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042-160-045
Y 42-16-45 WALTER JUHL SIS of Sacramento Ave, app 1400' W/Glenwood & Bidwell, Chico Permit ##5760-76P,E (2 ele ser ch —OF, gas meter)SF & 14H 42-16-45 WALTER JUHL/LARRY KELLER SIS Sacto Ave, 1500' W Bidwell AV Chico Permit#3780P(plbg for Va metet SF ! Yt, I a //I/ 042-160-045 .'. 06-1652 -14 JUHL LIA aW i W. SACRAMENTO AVE, CHICO Cont: OWNER NSF/DECK(COV) 042-160-045 JURL - 06-1746 2221 W SACRAMENTT A�VE� Cont: OWNER CHICO. GARAGE(DET) B07-1175 _ 042-160-045 MISCELLANEOUS Private Pool NEW GUNNITE POOL MASTER # 07-C 2211 W SACRAMENTO AVE JUHL REVOCABLE INTER. BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: W SACRAMENTO AVE Owner: Permit No: B07-1175 APN: 042-160-045 JUHL REVOCABLE INTER, Issued Date: 05/30/2007 By TMP Permit type: MISCELLANEOUS 2263 W SACRAMENTO AVE Subtype: Private Pool CHICO, CA 95973 Expiration Date: 05/29/2008 Description: NEW GUNNITE POOL MASTER # ( (530) 891-9119 Occupancy: Zoning: A5 Contractor Applicant: Square Footage: SUNSHINE POOLS OF CHICO SUNSHINE POOLS OF CHIC( Building Garage Remdl/Addn 2185 WEST SACRAMENTO AVE 2185 WEST SACRAMENTO A' CHICO, CA 95973 CHICO, CA 95973 (530)345-4254 (530)345-4254 Other Porch/Patio Total FEE INFORMATION DBMSC Swim Pool -Master Plan Co $496.42 Total Charged: $496.42 Fees Paid: $496.42 Balance Due: $0.00 Receipt No: B3285 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License SUNSHINE POOLS OF CHICO 356457 / C53 / 09/30/2008 Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that 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 I HEREBY A IRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commenc' g th Section 7 00) of Divisi 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractor's License Law (Chapter 9 (commencing with Section 7000) is i ull f rce d effect. 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 05/30/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's SI attire Date ❑ 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 Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE AND WILL the work himself or herself or through his or her own employees, provided that such improvements ❑I MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑❑ Section 3700 I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; The Contractor's License Law down not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). Carrier: Policy Number: Exp. Date: (This section need not be completed if the permitis or onceunundred dollars ($100) or less. M I AM EXEMPT under Section B. 8 P.C. for this reason: �x{f CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS rel 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'X " 05/30/2007 compens rovisions f Section 3 00 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisio X 05/30/2007 I hereby certify that I have read this application and slate that the above information is correct. I agree to comply with at] City and County ordinances, rules, regulations, and State laws relating to building Signature Date WARNING: FAILURE TO SECURE WORKERS' OMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the pr yowner am th izedtoacto the, rtyowner s a 'fl 1Pi1,G,OS/30/2007 CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner 0 Contractor OR; DAgent for Owner DAgent for Contractor FILE COPY Lender's Address City State zip a BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER JNFORMATION Last Nam Name-r;'/ L S U�' 1 L d u�'W S / � / -4 Mailing Address 2�/ 91,c'. 8,967V. 4 J& city<?/-// State (2 Zip igsr77 Phone 8 c� 1 �� 1 Fax E-mail CONTRACTOR Name [1/> Ni- Op Address 2/ 85 lti 02 TD. e-, City j__/ p Gp State Zip S5 Phone 5 3D /— Fax egJ E-mail Lic. #__6 �/S 7 1 CI 63 ARCHITECT/ENGINEER Name _23'tc H m y N V1_ ogSS c� c3 Address l 7 ,ie A z City / Ga Stattt Zips ,x-57,3 Phone3 �� , /�� 7 Fax E-mail State License Number l')APPLIPAIV-TINFORMATIOiY Name Addressc-;2/g/ L8/ C D City Ll �[.C..CD State (?A—Zip�S y , Phone � � Lj�—_ � � 7 Fax E-mail APPLICANT GNATURE X S��e For office use only: Zoning Flood Zone SRA Yes No Occ. Type Const. Subdivision Name Map Book Page 71 Planner Date Approved: PERMIT NO. BIN # PROJECT LOCATION AP# 02 /,D - o 5 Property Address City 02�2/� �.��CTD C6f/ca Cross Street WORKER'S COMPENSATION Policy Numbero�� Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address n! Description or Scope of Work: Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. I I Received by: IY Amount: 4 ---Bldg I I SRA Receipt #: Sheriff SMIP Other Date: �� �� - Z- Total PLANNING DIVISION - BUILDING PLAN APPROVAL . Use• 4 Date:.S- 36-6 7 Parks : — Landscaping: —' Other. Signature _HOOT 00:; i Ams.�tzlpTloN_:.. FgUNdv lotJ LaIJ y ......'• .. .. SffrOeT-Llzal.. rL40 ' .5 m-xT:alt-olz. p.Lava11oN5- . y ... '. ;.... _..-RtsrllNcq— ..: i.... .............: j& j2.y .... p ✓� 1 �� i Ro a s 1 d 7 - BUTTE COUNTY ,llUILDI " ®APARTMENT APPR0vE0 I NOTE SITE CONDITIONS ENGINEERING MAY BE REQUIRED IF ANY OF THE FOLLOWING SITE CONDITIONS ARE OBSERVED AND NOT SHOWN ON THE APPROVED PLANS: EXCESSIVE SLOPES EXPANSIVE SOILS . EXCESSIVE CUTS OR FILLS ALTERATIONS TO NATURAL DRAINAGE OTHER UNUSUAL SOIL OR GEOGRAPHICAL CONDITIONS N OTE: j PROPERTY OWNER IS RESPONSIBLE FOR DETERMINING LOCATIONS OF PROPERTY LINES AND EASEMENTS AND MAINTAINING REQUIRED SETBACKS FROM PROPERTY LINES AND EASEMENTS. A SURVEY MAY BE REQUIRED IF DETERMINED NECESSARY BY THE BUILDING OFFICIAL. 1 APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INPECTIONS (COMPLY WITH !BUTTE C'UUN7'Y-- PUBLIC WORKS ERONSION CONTROL PLAN REQUIREMENTS APPOVED FOR THIS BUILDING PERMIT BY BUTTE CCOUNTY PUBLIC WORKS LAND DEVELOPMENT DIV. MOW Oe"s >' iAI.A" :$8t. lr0 o a ;, rf °_ 'C sP 1 0 ° F HOMMAND SECURITY ELEVATION. CERTIFICATE 0e -•I igemCy Management AgencY aid- 'Flood insurance Program __ . _ ._ mportant -Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION A1. Building Owner's Name JL1 14 L_ A2. Building Street Address (including Apt., Unit, , and/or Bldg. No.) or P.O. Route and Box No. OMB No. 1660-0008 Exoims Pebruary 28.2009 • - A4. Building Use (e.g., Residential, Non-ResldeMt I, Addition, Accessory, etc.) �ssd R Csr1 A5. Latitudelt ongitude: Lat. A.) % 03 6 ' Z " Long. &.r j,2_1 G ' 3 33 Horizontal Datum: NAD 1927 Q NAD 1983 AS. Attach at least 2 photographs of the building if he Cerdflcate Is being used to obtain flood Insurance. A7. Building Diagram Number] - A8. For a building with a crawl space or enclosure( ), provide: M. For a building with an attached garage. provide. - e) Square footage of crawl space or end (s) sq ft s) Square footage: of attached garage sq ft b) No. of permanent flood openings In.flre space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above ad) cant grade. walls within 1.0 That above ad)acent grade c) Total net area of flood openings in AB.b sq m c) Total net area of flood openings in A9.b aq In �EGTII3N • FJrAO042SURANCIE RATE MAP (FIRMS INFORMATION B1. gIP Communhy Name & Community Number 62. County Nams B3. state TSJ C e"CO bo _ r 7 60 i ` p_ Cd r sasTY .01% e B4. MapJPanel Number 65. Sut%c ..FIRM Index B7. FIRM Par" W. Flood 19. Base Flood Elevations) (Zone o co CD 6s D E' 9 bcgWftvised Date Zones) AO, use base flood depth) I16n65 I.Awest elevation of mathinw orequrprrerit "Mi c"Irg the building, `- (Describe type of equonu to conmarb) .:., ., . -. ,.. feet (Puerto Rico otUy) Q meters (Puerto Rico only) � , .. Lowest ati)aoerrt (finished) grade Highest adlaoaru. (+Inished) grade'HA ) B10. Indleata tha amnrw M thw Rnan Cr,.n.1 Cie.. -N.. �ner� d a- �� �--- �--. , Q metars'(Puerto Rico only) _ U4 BUNII Do. Q FIS Profile Q FIRM ❑ CornmL Determined Ot ar (pescr{be) Ft e4 - ID .sem 611. Indicate elevation da4an reed for BFE m item I 9-.E]'NGVD I=- Q NAVD 1g88 Q other (Deatxibe) 612. D the building eplanallm alocated m aCoastal Barrier Rem urc;asIR System (CBR S) area or Otherwise Protected Area (OPA)? Q Yes @ No QCSRS DOPA . SECTION:C - C1. Building elevations arebased on 9-60i •A new Elevation Certificate will be required C2. Elevations -Zones Al -A30, AE, AH, A (wHh Benchmark Utpfaed 16 e 6.3. R �t� FI VA -n non nur wionsof the buildingU Building Under ComtrudW ❑ FWshed Construction ' . is complete. I; VE. V1430,.V (wtih BFq, AR. ARlA, ARAE; AR/A1;A30, in item A7. ' AR/AH, ARIAO: Complete Items C2."�Ze' CL''y /55t,4 verucw Dadun_ ,y6,v D 'z 9 BUTT) rni i to l a) D) ::.....: : ... . : Top of bottom floor (Including basentei>t. space, or endoarus (loot) Top of the nerd higher floor a A I OL Iry Chectcthemeasruemertt �: uJ 1W ❑ malars (PuerNoRovEr) C) Bottom of the lowest horizontal structural (V Zorrea.... °..._-- .. ,� --� feet..._. . meters (Puerto. Rico only) ❑ CD Attached garage .(top of slab) = - _ _ .. _ _ ...... — metars•(Puerto Rico only) ❑meters e) I.Awest elevation of mathinw orequrprrerit "Mi c"Irg the building, `- (Describe type of equonu to conmarb) .:., ., . -. ,.. feet (Puerto Rico otUy) Q meters (Puerto Rico only) � , .. Lowest ati)aoerrt (finished) grade Highest adlaoaru. (+Inished) grade'HA ) ureters (Puerto Rico only) feet , Q metars'(Puerto Rico only) SECTION D This certification Is to be signed and sealed by a land Infomstiorr. r o6&y yrat yrs k txmatb4 our this Cert r curde>standynatanyfa/ss statsmsrrt maybe ptm/sir, 9Chedc here uoorments aro provided on bade of FEMA Form 8131, OR ARCHITECT CERTIFICATION -..,.aylx, anymaer, or archliect authorized by law tD bertify etevatlol Scats represents my best etfbrts m int mrst me data evabbb. J>!e by tine orirnprlsonnwrrt render 18 U.S Co* Sedum 1001. �vil7b.. .t Sea reverse .Telephone Jde f!or continuation. � C11LlFfl� d all previous editions. I IMPORTANT:f In these spaces, copy the +coIMponding information $om Section A.; ;FoF! ��� �d 00 0<1 BuildingStreet Address (Including U Suite, and/or No. oy P.O. Route and Box No. Izo1I nom. _ �/� 7S ���q Md IngAPt., ��11__.:..... J �♦ br C(tyC state ZIP cods Hw co SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT.CERTiFiCATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community oflidal. (2) insurance agent/company, and (3) building owner. Comments Rif1CDIti&- .Ln«TcQx) IS ✓?V0 4'oprd' A3De ?-*A>£ A 4Y *175, .4 7110 O Signature Date ❑ Check here If attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE). For Zones AO.and A (without BFE), complete Items E1-& If the Certificate is Intended to support a LOMA or LOMR-F request, complete Sodom A. B. and C. For Kama E1-64, use natural grade, if avallaWs. Check the measuntmor t used Irh Puertio Meq oNy. enter meters. E1. • Provide elevation Monnation forft MowbV and check the tspproprtete to= -to show wjwt her the elevation Is above or below the highest adjacent .grade (RAG) and the lowest adjacent grade (AG). a) Top'of bottom floor (including basement. crawl space, or endosure) is --- 0. feet ❑ meters. above or below the HAG. b) Top of bottom floor (inducqng basement, crawl space, or enclosure) is _(2. ZJJ�W feet ❑ metersabove or ❑ below the LAG'. E2. For Building Diagrams 6-S. with permanent flood openings provided In Sedigg,p Items 8. �/or 9 (sm. page 8 of Instructions), the next higher floor (elevation C2.b In the diagrams) of the building is feet U meters '.0 above or II belowthe HAG. Es. Aaaded garage (top of slab) Is ❑feet (] meters ❑ above or ❑ below the HAG. ' E4. Top of Platform oimaddrreryand/or equipment sW.dV the building is S feet..,[] meters: (`above.or : [] below tha•HAG. ES.' Zone AO only:.K no flood depth number B. avallable, Is.the top of the bottom floor elevated In accordance with the commuani a floodplain management ord1nan6e7 •(] Yes [:]No ❑ Unknown, :The local afL-w mot oe *this Worination in Seddon G. SECTION F •-PROPERTY.OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The PmPertY Omm or owner's aurwhwd rep osentative who oompfebss Sodlom A, B. and E for Zone A eaithotrtg FELts Rued or conrruiNgNssued SFE) or Zone AO must sign hero. 7dhe &Vbsmerrt In Secbfaes A, A and E am mrod'ta Me beat orMyk>aWbdgg Pro A , er's ores Authorized RepresentadWs Name (G So Add 923P Code a M 3/0 �� /Z �/31a1L G Gy S, r` 7i'2o t'T /l), D%� �tr i�.eL tX� �O ✓ �.S'9 9,�i :.; .. , ., •_ :. . . .. . ..... . .. • .., __,. _.; . � . . .. , .. _ - ❑ CharJr ham, rf �isnh,.,e..b SECTION O COMMUNITY INFORMATION (OPTIO The-localoffldel who le authorized by low or W* *' nce to aditatsr the oomrnunttlrs floodplain and G ofthis 17ewraflorn Cerflflcate, Co"VIste tie �(s) sad SW below.. Check the gement �" � Setflforrs A, B. C (ro E). G1. ❑ The In =Millon In Section OWN taken flour other d nmerdused in Its= G8. and G9. b s by Isar tb certify elevation ocament tWon that has been signed and sealed'by a licensed surveyor. engineer, or architekd who G2. ❑ A y of fltlal °�' p" a ee source and date of the elevation data in the Comments area below.) completed $edion E for si buffing baled .in Zone A (without a FEMA. issued or. �� � or Zone AO. G3. ❑ The. followtrtp ktfonnefdon plants G4.-0q.).1a.pr!ovided for 66mmunlIy floodplain menuigemmu+nt G4. Permit N Purposes• G7. This peenit tars been issued for,o Q NswCons'thudion .� ��'. ❑ Subatsrttla! Improvement_'.. - • . GS. Elevation of as4wa lowest floor (,&,ding basement) of the butidtnp: G8. SFE or lin O Of flooding at the b - --... _... _ .. _ _...- _ ❑ meters (P) Datum Local _ _ � ..:,.�� :•t•r�:_-ate o .WO s�yL Telephone Date Cc f ' 1 FEMA Form 81-31, February 20013 - ,� �., �,�+AIF .,i _. , .. , _ ❑ _. �. Replaces all previous editions k • ` a I 042-160-045 06 1746 fJHL • NOTES i W SACRAMENTO AVE, CHICO uTT '• % j Cont: OWNER GARAGE(DET) RESIDENTIAL APN: Owner. Site Address- Contractor. Type of Permit 0 d Permit No. SRA FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE t 3 DATE JOB �r SIGNATURE: CHECKED BY a 0 d Permit No. SRA FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUBSTANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE t 3 DATE JOB �r SIGNATURE: CHECKED BY COUNTY OF BUTTE -- BUILDING DIVISION 4^ DEPARTMENT OF DEVELOPMENT SERVICES '. 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 06 OWNER I ERM T NO. r A routine inspection indicates that the following violations of Butte County Ordinances exist at i' the above address and should be corrected. Please call for re -inspection when correction of { work is comple�d. If you have any estio pertaining to this matter, or need additional ry explanation, plyase contact the Bui ing Ins or as indicated below. A / P,1�/. 01121'/ /) / �%�%�%C /� ��iv✓� ' Date / — v Inspector LZAl fp,', REV 4/05 Phone # iS / �+ FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 y;. BUTTE COUNTY PERMIT NO. DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT BP061746 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 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 5 (commencing with Section 7000) of Division 3 of Issued Date: 08/11/2006 APN: 042-160-045-000 the Business and Professions Code, and my license is in full force and effect. t License class: License Number: Site Address: 722,_9.1 W SACRAMENTO AVE CHI Date: Contractor: 'Map Index: Description: DETACHED GARAGE 1629 SQ.FT. 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 Owner: JUHL REVOCABLE INTER VIVOS TRUST 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 JUHL WALTER MITCHELL & CHERYL 7000) of Division 3 of the Business and Professions Code) or that he or WOHLGEMUTH 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 2263 W SACRAMENTO AVE to a civil penalty of not more than five hundred dollars ($500).): CHICO, CA 95973-9650 ���applicant )! 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, Applicant: JUHL REVOCABLE INTER VIVOS TRUST provided that such improvements are not intended or offered for pp sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of JUHL WALTER MITCHELL &CHERYL proving that he or she did not build or improve for the purpose of sale.). WOHLGEMUTH ❑ I, as owner of the property, am exclusively contracting with 2263 W SACRAMENTO AVE licensed contractors to construct the project (Sec. 7044, Business CHICO, CA 95973-9650 and Professions Code. The Contractors' State License Law does (530) 891-9119 (530) 891-9116 not apply to an owner of property who builds or improves thereon, Iiajuhl@pacbell.net and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Bueess and Frofessions Code Contractor: Date: 1 .��� Owner:4�W WORKERS' COMPENSATI N 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 License #: 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: Architect: Carder: Engineer: HOLLIDAY, JARROD Policy #: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to 1629 become subject to the workers' compensation laws of California, Total Square Ft: S.F. and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall Valuation: $39,096.00 forthwith comply with those provisions. Census Code: ' 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 J compensation, damages s provided for in Section 3706 of the Labor code, interest, and attorney's fees. ) �- I n Li�(� f� (1 `-� LENDING AGENCY :T _ -_ �.-.-- -Th;Z ?ermit is here issued _under.the applicable. provisions of the Butte County Code and/or _-, .CONSTRUCTION - I hereby affirm that there is a construction lending agency for the` r the for which this is issued (Sec 3097 Civ.) Resolution t ork Indic ted above for which fees have been paid. perfo mance of work permit Name: at B D y - () PERMIT EXPIRE 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 ly aulhe ' 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 subst of any ffici to;or d current of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspeclio poses. i Print Name:. / Signal re: / ✓ �!(/ Date: Owner ❑ Contractor 4 ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 0 0 ngineenng January 29, 2007 Butte County Building Department 7'County Center Drive Oroville CA 95965 Re: Permit, 9 06-1746 Juhl Garage 2219 W. Sacramento Ave. Chico, CA Attn: Building Official t I have reviewed the truss layout and designs provided by Construction Framing Specialists. I have found the calculation package to be in agreement with the structural system designed for the above mentioned project,. This. letter recognizes that the: truss calculations meet or exceed the structural requirements of the structure. If there are any questions or concerns, please feel free to contact me at the number below. J JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, SURVEYING P.O. BOX 649 MAGALIA CA 95954 (530) 873-3402 I ANCH011 n 'neerin k S 1 January 18, 2007 Butte County Building Department 7 County Center Drive Oroville CA 95965 Re: Permit No. 06-1652 Juhl Residence and.Garage f Sacramento Ave. Chico, CA Attn: Building Official I am writing this letter to provide approval or corrections for the construction methods used for the above mentioned project in response to the correction items noted during the shear inspection. 1. a) The electrical panel in the 7'-0" shear panel is acceptable and requires a 2x block at the top of the panel for edge nailing. b) The 5'-0" wall which was built a 4'-4 3/8" requires 2" edge nailing in place of the 3" nailing originally specified on the plans. c) Holdowns may be installed, to cripple studs as long as the king stud. and trimmer are stitch nailed with 1,6d''s at 12" o. c. and the cripple stud is nailed to the trimmer with (10) 16d sinkers. d) Holdowns may, be installed to a single king stud and use the trimmer as the second 2x. The king stud and trimmer shall be nailed as noted above. 2. The roof nailing may be omitted for detail 6/S6 at the front wall line if blocking is provided for the edge nailing of the lid material for the front porch along the beam and the shear wall in question.Blocking shall be 2x nailed with 16d sinkers at 6" o.c. to bottom of shear baffle and to 6x bei transfer only needs to be installed for the length of the shear wall. JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, SURVEYING P.O. BOX 649 MAGALIA CA 95954 (530) 873-3402 ZeYS, 7-0 BUTTE COUNTY BUILDING DIVISION .APPROVED 1124107 p 4. .=OK o = Not OK MANUFACTURED HOMES 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; FaI1/C/0-Concrete 4 Wtr, Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-Cimcs-Grad 'Amp -Concrete 6 Yard Gas; Loctn-Test Wrap 'Hat ❑ or LP❑ Inch Sz Ft Lngth 7 Bickng; SzSpacing-Marriage Line 8 Gas; MH Test-Demand-Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers-Breakers-Clmcs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -CIO to Grade 12 Gas and Electricity Tagged 13 Tie Downs ❑ Foundation ❑ 14 Exits 15 Cert of Occupancy 16 HUD LabeUlnsignia Numbers Serial Numbers d Drawing MISCELLANEOUS" DEC KS'COVERS'CARPORTS•GARAGES 1 ZoningSetbacks-Easements 2 Ftgs; SoilsSz-0pthSpacing-CnnctrsSteel 3 Decks, Girders/Jolsts-Dcking-Brcing Stairs-DuardlHandrails 4 Wood Awn; Posts-Beams-Rftrs-CnnctrsShthg• Frmg-Brcng 5 Alum Awn; Columns-DnnctnsSplice-Decal-Enclsrs 6 Carports; Wndws-Doors 7 Electric 8 Fang; Sills-AnchrsStuds-Rftrs Tnisses 9 Siding; Nailing-VeneerStucco-Lath 10 Roof, Shthg-Roofing 11 Ext; St ps-Doors-Landings .1 ced Wall pnis mss' o Ile - 1 Setbacks -Easements 2 Soils; .CompactlonStructure Stability 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -Lining . 4 Elec Rcptcls/Ung; Distance -GR 5 Elec Pool Laing; l5 volts-GFI 6 EIec.Enclsrs; Conduit Entries Terminals -Listed 7•Elec Bonding; Metal w/5'-CrcItng Egp-Htr 8 Elec Grndng; Eqp w/5 Crcltng Eqp-Pool ightg Boxes-Encisrs-pnlboards-lnsultn-to Main Conduit 9 Health Dept Appnrl . 10 •Plmb; Cir Test Wtr Supply Test 11 Lt Niche , 12 Enclsr•, Fencing Alarms 13 Bonding, Diving board or Slide o'r �� o'r r ��• d Drawing MISCELLANEOUS" DEC KS'COVERS'CARPORTS•GARAGES 1 ZoningSetbacks-Easements 2 Ftgs; SoilsSz-0pthSpacing-CnnctrsSteel 3 Decks, Girders/Jolsts-Dcking-Brcing Stairs-DuardlHandrails 4 Wood Awn; Posts-Beams-Rftrs-CnnctrsShthg• Frmg-Brcng 5 Alum Awn; Columns-DnnctnsSplice-Decal-Enclsrs 6 Carports; Wndws-Doors 7 Electric 8 Fang; Sills-AnchrsStuds-Rftrs Tnisses 9 Siding; Nailing-VeneerStucco-Lath 10 Roof, Shthg-Roofing 11 Ext; St ps-Doors-Landings .1 ced Wall pnis mss' o Ile - 1 Setbacks -Easements 2 Soils; .CompactlonStructure Stability 3 Pool Structure; Steel-Cnnctns-Thickness Dead Men -Lining . 4 Elec Rcptcls/Ung; Distance -GR 5 Elec Pool Laing; l5 volts-GFI 6 EIec.Enclsrs; Conduit Entries Terminals -Listed 7•Elec Bonding; Metal w/5'-CrcItng Egp-Htr 8 Elec Grndng; Eqp w/5 Crcltng Eqp-Pool ightg Boxes-Encisrs-pnlboards-lnsultn-to Main Conduit 9 Health Dept Appnrl . 10 •Plmb; Cir Test Wtr Supply Test 11 Lt Niche , 12 Enclsr•, Fencing Alarms 13 Bonding, Diving board or Slide 0 = Nat OK LO KESIDENTIAL (Single & Duplex) 2 Ftg Main; Soils-Elec Gmd FtR Dpth 3 Ftg Garage; SoilsSteel-Elec Gmd Ftg Dpth 4 Fig Porches/Decks; Soils -Steel Ftg Dpth 5 Ste 11 M:,'n; Steel-Blockouts Wrapped 6 Stem Is Garage; Steel-Btockouts-Wrapped 6a H Downs and Special Anchrs lab, S el Wrapped 8 Pi -Frplc FtgSteel ;/10 Fall -Fitting -Test -2 -way CIO -Sewer Test F, Gas Pipe; Sz AnchrsSz Test 11 Wtr Pipe; Test-Anchrs-RgltrService Test 12. Elec Undrgmd 13 Plenums & Ducts; Cirnc-MaterialSupportansultn 14 GirdersSills-Anchr BoltsJoists-Vnts-Cripples 15 Acc & Vntitn 16 Insulation o. 0`s - da DATE jFrRAMING 17 Sills Proper Materials & Anchrs 18 Walls Studs -Nailing Spacing & Braces -Plates -Sound 19 Bearing W Its_ ver Girders 8. flr Nailing 2 Dra op in Walls (rat proof)• i I 2 e Stops; Furred Ceilings stairs -Chasers -Tubs Headers R. BeamsSi &'Bearirig' 23 Hangers-Post'Caps-Anchrs�-Chnctns 24 Ceiling Joisut6nes-Purlin-Roof Brac Tu nsShthg 25 Frpic Ties'or Type A Flue=Frplc Throat Clrnc 26 Attic Acc; Si &Rink Pitetn-Drafi Stop -Ins Baffles 27 Bdrm Wndws or Exiting Doors -Sill tit & Dimensions 28 Garage Fire Prtcbi Framing -RC Channel 29 Prprty Line Firewall .& Opngi' . 30 Ext Doors -One 3' -Check Garage 3rd Story, 2 Exits 31 Stairs; Width-Hdrm-Rise-Run-Landing-Fire Prtctn 32 Plywd on Roof Ovrhng Attic Vnts-Rftr Ot6grs 33 Siding-Nairtng Veneer 34 Stucco Lath Weep Screed-Fndtn Vnts-Undrflr Acc 35 Glazing Area -Glass PrtetnSkyLts-Plastic . 36 r Walls; Nailing -Bolts (• 1 I ,O -L V race Int/Ext Wall pnls —��38 Insultn Walls -Ceilings %. 39 Infiltration-Walls-Wndws DATE JELECTRICAL 40 F)lr & Trnsfrmr Cimc4ns Prtctn j r Rcptcls Spacing-Lts & Switches at Doors oxes & No Of Cndctrs Stapled �ex Installed Close to Edge of Studs & CJ 4�Egp Gmd made up w/Mech Fstnrs 46,dmdng Electrode Bond Gas & Wtr 46 2Appinc Cares in Ktchn & Cndctr Sz GFl 47*tubfeed Wire Sz oa Q W or Q AL AC Wire Sz oa Q Cu or Q AL 48 Range Circ . Ip Q CU or QAL Oven Circ oa QCU or El AL Insulated Neutral Q Yes Q No 49 Service -Riser Cndctrs & Gmd Main Dscnnct 50 Eqp Cirncs pnls-Motors-Mech Eqp 51 Clothes Closet LtShwr Lt -Spa Lt 52 Smoke Detector URIC PLUMB . G ' 53nt-Acc-Cmbstn Air Baffle Wtr, e; Test & Anchr-Nail Prtctn WV; Test Fittings & Anchr. Nail Prtctn 56 Shwr Pan; Test, First fir -Tub Acc 57 Test Tuli & Shwr, 2nd fir - Tub Acc 58 Gas Pipe; Sz & Anchrs 59 Fire Sprinkler; Test 60 Yard Gas Piping DATE IMECHA,N'ICAL —(Went 61 AC ucts Insultn & Support " Fan. Exhaust abv Insulin 63 Condensate Drain & Ovrfiw, Sz & Grade 64 Furnace -Vent Acc-Comb Air RbTuVent 1.15 -Outlet 65 Attic Acc & Pltfrin if Furnace In attic � •L a � & Sldel2 Prtctn-Landings Frits-Cimc-Comb, Air-Cnnctr ; abv-fir-Duds-Meeh Prtctn Exiting h Fxtrs & Tub Acc-Spa Subpnl, Breaker Szs & Labels 7�Fryl�or tove, Clmc-Hearth rleclets at Wood Pni, Int & Ext xtr & Appinc; Gmd Air-Gap-Dooking Cimc le & Rcptcls at Ktchn CounterIre Door Swing -Landing -Closure uct In Garage -Damper tr H nts-CimcCom Air Cnnctr-PRV; abv fir MqPK Prtctn; LPG Appince Undr House 3' drain Imb; Elec & Mech Eqp Listed for Loctn 82 Elec Rcptcls in Garage (GF) Romex Prtctn suiin-Foam-Looked in Attic 84 Guard Rails & Deck Cnstrctn-Post Caps 85 Fndn Vnts & Crawl Hole Door Dmge & Wood -Earth 86 Cimc Dmge Planters Q Yes Q No 87 Stu town -Finish C It Dscnnct, Elec-Pimb Win, v Roof, Pimb-Appinc-Frplc-Cimc to Opngs W`Wt1r,WeOscnnct, Elec, Pimb 9 c m, GFl Rcptcl-Undrgmd ru House GI s Prtctn orrections from previous Irispctns 95 Gas est -Meters Tagged, Gas-Elec 96 & Sewer Cnnctd-C/O to grade -HD Apprvl Energy Cmpinc Cert -Other Certs 98 Address Posted 99 Fire S •nkler 97 -O 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. BP061746 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: 08111/2006 APN: 042-160-045-000 the Business and Professions Code, and my license is in full force and effect. Z IT License Class : License Number: Site Address: 22.1 W SACRAMENTO AVE CHI Date: Contractor: Map Index: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Description: DETACHED GARAGE 1629 SQ.FT. 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: JUHL REVOCABLE INTER VIVOS TRUST 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 JUHL WALTER MITCHELL & CHERYL 7000) of Division 3 of the Business and Professions Code) or that he or WOHLGEMUTH 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 2263.W SACRAMENTO AVE applicant to a civil penalty of not more than five hundred dollars (8500).): CHICO, CA 95973-9650 XI, 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, Applicant: JUHL REVOCABLE INTER VIVOS TRUST 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 JUHL WALTER MITCHELL &CHERYL proving that he or she did not build or improve for the purpose of sale.). WOHLGEMUTH ❑ I, as owner of the property, am exclusively contracting with 2263 W SACRAMENTO AVE licensed contractors to construct the project (Sec. 7044, Business CHICO, CA 95973-9650 and Professions Code. The Contractors' State License Law does (530) 891-9119 (530) 891-9116 not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Iiajuhl@pacbell.net pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Bu mi ess a d Professions Code � Contractor: Date: / v0 Owner: WORKERS' COMPENSATI N 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. ❑ I have and will maintain workers' compensation insurance, as License #: 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: Architect: Carrier: Engineer: HOLLIDAY, JARROD Policy #: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, Total Square Ft: 1629 S.F. and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall Valuation: $39,096.00 forthwith comply with those provisions. Census Code: Date: Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one n 4r�, Lt� l U 1 - hundred thousand dollars (8100,000), in 'addition to the cost of J 1 compensation, damages as provided for in Section 3706 of the Labor) code, interest, and attorney's fees. �� I CONSTRUCTION LENDING AGENCY This permit is herelyy issued under the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the of the work for which this is issued (Sec 3097 Civ.) , �\ ; -Resolution t ork indic ted above for which fees have been paid. ' V l/O performance permit BY Dat . Name: V Address: PERMIT EXPIRE 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 Ply aC agent of the owner. I agree to comply with of any ffici fi' orm or d current of Butte County. I hereby all county and state laws relating to building construction. I acknowledge it is unlawful to alter theffre:—,', authorize representatives of Butte County to enter upon the above mentioned property for inspects. Print Name: Signat Date: /Xl Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 - CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY** , ql ARCHITECT/ENGINEER CONTRACTOR Name ' Address Zip City Fax State Zip Phone Book Fax E-mail Planner Lic. # Class , ql ARCHITECT/ENGINEER Name Address 0 f �� City xn C I Stater-- �I� Zip Phone �/ /�('1V / " Fax E-mail StateLjr.�n APPLICANT INFORMATION Name Address -0 l City Stat Yes Phone �( q/ U Fax E-mail / / •� iSIGNATURE For o e use only: Zoning Flood ZoneX I SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT N(_ /Ag BP B # PROJECT LOCATION AP# 0#2 — P o erty AddressCity Uv Cross SVeet WORKER'S COMPENSATION Policy Number vi ` t�—� Carrier 'v If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Description or Scope of Work: 1 �2� Sq FT- Living Garage Open Cov O Structure Built without Permits O 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 our epar je costs are not refundable., [c- / " 4 1 . ,( OVER FOR SUBMITTAL REQUIREMENTS II KAFORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Received)p Amount: `" r • �� / � '-Bldg 7 SRA Receipt #: Sheriff t✓ / SMIP 49 P� Date: Total REV 8-12-05 M SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate • ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number.. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. \1 REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and 'two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 J 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 ASSESSOR PARCEL NUMBER Proposed Building Use:rPennit Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. ,,f - 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ap, 4. Engineered truss details and layouts in duplicate. No faxesl ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or find plans, all in duplicate. ❑ -9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form 0 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon rec�pt of the following items.) 14. Sanitation and site plan approval from the Environmental Health Department in RrGhico ❑ Oroville, as applicable ❑ 15. Fire Sprinklers............................................................................................ ❑ 16. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 17. Soils Report and/or Engineered Foundation required ......................................... .. 0VErosionControl Plan Required........................................................................ Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 20. City of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the City of Biggs .............................. 22. California Department of Forestry plan approval ❑ paid. Sent by: ......."... (D. Planning approval for (A) Use: (B) Parking: (C) Parcel Check: ..1/....,.. ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ....................... f0ok26. NPDES Form............................................................................................. �27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrie; and Policy Number .......................................... > 30. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone ?)!&- ?dq and hold for pickup. I have been inform e � o Jhe-above items and requirements for obtaining a building permit. /� Applicant:?G&A'Ad Date: 02 Ocd� 1. Index pe Trait -application for above items numbere : Plan Check Letter 2. Additional items required I 2ST Contractor, designer, owner, was advised of the above toy ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer n vised of the abovoe da by ❑ phone, ❑ mail, Date: Plans reviewed by: Dater Plans approved by: c do Date: 8 Structural reviewed by: Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheetsidata sheet page 2 9.27.05 • Plot Plan Attached EH. USE ONLY Floor Plan Attached Sent l0 BD/DS / TO: ivision — Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for: Sewage Disposal: Water Supply: Public Private Well Clearance for dwellit ther Wold final for: _ �+owwmy-�,iCa�dnc�-�icuu�- ------------ www. butteco Owner App Date: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 y.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL JUHL FAMILY TRUST APN No: 042-160-045 Permit Type: F,'Subtype: 7/20/2006 Permit No: BP 06-1746 Permit Desc: 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION Plan Check portion of Permit Fee 2 FEMA Res Flood Elevation Review $109.98 3 SRA*Yes Fire Plan Check - Non -Refundable $95.00 (State Responsibility Area) Building Inspection $109.98 NON-REFUNDABLE portion of fees due at application $879.84 $351.94 $527.90 Balance of Building Permit Fee $109.98 0 _ $204.98 $461.92 FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $461.92 LCCA loci ^1111% r%l lc o0l/10 TA loci IA WIC AC oco1111111' CC14 4.1 RECEIPT DATE Tech/Asst 456290 7/20/06 Tammie At the time of permit application a vise a above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. -7/ Applica Date: o� Pursuant to GIgI de Section 6 020, ou are hereby notified those Items followed by an ""' may have been imposed n your pr ject. You have 90 days from the date of of the porject �r f m the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 6 0(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 V P,R1UENr 6uTTF o `;r__ � I o -`- �� p O \� c , U141 A�QQc WOP,�9 Department C o u n t 1, J. Michael Crump, Director of Public f B u t Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive oroville, CA 95965 (530) 53&7266 (FAX) 53&7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE] Project Description: Project Location and/or Parcel Number: O��— 1 c00-- M By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. 0 Less than 1 Acre NPDES & SWPPP Compliance Certification 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 impr vement: YES [X] 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: S. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTY O R:" - DATE: 7% 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 iri 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 perform 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. U.S. DEPARTMeNT OF HOMaAND SECURITY ELEVATION CERTIFICATE Federal Emergency Management Agency National Flood Insurance Program Important Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION Al. Building Owners Name Lid _ u t3 I— A2. Building Street Address (Including Apt, Unit, Shite, and/or Bldg. No.) or P.O. Route and Box No. == f//'wJ1r-. OMB No. 16604= Expires pebruary 28.2009 A4. Building Use (e g., Residential, Non-Residenth I, Addition, Acoessory. etc.) �'ra 5DR — Gr71'h� A5. Latitude/l ongitude: Lat. to 139 38 Z it long ' r,' Horizontal Datum: NNAD 1927 n NAD 1983 AB. Attach at least 2 photographs of the building If he Certificate is being used to obtain flood Insurance. A7. Building Diagram Number _L_ A8. For a building with a crawl space or enclosure(i), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclose (s) sq ft a) Square footage.of attached garage sq ft b) No. of permanent flood openings In the cre 4 space or b) No. of permanent flood openings in the attac>ed garage enclosure(s) walls within 1.0 foot above ad' Cent grade waits within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b Sq in SECTION.-FLOOp4N8URANCE RATE MAP (FIRM) INFORMATION B1. glP Community Name & CoMmunily Number 62. County Name W. State v t bo 17 BOTTe 400437-y CA 84. Map/Panel Number 85. SufTuc Be. IRM Index B7. FIRM Panel B8. Rood B9. Base Flood Elevations) (Zone .. —'T.,"�..4 a .— � 1 al°,,,, Effectl�e/Revlsed Date � Zahe(s) AO, use base flood depth) 810. Indicate the source of the Base Flood Elevati ('BFE) data or base Hood depth .�.5 s, entered In Item B9. Q FIS Profile ❑ FIRM ❑ Comm Determined Other (Describe) ]Ci el -D .5 B11. Indicate elevation datum used for SFE in Item . J@ NGVD 1 ti29 ❑ NAVD 19813 0 011ier (pesalbe) B12. Is the building Dam Ina Coastal Baffler R System (CBRS) area or Ot herwise Protected Area (OPAp Des Yes No Designation CBRS [:]OPA SECTION:C - Cl. Building elevations are based on,'' E. Cor •A new Elevation Certificate will be required C2. Elevations—Zones Al -A30, AE, AH, A (wtih " below according IS the building diagram spa, Bencumark umt:ed $t'1'T�' ('"� BM don Drawings• ❑.Building Under Construction* ❑ Finished Constructior . construction of the building Is complete. in fF' A7. ''V (with SM, AR, AR/A, ARAE; AR/AI-A30, AR/AH, AR/AO. Complete Poems C2." 9 BUTTIZ rnI IAS ,,..� a) Top of bottom door ((Iris ea:erne— . b) Top of the .. higher space. or enclosure flood _, /& teat p meters (F.W WW Q\ ED . 1 next floor loon ..... N c J 1M teat �metera C) Bottom of the lowest horfzorhfel strictest d) . . -- �) Rion only) feet ❑ Aftcrod garage (top of slab) ` _,. _ ,._...... Lowest ,,... �_ met= (Puerto . �_.. _. ...._._.._ ...... Rico only) feet e) elevation of machinery cr_equlpmerrt (Describe type of equipment In Commeras) - ^0�S (Puerto Rico orrty) MvIdrg the builder tees ❑ meter (Puerto Rico only) 1) Lowest adjaow pWstred) grade (LAG) - , g) Highest adjaoera:(twsrrefi) graft(HAG) � —L=`—� ` � Q �(Puerto moo arty) ; - ;:; .. � . UU . (puerto Rico or&h SECTION D - OURVEYOK This certification is to be signed and sealed by a land ENGINEER OR ARCHITECT CERTIFICATION aurveyor. Infonnatioa I oerbfy that Yrs Nh�vmatkrr ovf fYrls Ce l understarx/ that any false Stabsmerrr „ay bs engineer. or architect authorized represents my best elfbrts m thou by lawto aerW elevation e r8P1 k fYre data eva0�ab/e. myonmsnt P PaCheckhemP000mmerres. aro provided an bade of sift under USN Sectlan f00f. era AR,. . _ IS5- CertmN �rs 7�n J L i+ �l ' ide-*..14 P _ � 1" 0%0 ft�fi►t�� p�,b� e ZiP3z49 CNt,V a OF cAttFo�`� was for conanuatior, Replaced all previous Qd1tlons. IMPORTANT: In these spaces, copy the corresponding information from Section A. fartitsurarscat io[npiYes r _• BuUdkv Street Address (includkg Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. aliC)r a urtibef;.:: CRYO Stats ZIP Cods[�npal►jiNAtG_Ni�trit=i::-:--:;::: Hk �o Ga - SECTION D • SURVEYOR, ENGINEER, OR ARCHITECT.CERTIFiCATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community offioisl, (2) Insurance agent/company. and (3) building owner. comments R V t L fl t cU cc . Lin «Tt D,cj Is 9610 401 -AL A 301 � �J £'' 4 a., Signature / _ Date _ SECTION E - BUILDING ELEVATION INFORMATION 1SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. if the Certificate Is Intended to support a LOMA or LOMB -F request, complete Sections A. B. and C. For items E1 -E4, use natural grade. If available. Check the measurement used. In Puerto Mcor only; atter maters. E1. Provide ebvatiom inkmation for the f l owing and check the kppooprtate boxes to show whether the elevation Is above or below -the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Urduding.basement, crawl space. orenclosure) Is__JC'>.f&L0 feet ❑ meters.above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is, 0 �j$, feet El meters a above or S below the LAG. E2. For Building Diagram 64 with permanent flood openings provided In SedJgg,A Items 8 In" 9 (am page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑feet U meters .(_J above or U below the HAG. Es. Attached garage (top.of slab) is [] feet (] meters ❑ above or ❑ below the HAG. E4. Top of platform of machir" and/or oqulpment wvJdM the bpHOV is _,Q. $ A feat .. Q meters C'above.o' O below ft' -HAG..' E5. Zone AO only: If no flood depth number Is available, b the top of the bottom floor elevated In accordance with the community's floodplain management ordinanoe? ❑ Yes ❑ No ❑ Unknown. •The local offl W must certiythts Information h Section G. SECTION F —PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authortzad representfftive who owoeies 8edwa A, B, and E for Zone A (wfihda a FEMA44=Lwd or eorrrnimlty4ssued BFE) or Zona AO rust sign We, The at&tsnbMS t►i Ssctlant /1, e; and E eve oonecf to file best otmyibwwlsrfDs ProRg�yQpyrrr rsawn 16x50 Representatives Name . 6 50Y PAOt)ise Stats ZIP code3� Signature 7 /� to Tele Comments•3 / SECTION G - COMMUNITY INFORMATION (OPTIONAL. . The local official who isauthorized bylaw or ordinarkoe to &&*Waster the emnolity's floodplain management Onditiaf M can and 0 Of this Ebv&tion Certificate, C *plata the applicable keno) and sign below. Clkeolk the measumnent used in Items � GSeCtlorlo A, B. c (or E). O. G1. ❑ The Nfom sdon in Section C'was taken atom other doaunentatton that has been signed and seated by a licensed surveyor, engineer, or architect who Is aufhortzed by law ti) certiy ebvatlon Woonnation.- (kxUcate the source and date Of 00 elevation date in the Comments area conmrwnityaaan,ed BFE) G2 ❑ A community ofildat compteted Section E for o'bkdli ft located In Zane A (without a FEMA luued or below.) a Zone AD. G3. ❑ The foUo,wAgg Information (Items G4.-G>i.) ii.provlded for corrunip>ft)r tloodplatn management ptepom, G4. Permit Number G5. Date Pam* Issued -- - .- G8. Date .. Certlficteta Of ComptianceJOoctrparncy Issued G7. This Wn* hu been Issued for: [] New Conattuction ❑ subatentia lnproven,ent G8. Elevation of as -built lowest floor Motuding basemw* or are arilding G9. BFE or (inme p ffi ❑ ibtt ❑ ters (PR)-• D patum coding at the buUding site: - _..__ .- ... •❑ feet ,❑ meter (PR) Datum Local Tft ConnmBratzl mai e: y _ ". q :. Telephone 41:tDate FEMA Form 81-31, February 2008 �; _ :. ,< �, � ; u7 .. „ , .. _ _. , w ❑here If littachments Replaces all previous editions .JUl-01-03 10:54 ' Butte ,•r'o Ag Dept"* ` 530.'8 7594 BUTTE COUNTY -t.t-�-Q : G /A AGRICULTURAL BUFFER NOTIFICATION AND/OR UNUSUAL CIRCUMSTANCES REQUEST Butte County requires a 300 foot buffer between neighboring agricultural operations and a residence. This dimension is based on environmental assessments and studies. The Agricultural Commissioner may identify unusual circumstances where the 300 foot buffer cannot be met on existing parcels. This exception is not available for lots being created, divided or subdivided. Owner or Authorized Agent must complete the following and return with the required site plan to: Development Services Department, 7 County Center Drive, Oroville, CA (00) 538-7601 Name: Lt.A 'Sk_.1Irl L- Phone: `d `Z2-t44/cL4.2. Mailing Address: 5aclanzJy E -Mail address Assessor's Parcel Number: oLLZ Reason you believe you qualify for the unusual circumstances exception: signature UNUSUAL CIRCUMSTANCES DEFINITION: An exceptional or extraordinary condition where the existing lot size or shape or an exlstingi improvement (well, septic systems, structures etc.) does not allow for the standard condition of a 300 -foot buffer zone. SITE PLAN REQUIREMENT: submit 4 copies with this form Refer to the Site Plan Submittal handout for specific requirements ........................................................................................................... Internal Dept.Contact Info: ❑ Env. Health ❑ Planning ❑ Building [Other Cn'""A. Contact Person: gob.CA 9;11 Phone: 5.3-6-7,82(, FORWARD THIS FORM TO LARRY IN DEVELOPMENT SERVICES FOR PROCESSING •............................................................................•-••..................................••.....................__.....•....................................... For Agricultural Commissioner office use only: (to be completed after submittal) DISCRETIONARY PERMITS (Planning) MINISTERIAL PERMIT(Building) ❑ Exception Recommended ® Exception Granted With the ❑ Exception NOT Recommended following condition6: Reason/Conditions/Specific setbacks from adjacent agricultural operations: Par�Ql't�.Ll v►�1.�,�,,,�,�,�, zg�,d et,�ldt s % aj1-�c tom) Agricultural Department Signature: R t 1 When recorded return to: County of Butte Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965-3397 Space above for Recorder's Use (rev.7/05) Owner Name: Walter Mitchell Juhl and Cheryl Wohlgemuth Juhl Building Permit No: 06-1746 (Detached Garage/Shop) DEED RESTRICTION AND NOTICE OF LIMITED USE FACILITY I. WHEREAS, on this 3rd Juhl and Cheryl Wohlgemuth Juhl, Pii day of August , 2005, Walter Mitchell hereinafter referred to as owner(s), is the record owner of the following real property: 2263 W. Sacramento Avenue. Chico. CA 95928 Assessors Parcel Number 042-160- 045 and as further set forth in Exhibit "A" attached hereto and hereby incorporated by reference, hereinafter referred to as "the subject property"; and II. WHEREAS, the Building Division of the Butte County Department of Development Services is acting on behalf of the People of Butte County; and III. WHEREAS, the owner applied to the Building Division for a building permit in order to develop the subject property described above; and IV. WHEREAS, Building Permit No. 06-1746 was applied for on Auqust 3, 2006 by the owner in accordance with the provisions of the Butte County Code and the California Building Code; and V. WHEREAS, the use allowed by Building Permit No. 06-1746 has beer' reviewed and approved for only the limited purposes set forth below; and VI. WHEREAS, it is intended that this Deed Restriction and Notice of Limited Use Facility shall constitute an enforceable restriction and remain in effect until a C M change .in use or character of use has been approved by the Butte County Building Official or , a change in law has occurred, either of which change allows the uses otherwise restricted herein to be conducted on the real property described herein. Under either circumstance allowing such change in use, Owner shall be entitled to have, this Deed Restriction and Notice of Limited Use Facility rescinded by the execution of a subsequent document entitled Rescission of Deed Restriction and Notice of Limited Use Facility by the Director of Development Services; and VII. WHEREAS, Owner acknowledges that Owner will comply with the limited use restrictions that were incorporated in reviewing and approving Building Permit No. 06-1746 which enabled Owner to undertake the limited use authorized by this permit. NOW, THEREFORE, with the issuance of Building Permit No. 06-1746 to Owner by Butte County, Owner hereby affirms Owner's desire to develop a limited use facility, as set forth below, which establishes restrictions on the use and enjoyment of this limited use facility. The undersigned Owner, for himself/herself and for his/her heirs, assigns, and successors in interest, acknowledges and agrees to those restrictions. This limited use facility shall be utilized in compliance with those limitations prescribed by the California Building Code occupancy classification assigned by the building official, except the following uses are not allowed: no living, sleeping or cooking. (Shop area only) Additionally the Shop space will not be heated or cooled.. If any provision of these restrictions is held to be invalid or for any reason becomes unenforceable, no other provision shall be thereby affected or impaired. This deed restriction and notice of limited use facility shall remain in full force and effect during the period that this permit, or any modification or amendment thereof, remains effective, and during the period that the development authorized by this permit, or any modification of this development, remains in existence in or upon any part of, and thereby confers benefit upon, the subject property described herein, and to that extent, this deed restriction and notice of limited use facility is hereby acknowledged and agreed to by Owner to restrict the use and enjoyment of this limited use facility and shall be binding on Owner and all his/her assigns or successors in interest. rli� Owner agrees to record this Deed Restriction and Notice of Limited Use Facility in the Recorder's Office for the County of Butte as soon as possible after the date of execution. This document shall be recorded and returned to the Butte County Department of Development Services, Building Division prior to the issuance of Building Permit No. 06-1746 DATE: , 20 Owner Signature: Print or Type Name of Above Owner Signature: Print or Type Name of Above a., NOTE TO NOTARY PUBLIC: If you are notarizing the signatures of persons, signing on behalf of a corporation, partnership, trust, etc., please use the correct notary jurat (acknowledgment) as explained in your Notary Public Law Book. STATE OF CALIFORNIA SS. COUNTY OF BUTTE On before me, , Notary Public, personally appeared personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature STATE OF CALIFORNIA. COUNTY OF BUTTE On Public, personally appeared SS. ) before me, (Seal) Notary personally known to me (or'proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature on (Seal) This is to certify that the Deed Restriction. set forth above is hereby acknowledged by the Director of the Department of Development Services and that Butte County consents to its recordation thereof. Dated: 9 7— e96 �i Paul Klein, Building Official, Assistant Building Division STATE OF CALIFORNIA SS. COUNTY OF BUTTE On Auau3T 7, zao 6 ore me, 4�il Public, personally appeared �ru-,L, ► t-tAJ Notary , personally known to me (OF Pf-OVed if -9 Meo be the persono whose name(A.. is/Ep6 subscribed to the within instrument and acknowledged to me that he/sph/tVy executed the same in his/tXr/tViir authorized capacity(io4), and that by his/h)dr/tt)6ir signatureA on the instrument the person(zl, or the.entity upon behalf of which the personm acted, executed the instrument. M MCM MM WITNESS my hand and official seal. 1;:Z61"C0WM*dM*1867M1 WOW wee - odMarro !W. CGWOV `I'@-,Mv Cann. 14: 1 AP 6. =4 ature C e (Seal) EXHIBIT A ALL THAT CERTAIN REAL M�R�PpARTICSITUATE tJLARLY DESCRIBED ASYOF FOL FOLLOWS: STATE OF CALIFORNIA, PARCEL ONE: The East. half of Lots 31 and 32 according to the map entitled "Map of the Second Subdivision .of the Joh was Bidwell rded in the office , near of Butte County, California", which Map tember the Recorder of the County of Butte, State of California, Sep 17, 1900, in Map Book 5 at page 27. within the boundaries EXCEPTING THEREFROM the portion thereof lying of the following described parcel: BEGINNING at a point on aid the f South line erlSacramento ne of Lot Avenue, 1eof8 the point being 315 feet West of to the Second Subdivision filed in he f the John Office ofBidwell nthe�Cou County Recorder of Official Map thereofSeptember 17, hence Wesoo in t the County of Butte, State of California, aSou h 15 feet; Book 5, at page 27, and running point of 15 feet; thence North 15 feet; thence East 15 feet to the beginning. pundivided one-half interest in and to the following two parcels of land; PARCEL TWO: f Sacramento Avenue, said BEGINNING at. a point on the South line ° line of Lot 31 of the point being 315 feet East of the Westerly to the Recorder of Second Subdivision o of the John Bidwell filed in the office ofnthe County ding Official Map there September 17, 1900 in Map the County of'Butte, State of CthencenSouth 15 feet; thence East 15 Book 5 at page 27, and �nningthence West 15 feet to the point of feet; thence North 15 feet; beginning. PARCEL THREE: 11 said BEGINNING at a point on the South line of Sacramento Avenue, ne of Lot 31 of the point being is feet West Of BidwelltRancho1according to the Map S Recorder of the County Second Subdivision of the Joh thereof, filed in the office of the County September 17, 1900 in Map Book 5, at of Butte, State of Cal thence/South 15 feet; thence West 15 feet; page 27, and running thence East 15 feet to the point of thence North 15 feet; beginning. 4 9/3� RECORDING REQUESTED BY: Carl B. Leverenz Attorney at Law AND WHEN RECORDED MAIL TO: Walter & Cheryl Juhl, Trustees c/o Law Offices of Leverenz & Ferris 515 Wall Street Chico, CA 95928 IIIIIIIIIII11111lIIlIIIIIIIIIIIIII 20VJZ— Gil 00945El Recorded I REC FEE 10.00 OfficialRecordsI CoBUTTE f I CANDACE J. GRUBBS 1 Recorder I ROSEMARY DICKSON I Assistant I Maureen 09:02AM 26 -Feb -2002 I Page 1 of 2 A.P. No. 042-160-045-000 The undersigned Grantors Declare that Documentary Transfer Tax is $0.00. This is a transfer under R&T Code Section 11930 to a Revocable Living Trust. GRANT DEED FOR A VALUABLE CONSIDERATION, receipt of which is acknowledged, WALTER MITCHELL JUHL and CHERYL WOHLGEMUTH.JUHL, husband and wife, as community property, hereby GRANT to WALTER MITCHELL JUHL and (CHERYL WOHLGEMUTH JUHL, as Co -Trustees of THE JUHL REVOCABLE INTER VIVOS TRUST Dated .DFC , /`l , 2001, the following real property in the Unincorporated area of Butte County, California, described as: SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF Dated: �� �� 2001. \j t e WALTER MITCHELL JUHL CHO GEMUTH HL STATE OF CALIFORNIA ) SS: COUNTY OF BUTTE ) On 7)aC . / , 2001, before me,& rrt e—tQ S,Per 1V1}*Notary Public in and for said County and State, personally appeared WALTER MITCHELL JUHL and CHERYL WOHLGEMUTH JUHL, personally known to me OR proved to me on the basis of satisfactory evidence to be, the persons whose names are subscribed to the within instrument and acknowledged to me thatthey executed the same in their authorized capacity, and that by their signature on the instrument, the persons, or the entity upon behalf of which the persons acted, executed the instrument. WITNESS my hand and official sea]. PAIRICIA J. Psuam COMM sslon #1 223M C Notmy Pubilc - mWa rtlgt NOTARY PUBLIC ButtecoMycomm. Bq�1 juJu11.2003 MAIL TAX STATEMENTS To: Walter and Cheryl Juhl, Trustees 2263 W. Sacramento Avenue, Chico, CA 95973 EXHIBIT A ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, MORE PARTICULARLY DESCRIBED AS FOLLOWS: PARCEL ONE: The East half of Lots 31 and 32 according to the map entitled "Map of the Second Subdivision of the John Bidwell Rancho, near Chico, Butte County, California", which Map was recorded in the office of the Recorder of the County of Butte, State of California, September 17, 1900, in Map Book 5 at page 27. EXCEPTING THEREFROM the portion thereof lying within the boundaries of the following described parcel: BEGINNING at a point on the South line of Sacramento Avenue, said point being 315 feet West of the Easterly line of Lot 31 of the Second Subdivision of the John Bidwell Rancho, according to the Official Map thereof filed in the Office of the County Recorder of the County of Butte, State of California, September 17, 1900 in Map Book 5, at page 27, and running thence South 15 feet; thence West 15 feet; thence North 15 feet; thence East 15 feet to the point of beginning. An undivided one-half interest in and to the following two parcels of land; PARCEL TWO: BEGINNING at a point on the South lune of Sacramento Avenue, said point being 315 feet East of the Westerly line of Lot 31 of the Second Subdivision of the John Bidwell Rancho, according to the Official Map thereof filed in the office of the County Recorder of the County of Butte, State of California, September 17, 1900 in Map Book 5 at page 27, and running thence South 15 feet; thence East 15 feet; thence North 15 feet; thence West 15 feet to the point of beginning. PARCEL THREE: BEGINNING at a point on the South line of Sacramento Avenue, said point being 315 feet West of the Easterly line of Lot 31 of the Second Subdivision of the John Bidwell Rancho, according to the Map thereof, filed in the office of the County Recorder of the County of Butte, State of California, September 17, 1900 in Map Book 5, at page 27, and running thence South 15 feet; thence West 15 feet; thence North 15 feet; thence East 15 feet to the point of beginning. 