate Instiftude (rPD is located at DrOnotrio DrKe, Madison, VAsoonsin 53719. and Paper Association (AFPA) is located at I 111 1 gun Street. NW, Shi 80o, Washington, DO 20036. FOTAL 33.00 Psf DEFL RATIO: -97 L/240 TC: L/18 Job Name: Plan 1618 WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J2B Qty: 1 BRG X -LOC REACT SIZE RE?;D TC 20 DFL #1 Platinp sgc : ANSIOI - 1995 UPLIFT REACTION(S) : lb 1 0- 1-12 169 3.50" 1 0,. 2 1-3.1- 0 107 1.50" 1. SO" BC 2x4 DFL #1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS D SI IS THE POSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -94 Support 2 -19 lb 3 7-3-1- 4 50 1.50" 1. SO" Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the ERG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR URC -97 Code. on the truss material at each bearing Shim bearings (if needed) for req. support. I -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes Importance Factor = 1.00 MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Noi End Zone L/999 IN MEM 3-4 �LIVE) attached, unless otherwise noted. Bracing shown Is for lateral support of components rnembers only to reduce budding length. This component HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line ;tNo i E%.Category = C idth L= -0.03" D= -0.04' T= -0.07" CR1T1CA,L MEMER FORCES: 1.00 IqZ;7S= TRUSS Bldg Lenqth = 32.00 , B dg = 43.00 ft Mean roof height = 12.42 ft, mph 80 Ro�� TEN16�01?11.� 'I TC Ow. � OU 90 1-2 -.11 1.6 092 0.00 psf Rep Mbr Tens UBC Standard Occupancy, Dead Load 10.2 psf 2-0 -1 1.25 2 1.60 0.00 Fabricate, handle, Install and brace this truss In accordance with DETAILS! by Tmswal,'ANSVTPI 1'. VVTCA V -Wood Tnuss Council ofArnerica Standard Design Responsibilities, IiANDUING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSET BC Dead 8.00 psf BC COMP. (OUR.) CSI � '%�166 2- 0- 0 Colo Springs, CO 80907 -(HIB-91) and NIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPQ Is located at D'Onofao Drive, Matilson. Wsconsln 53719. 3 4 0.19 4--o 0(1.25)/ 0 1.25� 0.00 - Design Spec UBC -97 T 1-1-13 3-15 H-0 8-0-5 r5__0_O ;,Silslar.1�111.1 8-0-0 1 1-2:2 4 8-0-0 11 -1-13 HIP ME WARNINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Individual building component not tam system it has been based on specifications provided by the component cranufacturer WO: DriveT06110051-00005300001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 17 Wr: 21# Olmensionsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that TC Li ve 16. 00 p'sf DurFacs L=1.25 P=1.25 the loads uIllmd on thl, design muet or emxwd the loading Imposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braoDd by a rigid sheathing material directly TC Dead 9.00 psf Rep Mbr Brid 1.15 attached, unless otherwise noted. Bracing shown Is for lateral support of components rnembers only to reduce budding length. This component Rep Mbr Comp 1.00 IqZ;7S= TRUSS shall not be placed In any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate, handle, Install and brace this truss In accordance with DETAILS! by Tmswal,'ANSVTPI 1'. VVTCA V -Wood Tnuss Council ofArnerica Standard Design Responsibilities, IiANDUING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSET BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 -(HIB-91) and NIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPQ Is located at D'Onofao Drive, Matilson. Wsconsln 53719. - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.216 a American Forest and Paper Association WPA) Is WAed at I 1111 19th Street. NW. Ste 8W. WashIngtori, or, 20036. FOTAL 33-00 psf IDEFL RATIO: L/240 TC: LAB Job Name: Plan 1618 BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 1 0- 1-12 234 3.50:: 1.50:: BC 2x4 DFL #1 2 3-11-3.1 86 1.50 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 3-10- 3 46 1.50" 1. 50" Mark all interior bearigslocations. BRG REQUIREMENTS shown are based ONLY Install interior support ) before erection. an the truss material at each bearing Shim bearings (if needed for req. support. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. L/999 IN MEN 3-4 �LIVE) L= -0.01" D= -0.01' T= -0.02" L;= 0.00" D= 0.00" T=- 0.00" CRMCAL MEIeER FORCES: TC I 32rR 'ff6'0�� 1 B� 0'121 1-2 38 1. 2-0 -1 1.25 2 1.60 0.00 BC MV. �O TENS.�D Ro� oi�SI 4 1 ?R-� U6 10 3 - -5 .60 71 1. 4 0 0 , 90 0 1.60 0.00 2-0-2 I T 0-3-15 Truss ID: J4 PlatingSspec : ANSI/TPI - 199S THIS D IGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). 3-10-15 3-10-15 2 MO _0 3 UPLIFT REACTION(S) : Support 1 -97 lb Support 2 -67 lb Thi S truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line 7tNo i Ex&J.Category = C Bldg Length = 32.00 dg idth = 43.00 ft Mean roof height = 12.62'ft, mph 80 UBC Standard Occupancy, Dead Load 10.2 psf B2 VV:108 1 -4 R:86 U:-67 3-61 2-7-8 f SHIP 0-7-4 B3 VV:108 7M :z R:4�6 Ell U: VV:308 R:234 U-97 Q:3 2.00 4-0-7 j 1-6- 3-10-15 0*8 0. 2 3 3-10-15 4 J n 2 07 3-10-15 vl%� WANIVINCiRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an lndWual building component not buss system it has been based on specifications proAded by the component manufacturer WO: Drive -T -0611005L00005100001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy, Dsgnr: KC #LC = 15 WT: 19# Dimensionsere to be %,erifled by the component manufacturer andfor bulicling designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD the loads utilized on this design rneelt or coceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce budding length. This component TC Dead 9 * 00 psf Rep Mbr Brill 1.15 be In that the content of the to exceed 19% andfor cause connector Rep Mbir Comp, 1.00 TRUSS shall not placed any environment will cause moisture wood plate corrosion. BC Live 0.00 psf 4445 Northpark Dr. Fabricate, handle, Install and brace this truss In accordance with 'JOINT DETAILS! by Trus�al,ANSVTPI 1% VVrrA I�Wbod Truss Council BC Dead 8.