02/21 03 FRI 12:05 FAX 530 899 1275 SIERRA NEVADA BREWERY Q001 FACSIMILE COVER SHEET TO: Mark COMPANY: Butte County Planning PHONE: 538-7376 FAX: 538-7785 FROM: Lia Juhl COMPANY: PHONE: 530 -898 -9005 -evening 892-4642 -day FAX 530-893-1275 DATE: 2/21/03 PAGES INCLUDING 3 THIS COVER PAGE: MESSAGE: 4 BVIME TY FEB 14 2003 DEs�sNT Rvi Sierra Nevada Brewing Company 1075 East 20th St_ Chico, Ca 95928 M 02/21/05 FRI 12:05 FAX 530 899 1275 SIERRA NEVADA BREWERY 01 002 AGRICULTURAL AFFIDAVIT EMPLOYER/ EMPLOYEE Please read the following carefully before signing: Section 24-305.020 Agriculture Employer/Employee (Applicable only in zones A-5, A-10, A-15, A-20, A-40 and A-160) An individual who verified, by personal affidavit and by affidavit of his employer, that he is, or will be, employed at least thirty-two (32) hours per week for at least sixteen (16) weeks per year, or that his primary source of annual income is, - or is anticipated to be, derived from any of the following described occupations, (a) The preparation, care and treatment of farm land, pipelines or ditches, including leveling for agriculture purposes, plowing, discing and fertirdng the soil; (b) The sowing and planting of any agricultural or horticultural commodity; (c) The care of any agricultural or horticultural commodity. As used in this subdivision, °care" includes, but is not limited to, cultivation, irrigation, weed control, thinning, heating, pruning or tieing, fumigating, spraying and dusting; (d) The harvesting of any agricultural or horticultural commodity including, but not limited to, picking, cutting, threshing, field packing and placing in field containers or in the vehicle in which the commodity will be hauled on the farm or to the place of first. processing; (e) The assembly and storage of any agricultural or horticultural commodity including but not limited to, loading, roadsiding, banking, stacking, binning and piling; (f) The raising, feeding and management of livestock, fur -bearing animals, bees, fish, frogs and other aquatic animals, including but not limited to, herding, housing, hatching, milking, shearing, handling eggs and extracting honey; (g) The operation, conservation, improvement or maintenance of such farm and its tools and equipment. This affidavit is valid only for the named employee. Any change of employee requires a new affidavit to be filed. Employer tax records may be requested as proof of employment status. Signed: Dated: 02/21%03 FRI 12:05 FAX 550 899 1275 SIERRA NEVADA BREWERY A AGRICULTURAL AFFIDAVIT EMPLOYER Employer Wt x, -TM Amr> C, aeRu L Q003 Phone (Ab_7 Employer's Address W. Name of Property Owne U1 -t1_. T:7kMIt._ "Ttz.1J►ST' WActr-c ` C1-1Ic—Ey l.. yu W1_W Property Owner's Address 22b3 W • Sac- M1 /ZZZ1 W • Se,. Owner's Assessor's Parcel Number, p4�, �trr) • D�� Parcel Size I 1 24 Ac. do declare, subject to the penalty of perjury, that I am the employer of 0"k_ address (present)M-; ; C'.}� j C Q �+� q�g2£h and that I wig be employer under Section 24-308.020 C. for at least thirty-two (32) hours per (a)'to (9 week for at lest sixteen (16) weeks per year on AP# n4� 2 - I JQQ • CO Signed: Environmental Health Approval: Permit Description and Number Datelssued By Dated: 1-27-0 Planning Approval: Date 144/u Zone A-5- Dwelling on AP# O y2 - 160-(:)q(5 By Crop/Commodity Produced W kQ4UTS 02/21/03 FRI 12:05 -FAX 530 893 1275 SIERRA NEVADA BREWERY AGRICULTURAL AFFIDAVIT EMPLOYEE 0004 Employee L.l p���'U1•-1.� Phone.. 89a GOA Employee's Address (Present) 3110• V� L JJ ME ST, Chi M CA Name of Property Owner e- kbE=-r2�1k- f W PCL: _ WA Property Ownees Address 22lW ill±, C -MLO Owner's Assessor's Parcel Number 04-Z • I 1 • 04-S Parcel Size I 1- Ac. I, L% pc CU t-- _ , do declare, subject to the penalty of perjury, that I am the employeeof W��•T ; �Tt.., �-� address (present) 22_ toy W. jjACQAA%EN#-TD AIG and that I will be employee under Section 24-305.020 A� C, p � for at least thirty-two (92) hours per (a) to (9) week for at least weeks per year on AP# U�2. • ,►(rp • (�-� Environmental Health Approval: Permit Description and Number Datelssued By Dated: X.;Z7 7le-�3 Planning Approval: Date � a -VU Zone A "C Dwelling on AP# O VZ - 1&0'� � Crop/Commodity Produced %IAL w lXt'I:;�. w -, k i 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. BP061652 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: 08/11/2006 APN: 042-160-045-000 the Business and Professions Code, and my license is in full force and effect. q .2a1 / License Class : License Number: Site Address:, -A@&1 W SACRAMENTO AVE CHI Date: Contractor: Map Index: Description: NSF(2725), COV(1002) 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 Owner: JUHL REVOCABLE INTER VIVOS TRUST 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 JUHL WALTER MITCHELL & CHERYL 7000) of Division 3 of the Business and Professions Code) or that he or WOHLGEMUTH 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 2263 W SACRAMENTO AVE applicant to a civil penalty of not more than five hundred dollars ($500).): CHICO, CA 95973-9650 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, Applicant: JUHL REVOCABLE INTER VIVOS TRUST provided that such improvements are not intended or offered for sale. If however, the building or improvements ai*e sold within one year of completion, the owner -builder will have the burden of JUHL WALTER MITCHELL &CHERYL proving that he or she did not build or improve for the purpose of sale.). WOHLGEMUTH ❑ I, as owner of the property, am exclusively contracting with 2263 W SACRAMENTO AVE licensed contractors to construct the project (Sec. 7044, Business CHICO, CA 95973-9650 and Professions Code. The Contractors' State License Law does (530) 891-9119 - 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 of t e - iness and rofessions Code I1 v� Date: Owner: Contractor: 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. ❑ I have and will maintain workers' compensation insurance, as License #: 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: Architect: Carrier: Engineer: Policy #: kI 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, rotal Square Ft: 3727 S.F. and agree that if I should become subject to the workers' Valuation: $193,157.00 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Census Code: 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 1 1 code, interest, and attorney's fees. 1 `\ ) L4 56 /provisions CONSTRUCTION LENDING AGENCY _ This permit is hereby issued u der the applicable of the Butte County Code and/or Bove _ I hereby affirm that there is a construction lending agency for the for this is issued (Sec 3097 Civ.) Resolutlonst0 mdicated fo which fees have been paid. performance of the work which permit Name: By. //``Dater PERMIT EXPIRES ON. V ' 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 8 Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of a, official m r cument of Butte County. I hereby authorize representatives ofButte County to enter upon the above mentioned property for inspection se . Print Name: I "�� 1�/1' 1� Signa • re: o o Date: Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds **ASE PRINT CLEARLY** OWNER INFORMATION Last Name t Namg Address2__24V � Tp City C' State�lt Zipq q 1 1 Phone j Fax E-mail 1jigf (UM/ A ARCHITECT/ENGINEER CONTRACTOR Name t Address City M A! ' 1 City �, State Zip Phone State License Number Fax E-mail Lic. # Class ARCHITECT/ENGINEER Name �o uU Address1:;;' c)' CSX�// .• Stgte-.�_. City M A! ' 1 Stt Zi Phone O I � J D 0 Fax E-mail State License Number APPLICANT INFORMATION IA� (� Name u N U1 L_ < v6A4 Icxbm Address E>1k0 �.—a•� cityGCCs Stgte-.�_. Map ff7e Phonee,q / _ q/ J/ / Fax 91 / ,1i /j E-mail 1j r `/ U/� N i For office use onl : Zoning Flood Zone SRA I Yes L No Occ. Type Const. Subdivision Name Map ff7e Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BIN # eV PROJECT LOCATION AP# P eA s Ci, �y, UV ico Cr treet W00 WORKER'S COMPENSATION Policy Number G�� Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name PDUTTIE NAUN TbA T k0lo cAico 911�_1 Descripti r Scope of Work: Sq FT- Living) ' Garage Open Cov "❑ Structure Built without Permid ❑ 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. Fling fees, plan ��ker check fees for work plan checkeVna e t costs are not refundable. k 1 ,• i / .. Received by:0' Amount: ( � Bldg SRA Receipt #"1% On t Sheriff SMIP Mm A Date: 7-10 — T.Other 1460"51 Tnfal K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 REV 4-10-06 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: �� ASSESSOR PARCEL NUMBER n4 ? - i ( "1 S Proposed Building Use: / h` 91ll iQ Ii f �i WIJ �r Permit Technician: Date: ti- 0-N VIte s required in order to apply for a permit. All ghoxes MUST be checked OR marked NA in order to apply. � 1. Site plan03 r 4 sets, signed by the preparer of the plans. ❑/ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans 3r 4 sets, with wet signature on plans ANk23ets of stamped and signed calculations. .1 4. Engineered truss details and layouts in duplicate. No faxesl ❑ 5. Letter from Engineer or Architect for truss design review. �i 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these /avmust be stamped and wet -signed by the engineer. 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate.-- RC(. -p> d (}'0*000 per o / 11. Hazardous Material Form 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Re aining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) 14. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable ❑ 15. Fire Sprinklers............................................................................................ ❑ 16: Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by w V❑❑ 17. Soils Report and/or Engineered Foundation required ........................................... 1 . Erosion Control Plan Required........................................................................ t Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ /26. City of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the City of Biggs .............................. ❑ 22. California Department of Forestry Ian approval ❑ paid. Sent by: .......... Planning approval for (A) Use:. (B) Parking: (C) Parcel Check:...!...AA OPO e ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ `❑ - 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. R of Agricultural Acknowledgment Stat ment................................. ❑ Existing vlo tisn� nd/or ex ' rmlts..1/�� j 34. Deed Restriction .. .............�.�. ZZ.. II// 35. ❑ Lega ption, ❑ MFfi'fitle, title search, regis"ation or MCU...................... er. ('(l _ ❑ 37. Other: j When issued Telephone g2Z and hold for pickup. I have been informed f the�above, ems and requirements for obtaining a building permit. -7 Applicant: Date: I. Index per, ni .appl'ication for the�e ' ems ered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above dat by El phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer o dvised of the abov da by ❑ phone, ❑ mail, ❑ Date: Plans reviewed by: Date: Plans approved by: Date: Structural reviewed b . Date: Structural approved by: Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 E.H. USE ONLY Plot Plan Attached -__ Floor Plan Attached Sent to BD/DS TO: ivision — Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance 7719 L Owner Location AP# Plan Approved for: Sewage Disposal: c� Water Supply: Public Private Well `J Clearance for dwellirA. AZther Hold final for: Building Clearance 9/2005 Specialist 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 JUHL APN No: 042-160-045 App Date: 7/10/2006 Permit No: BP 06-1652 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION Plan Check portion of Permit Fee 2 ' FEMAYes Flood Elevation Review $109.98 3 SRA* Fq Yes Fire Plan Check - Non -Refundable $95.00 (State Responsibility Area) Building Inspection $109.98 NON-REFUNDABLE portion of fees due at application Permit Type: NJ Subtype:PN!eSie1o�tCk � Permit Desc: Oct (t 1(� w $3,376.32 $1,350.53 $2,025.79 Balance of Building Permit Fee R1nQ CIA 0 _ $204.98 $1,460.51 FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1,460.51 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT $2,025.79 $19.32 I ) RECEIPT DATE Tech/Asst 7/10/06 Kourtni 4 Balance of Building Permit Fees (from No. 1 above) 5 SMTP* - Strong Motion Instrumentation Program (Enter amount from permit system) 6 Additional Plan Check Fees (NON-REFUNDABLE) 7 Other*: 7a Other*: 8 IMPACT FEES - RESIDENTIAL* Per Dwelling Per Dwelling Per Dwelling Applications After 04/15/06 a SFD # MFD MH County 1 4249.11 3183.54 3238. Chico Urban Area 6146.23 4538.82 5648. EI Medio Fire District 3249.97 2385.76 2422. North Chico Specific Plan SR -1, SR -3, SR-1/PD 8801.091 7395.04 �o R-1 8897.09 7491.04 0 ti° R-2 8390.09 6984.04 R-3 7604.09 6198.04 Processing Fee is automatically added to impact fee total 9 WATER TENDER FEE (Not collected when Impact Fees Applicable( Enter Batm DRAINAGE FEES* A 7289.40 RECEIPT DTE Tech/Asst 1 $100.00 $200.00 Ate- I i J 10 CHICO STORM DRAINAGE 770 Butte Creek $7,997 MASTER PLAN 771 Comanche Creek $83411 v` 772 Little Chico Creek _ 773 Big Chico Creek New construction, vacant 774 Lindo Channel land, on 1 acre or less - 775 SUDAD Ditch Enter 1 or less acre value 776 Mud -Sycamore Creek 777 PV Ditch 10a More than 1 acre, existing buildings - fees to be assessed by Public Works Fee Determination Sheet Needed - Enter amount determined by PW 11 THERMALITO DRAINAGE AREA 1 $684 Maximum Per each new living unit on existing lots where full drainage fees have not been paid 11a Temporary Dwelling 1 $136 At time of building permit $136 annual renewal fee for first 4 renewals. Not to exceed $684. PROOF OF PAYMENT OF FEES (BELOW) MUST BE RECEIVED PRIOR TO is completed for applicant to take to respective district office. 12 SCHOOL DISTRICT FEES* Chico Unified School District 062 12a RECREATION DISTRICT FEES* Chico $9,088 $6,776 $8,267 $7,211 $6,275 RECEIPT DATE Tech/Asst $8,893 PERMIT. Forms will be prepared after plan check 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. Applica t: Date: . Pursuant to Government code Sectbq.6e20, 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 Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 Butte County Department ofDevelopz�ent Seances 11, , 0 7 County Center Drive oroville, CA 95965 (530) 538-7601 Telephone OU141 (530) 538-7785 Facsimile BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES [ request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatoryentities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledgd: I need to submit applications for septic and/or well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained. a I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for'disposition of plans The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other -entities must be obtained for the pemiit to be issued, Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name: f Building site address: ;iiL2 Ute j ull'Ll_ APN: 07 2 ' I bo - 0 5 k Permit No.. C�Mco I have read, understood and accept the terms and conditions as expressed herein as indicated by my submissi o above -referenced building permit application and my signature below: 11L SIGNATU APPLICANT DATE ? pskTMEN-r �XJ T -7 fi C ` 0 0 c�UN�y A�Q1-10 Department of Public Works J. Michael Crump, Director LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 536-7266 (FAX) 538-7171 National 'Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement (LESS THAN 1 ACRE) Project Description: Project Location and/or Parcel Number: By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB I acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of 'California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law.,---., Signed: Title: Date Less than 1 Acre NPDES & SWPPP Compliance Certification 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 .X] NO [ ]. 2. I HAVE [ ] HAVE NOT [ J signed an application for a building permit for the proposed work- 3. ork3. I have -contracted with the following person (firm) to provide the proposed construction: NAME:- ADDRESS: AME:ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and- provide the major work NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTY �O�W� OWNER - DATE: / DATE: of NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. 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 Iiability 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 slate 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 perform their work personally orthrough 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, Califomia 95814. Please complete and ram 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, �wScott Rntherford Chief Building Inspector NOTIR.- This Owner -Builder Information is reauired by Section 19830 of the California Health and. Safety Code. U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE »v �MB�No.1660-0008 Federal Emergency Management Agency COU Vires pebruary 28.2009 National Flood Insurance Program Important Read the instructions on pages 1-8. JUL 19 SECTION A - PROPERTY INFORMATION Fo Ansucai Al. Building Owner's Name SER _ A2. Building Street Address pnciuding Apt: Unit, Suite. and/or Bldg. No.) or P.O. Route and Box No. QY`„ a .ZIP Code etc.) =1111 ff .-� A4. Building Use (e.g., Residential, Non-Residerrtial Addition, Accessory, eta) I4C-05I4) eWC4 AS. Latitude/Longitude:Let ty 39•3A;ZS7' tong. 0 121 o s^s• 33'' A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number_ Horizontal Datum: N NAD 1927 n NAD 1983 A8. For a building with a crawl space or enclosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) sq ft a) Square footage of attached garage sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) wails within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings In A9.b sq in SECTION 8 - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. tKIP Community Name & Community Number B2. County Name B3. State t Cay&M 04:100i7 <0043TY CA B4. Map/Panel Number Y B5. Suffix 68. FIRM Index B7. FIRM Panel B8. Flood 89. Base Flood Elevation(s) (Zone --� feet —+ _� feet only) t/P116 11 meters (Puerto Rico only) ❑ meters (Puerto Rico only) Data Effedive/Revised Data Zone(s) AO, use base flood depth) 224n°c o igest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) 6 1 8 9 U. G-18 Gra Swulw.,1 uw Ba" rumu r evawn tore/ date or base flood depth entered in Item B9. Q FIS Profile ❑ FIRM Community Determined R Other (Describe) Fr 6�-D •S� B11. Indicate elevation datum used for BFE in Item B9: NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located In a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes @ No Designation Date [] CBRS E] OPA SECTION -C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction •A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations —Zones Al -A30, AE, AH, A (with BFE), VE; V1 V30, V (with BFE), AR, AR/A, ARAE, AR/A1,A30, AR/AH, AR/q Complete its=C2.a� below according diagram specified the building diagraspecified In Item A7. ++L�..ss Benchmark Utilized 'B�f a rel BM 4(eC�G�; P, /$�. �4 Vertical Datum . AT!>'l/'t7 r Z 9QC//j R ConveratoNCortunents rd, LiTQ. a) Top of bottom floor (tndudirrg basement, crawl space, or enclosure floor) Check the /�e / ! feet measurement used meters ❑(Puerto Rico b) C) d) Top of the next higher floor Bottom of the lowest horizontal structural member (V Zones only) --� feet —+ _� feet only) t/P116 11 meters (Puerto Rico only) ❑ meters (Puerto Rico only) e) Attached garage (top of slab) - Lowest elevation of machinery or equipment servicing the building (Describe type of equipment In Comments) --- .� feet I t,��la feet [3 meters (Puerto Rico only) ❑ meters (Puerto Rloo only) f) g) igest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) /%O h®� /Gn 41 Q meters (Puerto Rico only) 1,.....,.— ..,.._,_ —. - _- . SECTION D - SURVEYOR, ENGINEER. OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor. engineer. or architect authorized by lawto certify elevation IMormatiom I Cot* that the ft;ftmatfon on this Certificate represents my best e8brts to interpret the date available. I understand that any false statement maybe punishabb by tine orlrnprfsdnment under 18 U.S Code, Seeffm 1oo1. Check here if comments are k % X2.9 on bads of forth. • � . . aty 7 /101,1 At - 9 <9G zIP4 9 C 1V �' Of tF0 1 9,1 . , .Date Telephone FEMA Form 81-31, February 2006 See reverse side fbr continuation. Replaces all previous editions. IMPORTANT: In these spaces, copy the corresponding information from Section A. L:Fcr:tnsuranoe Comppny Use::..: City State, ZIP Cods NNCNut?itier; C H. SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) communtty official, (2) insurance agent/company, and (3) building owner. Comments ..t Rt]tCD1tilc Lnrw•Tt6,J /s ?moo -,z il3De-j'k j:qF 7-�wir A it,,i t o Signature Date ❑ Check here if attachments SECTi E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. . and C. For items E1 -E4, use natural grade, If available. Check the measurement used. In Puerto War oft enter meters. E1. Provide elevation Information .for the following and .check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). rpt a) Top of bottom floor (Including basement, crawl space, or enclosure) is _b. feet 13 meters ICl above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is _6 feet ❑ meters 'p above or ❑ below the LAG. E2. For Building Diagrams 8-8 with permanent flood openings provided in Sectigo Items 8 #i/or 9 (seee 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is . _ ❑ feet u meters LJ above or ff below the HAG. E3. Attached garage (top of slab) Is [] feet 0 meters ❑ above or below the HAG. E4. Top of platform ofmachinery and/or equipment servicing the buudfnp is _,�. 4E❑ feet meters. R above.or [3below the HAG. E5. Zone AO ory: If no flood depth number is available, Is the top of the bottom floor elevaZln accordance with the community's floodplain management or inance? ❑ Yes ❑ No .❑ Unknown. The local official must certify this Information in Section G. SECTION F •PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's autfrorlZed FeWserit8tivs who completes Sections A; B. and E for Zone A (without a FEMA4ssuad or eommunitylssued BFE) or Zone AO must sign here. 71re statements In Socilans A; A and E aro ooneetin the best of mybwm%dgo ProR ,9 rKs S9wr1%s Authorized Representative's Name -- B 30 3 state ZIP Code PA4i $� /' A- 9COZ-7— z'arL A comments �c �— ///D 11916 76 —943 / -rR.n 3/e,' iZI�RlL e' I3e s.y Zzo F� dJ aF s� -it a ,+,Jk 6�y 96 A%yJ '29 ❑Check here H attachments SECTION G - COMMUNITY INFORMATION (OPTI�Neu me local ofltdal who is authorized by law or ordinance to administer ttre community's floodpl8fn management Ordfriffimo8 can CoinpletE3 and'G of O is Elevation Certificate. Complete the applicable Items) and sign below. Check the measurement used in trema G8. and G9. G1. ❑ The Information In Section C was taken from other docunmUtion that has been signed and seated by a licensed surveyor, engineer, or architect who Is authorized by law to certly elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) A community official completed Section E for a building located In Zone A (without a FEMA4ssued or oommunIty-Issued BFE) or Zone AO. The following Infonnation (Items G4. -G9.) Is provided for community floodplain management purposes, G2. ❑ G3. ❑ G8. Elevation of es -bunt lowest floor (Including basement) of the bultding: - - - []feet❑meters (PR) Datum G9. BFE o� depth of flooding at the building efts: A ;�t;3s ❑ feet❑ meters (PR) Datum Title 1%d: 't3u. %.)fit W 10 El FEMA Form 81.31, February 2006 Replaces all previous editions FROM :RANCHO ENG FAX NO.. :5308733402 Aug. 03 2006 11:45AM P2 �CHo ngineering June 25, 2006 Butte County .Building Department 7 County Center Drive Oro'ville CA 95965 Re: Juhl 'Residence and Garage Sacramento Ave. Chico, CA Attn: Building Official 1 have reviewed the truss layout and designs provided by Longfellow Lumber Co. Inc.,, and have A found the calculation package to be in agreement with the structural system, designed :for the above mentioned project. This letter recognizes that the truss calculations meet ox exceed the structural requirements and does not represent whether or not the truss system will provide an aesthetically pleasing product. if there are any questions or concerns, please feel free to contact meat the number above. Jarrod P. Holliday P.E. enol: JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, SURVEYING P.O. BOX 649 MAGALIA CA 95954 (530) 873-3402 FROM :RANCHO ENG, FAX NO. :5308733402 Aug. 03 2006 11:45AM P1 CfiO gineering Tor From Jarrod Holliday, P.E. FAKE 536� Datet PhenotPages: R -t File 0 Urgent 0 For Review 0 Please Camntent 0 Please RePIY 0 Please 126c.We -comments: I JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, SURVEYING P.O. BOX 649 MAGALIA CA 95954 (5,30) 873-3402 02/21/03 FRI 12:05 FAX 530 893 1275 SIERRA NEVADA BREWERY 0 004 BUTTE COUNTY AGRICULTURAL AFFIDAW AUG O 7 1006 DEVELOPMENT EMPLOYEE SERVICES Employee _ \ Pv II*L -- Phone �p•Sga•�1� Employee's Address (Present) ?�\b F1�1y11M�. ST�__C:�t-C.�? GP�-�28 -Tpzus;3�S Name of Property Owner mil e- w Art-T� Property Owner's Address Q All -rk1! cRi L Owner's Assessor's Parcel Number n4-% • 1 ba - Parcel Size J • Ac. I, L% do declare, subject to the penalty of perjury, that I am the employee of W�L•T CSE Vt_- - address (present) Z2 t03 W Q P 'Q= SIG and that I will be employee under Section 24-305.020 . A, C,DE, 6► for at least thirty two (32) hours per (a) to (9) week for at least We weeks per year on AP# 042. • l(a0 • <�4-S -- Dated: 7 Environmental Health Approval: permit Desoription and Number Datelssued v Planning Approval: Date - �(ZC)3 Zone A4' Dwelling On AP# O V Z - t&o By Crop/Commodity Produced Environmental Health J U L 7 7 2000 Chico, CA i STAT '& CAUFORvgA - BUSINESS, TRANSAORTATION.AN0 HOUSING AGENCY DEPARTMENT OF HOUSING AND COMMUNITY EV*E tJLC1�''fi�I~N aRiVOLn SCHWArtZt �FEGGER, t;avor Dmaion :of diodes and Stannards eee000aaoow - o`I�d.9.J pg 1e;, �l�J� TitleSearch. I)at:e Printed: 08,,',l£+!2006 Ueca1 #:. FF7816 Use Code: Manui'acturex LINK tJriginat Trice. Cade: AAV Tra.dename: Model: (11tI•I R Rating Year: 19-661 'T'ax Tyl.ic: 1117' ManufacturedDate.,Last II,T Ainc�unt: Re istration Ex:p: , ' 110.00(3Ii3 t, .19 >7 Date I.i�..T Fee Paid: 02/02/1996 First S61,i 0a: Oaft)0! ti6G ILT Exemption: tion: NONE p Serial Itumber I:T:UT) Labe':I ! Ingigni L.mgtla 1,Vi.dtb S253OX: S. Unknown t� nknovvu Ilnl:nown Record Ccindifionsc_ Hel) Lien place! on Unit `or. 120 11:,T Delinquen.cv Notice of Sale'6n Record I'1?i� .Exemia Rc'gistercd. Owner: WALTER MITCHELL JUHL. LARRA' KAYE KEI.I,Ek (;`t'cn�tnis in Common.And.) .'263 W SACiRAME)\TO AVE Cl-l;[(,O,tA 95926-9627 Last Tit v.Bate: 'I�'Cl TITLF, ISSUEC? .Last Reg C ird. 02107%1996 5aie!!'r �nstie .flfaSo: I,Itkaown S'itins .A.ddxes : Title. Searches: 'rifle. I"Up No. Rene -Wal T` Cep:' 222I.'ti SACRAME.NTU AVE C'EBC 0, C.A. 959`__>6-9627 SiUS C01u10Y: 91''TTr LIA ARJI, 316 FLUME -5 R1 l_T CHICO.i_;A 95924 h1ohe $253',00 END -O '171.1 LE SEARCIT sF � R 1 1 -TE AUG Et 7 2005 DEVEL4ii';lIEN7 sF � I STATE OF dAUFC) tNlA . t3USid E. SS, TRAMSI09TATInN AND HOUSING AGENCY. _> :> ::::: DEPARTMENT OF HOUSING OAt�il'9;C.0M'M' NJTY DEVELOPMENT ARNOLD sc��r�zel�eno�lt, Gave e DIvIS1an n4 dO&S:and.5tandprdS g}51N ems�: es . Title Search gate 1°rinte&: ().8101VN06 Decal: I:} 7t3i Use Gude: N!anlifacturer: tJNK C?ti�ii.a.Price Code:. AAVM- odtinanxe:. IN'IPER Bating Year: 1966 Ulde.}: Tax Ty�. 4 ManUfac€tired tate: I.L. $10.00 Last ILT Amount: .Registration EXt1: rIi/, ,°1997 Date ILII Fee Paid: 02/02.11900Pzrst Sold On::-Xj0011966 I1,11 Exem ti.f311: NONE Sma.} NumFie1,. HUD LabelIn;S;(y I:.cngi}i V+ridth 283()X"tt.;. unknown Lirknn x t1 Unicnowii Recdrd Couditions': H. M Lier• Placed on unit for. 120 ILT' Delinqui ncy 'Notice of Sale oft P ee&e, PPIF Exempt. Registered Own= W.AI IR MITCI:tIiI,L. JUH1, L,Akky KA` &KELLER. (Teru.ts in Corrmcin Ana) 7763 W SACRA.NIFNTO. AVE' CHICO, CA. 9;92(,-96-:-)7 7 Last Title .Y ate: NO T111E ISSt.iE15 Last Reg C;ir l: 02/17/1956 Sale.,'Tra.nster i:aafo: Ii.rknown Situs Address: 2221 W SACRAMEf IPO AVE_ d.'.>i1C.O. CA 9926-7627 Si.W County: BUITTE Title S.eaxclxe:: UA :JUilfl C)1.iC0; f'A 95928 Title File >'90: Nene Renewal.1~c:m: S'25:,. 0 1). " : END OF TITLE SEARCH a k� Aug 09 06 03:22p, BUTTE COUNTY DEVELOPMENT EEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) CMCO AREA RECREATION AND PARK DISTRICT (CARD) O PARADISE RECREATION AND PARK DISTRICT (PRPD) O DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) T� — Property Owner (s Project Location /Address ' �L � l Subdivision Name Building Permit Number _D(" (O S Assessable Sq. Ftge o'? �"- p.1 Type of Residential Development (check one) New Development 'Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) A verified by Building Department Comments: O FRRPD O CARD O PRPD O DRPD certifies that: Applicant Name Phone Number Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ S , C.V per unit for a total of S Square Feet @ S per sq foot for a total of $ Paid by by Cash: Recei t T 671, n.t. BUTTE COUNTY SCHOOLS. IMPACT.FEE CERTIFICATION FORM (One form per Building) School District ��}' l ((� Building Department No. A.P. Number DO /W -Ocff Jurisdiction: City 47-7 / County Property Owner Property Location Subdivision .06 S' Ob -1-7 (� C, KA6 Lot No. Residential Development Q Q Q Q Sq. Footage / S No of Living Mobile Home Addition/ 'Supplemental to (Group. R) Units Installation Conversion Permit # 0 dp(rylQ ��.....,....-........,.. - - ..........................T.............................................................. .(No foundation inspection) ; ,r., . ' 9 7y. '(Attach Deed RestnctedSq., Footage a signed Dopy of Deed Restriction end Notice of Limited Use Facility document) Commercial/Industrial New Addition Building Department District Identification No. lJi.�uL.J School District certifies that Sq. Footage (Including Exterior Roofed Areas) g� Date �, /� Of I ir/ (City) (State) (Zip Code) has complied with the requirements.of Resolution No.* by payment of $ -11,31a,,90 repr'esenting' square ULL MITIGATION $ School District Represen alive Date Paid by Check # & / Remarks: Notice: You may protest the Imposition of the fees IderMed above by submitting a written protest.to the District, In compliance with Government Cods Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the Imposition of the fees In any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District Is notified by the applicable Local Planning Agency that this project Is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school ties to fully mitigate Its Impact on the school districri schools. White (school district), Yellow (building department), Pink (applicant) feetorm.xls (305)drhm When recorded return to: County of Butte Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965-3397 COPY of Document Recorded 11 -Aug -2006 2006-0041318 Has not been compared with original BUTTE COUNTY RECORDER Space above for Recorder's Use (rev.7/05) Owner Name: Walter Mitchell Juhl and Cheryl Wohlqemuth Juhl Building Permit No: 06-1746 (Detached Garage/Shop) DEED RESTRICTION AND NOTICE OF LIMITED USE FACILITY I. WHEREAS, on this 3rd day of August , 2005, Walter Mitchell Juhl and Cheryl Wohlqemuth Juhl, hereinafter referred to as owner(s), is the record owner of the following real property: 2263 W. Sacramento Avenue, Chico, CA 95928 Assessors Parcel Number 042-160- 045 and as further set forth in Exhibit "A" attached hereto and hereby incorporated by reference, hereinafter referred to as "the subject property"; and 11. WHEREAS, the Building Division of the Butte County Department of Development Services is acting on behalf of the People of Butte County; and III. WHEREAS, the owner applied to the Building Division for a building permit in order to develop the subject property described above; and IV. WHEREAS, Building Permit No. 06-1746 was applied for on August 3, 2006 by the owner in accordance with the provisions of the Butte County Code and the California Building Code; and V. WHEREAS, the use allowed Eby Building Permit No. 06-1746 has been reviewed and approved for only the limited purposes set forth below; arid VI. WHEREAS, it is intended that this Deed Restriction and Notice of Limited Use Facility shall constitute an enforceable restriction and remain in effect until a change in use or character of use has been approved by the Butte County Building Official or a change in law has occurred, either of which change allows the uses otherwise restricted herein to be conducted on the real property described herein. Under either circumstance allowing such change in use, Owner shall be entitled to have this Deed Restriction and Notice of Limited Use Facility rescinded by the execution of a subsequent document entitled Rescission of Deed Restriction and Notice of Limited Use Facility by the Director of Development Services; and VII. WHEREAS, Owner acknowledges that Owner will comply with the limited use restrictions that were incorporated in reviewing and approving Building Permit No. 06-1746 which enabled Owner to undertake the limited use authorized by this permit. NOW, THEREFORE, with the issuance of Building Permit No. 06-1746 to Owner by Butte County, Owner hereby affirms Owner's desire to develop a limited use facility, as set forth below, which establishes restrictions on the use and enjoyment of this limited use facility. The undersigned Owner, for himself/herself and for his/her - heirs, assigns, and successors in interest, acknowledges and agrees to those restrictions. This limited use facility shall be utilized in compliance with those limitations prescribed by the California Building Code occupancy classification assigned by the building official, except the following uses are not allowed: no living, sleeping or cooking. (Shop area only) Additionally the Shop space will not be heated or cooled. ` If any provision of these restrictions is held to be invalid or for any reason becomes unenforceable, no other provision shall be thereby affected or impaired. This deed restriction and notice of limited use facility shall remain in full force and effect during the period that this permit, .or any modification or amendment thereof, remains effective, and during the period that the development authorized by this permit, or any modification of this development, remains in existence in or upon any part of, and thereby confers benefit upon, the subject property described herein, and to that extent, this deed restriction and notice of limited use facility is hereby acknowledged and agreed to by Owner to restrict the use and enjoyment of this limited use facility and shall be binding on Owner and all his/her assigns or successors in interest. Owner agrees to record this Deed Restriction and Notice of Limited Use Facility in the Recorder's Office for the County of Butte as soon as possible after the date of execution. This document shall be recorded and returned to the Butte County Department of ,Development Services, Building Division prior to the issuance of Building Permit No. 06-1746' DATE: ���o%�'�`� , 20 Owner Signature: -"4;ro� IZ!- 0 H Print or Type Name of Above Owner Signature: Print or Typd Name of Above a„ + NOTE TO NOTARY PUBLIC: If you are notarizing the signatures of persons, signing on behalf of a corporation, partnership, trust, etc., please use the correct notary jurat (acknowledgment) as explained in your Notary Public Law Book. STATE OF CALIFORNIA ) SS. COUNTY OF BUTTE On L Public, personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrumen met Mwcwiu WITNESS m hand and official seal. ;Z�Canwdubn�' �� Y Signature STATE OF CALIFORNIA SS. COUNTY OF BUTTE (Seal) On before me, , Notary Public, personally appeared personally known to me (or proved to me on the basis of satisfactoryevidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature P// (Seal) r This is to certify .that the Deed Restriction set forth above is hereby acknowledged by the Director of the Department of Development Services and that Butte County consents to its recordation thereof. Dated: Paul Klein, Building Official, Assistant Building Division STATE OF CALIFORNIA ) SS. COUNTY OF BUTTE ) ,On Aur-usr 7 acc 6 ore me, 4,41 Public, personally appeared u.�r-f�j Notary personally known to me o be the person(,f whose name(A is/qr4 subscribed to the within instrument and acknowledged to me that he/sj6/tt dy executed the same in his/Wr/tfeir authorized capacity(ie4), and that by his/h)dr/tl}6ir signatures on the instrument the person(,s'j, or the entity upon behalf of which the person(s) acted, executed the instrument. MMMCMR WITNESS my hand and official seal. 0 186MI . Notair � • oaMarw • all W COMM 80M Qp 6, ig ature (Seal) . w M ' , • Order Number: 0401-2359130 Page Number: 5 LEGAL DESCRIPTION Real property in the unincorporated area of the County of Butte, State of California, described as follows: , THE EAST HALF OF LOTS 31 AND 32, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "MAP OF THE SECOND SUBDIVISION OF THE JOHN BIDWELL RANCHO, NEAR CHICO, BUTTE COUNTY, CALIFORNIA", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, 'ON SEPTEMBER 17, 1900, IN BOOK 5 OF MAPS, AT PAGE(S) 27. EXCEPTING THEREFROM THE PORTION THEREOF LYING WITHIN THE BOUNDARIES OF THE FOLLOWING DESCRIBED PARCEL: BEGINNING AT A POINT ON THE SOUTH LINE OF SACRAMENTO AVENUE, SAID POINT BEING 315 FEET,WEST OF THE EASTERLY LINE OF LOT 31 OF THE SECOND SUBDIVISION OF THE JOHN BIDWELL RANCHO, ACCORDING THE OFFICIAL MAP THEREOF, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, SEPTEMBER 17, 1900, IN BOOK 5 OF MAPS, AT PAGE(S) 27, BUTTE COUNTY RECORDS, AND RUNNING THENCE SOUTH 45 FEET; THENCE WEST 15 .FEET; THENCE NORTH 45 FEET; THENCE EAST 15 FEET TO THE POINT OF BEGINNING. APN:042-160-045-000 Mid valley Title & Escrow company f COUNTY OF BUTTE —. ;DEPARTMENT OF PUBLIC WORKS 7 County Center Driue — Oroville, California 95965 Tel ephon er 534-43"41 f APPLICAtION'Aft PERMIT f f autnonze representatives or the uounry or tsuile to enter upon the above-mentioned property for inspection purposes. X A Date ''C] Signature of Permittee or Agent Receipt No. '5(Y709 White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By y "/X: Date 413ruilding permit expires Date / i BUILDING Owner (;J,a(-TC- SO. FT. OCC. BUILDING VALUATION Mai I i ng Address PT .2 2' (p Telephone No. Contractor Lt,,Al C- Mailing Address Fireplace Total Valuation Telephone No. Permit Fee Building Address �j C� Cv. Sri( 411nL-vto !t('0L Plan Checking Fee&/or Penalty Permit Fee ff co CC A uc PLUMBING No.1 @ FEE r�C X 2 \Gi PERMIT FILING FEE $3.00 15,W Each Trap 1.50 C 1 4(r U Repair drainage or vent piping 1.50 A. P,4 No.LI _ C I �%' / onin & Planning Water piping 1.50 Each gas water heater or vent 1.50 Fees tt,,� V .C. Senilatiof'i" Fire Dept. Fire Zone Use Permit Gas piping system 1 - 5 outlets .2.00 :ZrC 0 EQA Parking Plans Parcel Declaration Parcel Map 60' R/W Improvements Each additional outlet .30 Building sewer 5.00 F31,Ag_P_LoMe—ReoLd Parcel Approval Plans Approval Lawn sprinkler system 2.00 NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER Permit Fee $ �.CCJ $ C•L SW PLOaV�r fug 1)t:x_10 f T FO/Z G4 ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 600V OR LESS Main service 100 AMP OR LESS 5.00 Single Family 7Duplex ❑ Mobil Home ❑ Others ❑ Main service EA. ADD'L 100 AMP 2.50 Main service OVER 25.00 100 AMPP OR LESS O Main service EA. ADD'L 100 AMP 1.00 NEW OR ACDNS• ( ACCLBLDGS.LING CCUP, tY 2¢sgft CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name St y le of: NEW CONSTR (MULTI- U LCT NON-RESID. ` BRANCH CIRUITS 2.50ea NEW CONSTR. POWER APPARATUS 9 NON.RESID. SINGLE OUTLET CIR. EX. OCCUR{OUTLETS OR FIXTtIRES) 150 0 50020 x. ccu FIXED APPLNS. OR EO p• OUTLETS (RESID:) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 Q1 am exempt from the Contractors License Laws of the State of Cal ifomia. Permit Fee $ $ WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. ❑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 Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction„ and hereby Land Development Fee $ TOTAL PERMIT FEE r autnonze representatives or the uounry or tsuile to enter upon the above-mentioned property for inspection purposes. X A Date ''C] Signature of Permittee or Agent Receipt No. '5(Y709 White-D.P.W. - Yellow -Assessor - Pink -Inspector - Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By y "/X: Date 413ruilding permit expires Date / i COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Orovi Ile, California 95965 Telephone: 534-4341 APPLICATI`DN AND PERMIT authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X 664V Date ^�S Signatur Perm' ee or Agents Receipt No. 3400 White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIREC7OF PUBLIC WORKS By _mate uilding permit expires Date BUILDING Owner (� U f4 L_ I 4w7 c-LLE� SQ. FT. OCC. BUILDING VA TION Mailing Address PT 2 j( 2t (o CEH l O C A Telephone o. v"1 Contractor ©C,I�AJLs/2 Mailing Address Fireplace' Total Valuation Telephone No. Permit Fee Building AddressS4L/?-+rn %66 Plan Checking Fee &/or Penalty Permit Fee APPROA 1500, co O)c lir coat- Auef PLUMBING No.1 @ FEE Picy 2-115) PERMIT FILING FEE $3.00 -j, 00 Each Trao 1.50 � Cer� f- e,0 Repair drainage or vent piping 1.50 2,' / f C A. P. N0. lD_ "I oning &Planning Water piping 1.50 Each gas water heater or vent 1.50 ees I C. serritatPvr� FireDept. Fire Zone Use Permit Gas piping system 1 -5 outlets .200 2/(Qp EQA Parking Plans 4Declaration I Parcel I Parcel Map 60' R/W I Improvements Each additional outlet .30 Building sewer 5.00 WQE1oa6-Reid P a r E2L Ap proval Plans Approval Lawn sprinkler system 2.00 NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER Permit Fee $ $ 5 ' PLUmAV NG .W 452-n IF FDR_ C, -s mt, -gR ELECTRICAL No. @ FEE , PERMIT FILING FEE $3.00 Main service 100 AMP OR00V OR SL=SS5.00 Single Family G21, Duplex ❑ Mobil Home ❑ Others ❑ Main service EA. ADD'L 100 AMP 2.50 Main service OVER 600V 25.00 100 AMP OR LESS Main service EA. ADD'L 100 AMP 1.00 NEW OR ADDNST % ACCLBL GSLING CCUP. 4') 24;sgft CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name st le of: y TLET NEW CONSTR. BRANCH CIRCU 1 NON-RESID, � BRANCH CIRCUITS/ 2.50ea NEWCONSTR. POWER APPARATUS B NON -RESID• SINGLE OUTLET CIR. Ex. OCCUD(OUTLETS OR FIXTIiRES) g t� Ex. Occu FIXED APPLNS. OR P• OUTLETS (RESID.) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 ErI am exempt from the Contractors License Laws of the State of California. Permit Fee $ $ WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑1 have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. lcertify 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 Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby Land Development Fee Is TOTAL PERMIT FEE $ a authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X 664V Date ^�S Signatur Perm' ee or Agents Receipt No. 3400 White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIREC7OF PUBLIC WORKS By _mate uilding permit expires Date S76o ` 21 s' Wok APE /VL)D �� Gtr rev " COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Uroville, California 95965 Tel ephon4w53 -4F41 APPLICATION AND PERMIT auurunce representauves or the county or tsutte to enter upon Ine above-mentioned property for inspection purposes. X Date' Signature of Permitee or Agent Receipt No. White-D.P.W. — Yellarw-Assesspr$=\Pink-Inspector — Goil i4. rod;ApplFoant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Date %, Building permit expires Date BUILDING Owner L SQ. FT. OCC. BUILDING VALUATION Mailing Address .v Telephone No. Fireplace Contractor Total Valuation Mailing Address Permit Fee Plan Checking Fee &/or Penalty Telephone No. Permit Fee $ Building Address PLUMBING No.1 @ FEE PERMIT FILING FEE $3.00 `=E= Each Trap 1.50 Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 A. P. No. Zoning & Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 i Fe, WIC. Sanitation Fire Dept. FireZone Use Permit Building sewer 5.00 EQA Parking Plans ParcelParcel Declaration Ma P 60' R/W Imp rovements P Lawn sprinkler system 2.00 Bldg. Plans Reed Parcel Approval Plans Approval' Permit Fee $ $ NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER ❑ ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 Main service 600V OR LESS 5.00`¢ 100 AMP OR LESS Main service EA. ADD'L 100 AMP 2.50 Main service 1100EAMP OR LESS 25.00 Single Family ❑ Duplex ❑ Mobil Home ❑ Others ❑ Main service EA. ADD'L 100 AMP 1.00 NEW OR ADDNST ( ACCLBLOGS.LING 0 CCUP. &) 22sgft NEW CONSTR. MULTI -OUTLET NON.RESID. BRANCH CIRCUITS) 2.50ea NEW CONSTSL(POWER APPARATUS & NON RES D. SINGLE OUTLET CIR. CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name st le of: y Ex. Occup(OUTLETS OR FIXTURES)@L BALC�2- 1 Ex. Occu FIXED APPLNS. OR P• OUTLETS (RESID.) EA)% 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 Lr I am exempt from the Contractors License Laws of the State of California. Permit Fee $-�s;� $ WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. E] I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. 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 Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby TOTAL PERMIT FEE $ 7 auurunce representauves or the county or tsutte to enter upon Ine above-mentioned property for inspection purposes. X Date' Signature of Permitee or Agent Receipt No. White-D.P.W. — Yellarw-Assesspr$=\Pink-Inspector — Goil i4. rod;ApplFoant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PUBLIC WORKS By Date %, Building permit expires Date - COUNTY OF BUTTE — DEPARTMENT OF PUBLIC U C W ORKS 7 County Center Drive ,—. Uroville, California 95965 � / Tel eohon,E'.�,534-4141 7/CEJ, APPLICATION AND PERMIT X (" I Za Vyl "_A_,,11a1e/_D-1 .6 Signature of Permitee or 4t Receipt No. White-D.P.W. - Yell-A463,r'7&`nk-Inspector - G iQ-A6 �CBnt DIRECTOR OF PUBLIC WORKS BY 7 �--"-e ', _ Date Q P6 hermit expires Date BUILDING Irl Owner �p L % �' w SQ. FT. OCC. BUILDING VALUATION Mai I i ng Address 7 �L � ,co ® chTelephone�y ®7 � O Fireplace Contractor Total Valuation Mailing Address N Permit Fee Plan Checking Fee &/or Penalty Telephone No. Permit Fee Building Address �' D S A C ►�� ✓ O PLUMBING No. @ FEE PERMIT FILING FEE $3.00 , o G prvv-- or (q/257 ®7: iZL«u>oov Each Trap 1.50 t d wQ. LL Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 .� A. P. o. Zoning & Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 s .Sarrrte4+en Fire Dept. FireZone Use Permit Building sewer 5.00 EQA Parking Plans Parcel Declaration Parcel Ma P 60' R/W ImprovementsLawn sprinkler system 2.00 8jdc,-FiianS-R€c"d Parcel Approval Plans Approval Permit Fee $ $ j NEW ❑ ADDITION ❑ UTILITIES ❑ OTHER ® ELECTRICAL No.1 @ FEE PERMIT FILING FEE $3.00 L eG, p,i V, C -C_ h A f�/6e T 600V OR LESS Main service 100 AMP OR LESS &r 5.00 's, O'D '� ,e G+gS M•�Te✓ Main service EA. ADDL 100 AMP 2.50 Single Family Duplex ❑ Mobil Home ® Others ❑ Main service O OER 600V AMP OR LESS 25.00 Main service/ EA, ADD•L 100 AMP 1.00 NEW CONST.DWELING OR ADONS. ( ACCLBLDGS.CCUP. &) 22sgft NEW CONSTR. MULTI -OUTLET NON-RESID, BRANCH CIRCUITS) 2.50ea NEW CONSTR. (POWER APPARATUS & NON-RESID. SINGLE OUTLET CIR. CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: 50 Ex. Occup(OUTLETS OR FIXTURES) �@1 BAL@1 Ex. Occu FIXED APPLNS, OR P• ( OUTLETS (RESID•) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 /,57,00 License No. Classification Misc. Wiring ) E, 6.25 Purl I am exempt from the Contractors License Laws of the State of California. Permit Fee $ $ j WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑ I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. 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 s to become subject to the Workmen's Compensation Laws of California. MECHANICAL No.1 @ FEEPERMIT FILING FEE J$3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances. and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above/- ntioned/� property fo/� inspect' n urposes. I 1 1 /I �1 � /I \ � � TOTAL PERMIT FEE $ RA This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for whirh fees haves haan nam X (" I Za Vyl "_A_,,11a1e/_D-1 .6 Signature of Permitee or 4t Receipt No. White-D.P.W. - Yell-A463,r'7&`nk-Inspector - G iQ-A6 �CBnt DIRECTOR OF PUBLIC WORKS BY 7 �--"-e ', _ Date Q P6 hermit expires Date 02%Fs"03 FRI 12:05 FAX 530 893 1275 SIERRA NEVADA BREWERY 0 003 BUTTE COUNTY AGRICULTURAL AFFIDAVIT AUG 0 3 2006 DEVELOPMENT EMPLOYER SERVICES Employer W1AL-TM A4411.> C11yL'�('t`71}�� Phone �E � d4bi Employer's -Address 22. Name of Property OwnerUN'L. A�MII �T@JIST' ,1NAd.'t C1-hc` .V L, �UWIRV Property ,Owner's Address 12 W. ANS. /22Z1 W • Se,. Owner's Assessor's Parcel Number Q4-2, _ (« • Q4�� Parcel Size I I Z-4 Ac. I. W NuT ; e-Irte-e-y L ---Tu 4L- , do declare, subject to the penalty of perjury, that I am the employer of I1 A , V►tr L— address (present) ? 10 �-� �� ,� �. qjF>9& and that l wig tie employer under Section 24-305.020 pie. for at least thirty-two (32) hours per a) to (g) week for at lest sixteen (16) weeks per year on AP# n4j 2 . jI&:). �� Signed: V Environmental Health Approval: Perry* Description and Number Datelssued /! 5_ XT) Dated: �+�«:���*��►��.*,�,�,t****�,�x:*,�*,�*�**,mow**,��**** Planning Approval: Date d G Zone 14 - Dwelling on AP# Dy2 - /, O -yt/S By i &&ZLLIZ�1�� Crop/Commodity Produced IN A�l_AlUF, Environmental Healti' J U L 2 7 2006 cb . VO.. Ci.4 02%,217= .FRI 12:05 FAX 530 993 1275 SIERRA NEVADA BREWERY 0004 _ BUTTE COUNTY AUG 0,y..} AGRICULTURAL AFFIDAVIT DEVELOaAENI SEP-wcES EMPLOYEE Employee _�1 pe 1k1�.- Phone 5eo-aq&gOC% Employee's Address (Present) ?�1 b. F U�►M ST C' 1 C C� G� Gam- 2� Name of Property Owner��`.�P�1��.: K-1-7 XU }`i�Us�c"TS Property Owner's Address Z!2 b ±Acv j C1 -h LO Owner's Assessor's Parcel Number C74 -Z, • 1 %oo - CA -S —ParcelSize l%?-+ Ac. I, L% D•1 -7 "L- , do declare, subject to the penalty of perjury, that i am the employee of W�L.T ;���1t�V t,.-U1J1-L. address (present)Z_2_ b3 and that I will be employee under Section 24-305.020 . A, C, pr=- JEa for at least thirty-two (32) hours per (a) to (9) week for at least weeks per year on AP# 042 • _d JaQ - Q _ Environmental Health Approval: Dated: Permit Description and Number WQ, L& C?, Datelssued BY 16v P-nLo^ Planting Approval: w Date Zone "� Dwelling onAP# O VZ (&0 --WY By Crop/Commodity Produced QL..,N UTT;.. Environmental Health J U L 2 7 2006 Chico, CA 2006-0041318 Recorded I REC FEE 22.00 Official Records I County of I CONFORM COPY 1.00 Butte I CAM ACE J. GRUBBS I When recorded return to: County Clerk-Recorderl County of Butte I CW Department of 09:55M 11 -Aug -2066 I Page 1 of 6 Development Services IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Building Division 7 County Center Drive Oroville, CA 95965-3397 Space above for Recorder's Use (rev.7/OS) Owner Name: Walter Mitchell Juhl and Cheryl Wohlqemuth Juhl ' Building Permit No: 06-1746 (Detached Garage/Shop) / DEED RESTRICTION AND NOTICE OF LIMITED USE FACILITY I. WHEREAS, on this 3rd day of August , 2005, Walter Mitchell Juhl and Cheryl Wohlgemuth Juhl, hereinafter referred to as owner(s), is the record owner of the following real property: 2263 W. Sacramento Avenue, Chico, CA 95928 Assessors Parcel Number 042-160- 045 and as further set forth in Exhibit "A" attached hereto and hereby incorporated by reference, hereinafter referred to as "the subject property"; and II. WHEREAS, the Building Division of the Butte County Department of Development Services is acting on behalf of the People of Butte County; and Ill. WHEREAS, the owner applied to the Building Division for a building permit in order to develop the subject property described above; and IV. WHEREAS, Building Permit No. 06-1746 was applied for on August 3, 2006 by the owner in accordance with the provisions of the Butte County Code and the California Building Code; and V. WHEREAS, the use allowed by Building Permit No. 06-1746 has been reviewed and approved for only the limited purposes set forth below; and VI. WHEREAS, it is intended that this Deed Restriction and Notice of Limited Use Facility shall constitute an enforceable restriction and remain in effect until a change in use or character of use has been approved by the Butte County Building Official or a change in law has occurred, either of which change allows the uses otherwise restricted herein to be conducted on the real property described herein. Under either circumstance allowing such change in use, Owner shall be entitled to have this Deed Restriction and Notice of Limited Use Facility rescinded by the execution of a subsequent document entitled Rescission of Deed Restriction and Notice of Limited Use Facility by the Director of Development Services; and VII. WHEREAS, Owner acknowledges that Owner will comply with the limited use restrictions that were incorporated in reviewing and approving Building Permit No. 06-1746 which enabled Owner to undertake the limited use authorized by this permit. NOW, THEREFORE, with the issuance of Building Permit No. 06-1746 to Owner by Butte County, Owner hereby affirms Owner's desire to develop a limited use facility, as set forth below, which establishes restrictions on the use and enjoyment of this limited use facility. The undersigned Owner, for himself/herself and for his/her heirs, assigns, � and successors in interest, acknowledges and agrees to those restrictions. This limited use facility shall be utilized in compliance with those limitations prescribed by the California Building Code occupancy classification assigned by the building official, except the following uses are not allowed: no living, sleeping or cooking. (Shop area only) Additionally the Shop space will not be heated or cooled. If any provision of these restrictions is held to be invalid or for any reason becomes unenforceable, no other provision shall be thereby affected or impaired. This deed restriction and notice of limited use facility shall remain in full force and effect during the period that this permit, or any modification or amendment thereof, remains effective, and during the period that the development authorized by this permit, or any modification of this development, remains in existence in or upon any part of, and thereby confers benefit upon, the subject property described herein, and to that extent, this deed restriction and notice of limited use facility is hereby acknowledged and agreed to by Owner to restrict the use and enjoyment of this limited use facility and shall be binding on Owrier and all his/her assigns or successors in interest. Q/< Owner agrees to record this Deed Restriction and Notice of Limited Use Facility in the Recorder's Office for the County of Butte as soon as possible after the date of execution. This document shall be recorded and returned to the Butte County Department of Development Services, Building Division prior to the issuance of Building Permit No. - 06-1746 DATE: C-2 C5 20 Owner Signature: 1A) U H L -- Print or Type Name of Above Owner Signature: L '7/j i V1 Print or fy—pdN—ame -of Above I Irk 4 I NOTE TO NOTARY PUBLIC: If you are notarizing the signatures of persons, signing on behalf of a corporation, partnership, trust, etc., please use the correct notary jurat (acknowledgment) as explained in your Notary Public Law Book. STATE OF CALIFORNIA ) SS. COUNTY OF BUTTE ) On b Public, personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument WITNESS my hand and official seal. - jt"" . Signature STATE OF CALIFORNIA SS. COUNTY OF BUTTE On before me, Public, personally appeared eanndplon � 1b09430 Nolory A+brc - Callbrtyo (Seal) Notary , personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature PC (Seal) •i r �� 1 l_i-r• This is to certify that the Deed Restriction set forth above is hereby acknowledged by the Director of the Department of Development Services and that Butte County consents to its recordation thereof. Dated: 9 7— D6 Paul Klein, Building Official, Assistant Building Division STATE OF CALIFORNIA ) SS. 'COUNTY-OF..BUTTE ) On Auausr ; zca6 ore me, It -L -A -j , Notary Public, personally appeared personally known to me o be the person(4 whose name) is/qp6 subscribed to the within instrument and acknowledged to me that he/sj6/tWy executed the same in his/Wr/thir authorized capacity(i94), and that by his/h)dr/t4eir signature(,) on the instrument the person(Z), or thee_ ntity upon behalf of which the persoej acted, executed the instrument. WITNESS my hand and official seal. CMNOCMM OHI106=1 11001 PUM - C 00 M �Casw • W Caron. 