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of Ainerica Standard Design Responsibilities. IiANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! Psf O.C.Spacing 2- 0- 0 4HIB-91) and VIB-91 SUMMARY SFIELFT by TPI. The Truss Rate Institute (rPI) is located at DOnofflo Dffive. Madison, Wisconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.21`6h a American Forest and Paper Association (AFPA) is located at I I I I 19th Street. NW, Ste 800, Washington. DO 20M6. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/14 Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: AB Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platinp src : ANSI/TPj - 1995 UPLIFT REACTION(S) : 1 0- 1-12 258 3.50" 1. 50" 2 3-3-1- 0 112 1.50" 1. 50" BC 2x4i DFL #1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -7S lb Support 2 -60 lb WT: 25# 3 7-3-1- 4 56 1.50" 1. 50" Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the BRG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR URC -97 Code. HOMEWOOD on the truss material at each bearing Shim bearings (if needed) for req. support. I -PLY AND 3" RANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Not End Zone L/999 IN MEN 3-4 �LIVE) Rep Mbr Comp HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex&J.Category = C L= -0.05" D= -0.05' T= -0. 11" CRrrICkL MEMBER FORCES: 0. 00 prsf Rep Mbr Tens Bldg Length = 32.00 ft Bidg 43.00 ft Tc 00�;4 Ro�� TE112 R�� BC Dead 8. 00 Psf Mean roof height = 12 63 ft, 80 2- 0- 0 1 2 �1'6 �T 2 091 -(HIB-91) andH091 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at DOnofflo Drive. Madison, VlAsconsin 53719. gh UBC Standard Occupancy: Dead d 10.2 psf 2-0 -1 1.25 2 1.60 0.00 TRUSPLUS 6.0 VER: T6. 4. 2Ve American Forest and Paper Association (AFPA) is located at ill I l9th Street, NW, Ste 800, Mshington, OC 20M. TOTAL 33.00 Psf R� Ro� 'ff2 '6ifflli 3-4 0 1. 0921 4_0 0 1.25 0 1.60 0.00 8-5-20 r5.00 NO -20 1 -11-13 t 2-7-3 f HIP 108 56 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is (or an individual bullcling conVorient not truss system it has been based on specifications proAded by the component manufacturer WO: Drive-T0611005L00005100001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 17 WT: 25# Dimensionsam to be %erified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1. 2 5 P=1.25 HOMEWOOD the loads utilized on this design meet or coreed the loading Imposed by the 1=1 building code and the particular application. The design assumes thei the top chord Is laterally braced by the mof " floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components menters only to reduce budding length. This component TC Dead 9. 00 psf Rep Mbr Bnd .1.15 be in that the content of the to exceed 19% andfor cause Rep Mbr Comp 1.00 TRUSS shall not placed any enroironment will cause moisture wood connector plate corrosion. handle, Install brace this truss In 'JOINT DETAILS by Tniswal,ANSVTPI 1', WMA l'-Wbod Tnw Council BC Live 0. 00 prsf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate, and accordance with of America Standard Design Responsibilities. 11ANDLING INSTAWNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES BC Dead 8. 00 Psf O.C.Spacing 2- 0- 0 -(HIB-91) andH091 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) Is located at DOnofflo Drive. Madison, VlAsconsin 53719. - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6. 4. 2Ve American Forest and Paper Association (AFPA) is located at ill I l9th Street, NW, Ste 800, Mshington, OC 20M. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 ..16ap .�.11 qgRa r ggird Of P9?,'M' 'o I p is Msie). 1-aggggy �ap fln.-Sw ass . jg r Truss ID: AS Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platin? sgc : ANSIOI - 199S Required bearing widthspand bearing areas 1 0- 3- 4 131 3.SO" 1. 50" 84 l.SO:: 1. 50:: BC 2x4 DFL #1 PER ICBO RESEARCH REPORT #1607. THIS D SI IS THE POSITE RESULT OF MULTIPLE LOAD CASES. awlVen truss not su ported in a hanger. R U I REACTIONICS) 2 3-11-11 3 3-10- 3 44 1.50 1.50 PLATE VALUES Mark all interior bear' 1 t . 'n?s)'bca 'On%re, IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -43 lb BRG REQUIREMENTS shown are based ONLY Install interior support efoe -tion. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -66 lb on the truss material at each bearing Shim bearings (if needed) for req. support. I -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the BRG HANGER CLIP NOTE PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE USC -97 Code. 1 *L US2/ that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly to buckling length. This HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor 1.00 Sup�ort nnecti on(s)/Han?er(s) are C04 for horizon loads. 1.15 Truss Location = Not End Zone no designed al SEE SIMPSON CATALOG , Rep Mbr Comp Hurricane/Ocean Line = No E%Category C idth FOR ADDITIONAL INSTALLATION NOTES shall not be placed in any ernilronment that will cause the moisture content of the wood to exDeed 19% and/or cause connector plate corrosion. 'JOINT BC Live Bldg Length = 32.00 ft, Bidg - 43.00 ft Me. height 12.82 ft, 80 MAX DEFLECTION (span) : 1 00 TU MCM 'A -A .TVPN 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Sroof = mph = UBC tandard Occupancy, Dead Load - 10.2 psf L:-- -0.01" D= -0.01" T= -0.01" -D= 0-00' T=_ 0.00" 6�MCAL MEMER FCffd5: �1)1 '-�'6'0�� '3i ll� N� 09L'2 1 2 -38 1. 2:0 -1 1.25 2 1.60 0.00 C 35 '3-�(Q&�� '16§�'1?6'0� 0901 4_0 0 . ro / 0 1.60 0.00 3- T 0-4-9 _L I 131 0 W.308 R:131 01148 0-1&,-43 3-9-7 3-99115 1 3-9GE15 3-SC915 3_91311 5 MO _0 132 MOB t R:84 -4 U-66 2-0-2 SHIP D -7 1 -4 ..16ap .�.11 qgRa r ggird Of P9?,'M' 'o I p is Msie). 1-aggggy �ap fln.-Sw ass . jg r 10/26/2005 WA RNINGRead an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design Is for an Individual building component not truss system It has been based on SpedftafiiinS Provided by the component manufacturer WO: Drive-T-0611005-LO0005-100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 15 Wr: 15# Dimensionsare to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that TIC Live 16.00 psf DurFacs L=1.25 P=1.25 the load, utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assiurnes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly to buckling length. This TIC Dead 9 00 psf Rep Mbr Bnd 1.15 attached, unless otherwise noted. Bracing shon is for lateral Support Of components members orily reduce component , Rep Mbr Comp 1.00 E2:5= TRUSS shall not be placed in any ernilronment that will cause the moisture content of the wood to exDeed 19% and/or cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabdeale, handle, Install and brm this truss In accordance with DEYALS by Truswal,'ANSI/TPI 1'. VACA V -Wood Truss Council of America Standard Design Responsibilities, WM)UNG INSTALUNG AND BRACANGG METAL PLATE CONNECTED VVOM TRUSSES' BC Dead 8.00 psf O.C.Spacing 2- 0- 0 -(HIB-91) andHIS-91 SUMMARY Sl by TPI. The Truss Plate Institute (rPI) Is located at Donofrio Drtw. Madison, VAsconsin 53719. - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2p� a American Forest and Paper Association (AFPA) Is located at I 111 19th Street. NW, Ste 800. VlAishington. DC 20036. FOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 WAHNINURead aH notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J6 Qty: 2 BRC X -LOC REACT SIZE REQ'D TC 20 DFL #1 Plating src : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1_12 333 3.50" 1. 50" 2 5-11-13. 132 1.50:: 1.50:: BC 2x4 DFL #1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS D SI N IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -136 lb Support 2 -102 lb 3 5-10- 3 66 1.50 1.SO Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Thi s truss is designed using the BRG REQUIREMENTS shown are based ONLY Install interior suppo_rt(s) before erection. THEY ARE BASED ON 13" HANGER NAILS FOR UBC -97 Code. on the truss material at each bearing Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes Importance Factor = 1.00 MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Noi End Zone L/999 IN,,MEM 3-4 �LIVE) that the the to 19% HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex&,.Categor Y43700C L= -0.04 D= -0.04' T= -0.08" B3 VV:108 FZ'o�� TRUSS Bldg Length = 32.00 ft Bidg idth - ft MAX DEFLECrION (cant) : R:66 Rep Mbr Tens Mean roof height = 13 �4 ft, mph 80 L/999 IN MEM 4-0 �LIVE) U: BC Dead UBC Standard Occupancy: Dead Load 10.2 psf L= 0.00" D= 0.00' T= 0.01" 2- 0- 0 -(H] B41) and HB -91 SUMMARY SKEET' by TPI. The Truss Plate Institute (M) is located at DOnofrlo Drive, Madison, WsoonsIn 5371 S. CRrrICAL MEMBER FORCES: - Design Spec UBC -97 TC CMP- TE1% R�� 2.00 6�0`71 TOTAL 33.00 Psf 1 2 -48 1 093' �"8�� rl 2:0 -1 1:25 2 1.60 0.00 8 BC COMP. R. M. 0-4-8 �-R. � 09. 3-4 -5 P 40-38 5-10-15 4-0 0 1.60 0.00 4 5-10-15 5-10-15 F5 DO - 2 20 cla. unless WAHNINURead aH notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction B2 This design is for an Intfividual building con"nent not in= system It has been be on specifications provided by the component manufacturer, WAOB and done In accordance with the current versions of TPI andl AFPA design standards. No responsibility is assumed for d1mensional accuracy. R:132 #LC = 15 1-10-4 U:-102 1 2-10-2 TIC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD ,he loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly 3-8-0 10-i'15 9.00 psf Rep Mbr Bnd SHIP that the the to 19% 0-11-4 �3-6 B3 VV:108 FZ'o�� TRUSS shag not be placed In any enAronment will muse moisture content of wood exceed andfor cause connector plate corrosion. 'JOINT DETAILS by Truswal,ANSVTPI 1'. WCA 1* Truss Council BC Live R:66 Rep Mbr Tens 1.00 1 U: BC Dead 8.00 psf W:308 2- 0- 0 -(H] B41) and HB -91 SUMMARY SKEET' by TPI. The Truss Plate Institute (M) is located at DOnofrlo Drive, Madison, WsoonsIn 5371 S. R:333 - Design Spec UBC -97 U:-136 2.00 6�0`71 TOTAL 33.00 Psf O�3-8 8 2-0-0 0-4-8 5-10-15 3 4 5-10-15 5-10-15 20 cla. unless WAHNINURead aH notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design is for an Intfividual building con"nent not in= system It has been be on specifications provided by the component manufacturer, WO: Drive-T-0611005-LO0005-JO0001 and done In accordance with the current versions of TPI andl AFPA design standards. No responsibility is assumed for d1mensional accuracy. Dsgnr: KC #LC = 15 WT: 27# Dirrienslonsam to be erified by the component manufacturer andlor building designer prior to fabrication. The building designer wag ascertain that TIC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD ,he loads utilized on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to red" budding length. This component TIC Dead 9.00 psf Rep Mbr Bnd 1.15 that the the to 19% Rep Mbr Comp 1.00 FZ'o�� TRUSS shag not be placed In any enAronment will muse moisture content of wood exceed andfor cause connector plate corrosion. 