00" Ap 6. ig ature + (Seal) y Order Number: 0401-2359130 Page Number: 5 EYvArv3;i`T -A, LEGAL DESCRIPTION Real property in the unincorporated area of the County of Butte, State of California, described as follows: THE EAST HALF OF LOTS 31 AND 32, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "MAP OF THE SECOND SUBDIVISION OF THE JOHN BIDWELL RANCHO, NEAR CHICO, BUTTE COUNTY, CALIFORNIA",WHICH MAP WAS RECORDED!IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON SEPTEMBER 17, 1900, IN BOOK 5 OF MAPS, AT PAGE(S) 27. EXCEPTING THEREFROM THE PORTION THEREOF LYING WITHIN THE BOUNDARIES OF THE FOLLOWING DESCRIBED PARCEL: BEGINNING AT A POINT ON THE SOUTH LINE OF SACRAMENTO AVENUE, SAID POINT BEING 315 FEET WEST OF THE EASTERLY LINE OF LOT 31 OF THE SECOND SUBDIVISION OF THE JOHN BIDWELL RANCHO, ACCORDING THE OFFICIAL MAP THEREOF, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, SEPTEMBER 17, 1900, IN BOOK 5 OF MAPS, AT PAGE(S) 27, BUTTE COUNTY RECORDS, AND RUNNING THENCE SOUTH 45 FEET; THENCE WEST 15 FEET; THENCE NORTH 45 FEET; THENCE EAST 15 FEET TO THE POINT OF BEGINNING. APN: 042-160-045-000 a Mid Valley Title & Escrow Company t V. coo ngineering January 29, 2007 Butte County Building Department 7 County Center Drive Oroville CA 95965 Re- Permit # 06-1Q52 Juhl Residence 2219 W. Sacramento Ave. Chico, CA,, Attn: Building Oficial I have.reviewed the truss layout and designs provided by Construction Framing Specialists. I :have found the calculation package to be in agreement with the structural system designed for the abave meniianed"project. This letter recognizes that the truss calculations meet or exceed the structural requirements of the structure. if there are any questions or concerns, please feel free to `contact me at the number'below. ' JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, SURVEYING P.O. BOX 649 MAGALIA CA 95954 (530) 873-3402 C0 FEB 0 12007 DEVELOPMENT SERVICES CHOn,- gineefig January 29, 2007 Butte County Building Department 7 County Center Drive Oroville CA 95965 Re: Permit # 06-1746 Juhl Garage ' 2219 W. Sacramento Ave. Chico, CA Attn: Building Official I have reviewed the truss layout. and designs provided by Construction Framing Specialists. I have found the calculation package to be in agreement with the structural system designed for the above mentioned project. This letter recognizes that the truss calculations meet or exceed the structural, requirements of the structure.. If there are any questions or concerns, please feel free to contact me at the number below. JARROD HOLLIDAY, P.E. CIVIL -STRUCTURAL, SURVEYING P.O. BOX 649 MAGALIA CA 95954 (530) 873-3402 AT, C O N S T R U C T I a N FRRMIN 1C Job #; 060019 S P E C 1 R L I S T S PO Box 238 Durham, CA 95938 t: 530-342-5844 f: 530-342-5845 Email: cfst2(@cfschico.com CFS ADDRESS 2221 West Sacramento Ave.- Chico v COUNTY Butte NOTES: ❑Shop Drawings ❑Copy ®Sealed Drawings ❑Submittal ❑Field Set Designer: Becky Marshall Engineer: TRUSWAL SYSTEMS 800-322-4045 Apprvd Inspection Agency: CONTINENTAL: 916-718-5217 P.O.Box 785 Lodi, CA 95241 I russ PAA5 Standard Brace Petail5 JOB INFORMATION DATE ® 5612-03 10/16/2006 ® 5612-05 Alternate Prate [ 74�o PROJECT Nip Connections J, hl_Garage BUTTE COUNW BUILDING Divlsl®l� CUSTOMER �PPR®D Lia Juhl jtW ADDRESS 2221 West Sacramento Ave.- Chico v COUNTY Butte NOTES: ❑Shop Drawings ❑Copy ®Sealed Drawings ❑Submittal ❑Field Set Designer: Becky Marshall Engineer: TRUSWAL SYSTEMS 800-322-4045 Apprvd Inspection Agency: CONTINENTAL: 916-718-5217 P.O.Box 785 Lodi, CA 95241 I russ PAA5 Standard Brace Petail5 ® 5612-01 Tru55 Prawinq Notes ® 5612-03 Web Pracinq ® 5612-05 Alternate Prate ® 5PP-09 Lateral Pracinq Gable end 12etail5 ❑ 02-I2 Gable end Petail5 [:16612-14 Wind Load 6racinq ❑ CEP -16 Gable Pracinq ❑ Gz12-18 12utch Gable 12etail5 Nip goof 12etail5 ® HI;12-21 end Jack/ Rafter Petail5 ® HP212-22 6' 5et Back ® Hp12-23 Pre55ure Plock ® Hi?12-24 Nip Connections ® HI?12-25 end Jack Connections 5pecialt� Petail5 ❑ 5P-30 False Frame ❑ 512-32 Ladder Frame ❑ 512-54 Pearinq Plock ❑ 512-36 Nat Tru55 ❑ 512-39 Vallee Trusses 6-0 OVER/ TO IT 2-0 6-0 OVER/ TO IT TC Live 16.00 psf CEN ER 16.00 psf Y BC Live .0.00 psf NC) Y Y 10.00 � Co CD N Y Y Y KR KL O .....: ....: .. ... J02 :...:.:..::. J02 N Q N Cl) � In <D I- n Co O O J04 o O O o Cl Cl o O Cl o m Co m m m m m m m m m N co m m m J04 J06 J06 L }' J08 J08 N J10 J10 QL Cn 0) J12 J12 Co C i Cu J14 J14 J16 J16 O ,� (V O Cl) J18 J18 Cu J16 '�o J16 L = N J14 J14 Co J12 J12 N r J10 C2 m Q " J08 C2 p U) J06 C2 J04 C2 O C J02 Cl m .fn KL C-4 'ITO o 0 0 O C Cu = Y Y a m Q Y p� `6 Al 0 W~_M ' E2 K04 K04 W Co Co _ K02 KL K02 Z Cl) � U 2 O O O O O N O Co O O O J C3 Y KR :3 Q L Lo 23-8 PH 530-342-5844 �UHL GARAGE Fax 530-342-5845 L 2 A S U H L Cores t ruC t i ort2 2 2 2 WE S T SACRAMENTO AVE _ C F S F r a M i 1-14 CH2CCA S p e c i a l i s t s 792 DURHAM DAYTON H S GHWA-Y DURHAM, CA— 9 5 9 3 8 r WO#: Juh1 Garage SCALE: 1"=7' 0" Date: 10/18/2006 `8:19 DurFac-Lbr 1.25 P' DurFac-P1t _ '1.15 O.C. Spacing: 24.0 Design Spec: CBC -01 #T3f'/#Cfg:11 88 / 33 SA—LES REP: DUE DATE: DSGNR/CHKR: aR RM / GD. TC Live 16.00 psf TC Dead 16.00 psf BC Live .0.00 psf BC Dead- 10.00 psf Total 42.00 psf WO#: Juh1 Garage SCALE: 1"=7' 0" Date: 10/18/2006 `8:19 DurFac-Lbr 1.25 P' DurFac-P1t _ '1.15 O.C. Spacing: 24.0 Design Spec: CBC -01 #T3f'/#Cfg:11 88 / 33 T.A T.1® o Iff 12' ®a M M1, Jl GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BCSI 1-03 Guideto "pori Prod for Handling, Installing & Bracing of Metal Pi= Connected Wood Truss for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. Los trusses no est6n marcados de ningtin mDdo que identifique la frecuencia o localizad6n de los arriostres (bracing) temporales. Use las recomendadones de manejo, lnstalad6n y arriostre temporal de los lasses. Vea el bRCIQ DC511-03Gula de Buena2la= Dara el Manejo Instal-cl6n VA cm r(10_ de los Trusses. de Madera DOE•. nn do Placl11� iP US de Mel a etallM Dila para mayor Informad6n. Los dibujos de disefio de los trusses pueden espedficar las localizadones de los arriostres pernanentes en los miembros Individuales en compresi6n. Vea la hoja resume BCSI-B3 Dara los amostnas Derman n y refilerzos "'Q' miembros sPamdario (webs) para mayor informaddn. EI resto de arriostres permanentes son la responsabilidad del Disefiador del Edifido. The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser Is caida de la estructura o a6n peor, muertos o heridos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when x. -- cutting banding. Em a ues p q y places de metal flamer border afilados. Use guantes y lentes protectores cuando Corte los empaques. HANDLING - MANDO rJ( Allow no more No permita mas Use special care in u than 3" of defec- de 3 pulgadas de windy weather or tion for every 10' pandeo por Cada 10 near power lines of span. pies de tramo. and airports. My 4' is � 6'max r a v I s to I 10 1 7f Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK I' T-1111� a Aha tl D?.ncC 4� ° r Bundles stored on the ground for one IJ week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por una semana o mas deben ser elevados con bioques a sada 8 o 10 pies. {-7( For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilaci6n. Utilise cuidado especial en dias ventosos o cerca de cables electricos o de aeropuertos. HAND ERECTION - LEVANTAMIENTO A MANO © Trusses 20' or ;: _ _ r 7f Trusses 30' or less, support LJ less, support at at peak. quarter points. f Levante Levante de del pito los los cuartos trusses de 20' de tramo los pies o menos. trusses de 30 Trusses up to 20' pies o menos.Trusses up to 30' Trusses hasta 20' �I 1-4- Trusses hasta 30' HOISTING - LEVANTAMIENTO QHold each truss In position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga Cada truss en posicl6n con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pito los trusses de mos de 30 pies. T!!� Greater than 30' Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Spreader bar for truss bundles Tagline "O O f 7f Check banding Revise los empaques Ll prior to moving antes de mover los bundles. paquetes de trusses. Avoid lateral bending. - Evite la ffexi6n lateral. ®Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene en uneven ground. Berra desigual. ®' I in PUP/ A 60• or less f F Approx. 1/2 _a... Tagline - truss length .r TRUSSES UP TO 30' TRUSSES HASTA 30' Toe -m.\ S�` /�To. -in Spreader bar 1/2 to 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60' Locate Spreader barAtla.c ch above or stiffback 10' o. mid -height max. Imo_ Spreader bar 2!3 to 3/4 truss length —� Tagline TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING - ARRIOSTRE Refer to BG5I-62 Summary Sh gt - Truss Installa- tion and Temporary Bracing for more information. Vea el resumen BCSI-B2 - Instalacion de Trussesf 4 y Arriostre Temporal para mayor informad6n. 0 Do not walk on unbraced trusses. No Gamine en trusses sueltos. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cads una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well before erection of additional trusses. f 1A . Top Chord Temporary Lateral Bracing (TCTLB) min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE ENt TRES PLANOS DE TECHO I /( This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. L� I Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD - CUERDA SUPERIOR Truss Span TOP Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies m6ximo 30' to 45' 8' D.C. max. 30 a 45 pies 8 pies m6ximo 45' to 60 6' o.c. max. 45 a 60 pies 6 pies m6ximo 60' to 801* 4' o.c. max. 60 a 80 pies* 4 pies maximo -L.onsUIL a eroresslonal Engineer for trusses longer than 601. 'Consuite a un ingeniero para trusses de mas de 60 pies. f 7f See BCSI-B2 for TCTLB options. IJ Vea el BCSI-B2 para las opciones de TCTLB. Refer to SCSI -661 (Zit ` �: • �; \�' Summary Sheet Gable End Framer _ �- - �•\��� Bracing. Vea el resumen Q Repeat diagonal braces. B I -B6 - Arrfostr u Repita los arriostres del truss terminal diagonales. de un techo a do aguas. C7f Set first five trusses with spacer pieces, then add diagonals. Repeat LJ process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres dlagonales. Repita este procedirriento en grupos de cuatro trusses hasta que todos los trusses estdn instalados. 2) BOTTOM CHORD - CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces 4� every 10 truss 10'-15' max. spaces (20' max.) same spacing as bottom chord lateral bracing Some chord and web members not shown for clarity. a DIAGONAL B ACING IS VERY IMPO€RTAHT rEL ARRIOSTRE DIAGONAL ES MUY IMPOJRTAINTE! s 1 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ® Refer to BCSI-87 Maximum lateral brace spacing Gypsum Board Summary Sheet 10'0.c. for 3x2 chords Plywood or OSB 16" - Temporaryand15, 15' o.c. for 4x2 chords Permanent Bracing os Diagonal braces r$.i for Parallel Chord 1 0' every 15 truss 3-4 tiles high Trl isse for more spaces (30' max.) ii information. �4�x1�- Vea el resumen j" ! '�-t : I BCSI-B7 - Arrio� temooral v oermanente de The end diagonal trusses decuerdas brace for cantilevered paralelas para mayor trusses must be Late21 braces r_? #a,o` placed informacl6n. on vertical webs In line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. - Tolerancias para Fuera-de-Plano. LJ �* Length -> Max. Bow Max Bmv, Max. TrUSs Bow Length Max.O v Length ->• E Length a 3/4" 12.5'-- 7/8" 14.6' 4' LI�f Tolerances for D/50 D (ft.) 1 ° 16.7' k l Out -of -Plumb. 1' 1-1/8• 18.8' i Toleranciaspard ( 2' 1.1/4° 20.8' '3 Fuera-de-Plomada. $ I 3' E3/4" 1-3/8" 22.9' o f Plumb bob 4 1-1/2" 25.0' 1 1-1/4" 5' 1-3/4° 29.2' zn D/50 max 1-1/2" 6' 2° ?33.3' rA^ 1-3/4° 7' CONSTRUCTION LOADING - CARGA DE CONSTRUCCION Do not proceed with construction until all bracing is securely Maximum Stack Height and in properly place. for Materials on Trusses z No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. ®Do not exceed maximum stack heights. Refer to BCSj-B4 Summary Sheet - Construction Loadincl for more Information. No exceda las maximas alturas recomendadas. Vea el resumen Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" clay Tile 3-4 tiles high BC5I-64 Carga de Construccl6n para mayor informacl6n.�- ® Do not overload small groups or single trusses. a No sobrecargue pequefios grupos o trusses individuales. �. a f 7f Place loads over as many trusses as possible. L l Coloque las cargas sobre tantos trusses tomo sea posible. Tg>" lam( Position loads over load bearing walls. LJ Coloque las cargas spire las parades soportantes. ALTERATIONS - ALTERACYONES l r Refer to BCSI-B5 Summary h t - Truss Damage, Jobsite Modifications and -Installation Errors. Vea el EC5 men BCSI-B5 Danos de J;[Usses. Modiflcal;LQ12es en la Cibral v Error s de Instalad6n.I, 3 .i ® Do not cut, alter, or drill any structural member of a truss unless ' specifically permitted ed by the Truss Design Drawing, i No Corte, altere o perfore ningun miembro estructural de los _} trusses, a menos que este especificamente permitido en el dibujo del disefio del truss. J ®° Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. 111 Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin una autorizaci6n A previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. Z ' NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (if applicable) are ca- >z u � pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the overall construction r techniques employed vAll put Boor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing wood 11. i lasses are based upon the mllecdVe experience of leading technical personnel in the wood truss Industry, but must, due to the nature of 1 responsibilities Involved, be presented only as a GUIDE for use by a qualified Building Designer a Erection/Installation Contractor. It Is not C Intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherMse) for handling, Installing and bracing wood trusses and It does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erection/tnstalladon Contractor. Thus, the Wood Truss Cwnca.of America and the Truss Plate Institute expressly disclaim any I - responsibility fur damages arising from the use, application, or reliance on the recommendations and `Information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE , One WTCA Center• 6300 Enterprise Lane • Madison, WI 53719 583 D'Onofrlo Drive • Madison, WI 53719 608/274-4849 • www.woodtruss.com 608/833-5900 • wnvw.tpinst.org 81WARN11%17 033125 EM R vXss� r 0 Truss W >K am C18mp).a, ,e Baa Bpi C!¢S",A M aa4 SPT I.M is tcv:pm.)i risa.��!!��••) `'� � ' ee pe. � . I.o. i e a ♦ .cattt.Miia))aaMMa((Y" 98pp a•d .each 2 i:i .ada0•ro)/ al0.a) e.a tae.puJ/ aRn.(eoM.) lir o tdv. ae.))/ trn.rroa.) et 4.ss)r rap•r7 e.0 re-1en0.ts)/ ray 1.43 o.r ' 1 -- -- • 'i - 6.66 �--'� 1 russ w- M% p y , t�. Teb ,rnel¢' amleM ,(tErW i.ult.. Ws.w. IIiiT_•i�l' 11'll--I,.L..--IITTW nkla6 v�lev[i IAN'Hal/rTL-Oi887m1-061 r¢v1). .vrt 6691Ltl I8 'I� MMM i T Gr BW.TAM LOAD CA4I6. �¢ LC fra1, Pl,t¢ vnl fws�.l.�e Maid .w .¢fid 01,Ifmtre' a'e1p1'tel lv agv. l�b7e6a . l.m 1 g�.ut..wey r aao ¢7861. Peaamt b -C, L.rclaSte 1tYAier) t ¢ /t�4 rpnr. l.eaPnrl 1. e. F 3.7p. t irmat. 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ChUad Pletvs and fello frame plates aro poailioned an shown above. WARNING Read all notes on this sheet and give a copy Off to the Erecting ®p Tb'a ¢nA bfaenlMLLtrJh)dYnavrye.atret Mna ID'eldd.llRtbpnm,eaM.wlmem.oe.�tlblatam0u�ert�wutw•�rw a06mbcovexvtwlb6awnmlwab.alTPI VAO3AA m.W.Dbalv¢c inn.D¢.ba4. ma.t+O N¢cvtYv<om^m/. Lircvbn �p+QqqQr((11 �� p\\yy ��{{��pp�R//�Q®® a¢mm.�Poah �aeimietner>mcv<sptra�iiepdmywrtlm®; �a<m�-lm ormye.yvmemmm�n�w�tm ■ ■ \ V V 11 AL ,dltwel aH¢Ky, Cau V¢im¢lneabmiaasq moe:t�m:nF¢bbn TI¢mag, na mcbaa taaanars.ammma.mr eemrdnw�o¢nr�mmuay::rxewoaee¢w.rod.r awree.+,cmye�..t we..w.,w ® SYSTEMS Rtw s.moawe.namdepv nmemnmm.baa bmaa.arwaaeaa . �a�¢.. nano. amber p f =w...aau.dwm..!,,.ma,.cora��6..mabae..atn.nw<w.v.�.�ures.:wm.m racer. n.a.. n.w tVl w,et�amlvo,.amwmme.:nr. w,.eo.eeaw¢::�.u1.mo6!roo:mr Ra.b•..aura...maaemr...w.aa... xsgwr,vnaar-lweom CWrne/Rrdia RaVaVP \ Rema'aaWt9)lMtleOaMi:Nreu�eT•.FORM1tRutl- . r?er N. 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Wim1 =PLUS 6.0 VIER, TB.4.68 wam.bav:a rtewe.amrma.mrwvA..Rarra ymAlemmamnnlonomtrzv, ctrea0.)ratJynmatm Caar: Tmas Coapany WOr Drlte Y eauple_[OOOOSJ00001 n.Xr 314 . 51 R: ' 1783 TC Ll.e 40.00 pef Darfncs L.1.15 p.1.11 TC Dort 10.00 pef Rep Bbl• Rae 1.00' Be Lite 0.00 par Rop Icor Wp 1.00 E BC po¢e 10.00 peP Rep Ilbr Teos 1.00 O.C.Bpaerag 2- 0. 0 Dealya Bpec Lite TOTAL 80.00 pef RBvi Rdrre.W/ rr.a r..w Depth and span dimensions (feet-Inch-16ths) ©Chord pitch, if applicable, (inches per foot) © Bearing Information and width requirements aApplicable design loads FAdjustment factors to lumber and metal connector plates, spacing, and design specification ®Bearing reaction force (pounds) ® Metal connector plate types & sizes RLumber size, specie, and grade for each member Combined stress index for webs and chords J Maximum compression and tension forces for webs and chords (pounds) ®Calculated LL deflection ratio and deflection magnitudes (inches) Required truss member bracing location Important general notes and design assumptions REN,1/07 FANDARD DETAIL #5 HEB MACIN6 DETAILS LERuBt' CONPITION K TRAINT Op LAiER4. BRAC C.ONPITION #12, "T° FAACE INSTALLATION CONI 5 �ATr: AL Tt�O I MEMBER REWIPPS CONTINUOUS LA'>��1,; j DRACE5, V. 51M1 ISt IN :"r' MIt�MLPN�TH. COWLt'�i�I; AaT I/5 A dp 2iV UoI" . — NOTATION W,;,) �,�q �rN T€ 5 LRR�'dlNs�, ftcmON5 SH" MLOI) COCITION fI: NJ -,OZ -N NJ-,OZ-NTRUSS LAyOVT pR�OVIDES 5 OR MORE SIMILAR AIa,914 ENT TEES, P1.AOE CONTINUOUS L.ATER4, BIACIN- ANO U5E PlAG-ANAL 15RACIN& FOR TRAINT PER DETAILS 1�rL O)l. ROOF $ A*N& 2 -6th NAILS TYP. - CONDITION 02, I Haq TRUSS LAyOIrj DO NOT PROYI®E 5 OR MORE SIMILAR ADJACENT TRU55B, ZE "T" BRACE ON EACH wES REGUIR AC7 BRAC:IRS PER Dr:TAIL.S, NOTE: I. `T" BSI: 1-0 BE OF TRIS SAME MATEMk A5 THE Ts5 I eww6. 2. "T" BRAGS 15 TO BE ATTACHED WITH !®d GOWON OR 5OX NAILS AT W O.G. �A lx4 MIN. coNTI NUOUS LATERAL BWINs A5 REWIRUP BY ENi5INEf-pZp T LINA. NT 1x4 MIN. O1 NAL BWIN& NAUP TO FAR SIDE OF LATERALLY BRACW L. PLS AT ISMO OF LA YOVT A10 AT APPROX. 20 PT. INTERVA.5, BRACE L'EN&TH MIN, lqo% OF L LEN�`i'N. •- j A; '5 L "T" BP�.ACE SECTION A -A TRUS, ✓AL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 cool 003160 5/9/03 Users of Truswal engineering: Tx01087001 The TrusPlusTm 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 10d 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 B" 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. 'f. (EXAMPLES °T' BRACE L Please contact a Truswal engineer if there are any questio 2, 11 AW HC�� STANDAR D -DETAIL, #Q 0. v KEY 1-11-qq SIM N X93 - TRUBR S$ BLOCKIN6 AND AGIFA CHIN � REN 'P �AT BEARING WALLS FOR CANTILEVER, STUB, OR INTERIOR. cA�`Fp� CONDITION; Fop, TRIi55 Sth'PDRT oNLY; No 5lAR TRANSFER ALLOWED. 17M #I #2 -7.x4 til. STANDARD PAIR OF DImONk CONTINUOUS LATERAL BRACING AT 201-O" BRACIN6, O.C. MAX. 2x4 DFL —� STD. LUMBER, 2-I0d NAILS TYP. USASE CONTROLS LESS, THAN ITEM #3 ONLY 24" AND 6REATER---> ITEMS #1, 2, 3 Y A ITl L7: : #3 2x BLOCKING, MATCH BOTTOM C14M DEPTH. s DIA60tJ L BRACING. -�-� ROOF SHEATHING 300' TO 45° (APPR®w WALL, CONTINUOS LATERAL, BRACIN6. ALT, DRACIN6 LOCATION. -5TUB LEM6TH TRUSS WS AT SUPPORT, NO MU5TBE WITHIN 45° OF YERTICAL, 2x BLOCKING ` BEARING WtiLL. SECTION A -A 04 It ENDJACK I - RAFTER STANDARD DETAILS: DF -L MATERIAL (CALIFORNIA STYLE) LUMBER REQUIREMENTS— DF -L -SPECIE FOR ALL: JACK -TOP -CHORD --2X4, PER APPROVED DESIGN JACK BOT CHORD:. 2X4; P , ER APPROVED:DE.SIGN ITRUSS PLATES AND -LUMBER -AS CORNER RAF -TER: PER APPROVED DESIGN �PER' INDIVIDUAL TRUSS DESIGNS ].OPTIONIAL 'EXTENSION 3-4 A B IMAXIMU 'J KSPACING IS.24-..0 1(TOP CHORD TO HIP GIRDERH JACK TOP CHORD RUNS OVER GIRDER TOP CHORD. HIP GIRDER CHORDS .1 CONNECTION -.DETAIL" Bfl, L(BOT,CHORD TO.HIP-GIRDER) .Il -TOP CHORD LENGTH MAY VARY FROM -6-:MINIMUM -TO 8%0" MAXIMUM,WITH EXTENSIONS* SUPPORTED AT 48" O.C..MAXIMUM7BEYOND. MAY BE SPLICED -AS SHOWN;.ABOVE THE'HIP-GIRDER ONLYI -BOTTOM CHORD. LENGTH -MAY VARY FROM 6":MINIMUMTOW-O" MAXIMUM.' -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY :FROM 4112;MINIMUM.TO'8112*MA)UMUM. .-BoT-rom: CHORD -PITCH MUST -BE FLAT (0112). -2XORAFTERWAY BE SEAT CUT AT WALL, AND TRIMMED TO 2X4 WIDTH (3.5") FOR OVERHANG UP TO'34- (24":@'45 :DEGREESYMAX. CONNECTION DETAIL "C" (TOP. CHORD TO -RAFTER) i JACK.TOP CHORD MUSTSESINGLE' BEVELED OR DOUBLE BEVELED 1 -PLY OR MORE GIRDER: B 13 B C. lUd or, I tid NAILS, THROUGH, EACH -JACK N (2)10d or (2) 1 Od or 16d NAILS T.C.'INTO RAFTER, TO&NAILED, AND THROUGH JACKT.C. INTO THROUGH -JACK B.C. INTO 1/4'7a.OSIMPSON SDS OR EQIV. WOOD GIRDER -TOP CHORD, TOE'., GIRDER BOT CHORD, TOE-. SCREWS, ORADEQUATE-MEC_ HANICAL NAILED, OR, ADEQUATE NA'ILED,:OR ADEQUATE HANGER PER MANUF. MECHANICAL HANGER PER MECHANICAL HANGER PER: T.=0-& 4'-0O :LACK :T.C. (3) NAILS MAN( IF rATAI nG MANUR CATALO JACK KT..C. (2) SCREWS 18!-0- JACK (ONE -FACE OF RAFTERONLY) NOTE: - IF 2 -0 -SIDE JACK BOTTOM'CHORDS ARE USED(INSTEAD OF WEDGES AT THE WALL), THEY MAY BEATTACHEDT07HE D T IL; BOTTOM_CHORD OF TH E - A .. B'� PSF DESIGNEDTOR10 PSF NOWCON .:1 11 BOTTOM CHORD LIVE LOAD. TC. LIVE' 20 Dur. Fact. 1.15- PLATES &NMLS DESIGNED FOR GREEN W-MBERVALUES. TC SNOW 30 Rep Mem. 1.15 WIND LOADED FOR 80 MPH,'EXPOSURE!c", MAXIMUM. ESS/0 TC DEAD 10 NOPOINT LOADS, MECHANICAL UNITS- HVAC, SPRINKLERS, OR OTHER BC DEAD 7 Cbft UBC 97 ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS 18. ALLOWED ; WITHOLM SPECIAL DESIGN: THIS —DETAIL IS PROVIDED AS.'A SUGGESTED SOLUTION TO THE APPLICATION SHOWN.ONL ITIS-NOTINTENDEOTO REPLACE OR SUPERCEDEANY SIMILAR 67927 N. m DETAIL THAT'MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER.fr. IS THE RESPONSIBILITY 017 -OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL unej0',0 7 IN RELATION TO ANY -SPECIFIC PROJECT, ASTO ITS APPLICATION AND INTENT fa wlalw-51164 MIA cwm� APPLIED TO THIS:OR ANY SIMILAR ISSUE. TRUSINAL SYSTEMS ASSUMES NO L RESPONSIBILITY FOR FIELMINSPECTION ORIWORKMANSHIP QUALITY_ IV Ilk- 1� -c -RAFTER' 0 V) BRG TrussAD: HR.25 Qty: 1 X -LOC REACT SIZE' REQ! 0 0- 2- 8 me 4.95" 1; $O" TC Mtz.RLR X1 OFL �L. :1 2.4 Or I. P1 ati rp1gSsP:. ANSI/TP1 - 1995 UPLIFT XeACrION(-S2126i-..,1b 2 3 8-.6- 4 - 442 1.50" I.SO' PLATE VALUES PER-rCHO RESEAgol gEpoirr #1 07. 'LC*gldld for �PSF non SCLU, T This WO"'� 'g.' 1 4 4-, 3 T4m- 2- 2 17.7 j: SO,. 1. S& 246 1. I.SO.- Pg.. .33 Pf"c.,;.0.9 1,00 1-1i, I - IF HANCERS. ARE IN 01��jp ON THIS URAWIKC. TWEY ARE, -!A CO, 1.'S - HANGER KULS'FOR.. 2 b 2 5 S.P.P.- 3 -1:03. Ib S 17- 0- 1 :184 1: -SV 1-50" b - I ca�jo ..... . rs=,l a- I..t.1.1 i t ., b.%,e 3�M -PLY AM . 1, 3. -LUNGER NAILS FOR XULTI-PLY SUOPOM 4 -140.1b -'105 Ib 6 7 3.78� 4 ..12 1.T0 '- 1,50" ?�MOoaaz bracing 1eq.frtd-.(by -h ).t.. 'E' ',"Z 3H LT MIS UST C '"M D416Y%M. SSuupporr .5 ��WZ 6 -45 Ib' SRG %A REQU EMENTS-shoym are' prement--tation/tOPPlia. Sto,801 1-03' and ,ANSX/YP1 1. PLATIMC;USED ONIFLEEEM LWMEA VALUES. + + + NOR REACrTiDN(S),: . support 1 431 Ib on thetruss material at each be ch . . . . . . . . "Verhang Tffo 3. MAX; 1 - + + +. + +.+. ++ ANALYZ ft UNBALANCED LOAD ,CASES This tr�ss i,designed using, the Cac -01'Cod.. CRITICAL KENNER, TC: OUR; CES:. TENS.(Uup� CS1 Soffj t joOdi.q -ENEO:UP 0. : ;O,P .. . . . . . . . . . . ..... 0 . . . . . +Wr + +'+ +.+ + + + 81da Enclosed"- Yes. I Factor Truss Location ff&. I'IS OC -:1 .3. 0(1:60 -453 1;60 3 -423 :15 829 1.46 -33 6" 0.74 0L66 0.48 . . ..Not Huirrican00caan Line m'No Lenfth - 60.00,fr 8`1dg d1h OCO f, "a �12 .60 :60 00'� 12 83 Mean 1I'_ fl ! mph.. - so Essential F. 3L4' 4_5 5 0 -134 1:' 4 1 is __ 1.15 �.G .60 200 28 .60 GO 0.33 0.32 .CBC W. Pend load.- 7.0 W --- - ---- LOApDiGkSE 93. DESICN,LOAI)S w R.L.0 LL/TL 'r* 10,f 2 .60 _ 1'. 47 4 :15 0.23 9�lj TC` Vert O'2�1. so 00 0- 0-01 .0-7 TC Vs, S 0. a- . 13:1'17-9-?. 00' 0:0 3 3_15), 15 " 0.14 J :00 2- 0-24 40 07 TC Vert 400 00 D 0 0.75 t 00 - C 2 I.6D 6D 1. COMP.(WR: D -2 -933 1.60) 0.3 ..2 N _4 .a-3 -fin �So -483 1.1i) 0.40 Ms? 0.5 il.in 0;41 Standard MpRafter 69 Setback 792'Durham - Dgron.- Highway Durham.* C4 938' TRUSPCUS.6tO VER: T6.5:41 1 2 3 4 5 OVER G:SUPPORTS. 86 W:108 U:48 -R:12 B5. W:108 R:184 U:-105- &9-10 I SHIP �1 0-0 ..VV^fX1VJ1Vt3-Read affnofes:0n,thiS-§heet and.gh'ea copy. of it to the:Erecffng,Contractor. Thla deakp b W On bldi%iftd WkUm componam net u%at system. it bus boo, Wwd-bn aMicau," WWM4d by ft oompana, ma a,"' ' Fnd done In --dw- 1ALh the aumal � Of•TR and AWA dasl,'esnaa�ft NO --PWWMY Is -ol for lamantasnal -Y. Oi.-Ion. * we to b*�06d_by ft liMPd fiWdft desiWwa p,[. w fabkflan The bMng daeg- --I 4--t-in U.t (he toad. WkNlmd an d& 44koe moat W uwwd,tho ldadng lmpmpad by Una local buadthe The o as 11W, .=I ftt1h.*dxm1 natec B=bv -haw Is far latond GUPPOd Of =Panantr. mamb= Mly aataxy soy b,..d by - "GIO aheachbM -201-1 d[Mly Muhcd.: Udotlwmise - U, r0duaa hrAft lan" This aampanam shaD no E* pWW 1. any anVb*""A ""'m 'he m6hkina lcmem Ofthe WOW la --&12% -Yar .uea aar PI_ .-W.M aMb(`**'rd us"" GOOO`Lm"`*'kh ft k"OvAM W'andant. 'JO1m And CtdagO.14 Riper& av,asbte.s goy uftom Teat -(b-% ANSVrF4i'.WTCAI'7W=dT: Coun.O.fA..i.SW, ftdD.IPR.p-'Ufiges-aLqL[)INGCOMMNENTa*-MIW-ORM-norr- (SCSI 1:03)and'BCSI SUMMARY SHEEM by WTCA and TPI.'7tw TmjPj,t6 kftw MN). 1teasladak 583 DOeahj. Od� M w1wentin 53710. The A..,,, , U-, as Fat -M Pepe, A-1.6an (AFPa) k. laansa at 1 tj I IM St.M KW; S, Wa.WhUg, OC 20099. .4j Ekp:12all(s CUst:':EP1CK'-HOMES WO'.Drive,_Q-22SOa-L00006-300001 Dsgnr:,CH 4LC.= 19 W: . 58i TC:.Live 30.00...psf LlveDur :L�1'AS- P=I'*IS TC Show ' 30--00-Psf ShGwD.ur 'L-3.;15 P=115 TC -Dead 10.'00,psf Rep :Mbr:'Bnd,/'Comp / Tens SC'Live 'Livd 0.00-psf , 1,; 00 V 1.00"/'1'.00 BC- Dead 0.'*00 Psf O.C'.Spacing 2- 0- 0 31 dg .. Code; Cat:.. -01 DFFI PAT.Tn. -i /,aczn Yr. ^^ � STANDARD PRESSURE BLQCKING DETAIL IUSE (§)-10d BOX NAILS -.PER BLOCKAS SHOWN,.TWO NAILS EVENLY SPACED IN THE CENTER.O'F-THE BLOCK MAXIMUM -SUPPORT REACTIONS�,.LBS. PEF� JACK TRUSS ' THIS DETAIL IS PROVIDED AS A SUGG ' ESTED SOLUTION -TO.THEAPPLICATION. SHOWN-ONLY..IT:IS NOT INTENDED TOREPLACE OR SUPERCEDEANY SIMILAR THE'RESPONS18111ITY OF OT14ERS TO VERIFY -THE AD THIS DETAIL IN.RELATIONTO ANY SPEcIFIC'PROJECT. AS TO ITS APPLICATION AND TENT' APPUED TO -THIS OK ANY SIMILARJSsuE. TRU.SWAL SYSTEMS ASSUMES No IrREACTIQNS -ARE EITHER -UPWARD OR- BOTTOM CHORD OFHIP GIRDER I OR MORE PLY HIP |� END u+PRESSURE BLOCK J8CK8OTTOMCHORD qSE.(2)1;0dBOX- NAILS THROUGH BOTTOM CHORD OF -END JA:CK INTO END OF PRESSURE - LUMBER. SEli-TABLE.-AT'LEFT. buRATiom 1oo 115 1.25 1,00.- - 115 1.25 S.PINE 132 152 -152 198 228 248 DF -L 112 129 140 168 193 210 HEM -FIR 105 121 131' 158 182 198 90 104 113 135 155 169 ' THIS DETAIL IS PROVIDED AS A SUGG ' ESTED SOLUTION -TO.THEAPPLICATION. SHOWN-ONLY..IT:IS NOT INTENDED TOREPLACE OR SUPERCEDEANY SIMILAR THE'RESPONS18111ITY OF OT14ERS TO VERIFY -THE AD THIS DETAIL IN.RELATIONTO ANY SPEcIFIC'PROJECT. AS TO ITS APPLICATION AND TENT' APPUED TO -THIS OK ANY SIMILARJSsuE. TRU.SWAL SYSTEMS ASSUMES No IrREACTIQNS -ARE EITHER -UPWARD OR- BOTTOM CHORD OFHIP GIRDER I OR MORE PLY HIP |� END u+PRESSURE BLOCK J8CK8OTTOMCHORD qSE.(2)1;0dBOX- NAILS THROUGH BOTTOM CHORD OF -END JA:CK INTO END OF PRESSURE - LUMBER. SEli-TABLE.-AT'LEFT. KI To Who.m it dbhcbrn:' Typically, the -top chords Of end jark trusses Oreattached to the girder truss trust sl6ioly by using (2') '16d common nails, toe nailed led . through the sld6 of the jack I h. op chord into the too of the hip girder. This connection is adequate provided that the, bottom edge of th@ Jack top chord is in contact with the comer of the fiat Chbrd of the hip . " �'b' - girder, and'p"rovided that the load placed on the girder than 4a.0 #' , There is no need to insert a wedge under the. Jack. top chords at the hip girder ytile'ssiorie'or both of the two criteria mentioned above are not followed. Sincerel Larry e ss amer, P.E. Y... Chief Engirie"er, Truswal Riverside r oas08 . kW.h.Iqt FAX; 909 • 689-82d WATS: 800.468-7610 4 1LO N TRUSWAL. SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 3224045 FAX:(719) 598-8463 11/10/04 RE: Toe -nail connection of jack trusse's to step up hip trusses. To Whom .It May Concern: .' It is permissible to toe -nail the extended rafter portion of an 24" o.c., 8'-0" (or less) end jack truss to the top of the top chord of the hip girder and hip trusses behind using 2-16d toe -nails, for a 40 PSF or less total load (16-14-10 PSF, 1.25 duration). Note that a maximum of 30'PSF is roof load, The extended jack top chords must run over the top of the trusses below. This connection is for vertical loads only . and does not consider any lateral loads that may exist at the connection due to wind and/or seismic forces on the building, which are the responsibility of the building designer. Note: The end jack top chords serve as adequate bracing for the hip girder and 24" o.c. hip trusses, provided that the individual engineering drawing Stipulates a bracing requirement of no less than 24" on center. If there are any questions concerning this issue, please do not hesitate to call a Truswal Systems engineer at your convenience. Sincerely, Larry L. M samer, P.E. Chief Engineer 3 Qo FEssw- hMA X117 u X m � m 2131/06' FpF CAt1�r�� S i Job Name: JUHL GARAGE Truss ID: Al Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied This design is for an individual Wilding component not truss system. It has been based on specifications provided by the component manufacturer 1 0- 1-12 1897 3.50" 2.02" 2x6 DFL #2 2 23- 6- 4 1897 3.50" 2.02" 2x6 DFL #1 9-12 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o. c. from to -L00006_100001 Ds n r • RM # LC = 1$ WT • ' 159# 9 ' BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD Lumber shear allowables ar IF HANGERS ARE INDICATED ON THIS DRAWING, ARE BASED ON 1. S" NAILS OLY -PLY TC 24.00" 5-10-15 17- 8- 0 UPLIFT REACTION (S) utillaed 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 far lateral support of aempone M members only d reduce baoklirg length. This component shag net be placed In any environment that will cause the moisture conlenlofthe Vwodtoexoeed19%and/or cause wnnectorplatecorrosion. Fabricate, handle. install end bacethis truss inaccordance with the folloWgstandards: 'Jointand Cul6ngDetail Reports'avallaweasoutpmeomTruswalsoftware, 'ANSUTPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - on the truss material at each bearing PLATE VALUES PER 80 RESEARCH REPORT #1607. 9 AND 3" HANGER NAIEY 1 LSFORMULTI-PCER Support 1 217 lb DEFL RATIO: L/360 TC: L/36 MAX DEFLECTION (Span) - Drainage must be Drovi dad to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED THE Support 2 -217 lb L/999 MEM 9-10 (LIVE) LC 1 Permanent bracing is required (by others) to HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -0.16" D= -0.27" T= -0.44" Prevent rotation/toppling. See BCSI 1-03 d ANSI/TPI Continuous lateral bracing attached to flat CBC -01 Code. an1. CRITICAL MEMBER FORCES: BASED ON GREEN LUMBER VALUES. TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - Not End Zone TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -3837(1.25)/ 252(1.60) 0.50 Hurricane/Ocean Line - No Exp Category C Bldg ft, �00 2-3 -4964 1.25 / 323 1.60 0.99 3-4 -4989 1.25 / 327 1.60 0.79 (( 3 (( 3 Length = 80.00 Bidg Width = 40 ft Mean roof height = 11.40 ft, mph a 80 8ccu -4984(1.25)/ 326(1.60) 0.97 CBC Standard ancy Dead Load = 15.6 psf ---LOAD CASE #1 bESIGN LOAD -3842(1.25)/ 252(1.60) 0.49 Dir L.Plf L.Loc R.PIf R.Loc LL/TL BC COMP. DUR. / TENS. DUR. CSI TC Vert 84.00 - 2- 0- 0 84.00 0- 0- 0 0.38 7-8 -169 1.60 / 3496 1.25 0.65 TC Vert 64.00 0- 0- 0 64.00 6- 0- 0 0.50 8-9 -165((1.60 / 3522((1.25)) 0.60 TC Vert 123.33 6- 0- 0 123.33 17- 8- 0 TC Vert 64.00 17- 8- 0 64.00 23- 8- 0 0.50 0.50 10-11 -161(1.60)% 3527(1.25) O.SS 7C Vert 84.00 23- 8- 0 84.00 25- 8- 0 0.38 11-12 -169(1.60)/ 3500(1.25) 0.56 BC Vert 38.54 0- 0- 0 38.54 23- 8- 0 ...Type... lbs X.Loc LL/TL 0.00 WB COMP. (DUR. )/ TENS. (DUR.) CSI TC Vert 0.0 O- 1-12 1.00 - 2-8 / 229(0.90) 0.13 TC Vert 84.7 6- 0- 0 1.00 TC Vert 84.7 6- 0- 0 0.00 2-9 -81(1.60)/ 1579(1.25) 0.64 TC Vert 84.7 17- 8- 0 1.00 3-9 -512 1.25 / 87 1.60 0.07 TC Vert 84.7 17- 8- 0 0.00 3-10 -88 1.60 / 74 1.60 0.03 4-10 -502 1.25 / 86 1.60 0.06 TC Vert 0.0 23- 6- 4 1.00 5-10 -84(1.60)/ 1588 1.25 0.65 5-11 / 241 0.90 0.14 5-10-15 5-10-15 1 3 4 5 6 5.00 169# I 11-8-0I -5.00 B1 B2 W:308 W:308 R:1897 R:1897 U:-217 U:-217 23-8-0 7 8 9 10 11 12 3L =I SHIP 0-4-1 1 cyv ay^ aryw WARNING.Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual Wilding component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_N_juhl garage and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions re to be verified by the component manufacturer andlor building designer prior to fabrication. The Wilding designer must ascertain that the loads -L00006_100001 Ds n r • RM # LC = 1$ WT • ' 159# 9 ' TC Live 16.00 psf TC Snow 0.00 psf TC Dead 16.00 psf BC Live 0.00 psf BC Dead 10.00 psf Li veDu r L=1.25 P=1.15 SnowDu r L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00 / 1.00 / 1.00 0. C. Spaci ng 27 0- 0 ® 792 Durham Dayton Highway Durham, C4 93935 utillaed 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 far lateral support of aempone M members only d reduce baoklirg length. This component shag net be placed In any environment that will cause the moisture conlenlofthe Vwodtoexoeed19%and/or cause wnnectorplatecorrosion. Fabricate, handle. install end bacethis truss inaccordance with the folloWgstandards: 'Jointand Cul6ngDetail Reports'avallaweasoutpmeomTruswalsoftware, 'ANSUTPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - TRUSPLUS 6.0 VER: T6.5.4 (BCSI 1-03) and'8CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gUStreet. NW, Ste 800.Washington. DC2003e. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: AZ Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 -(PM] -PLATE MONITOR USED -See Joint Repo This design based on chord bracing applied 1 0- 1-12 6711 3.50 2.39" 2x4 DFL SS 5-8 Plating spec : ANSI/7PI - 1995 per the following schedule: 2 23- 6- 2 10020 3.50 3.50" BC 2x6 DFL SS THIS DESIGN IS THE COMPOSITE RESULT OF max o. c. from to BRG REINFORCEMENT' WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. TC 24.00" 7- 6- 1 16- 0-14 BRG TYPE FACES NAILS LENGTH WEDGE 2x6 OFL #2 2x4 DFL #15-18 ITHEYNARESARE BASED ON 1.INDICATED HANGER THIS NAILLSWFOR' UPLIFT REAort 1ON(5) Support 1 769 lb 2 TBE4 gee $ImPSOn Catalog Lumber shear allowabl es are per NDS. 1 -PLY AND 3" MANGER NAILS FOR MULTI -PLY Support 2 -1148 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. GIRDERS. IF 2.5' GUN NAILS ARE USED, THE This truss is designed using the on the truss material at each beari n Loadedfor 10 PSFpnon-concurrent BCpLL. g HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. MAX DEFLECTION (span) 9 Drainage must be provided to avoid ponding. + + + + + + + + + + + + + Bldg Enclosed = Yes, Importance Factor = 1.00 ( P ) : Permanent bracing is required (by others) to Nail pattern shown is for PLF loads only. + Truss location - Not End Zone L/999 MEM 18-19 (LIVE) LC 1 prevent rotation/toppling. See BCSI 1-03 + .... + + + ... Hurricane/Ocean Line - No Exp,Category = C L- -0.03" D- -0.62" T= -0.65" and ANSI/TPI 1. FOR CONCENTRATED LOADS: Bldg Length - 80.00 ft Bidg Width = 40.00 ft CRITICAL MEMBER FORCES: Continuous lateral bracing attached to flat Use 3" nails min. into the carrying ember. Mean roof height = 11.73 ft, mph = 80 7C COMP.(DUR.)/ TENS.(DUR.) CSI TC as indicated. Lumber must be structural 'For more than 2 ply, use additional CLUSTERS CBC Standard Occupancy, Dead Load = 1S.6 psf 1-2 -15514<0. 90)/ 0.53 grade. Brace 0 24" o.c. unless noted'. if indicated from the back plys, or use ----------LOAD CASE 01 DESIGN LOADS ------ ...... -15678(0.90)/ 0.54 PLATING BASED ON GREEN LUMBER VALUES. any other approved detail (by others). Dir L.Plf L.Loc R. Plf R.Loc LL/TL 3-4 -15816 0.90 / 0.52 + + + + + . + .. + + IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER TC Vert 64.00 0- 0- 0 ,64.00 23- 8- 0 0.50 4-5 -16001 0.90 / 0.50 Designed for 1.3 K lbs Tension/Compression AMOUNTS SHOWN MUST BE INSTALLED FROM THE TC Vert 84.00 23- 8- 0 84.00 25- 8- 0 0.38 5-6 -17078 0.90 / 0.52 drag load applied at the ends of the Truss, FRONT AND BACK FACE EQUALLY (TOTAL NAILS = BC Vert 20.00 0- 0- 0 20.00 8- 0- 0 0.00 6-7 -19462 0.90 / 0.87 concurrently with dead loads and 0 %live DOUBLE THE AMOUNT SHOWN). BC Vert 776.00 8- 0- 0 776.00 23- 8- 0 0.00 7-8 -19462 0.90 / 0.70 load. Horizontal reaction + + .. + + . .Type... lbs X.Loc LL7TL 8-9 -17391 0.90 / 0.65 1.3 K lbs. (each end), at the bearing. 3 -PLV! Nai 1'w/tori COMMON staggered(pper NDS) TC Vert 0.0 23- 6- 4 1.00 9-10 -18273 0.90 / 0.73 Connection (by others) must transfer equal in: TC- 2 8C- 7 WEBS- 2 PER F00T!•• BC Vert 2730.0 e- 0- 0 0.00 10-11 -19692 0.90 / 0.80 load to each ply (or add-on) shown. Nail in layers or from each face. 11-12-211480.90/ 1.00 ......++ ......++++... + ..+ + + + +. ...... See Simpson catalog for Truss Bearing TO TRANSFER THE SPECIFIC POINT LOAD(S) BC COMP. TENS.(DUR.) CSI Enhancer i nstall at, on notes. TBE shown is 13-14 14336<0.90>> 0.61 based ONLY on truss chord material. EQUALLY TO EACH PLY: 14-1s / 14353(0.90 0.63 + + . + . + .... + + ........ CLUSTER FROM THE BACK FACE WITH NAILS 1s-16 / 14502(0.90 0.63 AS SPECIFIED. ALLOW 3.5 SQIN. (MIN.) PER 16-17 / 14619 0.90 0.59 17-18 / 1a6o9 0.90 0.61 NAIL AND DISTRIBUTE THEM WITHIN 12" OF 18-19 / 17191 0.90 0.88 THE HANGER PERIMETER. OR USE AN ADEQUATE 19-20 / 16297 0.90 0.87 THRU BOLTED CONNECTION TO TRANSFER THE 20-21 / 16736 0.90 0.85 21-22 / 17917 0.90 0.80 POINT LOAD EQUALLY TO EACH PLY (BY OTHERS). 22-23 / 19547 0.90 0.83 ' 23-24 / 19651 0.90 0.74 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-14 -245(0.90)/ 0.01 2-15 S 225(0.90) 0.04 ' 3-15 -263(0.90 / 0.01 3-16 / 191(0.90) 0.04 7-6-1 7-6-1 4-16 -426(0.90)/ 0.02 4-17 / 485(0.90 0.09 1 2 3 4 6 7 8 9 10 11 12 5-17 -262(1.60)/ Bl(1.zs3 0.01 3-PLYS 5-18 S 6262(0.90) 0.44 6-18 -1511(0.90 / a.o8 REQUIRED 5.00 8-5-12 6-19 2799(0.90) 0.53 7-19-1SS(1.25� 254(1.60) 0.03 8-19 3626(0.90) 0.68 3-4 2- 20 • - / 4625(0.90) 0.87 - 10-12 - - - 9-20 -1409(0.90)/ 0.07 1.5- 1 - 6 9-21 1659(0.90) 0.31 3-4 3-4 10-21 -1692(0.90)/ 0.09 10-22 S 1851(0.90) 0.353-4 VD3-4 11-22' -1794(0.90 / 0.09 3-4 3-4 11-z3 / 1305(0.90) 0.25 3- -g , 5-10 4-8 4- -5 _ = SHIP 0-4-1 2-4 3-43-4 8-8 MX/7-10 7-8 3-4 0-4-1 131 4-10 3-4 3-4 2-4132 fQ� W:308 7-1Od 7-10d 410W:308 "+( 0020 U:769 1 1 2730# U:-10148 yn 2380 13 14 15 16 1718 19 20 21 22 23 24 TYPICAL PLATE: 4-10 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system, It has been based on specifications provided by the component manufacturer WO' D ri ve_N_j uhl garage_L00006_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM #LC 18 210# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 = TC Live 16.00 psf L i veDu r- L=1.25 P=1.15 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd / Comp /Tens ® 792 Durham Dayton Highway environment that wRcause the moisture content ofthe wood toexceed 19%and/or came eonnectorplate corrosion. Fabricate, handle. install andbracethistrussinaccordancewiththefollowingstandards:'JointandCuttingDetailReports'aveilableasoutputfromTruswalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1', WTCA 1' -.Wood Truss Council of America Standard Design Respo..ibilittes,'BUILDING COMPONENT.SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive. Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. Th. American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington. or 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B01 Qty: 2 BRC X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec - ANSI/TPI.- 1995 This design based on chord bracing applied Ds g n r : RM #LC = 15 WT: 243# 1 0- 1-12 2895 3.50 1.54" 2 '35-10- 4 2895 3.50" 1.54" 2x4 DFL Y1 6 Btr. 2-4, 4-6 BC 2x6 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to 2x6 DFL #1 10-12 BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR TC 24.00" 5-10-15 30- 0- 0 UPLIFT REACTION(S) TC Snow 0.00 psf On the truss material at edCh bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -233 lb TC Dead 16.00 psf MAX DEFLECTION (span) : + + + + + + + + + + + + + Nail+pattern is for PLF loads GIRDERS. IF 2.5" GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED OTHERS). Support 2 -233 lb This is designed 1.00 / 1.00 / 1.00 0. C. Spaci ng 2- D- D L/999 MEM 10-11 (LIVE) LC 1 shown only. (BY Drainage be to truss using the CBC -01 Code. TRUSPLUS 6.0 VER: T6.5.41 L= -0.40" D= -0.65" T= -1.05" FOR CONCENTRATED LOADS+ + + + + + + + + + + must provided avoid ponding. Permanent bracing is re i red (by others) to Bldg Enclosed =Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS. <DUR.) CSI Use 3" nails min.into the carrying ember. prevent rotation/toppling. See BCSI 1-03 Truss Location a Not End Zone 1-2 -6432(1.25)/ 287(1.60) 0.35 For more than 2 piy use additional CWSTERS if indicated from the back pplys, or use and ANSI/TPI 1. Continuous lateral bracing attached to flat Hurricane/Ocean Line = No Exp Category C Bldg Length a 80.00 ft, Bidg Width = 40.00 ft 2-3 -1051411.25 / 467 1.60 0.99 3-4 -120201.25 / 529 1.60 0.79 y other apo ed detail (b others). IF 2. 5" GUN NAILS ARE USED, ANY NAIL CLUSTER TC as indicated. Lumber must be structural Brace 0 24" Nean roof hetght = 11.40 ft, mph 80 CBC Standard 4-5 -120201.25 / 529 1.60 0.79 ANDUUTS SHOWN MUST BE INSTALLED FROM THE grade. o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. Occupancy, Dead Load = 15.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- 5 6 -105541.25 / 467 1.60 0.99 6-7 -6431(1.25)/ 287(1.60) 0.3S FRONT AND BACK FACE EQUALLY (TOTAL NAILS = 2 -PLY! Nail w/IOd COMMON, stag ered(per NDS) •PER Dir L.Plf L.Loc R. PIS R.Loc LL/TL DOUBLE THE AMOUNT SHOWN). + + + + + + + + + + + + + + + + + + + + + + in: TC- 2 BC- 2 WEBS- 2 FOOT!`• TC Vert 84.00 - 2- 0- 0 84.00 0- 0- 0 0.38 BC COMP. ((DUR.))/ TENS. CSI TC Vert 123.33 6- 0- 0 123.33 30- 0- 0 0.50 ((DUR.)) 1. 49 50 9-10 -200(1.60)% 5912(1.25) 0.54 10-11 -413(1.60 / 10781 1.25 0.79 TC Vert 84.00 36- 0- 0 84.00 38- 0- 0 BC 38.54 0- 0- 0 36- 0- 0 0.38 0.00 11-12 -413(1.60 / 10761 1.25 0.79 Tert .38.54 Type... lbs X. Loc LL/TL 12-13 -200((1.60 / 5912 1.25 0.54 13-14 -205 1.60 / 5875 1.25 0.49 TC Vert 0.0 0- 1-12 1.00 TC Vert 84.7 6- 0- 0 1.00 W8 COMP.(DUR.)/ TENS. (DUR.) CSI 2-9 316(0.90) 0.09 TC Vert 84.7 6- 0- 0 0.00 TC Vert 84.7 30- 0- 0 1.00 / 2-10 -197(1.60)/ 4850(1.253 0.99 3-10 -1265(1.25)/ 142(1.60 0.07 TC Vert 84.7 30- 0- / 1.00 TC Vert 0.0 35-10- 4 1.00 3-11 -39(1.60)/ 1323(1.25 0.27 4-11 -665(1.25)/ 98(1.603 0.04 5-11 -39(1.60)/ 1323((1.253 0.27 5-12 -1265(1.25)/ 142(1.60) 0.07 -197(1.60)/ 4316(0.90) 6-13 0.09 T 2-9-10 1 0-4-1 5-1�5-{ 5-10-15 2-PLYS 1 2 3 4 5 6 7 REQUIRED 5.00 169# I 2a-0-0 94I -5.00 81 W:308 R:2895 U:-233 2 0-4-1 B2 W:308 R:2895 U:-233 2F� 2F, -0-0 36-M 8 9 10 11 12 13 14 20 20 31-0 1 SHIP 10/16/2006 WAK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA 3UHL This design is for an individual building component -I truss system. U hes been based on specifiGAUons provided by the component manufacturer Wil: Drive_N_juhl garage -L00006_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility ie assumed for dimensional accuracy. Dimensions Ds g n r : RM #LC = 15 WT: 243# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf L i veDu r L=1.25 P=1.15 utilleed on this design most or exceed the loading imposed by the local building code and the particular application. The design assumes Uat the lop chord is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd /Comp /Tens ® 792 Durham Da ton Highway Durham, C4 95938 environment that will cause the Moisture content of the wood to exceed 19% and/or cause connector date corrosion. Fabricate. handle. install andbracethisbussineccordancewiththefelowingstandards: 'Joint and CuttingDetail Reports' available asoutput from Truswalsoftware . ofm 'ANSIITPI 1', WTCA V - Wood Truss Council Aerica Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 pSf BC Dead 10.00 psf 1.00 / 1.00 / 1.00 0. C. Spaci ng 2- D- D (BCS' I") and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.41 ori-.In53".. The American Forest and Paper Association (AFPA)Islocated at111119th Strait, NW, Ste 800.Washington. OC20036. Bldg Code: CBC -01 I DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE r Truss ID: B02 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 eG 2x4 DFL #1 Plating spec • ANSI/TPI - 1995 This designbased on chord bracing applied 1 0- 1-12 1680 3.50" 1.79" 2 35-10- 4 1680 3.50" 1.79" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.cs from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-10-15 28- 0- 0 non -concurrent On the truss melte rl al at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTIONS) Support 1 -156 lb MAX DEFLECTION (span) Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -156 lb L/999 MEM 9-10 (LIVE) LC 1 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -0.26" D= -0.45" T= -0. 71" grade. Brace @ 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. CRITICAL MEMBER FORCES: Li veDu r L=1.25 P=1.15 Bldg Enclosed = Yes, Importance Factor - 1.00 TC COMP. (DOR.)/ TENS. (DOR.) CSI TC Truss Location - Not End Zone 1-2 -3180(1.25)/ 277(1.60) 0.84 Hurricane/Ocean Line - No Exp Category - C Bldg Length = 80.00 ft, Bidg width = 40.00 ft 2-3 -4271(1.253/ 388(1.603 0.95 3-4 16.00 psf Mean roof height = 11.82 ft, mph 80 -4302((1.25)/ 394 <(1.60) 0.75 4 55-6 environment that ."ncause the moisture content ofthe wood toexceed10%and/or cause oonnecwrplate wnesion. Fabd�ate.handle. install and brace this wssinaccordance with the following etandards:'Jointand Cutting Detail Reporta' available asoutput from Truswalsoftwam. C8C Standard Occupancy, Dead Load = 15.6 psf -3179(1.25)% 276(1.60) 0.85 1.15 / 1.00 / 1.00 Durham, CA 93938 BC COMP.(OUR.)/ TENS.(DUR.) CSI - BC Dead 10.00 psf 7-8 -174 1.60)/ 2856(1.25) 0.61 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, 8-9 -169 1.60)/ 2868(1.253 0.61 9-10 -292(1.601 4317<(1.21 0.79 ` ' 60))/ Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111BhSbeeLNW. Ste 800.Washington. DC 20030. Bldg Code: 11-12 -173(1.60)% 2855(1.25) 0.62 DEFL RATIO: L/360 TC: L/36 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-8 / 240 1.2S 0.10 ' 2-9 -118(1.60)/ 1511 1.25 0.61 ' 3-9 -436(1.25)/ 129(1.60) 0.08 3-10 -106 1.60 / 99((1.603 0.10 4-10 -427 1.25 / 128(1.601 0.08 25) 5-10 -124(1.60)/ 1245(1.25) 0.10 9 7-10-15 1 2 7-10-15 3 4 5 6 5.00 20-M 5.00 x 1.5-4 MX15-12 3-10 5 6 0-4-1 131 B2 W:308 W:308 R:1680 R:1680 U:-156 U:-156 1;2 -0O 2F - o I 36-M 7 8 9 10 11 12 1 4 -6 I SHIP Truswal Systems Plates are 20 Pa unless shown by'1211 ga.), "H" 16ga.) or RvOC"(TWMX 20 ga.), positioned per Joint Details Report. Circled lates and false frame plates are ositionedassh wnabove. hi able stud laces to avoid overta with rut; U. lateis or sta le. O/ 1 VI2OO V AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:. LIA JUHL This design is for an individual building component not truss system. It has bean based on specifications provided by the component manufacturer W0: Ori ve_N_j uhl garage -L00006 -J00001 nstandards. No res and done in accordance with the current versions of TPI and AFPA design responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 16 ere W be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads = WT: 204# utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes That the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 I. laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC 6.00 psf U r L=1.15 1$ noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any DeadSnow TC Dead 16.00 psf RepSnoM p /. Rep Mbr Bnd / Comp /Tens ® 792 Durham Dayton Highway environment that ."ncause the moisture content ofthe wood toexceed10%and/or cause oonnecwrplate wnesion. Fabd�ate.handle. install and brace this wssinaccordance with the following etandards:'Jointand Cutting Detail Reporta' available asoutput from Truswalsoftwam. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 93938 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDI No COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5:4 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11111BhSbeeLNW. Ste 800.Washington. DC 20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B03 Qty: 1 BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1680 3. SO" 1.79" 2x4 DFL SS 3-5 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 235-10- 4 1680 3.50" 1.79" BC 2x4 DFL #1 MULTIPLE LOAD CASES. max o.c. from to WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" HANGER NAILS FOR TC 24.00" 9-10-15 26- 0- 0 On the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) : Support 1 -156 lb MAX DEFLECTION (span) Drainage must be provided to avoid ponding. GIRDERS. IF 2.S" GUN NAILS ARE USED, THE S. rt 2 -156 lb L/999 MEM 10-11 (LIVE) LC 1 Continuous lateral bracing attached to flat HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -0.17" D= -0.32" T- -0.49" TC as indicated. Lumber must be structural Brace 9 24" PLATING BASED ON GREEN LUMBER VALUES. CBC -til Code. CRITICAL MEMBER FORCES: grade. o. c. unless noted. Durham, CA 95938 Bldg Enclosed = Yes, Importance Factor - 1.00 7C DOMP.(DUR.)/ TENS.(DUR.) CSI 0. C. Spaci ng 2- 0- 0 Truss Location = Not End Zone Hurricane/Ocean Line = No Exp Category C I-2 -3249(1.25)/ 311(1.60) 0.34 Bldg Length = 80.00 ft, Bidg Width = 40.00 ft 2-3-2941(1.253/ 267(1.60) 0.26 3-4 Wisconsin 53719. The American Forest and Paper Association(AFPA)i3located at111119th Street. NW. Ste 800.Washington. DC20038. . Mean roof height = 12.23 ft, mph 80 -3580 1.2S / 359 1.60 0.91 ( ( ) 4-5 -3560 1.25 / 359 1.60 0.91 CBC Standard Occupancy, Dead load = 15.6 psf 5-6 -2941 1.25 / 267 1.60 0.26 6-7 -3249((((1.25))))/ 311 1.60 0.34 72678((1.25)) Co12411 OCII 9610 O.72 (<1u60))/ 79 1110 -12 -226((1.60))% 2945(1.25) 0.72 C0306(/U25)// TE115 2I ((/U60)) OC12 3-9 / 381(1.25) 0.15 3-10 -102 1.60 / 984 1.25 0.40 4-30 -607 1.25 / 182 1.60 0.17 10 -102 1.60 / 383(1.25) 5- 11 0.16 6-11 -306(1.25)// 115(1.60) 0.12 Tel Circled I 3 9-10-15 9-10-15 1 2 3 4 5 6 7 5.00 16-0-0 -5.00 B1 B2 W:308 W:308 R:1680 R:1680 LIA 56 LIA 56 22' O 36-M 8 9 10 11 12 20 WHK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual Wilding component not truss system. It has been based on specifications provided by the component manufacturer ' ' W0: Drive_N_juhlgarage_L00006_]00001 and done in ecoordance with the curcent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM #LC 16 WT' 212# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 utiliz d 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of componenh; members only to reduce buckling length. This component shall not be placed in any that TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment will ca�sethe moisture content ofthe wood to=eed19%and/or cause connector plate corrosion. Fabricate. handle, instal and bnacethisttiaainaccordancewiththefollowingstandards:vointandCuttingDetailReponaavailableasoutputfrom7ruswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 •ANSUTPI 1'.'WTCA l'- Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and •BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association(AFPA)i3located at111119th Street. NW. Ste 800.Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B04 Qty: 1 BRC X -LOC REACT SIZE REQ;D TC 2x4 OF #1 BC 2x4 DFL #1 Plating spec.: ANSI/TPI : 1995 This design based on chord bracing applied 1 0- 1-12 1680 3. 50�� 1. 79�� 2 35-10- 4 1680 3.50" 1.79�� NEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c, from to BRC REQUIREMENTS shown are based ONLY PLATE VALUES PER ICSO RESEARCH REPORT #1607. Loaded for 10 PSF -concurrent BCLL. IF RANGERS ARE INDICATED ON THIS DRAWING, TC 24.00' 11-10-15 24- 0- 0 , non on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(5) : Support 1 -156 lb MAX DEFLECTION (Span) : Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 . -156 lb L/999 MEM 9-10 (LIVE) LC 15 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -OAS" D- -0.28" T= -0.43" grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. CRITICAL MEMBER FORCES: LiveDur L=1.25 P=1.15 Bldg Enclosed - Yes, Importance Factor - 1.00 TC COMP.(DUR.)/ TENS.(WR.) CSI TC Snow Truss Location - Not End Zone Hurricangge/Ocean Line = No Exp Categor - C 1-2 -3216(1.25)/ 307(1.60) 0.46 2-3 -2911(1.253/ 279(1.603 0.32 .0012th Sft9 I'd 800.00 ft Mean 3-4 -2913(1.25 / 310(1.60 0.65 4-S -2913(1.25)/ 310(1.60) 0.65 16.00 psf, roofthe( ht g CBC Standard Occupancy, Dead Load = 15.6 psf 5-6 -2911((1.25))/ 279((1.60))- environment that will cause the moisture content of the wood to exceed 19% and/or cause connecarplate corrosion. Fabricate, handle. install and brece this truss in accordance with the follovAng standards:Joint and cutting Detail Reports'-ilable as output from Truswal so"re, '.SIRPI 1', WTCA 1' - Wood Truss Council of America SI.r .,d Design R,po"iWlil,,'IIUIL11INr COMPONENT SAFETY INFORMATION' - BC Live BC Dead 6-7 -3217 1.25 / 307 1.60 0.46 1.15 /'1.00 / 1.00 C . C. Spaci ng 2- 0- 0 BC C""i. )/ TENS. (DUR.) CSI 1UR. 8-9 -214(1.603/ 2908(1.253 0.72 TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53718. The American Forest and Paper Association (AFPA)i3located el111119th Street. NW. Ste 800•Washington, DC20036. 9-10 -111((1.60)/ 2443((1.25) 0.78 ' DEFL RATIO: L/360 TC: L/36 21 11-11 111 78 2 -214<((1.60))% 2908(1.25) 0.72 - C0367(1it.j/ TE143(/UR. 2WB 0 11 3-9 465(1.25) 0.19 3-10 1.69(1.2S) 0.23 ' -30(1.60)/ 4-10 -468((1.253/ 137((1.603 0.18 5-10 30 1.60 / 568 1.25 0.23 5-11 / 466(1.25) 0.19 ' 6-11 -367(1.25)/ 143(1.60) 0.11 11-10-15 11-10-15 1 2 3 4 5 6 7 5.00 12-M -5.00 1.5-4 1.5-4 5-3-10 16- 3-10 3-10 SHIP I _ = 10-4-1 3-4 5-6 3-4 0-4-1 B1 B2 W:308 W:308 R:1680 R:1680 U:-156 LIA 56 2F0 -0f 2FQ0 36-" t 8 9 10 11 12 L ' Truswal Systems Plates are 20 fqa. unless shown by "18"18 ga.), WV 6 qqa.) or "MX"(TWMX 20 ga.1, positioned perloint Details Report. CirGed plates and false frame p ales are osidoned as shown above. Shu[ a61e stud plates to avoid 6veAa with sW aural plates orsta le . OI 6I2OO6 /4R Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based w specifications provided by the component manufacturer WO • Dri ve_N_j uhl garage -L00006_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 16 WT: 211# 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 e.ead the leading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf LiveDur L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material dlmcUy attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf, Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 95938 environment that will cause the moisture content of the wood to exceed 19% and/or cause connecarplate corrosion. Fabricate, handle. install and brece this truss in accordance with the follovAng standards:Joint and cutting Detail Reports'-ilable as output from Truswal so"re, '.SIRPI 1', WTCA 1' - Wood Truss Council of America SI.r .,d Design R,po"iWlil,,'IIUIL11INr COMPONENT SAFETY INFORMATION' - BC Live BC Dead 0.00 psf 10.00 psf 1.15 /'1.00 / 1.00 C . C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 683 D'Orafrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53718. The American Forest and Paper Association (AFPA)i3located el111119th Street. NW. Ste 800•Washington, DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B05 Qty: 1 ERG X -LOC REACT SIZE REQ'D TC 2x4 DFL Ol Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1680 3.50" 1.79" BC 2x4 DFL 01 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 35-10- 4 1680 3.50" 1.79" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o. c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG It REPORT 01607. Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY BASED ON TC 24.00" 13-10-15 22- 0- 0 On the truss material at each bearing Drainage must be provided to avoid ponding. ARE 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION (S) : ' Support 1 -156 16 MAX DEFLECTION (span) Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -156 lb L/999 MEM 10-11 (LIVE) LC15 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L- -0.16" D= -0.31 T= -0.47" grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. CRITICAL MEMBER FORCES: Durham, CA 95938 Bldg Enclosed - Yes, Importance Factor a 1.00 TC COMP. (DUR.)/ TENS. (DUR.) CSI 0. C. Spaci ng 2- 0- 0 Truss Location =Not End Zone 1-2 -3190<1.25)/ 287(1.60) 0.68 Hurricane/Ocean Line = No Exp.Category C 2-3 -2530(1.253/ 269(1.603 0.47 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gIhStreet, NW, Ste 800.Washington, OC20038. Bldg Length - 80.00 ft, Bldg Width = 40.00 ft Mean roof height - 13.07 ft, mph - 80 3-4 -2285(1.25 / 270(1.60 0.30 4-5 -2285((1.253/ 270((1.603 0.30 CBC Standard Occupancy, Dead Load = 11.6 psf 0.4 6-7 -3190(1.25)% 287(1.60) 0.68 BC COMP. DUR. / TENS. DUR. CSI 8-9 -183 1.60 / 2872 1.25 0.60 ' 9-10 -185 1.60 / 2868 1.25 0.76 10-11 -100(1.60)/ 2411(1.25) 0.71 11-12' -185(1.60/ 2868((1.253 0.76 12-13 -183(l.60)/ 2872 1.25 0.60 WB COMP. (DUR.) TENS.