'JOINT DETAILS by Truswal,ANSVTPI 1'. WCA 1* Truss Council BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate. handle. Install and brace this truss In accordance with -Wood of Arnerica Standard Design Responsibilities, I �ING INSTALLING AND BRACING METAL PLATE CONNECTED V�00013 TRUSSES! BC Dead 8.00 psf O.C.Spacing 2- 0- 0 -(H] B41) and HB -91 SUMMARY SKEET' by TPI. The Truss Plate Institute (M) is located at DOnofrlo Drive, Madison, WsoonsIn 5371 S. - Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.216e American Forest and Paper Association (AFPA) Is located at I I I I I 9th Street, NIN, Ste 800, Washington, DC 2OM8. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/181 a Job Name: Plan 1618 &1:rn es 20 unles�=Siq 1'qgga , SV M 0 a as P,'R,'p'o= I= p .g.� Rd& r "I P211 rolpy-ple). �fgT Pg. are gar tgWea,02 Truss ID: J6A Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 20 DFL #1 Platiu sgc : ANSIOI - 1995 UPLIFT REACTION(S) : 'This design is for an Individual buildIng component not him system It has been based on specifications provided by the cornponant manufacturer 1 0- 1-12 333 3.50" 1.50:: BC 2x4 DFL #1 THIS D SI IS THE POSITE RESULT OF Support 1 -136 lb 1-10-4 2 5-3-1-11 132 1.50:: 1.50,, PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -102 lb 16.00 psf 3 5-10- 3 66 1.50 1.50 mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the 10-j-15 BRG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR URC -97 Code. attached, unless otherwise noted. Bracing shown Is for lateral support of components rnernbers only to reduce buckling length. This omportent on the truss material at each bearing Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS APE USED, THE Truss Location = Not End Zone Fabricate. handle, Install and brace this truss in accordance with VaNT DETAILS! by Tmswal,'ANSVWI 1% V4rCA V -Wood Tiuss Council of Amed Standard Design Responsibilities, *tANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED V400D TRUSSES' L/999 IN MEM 3-4 �LIVE) U: HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No E%Category idth = C L= -0.04" D-- -0.04' T= -0.081, Design Spec UBC -97 Bldg Length = 32.00 ft Bidg - 43.00 Mean height 13 �41 ft, 80 ft MAX DEFLECTION (cant) : L/999 IN MEM 4-0 �LIVE) 33.00 P5f U-136 roof = mph UBC Standard Occupancy: Dead Load 10.2 psf L= 0.00" D= 0.00' T= 0.01" afFCAL MEMBER FORCES: O�3,8 8 TEliffit W!�1. 0-,1-8 1-2 2� 1. 2�� 09301 2-0 -1 1.2S 2 1.60 0.00 3 8C CDMP.11�� TEnfflt_� CSI 5-10-15 3-4 -5 0 9 1.. 0.22 5-10-15 4-0 0 0:90 0 1.60 0.00 5-10-15 5-10-15 MO _0 2 &1:rn es 20 unles�=Siq 1'qgga , SV M 0 a as P,'R,'p'o= I= p .g.� Rd& r "I P211 rolpy-ple). �fgT Pg. are gar tgWea,02 B2 WARNINGRead an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction W108 'This design is for an Individual buildIng component not him system It has been based on specifications provided by the cornponant manufacturer WID: DriveT0611005-LO0005-100001 R:132 1 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assurned for dimensional accuracy. Dsgnr:-KC 1-10-4 U-102 2-10-2 DIffensionsare to be verflied by the component rrwnufactumr and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1. 2 5 P_-1 . 2 5 the loads utilized on this design rneet or exceed the loading Irnposed by the local building code and the particular application. The design assumes 3-8-0 10-j-15 TIC Dead 9. 00 psf SHIP attached, unless otherwise noted. Bracing shown Is for lateral support of components rnernbers only to reduce buckling length. This omportent 0_11 _4 �3-6 B3 W108 shall not be placed In any envirorunent that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. BC Live 0.00 psf R:66 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate. handle, Install and brace this truss in accordance with VaNT DETAILS! by Tmswal,'ANSVWI 1% V4rCA V -Wood Tiuss Council of Amed Standard Design Responsibilities, *tANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED V400D TRUSSES' B1 U: O.C.Spacing 2- 0- 0 W:308 Design Spec UBC -97 R:333 American Forest and Paper Association (AFPA) Is located at 1111 19th Street. NN. Ste 800. Washington, DC 20036. TOTAL 33.00 P5f U-136 2.00 6-0-7 O�3,8 8 2-0-0 0-,1-8 5-10-15 3 4 5-10-15 5-10-15 &1:rn es 20 unles�=Siq 1'qgga , SV M 0 a as P,'R,'p'o= I= p .g.� Rd& r "I P211 rolpy-ple). �fgT Pg. are gar tgWea,02 1 U1zF31zU05 WARNINGRead an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction 'This design is for an Individual buildIng component not him system It has been based on specifications provided by the cornponant manufacturer WID: DriveT0611005-LO0005-100001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assurned for dimensional accuracy. Dsgnr:-KC #LC = 15 Wr: 27# DIffensionsare to be verflied by the component rrwnufactumr and/or building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1. 2 5 P_-1 . 2 5 the loads utilized on this design rneet or exceed the loading Irnposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is lalerally braced by a rigid sheathing material directly TIC Dead 9. 00 psf Rep Mbr Bnd 1.15 attached, unless otherwise noted. Bracing shown Is for lateral support of components rnernbers only to reduce buckling length. This omportent Rep Mbr Comp 1.00 K�� TRUSS shall not be placed In any envirorunent that will cause the moisture content of the wood to exceed 19% andlor cause connector plate corrosion. BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate. handle, Install and brace this truss in accordance with VaNT DETAILS! by Tmswal,'ANSVWI 1% V4rCA V -Wood Tiuss Council of Amed Standard Design Responsibilities, *tANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED V400D TRUSSES' BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 -fl1091) and V18,91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPI) Is located at D10nofrIo Drive, Madison, Wsconsin 53719. Design Spec UBC -97 TRUS PLU S 6. 0 VER : T6. 4. 2Fe American Forest and Paper Association (AFPA) Is located at 1111 19th Street. NN. Ste 800. Washington, DC 20036. TOTAL 33.00 P5f DEFL RATIO: L/240 TC: LAB lJob Name: Plan 1618 Truss ID: J613 Qty: 1 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 317 3.50" 1.50" BC 2x4 DFL #1 2 5-3.1- 0 143 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 7-11- 4 67 1.50" 1.50" Mark all interior bearing locations. BRG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. on the truss material at each bearing Shim bearings (if needed) for req. support. MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. L/999 IN MEM 3-4 �LIVE) L= -0.08" O= -0.09' T= -0.17" CRITICAL MEMER FORCES: TC 1. rR 11 R 1 2� Sj�l 1-2 -48 1. 2�� 0 35 2-0 1 1.25 2 1.60 0:00 BC COMP. �DIJR Ro� CS 3_4 0 1 2i� '109�16 0.216 4 0 0 1:25 / 0 1.60 0.00 t 2-9-13 to -3-15 Pi ating sENc : ANSI/TPI - 1995 THIS D SI IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR I -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.S" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS) 8-0-0 8-0-0 MO _0 1-6-0 —1 8-0-0 i 1 3 4 8-0-0 8-0-0 2-9-13 t 108 57 UPLIFT REACTION(S) : Support 1 -9S lb Support 2 -100 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No Ex&J.Category = C Bldg Length - 32.00 ft Bidg idth = 43.00 ft Mean roof height = 13 �5 ft, mph 80 UBC Standard Occupancy: Dead Load 10.2 psf 3-5-3 1 SHIP Girciecl plates and taise trame plates are positioned as snown aDove. bnra gaoie stuo plates to avolo ovenap with structural plains (or mapie). I W1 A& %P1 I& V W WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Individual building cornponent not truss system it has been based on specifications provided by the component manufacturer WO: Drive–T-0611005–LOOOOS-100001 and done in accordance with the current versions of TPI and AFPA design standards. W responsibility Is assumed for dimensional accuracy. Dsgnr: KC #LC = 17 WT: 29# Dimensionsare to be verified by the oonvonent manufacturer andfor building designer prior to fabrication. The building designer rnust ascertaln that TC Live 16.00 psf DurFacs L=1. 25 P=1. 25 HOMEWOOD the loads utilized on this design . or emeed the loatfing Imposed by a local building code and the particular application. The design assumes M the top chord Is Werally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shovm Is for lateral support of componerds mernbers only to reduce budding length. This component TC Dead 9. 00 pSf Rep Mbr Brill 1.15 the to 19% Rep Mbr Comp 1.00 E2!�= TRUSS shall not be placed in any environment that Wit cause the moisture content of wood e=eW and/or cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate, handle. Install and brace this tnm In accordance fth DETAILS! by TruswaI.ANSVTPl 1'. WTCA V-Wbod Truss Council of America Standard Design Responsibilities. WM)UNG INSTALUNG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' -i BC Dead 8.00 Psf O.C.Spacing 2— 0— 0 "B'91 SUMMARY SHEEr by TPI. The Truss Plate Institute (rPQ is located at Donofrio Drive, Madison, VlAsoonsIn 53719. ; TriaE Design Spec UBC -97 TRU S PLUS 6. 0 VER : T6. 4. 2VI� Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, VAtshington, DC 20036. FOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 0.00" D= 0.00" T= 0.01" Truss ID: J6S Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Platip s c : ANSI/TPI - 1995 THIS Required bearing widths and bearing areas 1 0- 3- 4 197 3.SD:: 1. 50:: BC 21 DFL #1 D SIg IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 5-3.1-n 130 1.50 1.50 3 5-10- 3 64 1.50" 1. 50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, UPLIFT REACTION(S) : Support 1 -66 lb BRG REQUIREMENTS shown are bas�ed ONLY Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -101 lb on the truss material at each bearing HANGER/CLIP NOTE Shim bearings (if neededWor req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the BRG 1 -LUS24 PLATING BASED ON GREEN L ER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UBC -97 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Sup�ort Connection(s)/Hanzer(s) are horizon loads. ,he loads utilized on this design rneet or exceed the loading Imposed by the local building cade and the particular application. The design assurnes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly Truss Location - Not End Zone no designed for al SEE SIMPSON CATALOG 9 ' 00 psf Hurricane/Ocean Line = No Ex&,.Category = C Bldg Length 32.00 ft Bidg idth 43.00 ft FOR ADDITIONAL INSTALLATION NOTES be In that the content of the to exceed 19% and/or cause connector corrosion. = = Mean root height = 13.