(DUR.) CSI 2-9 177(1.25) 0.07 2-10 -682(1.25)/ 136(1.60) 0.56 3-10 -9(1.60))/ 629((1.253 0.26 4-10 -200(1.25 / S9 1.60 0.18 0.18 4-11 -200((1.25))/ 59((1.601-1 13 6-11 -682(1.25)% 136(1.60) 0.56 6-12 / 177(1.25) 0.07 6-1-10 l= 0-4-1 3 13-10-15I 13-10-15 I 1 2 3 4 5 6 7 5.00 8-0-0 5.00 61 B2 W:308 W:308 R:1680 R:1680 LIA 56 U:-156 9:2-0-1 L_0{ 36-0-0 8 9 10 11 12 13 6-11-6 1SHIP 10/16/2006 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component net truss system. It has been based on specifications provided by the component manufacturer WO•• Drive_N_juhl garage and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions -L00006_100001 DS • RM :'= • are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g n r .#LC 16 WT 222# utilimd on this design meet or exceed the leading imposed by the local building code and the particular application. The design assumes that the top chord TC Live - 16 . 00 psf Li veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf 5 nowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell net be placed in any that All the TC Dead 16.00 psf Rep Mbr Bnd / Comp. / Tens ® 792 Durham Dayton Highway environment cause moisture content of the wood to exceed 19% and/or cause connector plateconosion. Fabricate, handle. install and brace thisWssinaccordancewiththefollowingstandards:'JointandCuttirgDetailRepons'availableasoutputfromTruswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 -ANSUTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER:.T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gIhStreet, NW, Ste 800.Washington, OC20038. Bldg Code: CBC -01 DEFL RATIO`. 0360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B06 Qty: 1 BRC X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 - This design based on chord bracing applied 1 0- 1-12 1680 3.50" 1.79" BC 2x4 DFL #1 2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 35-10- 1680 3.50" 1.79" WEB 2.4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRC REQUIREMENTS Shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent SCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY TC 24.00" 15-10-15 20- 0- 0 On the truss material at each bearing Drainage must be provided to avoid ponding. ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) : Support 1 -156 lb MAX DEFLECTION (span) Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -156 lb L/999 MEM 9-10 (LIVE) LC 1 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -0.12" D= -0.19" T= -0.31" grade. Brace E 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. CRITICAL MEMBER FORCES: Durham, CA 9`5935 Bldg Enclosed =Yes, Importance Factor = 1.00 TC COMP. (DUR. )/ TENS. (DUR.) CSI O. C. Spaci ng 2- 0- 0 Truss Location - Not End Zone Hurricane/Ocean Line = No Exp Category - C 1-2 -3143(1.25)/ 284(1.60) 0.99 Bldg Len th =gg 80.00 ft, Bldg Width - 40.00 ft 2-3 -2336((1.253/ 274((1.60)) 0.65 3-4 -2075(1.25)/ 277(1.60) 0.30 Wisconsin 53719. TheAmsricanForestandPop.Association(AFPA)islocatedel11111BthSt-1.NW.St.800.Washington°DC 20038. 13.4Dead'Load DEFL RATIO: L/360 TC: L/36 CBanStrooandardi0ccupa = 1586 psf 5-6 -3142(1.25)% 284(1.60) 0.19 ' BC COMP.(DUR.)/ TENS.(DUR.) CSI ' 7-8 -170(1.60)/ 2819(1.25) 0.65 8-9 -172 1.60 / 2814 1.25 0.63 9-10 41 1.60)/ 2073(1.25) 0.50 ' 11-12 -170(1.60)% 22814 819(1.25) 0.65 WB COMP.(DUR.)/ TENS. (DUR.) CSI 2-8 / 265 1.25 0.11 2-9 -837(1.25)/ 147 1.60 0.92 ' 3-9 / 123 1.25 0.21 3-10 -164(1.60)/ 167 1.60 0.18 4-10 / 524 0.21 <1.25) 5-11 -839(1.25)/ 266(1.25) 0.10.1 ° 6-1 -10 1= 0-4-1 .47 15-10-15 I 15-10-15 1 2 4 5 6 5.00 ; 4-0-0 -5.00 X B1 B2 W:308 W:308 R:1680 R:1680 U:-156 U:-156 36-0-0 r 7 8 9 10 11 12-" 20 7- 6 SHIP WANIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based onspecifications provided bythe component manufacturer WO: Drive_N_juhl garage_L00006_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds RM #LC 16 WT: 22D# are to be verified by the component manufacturer and/or building designer prior lofabrication. The building designer must ascerioin that the loads 9 nr• = ' utilibed 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by me roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 rated. Bracing shown is for lateral support of components members only to reduce building length. This component shall not be placed in any that and/or TC Dead 16.00 psf- Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway environment will cause the moisture content of the wood to exceed 19% cause connector plate corrosion. Fabricate. handle. install end 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 Durham, CA 9`5935 'ANSI/TPI 1', VVTCA 1'- Wood Truss Council of America Standard Design Responsibilities°'BUIUDI NG COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. TheAmsricanForestandPop.Association(AFPA)islocatedel11111BthSt-1.NW.St.800.Washington°DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 a Job Name: JUHL GARAGE Truss ID: B07 Qty: 3 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 8C 2.4 DFL #1 Plating spec • ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 1512 HGR 1.61" 2 35-10- 4 1680 3.50" 1.79" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. appl when truss not supported in a hanger. UPLIFT REACTION(5) : BRG REQUIREMENTSare based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF BOLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1' -121 lb ,shown non -concurrent on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -159 lb This truss is designed using the BRG HANGER/CLIP NOTE GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. 1 °THA29 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 Support Connection(s)/Hanger(s) are TC Dead 16.00 psf Truss Location- Not End Zone not designed for horizontal loads. environment that willCBU30the moisture content ofthe wood to -ed 19%end/or cause connector Plate corrosion. Fabricate. handle. install and brace this truss inaccordancewiththe followingatandards:'Jointand Cutting Detail Reports'availableasoutput from Tnuwalsoftware. Hurricane/Ocean Line - No Exp Category - C Bldg Length 80.00 ft, Bldg ft SEE SIMPSON CATALOG Durham, CA 95938 -g Width = 40.00 FOR ADDITIONAL INSTALLATION NOTES 0. C. Spaci ng 2- 0- 0 CBGnStandardi0ccupancy,9Dead Load = 1586 psf MAX DEFLECTION (span) L/999 MEM 10-11 (LIVE) LC 1 Wisconsin 53719. The American Forest and Paw Associadon(AFPA)islocated at11111gthStreeLNW, St. 800.Washington. DC20038. Bldg Code: CBC -01 L- -0.13" D= -0.23" T- -0.35" CRITICAL MEMBER FORCES: (( )) 1T2 �3231(1U2CSI 5)/ TE301(1 u60) 0.46 - 2-3 -3076(1.25)/ 339(1.60) 0.40 " 3-4 -2364((1.253/ 326((1.603 0.38 4-5 -2364<1:211 326(1.60) 0.38 6-7 -3231(1.25)% 301(1.60) 0. 40 46 - (1DUR0)/ SIBCCOM07.6 2E9N1S8(DUR5) DC .2:SB8- 910 -116(1.60/ 23781.25 0.59 10-11 -14(1.60)/ 1782(1.25) 0.52 11=12 -116((1.603/ 2378((1.253 0.59 12-13 -208(1.60)/ 2918(1.25) 0.58 ' CSI (0341(1825)/ TE136(�.60) 2WB 0.06 , 3-9 -53(1.60)/ 601(1.25) 0.24 , 3-10 -618((1.25))/ 164((1.603 0.34 4-10 72 1.60 / 773 1.25 0.31 4-11 -72 1.60)/ 773(1.25 0.31 18-0-0 16-0-0 5-11 -618 1.25)/ 164(1.603 0.34 5-12 -53 1.60)/ 601(1.253 0.24 1 2 3 j 4 5 6 7 6-12 -341 1.25)/ 136(1.60 0.06 5:00 5.00 5-6 7-10-1 3-10 0-4-1 x 0-4-1 B1 B2 'THA29 W:308 W:308 R:1680 R:1512 U:-159 LIA21 36-0-0 8 9 10 11 12 13 unless 8-7-13 SHIP 10/16/2006 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:. LIA JUHL This design is for an individual building componentnot truss syslam. It has bean based onspeci6cationsprovided bythe component manufacturer W0: Drive_N_juhl garage_L00006_JO0001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 16 are to be verified by the Component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = WT: 223# utiliced on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDu r' L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This Component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that willCBU30the moisture content ofthe wood to -ed 19%end/or cause connector Plate corrosion. Fabricate. handle. install and brace this truss inaccordancewiththe followingatandards:'Jointand Cutting Detail Reports'availableasoutput from Tnuwalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSUTP1 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead ' 10.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive. Madison. TRUSPLUS 6.0 VER: T6.5.44 Wisconsin 53719. The American Forest and Paw Associadon(AFPA)islocated at11111gthStreeLNW, St. 800.Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B08 Qty:- 1 BRG X -LOC REACT SIZE REQ' D 1 0- 1-12 1512 HGR 1.61" 2 35-10- 4 1680 3.50" 1.79" BRG REQUIREMENTS shown are based ONLY On the truss material at each bee ring BRG HANGER/CLIP NOTE 1 'THA29 Support Connection(s)/Hanger( s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) L/999 MEM 9-10 (LIVE) LC 1 L- -0.12" D- -0.19" T= -0.31 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD PLATE VALUES PER IC80 RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. Drainage must be provided to avoid bonding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural Thgrade. Brace E 24" o.c. unless noted. ceis truss is designed using the C-01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location = Not End Zone Hurricane/Ocean Line a No Exp Category - C Bldg Length = 80.00 ft, Bldg width = 40.00 ft Mean roof height = 13.48 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf 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 LUMBER VALUES. - This design based on chord bracing applied per the following schedule: max o.c. from to . TC 24.00" 15-10-15 20- 0- 0 Requi red bearing widths and bearing areas apppplyy when truss not supported in a hanger. UPLIFF REACTIONS) Support 1 -118 lb Support 2 -156 lb CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(DUR. CSI 1-2 -3142 1.25 / 284(1.60 0.99 2-3 -2336 1.25 / 274 1.60 0.65 3-4 -2075 1.25 / 277 1.60 0.30 4-5 -2332 1.25 / 273 1.60 0.65 5-6 -3142(1.25)/ 284(1.60) 0.99 BC COMP. (((OUR.3)/ TENS. (((DUR.3) CSI 9-10 1401(1.60)/ '2073(1.25) 0.50 ' 8-9 172(1.60)/ 2814(1.25) 0.63 10 63 11-12 -170(1.60)% 2819(1.25) 0.65 WS COMP.(DUR.)/ TENS.(DUR.) CSI 2-8 / 265 1.25 0.11 2-9 -837(1.25)/ 147 1.60 0.92 3-9 / 523(1.25) 0.21 3-10 -155(1.60)/ 167(1.60) 0.17 ' 4-10 / 5240(1.25)) 0.21 5-393 0' -839(1.25)/ 166(1.25) 0.11 5-11 15-10-15 15-10-15 1 2 4 5 6 5.00 ; 4-0-0 5.00 7-11-6 ' SHIP x - - - - 0-4-1 B1 B2 'THA29 W:308 W:308 R:1680 R:1512 U:-156 U:-118 36-0-0 7 8 9 10 11 12 20 10/16/2006 WAK/V//VC7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for en individual building component not 1 s syslem. It has bean based on 1pecifica8ons 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 ere to be verified by the wmponwt manufacturer and/or building designer prior to fabrica8an. The building designer must ascertain that the leads utilized on this design meet or exceed the leading imposed by the local building code and the particular application. The design assumes that the lop chord _ Cust: LIA ]UHL W0: Drive_N_juhlgarage_L00006_]00001 DS n r • RM #LC = 16 WT • 216# g ' TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf Dur SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall net be placed in any TC Dead 16 .00 psf P Re Bnd / Com P p / Tens ® 792 Durham Dayton Highway Durham, CA 95938 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install and brace s truss ocordaricewith the ng ds:Joint and Cutting 'available as from software. ANSIRPI 1' WTCAn18 Wootl Truss Council of America H Standard Design Responsibilities, ems 'BUILDING COMPONIENT SAFETY INFORMATION* - BC Live 0.00 sf BC Dead 10.00 psf P 0. C. S aci n5 / Z 000 /01.00 P 9 ' (SCSI 1-03) and 'SCSI SUMMARY SHEETS by WTCA and TPI. The Truas Plate Institute (TPI) is located at 583 D'Onof io Drive. Madison, TRUSPLUS 6.0 VER:. T6.5.4 IWisconsin 53718. The American Forest and Paper Association (AFPA)islocated at1111IftSUeeLNW. Ste 800.Washington, DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 1 ; Job Name: JUHL GARAGE Truss ID: B09 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 BC 2x4 DFL Plating spec ' ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1512 HGR 1.61" #1 2 35-10- 4 1680 3.50" 1.79" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to BRG RE PLATE VALUES PER ICBG RESEARCH REPORT #1607. REQUIREMENTS Shown are based ONLY Q Loaded for 10 PSF BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00' 13-10-15 22- 0- 0 non concurrent on the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1. S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Requi red bearing widths and bearing apppplyy when truss not supported areas in a hanger. - BRG HANGER/CLIP NOTE Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE UPLIFT REACTIONS) : Rep Mbr 8nd / Comp / Tens 1 °THA29 TTC as indicated. Lumber must be structural RANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 1 -118 lb 1.1S / 1.00 / 1.00 Support ConneCti on (5)/Hanger(S) are Tgrade. noted. designed using PLATING BASED ON GREEN LUMBER VALUES. Support 2 -156 16 0. C. Spaci ng 2- 0- 0 trussris the not designed for horizontal loads. c8C-01 code. (SCSI 1-03) 8nd'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truas Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, SEE SIMPSON CATALOG Bldg Enclosed a Yes, Importance Factor o 1.00 Wisconsin 53719. The American Forest and Paw Association (AFPA) is located at 1111 Ift Street. NW. Ste SOO. Washington, DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 11 FOR ADDITIONAL INSTALLATION NOTES Truss Location= Not End Zone MAX DEFLECTION (Span) : Hurricane/Ocean Line = No , Exp Category - C L/999 MEM 10-11 (LIVE) LC 15 Bldg Length a 80.00 ft, Bldg Width = 40.00 ft Mean roof height = 13.07 ft, mph 80 L= -0. 16' D= -0.31" T= -0.47" CBC Standard Occupancy, Dead Load = 15.6 psf CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DUR.) CSI 1-2 -3190 1.25 / 287 1.60) 0.68 2-3 -2530(1.25)/ 269(1.60) 0.41 ' 3-4 -2285((1.253/ 270((1.603 0.30 4-5 -2285(1.25)/ 270(1.60) 0.30 6 7 -3190(1.25)% 287(1.60) 0.47 68 , BC COMP. (11%j/ TENS. (DUR.) CSI - 8-9 -183(1.60)/ 2872(1.25) 0.60 9-10 -185(1.60)/ 2868(1.25) 0.76 10-11 -100(1.60)/ 2411(1.25) 0.71 11-12 -185((1.603/ 2868((1.253 0.76 12-13 -183 1.60 / 2872 1.25 0.60 WB COMP.(DUR.)/ TENS. CSI n' 10UR.) 2-9 J 177(1.25) 0.07 2-10 -682(1.25 / 136 1.60) 0.56 3-10 -9(1.60 / 629 1.25) 0.26 4-10 -200(1.25 / 57 1.60) 0.18 4-11 -200(1.25 / 59 1.60 0.18 5-11 -9(1.60 / 629 1.25 0.26 - 6-11 -682(1.25)/ 136 1.60 0.56 6-12 / 177 1.25 0.07 ' 13-10-15 13-10-15 1 2 3 4 5 6 7 5.00 I 8-0-0 I 5.00 B1 B2 •THA29 W:308 W:308 R:1680 R:1512 LIA 56 LIA 18 36-0-0 O -0H 8 9 10 11 12 13 1 unless KIM WAK/V/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component net truss system. It has been based on specifications provided by the component manufacturer WO: Drive_N_juhl garage_L00006_100001 and done in accordancewith the current versions of TPI and AFPA design standards. Noresponsibilityisassumedfwdimensionafacoumcy. Dimensions Ds nr• RM #LC 16 WF' 218# - are to be verified by the component manufacturer end/« building designer prior to fabrication. The building designer must ou nain that the loads 9 = TC Live 16.00 psf LiveDur L=1.25 P=1.15 utilised onthis design meet or exceed the loading imposed by the local building code and the particular apdicadw. The design assumes that the rip chard is laterally braced by the roofor Boor sheatliing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unlessomerwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted.'Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf' Rep Mbr 8nd / Comp / Tens ®environment 792 Durham Dayton Highway that will cause the moisture content ofthe ymods-oadlg%and/or cause connector plate corrosion. Fabricate. handle. instal and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reporta' available asoutput from Truswalsoftware. BC Live 0.00 psf 1.1S / 1.00 / 1.00 Durham, CA 95938 -ANSI7TPI 1', WTCA 1-- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) 8nd'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truas Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paw Association (AFPA) is located at 1111 Ift Street. NW. Ste SOO. Washington, DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 11 Job Name: JUHL GARAGE Truss ID: B10 Qty: 1 BRC X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 BC 2x4 DFL 11 - Platin?: ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1512 HCR 1.61:: 2 35-10- 4 1680 3.50 1.79" WEB 2x4 DFL STANDARD 68OWn ,spec THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to BRC REQUIREMENTS are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 11-10-15 24- 0- 0 non -concurrent On the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY Requi red bearing widths and bearing areas apply when truss not supported in a hanger. BRC HANGER/CLIP NOTE Continuous lateral brace ng atto flat 1 °THA29 TC as indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED,'THE MANGERS MUST BE RE-EVALUATED (BY OTHERS). UP LIFT REACTIONS) : ' Support 1 -118 lb Brace 0 24" o.c. unless noted. Support ConneCti on (5)/Han anis) are g airs 9 PLATING BASED ON GREEN LUMBER VALUES. Support 2 -156 16 This truss is designed using the designed not designed for horizontal loads. CBC -01 Code. TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens SEE CATALOG Bldg Enclosed =Yes, Importance Factor = 1.00 environment YAII cause moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install and brace this truss inaccordance with the following standards: 'Joint and Cutting Detail Reports'availabteasoutput from Truswalsoftware, BC Live 0.00 psf FOR ADDITIONAL INSTALLATION NOTES Truss Location= Not End Zone Durham, CA 95938 'ANSIrrP11'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- MAX DEFLECTION (Span) : Hurricane/Ocean Line o No Exp Category - C Bldg Length - 80.00 ft, 8idg Width = 40.00 ft 0. C. Spaci ng 2- 0- 0 ' L/999 MEM 9-10 (LIVE) LC 15 Mean roof height a 12.65 ft, mph 80 L= -0.15' D- -0.28" T- -0.43" CBC Standard Occupancy, Dead Load = 15.6 psf CRITICAL MEM(BER FORCES: Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119IhSbeel. NW. Ste 800.Washington. DC2003B. Bldg Code: CBC -01 Coll(( )) TE307(1.60) , 1-2 1U25)/ 0 46 2-3 -2911(1.25)/ 279(1.60) 0.32 3-4 -2913((1.253/ 310((1.603 0.65 0.65 4-5 -2913(1.25)/ 310(1.6010 21 9 ) 6-7 -3217(1.25)% 307(1.60) 0.46 BC COMP.(<OUR.))/ TENS. CSI ((DUR.)) 10 9-.72 -111((1.60))/ 2443((1.25)) 0.78 78 11-12 11 -214((1.60))% 2908(1.25) 0.72 C-367(1.25) TE143(1 2WB 60)DUR.) 011 3-9 465(1.25) 0.19 ' 3-10 -30(1.60)/ 569(1.25) 0.23 4-10 -468((1.253/ 137((1.603 0.18 ' 5-10 30 1.60 / 568 1.25 0.23 5-11 / 466(1.25) 0.19 ' 6-11 -367(1.25)/ 143(1.60) 0.11 11-10-15 11-10-15 1 2 3 4 5 6 7 5.00 12-M -5.00 1.5-4 1.5-4 5-3-10 3-10 3-10 = L x 0-4-1 3-4 5-6 3-4 0-4-1 B1 B2 'THA29 W:308 W:308 R:1680 R:1512 U:156 U:-118 36-0-0 2F� 8 9 10 11 12 t 6- -0 SHIP fir` VII - 1 0/16/2006 WAK/V/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications Provided by the component manufacturer ' W0: Drive_N_juhlgarage_L00006_]00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 16 (Air: 207# -to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads = CFSufilited on this design meal or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16. 00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1:15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that the TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment YAII cause moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. Install and brace this truss inaccordance with the following standards: 'Joint and Cutting Detail Reports'availabteasoutput from Truswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSIrrP11'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 ' (BCSI 1.03) end'scsl SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onafrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119IhSbeel. NW. Ste 800.Washington. DC2003B. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B11 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec ' ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1512 HGR 1.61" 2x4 DFL SS 3-5 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 2 35-10- 4 1680 3.50" 1.79" eG 2x4 DFL #1 MULTIPLE LOAD CASES. max O.C. from to BRC REQUIREMENTS Shown are based ONLY WEB 2.4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY BASED ON TC 24.00' 9-10-15 26- 0- 0 On Lhe truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. ARE 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Re4ui red bearing widths and bearing apPpplyy when truss not supported areas in a hanger. BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 °THA29 Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S) : Support 1 -118 Its - BC Live 0.00 psf Support Connection(5)/Hanger(5) are TC as indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. Support 2 -156 lb BC Dead 10.00 psf not desi ned for horl2ontal lOadS. grade. Brace 0 24" o.c. unless noted. This truss is designed using the CC-O3 (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, SEE SIMPS N CATALOG Code. BBldg Enclosed - Yes, Importance Factor = 1.00 Wisconsin 53710. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800,Washington, DC20038. Bldg Code: CBC -01 FOR ADDITIONAL INSTALLATION NOTES Truss Location - Not End Zone MAX DEFLECTION (span) Hurricane/Ocean Line - No, ExD Category - C L/999 MEM 10-11 (LIVE) LC 1 81dg Len th = 80.00 ft, Bldg Width = 40.00 ft ft, MeaL= heightpanty, -0.17" D= -0.32" T- -0.49" CRITICAL ME BER FORCES; mph Bo CBCnStandardroo ccu cy, D Dead Load = 15.6 psf , C3249(1u25)/ TIE(( )) 1T2 1(1u60) OC34 2-3 -2941(1.25)/ 267(1.60)_0.26 - 3-4 -3580((1.253/ 359((1.603 0.91 ' 4-5 -3580(1.25)/ 359(1.60) 0.91 0 26 6-7 -3249(1.25)% 311(1.60) 0.34 BC COMP. (DUR.)/ TENS. <D.2 CSI 8-9 -226(1.60)/ 2945(1.25) 0.72 9-10 -124((1.60))/ 2678((1.25)) 0.79 11 11-12 -226(1.60)% 279 945(1.25) 0.72 ' WB COMP. DUR. / TENS.<(DUR. C0.SI 12 3_99 -306 1.25 / 381(1.25 0.15 3-10 -102(1.60)// 984(1.25) 0.40 4-10 -607 1.25 / 182((1.603 0.17 5-10 -102 1.60 / 984 1.25 0.40 5-11 / 383(1.25) 0.16 6-11 -306(1.25)/ 115(1.60) 0.12 9-10-15 I I 9-10-15 i 1 2 3 4 5 6 7 5.00 16-M 5.00 Truswal Circled I 5- -0 = SHIP B1 B2 'THA29 W:308 W:308 R:1680 R:1512 U:-156 LIA 18 � 36-0-0 8 9 10 11 12 1 20 . s AC 00 O. 2 IJ n ,2 P07 10/16/2006 WHK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturert W0: Drive_N_juhlgarage_L00006_]00001 and done in accordance with the curcenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 16 WT: 208# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = TC Live 16.00 psf ' Li veDu r L=1.25 P=1.15 utilized on this design meet or exceed the loading imposed by the [=at building code and the particular application. The design assumes that the lop 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens- ® 792 Durham Da ton Highway environment thatwill cause the moisture content of the wood to excead 19% and/or cause connector plate corrosion. Fabricate. handle. install w and brace atraseinaccordancewiththe ralowingstandards: *Joint endCutting Detail Reports'availableasoutput from TtiswalsoBware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 959.35 'ANSUTPI 1•, WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'BUILDI No COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53710. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800,Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL GARAGE Truss ID: B12 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec ' ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1512 HGR 1.61" BC 2x4 OF #1 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: : = : 2 35-10- 4 1680 3.50" 1.79" NEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER IC80 RESEARCH REPORT #1607. Loaded for 30 PSF non -concurrent BOLL. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY BASED ON TC 24.00" 7-10-1S 28- 0- 0 On the truss material at each bearing Drainage must be provided to avoid ponding. ARE 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY Required bearing widths and bearing apply when truss not supported areas in a hanger. BRG HANGER/CLIP NOTE Continuous lateral bracing attached to flat 1 ^THA29 TC as indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFI REARION(5) Support 1 -118 1b 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 Support ConneCti On (5)/Han er(5) are grade. Brace 0 24" O.C. unless noted. 9 PLATING BASED ON GREEN LUMBER VALUES. Support 2 -156 lb This truss is designed using the designed not designed for horizontal loads. csc-olcode. - Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 SEE CATALOG Bldg Enclosed - Yes, Importance Factor - 1.00 FOR ADDITIONAL INSTALLATION NOTES Truss Location= Not End Zone MAX DEFLECTION (span) : Hurricane/Ocean Line - No , Exp Category - C - L/999 MEM 9-10 (LIVE) LC 1 Bldg Length - 80.00 ft, Bldg Width =.40.00 ft Mean height 11.82 ft, roof - mph 80 L= -0.26" D- -0.45" T- -0.71" CBC Standard Occupancy, Dead Load = 15.6 psf CRITICAL MEMBER FORCES: (( )) :3180(1.25)/ TE277(1.60) 0 1-2 84 2-3 -4271(1.25)/ 388(1.60) 0.95 3-4 -4302:(1.253/ 394((1.603 0.75 4-5 -4300 1.25 / 394 1.60 0.88 5-6 -3179(1.25)/ 276(1.60) 0.85 Bc COMP.(DUR.)/ TENS.(DUR.) CSI 7-8 -174(1.60)/ 2856(1.25) 0.61 8-9 -169 1.60 / 2868:(1.253 0.61 9-10 -292(1.60)/ 4317(1.25) 0.79 11-12 -173(1.60)% 2855(1.2 S) 0.62 62 WB COMP.(DUR.)/ TENS. CDUR.) CSI 2-8 / 240(l.25) 0.10 2-9 -118(1.60)/ 1511(1 .25 0.61 3-9 -436(1.25)/ 129(1.60) 0.08 3-10 88((1.60))/ 99 1.60 0.08 4-10 -427 1.25 / 128(1.60) 0.08 5-0 63 10 -124(1.60)/ 1245(1.25) 0.10 T 3-7-10 - I 3-10 1 S 0-41 7-10-15 1 2 3 4 7-10-15 5 6 5.00 20-" 5.00 B1 82 'THA29 W:308 W:308 R:1680 R:1512 U:-156 U:-118 2F -0-0i 36-0-0 7 8 9 10 11 12 unless per Joint sVtictUral M[171[:K 1 1 . VVHI IVI/V C7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl garage_L00006_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsg n r RM # LC 16 WT 200# are to be verified by the component manufacturer andlor building designer prior to fabrication. The building designer must ascertain that the loads : = : CFS utilimad on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu i L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf P Re Mbr Bind p / Tens P / Comp ® 792 Durham Dayton Highway Durham, CA 9938 environment That will cause the moisture content of the wood to exceed 19% and/or cause connecter plate corrasion. Fabricate. handle. install and brace this Wssinaccordance with the following slandards:'Joinland Cutting Detail ReportWavailable asoutput from Truswalsoftware, 'ANSUTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 10.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The buss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paw Association (AFPA) is located at 1111 Ift Street NW. St. BOO. Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Ll 9 Job Name: JUHL GARAGE Truss ID: B13 Qty: 2 I 5-10-15 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 2x4 DFL #1 6 Btr. 2-4, 4-6 Plating spec : ANSI/TPI'- 1995 - THIS DESIGN IS THE COMPOSITE RESULT OF This design based on chord bracing applied following 6 7 1 0- 1-12 2727 HGR 1.501, 2 35-10- 4 2895 3.50" 1.54" BC 2x6 DFL #2 MULTIPLE LOAD CASES. per the schedule: max o.c. from to 24-0-0 2x6 DFL #1 10-12 BRG REQUIREMENTS Shown are based ONLY N'EB 2x4 DFL STANDARD IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR TC 24.00" ,from 5 30- 0- 0 Required bearing widths and bearing areas On the truss material at each bearing PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY apply when truss not supported in a hanger. 5-0 3-4 BRG HANGER/CLIP NOTE + + + + + + + + + + a + a Mail apattern shown is for PLF loads only. a GIRDERS. IF 2.5" GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). UPLIFT REACTION(S) L i veDu r L=1.25 P=1.15 1 Hanger TBE- ^HANGER($) TO BE ENGINEERED + a + + + a a + + + + Drainage must be Drovided to avoid Ponding. Support 1 -219 lb Support -233 lb 2-10 5-0 1 Support ConneCtl orl(s)/Han er 5) are PP 9 ( FOR CONCENTRATED LOADS: Use 3" nails min. into the carrying ember. Permanent bracing is re ui red (by others) to See BCSI 1-03 ,2 This truss 1s designed using the Rep Mbr Bnd / Comp / Tens not designed for horizontal loads. For more than 2 ply, use additional CLUSTERS prevent rotation/topping. and ANSI/TPI 1. CBC -01 Code. Bldg Enclosed Yes, Importance Factor 1.00 / 1.00 / 1.00 MAX DEFLECTION (span) : if indicated from te back plys, or use Continuous lateral bracing attached to flat - - 1.00 Truss location - Not End Zone 2-4 0-4-1 L/999 MEM -10-11 (LIVE) LC 1 any other approved detail (by others). IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER TC as indicated. Lumber must be structural Hurricane/Ocean Line - No Exp Category = C L- -0.40" D-- -0.65" T- -1.05" AND NTS SHOWN MUST BE INSTALLED FROM THE grade. Brace G 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. Bldg Length - 80.00 ft, Bldg Width = 40.00 ft Mean roof height 11.40 ft, 80 DEFL RATIO: L/360 TC: L/36 CRITICAL MEMBER FORCES: FRONT AND BACK FACE EQUALLY (TOTAL NAILS = 2-PLYI Nail w/lOd COMMON stag ered(per NDS) = mph = CBC Standard Occupant Dead Load = 15.6 psf 7C COMP. DUR. / TENS. DUR. CSI DOUBLE THE AMOUNTSHOWN). in: TC- 2 BC- 2 WEBS- 2 -PER FOOT!•• ----------LOAD CASE # DESIGN LOADS ------------ 1-2 -6432 1.25 / 287 1.60 0.35 2-3 -10554 1.25 / 467 1.60))) 0.99 + + + + a a + + + a a + a + + + + + . r Dir L. P1 L. Loc R.Plf R. Loc LL/TL 3-4 -12020 1.25 / 529 1.603 0.79 TC Vert 64.00 0- 0- 0 64.00 6- 0- 0 0.50 4-5 -12020 1.25 / 529 1.60 0.79 TC Vert 123.33 6- 0- 0 123.33 30- 0- 0 0.50 5-6 -10554(1.25)/ 467 1.60 00.99 _ TC Vert 64.00 30- 0- 0 64.00 36- 0- 0 7C Vert 84.00 36- 0- 0 84.00 38- 0- 0.50 6-7 -6431 1.25 / 287 1.60 .35 ( ) 0 BC Vert 38.54 0- 0- 0 38.54 36- 0- 0 0.38 0.00 BC COMP. (DUR.)/ TENS. (DUR.) CSI .Type... lbs X.Loc LL/TL TC Vert 84.7 6- 0- 0 1.00 8-9 -205 1.60 / 5875 1.25 0.49 TC Vert 84.7 6- 0- 0 0.00 9-10 -200 1.60 / 5912 1.25 0.54 TC Vert 84.7 30- 0- 0 1.00 10-11 -413 1.60 / 10181 1.25 0.79 TC Vert 84.7 30- 0- 0 0.00 11-12 -413 1.60 / 10781 1.25 0.79 12-13 -200 1.60 / 5912 1.25 0.54 TC Vert 0.0 35-10- 4 1.00 13-14 -205(1.60)/ 5875(1.25)'0.49 WB COMP.(DUR.) NS.(DUR.) CSI TE316(0.90) 2-9 J 0.09 2-10 -197(1.60)/ 4850(1.25 0.99 3-10 -1265(1.25)/ 142(1.603 0.07 3-11 -39(1.60)/ 1323((1.253 0.27 ' 4-11 -665(1.25)/ 98 1.60 0.04 ' 5-11 -39(1.60)/ 1323111:25 0.27 5-12 -1265 1.25)/ 14260 0.01 6-12 -197 1.60)/ 48511.25 0.99 6-13 / 3160.90 0.09 ' 5-10-15 I I 5-10-15 2-PLYS 1 2 3 4 5 6 7 This design is for an IndMdaal building component not was system. It has been based on specifications provided by the component manufacturer REQUIRED 5.00 169# I 24-0-0 9.0 5.00. #LC 15 WT: 239# re to be verified by the component manufacturer and/or building designer prior, to fabrication. The building designer must ascertain that the loads - - 8-12 3-4 5-0 3-4 8-12 utilimd on this design most or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 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 T 0.00 psf 2-10 5-0 1 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 5-0 31-0 Rep Mbr Bnd / Comp / Tens = L BC Live _ 1.00 / 1.00 / 1.00 SHIP 0-4-1 2-4 MX18-16 3-8 MX/8-16 2-4 0-4-1 (BCSI 143) end'SCSI SUMMARY SHEETS' by WTCA and TPI: The Truss Plate Institute (TPI) is located at 583 Donofrio Drive. Madison, 131 B2 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20038. Bldg Code: W:308 DEFL RATIO: L/360 TC: L/36 W:308 R:2727 R:2895 U:-219 U:-233 36-M 8 9 10 11 12 13 14 ' CI:cleDpratsteas asefraame0 a. unlessshgwnby'18"(18ga.),'H'(1f a. orsMX"(TWtvU(20ca.1, pOsitiof)eggctulralpatessoresiarS'e. U. totes are positioned assh0wnabove. 3h �Dle stud Dplatesto av0td Veda wt 0/76/2006 A Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an IndMdaal building component not was system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl garage and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is asaumad for dimensional accuracy. Dimensions Dsgnr: RM -L00006_300001 #LC 15 WT: 239# re to be verified by the component manufacturer and/or building designer prior, to fabrication. The building designer must ascertain that the loads = utilimd on this design most or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment thatwillcausethemoisturecontentofthewoodtoexceed19%andtorcauseconnectorplatecorrosion. Fabricate. handle.instag and brace this wasinaccordancewiththe following standards: JoinlandCuwngoetailReports•ovagableasoutputfromTruswalsoftware, BC Live 0.00 psf 1.00 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1', WTCA V. Wood Truss Council of America Standard Design Responsibitities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 (BCSI 143) end'SCSI SUMMARY SHEETS' by WTCA and TPI: The Truss Plate Institute (TPI) is located at 583 Donofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Ell Job Name: JUHL GARAGE Truss ID: C1 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 395 3.50" 1.50�� BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -23 lb 2 6- 0-12 385 1. SO" 1.50:: PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -190 lb 3 9-11- 0 94 1.50:: 1.50:: Mark all interior bearing locations. Install interior IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 43 lb 4 5-11- 4 71 1.50" 1. 50�� support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the CBC -01 Code. BRC REQUIREMENTS shown are based ONLY - GIRDERS. IF 2.S" GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearing - - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone MAX DEFLECTION (span) : TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at11111oth street. NW,Ste 800.Washington. DC26038. Hurricane/Ocean Line - No Exp,Category e C Bldg Length - 80.00 ft, Bidg Width = 40.00 ft L/999 MEM 3-4 (LIVE) LC 17 Mean roof height - 11.26 ft, mph 80 L= -0.03" D= -0.06" T= -0.08" CRITICAL MEMBER FORCES: ' CBC Standard Occupancy, Dead Load = 1S.6 psf TC COMP. (pull.)/ TENS. (OUR.) CSI 1-2 -158(1.60)/ 81(1.25) 0.37 2-0 67 1.25 / 35((1.2 S3 0.35 0-0 -2 1.25 / 2 1.60 0.00 BC CORP.(OUR. )/ TENS.(DUR.) CSI .. 3-4 0(1.25)/ 182(1.60) 0.22 4-0 0(1.25)/ 0(1.60), 0.00 5r 00 unless I 6-0-0 3 41 OVER 4 SUPPORTS B3 W:108 R:94 U:-43 I 5-3-11 2-10-1 JSHIP 1 WAK/V/IV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL ' This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl garage - and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions -L00006_100001 • are to be verified by the componant manufacturer andfor building designer prior to lab ritaflon. The building designer must ascertanthat the loads Dsgnr: RM #LC = 17 WT: 34# utiliasd 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 TC Live 16.00 psf LiveDur L=1.25 P=1.15 ' 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shovm is for lateral support of wmponents members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Da ton Highway Durham, CA 9938 envirenmentthalwi9wusethemoisturecontentofthewoodtoe=eed19%andforcauseconnectorplatewmosion. Fabricate, handle. install and brace this truss in accordance with the follow ng awndards:'Joinl and Cutting Detail Reports' available as wtPnl from Truswal wflware, 'ANSI/TPI 1', WTCA 1'- Wood Truss Ommil of America Standard Design Resp-ibilides.'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 10.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at11111oth street. NW,Ste 800.Washington. DC26038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 t Job Name: JUHL GARAGE Truss ID: C2 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 395 3.50., . 5011 1. $O" BC 2x4 DFL 91 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -9 lb 2 6- 0-12 380 1.50 1.$011 PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -187 1b 3 10- 0-12 195 1.50 1.50" Mark all interior bearing .locations. Install interior IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -90 lb 4 11- 8- 8 60 1. SO" 1.50" supports) before eretti on. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR Support •4 39 ib 4 S $-11- 4 71 1. SO" 1.50" ® 792 Durham Dayton Highway Durham, CA 95938 MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss designed using the CBC -01 Code. BRG REQUIREMENTS Shown are based ONLY HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 On the LECs$ material at each bearing TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association(AFPA) is located at 111119th Street, NW, Ste 800, Washington. DC 20030. Truss Location - Not End Zone MAX DEFLECTION (Span) Hurricane/Ocean Line - No , Exp Category - C L/999 MEM 3-4 (LIVE) LC 17 MeBldg Length = 80.00 ft, Bldg Width = 40.00 ft an roof height = 11.26 ft, 80 L- -0.02" D= -0.06" T= -0.08" mph CBC Standard Occupancy, Dead Load = 15.6 psf CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -194 1.60)/ 81 1.25) 0.36 2-0 -65 1.25)/ 43(1.253 0.35 0-0 -33 1.25)/ 22(1.25 0.10 0-0 -2(1.25)/ 2(1.60) 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI - 4 0 25 2 ) 22 0 ( 40 0.9% 00.90 8.00 1 2 51 00 �--� 6-0-0 ' 3 .4� - OVER 5 SUPPORTS 20 B4 WAN R:60 T SHIP U:-39 6-0-10 2-10-1 1 10/1 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual Wilding component not Was system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhlgarage_L00006_J00001 and time in accordance wiN the current versions of TPI and AFPA design standards. No reaponsiDilily is assumed for dimensional accuracy. Dimensions re to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 21 Wr: 37# "III d on this design meet or e-- the loading imposed by the local Wilding code and the particular application. The design assumes that the top chard TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shovvn is for lateral support ofcomponerits members only to reduce buckling length. This component shall not be placed in any that All the the TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 95938 environment cause moisture content of wood to exceed 19%and/or cause connector plate corrosion. Fabricate. handle,instan and brace this wssinaccordancewilnthe following standards: 'Joint and Cutting Detail Repons'availableaaoutput from Truawalsoftwara. 'ANSIfTPI 1', WTCA V- Wood Trusa Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 psf BC Dead 10.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Tmea Plate Institute (TPI) is located at 583 D'Orofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association(AFPA) is located at 111119th Street, NW, Ste 800, Washington. DC 20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 b' A♦ o Job Name: JUHL GARAGE Truss ID: J02 Qty: 5 BRG X -LOC REACr SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) 1 0- 1-12 -270 3.50" 1.50" BC 2x4 DFL 41 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -51 lb 2 1-11- 0 97 1.50 1.50 PLATE VALUES PER ICBG RESEARCH REPORT 41607. MULTIPLE LOAD CASES. Support 2 -12 lb Mark all interior bearin@locations. 3 5-11- 4 46 1.50" 1.50 install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, THEY This truss 1s designed using the support(s) erection. BRG REQUIREMENTS shown are based ONLY Shim bearings (if needed) for req. support. ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. MAX DEFLECTION (span) : - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Not End Zone Hurricane/Ocean Line = No Exp Category - C Bldg Length = 80.00 ft, Bidg Width = 40.00 ft L/999 MEM 3-4 (LIVE) LC 17 TC Dead 16.00 psf Mean roof hei ht = 10.42 ft, mph 80 L. 0.00" D- -0.03" T- -0.03" CRITICAL MEMBER FORCES: environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install and brace this truaainaooerdancewith the fol1cmrgatandards:'JoIntand Cutting DetatlReports'availableasoutput from Truawalsoft-s. 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION - CBC Standard ccupancy, Dead Load = 15.6 psf TC COMP. DUR. / TENS.(DUR.) CSI (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onofrio Drive, Madison, 1-2 -13 1.60 / 36(1.25) 0.16 TRUSPLUS 6.0 VER: T6.5.4 2-.0 -2 1.25 / 2(1.60) 0.00 Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 BC COMP.(DUR.)/ TENS.(DUR.) CSI 3-4 0(0.90)/ 32(1.60) 0.13 4-0 0(0.90)/ 0(1.25) 0.00 1 2 F5_00 3 4 T ,-1-,5 1SHIP B3 W:108 R:48 U: U e WAKIVINU Read all notes on this sheet and give a copy of it to the, Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl garage_L00006_300001 and done in accordance with the current versions of. TPI and AFPA design standards. No responsibility, is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 17 WT: 19# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 utilised on this design meet or exceed the loading Imposed by the local building code and the particular application. The design assumes that the lop chord . is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unlessothervise - TC Snow 0.00 psf SnowDur L=1.156 P=1.15 noted. Bracing shown is far lateral support of components members only to reduce buckling length. This component shall net be placed in any TC Dead 16.00 psf Rep Mbr Bnd /.Comp /Tens ® 792 Durham Dayton Highway Durham, CA 93938 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install and brace this truaainaooerdancewith the fol1cmrgatandards:'JoIntand Cutting DetatlReports'availableasoutput from Truawalsoft-s. 'ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION - BC Live 0.00 psf BC Dead 10.00 psf . 1.15 / 1.00 / 1.00 O. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800.Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 e Job Name: JUHL GARAGE Truss ID: J04 Qty: 5 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 DFL 41 Platings ec : ANSI/TPI - 1995 UPLIFT REACTION(5) : 1 0- 1-12 359 3.50" 1. SO' 2 3-11- 0 125 1. 50:: 1. 50" PLATE VALUES PER ICSO RESEARCH REPORT 41607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -56 lb Support 2 -50 lb 3 5-11- 4 59 1.50 1.50" Mark all interior; bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the , Install interiorupport(s) before erection. BRG REQUIREMENTS Shown are based ONLY Shim bearings (if needed) for req. support. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY CBC - O1 Code. Bldg Enclosed - Yes, Importance Factor 1.00 on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2. S" GUN NAILS ARE USED, THE - Truss Location = Not End Zone MAX DEFLECTION (span) : HANGERS MUST. BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category - C L/999 MEM 3-4 (LIVE) LC 17 - Bldg Length o 80.00 ft, Bidg Width = 40.00 ft L- -0.01" D= -0.04" T- -0.05" CRITAL MEMBER FORCES: IC enimmentlhatwincausethemoisturecontentofthewoodtoexceed19%and/orcause connector plate corrosion. Fabricate. handle. andl, cethistrussinaccordanceWththefollowingstandards:'JointandCuttingDetailReports'availableasoutputfromTruswalsoftware, 'ANSUTPl Mean roof height = 10.84 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. DUR. / TE14S.(DUR. CSI Durham, CA 95938 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY,INFORMATION'. 1-2 -35 1.25 / 47 1.25 0.21 2-0 -2 1.25 / 2(1.60 0.00 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 BC COMP. OUR. / TENS.(DUR. CSI ' 3-4 0 1.60 / 69(1.60 0.18 4-0 / 0(1.25 0.00 Wisconsin53719. The American and Paper Association(AFPA)islocatedat111119thSt-LNW.Ste800.Washinglon,DC20036. Bldg Code: CBC-Ol 2 51 00 3 4 l 2.9_„ SHIP 63 W:108 R:59 U: VVAKIVIIVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL Thisdesign is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl garage_L00006_JO0001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw 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 Dsgnr: RM #LC = 17 WT: 23# utiliwd on this design meet or exceed the loading imposed by the local building coda and the particular application. The design assumes that the top chordTC Live 16.00 psf L i veDu r L-1.25 P=1.15 is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow 0.00 psf SIIOWDUr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any install TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway enimmentlhatwincausethemoisturecontentofthewoodtoexceed19%and/orcause connector plate corrosion. Fabricate. handle. andl, cethistrussinaccordanceWththefollowingstandards:'JointandCuttingDetailReports'availableasoutputfromTruswalsoftware, 'ANSUTPl BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY,INFORMATION'. BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 (Best 1-03) and'BCSI SUMMARY SHEETS' by WTCA end TPI. Tho Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, Forest ' Wisconsin53719. The American and Paper Association(AFPA)islocatedat111119thSt-LNW.Ste800.Washinglon,DC20036. Bldg Code: CBC-Ol DEFL RATIO: L/360 TC: L/18 1 Job Name: JUHL GARAGE Truss ID: J06 Qty: 5 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 423 3. 50" 1. 50" DFL #1 PLATE VALUES PER ICBG RESEARCH REPORT #1607. 2 5-11- 0 170 1. $0• 1.50 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -68 lb SuPPort 2 -81 lb Mark all interior bearin&locations. 3 5-11- 4 78 1.50" 1.50" interior IF HANGERS ARE INDICATED ON THIS DRAWING, This truss 1s designed using the Install supports) before erection. BRG REQUIREMENTS Shown are based ONLY Shim bearings (if needed) for rep. support. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 On the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5•' GUN NAILS ARE USED THE Truss Location - Not. End Zone MAX DEFLECTION (Span) : MANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category C L/999 MEM 3-4 (LIVE) LC 1 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, Bldg Length = 80.00 ft Bidg width = 40.00, ft L- -0.03" D- -0.07" T- -0.10" CRITICAL MEMBER FORCES: TRUSPLUS 6.0 VER: T6.5.44 Mean roof height = 11.rL6 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. TENS.((DUR.)) CSI DEFL RATIO: L/360 TC: L/18 - ((DUR. ))/ 62(1.25)/ 62(1.60) 2-0 0.00 BC COMP.(((DUR.)))/ TENS. CSI ((DUR.)) 100(0.901 60) 4-26 0 0(1.60)% 0.00 ' 1 2 51 00 3 4 20 2-9-15 B2 W:108 R:170 U:-81 3-7-11 SHIP B 08 R:78 U: VVAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an int! dual building component not bass system. D has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. Norwponsibility. isassumedfwdimensionalaccumcy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the leads utilised 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 Cust: LIA ]UHL WO • Dri ve_N_j uhl garage_L00006_300001 Ds fir• RM #LC = 15 WT: 26# 9 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow - 0.00 psf SnowDu r L=1.15 P=1.15 ® -led. Bracing shown is for lateral support of components members ordy to reduce buckling length. This 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 carrosion. Fabricate,handle. install TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway and brace this trassinaccordance vriththe following standards: 'Joint and Cutting Detail Reports' available asoutput from Truswalsoflware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 •ANSI/TPI 1','WTCA 1'- Wood Truss Council of America Standard Design Responsibili8es,'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER: T6.5.44 Wisccnsln53719. The American Forest and Paper Association (AFPA)islocated at1111lgthSueeLNW. Sts 800,Washington, TIC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL GARAGE Truss ID: J08 Qty: 5 BRC X -LOC REACT SIZE REQ; D TC 2x4 DFL 01 BC 2x4 DFL Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 395 3.50" 1.50 2 6- 0-12 372 1. 50 1. 50:: d1 PLATE VALUES PER ICBG RESEARCH REPORT 81607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -40 lb Support 2 -177 lb 3 7-11- 0 13 1. 50" 1. 50 Mark all interior bearing locations. i IF. HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -68 lb 4 5-11- 4 70 1. 50 1.50" Install nterior supports) before erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the CBC -01 Code. BRG REQUIREMENTS shOwn are based ONLY GIRDERS. IF 2.5' GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor = 1.00 On the truss material at each bearing ® 792 Durham Dayton Highway HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone MAX DEFLECTION (span) Durham, CA 95938 'ANSI?PI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILD!No COMPONENT SAFETY INFORMATION' - Hurricane/Ocean Line = NoExp•Categor - C Bldg Length - 80.00 ft, 8i dg Width = If 00 ft L/999 MEM 3-4 (LIVE) LC 17 (8CSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison. Mean roof height = 11.26 ft, 80 L- -0.02" D- -0.06" T- -0.08" CRITICAL MEMBER FORCES: TRUSPLUS 6.0 VER: T6.5.44 ' mph CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -117 1.60 / 81 1.25 0.36 2-0 -62 1.25 / 5 1.60 0.34 0-0 -2 1.25 / 2 1.60 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI 3-4 0(1.25)/ 144(1.60) 0.22 4-0 0(0.90)/ 0(1.60) 0.00 ' 3-7-15 0 Truscledwal CirI :] 5r 00 3 4 OVER 4 SUPPORTS 20 B3 W:108 R:13 T U:-68 10-1 4-5-11 1 SHIP 10/16/2006 WHK/V/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not was system. H hes bean based on specification provided by the component manufacturer WO • Dri ve_N_j uhl garage_1-00006_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 17 WT: 30# -CFS- are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = TC Live 16.00 psf L i veDu r L=1.25 P=1.15 utilised on We 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 Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall net be placed in any TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content ofthe voodtoexceedl9%and/or cause connector plateconroslon. Fabricate. handle. install and brace this buss in accordance withthe following stindards:'Jointand Cutting Detail ReporW'availableasoutput from TruswalsofMare, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI?PI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILD!No COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (8CSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.44 Wisconsin53719. The AmaricanForestandPaperAssociation(AFPA)islocatedat111119thStreet.NW.St.800.Washington•DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 v n•�n t Job Name: JUHL GARAGE Truss ID: J10 Qty:' 5 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL Yl Plating spec : ANSI/TPI - 1995 UPLIFT' REACTION(S) 1 0- 1-12 395 3.50 1.50 BC 2x4 DFL Yl THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -23 lb 2 6- 0-12 385 1. 50 1.50" PLATE VALUES PER IC60 RESEARCH REPORT Y1607. MULTIPLE LOAD CASES. Support 2 -190 lb 3 9-11- 0 94 1.50 1.50 Mark all interior bearing locations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -43 lb 4 5-11- 4 71 1.50" 1.50 supports) erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the C8C-01 Code. BRC REQUIREMENTS shown are based ONLY ® 792 Durham Dayton Highway Durham, CA 9$938 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearing HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone MAX DEFLECTION (span) TRU SPLUS 6.0 VER: T6. 5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gthSueeLNW, Ste800•Washington. DC20038. Hurricane/Ocean Line - No Exp Categor = C Bldg Length 80.00 ft, 8idg Width X0.00 ft L/999 MEM 3-4 (LIVE) LC 17 - a Mean roof height = 11.26 ft, mph 80 L_ -0.03" D- -0.06" T= -0.08" CRITICAL MEMBER FORCES: CBC Standard Occupancy, Dead Load = 15.6 psf TCCOMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -158 1.60 / 81 1.25 0.37 2-0 -67 1.25 / 35 1.25 0.35 0-0 -2 1.25 / 2 1.60 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI 3-4 0C(1.25))/ 182(1.60) 0.22 ' 4-0 0(1.25)/ 0(1.60) 0.00 ' 4-5-15 - 0-11 1 2 500 f--� 6-0-0 3 4 OVER 4 SUPPORTS 20 B3 W:108 R:94 U:43 5-3-11 2-10-1 JSHIP 1 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust:.LIA JUHL This dealgn is for an individual bulking component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_N_juhl garage_L00006_JO0001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimeruions are to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the foods Dsgnr: RM #LC = 17 WT: 34# utilimd 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwiseCFS TC Snow 0.00 psf. SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 9$938 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate commion. Fabricate, handle, install and brace this wssinaccordance wfollowing 'ANS17rPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'But LOI NO COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 10.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive. Madison, TRU SPLUS 6.0 VER: T6. 5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gthSueeLNW, Ste800•Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL GARAGE Truss ID: J12 Qty: 5 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 395 3. 50" 1. 50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -7 lb 2 6- 0-12 380 1. 50 1.50'. PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -187 lb ' 3 10- 0-12 199 1. 50,. 1. 50 Mark all interior bearing locations. Install interior IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -93 lb 4 11-11- 0 65 1. 50,, 1.50 support(s) before erection: PLATING BASED ON CR VN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 4 -38 16 This designed 5 5-11- 4 71 1.50 � 1.50" 16.00 psf GIRDERS. IF 2. S" GUN NAILS ARE USED, THE truss is using the CBC -01 Code. ERG REQUIREMENTS Shown are based ONLY TC Snow HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 On the truss material at each bearing noted. Bracing shown is fm lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead Truss Location - Not End Zone MAX DEFLECTION (span) MEM 3-4 ® 792 Durham Day to Highway Durham, CA 95938 environment that will muse the moisture content of the wood to exceeB 19% and/or muse connector date corrosion. Fabricate. handle. install and brace this truss inaccordancewiththefollowing standards: 'Joint and CuttingDetail Reporls'availableasoutput fromTruswalsoftware, 'ANSIfrPI 1', WTCA 1' • Wood Truss Council of Americo Standard Design Responsibilities, 'BUI LDI No COMPONENT SAFETY INFORMATION'- Hurricane/Ocean Line - No , Exp Category = C Bldg Mean �ooPthei phthv 800.00 ft L/999 (LIVE) LC 17 L= D- T- 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 hto=_lit25 Cat Standard Occupancy, Dead Load 15.6 -0.02" -0.06" -0.08" CRITICAL MEMBER FORCES: ' = psf TCCOMP.(DUR.)/ TENS.(DUR.) CSI Bldg Code: CBC -01 - 1-2 -199(1.60)/ 81(1.25) 0.36 2-0 _87(1.603/ 43(1.253 0.35 0-0 34(1.25 / 23(1.25 0.10 ' 0-0 -2(1.25)/ 2(1.60) 0.00 , BC COMP.((DUR.))/ TENS.((DUR.)) CSI 210(1.22 4-0 0(0.90)% 25) 0.00 3-4 I W:308 R:395 U:-7 2 5r 00 - 2 - W:108 R:380 LI A 87 B5 W:108 R:71 6-0-12 U: 10-C ' 3 4' OVER 5 SUPPORTS B4 W:108 R:65 T U:-38 6-1-11 - SHIP 2-10-1 l 0 Tfuswal Systems Plates are 20 fqa. unless shown by "18"(18 ga.), "H"(16Rga.) or "MX"(TW MX 20 ga.), pasidoned per Join1I Ietails Report. Circled laces and falseframe acesare positionedasshown above. hi ablestud Tates toav0ldOverla withsWctural laces orsta te. 10/16/2006 AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ']UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uM garage_L00006_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 21 WT: 38# re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = ullimd on this design meet or exceed the loading Imposed by the local building code end the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf S n owDu r L=1.15 P=1.15 noted. Bracing shown is fm lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf' Rep Mbr Bnd / Comp / Tens ® 792 Durham Day to Highway Durham, CA 95938 environment that will muse the moisture content of the wood to exceeB 19% and/or muse connector date corrosion. Fabricate. handle. install and brace this truss inaccordancewiththefollowing standards: 'Joint and CuttingDetail Reporls'availableasoutput fromTruswalsoftware, 'ANSIfrPI 1', WTCA 1' • Wood Truss Council of Americo Standard Design Responsibilities, 'BUI LDI No COMPONENT SAFETY INFORMATION'- BC Live BC Dead 0.00 psf 10.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocaladat11111ftStreet. NW. Ste 800,Washington. OC2003B. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 0 a Job Name: JUHL GARAGE Truss ID: J14 Qty: 4 BRC X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 397 3. 50 1. 50 BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -180 lb 2 6- 0-12 373 1.50" 1.50 PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -133 lb 3 10- 0-12 271 1.50 1.50" Mark all interior bearing locations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 4 -55 lb 4 13-11- 0 114 1.50" 1.50" suppori(s) erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS fOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the CBC Code. 5 5-11- 4 72 1. 50" 1. 50" ® 792 Durham Dayton Highway Durham, CA 9$938 GIRDERS. IF 2. S' GUN NAILS ARE USED, THE -01 Bldg Enclosed - Yes, Importance Factor o 1.00 BRGREQUIREMENTS shown are based ONLY HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone on the truss material at each bearing TRUSPLUS 6.0 VER: T6.5.44 Wisconsin 53719. The American Forest and Paper Association (AFPA)i.located at 111/i9IhStreet. NW, St. 800, Washington. DC 20038. Hurricane/Ocean Line - No Exp Category C Bldg length a 80.00 ft, Bidg Width = 40.00 ft MAX DEFLECTION (span) - Mean roof height - 11.26ft, mph 80 L/999 MEM 3-4 (LIVE) LC 17 CBC Standard Occupancy, Dead Load = 15.6 psf L- -0.03" D- -0.06" T- -0.08" 0-0 -2(1.25)/ 2(1.60) 0.00 BC COMP.(OUR.)/ TENS.(DUR.) CSI 3-4 0(1.25)/ 256(1.60) 0.22 4-0 0(0.90)/ 0(1.25) 0.00 1 2 5 00 f 2-i6-0-0 3 4 OVER 5 SUPPORTS 84 W:108 R:114 U:-55 6-1-11 SHIP 00 o. J n , 2 07 yl4 � r- 10/16/2006 � 1 0/16/2006 WAK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL ' This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhlgarage_L00006_]00001 and done in accordance vriN the current vereion. of TPI and AFPA design standards. No responsibility is easumed for dimensional accuracy. Dimensions DS • RM #LC 21 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads n r = WT: 42# g ' 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roofor floor sheathing and the bottom chord is leterollybraced by a rigid sheathing material di,.Uy attached, unlessolharWs. TC Snow 0.00 psf SnowDur L=1.15. P=1.15 noted. Bracing shown is for lateral support of components member. only to reduce bucIding length. This component shall net be placed in any TC Dead 16.00 psf Rep Mbr Brill/ Comp / Tens ® 792 Durham Dayton Highway Durham, CA 9$938 environment Unit wit cause the moisture content of the wood to exceed 19%ana/ercauseconneperplatecorrason. Fabricate. handle..Install and bracethiswssinaccordancewinmefollowingstandards:vointandawngDetailReports'availableasoutputfromTraawalsoft-re. 'ANSIfrPI 1', WTCA V- Wood Truss Council of Am erica Standard Design Responsibili0es,'BUILDING COMPONENT SAFETY INFORMATION'. BC Live 0.00 psf BC Dead 10.00 psf 1.15 / 1.00 / 1.00 O. C. Spaci ng ' 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate InstWts (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.44 Wisconsin 53719. The American Forest and Paper Association (AFPA)i.located at 111/i9IhStreet. NW, St. 800, Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL GARAGE Truss ID: J16 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL s1 Plating spec : ANSI/TPI - 1995 UPLIFT REACfION(S) : 1 0- 1-12 396 3. 50 1. $0" BC 2x4 DFL B1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -183 lb 2 6- 0-12 375 1. 50 1. 50 PLATE VALUES PER ICBO REEARCH REPORT 91607. MULTIPLE LOAD CASES. Support 3 -122 lb 3 10- 0-12 253 1.50', 1.50" Mark all interior bearinglocations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 4 -117 lb 4 14- 0-12 241 1. 50" 1.50" sugort(s) erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI orS -45 lb 5 15-11- 0 46 1.50" 1.50" -PLV GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the CBC -01 Code. 65-11- 4 72 1. 50" 1. 50" 7ruswal Syvsstems Plates are 20)ga. unless shown by'18'(18ga.),-M(16 a.)Or"MX"(TWMX20ga.). positioned per Joint De"s(.1eport. Circled fates and false frame ates are ositioned as shb rMove. SOff able stud plates to avoid boverlap with sWctural plates or sta le. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 BRIG REQUIREMshown are based ONLY - Cust: LIA JUHL Truss Location - Not End Zone on the truss material at each bearing WO' Dri ve_N_j uhl garage Hurricane/Ocean Line- No , Exp Category - C MAX DEFLECTION (span) Ds n r RM -L00006 -J00001 #LC 29 Bldg length = 80.00 ft, Bldg with = 40.00 ft Mean rooF height - 11.26 ft, mph o 80 L/999 MEM 3-4 (LIVE) LC 24 g : =. 45# CBC Standard Occupancy, Dead Load = 1S.6 psf L- -0.03" D- -0.06" T- -0.08" TC Live 16.00 psf. Li veDu r L=1. 2 5 P=1.15 CRITICAL MEMBER FORCES: 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 TC Snow 0.00 psf TC COMP.((DUR.))/ TENS.((DUR.)) CSI Il 2 -2802-0 -170(1.60)1 46(1.25) 0.34 noted. Bracing shown is for lateral support of oomponents members only to reduce buckling length. This component shell rat be placed in any that ' 8C COMP.22 ((DUR.))/ TENS.((DUR.)) CSI 3-4 04-0 0(1.25)% 290(1.25) 0.00 1 2 B5 W:108 R:46 U:-45 7-9-11 SHIP 10-1 1 U: 6-0-12 I 1U-12 1 14-0-12115-11-12) 2- 0 01 6-0-0 ' 3 4' o. 2' J n , 2 07 OVER 6 SUPPORTS Vt�. �P 7ruswal Syvsstems Plates are 20)ga. unless shown by'18'(18ga.),-M(16 a.)Or"MX"(TWMX20ga.). positioned per Joint De"s(.1eport. Circled fates and false frame ates are ositioned as shb rMove. SOff able stud plates to avoid boverlap with sWctural plates or sta le. �OI�6I2OO6 WARNINGRead aff notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not buss system. It has been based on specifications Provided by the component manufacturer WO' Dri ve_N_j uhl garage and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r RM -L00006 -J00001 #LC 29 are to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the foods - g : =. 45# utiliaed on this design meet or mmeed the loading imposed by the local building code and the particular application. The design aswmes that the lop chord TC Live 16.00 psf. Li veDu r L=1. 2 5 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of oomponents members only to reduce buckling length. This component shell rat be placed in any that TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ®environment 792 Durham Dayton Highway Durham, C4 95938 will wus. the moistunecontentofthe wood aex<eed1. ndforcause connector plate wnosion. Fetrricate.handle. install and brace this Wssinaccordance with the following standards: 'Joint and Cutting Detail Reports' available asoutput front Tmawalsoflware. 'ANSI/rPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live BC Dead 0.00 psf 10.00 psf 1.15 / 1.00 / 1.00 O. C. Spaci ng 2-.0- 0 TRUSPLUS 6.0 VER: T6.5.4 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. wiaosnsiri53710. The AmericanFoestandPaperAssociation(AFPA)islocatedat111119thStreet,NW,Ste800.Washington,DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL GARAGE Truss ID: J18 . Qty: 2 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 - UPLIFT REACFION(S) : 1 0- 1-12 396 3.50 1.50" BC 2x4 DFL #1 TNIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -2 lb 2 6- 0-12 376 1.50 1.50 FILL CHD 2.4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -182 lb 3 10- 0-12 243 1. 50:: 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. interior IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -118 lb 4 14- 0-12 61 1.50 1. $0' Mark all bearing locations. Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 4 -25 lb Support S -8 lb 5 17-11- 0 3 1. 50" 1. 50" 6 5-11- 4 71 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5' CUM NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss 1s designed using the CBC -01 Code. BRG REQUIREMENTS shown are based ONLY Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearingTress Location - Not End Zone MAX DEFLECTION (span) Hurricane/Ocean Line - No Exp Category = C Bidg Length = 80.00 ft, Bidg Width = 40.00 ft L/999 MEM 3-4 (LIVE) LC 24 Mean rooF height = 11.26 ftmph = 80 L- -0.03" D= -0.06" T- -0.08" CBC Standard Occupancy, Dead Load = 15.6 psf CRITICAL MEMBER FORCES: ' TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -213 1.60 / 81 1.25 0.36 2-0 -102 1.60 / 45 1.23 0.34 ' 0-0 -48 1.25 / 20 1.25 0.14 0-0 -3 1.2S / 1 1.60 0.06 0-0 0(1.25)/ ON 0) 0.00 BC COMP. TENS.((DUR.)) CSI ((DUR.))/ 4 22 -0 0(1.25)% 230(1.25) o.00 792 Durham Dayton Highway Durham, CA 95938 TRUSPLUS 6.0 VER: T6.5. Tel Circled I 1 2 . 2• A 6-0-0 3 V OVER 6 SUPPORTS 8 pa.), "H"(16da.), or "MX"(TW MX 20 B5 W:108 R:3 U:-8 8- -11 T SHIP 2-10-1 I VVHK/YI/YV Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not Coss system. It has been based on specifications provided by the Component manufacturer and time in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions re 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 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 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 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports' available es output from Truswal software, 'ANSUTP1 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - (SCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Omhio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 10th SueeL NW, Ste 800, Washington, DC 20036. 10/16/2006 Cust: LIA JUHL W0: Drive_N_juhlgarage_L00006_J00001 Dsgnr: RM #LC = 29 Wf: 50# TC Live 16.00 psf LiveDur L=1.25 P=1.15 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.00 / 1.00 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL GARAGE Truss ID: K02 Qty: 5 BRG X -LOC REACT SIZE REQ•D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 255 3.50" 1. SOS' BC 2x4 DFL #1 'I THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -57 lb Z 1-11- O 54 1. SO•' 1. SO,. PLATE VALUES PER BORE RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -26 lb Xark all interior bearingq locations. 3 1-11- 4 26 1.50 1. SO" Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the supports) erection. ERG REQUIREMENTS Shown are based ONLY Shim bearings (if needed) for rep. support. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLV CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - Not End Zone MAX DEFLECTION (span) HANGERS MUST BE RE-EVALUATED (BV OTHERS). Hurricane/Ocean Line = No Exp Category - C L/999 MEM 3-4 (LIVE) LC 1 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector date corrosion. Fabricate. handle. install a'dbracethiswssinauardancewiththefalowingstandama:'Jointand�cawngDetailRepons'availableasoutputfromTru-Isoft"re. Bldg Length - 80.00 ft, Bldg Width = C0.00 ft L= 0.00" D= 0.00 T. 0.001, CRITICAL MEMBER FORCES: Durham, C4 9`5938 Mean roof height - 10.43 ft, mph = 80 CBC Standard Occupancy, Dead Load = 15.6 psf 'TC COMP. DUR. / TENS.(DU1, CSI 0. C. Spaci ng 2- 0- 0 1-2 -19 1.60 / 19 1.25 0.03 2-0 -2(1.25)/ 2(1.60)0.00 Wiaconsin53719. ThaAmericanForeatandPap.Association(AFPA)islocatedet1Ill lgthSt,.t.NW.St. 899,Washirglon,DC20936. Bldg Code: CBC -01 COMP.(DU6O)/ TEN32(/U60) - 380SI 4 0003 4-0 0((1.60))/ 0(0.90) 0.00 1 2 5.00 1-1-15 3-4 log, B1 W:308 R:255 U:-57 1-11-12 2-0-0 2-0-0 3 4' W: W:108 1-1-15 R:54 1 U:_26 1-11-11 SHIP B3 W: 08 R: U: J. 'QQ SSI J n , 2 07 Vt1.l�� A nim �innn�. VIFAMW/YV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl garage -L00006_]00001 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 Ds n r • RM # LC = 15 WT • 12# g F utilimd 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 noted. Bracingahownisforlateralsupportofcomponentsmembersonlytoreducebucklinglength. This component shall not be placed in any TC Dead 16.00 psf P Re Mbr Bnd /Com P P / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to exceed 19% and/or cause connector date corrosion. Fabricate. handle. install a'dbracethiswssinauardancewiththefalowingstandama:'Jointand�cawngDetailRepons'availableasoutputfromTru-Isoft"re. BC Live 0.00 psf 1:15 / 1.00 / 1.00 Durham, C4 9`5938 'ANSI/TPI I% WTCA V- Wood Truse Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI "3) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6. 5.4 Wiaconsin53719. ThaAmericanForeatandPap.Association(AFPA)islocatedet1Ill lgthSt,.t.NW.St. 899,Washirglon,DC20936. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 10 r3; , t' Job Name: JUHL GARAGE Truss ID: K04 Qty: 5 BRC X -LOC REACT SIZE REQ'D TC 2x4 OF #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 247 3. 50:: 1.50" BC 2z4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -36 lb 2 2- 0-12 141 1.50 1. 50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -74 lb 3 3-11- 0 53 1.50:: 1.50" Mark all interior bearingg locations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, SUDDart3 -26 lb 4 1-11- 4 25 1.50 1.50" support( s) erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY This truss 15 designed using the CBC Code. BRG REQUIREMENTS shown are based ONLY ® 792 Durham Dayton Highway Durham, CA 95938 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE -01 Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearing HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Not End Zone MAX DEFLECTION (span) : TRUSPLUS 6.0 VER: T6.5.4 Wisconcins3719. TheAmenican.Forest and Paper Association (AFPA)islocated at111119th Street. NW. Ste 800,Washington. DC20038.Bldg Hurricane/Ocean Line = No Exp Category = C Bldg Length = 80.00 ft, Bldg Width = 40.00 ft L/999 MEM 3-4 (LIVE) LC 17 1-� 1 2-9-11 Mean roof height = 10.43 ft, mph 80 L= 0.00" D= 0.00" T- 0.00" CRITICAL MEMBER FORCES: OJ -1 - CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP.(DUR. )/ TENS. (OUR.) CSI SHIP 131 1-2 27<1.25) 0.05 B4 _63(1.60)/ 2-0 228((1.25))/ 19((1.25)) 0.04. 0-0 1.25 / 2 1.60 0.00 ' W:108 8C COMP.(DUR.)/ TENS.(DUR.) CSI R:247. R:25 3-4 0(1.25)/ 70(1.60) 0.03 U:-36 U: 4-0 0(1.25)/ 0(0.90) 0.00 1 2 5x .00 20 2-0-0 2-0-0 3 4 OVER 4 SUPPORTS 20 VVHK/Y/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL B3 WO: Drive_N_juhlgarage_L00006_)00001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions W:108 a re to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 17 WT: 15# TC Live 16.00 psf Li veDu r L=1.25 P=1.15 R:53 utilimd 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 Row sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 U:-26 1-1 -15 2 ® 792 Durham Dayton Highway Durham, CA 95938 environment that cause the moisture content of the wood to exceed 10%and/w cause connector plate corrosion. Fabricate. handle. install and brats this eras in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal cohware. ,ANSI/TPl 1', WTCA V - Wood Truss Council of America Standard Design Respornsibilities.'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 psf BC Dead 10.0D psf p 1.15 / 1.00 / 1.00 O. C . S aci n 2- 0- 0 p g WA ' TRUSPLUS 6.0 VER: T6.5.4 Wisconcins3719. TheAmenican.Forest and Paper Association (AFPA)islocated at111119th Street. NW. Ste 800,Washington. DC20038.Bldg 3-4 RA 1 1-� 1 2-9-11 OJ -1 U:-74 SHIP 131 B4 W:308 W:108 R:247. R:25 U:-36 U: 20 2-0-0 2-0-0 3 4 OVER 4 SUPPORTS 20 VVHK/Y/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_N_juhlgarage_L00006_)00001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' a re to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 17 WT: 15# TC Live 16.00 psf Li veDu r L=1.25 P=1.15 utilimd 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 Row sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any will TC Dead 16.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 95938 environment that cause the moisture content of the wood to exceed 10%and/w cause connector plate corrosion. Fabricate. handle. install and brats this eras in accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal cohware. ,ANSI/TPl 1', WTCA V - Wood Truss Council of America Standard Design Respornsibilities.'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 psf BC Dead 10.0D psf p 1.15 / 1.00 / 1.00 O. C . S aci n 2- 0- 0 p g (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plots Institute (TPI) is located at 583 D'Onofrio Drive, Madison, ' TRUSPLUS 6.0 VER: T6.5.4 Wisconcins3719. TheAmenican.Forest and Paper Association (AFPA)islocated at111119th Street. NW. Ste 800,Washington. DC20038.Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 CONSTRUCTION ER'RMI'N'G Job #;060019 SPECI R LISTS PO Box 238 Durham, CA 95938 t: 530-342-5844 f: 530-342-5845 Email: cfst2 _cfschico.com EFS .CFS JOB INFORMATION DATE 10/20/2006 PROJECT :JuhJ�Residence� . BUTTE COUNTY CUSTOMER BUI�.®! DIVISIONLia Juhl VD - ® ADDRESS I//'? 2221 W. Sacramento Ave. COUNTY Butte NOTES: ❑Shop Drawings ❑Copy ®Sealed Drawings ❑Submittal ❑Field Set Designer: Becky Marshall Engineer: TRUSWAL SYSTEMS 800-322-4045 Apprvd Inspection Agency: CONTINENTAL: 916-718-5217 P.O.Box 785 Lodi, CA 95241 runs Petai s Standard brace [2etail5 ® 513[2-01 Truss firawinq Notes ® 513[2-03 Web 13racinq ® 5612-05 Alternate Brace ® 5130-09 Lateral 6racinq Gable End [2etail5 ® G612-12 Gable End [2etail5 ® 02-14 Wind Load 13racinq ® 6E12-16 Gable 13racinq ❑ CO2 -18 [2utch Gable 12etail5 Nip Poof [2etail5 ® Hp[2-22 ® HP,12-23 ® Hp[2-24 ❑ HP?[2-25 End Jack/ Fafker [2etail5 6' Set Back P're55ure 131ock Nip Connections End Jack Connections 5pecialtq [2etail5 ❑ 512-30 Fal5e game ❑ 512-52 Ladder game ❑ 50-34 13earinq Block ❑ 519-36 Hat fru55 ® 512-39 Valleq fru55e5 r 5/12 PITCH 24110 � Y KR *J02- BE J12 J13 J14 J15 J16 J17 ►B. �IMIMIMIMIMIMMMMM �I■�■IIS■I � �I MEMBER�'� FA lrwy� . ..... . . 11MURM 1� I -------- ru OVERI TO IT PLEASE USE THE FOLLING CONNECTIONS: - B1, B2, D1 THRU D5 WITH THA29 - E6, E7, E8, F4 TO G4 WITH HUS26 - F4 TO M1 WITH HUS26 - M1 TO E9 WITH THA29 TO G4 WITH HHUS26-2 J02 J02 moo^ Orr O.C. CVER/TOIT J01 U U U U Jot EA KIL KR , Y Y y Y T n, r ON CENTER } , ON CENTER y S� OVER(TO IT OVER/ TO IT OVER/TO IT PH 530-342-5844 SLJHL RES _ SALES REP: JR WO#: Lia Juhl Fax 530-342-5845 DUE DATE: Eli SCALE: 1/8" = 1' Z 2 A 1-T L7H L DSGNR/CHKR: RM / Date: 10/25/2006 10:40 Construction 2.22 1 W _ SACRAMENTO AVE _ TC Live 16.00 psf Dur Fac-Lbr: 1.25 C F' s Framing 101niffill C H 2 � C A C 0 TC Dead 16.00 psf Dur Fac-Plt :` 1.-15 Sp-ecl aL3-j, s BC Live 0.00 psf O.C. Spacing: 24.0 792 DURHAM DAYTON HIGHWAY BC Dead 10.00 psf Design Spec: ,CBC -01 DURHAM, CA., 95938 Total 42.00 psf #Tr/#Cf.g: 161 / 76 .. ....... .. PLEASE USE THE FOLLING CONNECTIONS: - B1, B2, D1 THRU D5 WITH THA29 - E6, E7, E8, F4 TO G4 WITH HUS26 - F4 TO M1 WITH HUS26 - M1 TO E9 WITH THA29 TO G4 WITH HHUS26-2 J02 J02 moo^ Orr O.C. CVER/TOIT J01 U U U U Jot EA KIL KR , Y Y y Y T n, r ON CENTER } , ON CENTER y S� OVER(TO IT OVER/ TO IT OVER/TO IT PH 530-342-5844 SLJHL RES _ SALES REP: JR WO#: Lia Juhl Fax 530-342-5845 DUE DATE: SCALE: 1/8" = 1' Z 2 A 1-T L7H L DSGNR/CHKR: RM / Date: 10/25/2006 10:40 Construction 2.22 1 W _ SACRAMENTO AVE _ TC Live 16.00 psf Dur Fac-Lbr: 1.25 C F' s Framing C H 2 � C A C 0 TC Dead 16.00 psf Dur Fac-Plt :` 1.-15 Sp-ecl aL3-j, s BC Live 0.00 psf O.C. Spacing: 24.0 792 DURHAM DAYTON HIGHWAY BC Dead 10.00 psf Design Spec: ,CBC -01 DURHAM, CA., 95938 Total 42.00 psf #Tr/#Cf.g: 161 / 76 •E ' CV UP Longitud de Tramo GENERAL NOTES NOTAS GENERALES ►1t= truss length Trusses are not marked in any way to Identify Los trusses no estan marrados de n(ngun modo que TRUSSES UP TO 30' 30' to 45' the frequency or location of temporary bracing. identifique la frecuenda o localizad6n de IDs arriostres reader bar 8 pies maximo Follow the recommendations for handling, (bracing) temporales. Use las recomendadones de manejo, Toe -in _ Spreader bar 1/2 to installing and temporary bracing of trusses. Instalad6n y arriostre temporal de IDs trusses. Vea el (poets 60' to 80'* • t.. Refer to BCSI 1-03 Guide to Good Practice for BCSI 1-03 Gua de Buena Practice para el Manejo Ins_talaci6n Handling. Installing & Bracing of Metal Plate 4 pies maximo 2/3 truss length y Arriost cle los T Ices de Madera Comej=dQ5 on Connected Wood TrusseWood Trusse for more detailed Pla�S�LYL�aras de Mem Ioara para mayor Informad6n. trusses de cuerdas brace for cantilevered information. pajalelas para mayor trusses must be placed Lateral braces Truss Design Drawings may specify locations of Los dibujos de diseno de IDs trusses pueden especifimr informaci6n. Locate permanent bracing on individual compression las localizadones de los arriostres permanentes en los above or stiffback members. Refer to the BCSI-B3 Summary miembros Individuales an compresl6n. Vea la hoja resumen BCS�oara los ardostres Dermanentes yf o d los 20.8' Fuera-de-Plomada. $ I n Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. All other mlembros secundarios Cwebs) para mayor informacl6n. EI Spreader bar 2/3 to permanent bracing design is the responsibility resto de arriostres permanentes son la responsabllidad del 22.9' I Imo_ 3/4 truss length —SII of the Building Designer. Disefiador del Edifido. �i The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalad6n y arriostre inadecuados, puede ser la cada de la estructura o aun peor, muertos o heridos. Banding and truss plates have sharp edges. Wear _ gloves when handling and safety glasses when + •. cutting banding. I Empaques y placas de metal tienen border afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANEJO Allow no more No permita mas j1 u than 3" of deflec- de 3 pulgadas de tion for every 10' pandeo por cada 10 of span. pies de tramo. t is ra 6'max to m iv to I Z Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticaies de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK '`�� ##jj f -J( Bundles stored on the ground for one LJ week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por una semana o mas deben ser elevados con bloques a cada 8 o 10 pies. 1'7( For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo, cobra los paquetes para prevenir aumento de humedad Pero permita ventilaci6n. Use special care in Utilice cuidado windy weather or especial en dies near power lines ventosos o cerca de and airports. cables electricos o de aeropuertos. e a HAND ERECTION — LEVANTAMIENTO A MANO --� r/f Trusses 20' or ;: - r7( Trusses 30' or LJ less, support IJ less, support at at peak. quarter points. r I Levante Levante de del pito los los cuartos trusses de 20' de trams los pies o menos. trusses de 30 I� Trusses up to 20' �I pies o menos. Trusses up to 30' Trusses hasta 20' Trusses haste 30' HOISTING — LEVANTAMIENTO QHold each truss In position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posic16n con la grua hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pito los trusses de mos de 30 pies. Greater than 30' Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS Spreader bar for It uss bundles Tagline "O O r71 Check banding Revise los empaques U prior to moving antes de mover los bundles. paquetes de trusses. ® Avoid lateral bending. — Evite la flexi6n lateral. 6a'% Do not store No almacene V! unbraced bundles verticalmente los upright. trusses sueltos. GDo not store on No almacene en uneven ground. tierra desigual. 60' or less Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Approx. 1/2 Tagline truss length Hasta 30 pies TRUSSES UP TO 30' 30' to 45' TRUSSES HASTA 30' reader bar 8 pies maximo Tae_ i Toe -in _ Spreader bar 1/2 to 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies maximo 2/3 truss length 16.7' trusses de cuerdas brace for cantilevered TRUSSES UP TO 60' pajalelas para mayor trusses must be placed Lateral braces TRUSSES HASTA 60' informaci6n. Locate Spreader bar Attach 10' D.C. above or stiffback mid-heightmax. 20.8' Fuera-de-Plomada. $ I n Spreader bar 2/3 to 1-3/8" 22.9' I Imo_ 3/4 truss length —SII Tagline 3/4" 3' E TRUSSES UP TO AND OVER 60' bob TRUSSES HASTA Y SOBRE 60' BRACING - ARRIOSTRE 1.G. Refer to BC5I-B2 Summary Sheet - Truss Installa- tion and Temporary Bracing_ for more information. i Vea el resumen BCSI-82 - Ins ala i6n de Trusses y Arriostre Temporal para mayor informaci6n. 4' Do not walk on unbraced trusses. No camine en trusses sueltos. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well Q— before erection of additional trusses. P Top Chord Temporary Lateral Bracing (TCTLB) nin. �C4'9Zfi�lAKO) i fIf l9 f::J�_s,fV-E.rJ_.WV,44. *;Orr`~r.Y,,47V_X.l-,:r) BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO F-7( This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. LJ Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies maximo *Consult a Professional Engineer for trusses longer than *Consulte a un ingeniero para trusses de mos de 60 pies.. f /f See BCSI•B2 for TCTLB options. �� ��� • Ll Vea el BCSI-82 para las opciones':— cle TCTLB. Refer to BCSI-B6� Summary Sheet - Gable End Frame Bracing Repeat diagonal braces. Vea el resumen B I -B6 - Arriostre Repita los arriostres del truss terminal diagonales. de un techo a dos agues' I�f Set first five trusses with spacer pieces, then add diagonals. Repeat LJ process on groups of four trusses until all trusses are set. Instale los cinco pdmeros trusses con espaciadores, luego los arriostres diagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2) BOTTOM CHORD—CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'45' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members Diagonal braces every 10 truss 10'-15' max, spaces (20' max.) same spacing as bottom chord lateral bracing Some chord and web members not shown for clarity. MIX DIAGONAL BRACMG 15 VERY IMPORTAMT iEL ARRIOSTRE MAMMAL E5 MUY ZMPOR'�ANTC& ;t E �► PLATE *QN'GT`E VV' 0D BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 Refer to BCSI-B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords 16" - Temporary and Permanent Bracing 15' D.C. for 4x2 chords 15 Diagonal braces or Parallel For el Chord -'0'01 _ " ~ every 15 truss 30max. spaces ' ( ) Trusses for more information. f -7f Tolerances for Vea el resumen BCSI-87 - Arriostre D/50 D (ft.) temporal y oermanente de I i ' The end diagonal 16.7' trusses de cuerdas brace for cantilevered pajalelas para mayor trusses must be placed Lateral braces 1.1/8• informaci6n. on vertical webs In line 2x4x12' length lapped 1/2" 2' with the support. over two trusses. 1-1/4° INSTALLING - INSTALACION Gypsum Board 12" �1f Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. 16" Asphalt Shingles LI Length —• Max. Bow Max Bow Max. Bow Truss Length Le to — ►� u� �n Max. Bow 0 3/4° 12.5' 7/8' 14.6' f -7f Tolerances for D/50 D (ft.) 1" 16.7' LI Out-of-Plumb.1/4" 1' 1.1/8• 18.8' Tolerancias para i I 1/2" 2' 1-1/4° 20.8' Fuera-de-Plomada. $ I n 1-3/8" 22.9' I Plumb 3/4" 3' bob 1 - 4' 1-1/2' 25.0' 1-1/4" 5' 1-3/4" 29.2' D/50 max 2" >_33.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION A Do not proceed with construction until all bracing is securely Maximum C� Stack Height and properly in place. for Materials on Trusses No proceda con la construcci6n hasta que todos los arriostres esten colocados en forma apropiada y Segura. ® Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet - Construction Loadjpg for more Information. No exceda las maximas alturas recomendadas. Vea el resumen Material Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 tiles high I r t r BCSI-04 Carga de Construccl6n para mayor informoc16n. ' \1 b ' 1 ® Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuates. Place loads over as many trusses as possible. l I Coloque las cargos sobre tantos trusses tomo sea possible., r Position loads over load bearing walls. r fr,• Coloque las cargas sobre las Paredes soportantes. i ALTERATIONS — ALTERACIONES Refer to BCSI-B5 Summary Sheet - Truss Damage. Iobsi Modifi anions and installation Errors. t Vea el resumen BCSI-B5 Dafios de trusses Modificadones en to Obra v Errores de Instals i6n Do not cut, alter, or drill any structural member of a truss unless—' specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n miembro estructural de Ips t trusses, a menos que este especificamente permiddo en el dibujo I del diseno del truss. 6 Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. I Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin Una autorizaci6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia dei Fabricante de Trusses. tl NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Ombactor and cane operator (if applicable) are ca- ; pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding 1111 construction practices from a competent party. The methods and procedures outlined are Intended to ensure that the Overall construction techniques employed will put floor and roof trusses Into place SAFELY. These recommendations for handling, Installing and bracing vrood ,lasses are based upon the collective experience of leading technical personnel in the wood lass industry, but must, due to the nature of responsiblIldes Involved, be presented only as a GUIDE for use by a qualified Building Designer a Eestion/Irel,31latlun Conbac[oc It Is not Intended that these recommendations be Interpreted as superior to any dusgn specification (provMed by either an Architect, Engineer, the Building Designer, the Erection/Instailatlon Contractor or otherwise) for handling, Installing and bracing wood trusses and It does not predude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by f the truss Erection/Installation Contractor. Thus, the Wood Truss council of America and the Truss Plate Institute expressly disclaim any 1 responsibility for damages arising from the use, application, or reliance on the recommendations and information contalned herein. f r W i WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE i One WTCA Center• 6300 Enterprise Lane • Madison, WI 53719 583 D'Onofdo Drive • Madison, WI 53719 608/274-4849 • www.woodtruss.com 608/833-5900 • www.tpinst.org 1 RIWARN11 -7 n11125 [ i� N. +w�scs�.It{paam.))i) las.��:a� ,ee,') —921 / Inp,e. e.n itOr.pttu.)/?i 7ne1.(e1Q�) ZZ"?, "M e:s. •I�Mpp.w))/ —M.O.- 4 i� tee Lnna+)i n11(lAq o.. 41i p•n)/ 7a1U•M) e.L Te - sU . .. CA SR Clateel.OD aae sRCaOM= Tb .eaeakoieoe l erebvs.l)e.. f.ere / JAetMHI1/.i L'ak SR e1/K.W fb1e.eCbla—.sta.1of, f TDL9 DL91Gt Is iia COXMM DHSM of Je.ably eae aet M. 'SD we.eeeeeeDzvt KLL. t oAD U11510rII[WI DW.TIni LQaD WL9. 'DSC/LC ttffa fists valew sae la,eei M awartkl.Ba$IeRana ewapev•aea oa qavallalrebayes Me.m. Cem 1.e. Ct FEW-" feveuk 6neles b replack (by etbeae) to freeeet—tlanftepllea. Ste Dray I-63 ®k AMMI A. 15.0.0 t 3 4 5 8 H.00 G 343,4 7- 1. •a © ,S-4 15 SHIP 3.1 3-10 x x 0-4-3 3-4 4.8 S --SO. 0-43 1M308 C 7�,n.n (.:i 3-4 W1DH V11 �1 t�J Il R2215 U:-143 Uo-i SEAL 3ao•o H 9 to 71 t2 t3 perJoint Detail Reports nporfs o voarkmbllacsfoanrel T uga,vul enoft wsheowCnbbcykd pta(nTaa wid fab e(TfrB Hma.),poar,n a e(hp4oa sloneed 0a1 ta0tgwa.), apboosvDelo.WARNINGllad . Read ag no on this sheet and give a copy of It to the E(acSng Con)Yacto cean Tmae Caapagy ® 7N, 0ebamW anh,.ib.N vemleaaardew welme.Jraceenm.eameewsamm. o.weawanm+wn<m,maaa�m Wet ¢rlve_Y_eaapre_[OOOOSJ00001 ate mawmawglQa.117 rt0 RYAmgn.mtlmc wm.W'.vty a,r.wOri'QTmW,tlmo,®w. C1mn6e saw Eelspr�tf Becmpwr¢t,�apyrrm.ytr Wa7ryk,vbel plmm`Sh-suaTae makfdetraamnamenhedlatmm DaXl1 3LC e: HD Drf: 1783 TRUS1fIiI�L emmpmnaagc..mmsmocevy+Rcwwonowwmo®nnmowsu.gvtnan7wamga.u�rmeemmm tCLr.x .O.00peC ASrYaes L.1.15 ..Y.tS ammwbraawte rtes ear etmelumemeaaNnCfoybaeteb manaweltlutlm+lmtemantleewe!Stley uNalOan,.Ua ® SYSTEMS �mvwamnm van. nmmvm mm mrma aNaa-•mevrea pn anw Wa Pa amanm mpaommaT p �q to Head 10.00 pef �p Hbr Ano 1.00 .wme,eay.tw:v.we..rnae.,ron,sous.Qamaa..aws.aweoa.su+,.mn:-caeca khm m.nr./e t.en !1/' HC Lise 0.00 paP ¢p ffir �� 1.00 ad hmeN.em mraa�e.uann na..tio,e,mcv;,<,mam.va.,,,,gn,;,•e„en,u..pew.,ia..tl..m.u. ¢ep HDr tenv 1.00 ❑ •nanwtl vrtaar•)wcarvu a,r,nl,r .v„eme0aw,ri„pee,a„w,taup,•poxy,o,u+rn.r�r.,v oAnRem- HC Hes! Met peC O.C.9pneing ;VZ1Yfsw.rap,,I.4I {B.511�Imtl,Ct9nabaw+Y9eaT4 wVlICAvd T{g7feTrwe{tlevtlalc pTD alatl¢ImeQle6Wgaeaq )M1evt HWl¢n Spec lHt 7¢09PL09 0.0 YL¢I t0.l.H8 wavamnavm noavaamrclenarorwrna,mrn{arwel�an11n 7nmma7,:av, caat7,wzngv5aatn. TOTAL 80.00 fr De,Lner[s) K ¢ale YIM Xu-Ylek .tq ID arose Is MI [ ulog the T•Ba elel B�fiotlee Dileeea a T -a, N turn,• .1.16 Iauttea . Det 4C Lose Itue/Oeeu Llae XeCalsis- . ■ leaD1A . A.90 ft-, 5 YIOa, A/.So It ----Dir •- TC VeK TC V— Q TC erc 7K Tfytrt TTC We C WK ftrt K er V— ,g 3f OX&M Loaaa ................ i.Lec D.fIP J4.. RCec a azo.ae o• eee--- aa L0 Loe0.R...9ve0LD EeaeI-•.- D. ao 11"Z 8- e - o. o Co." an. o. aa 1L it. 0. 1• o- a t.00 e u• o• a 1.710 1.67 0 is- o• s 0.6}81 Depth andspan dimensions (feet-Inch-16th's) ©Chord pitch, if applicable, (inches per foot) ❑Bearing information and width requirements aApplicable design loads ElF Adjustment factors to lumber and metal connector plates, spacing, and design specification ®Bearing reaction force (pounds) ©Metal connector plate types & sizes Lumber size, specie, and grade for each member M Combined stress index for webs and chords FMaximum compression and tension forces for webs and chords (pounds) ®Calculated LL deflection ratio and deflection magnitudes finches) DORequired truss member bracing location Important general notes and design assumptions is 2 -ad NAILS lyp. ,5TANDARD DETAIL #5 EY �ft� " ' MACRO � . I B -M -- 1.1 X40 D4.pe . �VI,�J CONP(Ti©N K Rf5TRAlmr op LATE ..1 OOWTION #2, °T° BRAcE MTALI:A.TION FQR �EBS RrzwRlht6 Tlo CONTINWUS LATERAL CeE5, UaE 51MILAR DETAIL AT 1/5 AWP 2/5 OF HW LMTH,--\ . HE5 MEMBM PMIFZ-,,a n NOTATION! DFAlNe, COtVITION #I: WN+EN TRISS LAYOUT FROVIDes 3 OR MORE SIMILAR AO.IA4ENT THIS, F! -AGE 6ONTINJOUS LATERAL 504INe AND U5E PIA60NAL BRA41IP(6 FOR RESTRAINT F leF., PC -TAILS BELOW. ROOF ATHIN6 MALOINep' mag!, Ix4 MIN, CONTINUOUS l.�aTFiAL T3RAOIN6 AS IIII 12 BYEi�iNEEI TRI�..6 liNr;S. I�4 MIN. l�IA�IdAL �AGIN� NAII,E� Tp FAR OF LATERALLY —,V BRA(EIM . PLACE AT E7dD OF LAYOVi' ANO AT APFW9. 20 pT. INTERVAJ-,5, COW)MON 02: WWad ' 5 LAyoW DOES NOT FR04M a OR MORE 51MILAR AVJAc,rNT MiSSE5, , USE "i" BRACE ON pAC.H wEs REQUIRD46 BRAVNe7' PER BRACE DETAILS, LEN&V MIN, lqO% OF 14a NOTE! L.ENcm, I. °T° 8RA;OE To BE OF TIDE SAME MATERIAL. A5 THE ' TRLSS IAWBINO. . , � 2. "T" BRACl! 15 To 13E A, ATTACHED KITH IOd -- G®NHOH OR WX NAILS AT s" ®.c. NY" BR..Ac2 - 5XTION A -A op k e TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 LO (800) 322-4045 FAX:(719) 598-8463 C001003160 5/9/03 Users of Truswal engineering: Tx01 *087001 The TrusPlusTM 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 IM 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 1x 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 10d 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. Por 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. 1. L EXAMPLES \CE 90% L • 90% L Please contact a Truswal engineer if there are any questioi 2. f °HQR�5TANDARD DETAIL #ct w o.` REY 1-11-Q9 s�wi 93 - TRIW 13LOCKIN6 AND BRAGl�S . N� REN. ,�.12�, LQ!�flTIONt AT BEA RIN6 WALL5 FOR CANTILE%mcK 5TU6, OR INTERIOR. p� fi CCONDITION: '=OR TRU55 SLFPORT Mr; NO %WR TRANSFER ALLONED. ITEM #I 2x4 DFL STANDARD CONTINUOUS LATERAL BRACING. . 2-10d NAILS TYP. r-} A 4A USACe CONTROLS 1@92 D .PRU55 [STH LESS THAN 24° ITEM #3 oNLY 24° AND 6REATER------> ITEMS #1, 2, 5 IIW—#2 PAIR OF DIA60NAL BRACING AT 20'-0" O.C. MAX. 2x4 DFL STD, L"ER, ITEM #5 2x BLOCKIN6, MATCH BOTTOM CHORD l7EPTH, PIA60ML SECTION A -A ROOF %EATHINry 50° TO 450 (APPROX) BEARIN6 WALL, CONTINUOS LATERAL BRACING, I—ALT, BRACIN6 LOCATION, -STUB LENGTH TRJ5S WEB AT SUFFORT, WE0 MUST SE WITHIN 45° OF YERTICAL• 2x SLOOKIN6 BEARING RALL. CABLE END DETAILS LUMBER SPECIFICATIONS; SHEATHING ON ONE FACE REO. 2X4 #2 DF -L CHORDS SHEAR DESIGN BY OTHERS 2X4 STD. DF -L STUDS 16-14-10 OR 20-10-10 PSF. LOADING 70 MPH WIND LOADING _010UT FOR 2X4 CUTOUT FOR 2X4 FOR GABLE ASSEMBLY GREATER THAN 5-10- IN HEIGHT _ 'OFF STUD, ON STUD - SEE GE -2, ADD-ON' SAME SIZE AND `� GRADE AS TOP CHORD WITH 16d NAILS AT 12'• O.C. ADD ON SPLICE TO OCCUR VARIES AT PANEL POINTS WTH A 3-5 CLUSTERS 2-16d NAILS HORIZ, VENT MEMBERS OUTLOOKER DETAILS NOT REQUIRED Na w , 1,5-3 ONE SIDE AND (2) 14 GA < kk�)F E I x 2" STAPLES ON OTHER SIDE t �• M s' s9 �4Z OR (5) 2" 16 .G.o. STAPLES rC� 2Ln a 12 c rn VARIES ('� N .. 045982 � V en I3-5 MIN. OR E �! E2k31l02 ak PLATE AS ON SSd,T NW- ` -3-5 5 ArFGF 1�O��y\P SAI FULL. BEARING WALL A ► IOPTIONAL CANTILEVER UP TO 24" O.C, UP TO 48" WITH STUD 0 WALL UP TO 24" NO CHANGE SEE 4OUTLDOKER DETAIL SEE DETAIL 1 2 • 2• - 16d MAILS BEVEL GABLE END FRAME DIAGONAL BRACE -AT CENTERLINE OR AT 2X4 DIAGONAL. BRACE AT GABLE END FRAME 18'-0" O.C. CENTERLINE OR AT 16'-0" O.C. TRUSS 45 DEC. MINIMUM BRACING DETAILS - SEE STRUCTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS 16d AT 24" BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD, DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT TO BE UTILIZED WITH OUT THE BUILDING DESIGNERS APPROVAL. SECTION A SEE TPI ® 12'. HIB -91 FOR OTHER BRACING RECOMMENDATIONS F pit Optional vent 3-4 GEPIER 11 GABLE DETAILS FOR WIND LOAD BRACING opening per design drawing. ----I Pitch per design 0.041009P.Pold I minim 10 10 1611 3- 4 drawing, Connector plates shown aro lorexampfe erdy. Sae actual truss design for requ 07-1-4 ked plate. saes and odentatton. Structural gable busses sOl generally have diagonal and vertical members otberihat those shown above. Adeguale staples. ortoe-nads maybe used, and should, be used to avoid any overtap wim prdnarystnrdural ales. Gable truss is continuous bowing except as may ba noted on i da d £A!D (FACE) VIEW Brace Interval as sperl i ed on the approved engnineering drawing or standard detail or chart. Max. 12" eave unless noted on drawing. Gable End Truss tpical 2>t strongbaclr Malar) brace along back 02 of gable, braced with or- 45 degree diagonal t_ ftyp.) braced to roof iesthing as shown. D G# 0002065036 bm blocit between trusses for nailing of diagonal brace, attached to sheathing acrd truss each end, 1I Truss spacings per designs. (24" max.) VJALU + Indtca4es Stud members that rta®tlire bracin®I BEARtNO SUPPORT 1) ALL GABLE BRACING DESIGN AND CONNECTION REQUIREMENTS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER THE LATEST VERSION OF ANSVTPI REFERENCED BY THE MODEL BUILDING CODES. 2) TRUSWAL SYSTEMS APPROVED ENGINEERING DESIGN DRAWINGS WILL INDICATE ANY NEED FOR WIND BRACING, AND THE REQUIRED BRACE INTERVAL LENGTH AS DESCRIBED ABOVE. THE BRACE INTERVAL ON THE DRAWING IS BASED ON THE LOADING AND WIND SPEED INDICATED ON THAT DRAWING ONLY, AND THAT BRACING IS.REQUIRED TO PREVENT THE GABLE STUDS FROM BUCKLING DUE TO WIND PRESSURE ACTING ON THE FACE OF THE GABLE TRUSS AND AXIAL STRESSES CAUSED BY THE INDICATED APPLIED VERTICAL LOADS. LOADS ACCOUNT FOR 12" EAVE MAX. UNLESS NOTED OTHERWISE. 3) IF THE GABLE TRUSS jS INTERIOR TO THE STRUCTURE AND THEREFORE IS NOT EXPOSED TO WIND LOAD APPLIED TO THE FACE OF THE TRUSS, THE BRACE SPACING INTERVAL MAY BE THE LID LIMIT OF 50 FOR COMPRESSION MEMBERS AND USE 80% OF THE LENGTH (i.e. FOR 2X .LUMBER, THE MAX. BRACE INTERVAL MAY BE 7'-W). 4)IT IS ASSUMED THAT THE GABLE TRUSS RESTS ON A CONTINUOUS BEARING WALL EXCEPT AS MAY BE NOTED ON THE INDIVIDUAL APPROVED TRUSS DESIGN. 5) SHEATHING OF PLYWOOD, OSB, WOOD BOARD SIDING, HARDBOARD SIDING, SHEETROCK, STUCCO, WAFERBOARD OR OTHER MATERIAL IiL4Y•BE PLACED ON ONE OR BOTH FACES OF A REGULAR (NOM -STRUCTURAL) GABLE END. 6) LATERAL LOADS 1N LINE WITH THE CHORDS (SHEAR I DRAG LOADS) HAVE NOT BEEN CONSIDERED UNLESS INDICATED ON THE DRAWINGS, AND ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER TO TRANSFER THROUGH RESISTING DIAPHRAGMS. SIDE VIEW 17) ALL ITEMS 1.6 LISTED UNDER "REGULAR GABLE END TRUSS REQUIREMENTS" APPLY TO STRUCTURAL GABLES ALSO, PLUS THOSE LISTED BELOW. 8) WEIGHTS OF ANY MATERIALS LISTED IN #5 MUST BE ACCOUNTED FOR, EITHER IN STANDARD DEAD LOAD PSF LOADING, OR BY ADDITIONAL LOADS. ADDITIONAL LOAD ARE INDICATED BY "LOAD CASE #1P CHART ON THE DESIGN DRAWING. 9) STRUCTURAL WEBS AND CHORDS MUST BE BRACED IF INDICATED, AND THIS BRACING IS SEPERATE FROM THE GABLE BRACING INTERVAL. SEE REFERENCED STANDARD DRAWING 7X01087009-001. 10) TRUSS MAY OR MAY NOT BE CONTINUOUS BEARING,.AND IS APPROVED FOR THE CONDITIONS) INDICATED ON THE INDIVIDUAL DESIGN DRAINING ONLY. rCHING FOR OUTLOOKERS IS ALLOWED ON REGULAR GABLE END TRUSSES AND STRUCTURAL GABLE END TRUSSES IF NOTED ON APPROVED INDIVIDUAL DESIGNS. THIS DETAIL IS PROVIDED ASA SUGGESTED SOLUTFON TO THE APPLICATION ® obil SHOWN Oi�LY. IT IS NOT INTENDED TO REPLACE ORSUPERCEDE ANYSIMILAR 111 14 ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER, IS Irs THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ® ®� APPLIED TO THIS OR ANY S YM AR ISSUE. TRUSWAL SYSTEMS ASSUMES NO t" PEAK PLATE: 3-4 (2x41 5-6 (2x61 6.6 (2x81 MAXIMUM1'-0' EAVE WITH 6'-0" MAXIMUM BLOCKS @ 32"o.c. OR T -O' EAVE, �j BRACE SPACING MAXIMUM, WITH 4x2 d2 OR BTR. i OUTLOOKERS CUT INTO GABLE ' r ' 32"0.0. . 2x4 #2 MINIMUM CONTINUOUS I' STRONGBACK BRACED TO ROOF II STRUCTURE AT 6'-0' MAXIMUM. STRONGBACK AT; 2x4 STRONGBACK BRACED it 4'-10' CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 1.6-3. TYPICAL 4'-1.5'CLEARSPAN, 60 MPH CONNE&ION MINIMUM GRADE -CHORDS AND STUDS 2x4 STUDISTANDARD. STUDS TO BE MAXIMUM 24'o.c. HEEL PLATE 3-4112X4) 5-6 (2x8) --- 6-6 (2X8) OC SPLICE; 3-4 (2x4) 5-6 (2x8) CONTINUOUS BEARING WALL 8-6 (2xB) A I MAXIMUM 40 ASF LIVE LOAD. BO.MPH WIND EXPOSURE C. LESS TITAN 20'-0" WALL HEIGHT �,m so- Tm ) USC GABLE ENO FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) SHEATHING TO GABLE TRUSS, Rd AT B' o.o. 1 DETAILS ' 1 Y. NOTCH @ 32" o.o. II SPACING CONTINU'QUS CABLE DETAILS 2x4 SOLID. BLOCK WITH 3-1Bd-NAILS EA. END AND Bit NAILS FROM SHEATHING TO BLOCK AT B'a.c. nun w-1 Oe NAILS DATE ♦r f. IRUSWAL MI EMS CIDWO tMION co BRACE 2x4 CONTINUOUS.' -SACKING WITH I Gd •NA'ICS-AT:24' o.D. TO THE WALL:PLATE. SECTION A Rd AT 8' ox.CABLE STUD ' 1.18d I Od. AT 24' o,a, 12-16d i Od- f SOLID BLOCK AT WITH 246d TOE- 24'ax. 240d NAILED EA. END -2.18d WARNING Read dlj notes on thla.aheet•and give a copy Of It to the Erecting Contractor.rhe Wawa" u 4tr .n "'.-w btMdmo Ca.ponanl. %nail boort bnaed an .ppp0."On& Onn"dud by Tho Campbnant nU1M as a e, and done In ac"manee w,pt mo wrrary ventpns 01 TPI and AFPA design atandmds. ria —poralbWiy u w5wmpd Ip danaadonN aoevney. braartaspq a» w no •unhurt by -nm canponent manurpawer arltVwOrnldprg pocrgnnr. prior b fnbrlGTllon 71td OUN0In0 deolpner snob sacidam rF�t Inrtaaaa ..dW r Ilio 13"Nn mem Or a..en2t1 [hu Wading bnpasud by ufa low building mde. Is a euaunuW tw Uro top Chard Is Witinalq braced try uw 'ous as tbar sha vnmg and lno "tom chord is tammily wecod q/ n NId aMathyy tnWarat (11140Y41,12Chod, uMeas atner*30 naiad emaing ant..... Cur 1.1.....uppers a c O.nnnl. rrwrttb.n onlyto radttcu bucf.anp lanbdt. Thor companatt .hAll no! Da pissed in airy anvpwuntmt foto wdlPWie the moutura cONaM at the vppd axCeatl ltl%NCVW cause CMKCtOr WMa CONOSrM. 1`II1)(UMN. NlMOa, katatl AW btaW Mrs UM In aacwdance w�n foe tWlavrety asantlarda. 'TRU3COM MANUAL' by'T,ugwal.'OUAUTY CONTROL STANDARD FDR METAL PLATti CONKCTED Wool) TRUSSES' - 403W), "M0UN0 N%TALUNO ME ANO BRACING TAL PLATE CONNECTED WOOD TRUBWZ - (MB411 And.""" SUMMnAYSNpBT'by TPI The T!usa PlalauutWa 4rPl)a WCasedal ttW b'Onasto Drrvo: YafAsort. WiaCatvl 83710, T1ts AmWcm frooa tuM Papa. Aseoeutop WPA) a Wdatad Al 1250 COnnemout Avg, NAY. Ste 206, %WahuVOn. OC 20036. r END JACK PRAFTER STANDARD DETAILS DF -L MATERIAL(CALIFORNIA. STYLE:) TRUSS PLATES AND LUMBER AS ] PERINDIVIDUAL'TRUSS DESIGNS OPTIONAL_ EXTENSION 3-4 _�A - HIP.GIRDER CHORDS B IMAXIMUM'JACKSPACING 13 24.0"O.C_ (TOP CHORD TOHIP GIRDER) JACK TOP CHORD *RUNS OVER GIRDER TOP CHORD. 110dor16d'NAILS, * iROUGH JACK T.C. INTO RDER-TOO CHORD, TOE' OILED, OR -ADEQUATE :-CHANICAU HANGER PER --------------J 10 N_ -5 �_E_T_A_ -1 U J.. � ONNEC�T LBOT CHORD TO.HIP GIRDER)]. (2) 10d or 16d NAILS,. THROUGH .JACK B.C. INTO OIRDERBOT CHORD, TOE. NAILED,:ORADEQUATE MECHANICAL HANGER PEF .:NOTE:- IF 2-0" SIDE, JACK BOTTOM CHORDS ARE ! OF WEDGES ATTHE WALL); THEY MAY USED (INSTEAD - BE -ATTACHED TOITHE D JACK -AS. PERDIETAIL' Fl LUMBER REQUIREMENTS -DFL --.SPECIE FOR ,ALL: JACK-TOP.CHORD.�2X4; PER APPROVED DESIGN JACK BOT CHORD:.2X4;-PER APPROVED -DESIGN CORNER: RAFTERi - PER APPROVEMDESIGN ,TOP CHORD LENGTH MAY VARY FROM -6" MINIMUM TO 8%0" MAXIMUM, WITH = EXTENSIONS SUPPORTED AT 48" O.C..MAXIMUM-BEYOND. -TOP: CHORD MAY BE SPLICED AS SHOWN,.ABOVE*THE*HIP GIRDER ONLY1 -BOTTOM CHORD. LENGTH -MAYVARY FROM 6":MINIMUM TOW -a" MAXIMUM.- -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4l12:MINIMUM.T0W12'MAXIMUM. .-BOTTOM CHORD -PITCH MUST -BE FLAT (0112). -.2X6RA ' FTERWAY BE SEAT CUTAT WALL, AND.TRIMMEDTO 2X4 WIDTH (3.5-) FOR OVERHANG UP TO 34-.(24--,@ 45PEGREES).- MAX 'CONNECT.ION DETAIL "C" I (TOP-CHORD7 ro RAFTER) ME JACK,TOP CHORD MUST BE SINGLE' BEVELED OR DOUBLE BEVELED 10d or.. f6d NAILS, THROUGR EACH JACK T -C ' 'INTO RAFTERJOE-NAILED, -AND 1/4'�a.O"-SIMPSONSDS OR.501V.WOOD SCREWS,'ORADEQUATE-MECHANICAL HANGER -PER MANUF. 2'-0-& 4';0 JACK %T.C. (3) NAILS V -W JACK T.C. (2) SCREWS &-(rJACK(ONE.FACE OF RAFTER ONLY) 1 -PLY OR MORE GIRDER: PSF TC LIVE" ut_,AUNlzU.FOR10 PSFNON�ONCURRENTBOTTOM CHORD LIVE LOAD. .20 Dur.-Facl. TC SNOW 30 Rep Mem. lAs- 1.15 PLATES &NAILS DESIGNED FOR GREEN LUMBER VALUES. WIND.LOADED-FOR-80 MPH, B(P.OSURE!c-, MAXIMUM. Z ES; TC DEAD 10. BC NO POINT LOADS, MECHANICAL UNITS- HVAC, SPRINKLERS, OR OTHER DEAD 7 Code UBC 97 ITEMS CAUSING ADDITIONAL.LOADS ON THE STANDARD JACKS Is-. ALLOWED; WITHOUTSPECIAL- DESIGN. THIS DETAIL IS PROVIDED AS'A SUGGESTED SOLUTION T-57HE APPLICATION SHOWN 0. ONLY. ITIS-NOTiNTEnDEo To REPLACE OR SUPERCEDE ANY SIMIILAli 67,927 a® DETAIL THAT -MAY HAVE BEEN PROVIDED BY THE BUILDING oEsfemr.R..Fir is UVA.THE IlESPONS1910TY OF -OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO -ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND'INTENT upelOXO 07 sat APPLIED TO THIS -OR ANY SIMILAR ISSUE, TRUSWAL SYSTEMS ASSUMESAO RESPONSIBILITY FOR FIELD! INSPECTION OR WORKMANSHIP QUALITY - N Job Name: BRG X -LOG 'REACT SIZE' REQ'D TC '2x4 DFL fL 1 0= 2='R 618 4.95" 1:50" .Hoaz'eL4 xR4. oFL. pi. 2 8-.6- 4' "442 '1.50" 1.50" PLATE�VALUES.PEA.ICHO RESEARCH' Rearr.11607'. 30'.00:..psf. 4- 3 177 '3:50" 1'. SO" Loaded for.20;PSF,rmn-eonturrent 8L7.L., '4 14 2= 2 Z46 , b. 50" 1: SO" .CBC 5710,1:. Pg,:.37 Psf'Ce'..O.9o.,I.1:00 .Mark' 11 i 'o b rt " locatio "t&): 5 17- 0- 1 .18'4 '1:50" 1.50" ." Install inferior s ppo b tb : action. 6 7 17-.8. 4 N/A 12 1.50' 1•SO'• - Permanani braN n9 io re4uired-(by oiAers).tn ' Pr ant rotation/toyp11 SQO, BRG:RE'QUIRFMENTS-shotm are -based -ONLY, n8 86I 1-03' #.end AMSI/YPI 1 } }.# 4 4 } 'Che tr material at each bBarl ng # # } }'.} }.# I } } : OVERf1ANG(s) NAY BE SHORTENED UP TO 3' MA%:7 CR WE CRTC MEMBER. CFS' TC CORP NDC: / TEKS.(OU0..: CSI OvOrharg'Soffi t loading r., O 0.'sf } } OL -:1 O 60 / .,BE .is 0.74 #.# -.1-1 1-2 -458 60 / 423, .15 /` 829 146 1.73))), 1.60) 0.86' 0.48 .2-3, 7584 1.60 176 1160 +0.18 '3-4 4-S '-944 t:15 / -660 1.11 '416 200 1.603;O,w 1:60)'0.33 5-0: '=176 1'.60 / 28 1:153; 0:32 0-0 0-0 -1x2 .- / 47 1:1 / 17 40 1.15 1_15j'0,14 0-0 -30 1.7.5)/ S 1.603;0.08 .0-0 -2(1.15)/ 2 60 O:OD ' NB '1-2 2=3 C6NP.(WR: / -933(1.253/ -fin EO / TENS. (((D. 532(1.60) 0.34 8900((1 15 O 40 Truss ID: I Plata.� pec=: ANSI/TP2O- 1995 THIS OESIGN'IS'1NE. COMPOSITE RESULT OF 'MULTIPLE' LOADSASES.' IF HANGERS ARE INDICATED OM'l"Is 071AN2t7L, THEY ARE BATED ON 1.T HAMGE4NAILT FOR.. 1 PLY AXP 3. HANGER MAILS FOB MULTIPLY GF0.DER9-IP 2.5- GUM NAILS ARE USED, THE WNGERS-NUST'BE RE-EVALUATED (BY OrxEnsJ. PLATING BASED ON CRECWLURBER VALUES. N?TiAnYZED W0. ILV#BAIAHCED LMD.CASES .n s sa(i.eq % isi 1:15; 00.41 .Standard E[ipBaiter 69 Setback CFS 792 Durham. Da ron..Highway Durham, 'CA .9938 TRUSPL'US .6:0 VER:: T6.5:41 7-7-14 0-4-0 1 2 3 4 5 86 W:108 U:-48 RA 2 l 415 OVER 6. SUPPORTS �I t11M1LUntAS,, R1 IDR(S sYt=.' 1 431' b� "TDia truss isdesiBreed usingthe COC-O1'Gada. tlldg EnNased Yes -Importance Factor . 1:15 TtvssLocation;.Not End Zone V ry 81d0.ane%N60100 fi �01Ag Nidth S8:oC0 f'c Mean rooT height.'. 11:36 p}i{ mph... 80 CHC Essancfal: Facili tyy, 0oad�lond.+ 7:0"psf ___. .__LUAD..CA.SE 11OFSIGN •LOA05 Dir �t:: Plf." L. L- R,P1f R.Loc' ,LLfrL TC Y.- 80',00 :2-:9r1S' 80:00 0- 0-'0 .0.95 TC Vecc o.00 O+ D- 0 115:1] )- O -]R 0.75 TC Vert 40,00 7- 0-14 4000 '17- 9-'0 0.75 rrifil Iv"v: 2 Read all notes:on;this sheetand.give:a'copy otlf to the:Erecting-Contractor.. Custr : EPICK"-HOMES dealDr7la w an MGvkNat wBatr.l cunpenmt not tar a 4yv4n. D has Dom 62.ad'on epodOallan.'proNded Dy.the eompon s4 mswraaauor enddone Macootdarm vAUS Na aui®tv.isimso}QqandAFPA Na Dr1V e_Q 22800a_L00006_100001 gnat.neaN., reeporwantyu aaaumaotordmenaianW oaoarazr/. 0imannione 'are to bevodHsd by Uw ewnpo�vdma}adxuav'Prdtor:DWdtr,p dasitmer pdw to( The uuOdine da•19ow mualnsca'e'vi Wt h. .W ihilted en tht4dasipn Dsgnr:'GH itLC.= lg- yij•• moot ar mmued tlto lood'aq bnpoaed by Uw torts DuDdOie aoda end Ute pWUMar appgcallm..The dW9n 7uetlmaa ErM lh. top dmd lsl.lnrd�Y Dr.oed Dy the rooFor.floor alwaNlne.aM dro DdUaa'aMrJ le lRtnaOy brorod bye dgid eheoOdrg morello dUecay attachod.'uNees.tlxhi.n TC:Live 30'.00:..psf. .58� LlveDur Lo1`15. P=1:15 nand.'. Braure ahw.n 8 tar bdo7al oaryort eI Nmparn is manbera v0y m reduce Duck6np Iongth. TNa aomponant clog not tie plao.d k7 wry eoNrerma:d tnatwb muse.t7ro moMuw a.naaorUa woad:m maeaa"1e5L TC S11ow 30.00 -psf 'SnowDu r L-1:15 P-1.15 antltacaa,m aorY,oeter qem a,,,oWn Fntrtaat., raraBo;Bnton andbia W-6Uusnlnacmdon oMthBia%Mwng.tandmdx'1o6dmM'Cudl�yyoeleltReporta'evell.bbosoulpil'hpaTmarniac(bvala ANMnPii'.WTCA1'-WO-dTae TG Dead 'BC"'LiVe 10:00 'psfRep'Mbr'Bnd.'/ 0.:00-psf Comp %Tens ' 1Bnd ,/ omp n 1 C.Ur tofAmadansendar4D.K.i,waPmwUhle'MUIMINGOOMPOFmMrs,(FMYI,Ravn�_ WSl.i4fi'ond 13051 SUMMARY SHMMby WPCA mW TPL'It- True Pblo kublub (iTgi Etl laoMod et 583 Mnfto Wi a, M.&mn, BC -Dead 0.:00 psf /'-1'e -*00 2- 0- 0 C:Sp WWcondn 5371& .Tb Amedcan Foro.l'auN P<D> Mooahtien iAFPA) b �oc9Wd m iti t iplh Str?M NW: SW 8WW6Zhbgto,6 00 2003a. Bldg CSC701 . -Code; DEFL.RATIO:'L/360 TC a/T; STANDARD )RESSURE, BLOCKING DETAIL ENDVIEW USE (6) -1 Od BOX NAILS.PER 13LOCK AS SHOWN, TWO NAILS PLACED AT-4"FROM EACH END OF. BLOCK, AND TWO' NAILS — EVENLY SPACED IN THE CENTER:OF THE BLOCK MAXIMUM 'SUPPORT REACTIONS*, LBS_ PER . JACK TRUSS BLOCK: ZX4.j26.0XNAILS TO. BLQCKl: _2X6 (3 -BoxNAiLs.-ro BLOCK): DURATION: ATION: 1.00 115 1.2 . 5 1,00. 1.15 1.25 S.PINE 132 152 152 198 228 248 DF-_ 112 129 .140 168 193 210 HEM -FIR 105 121 131' 158 182 198 S=P -F 90 10-4 1.13 135 155 169 J*REACTIONS ARE -EITHER UPWARO.OR DOWNWARD. BOT -TOM -CHORD OF HIP GIRDER 1 OR MORE PLY HIP GIRDER TRUSS - END OF PRESSURE BLOCK JACKBOTTOM CHORD USE.(2).10d'BOX NAILS THROUGH BOTTOM CHORD OF END JACK INTO END OF PRESSURE- -BLOCK FOR'2X9; USE (5yl Od BOX NAILS• FOR 2X6 LUMBER: SEE TABLE AT:LEFT--. To whom it may concern' Typically, , ,the -top chords of end jack trusses are attached to the girder truss simloy ply using 6d dorritnon nails,'toe-nailed through the side of the jqck top :chord into the too Of the hip girder. 'tic' This connection is adequate providdd that the b6tto.m. e'dg-e of the Jack:top chord �' I contact . . with the corn . er - provided - " .: v. .is n of the flat chord of the hip girder, and'provido ' . . . . girder, . ..,. I d that the load placed on the bir;j`6e jack is rip more than 46.0A Thbre is no need to Insert a wedge ge uh I de,.r the Jack. top chords at the hip girder yojos'si One or both 6fthe two 'criteria mentionedaboveare not followed. Sinceref� 9,�,oFESS %,r/lam - :���''��' M �s �F'y�, Lan, as 5. .4 1 1 Chib*'f Eng!"nder, TWSW21:Riverside , �macmcctntmwrdy.funn.ec i 4` FAX; 909 • 689-2524 WAIS: 800.968-76]0 TRUSWAL. SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX(719) 598-8463 11110104 RE: Toe -nail connection of jack trusses to step up hip trusses. To Whom It May Concern: It is permissible to toe -nail the extended rafter portion of an 24" o.c., 8'-0" (or less) end.jack truss to the top of the top chord of the hip girder and hip trusses behind using 2-16d toe -nails, for a 40 PSF or less total load (16-14-10 PSF, 1.25 duration). Note that a maximum of 30 PSF is roof -load. The extended jack top chords must run over the top of the trusses below. This connection is for vertical loads only and does not consider any lateral loads that may exist at the connection due to wind and/or seismic forces on the building, which are the responsibility of the building designer. Note: The end jack top chords serve as adequate bracing for the hip girder and 24". o.c. hip trusses, provided that the individual engineering drawing stipulates a bracing requirement of no less than 24" on center. If there are any questions concerning this issue, please do not hesitate to call a Truswal Systems engineer at your convenience. Sincerely, Larry L. M samer, P.E, Chief Engineer. ffl F MINIMUM GRADE OF LUMBER STIALL BE: Conrtruction.Grade llem-Fir or Doug-Flr 1 t.t -3 T. LU CC fi to I2'-0" to I6'-0" to 20'-0" to 24'-0" to 28'-0" REQUTABD To, END OVER TRUSS. LOADING DIAGRAM LL4DL/Roof - 37 pef R -,2.4x4.5, T-34 T-31 T-31 Up to 16'-0" R-3.2x•I.S. T-44 1.6x3. T-31 lt-1.6x3.T-31 R-1.6x3.T-31 It -2.4x4.5. T-34 Up t 10-5-93 File No. Vaill'ey Details Date: 10/31/72 R-3/20/81 RS Ref. S Des. By: U11Ck.By: Note: 1.S% increase in allowable .unit stresses used for short duration loading. C INV1 ; m m TYPICAL UETAIL.S 1"011-Su013 FABRICATED VAL1.t.-Ys TOP CHORD OF TRUSS TO BE SHEETED OR LATERALLY BRACED PER TRUSS DESIGN �t UNDER VALLEY FRAMING BY OTHERS. 2x4 Valley Membc R -1.6x3. T-31 2Y e,.¢. Mqx. 2x3 MIW Top Churd of Trusu PLAN (Typical Example) % ®®Cut to mat'. } slope of ruul Mr. Bottom Churd of Valley Truax fw"1 At eowdcTerrl T WL -T .L.f r,.- o,My IIIis W01K MaeAK Ct[ M lUT[ rw a.cn[• t!f WKw..OI/.••'Tl 1r.r.OrM w,.if'.11'•h+1 Twn,wa,.My Mq.fr.M.TO"•TS"at lby'w nNr W20601 SMIM�.erlwt-.u—.a lawgrL.hwwT �jt�Tpt-.aNs.•.'11) 10 r„w y.,>•w,.i0".7T L.y fww r.l,.drf MO-✓iM TT". 1S".L lrp4l r.w w, MFbMiAv-r.ltw lr„r/.tMl M•R.- }.'dCNM A' �... •rw'1 - • N.oal R1T[o Nwrb w,.wry M,w• of lr.., MI La.f w�a ff"a -a- dw—I 11 T+ (bD rM b w T'DIIIIors,o..P •1 81 w— t.-rlAt t—o&wey-t.~W.L ttrprs-.ww ITr b."awn.0-►w fc[o'M., wf. I a sgnooe company VALLEY SCItF.DUL[' 2x61 or .A - o° to i' -0" v• �a.l B - 4'-1r, to 6'-0" S' �/ ,i r.,t C - 8'-1u D - 12'-1" Up to 6' 0" E - 16'-1" F- 20'-1" G - 24'-1" HEEL NOT R -,2.4x4.5, T-34 T-31 T-31 Up to 16'-0" R-3.2x•I.S. T-44 1.6x3. T-31 lt-1.6x3.T-31 R-1.6x3.T-31 It -2.4x4.5. T-34 Up t 10-5-93 File No. Vaill'ey Details Date: 10/31/72 R-3/20/81 RS Ref. S Des. By: U11Ck.By: Note: 1.S% increase in allowable .unit stresses used for short duration loading. C INV1 ; m m TYPICAL UETAIL.S 1"011-Su013 FABRICATED VAL1.t.-Ys TOP CHORD OF TRUSS TO BE SHEETED OR LATERALLY BRACED PER TRUSS DESIGN �t UNDER VALLEY FRAMING BY OTHERS. 2x4 Valley Membc R -1.6x3. T-31 2Y e,.¢. Mqx. 2x3 MIW Top Churd of Trusu PLAN (Typical Example) % ®®Cut to mat'. } slope of ruul Mr. Bottom Churd of Valley Truax fw"1 At eowdcTerrl T WL -T .L.f r,.- o,My IIIis W01K MaeAK Ct[ M lUT[ rw a.cn[• t!f WKw..OI/.••'Tl 1r.r.OrM w,.if'.11'•h+1 Twn,wa,.My Mq.fr.M.TO"•TS"at lby'w nNr W20601 SMIM�.erlwt-.u—.a lawgrL.hwwT �jt�Tpt-.aNs.•.'11) 10 r„w y.,>•w,.i0".7T L.y fww r.l,.drf MO-✓iM TT". 1S".L lrp4l r.w w, MFbMiAv-r.ltw lr„r/.tMl M•R.- }.'dCNM A' �... •rw'1 - • N.oal R1T[o Nwrb w,.wry M,w• of lr.., MI La.f w�a ff"a -a- dw—I 11 T+ (bD rM b w T'DIIIIors,o..P •1 81 w— t.-rlAt t—o&wey-t.~W.L ttrprs-.ww ITr b."awn.0-►w fc[o'M., wf. I a sgnooe company Job Name: JUHL RES. 278(1.60 0.27 sa D.90 0.02 Truss ID: Al Qty: 2 4-v -174(1.60)/ ERG X -LOC REACT SIZE REQ'D 1 4- 1-12 2$28 3. $0" 1. $0" TC 2x4 DFL Ol 2x4 DFL 'Ol 6 Btr. 3-7, 7-10 ••[PMI -PLATE MONITOR USED -See Joint Report•` Plating This desig bas ed on chord bracing applied 43 1.60 0.01 2 3$-10- 4 2019 3.50 1. $0" BC 2x6 DFL A2 spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: p from 2-PLYS BRG RE UIREMENTS shown are based ONLY Q 2x6 DFL Yl 15-19, 20-24 WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. to TC 24.00" 5-10-15 30- 0- 0 5.00 24-M 5.00 On The truss material at each bearing 2x4 DFL O1 19-21 IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION($) : 8-21 -1937(1.25)/ 9-21 -27(1.60)/ MAX DEFLECTION (Span) Lumber shear allowables are per NDS. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -259 lb Support 2 -203 16 103(1.60) o.0s 2456(1.90 L/718 MEM 20-21 (LIVE) LC 21 PLATE VALUES PER ICSO RESEARCH REPORT 01607. + . + . + GIRDERS. IF 2.5" GUN NAILS ARE USED THE This truss is designed using the L= -0. $3" D= -0.51" Tm -1.04" + + + + .. + + Nail+Datta rn shown is for PLF loads only. + HANGERS MUST BE RE-EVALUATED (BY OTHERS). Drainage be CBC -01 Code. 3. MAX DEFLECTION (Cant) L/242 MEM 12-13 (LIVE) LC 21 ......... + + FOR CONCENTRATED LOADS: must provided to avoid ondin Permanent bracing 1s required (by of ndi.n to TrussELocation a Not End Importance Factor = 1.00 L= 0.21" D= 0.17" T= 0.38" Use 3" nails min. into the carrying ber. mem prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Hurricane/Ocean Line = No Exp Category - C Bldg Len th - 80.00 ft, Btdg Width = 40.00 ft g CRITICAL MEMBER FORCES: 7C COMP. For more than 2 1 1 p y use addi Lions CLUSTERS if indicated from trite back ppl ys, or use Continuous lateral bracing attached to flat TC indicated. Mean roof height = 11.40 ft, mph 80 (DUR.)/ TENS. (DUN.) CSI OL- 1 "0 1.60)/ 40 1.25) 0.11 any other approved detail (b others). as Lumber must be structural Brace 0 24" CeC Standard Occupancy, Dead Load = 15.6 psf 1-2 -565(1.60)/ 703(1.25) 0.12 IF 2. 5" GUN NAILS ARE USED, ANY NAIL CLUSTER grade. o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. --LOAD CASE 01 DESIGN LOADS ---------- 2-3 -2460(1.33)/ 0.08 AMOUNTS SHOWN MUST BE INSTALLED FROM THE 2 -PLY! Nail w/loci COMMON stag ered(per NDS) Dir L.Plf L.Loc R.Plf R.Loc TC Vert 52.00 - 2- 0- 0 52.00 LL /TL 3-4 -2791 1.33 / 0.13 ( ) FRONT AND BACK FACE EQUALLY (TOTAL NAILS = in: TC- 2 BC- 2 WEBf- 2 -PER 00T!