�4 ft, mph 80 MAX DEFLECTION (span) : L/999 IN MEM 3-4 �LIVE) Rep Mbr Comp, UBC Standard Occupancy, Dead Load 10.2 psf L= -0.04" D= -0.04' T= -0.07" shall not placed any en-Aronrrient will muse malsture wood plate BC Live 0.00 U= 0.00" D= 0.00" T= 0.01" CRMCAL MEMER FORCES: TC 1.�I� TE%�D R,� 1 1-2 -49 1 2 1 09219 2-0 -1 1:25 2 1.60 0.00 1 1. TENS Roj 1 3-4 10��13 §D!R -5 0.9D�� 1 091 4 0 0 90 / 0 1.60 0.00 2-10-2 3-E T 0-4-9 Bi 0 W:308 R:197 U:-66 0*8 0-1-8 5-9-7 S Tj B 5-91715 5-SCV15 5-911715 5_9CX15 Mo _6 2 ..1 lslungx B2 W:108 1 R:130 -10-4 U:-101 2-10-2 SHIP 1-11-4 1 1 WA KIVIN URead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design is for an individual building component not truss system It has been based on specifications provided by the Wniponent manufacturer WO: Drive-T-0611005-LO0005100001 and done In accordance with the current %ersions of TPI and AFPA design standards. No responsibility is assurned for dinienslonal accuracy. Dsgnr: KC #LC = 15 WT: 23# Diniensionsere to be verified by the cornponem manufacturer and/or building designer prior to fabrication. The building designer rnust ascertain that TIC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD ,he loads utilized on this design rneet or exceed the loading Imposed by the local building cade and the particular application. The design assurnes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to (educe budding length. This carnloonent TC Dead 9 ' 00 psf Rep Mbr Bnd 1.15 be In that the content of the to exceed 19% and/or cause connector corrosion. Rep Mbr Comp, 1.00 TRUSS shall not placed any en-Aronrrient will muse malsture wood plate BC Live 0.00 psf 4445 Northpark Dr. Fabricate, handle, Install and brace this truss In accordance with 'JOINT DETAJLS! by Tniswal,ANSVTPI 1', %VrCA IWVood Truss Council BC Dead 8.00 Rep Mbr Tens 1.00 Co7o Springs, CO 80907 of America Standard Design Responsibilities. 1-MDUNG INSTALLING AND BRACING METAL PLATE CONNECTED V�000 TRUSSES! Psf O.C.Spacing 2- 0- 0 -(Hl B-91) and 'Hl B-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPQ Is located at Donofrio Drive. Madison, V%sconsin 537 19. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.21`61 a American Forest and Paper Association (AFPA) Is located at I I I I I 9th Street, NW. Ste 800, Washington, DC 20036. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18 Job Name: Plan 1618 6ga M "a 18). 9W ='9, toV,0d)N,MM MAMp= lor %S Truss ID: A Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating Spec : ANSI/TPJ - 1995 UPLIFT REACTION(S) : lb 1 0- 1-12 365 3.50" 1. 50" 2 7-11- 0 177 1.50" 1. 50" BC 2x4 DFL #1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -139 Support 2 -134 lb 3 7-1-1- 4 84 1.50" 1. 50" Mark all interior bear* locations. ln&) IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the BRG REQUIREMENTS shown are based ONLY Install interior support before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR UBC -97 Code. on the truss material at each bearing Shim bearings (if needed for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 MkX DEFLECTION (span) : PLATING BASED ON GREEN LWER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Not End Zone L/720 IN MEM 3-4 �LIVE) attached, unless othenvise noted. Bracing shown Is for lateral support of components members only to reduce buciding length. This component HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line ;tNo i Ex?,,Category = C L= -0.13" D= -0.14' T= -0.27" IK7�� TRUSS shall riot be placed In any envIronmem that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. 'JOINT Bldg Length = 32.00 , B dg 43.00 ft CRITICAL MEMBER FORCES: Tc OD& OUR CS '6ffih� Rep Mbr Tens 1.00 4445 Northpark Dr. Me. roof height = 13.67 ft, mph 80 1 2 1.2i�'/ 0.51 8.00 Psf O.C.Spacing 2- 0- 0 UBC Standard Occupancy, Dead Load 10.2 psf 2-0 -IT25 2 1:60 0.00 Design Spec UBC -97 1 1. T'&�166� AN 20036. TOTAL 33.00 Psf 3-4 1 9 0&�� �01 4-0 0 . 90 0 1.25 0.00 3 -7-13 10-D 5 F5 DO - 3-6 8-0-0 8-0-0 B2 W.108 t R:177 24-6 U:-134 4-3-3 B3 1-3-7 JSHIP W.108 R:84 U : W:308 R:365 U:-139 OA8 2.00 7-11- 1-6-0 B-0-0 3 4 8-0-0 8-0-0 6ga M "a 18). 9W ='9, toV,0d)N,MM MAMp= lor %S 10/26/2005 WA RNINGRead ail notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Constructi on This design is for an Individual building cornponent not truss system it has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LOOOOS-)O0001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 15 WT: 33# Dimensionsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer nimt ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 the loads uliliwd on this design rneet or exceed the loading Imposed by the local building code and the particular application. The design assumes HOMEWOOD that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a Nid sheathing material directly TC Dead 9.00 PSf Rep Mbr Bnd 1.15 attached, unless othenvise noted. Bracing shown Is for lateral support of components members only to reduce buciding length. This component Rep Mbr Comp 1.00 IK7�� TRUSS shall riot be placed In any envIronmem that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. 