•• F 0- 0- 0 - TC Vert rc 52.00 0- 0- 0 52.00 6- 0- 0 0.62 4-5 -9394 1.25 / 342 1.60 0.33 DOUBLE THE AMOUNT SHOWN). TC Vert 300.21 6- 0- 0 100.21 30- 0- 0 0.62 0.62 5-6 -9394 1.25 / 342 1.60 0.34 6-7 -11717 1.25 479 + + + * * + + + *. + ... + + + Left Overhang(s) are not to be removed. TC Vert 52.00 30- 0- 0 52.00 36- 0- 0 0.62 / 1.60 0.64 7-8 -12000 1.25 / 543 1.60 0.56 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! TC Vert 66.00 36- 0- 0 66.00 38- 0- 0 0.48 8-9 -7298 1.25 / 3fi7 1.60 0.24 ( ) Left Overhang Soffit loading . 0.0 psf BC Vert 26.98 0- 0- 0 ,26.98 36- 0- 0 .Type... lbs X.Loc LL/TL 0.00 9-10 -6238 1.25 / 325(1.603 0.32 TC Vert 84.7 6- 0- 0 1.00 10-11 -4333 1.25 / 234(1.60 0.20 TC Vert 52.9 6- 0- 0 0.00 BC Co P.(DUR.)/ TENS.(DUR.) CSI TC vert 84.7 30- 0- 0 1.00 TC Vert 52.9 30- 0- 0 . 0.00 12-13 -617(1.25)/ 619 1.60 0.08 13-14 194 1.33 0.09 TC Vert 0.0 35-10- 4 1.00 14-15 -71(1.25)/ S1 I so 0.10 15-16 -10201.60)/ 6582 1.25 0.48 16-17 -102(1.60)/ 6583(1.25) 0.59 17-18 -601(01.60))/ 11473 1.25 0.89 18-19 -519 1.60 / 13314 1.25 0.98 19-20 / 55(0.90 0.82 " 20-21 -6360 / 1554 (1.251 0.13 21-22 -264 60 / 6395(1.25) 0.45 22-23 -152 / 39770(1.253 0.31 23-24 -156T'6'0' / 3955 1.25 0.29 WB COMP.(DUR.)// TENS.<(DUR.33 )) CSI 19-7 / 425(1.25) 0.84 2-13 -1944(1.25)/ 104(1.60) 0.11 2-1S -45(1.60 / 2293(1.25) 0.47 ' 13-13 -738(1.25 / 658 1.60) O.ln 4-15 -4584 1.25 / 4-16 278(1.60 0.27 sa D.90 0.02 Cust: LIA ]UHL - 4-v -174(1.60)/ 3107(1.25 0.61 5-10-15 I - I 5-10-15 5-17 -190(1.25)/ 6-17 43 1.60 0.01 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 2 3 4 5 6 7 B r 9 -2313 1.25) 6-18 lso 1.60 0.14 603 1.25 0.12 2-PLYS 1� 1� 7-18 -1760(1.25)/ 8-19 -174((1.60>)/ 128 1.60 0.10 4769<<(<1.251) 0.97 REQUIRED 5.00 24-M 5.00 19-21-24a(1.6o)/ 6154<l.zs) o.a6 TC Dead 10.00 psf 138# 5_10 }38#� 8-21 -1937(1.25)/ 9-21 -27(1.60)/ 130((1.60)) 0.11 1016 1.25 0.z1 ' BC Live 0,00 psf p 5_6 3.5-4 MX/5-12 9-22 -928(1.25)/ 10-22 -104(1.60)/ 103(1.60) o.0s 2456(1.90 BC Dead 7.00 psf 1.5-4 5-10 3-4 5- 10-23 / 0.50 178(0.90 0.05 3,5-4 2-9-10 as 3. = 8-12 3-4 0-4-1 3 4 Q$0 MX/12-16 4-4 2-4 1 3-10 4-6 8-12 RELEASESUPPORT 4W:308 O R:2528 6-0-8 U:-259 18-5-8 2-0-01 11 6-0 2-0-0 I 36-M I -i 12 13 145 16 17 18 190 21 22 23 24 1 3-7-6 = 1SHIP 0-4-1 B2 VV:308 R:2019 U:-203 10/27/2006 YYHI[MM7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component net truss SYstem. H has been based on Specifications provided by the component menufocwna W0: Dri ve_N_j uhl res_L00007_300001 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 Dsgnr: RM #LC = 22 WT: 268# CFS umimd on this design meet w exceed the loading imposed by the local building code and the Particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roofor flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unlessotherMse noted.' Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® environment that will cause the moisture content of the wood toaxceed19%and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens Durham Dayton Highway and brace this truss In accordance with the follovAng standards:'Joint and Cutfing Detail Reports'available as output from Twswal software. BC Live 0,00 psf p '1.00 / 1.00 1.00 / Dur Durham, CA 95938 ANSI/TPI 1'. WTCA 1' - Wood Truss Council of America Standard Cosign Responsibilities, COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.2 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. Th. Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated e111111BthSt-LNW. Ste 800.Washington. OC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVHK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A2 Qty: 1 BRG X=LOC REACT SIZE REQ'D TC 2x4 OFL it BC 2x4 DFL sl Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied ' 1 4- 1-12 1459 3. 50" 1.50" 2 35-10- 4 1189 3.50" 1.50" 2x4 DFL STANDARD 13-3, 18-6 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD 2x4 DFL it IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-10-1S 28 -too- 0 On the truss material at each bearing 17-19 PLATE VALUES PER ICBO RESEARCH REPORT !1607. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) Support 1 -177 lb MAX DEFLECTION (span) : Loaded for 10 PSF non -concurrent BOLL. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -134 lb L/999 MEM 16-17 (LIVE) LC 22 Drainage must be provided to avoid ponding. PLATIN BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -0.28" D- -0.26" T- -0.54" Left Overhang(s) are not to be removed. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (cant) OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! grade. Brace 0 24" o.c. unless noted. Truss Location - Not End Zone L/401 MEM 11-12 (LIVE) LC 22 Left Overhang Soffit loading = 0.0 psf Bldg Code: CBC -01 Hurricane/Ocean Line - No Exp Category C L- 0.12" D= 0.07" T- 0.19" Bldg Length - 80.00 ft, Bldg Width o 40.00 ft CRITICAL MEMBER FORCES: Mean roof height = 11.82 ft, mph 80 Tc COMP..(DUR.)/ TENS. (DUR.) CSI - CBC Standard Occupancy, Dead Load = 15.6 psf OL- 1 0(1.60)/ 40(1.25) 0.20 1-2 -540(1.60)/ 654(1.25) 0.23 - 2-3 -1272((1.333/ 93((1.253 0.14 3-4 -1589 1.33 / 56 1.60 0.18 4-5 -2962(1.25)/ 244(1.60) 0.41 - 5-6 -3819((1.25))/ 364((1.603 0.46 1 6-7 -3756<1.25)/ 360(1.60) 0.51 _ 8 9 -2048(1.25)% 229(1.60) 0.10 9-10 -2226(1.25)/ 227(1.60) 0.17 BC COM P. ((DUR.3/ TENS.((OUR .)) CSI - I. 11 12 564((1.25))% 526(((1.33) 12-13 0.11 14-14 15 -96(1.25)/ 117S(1.333 0.24 15-16 / 1423((1.33) 0.28 16-17 -163(1.60)/ 3081 1.25 0.56. 17-18 / 70 1.25 ,0.62 18-19 -10(1.60)/ 137 1.25 0.19 ' 19-20 -113 1.60 / 1869 1.25 0.37 20-21 -162 1.60 / 2014 1.25 0.37 ' 21-22. -161 1.60 / 2014 1.25 0.37 WB COMP. DUR. / TENS.(DUR.) CSI 14-3 -800 1.25 / 129(1.60) 0.16 17-6 -225(1.25)/ 79(1.60) 0.71 2-12 -1084(1.25)/ 123((1.603 0.13 2-14 -49(1.60)/ 1230 1.33 0.47 12-14 -614(1.25)/ 682(1.61) 0.22 3-15 -121(((1.60)))/ 680(((1.253) 0.28 4-15 -388 1.25 / 143 1.60 0.05 4-16 -204 1.60 / 1932 1.25 0.78 5-16-613(1.2sj/ 1475S1.60jj.1:01 7-10-15 - 7-10-15 ' 7-17 -670.60 / 1181 1.25 0.48 1 2 3 4 5 6 7 8 9 10 17-19 -180 1.60 / 2584 1.25 0.39 7-19 -770 1.25 / 141 1.60 0.14 - 8-19 -67 1.60 / 806 1.25 0.33 5.00 20-0-0 -500 ' 8-20 188(1.25) 0.08 I { ' 9-20 ' -176(1.25)/ 58(1.603 0.04 9-21 -2(1.25)))/ 22(0.90 0.01 314: 1 1.5-4 4-0-0 3VV:308 R:1459 6-0-8 U4:-177. I 18-5-8 2f - O 11-0-0 2�O I 36-0-0 1.1 12 134 15 16 178 19 20 21 22 20 oa. unless 4-1-0 2 SHIP 0-4-1 B2 VV:308 R:1189 U:-134 10/19/2006 VVHK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component net truss system. N has been based on specifications provided by the component manufacturer WO • Dri ve_N_] uhl res and done in accordance with the current versions of TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions -L00007 -J00001 are to be verified by the ccmponenl manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS n r' RM #LC = 23 WT: 241# 9 ' utilirnd on this design meet or exceed the loading Imposed by the local building code and the Particular application. The design assumes that the lop chord TC Live 16.00 psf LiveDur L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur 1=1.15 P=1.15 noted. Bracing shown Is for lateral support ofcomponentsmembers only toreduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will causethe moisture content ofthe wood toexceed! l0%and/or cause connector plateconosion. Fabricate. handle. install and b sce this truss in accordance with the following standards:Joint and Cutting Detail Repors'available as output from Truswal software. BC Live 0.00 psf 1.15 /'1.00 / 1.00 Durham, CA 95935'ANSI/TPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC. Dead 7.00 psf 0. C. Spaci ng .2= 0- 0 ' (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53710. The American Forest and Paper Association(AFPA)islocatedat111119thStreet.NW.St.800,Washington,DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truswal Systems Plates are 20 aa. unless shown by "18"t18 ga.),'H'(164a.) or'MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled tales and false frame plates are ositioned as shown above. Shift able stud lates to avoid )vada with structural plates or staple . Truss ID: A3 Qty: 1 BRG X -LOC REACT SIZE REQS D TC 2x4 DFL #1 BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 THIS This design based on chord bracing applied 1 4- 1-12 1459 3. 50" 1. O 2 35-10- 4 1188 3.50" 1.50" 2x4 DFL STANDARD 13-3, 17-6 DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to BRG REQUIREMENTS Shown are based ONLY WEB 2x4 DFL STANDARD PLATE VALUES PER IC80 RESEARCH REPORT 01607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 9-10-15 26- 0- 0 On the tru55 material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) Support 1 -177 lb MAX DEFLECTION (span) : Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -134 lb L/999 MEM 15-16 (LIVE) LC 19 Continuous lateral bracing attached to flat HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -0.20" D= -0.21" T= -0.41" TC as indicated. Lumber must be structural Brace PLATING BASED ON GREEN LUMBER VALUES. CBC-Ol Code. MAX DEFLECTION (Cant) grade. E 24" o.c. unless noted. Left Overhang(s) are not to be removed. 10.00 psf Bldg Enclosed - Yes, Importance Factor - 1.00 L/565 MEM 11-12 (LIVE) LC 22 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX. I Left Overhang Soffit loading = 0.0 psf 8C Live Truss Location = Not End Zone Hurricane/Ocean Line - No Exp Category - C L- 0.09" D- 0.04" T- 0.12" CRITICAL MEMBER FORCES: Durham, CA 95935 1', WTCA V- Wood Truss Council of America Standard Design Responsibili0es.'BUILDING COMPONENT SAFETY INFORMATION' - Bldg Length - 80.00 ft Bidg Width = 40.00 ft Mean roof height = 12.23 fi, mph BO TC COMP.(DUR.)/ TENS. (DUR.). CSI OL- 1 0(1.60)/ 40(1.25) 0.20 0. C. Spaci ng 2- 0- 0 - CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -539(1.60 / 654 1.25) 0.23 TRUSPLUS 6.0 VER: T6.5.41 2-3 -1276(1.33 / 92 1.25) 0.14 Bldg Code: CBC -OL DEFL RATIO: L/360 TC: L/36 .3-4 -1774(1.33 / 102 1.60) 0.11 4-s -1633(1.33)/ 107(1.60) 0.18 5-6 -2715((1.253/ 282((1.603 0.27 ' 6-7 -2693 1.25 / 280 1.60 0.30 - 7-8 -2082(1.25)/ 255(1.60) 0.25 8-9 -1907(01.25))/ 228((1.603 0.14 9-10 -2211 1.25 / 230 1.60 0.22 BC COMP. (DUR.)/ TENS.(DUR.) CSI 11-12 -567(1.25)/ 589(1.60) 0.15 ' 12-13 -4(1.25)/ 27(1.33) 0.11 13-14 _16(1.25)/ 52(1.60) 0.13 14-15 94(01.25))/ 11800(1.333 0.44 15-16 -116 1.60 / 2295 1.25 0.62 16-17 / 50(1.25) 0.32 17=18 -4(1.60)/ 65(1.253 0.12 18-19 -83(((1.60)))/ 1726((1.25) 0.32 19-2 20-21 -135 52(1.60)% 1995(1.25) 0.37 WB COMP.(DUR.)/ TENS.(DUR.) CSI 14-3 -779(1.25)/ 135(1.60) 0.16 16-6 -178(1.25)/ 65(1.60) 0.36 ' 2-12 -1083(1.25)/ 123 1.60 0.13 2-14 -61(1.60)/ 1237 1.33 0.47 12-14 -614(1.25)/ 681 1.60 0.22 3-15 -185(1.60)/ 888 1.25 0.36 4-15.: 460 1.33 0.18 9-1D-15 9-1D-15 )/ s -16 -1011(1.2s / 182 1:60 0.47 5-16 -29(1.60)/ 552 1.25 0.22 1 2 3 4 5 6 7 8 9 10 7-16 -33 1.60 / 825<1.33) 0.31 - - 16-18 -111 1.60jj/ 2070<1.25) 0.84 7-18 710 1.25 / 112(1.60) 0.20 5.00 16-0-0 -5.00 8-18 -38(1.60)/ 440 1.25 0.18 - 8-19 / 243((1.25)) 0.10 9-19 -314(1.25) 83(1.60) 0.12 3-4 9-zo I 53(0.90) 0.03 5 3 4 1 5 4 3-4 4-5-10 3.5-4 3-4 1 = 4-10 MX/6- 0-4-1 1 " 3-4 3-4 3-4 1.5-4 1 MX/6-14 4-0-0 3W:308 R:1459 6-0-8 UA 77 18-5-8 I i �I 11-6-0� 36-0-0 11 12 134 15 167 18 19 20 21 5- -6 = SHIP 0-4-1 B2 W:308 R:1188 U:-134 Truswal Systems Plates are 20 aa. unless shown by "18"t18 ga.),'H'(164a.) or'MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled tales and false frame plates are ositioned as shown above. Shift able stud lates to avoid )vada with structural plates or staple . O/ 1 �7I �OO V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design ie for an individual building component not buss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res -L00007 -J00001 - and done in accordance with the current vereions of TPI and AFPA design standards. No responsibility is assumed for dimensional acourncy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads - Dsgnr: RM #LC = 23 WT: 246# utifimd on this design meet or exceed the leading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf p S n owDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the content the to 19% TC Dead 10.00 psf Rep Mbr Brill / Comp / Tens ® 792 Durham Dayton Highway moisture of wood exceed and/or came connector plate comosion. Fabricate., handle. install and Isscethis lruseinaccordancewiththe following standards:'Jointand Cutting Detail Reports'availableasoutput from Trmwalsofhvare. 'ANSI/TPI 8C Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95935 1', WTCA V- Wood Truss Council of America Standard Design Responsibili0es.'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin53719. The American Forest and Paw Association (AFPA)is located af111119thSUeeLNW,Sle800,Washington,DC20038. Bldg Code: CBC -OL DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVHIKIV/IV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A4 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 4- 1-12 1459 3.50 1.501, 2 35-10- 4 1188 3.50�� 1.50�� _ 2x4 DFL STANDARD 11-3, 15-5 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. - per the following schedule: max o.c. from ,to BRG REQUIREMENTS Shown are based ONLY WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00' 11-10-15 24- 0- 0 On the truss material at each bearing Loaded for 10 PSF non -concurrent 8CLL. THEY ARE BASED ON 1.5" RANGER NAILS FOR 1' -PLY AND 3" HANGER NAILS FOR MULTI -PLV UPLIFT REACTION(S) SuDPort 1 -177 lb MAX DEFLECTION (span) ( F ) Drainage must be provided to avoid ponding. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Su L/999 MEM 15-16 (LIVE) LC 19 Continuous lateral bracing attached to flat HANGERS MUST BE RE-EVALUATED BY OTHERS). VALUES. This truss is designed using the L=-0.12" D= -0.15" T= -0.27" TC as indicated. Lumber must be structural Brace 0 24" PLATING BASED ON GREEN LUMBER CBC -01 Code. MAX DEFLECTION (Cant) : grade. o.c. unless noted. Left Overhang(s) are not to be removed. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location - Not End Zone L/651 MEM 9-10 (LIVE) LC 22 OVERHANG(S) MAY BE SHORTENED UP TO 3" MAY. l - Bldg Code: CBC -01 Hurricane/Ocean Line - No Exp Category = C L- 0.08" D= 0.02" T= 0.10" Left Overhang Soffit loading = 0.0 psf Bldg Length = 80.00 ft, Bldg Width = 40.00 ft CRITICAL MEMBER FORCES: Mean roof height = 12.65 ft, -mph = 80 TC COMP.ffit.)/ TENS.(DUR.) CSI CBC Standard Occupancy, Dead Load = 15.6 psf OL- 1 0(1.25)/ 40(1.25) 0.20 1-2 -538 1.60 / 655 1.25 0.22 2-3 -1317 1.33 / 73 1.25 0.21 3-4 -1772 1.33 / 145 1.60 0.26 ' 4-5 -2153(1.25)/ 261(1. So) 0.45 ' 5-6 -2137 1.25 / 260(((1.603) 0.45 ' 6-7 -1770 1.25 / 221 1.60 0.25 7-8 -2178((1.25))/ 232((1.60)) 0.31 ' C�569(D1u25)/ TE5.60) CS 9810 5 10-11 -3 1.25)/ 27(1.33) 0.10 - - 11-12 _17(1.25)/ 52(1.603 0.13 12-13 67(1.25)/ 1240(1.33 0.31 13-14 / 1583(1.33) 0.40 .14-15. / 96((1.253 0.31 15-16 -3((1.60))/ 61 0.29 <1.25) 50 17-18 -17 i44 1:60)% 1959(1.25) 0.39 WB COMP.(DUR.)/ TENS.(DUR.) .CSI 12-3 -792(1.253/ 172(1.60) 0.16 14-5 -363(1.25 / 135(1.60) 0.35 ' 2-10 -1078(1.25)/ 121 1.60 0.13 2-12 -92(1.60)/ 1308 1.33 0.50 10-12 -617(1.25)/ 678 1.60 .0.22 - 3-13 -309(1.60)/ 837(1.25) 0.34 4-13 -125 1.25 / 171((1.603 0.05 ' 4-14 -117 1.60 / 815 1.25 0.33 6-14 43 1.60 / 663(1.33 0.25 ) 11-10-15 ) 11-10-15 14-16 -461.603/ 1s4o(1:2 s3 0.63 6-16 / 194(i1.25)i 0.08 , - - 1 2 3 4 ; 5 6 7 8 ' 7-16 -424(1.25)/ 110 1.60 0.25 7-17 / 68(0.90) 0.04 5.00 1.2-0-0 -5.00 r i 1 4-0-0 3W:308 R:1459 8-0-8 U:-177 18-5-8 4' 11-6-0Q 36-0-0 ' 9 10 112 13' 145 16 17 18 20 ca. unless 61 6 SHIP x ll 0-4-1 B2 W:308 R:1188 U:-134 10/19/2006 VVHIKIV/IV V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • D ri ve_N_j uhl res_L00007_300001 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 Dsgnr:. RM #LC = 23 WT: 243# TC, Live 16.00 psf Li veDu r L=1.25 P=1.15 utilimd on this design meet or eased the loading imposed by the local building code and the particular application. The design assumes that the top chord IrS. Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material di rectlyattachad, unlessotherwise TC SHOW 0.00 psf Sf10WDUr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp./ Tens ' 792 Durham Da ton Highway environment that will cause the moisture content ofthe wood toexceed 19%and/or cause connector platec«roaion. Fabricate. handle,instan awwace this wssinaccordance with the fonowingstandards:voirnand Cutting Detail Repons'evailableasoutput from Truswalscfhvara, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 9-5938 -ANSI/TPI 1', WTCA 1-- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRU SPLUS 6.0 VER: T6.5.4 Wieconsin53719. The American Forest and Paper. Association (AFPA)islocated atii11191hStreet. NW. Ste 800,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVArTIVIM7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A5 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 4- 1-12 1459 3.50" 1. SO" BC 2x4 DFL Yl THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 35-10- 4 1189 3.50., 1. SO.. WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max O.C. from to BRG REQUIREMENTS shown are based ONLY Q PLATE VALUES PER IC80 RESEARCH REPORT #1607. loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 13-10-15 22- 0-'0 On the truss material at each bearing Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) : Support 1 -177 lb MAX DEFLECTION (span) Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE.USEO, THE Support 2 -13, lb L/999 MEM 13-14 (LIVE) LC 19 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the L= -0.15" D= -0.15" T= -0.30" grade. Brace @ 24" o.c. unless noted. Left Overhang(s) are not to be removed. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. MAX DEFLECTION (Cant) : OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.! Bldg Enclosed - Yes, Importance Factor a 1.00 Truss Location = Not End Zone L/999 MEM 10-11 (LIVE) LC 12 Left Overhang Soffit loading = 0.0 psf Hurricane/Ocean Line = No Exp Category - C Bldg ft, L- 0.05" D- 0.00" T- 0.05" CRITICAL MEMBER FORCES: Length a 80.00 Bid Width - 40.00 ft Mean roof height - 13.07 ft, mph 80 TC COMP.(DUR.)/ TENS.(DUR.) CSI CBC Standard Occupancy, Dead Load = 15.6 psf OL- 1 '0(1.60)/ 40(1.25) 0.20 - 1-2 -563(1.60)/ 643(1.25) 0.31 2-3 -1290((1.333/ 117((1.603 0.22 3-4 -1328 1.25 / 181 1.60 0.17 4-5 -1196(1.25)/ 162(1.60) 0.23 S-6 -1434(((1.253)/ 217(((1.60))) 0.24 6-7 -1583 1.25 / 218 1.60 0.19 7-8 -1950 1.25 / 232 1.60 0.22 ' 8-9' -2256(1.25)/ 227(1.60) 0.17 BC COMP.((DUR.))/ TENS. (OUR. CSI 11-12 -507(1.25)/ 622((1.603 0.14 12-13 1176(((1.33)3 0.46 13-14 -3321 11 (( 3/ 14-15 96 1.60 / 1745 1.25 0.54 15-16 -168(1.60)/ 2045(1.25) 0.39 16-17 -165(1.60)/ 2047(1.25) 0.40 - WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-11 -1371(1.25)/ 234(1.60) 0.16 2-12 -151((1.60))/ 1437((1.25)) 0.58 3-12 -493 1.25 / 99 1.60 0.13 - 3-13 -115/ 250 1.25 0.10 - 4-13 308 1.25 0.13 5-13 -387(1.25)/ 89 1.60 0.35 S-14 -171(1.60 / 128 1.60 0.15 6-14 -8(1.60 / 385 1.25 0.16 7-14 -434(1.25 / 113 1.60 0.25 13-10-15 13-10-15 7-15 / 16(1.25) 0.07 8-15 -310(1.25)/ 79(1.60) 0.15 1 1 2 3 14 5 6 7 8 9 8-16 - 46(0.90) 0.03 5.00 8-0-0 -5.00 Truswal Circled I 3-4 4.4 3-4 3-4 3.5-6 x 2 4 36 5-6 5-6' 3-4 1 5 4 0-4-1 B1 B2 4-0-0 W:308 W:308 R:1459 R:1189 LI A 77 U:-134 36-0-0 10 11 12 13 14 15 16 17 20 6-11-6 SHIP ��1 1�IIII VVArTIVIM7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_1-00007_300001 antl done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' a re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the leads Dsgnr: RM #LC = 23 WT: 244# utili- an this design meet or a - the loading imposed by the tical building coda and the particular application. The design auumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.0D sf p SnowDur L=1.15 P=1.15 ® noted. &acing shown is fw lateral support of components members only to reduce buckling length. This component shall net be placed in any environment that will cause the moisture content of the wood to exceedlg%and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway Durham, CA 95938 and bracethis wssthaccordance wwiththe followingstandards: 'Joint and CawngDetail Report> evailableasoutput from Tmewalsoftware. 'ANSUTPI 1'. WTCA 1' - Wood Truss Cauncil of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsins3719. The American Forest and Pope, Association (AFPA)is located at111119th Street, NW. St. 800.Woshiglon.DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/360 Job Name: JUHL RES. Truswa1S�9stemsPlatesare209a.unlessshownby'18T8ga.),'H"(16ga.),O,,, UC(TWfvU(20ga.).positionedperJointDetailsReport. Circled lates and false frame plates are positioned as shbbwlabove. 3Shifttt able stud tales to avoid overlap with structural plates orata le. Truss ID: A6 Qty: 1 ERG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 4- 1-12 1459 3. 50" 1. 50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 35-10- 4 1189 3.50" 1.SO" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS -shown hOwn are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, - THEY ARE BASED ON FOR TC 24.00" 15-10-15 20- 0- 0 on the truss material at each bearing Drainage must be provided to avoid ponding. 1.5" HANGER RAILS 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) : Support 1 -177 lb MAX DEFLECTION (span) : Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -134 lb L/999 MEM 14-15 (LIVE) LC 22 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss 1s designed using the , L= -0.08" D= -0.09" T= -0.18" grade. Brace P 24" o.c. unless noted. Left Overhang(s) are not to be removed. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (Cant) : OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX. I us environment that will came the moisture content of the woad to exceed 19% and/or cause connector date corrosion. Fabricate. handle. install _ and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports'evailableasoutput from TruswalSoftware. 'AN517TPI 1', WTCA 1' • Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION' _ Truss Location - Not End Zone L/973 MEM 9-10 (LIVE) LC 12 Left Overhang Soffit loading = 0.0 psf Hurricane/Ocean Line = No Exp Category = C Bldg Length - 80.00 ft, Bi dg Width = 40.00 ft L= 0.05" D= 0.00" T- 0.05" CRITICAL MEMBER FORCES: Mean roof height - 13.48 ft, mph 80 TC COMP.(DUR.)/ TENS.(DUR.) CSI Bldg Code: CBC -01 CBC Standard Occupancy, Dead Load = 15.6 psf OL- 1 0(1.60)/ 40(1.25) 0.20 1-2 -573 1.60 / 637 1.25 0.35 ' 2-3 -1372 1.33 / 133 1.60 0.27 3-4 -1299 1.25 / 205 1.60 0.27 ' 4-5 -12701.25 / 225 1.60 0.24 5-6 -14221.25 / 223 1.60 0.28 6-7 -18991.25 / 225 1.60 0.30 7-8 -227211.25 / 231 1.60 0.18 BG COMP.(DUR.)/ TENS.(DUR.) CSI 9-10 -551(1.25)/ 622(1.60) 0.16 10-11 -498<1.25)/ 630 1.60 0.14 11-12 -2(1.60)/ 1237 1.33 0.28 _ 12-13 / 1149 1.25 0.28 ' 13-14 -82(1.60)/ 1686(1.25) 0.36 14-1S -174((1.603/ 2062 1.25 0.40 15-16 -170 1.60 / 2064 1.25 0.42 - WB COMP.(OUR.)/ TENS.(DUR.) CSI 2-10 -1372(1.25)/ 238(1.60) 0.16 .2-11 -145(1.60)/ 1491(1.25) 0.61 3-11 -395((1.253/ 117 1.60 0.12 3-.12 -180 1.60 / 114 1.25 0.14 4-12 / 158 1.25 0.06 4-13 -130(1.60)/ 214 1.25 0:15 5-13. 311 1.25 0.13 6-13 -54311 25) 120 1 60 0 44 6-14 / 2s7�1:2sj 0:10 15-10-15 7.15 3ao(1.2s� 148(0.90) 0.03 1 2 3 4 5:00_ _ 3-4 4-4 15-10-15 5 6 7 8r 4�0 -5.00 3-4 3-4 3.5-6 x 24 3-6 5-6 5-6 3-4 1.5-4 0-4-1 61 B2 4-0-0 W308 W:308 R:1459 R:1189 LIA 77 LIA 34 36-0-0 9 10 11 12 13 14 15 16 7-11-6 SHIP Truswa1S�9stemsPlatesare209a.unlessshownby'18T8ga.),'H"(16ga.),O,,, UC(TWfvU(20ga.).positionedperJointDetailsReport. Circled lates and false frame plates are positioned as shbbwlabove. 3Shifttt able stud tales to avoid overlap with structural plates orata le. 10/1 9/20U6 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA 3UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_300001 ' and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional .-.racy. Dimensions Dsgnr: RM _ #LC 23 WT: 245# Ors to be verified by the component manufact.rwand/or building designer prior tofabrication. The building designer must ascertamthat the load. = - utilised 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Door sheathing and the bottom chord is lalertily braced by a rigid sheathing material directly attached, unless otherwise .noted. TC Snow O.00 psf' SnowDu r L=1.15 P=1.15 Dur Bracing shown is for. lateral support of components members only toraducebuckliinglength. This component shall not be.placed in any TC Dead 10.00 psf Rep Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 95938 us environment that will came the moisture content of the woad to exceed 19% and/or cause connector date corrosion. Fabricate. handle. install _ and brace this buss in accordance with the following standards: 'Joint and Cutting Detail Reports'evailableasoutput from TruswalSoftware. 'AN517TPI 1', WTCA 1' • Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION' _ BC Live BC Dead 0.00 psf 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2-0- 0 (BCSI 1-03) and'BCSl SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, ' TRUSPLUS 6.0 VER: T6. 5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I - 111 19th Street. NW. Ste BOO, Washington. DC 20038. Bldg Code: CBC -01 DEFL RATION L/360 TC: L/36 Job Name: JUHL RES. Truss ID: B1 Qty: 2 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 1030 HGR 1.50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF aPPpp1y when truss not supported in a hanger. ' 2 31- 0-11 1162 3.50" 1.50" 2x4 DFL STANDARD 12-4 MULTIPLE LOAD CASES. UPLIFT REACTION(S) : WEB 2x4 DFL STANDARD BRG REQUIREMENTS shown 'are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" HANGER NAILS FOR Support 1 -126 lb Support 2 -164 lb On the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. 1 -PLV 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 CBC -01 Code. 1 °THA29 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor - 1.00 Support �onnecti On(s)/Hanger(s) are environmentTC that will cause the moisture content of the wood to exceed 7B%end/or cause connector plata corcosion. Fabricate. handle. Install and brace this Wssinaccerdancewith the following standards: 'Joint and Cutting Detail Repons'avoilableasoutput from Truswalsoftware. Truss Location - Not End Zone not designed for horizontal loads. Durham, CA 95938 Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, eidg Width = 40.00 ft SEE SIMPSON CATALOG - 0. C. Spaci ng 2- 0- 0 Mean roof beight - 12.92 ft, mph 80 FOR ADDITIONAL INSTALLATION NOTES CBC Standard Occupancy, Dead Load = 15,6 psf MAX DEFLECTION (span) : L/999 MEM 10-11 (LIVE) LC -1 L= -0.11" D= -0.11" T= -0.22" 5-6 21 6-7 -2155(1.25)% ' 292(1.6060 ) 0.30 BC COMP. 1111 / TENS.(DUR. CSI 8-9 -195 1.60 / 1919(1.25 0.40 9-10 -198 1.60 / 1916(1.25 0.40 10-11 -111(1.60)/ 1598(1.25) 0.37 11-12 / 51 1.253 0.10 12-13 -1(1.60)/ - 10 1.25 0.17 13-14 -269(1.60)/ 1935(1.25) 0.38 14-15 -266(1.60)/ 1937(1.25) 0.38 WB COMP. OUR. / TENS. (OUR.) CSI 11-4 -97 1.60 / 626 1.25 0.36 2-9 / 152 1.25 0.06 2-10 -552(1.25)/ 139(1.60) 0.45 3-10 -128(((1.603)/ 934(((1.253) 0.38 4-10 -639 1.25 / 136 1.60 0.29 5-11 -52 1.60 / 117 1.25 0.05 11-13 -173 1.60 / 1642(1.25) 0.67 5-13 -396 1.25 / 86(1.603 0.18 6-13 -491 1.25 / 125(1.60 0.34 6-14 / 128(1.25) 0.05 13-2-7 18-0-0 1 1 2 13 4 5 6 71 5.00 -6.00 - 5-6 x W:308 - 0-4-1 R:1030 B2 LIA26 W:308 RA 162 F- 14-6-7 I I LIA 64 16-8-0� 31-2-7 t 8 9 10 112 13 14 15 20 oa. unless 8-7-13 SHIP Mil171PO 0 O • WHK/V/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not was system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility la assumed for dimensional accuracy. Dimensions ' are to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 16 WT: 211# TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ubliaad on Ilds design meet or exceed the loading imposed by the local building code and the particular application. The design 03UM a that the lop chord • is laterally braced by the rcof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless olhawise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. eracingshownisfor lateral support ofcomponents members only toreduce buckling length. This component shelf net be placed in any Dead 10.00 psf P Re Mbr Bnd P /Comp /Tens ® 792 Durham Dayton Highway environmentTC that will cause the moisture content of the wood to exceed 7B%end/or cause connector plata corcosion. Fabricate. handle. Install and brace this Wssinaccerdancewith the following standards: 'Joint and Cutting Detail Repons'avoilableasoutput from Truswalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI/FPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibllifiea.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. *Ste 800.Washington. DC20038. Bldg Code: CBC -OZ DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truss ID: B2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 - BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 Required bearingwidths and bearing areas 1 0- 1-12 1030 HCR 1. 50" 2 31- 0-11 1162 3.50" 1.50" 2x4 DFL STANDARD 12-4 THIS DESIGN I5 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. pppply when truss not supported in a hanger. URIFr REACTION(; : WEB 2x4 DFL STANDARD BRG REQUIREMENTS Shown are based ONLY pLpTE VALUES PER IC80 RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -126 lb On the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. THEY ARE BASED ON 1.S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -164 lb ' This truss is designed using the BRG HANGER/CLIP NOTE PLATING BASED ON GREEN LUMBER VALUES. 1 'THA29 GIRDERS. IF 2.5"'GUN NAILS ARE'USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Support Connections)/Hanger(s) are SnowDur L=1.15 P=1.15 Truss Location =Not End Zone nOt designed for horizontal loads. TC Dead 10.00 psf Hurricane/Ocean Line- No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 40.00 ft SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES envimm nanttha(wcausethemoisturecontentofthewoodtoexceed19%and/oroause connector platecormslwi. Fabricate. handle. install and brace u„swssinaccordance with the following standards:'3ointand Cutting Detail Reports' available asoutput from T-1soflware. Mean roof height - 12.92 ft, mph - 80 CBC Standard Occupancy, Dead Load = 15.6 psf MAX DEFLECTION (span) Durham, CA 9935 ' L/999 MEM 10-11 (LIVE) LC 1 O. C. Spaci ng 2- O= 0 ' L- -0.11" D- -0.11" T- -0.22" ' CRITICAL MEMBER FORCES: Wisconsin 53719. The American Forest and Paper Association(AFPA)islocated atIIII I 9th Street. NW, Ste 800. Washington, DC 20036. Bldg Code: CBC -01 TC COMP. DUR. / TENS. (OUR . CSI 1-2 -2138(l.25)/ 296(1.60 0.37 2-3 -1606(1.25)/ 279(1.60) 0.36 ' 3-4 -1511((1.252 290((1.60)) 0.17 4-5 -1779(1.25)/ 306(1.60) 0.255-6 53/ 1676 6-7 -2155(<(<(1.25)))))% 292(((1.60))) 0.30 111 (-198(1.60)/ 71916(1.25) 8-9 -195 1.60 / 1919 1.25 0.40 9810 0.40 10-11 -111(1.60)/ 1598(1.25) 0.37 11-12 / 51((1.253 0.10 ' 12-13 -1((1.60))/ 10(1.25) 0.17 13-14 14-15 -266(1.60)% 1937(1.25) 0.111 3it WB COMP.(DUR.)/' TENS. CSI ((DUR.)) 11-4 -97(1.60)/ 21 36 2 9152(1.25) O.OG , 2-10 -5521.25// 139(1.60) 0.45 ' 3-10 -1281.60/ 934(((1.253) 0.38 4-10 '-6391.25/ 136 1.60 0.29 5-11 -5211.601/ 117 1.25 0.05 11-13 -173(1.60)/ 1642(1.25) 0.67 5-13 -396((1.253/ 86((1.603 0.18 ' 6-13 -491 1.25 125 1.60 0.34 13-2-7 18-0-0 6-14 128(1.25) O.OS I, 2 13 4 5 6 71 5.00 - -5.00 r_R TrUSWaI Circled I 8-7-13 SHIP x 0-4-1 W:308 ' R:1030 B2 LIA26 W:308 RA 162 14-6-7 I I LIA 64 16-8-0� 31-2-7 r 8 9 10 112 13 14 TV 20 7, , vj%. 10/19/2006 VVHIT1V11VV Read a0 notes on this sheet and give a copy of it to the Erecting Contractor. ' Cust: LIA 3UHL This deagn is for an individual building component net truss system. H has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional eccurecy. Dimensions ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS n r • RM #LC = 16 211# g 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 TC Li ve 16.00 psf Li veDu r L=1.25 P=1.15 islalwallybracedbythercofo fl -,sheathing and the boltorn chord is laterally braced by a rigid sheathing matelial directly attached. unless otherwise ' TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any n TC Dead 10.00 psf Rep Mbr Bnd /Comp /Tens ® 792 Durham Dayton Highway envimm nanttha(wcausethemoisturecontentofthewoodtoexceed19%and/oroause connector platecormslwi. Fabricate. handle. install and brace u„swssinaccordance with the following standards:'3ointand Cutting Detail Reports' available asoutput from T-1soflware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 9935 'ANSUTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O. C. Spaci ng 2- O= 0 ' (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 Donofrio Drive, Madison. TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association(AFPA)islocated atIIII I 9th Street. NW, Ste 800. Washington, DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVHITIYI[YV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: C1 Qty: 1 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer BRG X- LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x6 DFL #2 Plating spec ' ANSI/TPI - 1995 THIS DESIGN THE This design based on chord bracing applied 1 0- 1-12 510 3.50" 1.50" 2 8- 1-12 525 3.50 1.50" WEB 2x4 DFL STANDARD IS OPPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o.c. from to BRG REQUIREMENTS shown are ba Sed ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage be IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 5-10-15 8-"3- 8 SnowDur L=1:15 P=1.15 on the truss material at each bearing must provided to avoid ponding. Permanent brat, ng ;s required (by others) to THEY ARE BASED ON 1. S" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLV UPLIFT REACTION(S) Support 1 -101 lb ® 791 Durham Dayton Highway Durham, CA 93938 MAX DEFLECTION (Span) Prevent rotation/toppling. See SCSI 1-03 GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -104 lb (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Orwfrio Drive, Madison, L/999 MEM 4-5 (LIVE) LC 1 and ANSI/TPI 1. HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss 1s designed using the Bldg Code: CBC -01 L= -0.01" D= -0.02" T= -0.03" PLATING BASED ON GREEN LUMBER VALUES. End designed for loads Continuous lateral bracing attached to flat CBC -01 Code. CRITICAL MEMBER FORCES: verticals are axial only unless noted otherwise. TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location Not End Zone TC CONP.<IUR. )/ TENS.<DUR.) CSI 1-2 -516(1.253/ 57(1.603 0.17 Extensions above or below the truss p�rofile - Hurricane/Ocean Line = No Exp Category - C .2-3 -413(1.25 / 64(1.60 0.23 (if any) have been designed for loads indicated only. Horizontal loads applied at Bldg Length = 80.00 ft, Bidg Width = 40.00 ft Mean roof height - 11.40 ft, mph 80 BC COMP. (DUR. )/ TENS. (DUR.) CSI the end of the extensions have not been p_ 9 const dered unless shown. A dro le to an CBC Standard Occu c Dead Load = 15.6 sf _____ p y ------ -- ---LOAD CASE #1 bESIGN LOADS ------P--- 4-5 -77(1.60)/ 443(1.25) 0.20 5-6 0(1.25)/ 92(1.60) 0.09 otherwise unsupported wall mad create a hinge Dir L. PIf L. Loc R. PIf R. Loc LL/TL WB COMP.)/ TENS. (DUR.) CSI effect that requires additional design consideration (by others). TC Vert 66.00 - 2- 0- 0 66.00 0- 0- 0 TC Vert 52.00 0- 0- 0 52.00 6- 0- 0 0.48 0.62 2-5 -189(1.25)/ 82(1.60) 0.03 TC Vert 100.21 6- 0- 0 100.21 8- 3- 8 0.62 3-5 1.25 / 542((1.25)) 0.22 BC Vert 26.98 0- 0- 0 26.98 8- 3- 8 0.00 513 3-6 -513 1.25 / 83 1.60 0.07 .Type... lbs %.Loc LL/TL TC Vert 0.0 0- 1-12 1.00 TC Vert 84.7 6- 0- 0 1.00 TC Vert 52.9 6- 0- 0 0.00 I 5-10-15 t 1 2 3 5.00 138# Li 1 W:308 R:510 LIA01 2-0-0 8-3-8 r 4 5 6 2-R-4 B2 W:308 R:525 LI A 04 3---6 SHIP VVHITIYI[YV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_1-00007_300001 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 prim to fabrication. The building designer must ascertain that the loads DS n r • RM #LC = 15 WT' 5'5# g TC Live 16.00 psf L i veDu r L=1.25 P=1.15 utilized on this design meet or exceed the loading imposed by the Tocol 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 TC Snow 0.00 psf SnowDur L=1:15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that the TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 791 Durham Dayton Highway Durham, CA 93938 environment will cause moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install and brace this buss in accordance with the following tandards:'Joint and Cutting Detail Repoft'availabte as output from Truswal software. 'ANSUTPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 psf BC Dead 7.00 psf 1.00 / 1.00 / 1:00 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and 'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Orwfrio Drive, Madison, TRUSPLUS 6.0 VER:. T6.5.41 Wisconsin53719. TheAmwioanForeslandPaWAssociation(AFPA)(alocated atfill IgthStreet. NW. St. 800.Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truss ID: C2 Qtv: 1 BRG X -LOC REACT SIZE RE TC 2x4 OF #1 1 0- 1-12 406 3.50" 1.50" WE8 2x4 DFL STANDARD 2 7-11- 0 71 1'. 50 1. 50 PLATE VALUES PER In' RESEARCH REPORT #1607. 3 8- 2-12 186 1.50" 1.50" Loaded for 10 PSF non -concurrent BOLL. ERG REQUIREMENTS shown are based ONLY Mark all interior bearinQlocations. on the truss material at each bearing Install interior support(s)beforeerection. MAX DEFLECTION (span) : Shim bearings (if needed) for req. support. L/999MEM 4-5 (LIVE) LC 18 ' L= -0.02" D= -0.10" T= -0.13" CRITICALMEMBER FORCES: TC COMP.((DUR.))/ TENS.((DUR.)) CSI 11 2-3 61 -;46(1.253% 26(1.253 0.17 3-0 -1(1.25 / 2(1.60 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI 4-5 -144((1.60))/ 285((1.25)) 0.25 -5-6 -0 0(1.60)% 140(1.25) 0.00 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-5 -319(1.25)/ 161(1.60) 0.09 20 Plating spec : ANSI/7PI - 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 LUMBER VALUES. 8-3-8 4 56' 3-7-15 82 W:108 R:71 - U:-50 4- -11 SHIP B 08 R:186 U:-30 UPLIFT REACTION (5) : Support 1 -73 lb Support 2 -50 lb Support 3 , -30 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category C Bldg Length - 80.00 ft, Bidg Width = 40.00 ft Mean roof height - 11.74 ft, mph = 80 CBC Standard Occupancy, Dead Load = 1S.6 psf VVAKIVI /VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_]00001 accordance and Oona in aortlarca with the current versions of TPI antl AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' a re to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must OWertain that the loads Dsgnr: RM #LC = 18 WT: 42# utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached. unless otherwise - TC Snow D.OD psf SIIOWDUr L=1.15 P=1.15 - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that will the the TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment cause moisture content ofwood toexceed i9% and/or gaase connector plate corrosion. Fabricate. handle, install and brace this truss in accordance with the folloWng standards: 'Joint and Cutting Detail Reports'available as output from Truawal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSIITPI 1'.'WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf 0. C. Spaci ng 2-0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53710. The American ForestardPaperAssocfation(AFPA)islocatedal11111gthStreet.NW.SteBOG.Washington.DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truss ID: C3 Qty: 1 BRG X -LOC REACT SIZE REQ'D. TC 2x4 DFL #1 Platingg spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 424 3. 50" 1. 50" BC 2x4 DFL s1 THIS DESIGN.IS THE COMPOSITE RESULT OF Support 1 -69 lb 2 9-11= 0 121 1. SO" 1. SO'• WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -78 lb PLATE VALUES PER IC80 RESEARCH REPORT #1607. 3 8- 2-12 222 1.50" 1.50" Loaded for 10 PSF BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, or3 -56 lb non -concurrent BRG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the CBC-Ol Code. On the truss material at each bearing Install interior support(s) before erection. GIRDERS. IF 2.5" CUM NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor = 1:00 MAX DEFLECTION, (span) PLATING BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone L/999 MEM 4.-5 (LIVE) LC 18 Hurricane/Ocean Line - No Exp Category C Bldg Length = 80.00 ft, Bi dg Width = 40.00 ft CR -CAL ME R F -0.11" T= -0.14" CRITICAL MEMBER FORCES: Mean roof height = 11.74 ft, mph = 80 TC COMP. (OUR.)/ TENS. (DURJ CSI CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -401 <1.25)/ 72(1.60) 0.29 2-3 67((1.25))/ 45((1.253 0.29 3-0 -1 1.25 / 2 1.60 0.00 ' BC COMP .(DUR.)/ TENS. (DUR.) CSI " 4-5 -197<(1.60))/ 359((1.25)) 0.28 6-00 is 0(1.25)% 170(1.60) 0.00 2WB CONSSI (DUI,)/ TE223(1u60) 0011 E 2 3 5 00 - B2 W:108 R:121 'U:-78- - 4-15 1.5-4 r 3- -8 5-3-11 SHIP 34 09:1 B1 3-4 3VV:ESSI LIA9:2228 �. J U:-69 9-11-12 :-58 2-0-0 8-3-8 � � .� O. Z 4 56 J n _2 07 VtV Truswal Sy stems Platesare2Dpa. unlessshown by "18'(18ga.),'H"(16�ga.)or'tYDC"(TWMX20 ga.), positionedper Joint Details Report. 10I19I2006 Circled Iotas and false frame pates are osibonedasshbwn above. 3h R able stud totes to avoid ovaria wlUl stlTlctural plates or staple. WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUr+L This design is for an individual building component not truss system. It has been based on specificeUons provided by the component manufacturer WO. Dri ve_N_j uhl res_L00007_]00001 and done in accordance with the cumene versions of TPI and AFPA design standard.. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the componentmanufecturm and/or buil dblg designer prior to fabrication. The building designer must ascertain that me load. Dsgn r : RM #LC = 18 WT: 46# uUtimd on this design meet or exceed the loading imposed by Ue local building coda and the particular application. The design esaumes that Ue top chord TC LT Ve 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chard is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 sf SnowDur L=1.15 P=1.15 rated. Bracing shown is for lateral support of components members onlylo reduce buckling length. This component shall not be placed in any p ® environment that will cause the mois!um content of the wood to exceed 19% and/or cause connector platecomesion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway and br.c. this truse in accordance Mth the following standards:Joint and Cutting Detail Reports'available as output from Trus,val software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, C:4 93938 'ANSIrrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, - TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The Ammican Forest and Paper Assadation (AFPA) is located at I I I I 19th Street, NW. Ste 800, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truss ID: C4 Qty: 1 BRG ' X=LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 435 3. 50" 1. 50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -62 lb 2 11-11- 0 164 1.50" 1.50 WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES, Support 2 -105 16 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 8- 1-12 272 3.50" 1.50" for 10 PSF BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -87 lb _Loaded non -concurrent BRGREQUIREMENTS shown are based ONLY Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss 1s designed using the CBC-Ol Code. On the truss material at each bearing Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor = 1.00' MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Not End Zone L/999 MEM 4-5 (LIVE) LC 15 environment that will cause moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install ndb se this truss in rfollowingand tfing Reporte available as output from swal coovare, Wood sa lu Standaa Hurricane/Ocean Line - No Exp Category = C Bldg ft, L- -0.01" D= -0.07" T=-0.08�� CA 9938 Length - 80.00 Bidg width = 40.00 ft Mean roof height = 11.74 ft, mph 80 CRITICAL MEMBER FORCES: TC COMP. (DUR. )/ TENS. (DUR.) GSI 0.C.S Cin9 CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -519 1.25)/ 104(1.60) 0.52 2-3 -91 1.25)/ 62(1.253 0.52 , Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119th Street, NW. Site 800.Washington. CC20036. Bldg Code: CBC -01 3-0 . -1 1.25)/ 2(1.60 0.00 BC COMP.(DUR. )/ TENS.(OUR.) CSI ' 4-5 -271(1.60)/ 478(1.25) 0.22 5-0 0(1.25)/. 0(1.25) 0.00 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-5 -528(1.25)/ 299(1.60) 0.15 2 3 5� '2-0-0 0 0 8-3-8 ' 4 51 20 B2 W:108 R:164 U:-105 6-1-11 3-11-8 SHIP Wf KIVIN(7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_300001 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 Wilding designer prior to fabrication. The building designer must ascertain that the loads DS n r • RM # LC = 18 AT: • 50# g uUlimd on this design meet or exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the lop chord TC Live 16.00. psf Li veDu r L=1.25 P=1.15 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 TC. Snow 0.06 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of oomponenle members only to reduce buckling length. This component shall not be placed in any the TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® Durham Dayton Highway environment that will cause moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install ndb se this truss in rfollowingand tfing Reporte available as output from swal coovare, Wood sa lu Standaa BC Live 0.00 p Sf 5 / Z 0 / •00792 00Durham, CA 9938 'ANSI/TPI 1'. WTCA V T ss CounlofAmerics DesignResponibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead '7.00 psf 0.C.S Cin9 (BCSI 1-03) end'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 , Wisconsin53719. The American Forest and Paper Association (AFPA)islocated at111119th Street, NW. Site 800.Washington. CC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 11 Job Name: JUHL RES. WAKN/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: D1 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 OF #1 .•[PNI-PLATE MONITOR USED -See Joint Report-- This design based on chord bracing applied 1 0- 1-12 994 HGR 1.50" BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 per the following schedule: 2- 31- 0-10 1461 3.50" 1.56" 2x4 DFL STANDARD 15-7 THIS DESIGN IS THE COMPOSITE RESULT OF max o.c, from to 3 39- 0-10 330 3. $O" 1.50 WEB 2x4 DFL STANDARD PLATE VALUES PER ICSO RESEARCH REPORT MULTIPLE LOAD CASES, TC 24.00' 9- 1- S 25- 2- 6 BRG REQUIREMENTS shown are based ONLY #1607. Loaded for 10 PSF non -concurrent SCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR Requi red bearing widths and bearing areas On the truss material at each bearing Mark all interior bearing locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY appl when truss not supported in a hanger. UPLIFT REACTION($) : BRG HANGER/CLIP NOTE Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 1 -89 lb 1 ^THA29 Drainage must be providedd to avoid ponding. Shim bearings (i needed) for req. support. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Continuous lateral bracing flat Support 2 -145 lb Support Connections)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. attached to TC as indicated. Lumber be Support 3 -165 16 -3 not designed for horizontal loads. must structural grade. Brace 0 24" o.c. unless noted. This truss designed using the CBC -01 Code. SEE SIMPSON CATALOG Bldg Enclosed = Yes, Importance Factor - 1.00 FOR ADDITIONAL INSTALLATION NOTES Truss Location = Not End Zone MAX DEFLECTION (span) Hurricane/Ocean Line - No Exp Categorfy' C Bldg len th 80.00 ft, Bldg Width 40.00 ft L/999 MEM 11-12 (LIVE) LC 15 = - Mean height 12.07 ft, ft, mph 80 L= -0.13" D- -0.15" T= -0.28" CRITICAL MEMBER FORCES:TC tanroo CBC Standard Occupancy, Dead Load = 15.6 psf p COMP (( )) TE237(1U60) 1-2 .- 095(11.25)/ 0.19 2-3 -1868(1.25)/ 197(1.60) 0.17 3-4 -1719((1.25))/ 198((1.603 0.32 4-5 -2028((1.253/ 221((1.603 0.34 6-7 1158 1.25 / 139 1.60 0.22 7-8 _1-70(1.60)/ 785(1:25) 0.32 8-9 -155(1.25)/ 206(1.25) 0.19 BC COMP.(OUR.)/ TENS.(DUR.) CSI 10-11 -161(1.60)/ 1893(1.25) 0.47 11-12 -135((1.603/ 2090((1.25)) 0.66 12-13 -116 1.60 / 1872 1.25 0.63 13-14 -710(1.25)/ .114 (1.60) 0.27 14-15 -1458((1.25))/ 159((1.603 0.17 15-16 10 1.25 / 1 1.60 0.09 ' 16-17 -170(1.25)/ 106(1.25) 0.13 WB COMP.(DUR.)/ TENS. (DUR.) CSI 14-7 -1401 1.25 / 163 1.60 0.13 2-11 -222 1.25 10511 05 1.60 0.07 3-11 449 1.25 0.18 4-11 -434(1.25 / 64 1.60 0.36 ' 4-12 -103(1.25)/ 65 1.25 1.04 ' 5-12 327 1.25 0.13 5-13 -993(1.25)/ 125 1.60 0.82 6-13- / 234 1.25 0.10 7-13 -95 1.60)/ 1786 1.25 0.73 9-1-5 13-10-15 8-14 -651(1.25)/ 106 1.60 0.12 1a-16 -203(1.25>/ 134(1.25) 0.05 i i 1 2 3 4 5 6 7 8 9 t 8-16 198(1.25) 0.08 5.00 16-0-0 -5.01 i _ 4-I-9 6-� 9 1 3-6 1 'THA29 W:308 R:994 U:-89 30-10-14 U:-145 i 838 39-2-6 r 10 11 12 13 145 16 17 6-11-6 SHIP 0-4-1 11 B3 W:308 R:330 U:-165 WAKN/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. CustAIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_300001 and done 16 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 andtor Wilding designer prim to fabrication. The building designer must ascertain that the loads Dsgnr:-RM #LC = 18 WT: 244# utiliiad on this design meet or exceed the toadirg imposed by the local Wilding code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheathing material dimc0y attached, unless otherwise TC Snow 0 00sf p SnowDur L=1.15 P=1.15 ® noted. Bracing shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any environment that will cause themoiewreconlantofthewoodtoexceed19%andfmcauseconnectorplatecmrosien. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highwayand brace this buss in accordance withthefollowingstandards:'JointandCuttirgDetailRepmts'evoilableasoutputfromTruswalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 • -ANSI/TPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf 0. C. Spaci ng . 2- 0- 0 . (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onohio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American ForestandvawAssociatlon(AFPA)islocatedal111119thStreet.NW.Ste800.Washington.DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. E0 0.25 Truss ID: D2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 OF it -[PH] MONITOR USED -See Joint Report-- This design based on chord bracing applied 1 0- 1-12 1016 HGR 1.50" BC 2x4 DFL Sl 2x4 DFL STANDARD 15-6 Plating spec ' ANSI/TPI - 1995 COMPOSITE per the following schedule: 2 31- 0-10 1354 3. $0" 1.50" 3 39- 0-10 375 3.501, 1.50"- WEB 2x4 DFL STANDARD THIS DESIGN IS THE RESULT OF MULTIPLE LOAD CASES. max O.C. from to TC 24.00" 11- 1- S 23- 2- 6 PLATE VALUES PER ICBO RESEARCH REPORT #1607.. BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1,5" MANGER NAILS FOR Required bearing widths and bearing areas on the truss material at each beari n.g Mark all interior bearing locations. 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLV appl when truss not supported in a hanger. UPLIFT REACTION(5) ' BRG HANGER/CLIP NOTE Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE - Support 1 -90 lb ' 1 ^THA29 Drainage must be provided, to avoid ponding. Shim bearings (i needed) for req. support. - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Continuous lateral bracing flat Support 2 -139 lb Support Connection s Han er s are PP ( )/ 9 ( ) PLATING BASED ON GREEN LUMBER VALUES. attached to TC as indicated. Lumber must be structural Support , 3 -134 16 This truss 1s designed using the not desiggned for horizontal loads. grade. Brace 024" O.C. unless noted. CBC -01 Code. SEE SIMPSON CATALOG Bldg Enclosed - Yes, Importance Factor = 1.00 FOR ADDITIONAL INSTALLATION NOTES 10.00 psf Truss Location - Not End Zone MAX DEFLECTION (span) environment that will cause the moisture content ofthe wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install and Drecethis Wssinaccordance with the followingslandards:'Joinland Cutfing•DetailRepona'amilableasoutput from Truswalsoftware, Hurricane/Ocean Line - No Exp Category C Bldg length - 80.00 ft, Bidg Width - 40.00 ft L/999 MEM 11-12 (LIVE) LC 1 L. -0.09" D- -0.12" T- -0.21" CRITICAL MEMBER FORCES: 1.15 / 1.00 / 1.00 Mean roof height = 12.48 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf (( )) �2131(DU25)% TE215(1 U60) SC .Dead 7.00 psf 1-2 OC (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, 2-3 -1767(1.25))/ 214(1.60) 0.19 3-4 -1776((1.253/ 237((1.603 0.43 4-S -1776((1.25))/ 237((1.603 0.43 Wisconsin 537/9. The American Forest and Paper Association (AFPA)islocated al111119th Street, NW,St. 800.Washington, DC20038. Bldg Code: 11 6-7 14((1.60))/ 217((1.25)) 0.43 -1262(1.25)/ 160(1.60) DEFL RATIO: L/360 TC: L/36 7-8 0.19 CO131(1U60)/ Ti917(1U25) 9610 0037 10 -SI 11 -1-33(1.60)/ 1915(1.25) 0.40 - 11-12 -53((1.603/ 1592 1.25 '0.39 12-13 -14 1.60 / 1243 1.25 0.42 13-14 -160(1.25)/ SS(1.60) 0.27 14-15 -1351((1.25))/ 154((1.60)) 0.15 15-16 -3 1.25 / 0 1.60 0.09 16-17 -15(1.60)/ 203(1.25) 0.15 WB COMP.(DUR.)/ TENS.(DUR.) CSI 14-6 -1183(1.25)/ 174 1.60 0.06 2-10 / 64 0.90 0.04 2-11 -373(1.25)/ 91 1.60 6.18 3-11 304 1.25 0.12 3-12 282(1.60) 0.69 -26(1.60)/. 4-12 -366((1.25))/ 126((1.603 0.13 5-12 - 69 1.60 / 632 1.25 0.26 5-13 -161 1.25 / 103 1.60 0.06 - _ _ 6-13 43 1.60z)/ 1431((1.253 0.58 15-1D-15 r 7-14 7312 1.25)/ 56(1.60) 0.06 1 2 4- 5 - 6 7 8 14-16 -21(1.60)/ 2S1 1. 0.1 - _ 7-16 -53 2s / 72(1.25) 03 5.00 .12-0-0 - -5.00 i 3-4 4.1-9 4-4 6-11-9 I 3.5-6 3-47- -6 MX/12 1 L 1.5-4 3-4 5-6 5-6 3-4 SHIP �1 = 'THA29 _ 2-0-0 3 0-4-1 W:308 BZB3 R:1016 W:308 W:308 LIAO 31-0-10 R:1354 R:375 30-10-14 j LIA 39 j U:-134 8-3-8 0-4 I 39-2-6 j 9 10 11 12 13 145 16 17 V14 TruswaPSystems Plates are 20pa unless shown by'18'f18 ga.),'H"(16 qa.) or'MX'( r 20 ga.), positioned per Joint Details Report. Circled laatesandfalseframe rates are osiVonedas shown above. Shift i6lestud lates to avoid ovens wlthsWCtural lateis or sta le. 1 OI �7I �OO V ARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual Wilding component not truss, system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_1-00007_300001 and done In accordance with the current versions of TPI and AFPA design standards. No responsibility is aswmed for dimensional accuracy. Dimensions DS • RM # LC 1$ WT' 251# ' are to be verified by the component manufacturer and/or Wilding designer prior to fabricstion. The Wilding designer must ascertain that the loads 9 n r = ublimd 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 TC Live 16.00 psf Li veDu r L=1.'25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is lalmelly braced by a rigid sheathing material directly attached, unless otherwise TC Snow D.DD psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd /.Comp/ Tens 792 Durham Dayton Highway environment that will cause the moisture content ofthe wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install and Drecethis Wssinaccordance with the followingslandards:'Joinland Cutfing•DetailRepona'amilableasoutput from Truswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- SC .Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUS PLUS 6.0 VER: T6.5.4 Wisconsin 537/9. The American Forest and Paper Association (AFPA)islocated al111119th Street, NW,St. 800.Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truswal Systems Plalesare20na. unlessshown by "18•(18 ga.),"H"y6ga.) or"MX"(TWMX 20ga.), posiUonedper Joint Details Report. Circled plates and false frame fates are positl.ned as Shawn above. Shit[ a61e stud plates to avoid ovaria with structural laces Rep. Truss ID: D3 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 BC 2x4 DFL #1 Web bracing re9ui red at each location shown. See details This designbased on chord bracing applied 1 0- 1-12 1015 HGR 1.50" 2 31- 0-10 1359 3.50" 1.50:: 2x4 AL STANDARD 15-7 standard (7%01087001-001 revl). ® [PM] =PLATE MONITOR USED -See Joint Report•• per the following schedule: m C. from to 3 39- 0-10 372 3. 50 1. 50 WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT 81607. Plating spec : ANSI/TPI - 1995 THIS DESIGN TC 24.00" 13- 1- 5 21- 2-6 BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BOLL. IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Regui red bearing widths and bearing areas in hanger. on the truss material at each bearing Mark all interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, apply when truss not supported a UPLI Ff REACTION(S) : BRG HANGER/CLIP NOTE Install interior support Cs) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR - Support 1 -89 lb 1 THA29 Drainage must be providedd to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -139 lb Support Connection(s)/Hanger( are Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural GIRDERS. IF 2. S" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 3 -133 lb nOt designed for horizontal loads. grade. Brace 0 24" o.c. unless noted. Shim bearings (if needed) for req. support. This truss is designed using the CBC -01 Code. SEE SIMPSON CATALOG 1.15 / 1.00 / 1.00 .PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed - Yes, Importance Factor = 1.00 FOR ADDITIONAL INSTALLATION NOTES 7.00 psf C . C. Spaci ng 2- 0- 0 Truss Location= Not End Zone MAX DEFLECTION (Span) Hurricane/Ocean Line - No Exp Category = C L/999 MEM 13-14 (LIVE) LC 15 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th street, NW, Ste 800, Washington. DC 20036. Bldg Code: Bldg Length - 80.00 ft, Bldg Width = 40.00 ft Mean roof height = 12.90 ft, mph 80 L- -0.13" D= -0.16" T- -0.29" CRITICAL MEMBER FORCES: ' CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. DUR. / TENS.