'JOINT BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Fabricate. handle, Install and brace this trurss In accordance with DETAILS by TnLwW,ANSVTPI 1% VirCA 1.Wood Truss council of America Standard Design Responsibilities. UANDUNG INSTAWNG AND BRACIW, ME7AL PLATE CONNECTED Vu00D TRUSSES BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 Co7o Springs, CO 80907 byTP1. The Truss Plate Institute ITPI) is located at Cy0noftlo Drive, Madison, Wsconsln 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.2 20036. TOTAL 33.00 Psf DEFL RATIO: L/240 TC: L/18 & a Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss systern. It has been be on specifications provided by the convonent manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimenslonsare to be verified by the component manufacturer andfor building designer pit" to fabrication. The building designer must ascertain that the loads utilized on this design meell or exceed the loading Imposed by the [=at building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly Truss ID: J8A Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x:4 DFL #1 PlatingSspec : ANSI/TPI - 1995 UPLIFT REACrION(S) : psf 1 0- 1-12 398 3.50:: 1.50:: BC 2x4 DFL #1 THIS D IGN IS THE COMPOSITE RESULT OF Support 1 -156 lb 2 7-11- 0 177 1.SO 1.50 PLATE VALUES PER ICB0 RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -134 lb 52!5= TRUSS 3 7-3-1- 4 84 1.50" 1. 50" Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Thi S truss is designed using the BRG REQUIREMENTS shown are based ONLY Install interior support(s) before erection. THEY ARE BASED ON 13" HANGER NAILS FOR UBC -97 Code. 8.00 on the truss material at each bearing Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : PLATING 13ASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Not End Zone 2- 0- 0 L/720 IN MEM 3-4 �LIVE) 4HI&91) and I KB -91 SUMMARY SHEET by TPI. The Truss Plate Institute CrPI) Is located at Donofrio Dive. Madison, Wsconsin 537 19. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Ex&,,Categor L= -0.13" D= -0.14' T= -0.27" CRrTIGkL MEMBER FORCES: UBC -97 TRUSPLUS 6.0 VER: T6.4.211� Bldg Length = 32.00 ft Bidg idth = 4y3=000 ft TC 1. R 'V�1'B� psf DEFL RATIO: Mean roof height = 13.67 ft, mph 80 �Ilt 1-2 68 1.2t�� 0951 UBC Standard Occupancy, Dead Load 10.2 psf 2-0 -1 1.2S 2 1.60 0.00 1 1. TENS 14&�.�Ro� 0�11 3-4 -8 90 1 6 39 �01 4-0 0 . 90 0 0.90 0.00 3-7-13 10-:T-15 r5.00 3-6 8-0-0 8-0-0 2 B2 MOB R:177 2-4-6 U:-134 4-5-11 ::--A t SHIP 133 1-3-7 W:108 R:84 U: W:308 R:398 U:-156 0048 2.00 7-11- 2-0-0 -4 8-0-0 3 4 8-0-0 8-0-0 Ngftbx HOMEWOOD WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss systern. It has been be on specifications provided by the convonent manufacturer and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimenslonsare to be verified by the component manufacturer andfor building designer pit" to fabrication. The building designer must ascertain that the loads utilized on this design meell or exceed the loading Imposed by the [=at building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly Cust: A -D Construction W: Drive -T -0611005L00005300001 Dsgnr:�KC #LC = 15 Wr: 34# TIC Live 16.00-psf DurFacs L=1.25 P=1.25 attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce budding length. This component TC Dead 9. 00 psf Rep Mbr Bnd 1.15 be In that the content of the to exceed 19% and/or cause connector corrosion. Rep Mbr Comp 1.00 52!5= TRUSS shall not placed any environment will cause moisture wood plate BC Live 0.00 psf 4445 Northpark Dr. Fabricate, handle, Install and brace this truss In accordance with 'JOINT DETAILT by Trusval,ANSVTPI 1', `WrCA V-Wooct Truss Council 8C Dead 8.00 Rep Mbr Tens 1.00 Colo Springs, CO 80907 of America Standard Design Responsibilities, IiANDUNG INSTALLING AND BRACING METAL PLATE CONNECTED WOW TRUSSES' psf O.C.Spacing 2- 0- 0 4HI&91) and I KB -91 SUMMARY SHEET by TPI. The Truss Plate Institute CrPI) Is located at Donofrio Dive. Madison, Wsconsin 537 19. - Design.Spec UBC -97 TRUSPLUS 6.0 VER: T6.4.211� a American Forest and Paper Association (AFPA) Is located at I I I I I gin Street, NW, Ste 800, Washington. DC 2DO36. TOTAL 33.00 psf DEFL RATIO: L/240 TC: L/18 0 a Job Name: Plan 1618 WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J8B Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 20 DFL #1 PlatinpSspec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1_12 36S 3.50:: 1. 50:: BC 2x4 DFL #1 THIS D IGN IS THE COMPOSITE RESULT OF Support 1 -ns lb WT: 33# 2 7-3-1- 0 178 1.50 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -136 lb 3 7-n- 4 87 1.50" 1. 50" Loaded for 10 PSF non -concurrent BCLL. IF RANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the HOMEWOOD ERG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. THEY ARE BASED ON 1.S" HANGER NAILS FOR UBC -97 Code. 9 * 00 psf on the truss material at each bearing Install interior support(s) before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed = Yes, Importance Factor = 1.00 MAX DEFLE M ON (span) IN,,MEM 3-4 Shim bearings (if needed) for req. support. GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Truss Location - Not End Zone studl riot placed any wood plate L/759 �LIVE) L= 0 . 3.2 D= -0.13 T= 0.25" PLATING BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No E%Category i 'dth Bldg Length = 32.00 ft 8 dg 43.00 = C ft OUTICAL MEMER FORCES: CSI '7� BC Dead 8.00 psf Mean roof height = 13 17 ft, ah 80 1.00 2- 0- 0 �DIJR �1 1. 1�11 1T5 2� V 2�� 0.56 2-0 -1 1.25 / 2 1.60 0.00 of UBC Standard Occupancy Dead d 10.2 psf Rj�� TEnj Ro� '-I") a- SUMMARY SHEET by TP1. The Truss Plate Institute UPD Is located at 010noftlo Ddw. Madison, VAsconsin 53719. �'2 �'16 0931 3 4 0 1 UBC -97 TRUSPLUS 6.0 VER:' T6. 4. 219e n= and Paper Association (AFPA) Is located at I I I I 19flh Street, NN, Ste 800. Mshington, DC 20036. FOTAL 4-0 0 1:25 0 1.60 0.00 DEFL RATIO: L/240 TC: L/181 3-7-13 O -T-1 5 8-0-0 8-0-0 F5_0 _0 2 1-6-0 8-0-0 3 4 8-0-0 8-0-0 �%f#.-Ies=-n 16 , "H"q&?a .7, 'QW 20 are a'or� ar at. to B2 MOB R:178 UA36 13 4-3-3 i SHIP WAKIVINURead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an Individual building component not miss system. It has been based on specifications pwMad by the component manufacturer WO: Drive -T -0611005-L00005100001 and done In accordance, with the current ersions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 16 WT: 33# Dimensionsare to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must ascertain that TC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD the leads Iizad on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord Is laterally braced by the roof or floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component TC Dead 9 * 00 psf Rep Mbr Bnd 1.15 be In emAronment that will cause the moisture coment of the to exceed 19% andfor muse connector corrosion. Rep Mbr Comp 1.00 TRUSS studl riot placed any wood plate BC Live 0.00 psf 4445 Northpark Dr. Fabricate, handle. Install and brace this in= in accordance with 'JCXNT DETAILS! by Tmswal,ANSVTPI 1'. VAICA V-Wbod Truss Council America Standard Design ResPonslbilftles. IiANOUNG INSTALLING AND BRACING METAL PLATE CONNECTED MOD TRUSSES BC Dead 8.00 psf Rep Mbr Tens O.C.Spacing 1.00 2- 0- 0 Colo Springs, CO 80907 of '-I") a- SUMMARY SHEET by TP1. The Truss Plate Institute UPD Is located at 010noftlo Ddw. Madison, VAsconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER:' T6. 4. 219e n= and Paper Association (AFPA) Is located at I I I I 19flh Street, NN, Ste 800. Mshington, DC 20036. FOTAL 33.00 psf DEFL RATIO: L/240 TC: L/181 k� 'r Job Name: Plan 1618 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 971 3.50" 1. 50" BC 2x6 DFL #2 2 7-10- 4 971 3.50" 1. 50" WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. on the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. BRG HANGER/CLIP NOTE Permanent bracing is regyired (by others) to 2 *HUS26 . prevent rotation/toppling. See BCSI 1-03 Sup�ort Connection(s)/Han?er(s) are and ANSI/TPI 1. no deslged for horizon al loads. End verticals designed for axial loads only. SEE SIMP CATALOG Extensions above or below the truss profile FOR ADDITIONAL INSTALLATION NOTES if ang) require additional consideration MkX DEFLECTION (span) : �by ot ers) for horiz. loads on the bldg. . I... T. - A -C fl 111CI L= -0.02" D= -0.03" T=--0.05" CRMCAL MEMSER PORCES: I 1_�Dtflt TE15ffRo� S' 1-2 -1250 1. 1 .6 096 2� 2-3 -41 1.25 / 21 1.25 0.18 Ftj� 'LL3§�'12 4- 5 0�5I 1 So 'ff6'6� 5-6 :159 IL60 1:60 INS 1.25 0.41 Will O0MP.(DUR.)1 TEP IR CSI 2 - 5 6� 1. 8 0.35 2 6 -126 0 1 3--6 -62, 0:82 3-7-15 iO-L-1 5 2.5-6 Truss ID: M1 Platini sgc : ANSICrMPI - 1995 THIS D SI IS THE 0 POSITE RESULT OF MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. 4-6-7 3-5-9 4-6-7 8-0-0 2 3 MO _0 .J.0-41 15 B1 B2 W:308 VV:308 R:971 R:971 UA53 8-0-0 U-353 4 5 6 4&-j 3-5-9 4_6_7 8-0-0 les 1'. UJ2D?P.'-. 0.12 A 9 � 9. M - s -a r e I o Required bearing widths and bearing areas grlOen truss not supported in a hanger. U I REACTION(S) : Support 1 -353 lb Support 2 -353 lb Thi S truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No . Exp Category = C Bldg Lencith = 32.00 ft Bldg Width 43.00 ft Mean roof height = 13.t7 ft, mph 80 UBC Standard OcEcgancK, Dead Load 10.2 psf ---------- LOAD E # DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 50 00 0- 0- 0 so 00 8- 0- 0 0 64 BC Vert 192:69 0- 0- 0 192:69 8- 0- 0 0:44 I WA KNINURead aH notes on this sheet and give a copy of it to the Erecting Contractor. Cust: A -D Construction This design Is for an individual building component not truss systern, It has been based on specifications provided by the component manufacturer WO: Drive-T-0611005-LO0005100001 and done In accordance with the current versions or TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dsgnr: KC #LC = 16 WT: 52# Dimensionsere to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer must asoedoin TC Live 16.00 psf DurFacs L=1.25 P=1.25 HOMEWOOD the loads utilized an this design meet or exceed the leading Imposed by the local building code and the particular application. The design assumes that the top choncl Is laterally braced by the roof or floor sheathing and the bufforn chord Is laterally braced by a dgid sheathing material directly attached, unless othenvise acted. Bracing shown is for lateral support of components members only to reduce budding length. This component TC Dead 9 00 psf Rep Mbr Bnd 1.00 that the the to 19% and/or cause connector corrosion. Rep Mbr Comp 1.00 TRUSS shall not be placed In any environment will cause moisture content of wood exceed plate 'JOINT I TRW BC Live 0.00 psf Rep Mbr Tens 1.00 4445 Northpark Dr. Co7o Springs, CO 80907 Fabricate. handle, install and braoe this truss In accordance with DETAILS by Traswal.'ANSUIPI 1% VA'CA -Wood Council of A"me Standard Design Responsibilities. IIIANDUNG INSTALLINGG AND BRACING METAL PLATE CONNECTED WOOD TRUSSES! BC Dead 8.00 Psf O.C.Spacing 2- 0- 0 -(HIB-91) and'HIB-911 SUMMARY SHEET by TPI. The Truss Plane Institute (rPQ Is located at D'Onofrlo Drive, Madison, Wsconsin 53719. Design Spec UBC -97 TRUSPLUS 6.0 VER: T6. 4. 2pilhe American Forest and Paper Association (AFPA) Is located at 1111 19th Street, NW, Ste 800, Washington, DO 20036. TOTAL 33.00 PSf DEFL RATIO: L/240 TC: L/241