(DUR. CSI 1-2 -2096 1.25 / 217(1.60 0.37 ' 2-3 -1605(1.25)/ 207(1.60) 0.32 3-4 -1439((1.25))/ 210((1.603 0.23 4-5 -1241 1.25 / 179 1.60 0.22 ' S-6-13'76(1.25)/ 178 1.60 0.16 6-7 320 1.25 0.24 7-8 -47(1.60)/ 302(l.25) 0.25 - 8-9 -260(1.25)/ 58(1.60) 0.17 BC COMP.(DUR.)/ TENS.(DUR.) CSI ' 10-11, -123(1.60)/ 1879(1.25) 0.40 11-12 -125((1.603/ 1876((1.253 0.51 12-13 -41 1.60 / 1454 1.25 0.68 ' 13-14 -57(1.60)/ 1110 1.25 0.64 14-15 -1354(1.25 / 153 1.60 0.15 ' - 15-16 -3(1.25 / 1 1.60 0.08 ' 16-17 -21(1.60)/ 203(1.25) 0.14 WB COMP.(DUR.)/ TENS.(DUR.) CSI 14-7 -223(1.25)/ 95(1.60) 0.04 2-11 128(((1.25)3 0.05 2-12 -508(1.25)/ 119 1.60 0.36 3-12 372 1.25 0.15 4-12 -166 1.60 / 90 1.60 0.14 4-13 -327 1.25 / 85 1.60 0.27 5-13 3z9 0.13 i.zs 6-13 / 223(1.25 0.US - 13-1-5 17-10-15 r5 6-14 -1655(1.25)/ 143(1.60 0.n 1. 2 3 4 6 7 8 9 8-14 -39011.25)))/ 105(1.60 0.07 14-16 _25(1.60)/ 247(1.25) 0.10 - 6-16 53(1.20)/ 66(1.25) 0.03 15.00 i 8-0-0 -5.00 5- 3-4 5- 3-4 3-10 5 9 1.5-4 7- -9 3-6 5-6 8- -6 L SHIP -b 1.5-4 5-6 3-8 MX/12 3� 1 = `THA29 2-0-0 3 0-4-1 W:308 B -q B3 R:1015 WW 308 W:308 LIA9 31-0-10 R:1359 R:372 30-10-14 I U:-139 [ U:-133 8-3-8 39-2-6 r 10 11 12 13 145 16 17 1 Truswal Systems Plalesare20na. unlessshown by "18•(18 ga.),"H"y6ga.) or"MX"(TWMX 20ga.), posiUonedper Joint Details Report. Circled plates and false frame fates are positl.ned as Shawn above. Shit[ a61e stud plates to avoid ovaria with structural laces Rep. 0I1 �7I2OOV WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_]00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' Dsgnr: RM #LC 18 WT: 254# re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the leads = TC Live 16.00 psf LiveDur L=1.25 P=1.15 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 laterally 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 TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 noted. shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood! loexceed 19% and/or WU38 connector plate corrosion. Fabricate. handle. install and brace this truss in accordance with the following standards:Joint and Culting Detail ReporW available as output from Truswil software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSIfrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf C . C. Spaci ng 2- 0- 0 ' (BC51 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, , TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th street, NW, Ste 800, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truswal Systems Plates are 20 qa. unless shown by'18-(18 ga.). W 16 aa.) or'MX rIAX 20 ga.). positioned per Joint Details Report. ClrGlEd I tesandfalseffamepatesare ositionedasshbwnabove. hi able stud latestoavoldoveI pwith sWctural plates orsta le. Truss ID: D4 Qty: 1 BRG X -LOC REACT- SIZE REQ' D TC 2x4 DFL #1 ••[PMJ=PLATE MONITOR USED -See Joint Report- This design based on chord bracing applied 1 0-. 1-12 1012 HCR 1.50" Sc 2x4 DFL #1 2x4 DFL STANDARD 15-6 Plating spec : ANSI/TPI - 1995 per the following schedule: 2 31- 0-10 1375 3.50 1.50" 3 39- 0-10 365 3.50 1.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. .max o.c. from to TC 24.00' 1S- 1- 5 19- 2- 6 BRG REQUIREMENTS Shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED Required bearing widths and bearing areas on the truss material at each bearing Mark all interior bearing locations. ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY apppplyy when truss not supported in a hanger. UPLI Ff REAC7ION(S) ' BRG HANGER/CLIP NOTE Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 1 -90 lb 1 °THA29 Drainage must be Crovidedd to avoid ponding. Shim bearings (if needed) for req. support. MANGERS MUST BE RE-EVALUATED (BV OTHERS). Continuous lateral bracing attached to flat Support 2 -138 ib Support 3 lb Support Connection(s)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. 7C as indicated. Lumber must be structural -139 This truss is designed using the not deSigned for horizontal loads. - grade. Brace @'24" o.c. unless noted. CBC-Ol Code. SEE SIM SON CATALOG FOR ADDITIONAL INSTALLATION NOTES 0.00 psf 1.15 / 1.00 / 1.00 Bldg Enclosed - Yes, Importance Factor = 1.00 Truss Location = Not End Zone MAX DEFLECTION (span) L/999 MEM 10-11 (LIVE) LC 15 BC Dead 7.00 psf Hurricane/Ocean Line = No Exp Categor C Bldg Length = 8@.00 fi , Bldg Width = �o.00 ft CR -CAL ME R FORCES: T= -0.17" CRITICAL MEMBER FO)RCES: (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof to Drive, Madison, Mean roof height - 13.32 ft, mph = 80 CBC Standard Occupancy, Dead Load = 15.6 psf (( )) CSI TE218 (2047 TRU SPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gth Street. NW,Ste 800,Washington,DC20036. Bldg Code: 1-2 (1U 25)/ (1.60) 0 53 DEFL RATIO: L/360 TC: L/36 2-3 -1450(1.25)/ 214(1.60) 0.45 3-4 -1165((1.253/ 211((1.603 0.24 JIM, 4-5 / 209 1.60 0.26 ' 5-6 -1307(1.25)/ 164 1.60 0.26 6-7 -32 1.60 / 366 1.25 0.31 7-8 -243 1.25 / 66 1.60 0.17 - BC COMP. (OUR.)/ TENS.(DUR.) CSI 9-10 -112(1.60)/ 1827(1.25) 0.44 10-11 -114(1.60)/ 1824 1.25 0.41 11-12 1274 1.25 0.34 ' 12-13 -35(1.60)/ 1183 1.25 0.29 13-14 -311(1.25)/ 78(1.60) 0.15 14-15 -1371(1.253/ 152(1.60) 0.15 15-16 -5(1.25 / 0(1.60) 0.08 16-17 -18(1.25)/ 188(1.25) 0.14 WB COMP.(DUR.)/ TENS.(DUR.) CSI 14-6 -1228(1.25) 158 1.60 0.07 2-10 196 1.25 0.08 2-11 -621(1.25)/ 131 1.60 0.61 ' 3-11 393 1.25 0.16 3-12 -166(1.25)1 119 1.60 0.22 4 1 vs zs a.0 15-1-5 19-10-15 5-12 _690.60)/ - 6986601, 0.05 t ( ) 5-13 -288(1.25)/ 96(1.60) 0.08 _ 1 2 3 4 5 6 7 B 6-13 -71(1.60)/ 1502(1.253 0.61 - 7-14 -415(1.25)/ 81(1.60 0.07 14-16 26 1.60)/ 231(1.25) 0.09 S.00 . 4-0-0 -5.00 7-16 -43(1.25)/ 87(1.25) 0.04 r _ 6-1-9 8 -9 1 1 3-6 "$THA29 W:308 R:1012 LIAO 30-10-14 [ U:-138 8-3-8 39-2-6 9 10 11 12 13 145 16 '17 9- -6 SHIP 0-4-1 B3 W:308 R:365 LIA39 Truswal Systems Plates are 20 qa. unless shown by'18-(18 ga.). W 16 aa.) or'MX rIAX 20 ga.). positioned per Joint Details Report. ClrGlEd I tesandfalseffamepatesare ositionedasshbwnabove. hi able stud latestoavoldoveI pwith sWctural plates orsta le. 10/19/2006 AR Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is fes an individual building component not Was system. It has been based on specifications provided by the component manufactures W0: Drive_N_juhl res_1-00007_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: RM #LC 18 WT: 258# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascarlain that the loads = TC Live 16.00 psf LiveDur L=1.25-P=1.1S ' utillmd 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, unlessothervase TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not he placed in any TC Dead 10.00 psf P Re Mbr Bnd P / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install andbretothisWssinaccordancewiththefollowingstandards:'JointandCuttingDetailReports'availableasoutputfromTruswalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Resp onsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof to Drive, Madison, TRU SPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gth Street. NW,Ste 800,Washington,DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. TruswalSystems Plates are 20fga. unless shown by"18918ga.l."H'(16gga.) orr"(TWMX20ga.),poslplonedperloinlPetailsDre rt. Circled plates and false frame ares are ositioned as shbown above. Shi able stud tales to avoid ovens 111hsWcturol later or sta le. Truss ID: D5 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Web bracing required at each location shown. Required bearing widths and bearing areas "1 0- 1-12 1025 HGR 1.50" 8C 2x4 DFL #1 2x4 DFL STANDARD 14-6 ® See standard details (7%01087001-001 revl). Plating spec : ANSI/TPI - 1995 apply when truss not suDPorted in a hanger. UPLIFT REACTION(S) 2 31- 0-10 1308 3.50" 1.50" WEB 2x4 DFL STANDARD - 111 DESIGN IS THE COMPOSITE RESULT OF Support 1 -90 lb 3 39- 0-10 714 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -Concurrent 8C L. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING,' Support 2 -148 lb Support 3 -183 lb On the truss material at each bearing Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR , This truss is designed using the BRG HANGER/CLIP NOTE Install interior support (s before erection. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -til Code. 1 °THA29 Shim bearings (if needed) or req. support. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 Support Connections)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location = Not End Zone not designed for horizontal loads. environment that will cause the moisture content ofthewoodtoexceed19%and/or cause connectwplate corrosion. Fabricale.handle. install and brace this truss in accordance with the following standards:'JointandCuttingDetailRepons'ovailebleasoutputfromTruswalsoftware, Designed for 1.5 K lbs drag load applied + Hurricane/Ocean Line - No Exp Category = C Bldg Length - 80.00 ft Bldg Width = 40.00 ft SEE SIMPSON CATALOG FOR ADDITIONAL - evenly along the top chortl to the chord 0 ea. bearing (unless noted), concurrently Mean roof height - 13.55 ft, mph = 80 CBC Standard INSTALLATION NOTES MAX DEFLECTION (span) 0. C. Spaci ng 2- 0- 0 with dead . 0 % live loads. Occupancy, Dead Load = 1S.6 psf L/999 MEM 10-11 (LIVE)' LC 21 Horiz. reaction - 1.5 K lbs. ea. bearing. Connection <by others) must transfer equal L= -0.10" D= -0.11" T= -0.21" CRITICAL MEMBER FORCES: Bldg Code: load to each ply (or add-on) shown. .. a a ........... .... . , -2144(1.25)/ TEN (( )) 172 234(1.60) 0.27 2-3' -1950(1.25)/ 236(1.60) 0.27 3-4 -1343((1.25))/ 229((1.603 0.25' 4-5 -1469 1.25 / 269 1.60 0.42 ` ' 5-6 -295(1.33)/ 286(1.33) 0.41 ' 6-7 -480((1.33))/ 481((1.33)) 0.32 7-8 -1173<1.33)/ 913((1.33)) 0.30 ' 050(1.60)/ T2079(1i•33) 9810 O.44 10-11 -172(1.33)/ 1723(1.33) 0.48 11-12 -270((1.333/ 1387((1.33)) 0.44 12-13 -121 1.33 / 1463 1.33 0.46 ' 13-14 -1303(1.25)/ 163(1.60) 0.15 14-15 -1491((1.33))/ 1491((1.33)) 0.23 15-16 -897 1.33 / 1142 1.33 0.29 ' WB COMP .(DUR.)/ TENS.(DUR.) CSI 13-6 -284(1.25)/ 126(1.60) 0.09 2-30 -285(1.25)/ 131(1.60) 0.06 3-10. -8 1.60)/ 402 1.25 0.16 3-11 -511 1.25 / 140 1.60 0.37 4-11 -20 1.60 / 512 1.25 0.21 4-12 -67 1.60)/ 385(1.33) 0.15 5-12 -172(1.33)/ 160(1.333 0.06' 5-13 -isle 1.25 / 11(1.60 0.94 17_2_6 1 2 3 22-0-Q 14 5 6 7 8 r 7-13 -553 1.33)/ 317(1.33) 0.12 13-I5 -420 1.333/ 717(1.333 0.27 7-15 -310 1.33 / 290(1.33 0.11 - 5.00 • -5.00 5-6 7- -1 9- -1 3.5-6 1 'THA29 W:308 R:1025 ILIAO 1.5-4 3-4 1.5-4 3-4 5-6 3-4 1 6-8 1 1 '�1 1 3-4 2-0-0R3 B� 44 " v 31=0-10 V�:308 RA 308 30-10-14 1 LIA 48 8-3-8 39-2-6 r 9 10 11 12 134 15 16 10-1-1 3 SHIP 0-4-1 1 B3 W:308 R:714 LIA 83 y IL TruswalSystems Plates are 20fga. unless shown by"18918ga.l."H'(16gga.) orr"(TWMX20ga.),poslplonedperloinlPetailsDre rt. Circled plates and false frame ares are ositioned as shbown above. Shi able stud tales to avoid ovens 111hsWcturol later or sta le. OI19I2OO6 WARNINGRead all notes on this sheet and give.a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications prohded by the component manufacturer WO' Dri ve_N_j uhl res_L00007_300001 and done in accordance with Ue'cunent versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions Dsgnr: RM #LC 24 Wi: 250# are to beveri6ed 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 lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ' is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf S n DwDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content ofthewoodtoexceed19%and/or cause connectwplate corrosion. Fabricale.handle. install and brace this truss in accordance with the following standards:'JointandCuttingDetailRepons'ovailebleasoutputfromTruswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSUTPI 1', WTCA l'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Domobio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 111119th Street. NW. St. 800.Washington. DC 20038. Bldg Code: CBC -til DEFL RATIO: L/360 TG L/36 Job Name: JUHL RES. Truss, ID: E1 Qt : 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 OFL � #1 Web bracing required at each location shown. UPLIFT REACTION(5) 1 0- 1-12 1142 3.50" 1.50" BC 2x4 Oft- sl ® See standard detarls(TX01087001-001 reel). Support 1 -81 lb 2 35-10- 4 1696 3.50" 1.50" WEB 2x4 DFL STANDARD Plating spec ANSI/TPI - 1995 Support 2 -115 lb PLATE VALUES PER ICBO RESEARCH REPORT #1607. 3 43-10- 4 321 3. SO" 1.50" Loaded for 10 PSF 8CLL. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -192 lb non -concurrent BRG REQUIREMENTS shown are based ONLY Mark all interior bearing locations.- MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed usingthe CBC -01 Code. On the truss material at each bearing Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location = Not End Zone L/999 MEM 9-10 (LIVE) LC 15 GIRDERS. IF 2. 5" GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category - C Bldg Length 80.00 ft Bidg Width 40.00 ft L=-0.09�� D= -0.11" T= -0.20 - = Mean roof height = 14.55 ft, mph 80 CRITICALMEMBER FORCES: TC COMP. (DUR.)/ TENS. (DUR.) CSI ' CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -2359 1.25 / 21111:1.11.1 .63 Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/36 2-3 -1756 1.25 / 229160.17 3-4 -1154 1.25 / 2361.60 0.38 4-5 -1153(1.25)/ 236<1. 60 0.40 0.40 ' 0 57 919(1.60)% 6-7 539(1.25) 0.63 BC COMP.(11%j/ TENS.(DUR.) CSI 8-9 -115(1.60)/ 2112(1.25) 0.49 9-10 -117(1.60)/ 2109(1.25) 0.49 ' 10-11 -15(1.60)/ 15421.25 0.45 11-12 / 867 1.25 0.37 12-13 -421(1.25)/ 48 1.60 0.28 13-14 -459(1.25)/ 53(1.60) 0.32 WB COMP.(OUR.)/ TENS.(DUR.) CSI 2-9 / 197(1.25) 0.08 2-10 -624(1.25)/ 116(1.603 0.64 3-10 / 431(1.25 0.18 3-11 -741 1.25 / 133 1.60 0.45 4-11 -53 1.60 / 524 1.25 0.21 ' 5-11 -30 1.60 / 190 1.25 0.08 5-12 -565(1.25)/ 92 1.60) 0.39 6-12 -15(1.60)/ 1405(1.25) 0.57 6-13 -1539(1.25)/ 193(1.60) 0.33 ' 22-0-0 f 22-0-0 1 2 3 4 5 6 7 5.00 ---5-0-01 5-6 3.5-4 3.5-4 5-6 5-R 3.5-4 x 1.5-4 5-6 3-8 5-6 2 0-4-1 B1 B2 B3 W:308 W:308 W:308 35-10-4 . R:1142 R:1696 R:321 U:-87• LIA15 U:-192 44-0-0 I 8 9 10 11 12 13 14 ' unless shown by "l 10-3-13 SHIP 10/19/2006 VVHKIWIV IL7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an Individual building compmant not visa system. H has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_100001 and done in accordance withme current Mims of TPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds RM iiLC 1$ WT: 27$# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 nr• = utilimd on this design most or exceed the leading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L=1.25 P=1.15 . is laterally braced by the roof or Roor sheathing and me bottom chord is laterally braced by a rigid sheathing materiel directly attached, unless otherwise TC Snow 0.00 psf nDUr SS nowowDu r L=1.15 P=1.15 rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall net be placed in any that Will the TC Dead 10.00. psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 95938 arivironment cause moisture content of the wood to eireed 19% andfor cause connector plate corrosion. Fabricate. handle. install and brace this buss in accordance with the following standard.: 'Joint and Cutting Detail Report3'evailable as output from Truswal saftware, 'ANSUTPI 1', WTCA 1' • Wood Truss Council of America Standard Design Responsibilities. IBLIILOING COMPONENT SAFETY INFORMATION' • BC Live 0.00 psf. BC Dead 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' Sy WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, ' TRUSPLUS 6.0 VER: T6.5.4 Wisconsisn53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, -Ste 800. Washington, CC 20038. Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. 22-0-0 1 Truss ID: E1 D Qty: 1 BRG X -LOC' REACT SIZE REQ'D TC 2x4 DFL S1 Web bracing required at each location shown. UPLIFT REACTION(S) : 2 1 0- 1-12 1142 3.50 1.50" BC 2x4 DFL Ol See standarddetails (7X01087001-001 revs). ® Support 1 -81 lb 2 35-10- 1696 3.50" 1.SO" WEB 2x4 DFL STANDARD PLATE VALUES PER IC80 RESEARCH REPORT 01607. Plating spec • ANSI/TPI - 1995 THIS DESIGN Support 2 -115 lb 3 43-10- 4 993 3.50" 1.50" Loaded for 10 PSF non -concurrent SCLL. IS THE COMPOSITE RESULT OF MULTIPLE Support 3 -668 lb BRG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the CBC -01 Code. on the truss material at each bearing Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : PLATING BASED ON GREEN LUMBER VALUES. - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location - Not End Zone L/999 MEM 8-9 (LIVE) LC 15 L- -0.15 D- -0.12" T- -0.27" + + + + +p + Designed tined for 3. S K lbs drag load a plied + GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp,Category = C Bldg Length - 80.00 ft Bidg Width = 40.00 ft CRITICAL MEMBER FORCES: TC COMP .(WR.)/ TENS. (OUR. CSI evenly along the top chorE to the chord E ea. bearing (unless noted), concurrently with dead + 0 % live loads. environment that will cause the moisture content of the wood to exceed 19% and/or csose co,neclor plate corrosion. Fabricate, handle. install and brace this Wssinaccordance with lhefollowing standards: 'Joint and Cutting Detail Repons' available asOutput from Truswalsoftware, Mean roof height = 14.55 ft, mph = 80 CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -2359 1.25 / 220 1.60 0.63 Horiz. reaction - 3.5 K lbs. ea. bearing. 0-4-1 1.5-4 5-6 3-8 2-3 -1756 1.25 / 229 1.60 0.47 Connection (by others) must transfer equal O. C. Spaci ng 2- 0- 0 = 0-4-1 3-4 ,1154 1.25 / 236 1.60 0.38 4-5 -1153(1.25)/ 236(1.60) 0.40 load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + 0 57 63 W:308 CBC -01 6-7 -1780(1.33)/ 2211(1.33) 0.72 W:308 W:308 BC COMP.(DUI.)/ TENS.(DUR.) CSI 35-10- 4 8-9 -1108(1.33)/ 3282(1.333 0.81 R:993 U:-87 9-10 -1110(1.33)/ 3278(1.33 0.67 U[-115 U:-668 10-11 -1042(1.33)/ 2625(1.33) 0.49 11-12 -1442((1.333/ 2325((1.333 0.44 12-13 -2170 1.33 / 1823 1.33 0.49 44-0-0 13-14 -1700(1.33)/ 1315(1.33) 0.67 WB COMP.(OUR.)/ TENS.(DUR.) CSI 9 10 11 12 13 2-9 197((1.25)) 0.0810 14 1' ' -719(1.33)/ 3-10 431 1.25 .0.18 3-11 -741(1.25)/ 133(1.60) 0.48 4-11 53(01.60))/ 524(01.253 0.21 5-11 -576 1.33 / 774 1.33 0.35 5-12 -660(1.33)/ 199(1.33) 0.46 6-12 -246(01.33))/ 1614((1.333 0.62 6-13 -1539 1.25 / 193 1.60 0.33 10- -13 SHIP ' 22-0-0 1 22-0-0 OI�r.7I�OOV 1 1 2 3 4 5 6 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer 7 - 5.00 -5.00 # LC 24 WT' 279# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 5-6 = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 3.5-4 3.5-4 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 TC Snow 9- -1 5-6 5-6 TC Dead 10.00 psf 3-8 i 792 Durham Da ton Highway environment that will cause the moisture content of the wood to exceed 19% and/or csose co,neclor plate corrosion. Fabricate, handle. install and brace this Wssinaccordance with lhefollowing standards: 'Joint and Cutting Detail Repons' available asOutput from Truswalsoftware, BC Live 0.00 psf 3-6 0-4-1 1.5-4 5-6 3-8 5-6 MX/ 8 O. C. Spaci ng 2- 0- 0 = 0-4-1 B1 B2 63 W:308 CBC -01 IDEFIL RATIO: L/360 TC: L/36 W:308 W:308 R:1142 35-10- 4 R:1696 R:993 U:-87 U[-115 U:-668 44-0-0 8 9 10 11 12 13 14 1' 10- -13 SHIP ' Truswal Systems Plates are 20 pa. unless shown by'18'(18 ga.),'H'(16,9a.)or'MX'(TVV 20 ga.), positioned per Joint Details Repo rt. Circled tales and false frame Fates are ositioned as shown above. Shrt[ able stud Iates to avoid ovedap With structural plates or staple. OI�r.7I�OOV WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_300001 - and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is essumetl for dimensional accuracy. Dimensions DS n r • RM # LC 24 WT' 279# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 utilimd 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 TC Snow 0.00 psf SnowDu r L=1.15 P=1:15 noted. Bracing shown is for lateral suppers of components members only to reduce buckling length. This component shell not be placed in any TC Dead 10.00 psf Rep Mbr Bind / Comp / Tens 792 Durham Da ton Highway environment that will cause the moisture content of the wood to exceed 19% and/or csose co,neclor plate corrosion. Fabricate, handle. install and brace this Wssinaccordance with lhefollowing standards: 'Joint and Cutting Detail Repons' available asOutput from Truswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI7TPI.1', WTCA 1'- Wood Truss Council of Ammica Standard Design ResponsiNlities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 (8051 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, (BCSIsin53719. TRUSPLUS 6.0 VER: T6.5.4 The American Forest and POP Association (AFPA) is located at 1111 19th Street. NW, Ste 800. Washington. DC 20038. jB1dg Code: CBC -01 IDEFIL RATIO: L/360 TC: L/36 Job Name: JUHL RES. WHK/YINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: E2 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Web bracing requi red at each location shown. This design based on chord bracing applied 1 0- 1-12 1142 3.50 1.50" 2 35-10- 4 1696 3.50 1. SO" BC 2x4 DFL #1 WEB 2x4 DFL STANDARD ® See standard details (7X01087001-001 revl). Plating spec : ANSI//TTPI - 1995 per the following schedule: max o.c. from to 3 43-10- 4 322 3.50 1. $O" PLATE VALUES PER IC80 RESEARCH REPORT #1607. THIS DESIGN IS THE COMPoSITE RESULT OF TC 24.00" 19-10-15 24 -too- 0 BRG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, UPLIFT REACTION(S): Support 1 -85 lb on the truss material at each bearing Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 2 -109 lb MAX DEFLECTION (span) : Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 3 -176 lb L/999 MEM 10-11 (LIVE LC 1 Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS This trussis designed using the L- -0.09" D. -0.10" T- -0.19" grade. Brace 0 24" o.c. unless noted. MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: Wisconsin 53719. The American Foreel'and Paper Association (AFPA) I. located at 1111 19thStreat. NW. St. 800, Washington. DC 20038. Bldg Code: CBC -01 Truss Location - Not End Zone TC COMP. (OUR.)/ TENS.(DUR.) CSI Hurricane/Ocean Line = No Exp Category - C 1-2 -2356(1.25 / 215<1.60) 0.65' Bldg Length - 80.00 ft, Bldg Width = If ft 2-3 -1818(1.253/ 225(1.60) 0.45 Mean roof height = 14.32 ft, mph 80 3-4 -1350((1.253/ 232((1.603 0.21 4-5 -1004((1.25))/ 219((1.603 0.24 CBC Standard Occupancy, Dead Load = 15.6 psf. 24 -1115(1.60)/ 6-7 887 1.25 / 165 1.60 0.55 7-8 542(1.25) 0.61 BC COMP.(DUR.)/ TENS.CDUR.) CSI 9-10 -110((1.60))/ 2108(01.25) 0.49 0. 10- 111-12 -120(1.60)/ 1601(1.253 0.35 12-13 / 120301.25) 0.30 13-14 / 776 1.25 0.25 ' 14-15 -427(1.25)/ 45 1.60 0.27 15-16 -463(1.25)/ 49 1.60 0.32 WBCOMP.(DUR.)I NS.(DUR.) CSI TE183(1.25) ' 2-10 , 1 0.07 2-11 -574(1.25)/ 108 1.60 0.46 3-11 388 1.25 0.16 3-12 -610(1.25)/ 110 1.60 0.68 4-12 21 1.60)/ 532 1.25 0.22 4-13 -371 1.25)/ 25 1.60 0.23 5-13 -2 1.60)/ 217 1.25 0.09 6-13 / 341(1.25) 0.14 6-14 -645(1.25)/ 74(1.60) 0.39 7-14 -10(1.'0)/ 13520(1.253 0.5S 7-15 -1538(1.25)/ 182 1.60 0.33 .1 8-7-10 1 3.5-6 x 0-4-1 19-10-15 19-10-15 1 2 3 4 5 6 7 8 5.00 4-0-0 -5.00 51 5-6 3.5-4 4-4 x 1.5-4 3-4 5-6 6-6 3-60-4-1 61 2 B2 B3 W:308 35-10-4 W'308 W:308 R:1142 R:1696 R:322 U:-85 UA09 LIA76 44-0-0 1 9 10 11 12 13 14 15 16 20Oa. unless 9- 6 SHIP WHK/YINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA 3 UHL ' This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' D ri ve_N_j uhl res_L00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' Ds n r : RM # LC ' 18 WT: 298# are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer mast ascertain that the loads g = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ufilimd on this design meet or exceed tha loading imposed by the local building code and the particular application. The design assumes that the lop chord I. laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise ' TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content ofthe wood toexceed 19%andforcauseconnectorplateyonosion. Fabicate.handle.matall end becethis truss inaccordancewith the following standards: 'Jointand Cutting Detail Reports'availabeasoutput from Truawalsohware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 ANSUTPI 1', WTCA V - Wood Truss Couicil of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onoftio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Foreel'and Paper Association (AFPA) I. located at 1111 19thStreat. NW. St. 800, Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVHK/V/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: E3 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL . #1 Web bracingrequi red at each location shown. This design based on chord bracing applied 1 0- 1-12 1137 3.50" 1.50" Bc 2x4 DFL #1 ® See standarddetails (7X01087001-001 revl). per the following schedule: 2 35-10- 4 1720 3.50" 1.50" WEB 2x4 DFL STANDARD Plating spec : ANSI/TPI - 1995 m O.C. from io 3 43-10- 4 303 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF BCLL. THIS DESIGN IS THE COMPOSITE RESULT OF TC 24.00" 17-10-15 26 -too- 0 BRG REQUIREMENTS shown are based ONLY non -concurrent Mark all interior bearing locations. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS DRAWING, UPLIFT REACTIONS) Sup Port 1 -84 lb on the truss material at each bearing Install interior support(s) before erection. THEY ARE BASED ON 1. S" HANGER NAILS FOR Support 2 -113 lb MAX DEFLECTION (span) - Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 3 -182 lb (LIVE) L/999 MEM 11-12 LIVE LC 15 Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural GIRDERS. IF 2.5" GUN NAILS ARE USED, THE HANGERS MUST This truss 1s designed using the t L- -0.18" D= -0.15" T= -0.34" grade. Brace 0 24" o. c. unless noted. BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. C8C_01 Code. Is Bldg Enclosed = Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: Truss =Not End Zone TC COMP. (DUR.)/ TENS. (DUR.) CSI Hurricane/Ocean Line - No Exp Category - C 1-2 -2349(1.25)/ 204(1.60) 0.65 2-3 -2325 1.25 / 297(((1.603) 0.42 Bldg Length - 80.00 ft, Bidg Width = 40.00 ft 3-4 -1490 1.25 / 218 1.60 0.13 Mean roof hei ghi = 13.90 ft, mph = 80 'CBC Standard Occupancy, Dead Load 15.6 4-5 -1350((1.25))/ 218((1.6011:6*3 0.23 = psf' _ AS71(1.25) �_8 -10S-6 571(1.2S) 0.57 8-9 -32(1.60)/ 568(1.25) 0.60 ' BC COMP.(DUR.)/ TENS. (DUR.) CSI 10-11 -102(1.60 / 2101 1.25 0.54 11-12 -44(1.60 / 1662 1.25 0.64 12-13 // 1236(1.25) 0.60 0.50 14-1S -489(1.25)/ 664(1.60) 0.40 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-11 -356(1.253/ 159(1.603 0.08 3-11 81(1.60 / 654(1.25 0.27 3-12 -503(1.25 / 128 1.60 0.43 4-12 8(1.60 / 358 1.25 0.15 - - _ 5-12 54(1.60 / 238 1.25 0.10 5-13 -534(1.25)/ 74 1.60 0.27 6-13 225 1.25 0.09 7-13 / 527 1.25 0.21 7-14 8-14 -14060 7S (1.25)% 164(1.60) 0.09 7-9-10 1 3.5-6 x 0-4-1 17-10-15 17-10-15 i r 1 2 3 4 5 r6 7. 8 9 - - F-007 - - r 8-0-0 3.5=4 1.5-4 1.5-4 3-4 6-6 6-6 4- 0-4-1 B1 62 133 W:308 35-10-4 W'308 W:308 R:1137 R:1720 R:303 U:-84 U:-113 U:-182 44-0-0 10 11 12 13 14 75V unless per Joint ,.crural 8-''-6' SHIP VVHK/V/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an Individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_100001 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 , Ds n r • RM #LC '= 18 Wf • 285# g ' TC Live 16.00 psf Li veDu r L=1.25 P=1. 15 utilized on this design meet or exceed the loading imposed by the local building code Intl the particular application. The design assumes Ih11 the lop chord is laterally braced by the roof or Bow sheathing and the bottom chord is laterally braced bye rigid sheathing malarial directly attached. unless olharwise TC Snow 0.00 psf SnowDur L=1.15P=1.15 rated. Bracing shown is for latwat support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will came the moisture cause connector plate corrosion. Fabricate. handle. install and brace thiswssinaccordancewiththefollowingstandards:'3oinlandCuttingDete6Reports'availableasoutputfromTmawalsoftware. BG Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 93938 'ANSI/rPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (8CS1 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 O'Onofio Drive, Madison, TRUSPLUS 6.0 VER: T6 . 5 . 4j Wisconsin 53719. The American Fwemt and Paper Association (AFPA) Is located at 1111 19th Street. NW. Ste 600. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. 15-10-15 Truss ID: E4 Qty: 1 i ERG X -LOC REACT SIZE REQ'D ' TC 2x4 DFL #1 BC 2x4 DFL Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 7 1 0- 1-12 1239 3. 50" 1. 50" 2 35-10- 4 1609 3.501, . 1. 50" Yl WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. " per the following schedule: max o.c. from to TC Live 16.00 psf 3 43-10- 4 349 3.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 15-10-15 28- 0- 0 SnowDur L=1.15 P=1.15 BRG REQUIREMENTS shown are based ONLY non -concurrent Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) : Support 1 -92 lb ® 792 Durham Dayton Highway On the truss material at each bearing Install interior supportis) before erection. GIRDERS. IF 2.5' CUM NAILS ARE USED, THE Support 2 -120 lb 7_ -6 MAX DEFLECTION (Span) Drainage must be providedd to avoid ponding. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 3 -486 lb SHIP L/999 MEM 9-10 (LIVE) LC 18 Continuous lateral bracing attached to flat TC as indicated. Lumber be Permanent bracing is re wired (by others) to This truss fs designed using the 3.5-4 L= -0.16" D= -0.18" T- -0.34" must structural grade. Brace E 24" o.c. unless noted. prevent rotation/topping• See BCSI 1-03 and ANSI/TPI 1. CBC -01 Code. Bldg Enclosed = Yes, Importance Factor 1.00 = CRITICAL MEMBER FORCES: 1.5-4 PLATING BASED ON GREEN LUMBER VALUES. - Truss Location - Not End Zone 0-4-1 TC COMP. DUR. / TENS. DUR. CSI 1-2 -2613 1.25 / 90 1.60 0.71 Hurricane/Oceanyy urricane/ c=a Lin - N Bldg Wi dthe=o40. 00 f[ Bldg 2-3 -1968 1.25 / 80 1.60 0.57 W:308 Mean roof height = 13.48 ft, mph 80 W:308 3-4 -1749 1.25 / 95 1.60 0.66 11-1 4-5 -1741 1.25 / 95 1.60 0.66 R:1239 _ pan y CBC Standard Occu c Dead Load = 15.6 psf - --------LOAD CA Elf bESIGN LOADS ---------------- 35-104 R:1609 -1272 1.25 / 144 1.60 0.71 U:-92 - Dir L.Plf L. Loc R. PIf R. Loc LL/TL 6-7 -215 1.60 / 993 1.60 0.72 TC Vert 52.00 0- 0- 0 52.00 44- 0- 0 0.62 BC COMP.CDUR J/ TENS.(DUR .) CSI 8-9 2346 1.25 0.53 7C Vert 66.00 44- 0- 0 66.00 46- 0- 0 BC Vert 14.00 0- 0- 0 14.00 44- 0- 0 0.48 0.00 / 9-10 / 2343 1.25 0.52 8 9 .Type... lbs X. Loc LL/TL TC Vert 75.0 18- 0- 0 0.00 12 13 10-11 / 1149 1.25 0.53 TC Vert 75.0 22- 0- 0 0.00 11-12 / 1091 1.25 0.45 12-13 -801(1.60)/ 194 1.60 0.33 TC Vert 0.0 43-10- 4 1.00 13-14 -828(1.60)))/ 184 1.60 0.34 WBCOMP.(OUR.)/ TENS. (DUR.) CSI 2-9 / 212 1.25 0.09 2-10 -666(1.25)/ 143 1.60 0.76 3-10 423 1.25 0.17 4-11 -496(1.25) 11 1.60 0.36 5-11 894 1.25 0.36 5-12 -479(1.25/ 2 1.60 0.35 6-12 1267 1.25 0.51 6-13 -1454(1.25)/ 29(1.60) 0.32 ' . 10/19/2006 15-10-15 Cust: LIA 7UHL 15-10-15 i 1 2 3 4 5 6 7 ere to be verified by thecomponenl manufacturer and/or building designer prior tofabrica6on. The building designer must ascertain that the loads 5.00 F5#-j-75ut-O-1 5.00 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 5-6 1.5-4 6 D SnowDur L=1.15 P=1.15 3.5-4 TC Dead 10.00 psf 3.5-4 ® 792 Durham Dayton Highway 6-1110 BC Live 0.00 psf 1.00 / 1.00 / 1.00 Durham, CA 93938 7_ -6 BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive, Madison, SHIP 3-8 TRUSPLUS 6.0 VER: T6.5.41 Wisconsin53719. TheAmeriwnForeslandPawAesociation(AFPA)is ?mated at 1111 ift Street. NW, Sle 800, Washington. DC 20036. Bldg Code: CBC -01 3.5-4 x = 0-4-1 1.5-4 5-6 '3-4 5-6 2 0-4-1 B1 B2 B3 W:308 W:308 W:308 R:1239 _ 35-104 R:1609 R:349 U:-92 U:-120 U:486 44-0-U 8 9 10 11 12 13 14 t . 10/19/2006 VVHISUVI/VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA 7UHL This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by thecomponenl manufacturer and/or building designer prior tofabrica6on. The building designer must ascertain that the loads Ds n r • RM #LC = 1$ 257# 9 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unlessotherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 =led. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that the TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway anVirenmenlwill -3o moisture content of the wood to exceed 19% and/or cause connector plateconesign. Fabricate, handle. insiall andbracethis truss inaccordance with the following standards: 'Joint and CutbngDetail Reporls'availableasoutput from Truswalsoftware, BC Live 0.00 psf 1.00 / 1.00 / 1.00 Durham, CA 93938 'ANSI? PI 1'. WTCA V- Wood Truss Council of America Standard Design ResponsibiiWas,'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin53719. TheAmeriwnForeslandPawAesociation(AFPA)is ?mated at 1111 ift Street. NW, Sle 800, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 nim Job Name: JUHL RES. VVH/T/Y/IYV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL Truss ID: E5 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Qty: 1 BRG X -LOC REACr SIZE REQ'D TC 2x4 DFL #1 BC 2x4 DFL #1 -L00007 -J00001 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF are to be verified by the component manufacturer end/or building designer prior to fabrication. The building designer must ascertain that the loads This design based on chord bracing applied 1 0- 1-12 1195 3. 50" 1. 50" 2 33-10- 4 1485 3.50 1.50 WEB 2x4 DFL STANDARD TC Live 16.00 psf MULTIPLE LOAD CASES. per the following schedule: max O.C. from to 3 43-10- 4 507 3.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for PSF IF HANGERS ARE INDICATED ON THIS DRAWING, TC Dead 10.00 psf TC 24.00" 13-10-15 30- 0- 0 BRG REQUIREMENTS Shown are based ONLY 10 non -concurrent BCLL. Mark all interior bearing locations. BC Live 0.00 psf THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY Durham, CA 9938 UPLIFT REACTION(S) Support 1 -89 lb on. the truss material at each bearing Install interior support(s) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -110 lb - MAX DEFLECTION - (span) Drainage must be provf ded to avoid ponding. Bldg Code: CBC -01 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Su LPuss busing L/999 MEM 12-13 (LIVE) LC 1 Continuous lateral bracing attached to flat TC as indicated. Lumber be Permanent bracing is required (by others) to - This is designedthe L- -0.19" D= -0.21" ' T- -0.41" must structural grade. Brace P 24" o.c. unless noted. prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1.' CBC-01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 CRITICAL MEMBER FORCES: PLATING BASED ON GREEN LUMBER VALUES. Truss Location - Not End Zone TC COMP. DUR. / TENS. DUR. CSI Hurricane/Ocean Line = No Exp Categor C y 1-2 -2530 1.25 / 85 1.60 0.52 2-3 -2009 1.25 / 89 1.60 0.43 - Bldg Length = 80.00 ft, Bi dg Width 40.00 ft 3-4 -1854(1.25)/ 73(1.60) 0.19 4-5 -1859((1.25)))/ 72(((1.603) 0.73 Mean roof height a 13.07 ft, mph 80 CBC Standard Occupancy Dead Load = 15.6 psf ---LOAD CASE91 DESIGN LOADS ---------------- 5-6 -1851 1.25 / 73 1.60 0.73 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 6-7 -765((1.25)/ 154(1.60) 0.29 7C Vert 52.00 0- 0- 0 52.00 44- 0- 0 0.62 00 40- 8-9 -492(1.25)% 315(1.60) 0.53 BC Vert 14.00 0- 0 14.00 44- 0- 0 0.00 eC COMP.(OUR.)/ TENS. (OUR. CSI .Type... lbs X.Loc LL/TL TC Ver[ 75.0 18- 0- 0 0.00 10-11 -1 1.60)/ 2276(1.25) 0.48 TC Vert 75.0 22- 0- 0 0.00 11-12 -3(1.60)/ 2273(1.25) 0.45 12-13 / 1796 1.25 0.57 TC Vert 0.0 43-10- 4 1.00 ' 13-14 / 1859 1.25 0.76 14-15 / 1382 1.25 0.70 15-16 / 710(1.25) 0.32 16-17 -209(1.60)/ 400(1.253 0.24 17-18 -207(1.60)/ 402 1.25 0.28 WB COMP.(OUR.)/ TENS. (DUR.) CSI 2-11 / 11111.25 0.06 2-12 -542(1.25)/ 1101.60 0.44 3-12 -7(1.60)/ 3891.25 0.16 3-13 2841.60 0.09 4-13 -189(1.2S / 0.11 5-14 -493(1.25 0.27 6-14 818(1.25) 0.33' 6-15 -1004(1.25 / 0.90 " '7-15 852(1.25) 0.35 7-16 -1259(1.25 / 0.93 8-16 -500(1.25)/ 97(1.60) 0.16 ' a-17 100(0:90) 0.06 13-10-15 13-10-15 - 1 2 3 4 5 6 7 8 9 5.00 7b# I 7€� 0 ( - -5.00 1.5-4 3-4 T 5- 1.5-4 6-8 - 3.5-4 L3.6 1,06-11-6 3-8 3.5-4' I SHIP 0-4-1 1.5-4 3-4 3-4 5-6 0-4-1 81 5_6 3 1�qq 63 ' RA R:1195 33-10-4 R:148 R:1485 R:507 R:507 , U:-89 U:-110 U:-22444-0-0 y f 10 11 1.2 13 14 15 16 17 18 20 VVH/T/Y/IYV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_N_j uhl res ' and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions -L00007 -J00001 ' are to be verified by the component manufacturer end/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 18 INT: 282# CFS ubtiaed on this design meet or a od the loading Imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 is laterally braced by the roof or Door sheathing and the bottom chord is laterally braced by a rigld sheathing material directly attached• unless otherwise TC Snow 0.00psf Snow Dur L=1.15 P=1.15 rated. Bracing shown is for latmal support of components membere'only.to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Da ton Highway environment that will cause the moisture content of the wood to exceed l8%and/or cause connector plate corrosion. Fabricate. handle. install and brace this truss in accordancp v&h the following slandards:Joint and Cutting Detail Reports' available as output from Truawal soltvare, BC Live 0.00 psf 1.00 / 1.00 / 1.00 Durham, CA 9938 'ANSIrrPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, - TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated atI11119th Street. NW, Ste800.Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVHK/VI/VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: E6 Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 OF #1 Web bracing required at each location shown. This designbased on chord bracing applied 1 0- 1-12 1169 HGR 1.50" BC 2x4 DFL #1 ® See standard details CTX01087001-001 rev I). per the following schedule: 2 31-10- 4 1343 3.50 1.50" WEB 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE max o.c. from to 3 43-10- 4 678 3.50" 1.50" Loaded for 10 PSF non -concurrent SCLL. RESULT OF - MULTIPLE LOAD CASES. TC 24.00" 11-10-15 32- 0- 0 bearing BRG REQUIREMENTS shown are based ONLY Mark all interior bearing locations. IF HANGERS ARE. INDICATED ON THIS DRAWING, Required widths and bearing areas apply when truss not supported in a hanger. On the truss material at each bearing Install interior support(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR UPLIFT REACTION(S) BRG HANGER/CLIP NOTE Drainage must be provided to avoid ponding. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 1 -86 lb 1 ^HUS26 Permanent bracing is reyui red (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE -HANGERfi_MUST Support 2 -100 lb Support Connections)/Hanger(s) are prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. BE RE-EVALUATED (BY OTHERS). Continuous lateral bracing attached to flat Support 3 -113 lb This is designed not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES. TC as indicated. Lumber must be structural truss using the CBC -01 Code. SEE SIMPSON CATALOG grade. Brace E 24" o.c. unless noted. Bldg Enclosed - Yes, Importance Factor - 1.00 FOR ADDITIONAL INSTALLATION -NOTES Truss Location =Not End Zone MAX DEFLECTION (span) : Hurricane/Ocean Line - No , Exp Category - C L/999 MEM 12-13 (LIVE) LC 1 Bldg Length = 80.00 ft, Bldg Width = 40.00 ft Mean height ft, L- -0.26" D= -0.29" T=. -0.55 CRITICAL MEMBER FORCES: roof = 12.65 mph 80 C8C Standard Occupancy Dead Load = 15.6 psf ----------LOAD CASE#1 bESIGN LOADS ---------------- TC COMP. DUR. / TENS.(DUI.) CSI Dir L.Plf L.Loc R.Plf R.Loc LL/TL 1-2 -2495 1.25 / 99(1.60) 0.37 2-3 -2101(1.25)/ 104(1.60) 0.27 TC Vert 52.00 0- 0- 0 52.00 44- 0- 0 0.62 TC Vert 66.00 44- 0- 0 66.00 46- 0- 0 0.48 3-4 -2078(((1.253)/ 77(((1.603) 0.40 4-5 -2085 1.25 / 78 1.60 0.86 BC Vert 14.00 0- 0- 0 14.00 44- 0- 0 0.00 .Type... lbs X.Loc LL/TL 5-6 -2073 1.25 / 78 1.60 0.87 6-7 -385(1.25)/ 207(1.60) 0.29 TC Vert 75.0. 18- 0- 0 0.00 TC Vert 7S.0 22- 0- 0 0.00 7-8 -464((1.253/ 206((1.60)) 0.33 8-9 -958 1.25 /, 203 1.60 0.33 TC Vert 0.0 43-10- 4 1.00 BC COMP. TENS. (OUR.) CSI 10-11 _24(1.603/ 2249(1.25) 0.45 11-12 26(1.60 / 2247(((1.253) 0.49 12-13 / 1895 1.25 0.68 13-14 / 2085 1.25 0.94 14-15 -20(1.60 / 1340 1.25 0.83 35-16 -121(1.60 / 833 1.25 0.48 16-17 -119(1.60 / 836 1.25 0.27 - , WBCOMP.(DUR.)/ TENS. (OUR.) CSI 2-11 / 97 1.25 01.04 2-12 -406(1.25)/ 89 1.60 0.23 3-12 334 1.25 0.14 3-13 / 2591.25 0.11 4-13 -232(1.25)/ 26 1.60 0.09 5-14 -515(1.25)/ 0.20 6-14 S 1029(1.25) 0.42 11-10-15 ' 11-10-15 6-15 -1337(1.25 / 0.02: 7 -ss -137(1.25)/ 132(1.60) o.m 1 2 3 4 5 6 7 8 9 8-15 -516(1.25)/ 101(1.603 0.36 - 8-16 / 85(0.90 0.05 5.00 I 79N 4 7140 3.5-47 . 3.5-4 6 6 3-8 3:5-4 I SHIP L = 1 1.5-4 3-4 5-6 3.5-4 1.5-4 70-4-1 B1 5 B2 B3 'HUS26 31-10-4 W:308 W:308 W:308 R:1343 R:678 R:1169 LIA00 LIA 13 LIA6 44-0-0 10 11 12 13 14 15 16 17 1 20 10/1 VVHK/VI/VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. H has been based on specifications provided by the component manufacturer WO. Dri ve_N_j uhl res_L00007_300601 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM - #LC 18 WT: 265# are to be verified by the component manufacturer erdlor building designer prior tofabrication. The building designer must ascertain that the loads = utilimd 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 TC Live 16.00. psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that wilfcause the moisture content of the wood to exceed 19% andfor�catkso connector plate corrosion. Fabricate. handle,instsil and brace this truss in accordance with the following standards: 'Joint and cutting Detail Reports' available as output from Tmewal eoftware, BC Live 0.00 psf 1.00 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf C . C. Spaci ng 2- 0- 0 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof hi Drive. Madison, ' TRUSPLUS 6.0 VER: T6.'5.41 Wisconsin 53719. TheAmeriermForestandPapwAssociation(AFPA)islocatedat111119thSbeaLNW.Ste800.Washington.DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 D� Job Name: JUHLRES. VVHK/V/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: E7 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 2x4 DFL #1 6 Btr. 3-5, 5-8 Plating spec • ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1150 HGR 1. 50:� 2 29-10-. 4 1212 3.50 1.50 BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o. c. from to 3 43-10- 4 828 3.50' 1.501, WEB 2x4 DFL STANDARD PLATE VALUES PER IF RANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 9-10-15 34- 0- 0 ERG REQUIREMENTS shown are based ONLY ICBO RESEARCH REPORT #1607. Loaded for 10 PSF -concurrent BCLL. THEY ARE BASED ON 1.5" HANGER NAILS FOR Required bearing widths and bearing areas On the truss material at each bearing non Mark all interior bearingq locations. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED THE apply when truss not supported in a hanger. UPLIFT REACTION(S) ERG HANGER/CLIP NOTE Install interior supports) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 1 -85 lb 1 °HUS26 Permanent bracing is required (by others) to Drainage must be provided to avoid ponding. Support 2 -90 lb Support Connection(5)/Hanger(S) are prevent rotation/toppling. See BCSI 1-03 and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber be Support 3 -105 lb is not designed for horizontal loads. PBASED ON GREEN LUMBER VALUES. must structural grade. Brace B 24" o.c. unless noted. This truss s designed using the CBC -01 Cade. SEE SIMPSON CATALOG Bldg Enclosed - Yes, Importance Factor = 1.00 FOR ADDITIONAL INSTALLATION NOTES. Truss Location - Not End Zone MAX DEFLECTION (span) : Hurricane/Ocean Line - No, Exp Category - C L/999 MEM 12-13 (LIVE) LC 1 Bldg Length - 80.00 ft, Bldg Width = 40.00 ft Mean height 12.23 ft, L= -0.34" D- -0.38" T- -0.71" CRITICAL MEMBER FORCES: - - roof = mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf ----------LOAD CASE#1 DESIGN LOADS ---------------- TC COMP. (DUR.)/ TENS. <DUR.) CSI Dir L.PIf L. Loc R. PIf R.Loc LL/TL 1-2 -2468(1.25)/ 128(1.60) 0.25 TC Vert 52.00 0- 0- 0 52.00 44- 0- 0 0.62 2=3 -2224(1.25)/ 90(1.60) 0.26 3-4 -2442(((1.253)/ 65(((1.60))) 0.81 TC Vert 66.00 44- 0- 0 66.00 46- 0- 0 0.48 BC Vert 14.00 0- 0- 0 14.00 44- 0- 0 0.00 4-5 -2452 1.25 / 67 1.60 0.89 .Type... lbs %.Loc LL/TL 5-6 -2437 1.25 / 68 1.60 0.89 6-7 -854(1.25)/ 197(1.60) 0.24 TC Vert 75.0 18- 0- 0 0.00 TC Vert 75.0 22- 0- 0 0.00 7-8 -854(((1.25)))/ 197(((1.603) 0.24 8-9 -1064 1.25 / 169 1.60 0.21 ' TC Vert 0.0 43-10- 4 1.00 9-10 -1348 1.25 / 210 1.60 0.23 BC COMP. DUR. / TENS. (OUR. CSI 11-12 -60 1.60 / 2233 1.25 0.59 12-13 / 2025 1.25 0.73 13-14 / 2452 1.25 -0.94 14-15 1685(1.25) 0.83 _28(1.60)/ 15-16 36((1.603/ 944((1.253 0.33 16-17 -135 1.60 / 1209 1.25.0.35 WB COMP.(DUR.)/ TENS. CSI ' 2 12((DUR.)) -238(1.25)/ 3-12 301(1.253 0.12 3-13 // 480(1.25 0.20 4-13 -271(1.25)/ 53(1.60) 0.07 5-14 -566(1.25)/ 0.15 ' 6-14 1089(1.25) 0.44 6-15 -1170(1.25 / 0.62 7-.15 •-290(1.25)/ 77(1.60) 0.08- ' 8-15 -334(1.25)/ 167 1.60 0.21 8-16 261 - 1.zs 0.11 9=16 -308(1.25)/ 112 1.60 0.12 9-10-15 9-10-15 r r 1 2 3 4 5 6 7 8 9. 10 5.00 r ;5# ;.U�-0 ( 5.00 - 3.5-4 6-6 - 1.5-4 1.5-4 3-83.5-4 L x 3-4 .5-6 3.5-4 6 3-4 In 0-4-1 B1 B2 B3 'HUS26 29-10-4 W:308 W:308 W:308 R:1212 R:828 . R:1150 LIAO U:-105 U:-85 " 44-0-0 11 12 13 14 15 16 17 1 unless 5- -6 SHIP VVHK/V/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fm dimensional accuracy. Dimensions are to Da verified by the component m,ndaclur,and/or building designer prior tofabrication. The building designer 1,11 Ili, 111 11 loads Dsgnr: RM #LC = 18 WT: 259# utilised on this design meet or exceed the loading imposed by the local building code and the particular apptication. The design assumes that the top chord TC Li ve 16.00 psf Li veDu r L=1. 25 P=1.15 Is laterally braced by the roofor ficor sheathing and the bollam'chord is laterally braced by a rigid sheathing material directly attached, unlessotherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any wit TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® ayton 792 Durham Dayton Highway environment that cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install and brace this lrussinaccordancewith the following standards:'Jointand Cutting Detail Repons'availableasoutput from Truswalsoftware. BC Live 0.00 psf 1.00 / 1.00 / 1.00 Durham, CA 'ANSI/TPI 1','WTCA 1•- Wood Truss Council of America Standard Design Reeponsibilities.'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and IBCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. TRUSPLUS 6.0 VER: T6.S.41 Wisconsin 53719. 'the American Forest and Paper Assoclation (AFPA) is located at I I I I 19th Street, NW, Ste 800. Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVAKIVIIV L7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: E8 ' Qty: 1 BRG X -LOC REACT SIZE REQ'D - TC 2x4 DFL 91 BC 2x4 DFL 91 Plating spec : ANSI/TPI - 1995 This designbased on chord bracing applied 1 0- 1-12 792 HGR 1. 50 2 27-10- 4 1859 3. 50'� 1.98" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule: max o. c. from .36 3 43-10- 4 $04 3.50" 1.50" PLATE VALUES PER ICBG RESEARCH REPORT 91607. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-10-15 -too- 0 BRG REQUIREMENTS Shown are based ONLY Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearingq locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI=PLY Required bearing widths and bearing areas on the truss material at each bearing Install interior supports) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE appl when truss not supported in a hanger. UPLIFT REACTION(S) BRG HANGER/CLIP NOTE Drainage must be p ovided to avoid ponding. PLATIN BASED ON HANGERS MUST BE RE-EVALUATED (BY OTHERS). Support 1 -55 lb 1 °HUS26 Support Connection(s)/Hanger(s) are GREEN LUMBER VALUES. This truss is designed using the C8C-01 Code. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural Support 2 -137 lb Support 3 -71 lb ' not designed for horizontal loads. Bldg Enclosed = Yes, Importance Factor - 1.00 grade. Brace 0 24" o.c. unless noted. DEFL RATIO: L%360 TC: L/36 SEE SIMPSON CATALOG Truss Location = Not End Zone FOR ADDITIONAL INSTALLATION NOTES Hurricane/Ocean Line = No Exp Category = C Bldg Length - 80.00 ft, Bldg Width - 40.00 ft 44-0-0 MAX DEFLECTION (span) Mean roof height = 11.82 ft, mph 80 14 15 16 17 18 t L/999 MEM 13-14 (LIVE) LC 15 CBC Standard Occupancy, Dead Load = 15.6 psf ' L- -0.14" D- -0.13" T- -0.27" CRITICAL MEM(BER FO)RCES:NS. (( )) C1627(1U25)/ TE153(1u60) CSI 1T2 0.12 2-3 -1440(1.25)/ 120(1.60) 0.11 3-4 -1325((1.253/ 122((1.603 0.19 ' 4-5 -1382 1.25 / 130 1.60 0.21 5-6 -490(1.25 / 81 1.60 0.28 6-7 -490(1.25 / 81 1.60 0.28 7-8 -63((<1.60))/ 1313(20'(1.253 0.44 9-10 -384((1.25))/ 215((1.25)) 0.12 10-11 -605(1.25)/ 227(1.60) 0.12 C T1466(�U25) 12613 -95(1U60)/ 0 42 13-14, _75(1.60)/ 1521 1.25) 0.49 ' 14-15 31(1.60)/ 1360 1.25) 0.48 15-16 -12006 153(1.60)) 0.37 0((1.25))/ 16-17 a17-18 -189(1.60)% 532(1.25) 0.30 WB COMP. (DUR.)/ TENS. DUR. CSI 2-13 -184i(1.25))/ 128 1.60 0.05 ' 3-13 332 1.25 0.13 4-13 -235(1.25)/ 70 1.60 0.12 4-14 -199(1.25)/ 63(1.60) 0.09 - 5-14 292(01.25)) 0.12 )/ 5-15 -1020(1.25 / 62 1.60 0.76 6-15 -312 1.25 / 101 1.60 0.06 7-15 -147 1.60 / 1803 1.25 0.73 - 7-16 -1124(1.25 /, 154 1.60 0.21 8-16 -1018(1:25) 123 1.60 0.46 8-17 697 1.25 0.28 7-10-15 �� 7-10-15 - - • I� ' 9-17 -153(1.25)/ 55 1.60 0.03 1 2 3 4 5 6. 7 8 9 10 11 10-17 -248(1.25)/ 92(1.60) 0.06 - - 5.00 28-0-0 I --5-0'0-1 T1.5-4 VVAKIVIIV L7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL 1.5 4 3. 10 3.5-4 W0: Dri ve_N_j uhl res-1-00007100001and 3.5-4 1 s U are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads' x 0-4-1 3-8 5-6 4-10 3-8 0-4-1 B1 5 132 B3 ®-fromnent 'HUS26 W:308 W:308 792 Durham Dayton Highway Durham, CA 93938 W:308 27"10-4 R:1859 R:504 R:792 LIA 37 U:71 TRUSPLUS 6.0 VER: T6.5.4Wisconsin U:-55 Bldg Code: CBC -01 DEFL RATIO: L%360 TC: L/36 44-0-0 12 13 14 15 16 17 18 t 20pa unless shown by "18"(18 ga.), "H' e prates are oosidoned as sh will above. 4- -6 SHIP L 10/19/2006 VVAKIVIIV L7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not wss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res-1-00007100001and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw 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' Dsgnr: RM #LC = 18 WT: 265# utilixad 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 TC Live 16.00 psf 6.00 Live LiDu r L=1.25 P=1.15 i veDu is laterally braced by the roof w flow sheathing and the bell= chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow psf 5 r L=1.15 P=1 . 15 ®-fromnent noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway Durham, CA 93938 and brace this truss in accordancewith the following standards: 'Joint and Cutting Detail Reports'svailableasoutput from Truswalsoftware. ', W 'ANSUTPi 1TCA i'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (BCSI 1.03) 8nd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Domino Drive. Madison, TRUSPLUS 6.0 VER: T6.5.4Wisconsin 53719. The American Forest and Pepsi Association(AFPA)islocatedat1111191hsaeetNW,Ste800.Washington.DC20038. Bldg Code: CBC -01 DEFL RATIO: L%360 TC: L/36 n>IIIIIIIII Job Name: JUHL RES. Truss ID: E9 Cust: LIA ]UHL Qty: 2 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer BRC X -LOC REACT SIZE REQ D., TC 2x4 DFL 01 BC 2x6 DFL Y1 Plating svec : ANSI/TPI - 1995 This design based on chord bracing applied are to be verified by the component manufacturer end/or building designer prior to fabrication. The building designer must eumtain that the loads . Th buil designer 1 0- 1-12 1476 HGR 1. 50 2 25-10- 4 4316 3. SO" 1.93" 2x6 DFL #2 14-16 _ THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CAS ES. - TC Live 16.00 psf per the following schedule: max o.c. from to 3 43-10- 4 896 3. SO" 1.50" WEB 2x4 DFL STANDARD PLATE IF MANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 5 -tom 38- 0- 0 TC Dead 10.00 psf P BRG REQUIREMENTS shown are based ONLY VALUES P.ER ICBO RESEARCH REPORT #1607. Mark all interior bearing locations. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY BC Live 0.00 psf Required bearing widths and bearing areas in Durham, CA 95938 On the truss material at each bearing Install interior support(s) before erection. GIRDERS. IF 2.5" GUN NAILS ARE USED THE 0. C. Spaci ng 2- 0- 0 apply when truss not supported a hanger. UPLIFT REACTION (S)• (BCSI 1-03) end'BCSI SUMMARY SHEETS by W TCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, BRG HANGER/CLIP NOTE ANGER/6-2 + + + + + + a + + + + + + + HANGERS MUST BE RE-EVALUATED (BY OTHERS). Wisconsin 53719. The American Forest and Paper 'Association (AFPA)islocated at111119Ustreet, NW. Ste 800•Washington•DC20038. Support 1 -108 lb DEFL RATIO: L/360 TC: L/36 1 Nail pattern shown is for PLF loads only. Drainage must be provided to avoid ponding. Support 2 -321 lb Support Connection(s) Han er 5 are PP ( )/ 9 ( ) FOR CONCENTRATED LOADS} a a + a + + + + + + Permanent bracing 1s re fired (by others) to prevent rotation/toppling. See SCSI 1-03 SupDart 3 -120 lb This truss 1 s designed using the not designed for horizontal loads. SEE Use 3" nails min. into the carrying member. For 2 and ANSI/7PI 1. CBC -01 Code. SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES more than ply use additional CLUSTERS if indicated from t{1e. back pplys, or use ,Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural Bldg Enclosed =Yes, Importance Factor = 1.00 Truss Location - Not End Zone MAX DEFLECTION (Span) any other approved detail (by others). grade. Brace g 24" o.c. unless noted. Hurricane/Ocean Line - No Exp Category - C L/999 MEM 11-12 (LIVE) LC 17 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE PLATING BASED ON GREEN LUMBER VALUES. 2 -PLV! Nail w/10d COMMON staggered%er NDS) Bldg Length - 80.00 ft, Bldg Width = 40.00 ft Mean roof heigght = 11.40 ft, mph = 80 L= -0.13 D= -0.14" T= -0.27' CRITICAL MEMBER FORCES: FRONT AND BACK FACE EQUALLY (TOTAL NAILS = DOUBLE THE AMOUNT SHOWN). in: TC- 2 BC- 2 WEBS- 2 -PER FOOT!•• pa 1 CBC Standard Ottu ncy Dead Load = 15.6 Dsf ----------LOAD CASE # IIESIGN LOADS ---------------- TC COMP.(DUR.)/ TENS.(DUR.) CSI a a a + + + + + + + + + + + + a + a a a a + Dir L.Plf L.Loc R. PIf R.Loc LL/TL 1-2 -3394((1.25))/ 0.15 2 3 TC Vert 52.00 0- Doti) 52.00 6- 0- 0 0.62 152.00 152.00 3-4 -3793(1.25)% 0.49 TC Vert 38- 0- 0 44- 0- 0 0.62 4-5 / 2964(l.25) 0.65 5-6 2964<1.25)) 0.66 TC Vert 66.00 44- 0- 0 66.00 46- 0- 0 0.48 BC Vert 26.98 0- 0- 0 26.98 44- 0- 0 0.00 ( )/ 7-8 -1566(1.25)/ 212(1.60) 0.31 7C V46 ert••• 84.7 6K Ooc0 L1/00 BC COMP. (DUR.)/ TENS. (DUR.) CSI TC Vert 52.9 6- 0- 0 0.00 TC Vert 84.7 38- 0- 0 1.00 9-10 / 3103(1.25 0.22 7C Vert 52.9 38- 0- 0 0.00 10-11 / 3126(1.253 0.27 11-12 / 4870(((1.253) 0.39 12-13 3509 1.25 0.55 TC Vert 0.0 43-10- 4 1.00 BC Vert 1075.0 20- 0-12 0.48 13-14 -1009((1.25)/ 886(1.25) 0.34 14-15 15-16 -138(1.60)% 1432(1.25) 0.17 14 WBCOMP.(DUR.)/ TENS.(DUR.) CSI 2-10 / 204(0.90) 0.06 2-11 1735(1.25) 0.35 3-11 -378 1.25 / 0.02 3-12 -1225 1.25 / 445(1.60) 0.14 4-12/ 1509(1.25) 0.31 0.78 4-13 -660213 ' (((1.25)))/ (( 3 -3095(1.25) o 342 6-14 409(1.25) 0.08. .- 7-140.14 7-15 / 163(0.90) 0.05 - 5-10-1� ' 5-1�0-1� 1 2 3 4 - 5 6 7 8 2-PLYS REQUIRED 5.00138# I 32-0-0 138I 5.00 - 5 8 3-4 5-10 1.5-4 3-6 6� 2-9 10 3-6 3-6 T 1 = L = 3-7 6 1 SHIP 0-4-1 3-4 7-8 3-4 7-8 3-4 8-12 0-4-1 � FS$/ * H HUS26-2 W:308 I W: 25-10-4 W�308 R:4316 63 W:308 R:896 J R:1476 10750 +I U:-108 U:-321 U:-120 y -0 2 44-M 9 10. 11 12 13 14 15 16 I J fl 7.2 87 Qr SAF TT 66 t CR'�w�l lesa^dfa�seffame0aa.unlespssh0+by'18'(18ga.),'H"(1C 9.) or"MX'(TWMX20�q�.a.!osiporledowcUturalplaes(oresPtae). Inc e p plates are oslDoned as sh wn above. h Able stud laces to av I erla col s .10/19/2006 4, WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_]00001 and done in accordance with the current versions of TPI and AFPA designstandards. No res a is dimensionalaatthel. Dimensions are to be verified by the component manufacturer end/or building designer prior to fabrication. The building designer must eumtain that the loads . Th buil designer Ds nr• RM #LC = 17, WT: 288# 9 • udliwd 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 TC Live 16.00 psf Li veDu r L=1. 2 5 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support ofcomponmits memberamilyto reduce bucIding length. This component shall not beplaced inany TC Dead 10.00 psf P Re Mbr Bnd P /Comp /Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to exceed l0%arxl/or cause connector plate corrosion. Fabricate. handle, install and brace this truss inaccordance with the rollew;rgstandards: 'Jointand Cutting Detail Reporu'availableas«dputfron,Truawalsoftware, BC Live 0.00 psf - 1.00 / 1.00 / 1.00 Durham, CA 95938 'ANSUTPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) end'BCSI SUMMARY SHEETS by W TCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper 'Association (AFPA)islocated at111119Ustreet, NW. Ste 800•Washington•DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 4, I 4 , Job Name: JUHL RES.. WAKIVINURead all notes on this.sheet and give a copy of it to the Erecting Contractor. Truss ID: F1 Qty: 1 This design is for an individual building component not truss system. It has been hosed on specifications provided by the component manufacturer BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 BC 2x6 DFL #2 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1252 3.50" 1.50" 19-10- 4 1252 3.50" 1.50" 2x6 2x6 DFL #1 7-9 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. per the following schedule - max o.c. from to BRG REQUIREMENTS shown are based ONLY WEB 2x4 DFL STANDARD PLATE VALUES PER IC80 RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY TC 24.00" 5-10-15 14- 0- 0 SnowDur. L=1.15 P=1.15 On the truss material at each bearing Drainage must be provided to avoid ponding. ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACTION(S) Support 1 ' -198 lb 792 Durham Da ton.Highway MAX DEFLECTION (Span) : Permanent bracing is regi red (by others) to GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -198 lb 'ANSI/TPI 1'. WTCA V- Wood Truss Council of America Standard Design RwponsibiliUw.'BUILDING COMPONENT SAFETY INFORMATION'- L/999 MEM 7-8 (LIVE) LC 1 prevent rotation/toppling. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is desi ned usin the g g ' T= -0.20" -CAL and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural CBC -01 Code. Bldg Enclosed - Yes, Importance Factor 1.00 DEFL RATIO: L/360 TC: L/36 CR ME R F RCES: CRITICAL MEMBER FORCES: grade. Brace 0 24" o.c. unless noted. - Truss Location o Not End Zone TC COMP. DUR. / TENS. (DUR.) CSI 1-2 -2452 1.25 / 203(1.60) 0.24 Hurricane/Ocean Line - No Exp Category - C Bldg Len- 80.00 ft, Bidg Width - 40.00 ft. 2-3 -2321(1.25)/ 205(1.60) 0.60 3-4 - ph Mean roo height = 11.40 ft, mph 80 -2330((1.253/ 204((1.603 0.60 4-5 -2450 1.25 / 202 1.60 0.24 CBC Standard Occupancy, Dead Load - 15.6 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- BC COMP. DUR. / TENS. DUR. CSI - Dir L.PIf L.Loc R.Plf R.Loc- LL/TL 6-7 -123 1.60 / 2232 1.25 0.41 TC Vert 66.00 - 2- 0- 0 66.00 0- 0- 0 0.48 7-8 -229 1.60 / 2897 1.25 0.49 TC Vert 52.00 0- 0- 0 52.00 6- 0- 0 0.62 8-9 -123 1.60 / 2230 1.25 0.36 TC Vert 100.21 6- 0- 0 100.21 14- 0- 0 TC Vert 52.00 14- 0- 0 52.00 20- 0- 0 0.62 0.62 WB COMP. TENS.(DUR.) CSI TC Vert 66.00 20- 0- 0 66.00 22- 0- 0 BC Vert 26.98 0- 0- 0 26.98 20- 0- 0 0.48 0.00 2-7 / 510 1.25 0.21 3-7 -642 1.25 / 123 1.60 0.28 - .Type... lbs X. Loc LL/TL 3-8 -633 1.25)/ 124 1.60 0.28 - TC Vert 0.0 0- 1-12 1.00 4-8 / 511(1.25) 0.21 TC Vert 84.7 6- 0- 0 1.00 TC Vert S2.9 6- 0- 0 0.00 . TC Vert 84.7 14- 0- 0 1.00 TC Vert 52.9 14- 0- 0 0.00 TC Vert 0.0 19-10- 4 1.00 T 21Q 2 0-4-1 t 5-10-15t 5-10-15 L 1 1 2 3 4 5 5.00 8-0-0 138# 5.00 B1 B2 W:308 W:308 R:1252 R:1252 U:-198 LIA 98 [_42"O 2-0-0 20-M 6 7 8' 9 WAKIVINURead all notes on this.sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been hosed on specifications provided by the component manufacturer WO' Drive_N_juhl res_L00007_JO0001 and done in accordance with the current versions of TPI, and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions arm to beverified bythe component manufacturer andtorbuilding designerprim tofabrication. The baadingdesigner must ascertain that the leads Dsgnr: RM #LC = 15 WT: 126# TC Live 16.00 psf Li veDu r L=1.25 P=1.15 uUlimd 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 TC Snow 0.00 psf SnowDur. L=1.15 P=1.15 ® noted. Bracing shown is for lateral support ofcomponentsmembers only toreduce buckling length. This component shall not beplacedinany environment that will cause the moisture content of the wood to exceed 19%andtor"Use connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd./ Comp / Tens 792 Durham Da ton.Highway 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 1.00 / 1.00 / 1.00 Durham, CA 9938 'ANSI/TPI 1'. WTCA V- Wood Truss Council of America Standard Design RwponsibiliUw.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O.C.Spacing 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Trus Plate Institute (TPI) is located at 583 D'Oncf io Drive. Madison. ' TRUSPLUS 6.0 VER: T6.S.41 wisconsin53719. The American Forest and Paper Association (AFPA) is located at 1111 1 ft Street. NW. Ste 800. Washington. DC 20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVAKIVI/YC7 Read 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 provided by the component manufacturer and done in accordance with the currant versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional ecourecy. Dimensions are to be verified by the component manufacturer and/or building designer prim tofabrication. The building designer must ascertain that the loads utilitsd on this design meet or exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the lop chord Truss ID: F2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 792 3.50..1. 50:: BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 19-10- 4 792 3. 50�� 1. 50�� 79OWn WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS are based ONLY PLATE VALUES PER IC80 RESEARCH REPORT #1607. Loaded for 30 PSF -concurrent BGLL. IF HANGERS ARE INDICATED ON THIS DRAWING, TC 24.00" 7-10-15 12- 0- 0 On the trU55 material dt each bearing non Drainage must be provided to avoid ponding. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY UPLIFT REACrION(S) : Support 1 -146 lb MAX DEFLECTION (span) Continuous lateral bracing attached to flat GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 2 -146 Its L/999 MEM 8-9 (LIVE) LC 1 TC as indicated. Lumber must be structural HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the ' L- -0.04" D= -0.04" T= -0.07" grade. Brace 0 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. CBC -01 Code. CRITICAL MEMBER FORCES: Bldg Enclosed - Yes, Importance Factor = 1.00 TC -COMP. (DUR.)/ TENS. (OUR.) CSI . Truss Location = Not End Zone 1-2 -1252(1.25)/ 231<1.60) 0.21 Hurricane/Ocean Line - No Exp Categoryy C Bldg length = 80.00 ft, 8idg Width = 40 00 ft 2-3 -1100(1.253/ 213(1.603 0.15 3-4 -1008(1.25 / 201(1:60 0.28 - Mean roof height = 11.82 ft, mph 80 ( ) < ) CBC Standard Occupancy, Dead Load = 15.6 psf 5-6 -1252(1.25)% 233(1.60) 0.21 BC COMP. (OUR.)/ TENS.(((DUR.) CSI 7-8 -148(1.603/ 1115(1.25) 0.28 8-9 -82(01.60 / 1001((1.253 0.24 9-10 -149 1.60)/ 1115 1.25 0.28 WB COMP. <DUR.)/ TENS.(DUR.) CSI ' 2-8 -181(1.25)/ 100(1.60) 0.03 ' 3-8 -8 1.60 / 225 1.25 0.09 3-9 -115 1.60 / 124 1.60 0.07 4-9 -4 1.60 / 224 1.2S 0.09 ' 5-9 -183(1.25)/ 101(1.60) 0.03 t 7-10-15 r i 7-10-15 r 1 2 3 4 5 6 T 5.004I 0 0 -5.00 B1 B2 W:308 W:308 R:792R:792 U:-146 0:-146 I 20-0-0 7 8 9' 10 4-5-6 SHIP 0-4-1 10/19/2006 ' VVAKIVI/YC7 Read 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 provided by the component manufacturer and done in accordance with the currant versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional ecourecy. Dimensions are to be verified by the component manufacturer and/or building designer prim tofabrication. The building designer must ascertain that the loads utilitsd on this design meet or exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the lop chord Cust: LIA ]UHL W0: Drive_N_juhl res_1-00007_300001 Dsgnr: RM - #LC = 16 WT: 115# TC Live 16.00 psf. Li veDu r L=1.25 P=1.15 is laterally braced by the roof or flow sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Sf10W 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing drown is for lateral support of components, members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, C4 95938 environment that will cause the moisture content of the wood toexceed19%aW/wcause connector plate corrosion. Fabricate. handle. instell and b ace this truss in accordance with the following standards:Joint and Cutting Detail Reparts'available as output from Twswal saftwars. 'ANSI? PI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' • BC Live 0.00 psf BC Dead 7.00 psf .1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive. Madison. TRU SPLUS 6.0 VER: T6. 5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islor:at;da1111119thStreet, NW, Ste 800,Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: JUHL RES. Truss ID: F3 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : 1 0-. 1-12 792 j. 50" 1. SO" BC 2.4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -149 lb 2 19-10- 4 792 j. SO" 1,50 WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support -149 lb BR2 REQUIREMENT$ Shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. loaded for 10 PSF non -concurrent BCLL. IF MANGERS ARE INDICATED ON THIS DRAWING, ,2 This truss is designed using the On the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (Span)* : GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location = Not End Zone L/999MEM 7-8 (LIVE) LC 15 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category - C L= -0.05 D= -0.05" T= -0.10" environment that will cause the moisture content of the wood to axceed19%arwrorcause connector plate corrosion. Fabricate. handle. install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'availableasoutput from Truswalsoftware, Bldg Length = 80.00 ft Bldg Width = 40.00 ft CRITICAL MEMBER FORCES: 7C COMP. (OUR.)/ TENS. (OUR.) CSI �� Mean roof height - 12.125 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -1282(1.25)/ 244(1.60) 0.19 0. C. Spaci ng 2- 0- 0 2-3 -1127((1.25))/ 244((1.603'0.19 3-4 -1127 1.25 / 244 1.60 0.19 WisSI sin 53719. The American Forest and Paper Association (AFPA)is located at11111gin Suaet. NW. St. 600.Washington. DC2003e. Bldg Code: CBC -01 4-5 -1282(1.25)/ 244(1.60) 0.19 , BC COMP.(DUR.)/ TENS. (OUR.) CSI ' 6-7 -164(1.61)/ 1145(1.25) 0.26 ' 7-8 -50(1.603/ 764(1.253 0.23 ' 8-9 -164(1.60 / 1145(1.25 0.26 WB COMP.((((DUI.)3)/ TENS.((DUR.)) CSI -488 3-7 376((1.25)) 0.15 -48((1.60))% is 4-8 -253(1.25)% 141(1.60) 0.04 10-0-0 10-0-0 1 2 3 4 5 5.00 -5.00 5-6 B1 B2 W:308 W:308 R:792 R:792 LIA 49 LIA 49 2-0-0 2-0-0 20-0-0 6 7 8 9 20 qa. unless 5-3-13 SHIP 2 0-4-1 MI171WK1111 WHK/VI/VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. N has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_1-00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions D$ RM #LC 16 WT' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 n r : = 111# utilized on this design meet or exceed the loading imposed by the 1=1 building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1. 25 ' . P=1.15 Is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced bya rigid sheathing material directly attached, unlessotherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway environment that will cause the moisture content of the wood to axceed19%arwrorcause connector plate corrosion. Fabricate. handle. install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports'availableasoutput from Truswalsoftware, BC Live 0.00 psf. 1.15 / 1.00./ 1.00 Durham, CA 93935 'ANSI?PI 1', WTCA V • Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Dorrofio Drive, Madison, TRU SPLUS 6.0 VER: T6.5.4 WisSI sin 53719. The American Forest and Paper Association (AFPA)is located at11111gin Suaet. NW. St. 600.Washington. DC2003e. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36CI .IV Job Name: JUHL RES. Truss ID: R Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 DFL Plating spec • ANSI/TPI - 1995 Required bearingwidths and bearing reas 1 0- 1-12 660 HGR 1. 50 #1 2 19-10- 4 660 HGR 1.50" WES 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. apppplyy when truss not supported in a hanger. UPLIFT REACTION(S) : BRC REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 30 PSF -concurrent BOLL. If HANGERS ARE INDICATED ON THIS DRAWING, Support 1 -104 lb non On the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1. S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 2 -104 lb This truss is designed the BRG' HANGER/CLIP NOTE _ GIRDERS. IF 2. S" GUN NAILS ARE USED, THE using CBC -til Code. 1 °HUS26 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed =Yes, Importance Factor = 1..00 2 °HUS26 TC Dead 10.00 psf Truss Location - Not End Zone Support Connection(s)/Hanger(S)are and brace this tiussinaccordance with the fcnowirgstandards:Jointand Cutting DetsilReporls'avallablaasoutput front TNswalsoftware, 'ANSI?PI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- Hurricane/Ocean Line = No Exp Category - C Bldg Length 80.00 ft Bidg Width 40.00 ft not desi signed for horizontal loads. g SEE SIMPSON ' = = Mean roof height = 12.115 ft, mph = 80 CATALOG FOR ADDITIONAL INSTALLATION NOTES - CBC Standard Occupancy, Dead Load = 15.6 psf MAX DEFLECTION (span) : Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 L/999 MEM 7-8 (LIVE) LC 15 L. -0.05" D= -0.05" T= -0.10" CRITICAL MEMBER FORCES: TC COMP.(DUR.)/ TENS.(DUR.) CSI 1-2 -1282(1.25 / 244(1.60 Us 2-3 -1127(1.253/ 244(1.603 0.19 3-4 -1127((1.253/ 244((1.603 0.19 244(1.60) 0.19 4-5 -1282P. ' ((1.25))/ CST (-164 71145((1.25)) 6-7 0.26 ((1u60))% 8-9 -164(1.60)% 1145(1.25) 0.26 WB COMP.(Dlflt TENS.(DUR.) CSI 2-7, -253(1.253/ 141(1.60) 00.04 3-7 -48((1.60))/ 376((1.25)) .15 is 4-0 8 -253(1.2 S)% 141(1.60) 0.04 I 10-0-0 1 10-0-0 1 1 1 2 3 4 5 5_0 5A0 5-6 3-4 5-6 4- 1 SHIP 4 2 0-4-1 B1 B2 •HUS26 "HUS26 W:308 W:308 R:660 R:660 LIA04 I 20-0-0 1 U:-104 6 7 8 9 7-r ._ Vt1- 10/19/2006 WAK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component net trues system. H has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_1-00007_100001 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 DS n r • RM #LC = 16 WT • 103# g ulli- on this design meet or exceed the loading imposed by the 1=1 building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterallybraced 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 to buckling length. This TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® members only reduce component shall not be placed in any environment that will mum the moisture content ofthewood toexceed19%and/or cause connector plate corrosion. Fabricate, handle. install TC Dead 10.00 psf Rep Mbr 8nd / Comp / Tens 792 Durham Da ton Highway Durham, CA 99.35 and brace this tiussinaccordance with the fcnowirgstandards:Jointand Cutting DetsilReporls'avallablaasoutput front TNswalsoftware, 'ANSI?PI 1', WTCA V. Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 7.00 psf 1.15 / 1:00 / 1.00 0. C. Spaci ng 2- 0- 0 ' (BCSI 1.03) and'BCSI SUMMARY SHEETS• by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53710. The Am edmn Forest and Paper Association (AFPA) is located at I I I I I 9th Street, NW. Ste 800. Washington. OC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 41• Job Name: JUHL RES. Truss ID: G1 ON: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 802 3.50" 1.50" WEB 2x4 DFL STANDARD 2 14-10- 4 934 3. 50" 1. 50" PLATE VALUES PER ICED RESEARCH REPORT #1607. BRC REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. material at each bearing Perm on the truss anent bracing is res 'red (by others) to MAX DEFLECTION (span) and ANSI%7PI torr/toppling. see SCSI 1-03 L/999 MEM 6-7 (LIVE) LC 1 PLATING BASED ON GREEN LUMBER VALUES. L- -0.03" D- -0.03" T- -0.07" CRTCI�COMPMEMBER (DURFORCES: TENS.(DUR.) CSI 1-2 -1608 1'.25 / 172(1.60) 0.25 2-3 -1489 1.25 / 172(1.603 0.53 3-4 -1616 1.25 / 170(1.60 0.26 BC COMP.(<(DUR.3)/ TENS.(((DUR.3) CSI 5- 660 7-8 -91(1.60)/ 1463(1.25) 0.28 6-7 89 1.60 / 1469 1.25 0.19 WB COMP. (DUR.)/ 7ENS.(DUR.) CSI 2-6 / 128(0.90) 0.07 2-7 -63(1.60)/ 98(1.603'0.03 ' 3-7 / 134(0.90 0.08 T 2-9-10 1= 0-4-1 4-4 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). Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24:' o.c. unless noted. 5-10-15 5-10-15 1 2 4 5.00 -5.00 138# 138 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 5-10-15 9- 0- 0 UPLIFT REACTIONS) Support 1 -141 lb Support 2 -164 lb This truss is designed using the CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location a Not End Zone Hurricane/Ocean Line - NoExp Categor C Bldg Length = 80.00 ft, 8idg Width = 40.00 ft Mean roof height = 11.40 ft, mph 80 CBC Standard Occupancy Dead Load = 15.6 psf ----------LOAD CASE#1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 52.00 0- 0- 0 52.00 6- 0- 0 0.62 TC Vert 100.21 6- 0- 0 100.21 9- 0- 0 0.62 TC Vert 52.00 9- 0- 0 52.00 15-.0- 0 0.62 TC Vert 66.00 15- 0- 0 66.00 17- 0- 0 '0.48 BC Vert 26.98 0- 0- 0 26.98 15- 0- 0 0.00 .Type... lbs X.Loc LL/TL TC Vert 84.7 6- 0- 0 , 1.00 TC Vert 52.9 6- 0- 0 0.00 TC Vert .84 .7 9- 0- 0 1.00 TC Vert 52.9 9- 0- 0 0.00 TC Vert 0.0 14-10- 4 1.00 6- 4-4 3- -0 SHIP 2-4 3-4 0-4-1 131 B2 W:308 W:308 R:802 R:934 LIA 41 U:-164 21 I 15-0-0 5 6 7 8 VIL VVHf'UY/IIYV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Dri ve_N_j uhl res_L00007_100001 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 tofabrication. The building designer must ascertain that the loads Dsgnr: RM #LC. = 15WT: 90# utilired 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 of TC Snow 0.00 psf S nowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support components members only to reduce buckling length. This component shall not be placed in any that the content TC Dead 10.00 psf P Re Mbr Bnd p / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 95938 environment will cause moisture of the wood to antacid 19% and/or cause connector plate corrosion. Fabricate. handle, install and brace this Wssinaccordance wimmefollowingstandards:'Jointand Cutting Detail Reporteavailableasoutput from TruswalSoftware, 'ANSIfrPI 1', WTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 psf BC Dead 7.00 psf 1.00 / 1.00 / 1.00 O. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin53719. The American Forest and Paper Association (AFPA)is located atIl1110thSbeeLNW. Ste 800.Washington. OC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L'/36 Job Name: JUHL RES. Truss ID: G2 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 495 3.50" 1.50" BC 2x4 DFL #1 2 THIS DESIGN IS THE COMPOSITE RESULT OF $aPPOri 1 -87 lb 2 14-10- 627 3.50" 1.50 WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -134 lb BR2 REQUIREMENTS Shown are based ONLY PLATE VALUES PER IC80 RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, t This truss is designed using the on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1. S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBCs Code. Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : GIRDERS. IF 2. S" GUN NAILS ARE USED, THE Truss Location - Not End Zone L/999 MEM 4-5 (LIVE) LC 1 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category = C L- -0.04" D- -0.05" T- -0.09" andbracethisWssinaccordancewiththefollowingstandards:'JointandCuttingDetailReports'availableasoutputfromTruswalsof-,.. 'ANSI?PI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- Bldg Length - 80.00 ft Bldg Width = 4f 00 ft CRITICAL MEMBER FORCES: TC COMP. TENS.((DUR.)) CSI Mean roof height - 11.53 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf ((DUR.))/ TRUSPLUS 6.0 VER: T6.S.4 2-30.36 -788(1.25)% 167(1.60) 0.36 ' DEFL RATIO: L/360 TC: L/36 BC COMP.(DUR.)/ TENS.(DUR.) CSI 4-5 _65(1.603/ 670(1.253 0.34 5-6 65(1.60 / 670(1.25 0.34 WB COMP.(OUR.) TENS.(DUR.) CSI 2-5 132(0.90) 0.07 3- -9 3-4 0-4-1 I 7-6-0 I 7-6-0 1 1 2 3 SAO 5-6 -5.00 B1 B2 W:308 W:308 R:495 R:627 U:-87 U:-134 I 15-0-0 I 1 4 5 6 unless she 4- 5 SHIP 0-4-1 WAKIV/NU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_]00001 and done in accordance with the current versions of TPI and AFPA design standards. Noresponsibilityisessumedfwdimensional accuracy. Dimensions ' are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the leads DS nr: RM #LC = 16 WT: 66# g TC Live 16.00 psf LiveDur L=1.25 P=1.15 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord is laterally braced by the roofor Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unlessotherxise TC Snow 0.00 psf p SnowDur .L=1.15 P=1.15 noted. Bracing shown Is for lateral support of componenln members only to reduce buckling length. This component shall not be placed in any environment that Will "Use the moisture canlenlefthe wood toexceed 19%and/arcause connector plate corrosion. FaWcale.handle. install TC Dead 10.00 psf Rep Mbr Brill / Comp / Tens 792 Durham Dayton Highway Durham, CA 95935 andbracethisWssinaccordancewiththefollowingstandards:'JointandCuttingDetailReports'availableasoutputfromTruswalsof-,.. 'ANSI?PI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.S.4 Wisconsin 53719. The American Forest and Paper Association (AFFA) is located at fill Igth Street. NW. Ste 800, Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truss ID: G3 Qty: 1 BRG X -LOC REACr SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFTREACTION(S) : 1 0- 1-12 495 3.50" 1.50:: BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -81 16 2 14-10- 4 495 3.50" 1. 50�� WEB - 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -87 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICSO RESEARCH REPORT #1607.. Loaded for 10 PSF non -concurrent BCLL. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the On the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. BldgEnclosed -.Yes, Importance Factor - 1.00 MAX DEFLECTION (span) : GIRDERS. IF 2.5'• GUN NAILS ARE USED, THE Truss Location a Not End Zone L/999 MEN' 4-5 (LIVE) LC 1 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category - C L= -0.04" D- -0.05" .T- -0.09" - Bldg Length = 80.00 ft, Bidg Width = 40.00 ft Mean roof height = 11.73 ft, mph 80 CRITICAL MEMBER FORCES: TC COMP. TENS. (DUR.)) CBC Standard Occupancy, Dead Load = 15.6 psf ((OUR. ))/ 21( 1-2 78(1.25)% ' TRUSPLUS 6.0 VER: T6.5.4 -3 :788)CSI 167(1.60) 0.36 Bldg Code: CBC -01 DEFL RATIO: L/360 TC:.L/36 BC COMNIUR. TENS. ))/ ((DL.U'R,) 0.CSI 4-5 1.634 5-6 -65(1.60)% 670(1.25) 0.34 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-5 / 132(0.90) 0.07 3-5-9 3-4 0-4-1 81 W:308 R:495 U:-87 I 7-6-0 'I 7-6-0 I 1 2 3 5.00 5-6 5-00 I15-0-0 1 4 5 6 132 W:308 R:495 U:-87 10/1 WAKIVI/VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not was system. N has been based on specifications provided by the component man ' uta cturer W0: Drive_N_juhl res_L00007_300001 and done in accordance vrith the current versions of TPI and AFPA design standards: No responsibility is assumed for dimensional acouracy. Dimensions are to be verified by the component manufacturer and/or Wilding designer prior to fabrication. The building designer must ascertain that the leads DS n r • RM #LC = 16 WT • 62# g TC Live 16.00 psf' LiveDur L=1.25 P=1.15 utilised on this design meet or exceed the loading imposed by the local building code and the particular application. The design ossumes that the lop chord is laterally braced by the roof or Boor sheathing and the bottom Urortl is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ® noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any shvlr onmenl that will cause the moisture content of the to exceed 7g%and/or dues connector plata corrosion. Fabricate, handle, install TC Dead 10.00 psf P Re Mbr Bnd p /Comp /Tens 792 Durham Dayton Highway Durham, CA 9'`5935 andbrace this truss inaccordance with the follovdngstandards:'Joinland Cutting Detail Reports'avoilableasoutput from Truswalsoftwam. 'ANSI fPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583.D'Onohio Drive. Madison. ' TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1 gth Street. NW, Ste 800. Washington. DC 20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC:.L/36 Job Name: JUHL RES. WA IVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: G4 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 4641 3. 50" 2.47 BC 2x6 DFL SS THIS DESIGN IS4HE COMPOSITE RESULT OF $UDDort 1 -818 lb 2 14-10- 4 4054 3.50" 2.16 WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -714 lb BRG REQUIREMENTS Shown are based ONLY Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss 1s designed using the On the truss material at each beari n9 Loaded for 10 PSF non -concurrent BCLL. - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC-Ol Code. Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) L/999 MEM 10-11 (LIVE) LC 15 + + + + + + + . + + + + + a Nail pattern shown is for PLF loads only. + GIRDERS. IF 2.5" CON NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category C L- -0.01" D= -0.16" T= -0.17" + a a + + + a + + + + + + + + + + + + + r + FOR CONCENTRATED LOADS: Permanent bracing is required by others) to rotation/toppling. See BCSI 1-03 Bldg Length = 80.00 ft Bidg Width = 40.00 ft Mean height ft, CRITICAL MEMBER FORCES: TC COMP. (DUR.)/ TENS. (DUR.) CSI Use 3" nails min. into the carrying member. For prevent and ANSI/7PI 1. - roof - 11.53 mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -8438(0.90 / 0.74 more than 2 ply use additional CLUSTERS if indicated from ttie back pplys, or use PLATING BASED ON GREEN LUMBER VALUES. ----------LOAD CASE #1 DESIGN LOADS ---------------- 2-3 -6468(0.903/ 0.30 any other approved detail (by others). + + + + + + + + + . + + Designed for 1.4 K lbs Tension/Compression Dir L.Plf L.Loc R.Plf R. Loc LLITL TC Vert 52.00 0- 0- 0 52.00 15- 0- 0 0.62 3-4 -6276(((0.903)/ 0.32 4-5 -6327 0.90 / 0.33 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER drag load applied at the ends of the truss, BC Vert S23.00 0- 0- 0 523.00 8- 0- 0 0.00 5-6 -6540 0.90 / 0.33 AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS = concurrently with dead loads and 0 % live load. Horizontal reaction BC Vert 344.00 8- 0- 0 344.00 15- 0- 0 0.00 .Type... lbs X.Loc LL/TL 6-7 -7797(0.90)/ 0.56 DOUBLE THE AMOUNT SHOWN). 1.4 K lbs. (each end), at the bearing. BC Vert 1323.0 8- 0- 0 0.00 eC COMP.(DUR.) TENS. CSI f + + + + + + a 2-PLV!+Nail w/lOd COMMON stag erER eg NDS) S•PER Connection (by others) must transfer equal load to each ply (or add-on) shown. 8-9 7802(0.90) 0.76 9-10 / 7713(0.90 0.60 in: TC- 2 BC- 4 WEBS- 2 00T!•• + + + + + + + + + + + + a a + + + + + + + 10-11 / 5621(0.903 0.40' 11-12 / 7145((0.90))'0.54 12-13 / 7201 0.90 0.64 WSCOMP.(DUR.) TE"i. DUR.) CSI 2-9 1657(0.90) 0.47. 2-10 -2041(0.90 / 0.16 S ' 3-10 /. 433(0.90) 0.12 ' 4-10 / 1864 (0.90) 0.53 4-11 / 2230(0.903 0.63 ' 5-11 486(0.90 0.14 6-11 -1303(0.90 / 0.11 6-12 / 1032(0.90) 0.29 EEE' i 7-6-0..7-6-0 I I 2-PLYS 1 2. 3 4 5 6 7 REQUIRED 5.00 5.00 3- -9 3.5-6 0-4-1 5-6 /-U 3- -9 SHIP 0-4-1 B1 B2 . W:308 W:308 R:4641 1323# RA054 U:-818 U:-714 15-0-0 8 9 10 11 12 13 TYPICAL PLATE: 3-6 20 10/19/2006 WA IVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_JO0001 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 thecomponent manufacturer and/or building'designer prior to fabrication. The building designer must ascertain that the loads OS nr• RM MLC = 1$ WT' 109# 9 utilimd 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ' is laterally braced by thereof or Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless0thervA3a TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway . Durham, CA 95938 environment that will cause the moisture content of the wood toexceed19%and/or cause connector plate corrosion. Fabricate. handle. install and brace this wssinaccordance with the fonowirgstandards:7ointand Cuffing Detail Reporta•axailableasoutputfromTruswalsotlware. 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 7.00 psf 1.00 / 1.00 / 1.00 O. C. Spaci ng 2- 0- 0 (BCSI 1-03) and'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truax Plate Institute (TPI) is located at 583 D'Orwfdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gmStreet, NW. Ste' s00.Washington. DC20038. Bldg Code: CBC701 DEFL RATIO: L/360.TC: L/36 Job Name: JUHL RES. Truss ID: H1 Qty: 2 ERG X -LOC -REACT SIZEREQ'D TC 2x4 DFL #1- Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 1044 3.50 , 1. 50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF SuPPort 1 -161 lb 2 27- 5-12 1044 3.50" 1. 50" WEB 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -161 lb BRC REQUIREMENTS shown are based ONLY PLATE VALUES PER CBO RESEARCH REPORT #1607. Loaded for 10 PSF ndn-concurrent BOLL. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY This truss is designed using the On the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY C8C-01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 MAX DEFLECTION (Span) GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - Not End Zone L/999 MEM 7-8 (LIVE) LC 15 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No,Exp Category = C L- -0.16" D- -0.10" T- -0.25" _ Bldg Length - 80.00 ft, Bdg Width = 40.00 ft CRITICAL MEMBER FORCES: 7C COMP. (OUR. )/ TENS. (DUR.) CSI ' Mean roof height = 13.05 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf 1=2 -1815(1.25)/ 295<1.60) 0.42 ' 2-3 -1592(1.253/ 297(1.603 0.42 3-4 -1592(1.25 / 297(1.60 0.42 4-5 ' -1815(1.25)/ 295(1.60) 0.42 8C COMP.(OUR.)/ TENS. (pull. CSI 6-7 -191(1.60)/ 1623(1.25) 0.52 7-8 -48((1.60))/ 1072((1.25)) 0.47 ' 8-9 -191 1.60 / 1623 1.25 0.53 WB COM )/ TENS.(DUR.) CSI 1111 2-7 -364(1.25)/ 185(1.60) 0.10 538((1.25)) 0.22 3-7 -52-52 ((1.60))/ 22 0.10 4-8 -364(1.25)% 185(1.60) 13-9-12 13-9-12 r 1 2 3 4 5 5.00 -5.00 5-6 1.5-4 .1.5-4 6- -2 6-1 -14 l SHIP 4-4 q_q 0-4-1 3-4 5-6 0-4-1 B1 W:308 R:1044 U:-161 I 27-7-8 ' 6 7 8 9� B2 W:308 R:1044 LIA61 Truswal SYYsslems Plates are 20 qa. unless shown by "18Y18 ga.), "HY16 a:) ar "MX"(TW MX 20 ga.l, positloned per Joint Details Report. Circled totes and false frame fates are osi0oned as shown above. h' able stud totes to avoid verta with stNctural plates orate leWARNING. Read 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 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 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilimd on this design meat or weed 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 formal support of components members only to reduce buckling length. This component shelf not be placed in any ® environment that will cause the moisture content of the wood to exceod 19% and/or cause connector plate corrosion. Fabricate. handle. install 792 Durham Dayton H7ghWay and brace this buss in accordance with the following standards: *Joint and Cutting Detail Reports'available as output from Truswal software. Durham, CA 93935 'ANSI?PI 1', WTCA I'm Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER : T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1gth Street, NW. Ste 800. Washington, DC 20038. J. o. 2 .� n , 2 07 VIII, �Q 10/19/2006 Cust: LIA JUHL W0: Drive_N_juhl res_L00007_]00001 Ds9nr: RM #LC = 16 W)": 150# TC Live 16.00 psf LiveDur L=1.25 P=1.15 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 10.00 psf Rep Mbr Bnd /Comp / Tens BC Live 0.00 psf 1.15 / 1.00 / 1.00 BC Dead 7.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. WAK/VINU Read all notes on this sheet and give -a copy of it to the Erecting Contractor. Truss ID: H2 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 6 Btr. BC 2x6 DFL 55 Plating spec : ANSI//TTPI - 1995. UPLIFT REACTION(S) ' 1 0- 1-12 7044 3.SO" 2. 50�� 2 27- 5' 12 9002 3. 50�� 3.20�� :WEB 2x4 DFL STANDARD THIS DESIGN IS TME COMPoSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -930 lb Support -1188 lb BRC REQUIREMENTS Shown are based ONLY PLT BLK 2x4 DFL #1 Lumber shear allowables are NDS. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" MANGER NAILS FOR .2 This truss 1s designed using the On the truss material at each bearing per PLATE VALUES PER ICBO RESEARCH REPORT #1607. 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) Loaded for 10 PSF non -concurrent BCLL. GIRDERS. IF 2.5•' GUN NAILS ARE USED THE Truss Location = Not End Zone L/999 MEM 9-10 (LIVE) LC 1 Permanent bracing is re ired (by others) to prevent rotation/topping. See BCSI 1-03 HANGERS MUST BE RE-EVALUATED (BY OTfIERS). PLATING BASED ON GREEN LUMBER VALUES. Hurricane/Ocean Line - No Exp Category C L= -0.11" D° -0.23" T= -0.34" CRITICAL MEMBER FORCES: 004MP. TC COMP.(DUR.)/ TENS.(OUR.) CSI and ANSI/TPI 1. 3 -PLV! Nail w/tori COMMON stag Bred(pper Nos) in; TC- 2 BC- 8 WEBf- 2 PER FOOTI•• + + + + + ✓+ + + + + + + + + + + + + + + + Designed for 2.5 K lbs Tension/Compression drag load Bldg length - 80.00 ft, Bidg Width = 40.00 ft Mean roof height - 13.05 ft, mph 80 CBC Standard Occupancy Dead Load = 15.6 psf DESIGN -14540(1.25)/ 0.57 Nail in layers or from each face. aCDlied at the ends of the truss, concurrently with dead loads and 0 % live ----------LOAD CASE#1 LOADS ---------------- Dir L.PIf L.Loc R. PIf R.Loc LL/TL 2-3 -11908(1.25)/ 0.26 3-4 -9417(((1.25)))/ 0.14 Wisconsin 53719. The American Forest and Paper Aa iation(AFPA)IslocatedatIiIi16thsbeet.NW.Ste800.Washirgton.DC20036. load. Horizontal reaction TC Vert 52.00 0- 0- 0 52.00 27- 7- 8 0.62 4-5 -9416 1.25 / 0.14 a 2.5 K lbs. (each end), at the bearing. BC Vert 529.00 0- 0- 0 222.54 17- 0- 0 0.47 S.6 -10305 0.90 / 0.35 Connection (by others) must transfer equal load BC Vert 869.54 17- 0- 0 678.00 27- 7- 8 0.12 6-7 -14407(0.90)/ 1.00 to each ply (or add-on) shown. ++++++++ +++.++++++++++ BC COMP.(DUR.)/ TENS.(DUR.) CSI 8-9 13408(1.25) 0.57 , ' 9-10 / 13324(1.25) 0.43 10-11 / 10775(1.25) 0.37. 11-12 / 9213 0.90 0.46 12-13 / 13174 0.90 0.68 13-14 / 13317 0.90 0.88 WB COMP.(DUR.)/ T2E0N2S2((DUR.) 0CSI 2-9 1.25) .27 21 S 0.12 , 3-10 / 2787(1.25) 0.38 3-11 -2908(1.25)/ 0.14 4-11 6930(1.25) 0.94 ' 5-11 -4453(0.90 / , 0.27 5-12 / 4493(0.90) 0.85 ' 6-12 -4202(0.90)/ 0.24 6-13 / 3431(0.90) 0.65 13-9-12 13-9-12 3-PLYS 1 2 3 4 5 6 7 r REQUIRED 5.00 -5.00 6-t2 5 1I 3-10 0-4-1 B1 W:308 R:7044 U:-930 5-6 t 27-7-8 8 9 10 11 12 13 14 r TYPICAL PLATE: 5-6 6- -2 SHIP 10 0-4-1 B2 W:308 R:9002 U:-1188 10/19/2006 WAK/VINU Read all notes on this sheet and give -a copy of it to the Erecting Contractor. Cust: LIA JUHL This design Is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl res_1-00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM #LC 18 WT • 200# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ublimd 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 13 laterally braced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 psfSnowDur L=1.15 P=1.15 noted. Bracing sawn is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf p Re Mbr Bnd p / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to ettead 18% erd/er cause connector plate corrosion. Fabricate, handle, install and brace this wasinaccordance with the following awndards:'3oinland Cutting Detail Reports* available asoutput from TruswalwHoare, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSIrrPI 1'. WTCA V- Wood Truss Council of America Standard Design Responsibilities. *BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 (Best 1-03) and'BCSI SUMMARY SHEETS' by WTCA and M. The Truss Plate Institute (TPI) is located at 583 Donofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.S.41 Wisconsin 53719. The American Forest and Paper Aa iation(AFPA)IslocatedatIiIi16thsbeet.NW.Ste800.Washirgton.DC20036. Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/36 , 1• t . Job Name: JUHL RES. WAKIVIIVURead all notes on this sheet and give'a copy of it to the Erecting Contractor. Truss ID: HG Qty: 1 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 6 Bir. Plating spec : ANSI/TPI- 1995 UPLI FT REACTION($) 1 0- 1-12 2176 3.50" 2.32" ec 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -287 lb 2 27- 5-12 2176 3.5 0" 2. 32" OG SLIDER 2x4 DFL #1 MULTIPLE LOAD CASES. Support 2 -287 lb SnowDur L=1.15 P=1.15 BRG REQUIREMENTS Shown are based ONLY WEB 2x4 DFL STANDARD PLT BLN 2x4 DFL #1 IF HANGERS ARE INDICATED ON THIS DRAWING, This truss 15 designed using the ® 792 Durham Dayton Highway On the truss material at each bearing CBL BLK 2x4 DFL STANDARD THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- MAX DEFLECTION (span) : Lumber shear allowables are per NDS. ,GIRDERS. IF 2.5" CUM NAILS ARE USED THE Truss Location - Not End Zone L/999 MEM 10-11 (LIVE) LC 1 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to HANGERS MUST BE RE-EVALUATED (BY OTHERS). Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line - No Exp Category C Bldg Length 80.00 ft, Bidg Width ft DEFL RATIO: L/360 TC L/36 L- -0.07" D= -0.29" T- -0.36" prevent rotation/toppling. See BCSI 1-03 May se odeyuate staples for gable blocks. = a 40.00 Mean roof height . 13.05 ft, mph 80 CRITICAL MEMBER FORCES: and ANSI/TPI 1. BUILDING DESIGNER MUST VERIFY GABLE LOADS! CBC Standard Occupancy, Dead load = .15.6 psf TC COMP. (DUR.)/ TENS. (DUR.) CSI 1-2 -3553(0.90)/ 0.95 PLATING BASED ON GREEN LUMBER VALUES. [al gable bracing required 0 58" intervals, ' ----------LOAD CASE #1 DESIGN LOADS ---------------- 2-3 -2647(0.90)/ 0.89 exposed to wind load ap lied to'face. See"General Gable Details, C002065035. Dir L.Plf L.Loc R. PIf R.Loc LL/TL TC Vert 3-4 / 901(0.90) 0.78 4-5 903(0.90) 0.77 Attach top (if 66.00 - 2- 0- 0 66.00 0- 0- 0 TC Vert 104.00 0- 0- 0 164.00 13- 9-12 0.48 0.31 5-6 -2628(0.90)/ 0.89 secondary chord shown) with min. 2-4 (2x4? or 3-6 plates (2x6) at 24" TC Vert 164.00 13- 9-12 104.00 27- 7- 8 TC Vert 66.00 27- 7- 8 66.00 29- 7- 8 0.20 0.48 6-7 -3553(0.90)/ 0.95. o.c. and applied rotated, in addition to the heel' The BC Vert 14.00 0- 0- 0 14.00 27- 7- 8 0.00 BC' COMP.(DUR.)/ TENS.(DUR.) CSI 8-9 3249 plating shown. secondary top chord may be notched 1.5" for outlookers, / 0.90 0.90 9-10 3246 0.90 0.77 max DO NOT NOTCH WHERE SHOWN BY 10-11 / 2301(0.90) 0.56 .. 11-12 / 3246((0.903 0.77 12-13,' / 3249 0.90 0.89 ' WBCOMP.(DUR.) TENS.(DUR.) CSI 2-9 139(1.25) 0.06 2-10 -1023(0.90 / 0.93 3-30 / 519(0.90) 0.29 3-5 -3278(0.90)/ 0.52 , 5-11 515(0.90) 0.29 6-11 -1037(0.90 / 0.94 6-12 / 143(1.25) 0.06 13-9-12 13-9-12 1 2 345 6 7 1 5.00 2-4 5.00 2-4 2-4 . 3-4 2-4 4-10 _m&-10 2 ri 1.5-4 4-4 1.5-4 0-4-1 B1 3-4 6-8 3-4 B2 W:308 W:308 R:2176 R:2176 U:-287 U:-287 2��A-1 27-7-8 LQ 1 8 9 10 11 12 13 1 20 TYPICAL PLATE: 1.5-3 10/19/2006 WAKIVIIVURead all notes on this sheet and give'a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_]00001 and done in accordance with the curtail 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 05 n r • RM #LC = 16 WP: 293# 9 TC Live 16.00 psf Li vebu r L=1.25 P=1.15 utilized on this design meet or exceed the loading imposed by the twat 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp j Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install and brace this truss in accordance with the following standards:'Jointand Cutting Detail Repo,& available asoutput homTruswatsoftware. BC Live 0.00 psf 1.00 /'1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53710. The American Forest and Paper Association (AFPA)islocated at1111IftStreet, NW. Ste 800.Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: JUHL RES. Truss ID: 11 Qtv: 13 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 1 0- 1-12 555 3.50" 1.50" BC 2x4 DFL #1 2 10-10- 4 407 HGR 1.50" WEB 2x4 DFL STANDARD PLATE VALUES PER ICBG RESEARCH REPORT #1607. BRG REQUIREMENT$ Shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES. on the truss material at each bearing End verticals are designed for axial loads BRG HANGER/CLIP NOTE only unless noted otherwise. 2 LUS26 Extensions above or below the truss profile Support Connections)/Hanger(s) are 1f any) have been designed for loads not desi ned for horizontal loads. ^dicated only. Horizontal loads applied at the end of the extensions have not been SEE SIMPS N CATALOG considered unless shown. A drop -leg to an FOR ADDITIONAL INSTALLATION -NOTES othe;ri eunsupported wallmay create MAX DEFLECTION (span) : hinge effect that requires additional design L/999 MEM 5-6 (LIVE) LC 1 conssderation(by others). L- -0.06" D= -0.05" T- -0.11" ' CRITICAL MEMBER FORCES: TC COMP.(DUR .)/ TENS.(DUR.) CSI 1-2 -1165 1.25 / 271 1.60 0.29 2-3 -26 1.25 / 16 1.25 0.25 3-4 -3 1.25 / 3 1.60 0.00 56C COMP.D6R0)/ TENS.(DUR.) CSI -6 -320 )1131(1.25) 0.40 ' 3( 111)._8 3001.60/ 74.60 009 26 WB COMP. (DUR.)/ TENS.(OUR.) CSI 2-6 / 99 0.90 0.06 2-7 ' -1140((1.25))/ 340 1.60 0.43 3-7 -114 <1.25)/ 67 1.60 0.02 T 2-1-13 I 1913 2.00 1.5-4 �T 2-1;13 2- g 1HIP 4-4 62 LUS26 W:308 R:407 U:-115 B1 W:308 R:555 LIA65 Required bearing widths and bearing areas OF ' apppply when truss not supported in a hanger. UPLIFF REACTIONS) WING, : Support 1 -165 lb ' FOR Support 2 -115 lb -PLY I, THE This truss is designed using the CBC -01 Code. HERS). Bldg Enclosed - Yes, Importance Factor - 1.00 end done in accordance with the cunenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Truss Location - Not End Zone Hurricane/Ocean Line = NoExp Category - C Bldg Length 80.00 ft, B{dg Width 40.00 ft = = Mean roof height = 10.93 ft, mph = 80 -' CBC Standard Occupancy, Dead Load = 12.0 psf 1.5-4 �T 2-1;13 2- g 1HIP 4-4 62 LUS26 W:308 R:407 U:-115 B1 W:308 R:555 LIA65 CN lwtll latesandfalseframe0 aaa. unless shPw^by"18'(18ga.),'eYth 9�6 erst dplaes o ajjd,veAapwlUldstniCtural Details Nc e p plates are positioned as sh con above. hl - 7O/79/LOO6 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res -L00007 -J00001 end done in accordance with the cunenl versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSg n r • RM #LC 15 WT' S6# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads _ = utilimd 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 TC Live 20.00 psf Li veDu r L=1.25 P=1.15 ' ' is laterally braced by the roof or floor,aheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless ofherwisa TC Snow 0.00 psf SnOWDUr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components membere only to reduce buckling length. This component shall not ba placed in any TC Dead . 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 9935 environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate. handle, install and brace this Wssinaccordance withthe following standards:*Joint and Cutting Detail Reports'availableasoutput from Truswalsof(ware, 'ANSUIPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live BC Dead 0.00 psf 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2-0- 0 (BSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPL The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.4 %aCSI sin53719. TheAmedcanForeslandPape Association (AFPA) is [mated at I I I I 19th Street. NW, Ste 800, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. 4-4 Truss ID: 12 Qty: 6 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFTREACfION(S) 1 0- 1-12 569 3. 50" 1.50" 2 11- 2-12 415 1.50" 1.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -113 lb Support 2 -77 lb BRG REQUIREMENT shown are based'ONLY Q Lumber shear allowables are per NDS. PLATE VALUES PER ICBO RESEARCH REPORT #1607. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR This truss is designed using the CBC -01 Code. on the trU55 material at each bearing PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Bldg Enclosed - Yes, Importance Factor = 1.00. MAX DEFLECTION (Span) : End verticals are designed for axial loads GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - Not End Zone L/999 MEM 5-6 (LIVE) LC 1 only unless noted otherwise. Extensions above or below the truss HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category - C L- -0.06" D= -0.06" T= -0.12" profile Cif any) have been designed for loads BC Dead 7.00 psf Bldg Len7th = 80.00 ft, Bidg Width = 40.00 ft Mean �Occupancy. CRITICAL MEMBER FORCES: TC COMP. (DUR.)/ TENS. (DUR.) CSI indicated only. Horizontal loads applied at have CBC Standard Dead Load = 1586 psf 1-2 -1229(1.25)/ 179(1.60) 0.30 the end of the extensions not been considered unless shown. A drop -leg to an Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 2-3 -27((1.253/ 17((1.25)) 0.27 otherwise unsupported wall mayy create a 3-4 3 1.25 / 3, 1.60 0.00 hinge effect that requires adtlitional design BC COMP.(DUR.)/ TENS.(DUR.) CSI consideration (by others). S-6 -221(1.60))/ 1194((1.25)) 0.41 33 7-8 -2302(1 601.60)/ 1176(1.60) 0.16 WB COMP.(DUR.) TENS. (DUR.) CSI 2-6 106(0.90) 0.06 2-7 -1201(1.25 / 239(1.60) 0.48 3,-7 -118(1.25)/ 54(1.60) 0.02 2-2-6 J_D-1- 3 1 2 2.00 1.5-4 - 2-2-6 1_2 HIP 20 aa. unless 10/19/2006 4-4 131 132 W:308 W:108 ' R:569 r R:415 U:-113 U:-77 ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that me loads Dsgnr: RM #LC = 15 WT: 57# TC Live 20.00 psf 11-3-8 I 20 aa. unless 10/19/2006 VVHI'C/VI NC7 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that me loads Dsgnr: RM #LC = 15 WT: 57# TC Live 20.00 psf L i veDu r L=1.25 P=1.15 utilized an this design meal 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 goof sheathing and the bell= chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.1S ® noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood ro eased 1B%and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf P Re Mbr Bnd p / Tens P / CD1R 792 Durham Dayton Highway and brace this wsainaccordance Wththe foll-Igstandards: 'Jointand CuwngDecaltRepons'availablaasoutput from Truswalsofn.-are, BC Live 0.00 ps,f 1.15 / 1.00 / 1.00 Durham, CA 95935 ANsirrpi 1', WTCA V- Wood Truss Council of America Standard Design Responaidlities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Medlson. TRUSPLUS 6.0 VER: T6.5.4j Wisconsin 53718. The American Forest and Paper Association (AFPA)islocated at111118thStreet. KW. Ste 800.Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truss ID: IG Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL Ml Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 404 3. 50 1. $0" SC 2x4 DFL @1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -93 lb 2 5- 2-12 223 3.$0" 1.50 DG SLIDER 2x4 DFL C1 MULTIPLE LOAD CASES. Support 2 -36 lb 3 7- 0-12 90 3. SO" 1.5 0 WE 2x4 DFL STANDARD GBL BILK 2x4 IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -38 lb 4 8-10-12 42 3.50 1.50 DFL STANDARD PLATE VALUES PER ICBG RESEARCH REPORT Y3607. THEY ARE BASED ON 1. S" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 5 51 lb Support 6 -7 lb 5 10- 8-12 208 3. $0" 1.50 Mark all interior bearing locations. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss 1s designed using the 6 10-10- 4 -4 3.50" 1.50 Install interior support(s) before erection. HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. BRG REQUIREMENTS shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads May use adey ate staples for gable blocks. BUILDING DESIGNER MUST VERIFY Bldg Enclosed = Yes, Importance Factor = 1.00 On the truss material at each beari n 9 only unless noted otherwise. GABLE LOADS! (+ gable bracing required 0 58" intervals, Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Categor• - C MAX DEFLECTION (span) Extensions above or below the truss profile (if have been designed for loads i exposed to wt nd load applied to face. Bldg Length = 80.00 ft Bidg Width = 40.00 ft L/999 MEM 5-0 (LIVE) LC 1 T= -0:04" -CAL any) indicated only. Horizontal loads applied at See' eneral Gable Details', C00206 5 0 3 5. Mean roof height = 10.58 ft, mph = 80 CBC Standard Occu panty, Dead Load - 15.6 psf CR ME R F RCE:: CRITICAL MEMBER FORCES: the end of the extensions have not been considered unless shown. A drop -leg to an Attach secondaryto pp chord if shown) with 2-4 (2x4) 3-6 24" TC COMP. (DUR. )/ TENS. (DUR.) CSI 1-2 -330(1.25)/ 13 1.60) 0.22 otherwise unsupported wall mayy create a hinge min. r plates (2x6) at o.c. and applied rotated, n addition to 2-3 -19(1.253/ 10(1.25) 0.22 3-4 3(1.25 / 3(1.60) 0.00 effect that requires adtlitional design consideration(byothers). the heel plating shown. The secondary top chord may be notched 1.S" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY (•••). BC CONP.(DUR.)/ TENS.(DUR.) SI OC 5-6 -380(1.25)/ 93(1.60) .23 ' 7-8 / 0.00 WB COMP. (DUR.)/ 'TENS.(DUR.) CSI 2-6 -151(1.25)/ 86(1.60) 0.03 - 2-7 -368((1.25))/ 121((1.603 0.09 ' 3-7 84 1.25 / 62 1.60 0.02 T 2-1I-13 10-E3 1 2 R 2.00 1.5-3 1.5-3 I l 11-0-0 I 5 6 8 TYPICAL PLATE: 2-4 OVER CONTINUOUS SUPPORT CiNrcledlfateseantlfelsesfraame0 aa.'unless shpwn by'18'(18ga.),"H"(tf a.))or"MX'(TWMX 20dq�.a, positioned perJoint DetailsRe�por�.) 10/19/2006 p prates are positioned ass tun above. hrtigd6le stu lutes to av I verlap wttPh Structural plates or to e . -WARead all notes'on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an Individual bending component not buss system. N has been based on specification; provided by the component manufacturer WO' Dri ve_N_j uhl res_L00007_300001 and done in eccordarxewith the current versions of TP! and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer mutter building designer prim to fabrication. The building designer must ascertain that the loads DS nr' RM #LC = 1S WT' 73# g TC Live 20.00 psf. LiveDur L=1.25 P=1.15 CFS utilized on this design meet or exceed the loading by the local building code and the particular application. The design assumes that the top chord is lalmally braced by the roof m Row sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0. DD psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shell not be placed in any that the TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment will cause Moisture content of the Wood toexceed ,9%and/or cause connector platecorrocion. Fabricate, handle. install and brace this Wssinaccordance with the following standards: 'Joint and Cutting Detail ReporW'available asoutput from Truswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 99.38 'ANSUTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDINO COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D.OnofHo Drive. Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The Am edcan Forest and Paper Association (AFPA) is located at I I I I I mh Street, NW. Ste 86. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. Truss ID: J01 Qty: 8 BRC X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 211 3. SO" 1. 50" 2 1-11- 0 74 1. SO" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -51 lb Support 2 -12 lb Mark all interior bearing locations. 3 5-11- 4 34 1. SO" 1.50" Install inferior IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the supDort(s) before erection. BRC REQUIREMENTS Shown are based ONLY Shim bearings (i f needed) for req. support. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed - Yes, Importance Factor 1.00 on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED THE = Truss Location = Not End Zone MAX' DEFLECTION (span) HANGERS MUST BE RE-EVALUATED (BY OTI{ERS). Hurricane/Ocean Line = No Exp Category - C L/999 MEM 3-4 (LIVE) LC 17 Bldg Length = 80.00 ft, Bidg Width = 40.00 ft L_0.00"D= -0.02" T= -0.02" CRITICAL MEMBER FORCES: - Mean roof height = 10.42 ft, mph a 80 CBC Standard Occupancy, Dead Load . 15.6 psf TC COMP. DUR. / TENS.(DUR. CSI is laterally*aced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 1-2 -13 1.60 / 27(1.25 0.11 SnowDur L=1.15 P=1.15 2-0 -1 1.25 / 2(1.60 0.00 TC Dead 10.00 psf P BC COMP.(DUR.)/ TENS.(DUR.) CSI ® 792 Durham Dayton Highway Durham, CA 95938 environment will cause moisture content of the wood to exceed 19% and/or cause connector plata conosion.Fa*icala, handle, install and brecethis Wa ssineordancewththefollowingstandards:'JointandCuttingDetailReporls'evailableasoutputfromTruswalsoftware, 'ANSUTPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - 3-4 0(0.90)/ 32(1.60) 0.09 4-0 0(0.90)/ 0.00 - 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 1 2 5.00 - T B2 T W: 108 1-1-15 3-4 R:74 1-1-15 1011 l 1-1-11 ' SHIP QEss��y, W:308 W: R: R:108 C R:211 R:34 ' U:-51 1-11-12 U. t? C7 "` 3 4 J In 2 07 V 11. rusty D stems Plates are2paa. unlesps sl}pwn by "18'(18 gaJ,'H"(1F 9. or'tvU('(TWMX 20dga.a.�osipoge�dSPwCfural plates (or stapie). ircletl ales and false frame fraates are oslbonedas shaven above. SSh d6te stud Dlates.to av IC eda col - OI19/ZOOV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is far an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_300001 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 ascanain that the loads- Dsgnr: RM #LC = 17 WT: 19# utilized on this design meet or =eed the leading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf Li veDu r L=1.2 5 ' P=1.1 S is laterally*aced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 0.00 psf P SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members omy to reduce buckling length. This component shall not be placed in any that the TC Dead 10.00 psf P Re Mbr Bnd P /Comp /Tens ® 792 Durham Dayton Highway Durham, CA 95938 environment will cause moisture content of the wood to exceed 19% and/or cause connector plata conosion.Fa*icala, handle, install and brecethis Wa ssineordancewththefollowingstandards:'JointandCuttingDetailReporls'evailableasoutputfromTruswalsoftware, 'ANSUTPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Live BC Dead 0.00 psf 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet, NW, Ste 800.Washington. DO20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/18 Job Name: JUHL RES. Truss ID: J02 Qty: 8 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(5) 1 0- 1-12 2$1 3. 50 1. 50 BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 • -56 lb 2 3-11- 0 100 1. 50" 1. 50 PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -50 lb Nark all interior bearing locations. 3 5-11- 4 42 1' 50" 1. 50" Install interior support(s) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON This truss 1s designed using the BRG REQUIREMENTS shown are based ONLY Shim bearings (if needed) for rep. support. - 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED THE Truss Location = Not End Zone MAX DEFLECTION (span) HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category - C L/999 MEM 3-4 (LIVE) LC 17 and brace this was in accordance wimthe followingstandarm:aointand awngGoal Report;•evailableasoutpauromrraawalaeftware. •ANSIrrPI'1'. WTCA V. Wood Truss Council of America Standard Design Responsibilities. COMPONENT SAFETY INFORMATION'- Bldg Length - 80.00 ft, Bidg Width = 40.00 ft L= -0.01" D- -0.03" T- -0.04" CRITICAL MEMBER FORCES: Mean roof height = 10.84 ft', mph = 80 CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. DUR. / TENS. (DUR. CSI TRUSPLUS 6.0 VER: T6.5.4 1-2 -43 1.60 / 37 1.25 0.16 Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/18 2-0 -1 1.25 / 2 1.60 0.00 BC COMP. (DUR.)/ TENS.(OUR.) CSI ' 3-4 0(1.603/ 69(1.60).0.12 ' 4-0 0(1.25 / 0(1.25) 0.00 2 5.00 3 4 12.9_„ SHIP B3 W:108 R:42 U: WHK/V//V U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It ties been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_1-00007_300001 ' 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 Dsgnr: RM #LC = 17 ill 23# • uIII- 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow - 0.00 psf 5 n owDu r L=1.15 P=1.15 ®environment noted. Braclrg shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bind / Comp / Tens ur Durham Dayton38 Highway Durham, CA 95938 and brace this was in accordance wimthe followingstandarm:aointand awngGoal Report;•evailableasoutpauromrraawalaeftware. •ANSIrrPI'1'. WTCA V. Wood Truss Council of America Standard Design Responsibilities. COMPONENT SAFETY INFORMATION'- BC Live 0.00 psf BC Dead 7,.0Q psf P 1.15 / 1.00 / 1.00 D.C.$ acin 2- 0- 0 P 9 (SCSI 7-03) and'BCSI SUMMARY SHEETS' Dy WTCA and TPI. The Truax Plate Institute (TPI) is lacalatl at 583 D'OnoMo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719.' The American Forest and Paper Association (AFPA)i.located at111119thStreet. NW. St. 800,Washington,DC2003e. Bldg Code: CBC -til DEFL RATIO: L/360 TC: L/18 Job Name: JUHL RES. Truss ID: J06 Qty: 7 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 332 3. 50:: 1. 50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -68 lb 2 5-11- 0 137 1. 50" 1. 50'• PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -81 lb Mark all interior bearing locations. 3 5-11- 4 57 1. 50 1. 50 Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, This truss 1s designed using the ' supports) erection. BRG REQUIREMENTS shown are based ONLY Shim bearings (if needed) for req. support. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 On the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED THE Truss Location - Not End Zone MAX DEFLECTION (span) HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - NoExp Categor - C L/999 MEM 3-4 (LIVE) LC 1 ronmenl that will cause the moisture content of the environment aexc lg%and/or cause connector plata corrosion. Fabricate. handle, install andbecethis wssina000rdancewith the following sandards:'Jointand Cutting DeailReporte available asoutput from Tmewalsoftware. Bldg Length = 80.00 ft, Bidg width = 1(D.00 ft 'Mean roof height 11.26 ft, 80 L- -0.03" D= -0.05" T- -0.08" CRITICAL MEMBER FORCES: Durham, CA 9935 = mph CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP.(DUR.)/ TENS.(DUR.) CSI 0. C. Spaci ng 2- 0- 0 ' --1.)% 51) ' 2-0 12 2.60) 0.00 Wiscdnsln5371g. The American Forest and Paper Association (AFPA)islocated at11111Bth Street. NW. Ste 800.Washington, DC20038. Bldg Code: CBC -01 BC COMP. TENS. CSI ((((DUR.))/ ((DUR.)) 34 00 21 4-0 0(1.60)% 100(1.25) 0.00 2 5r 00 3 4 20 2-9-15 62 WAN R:137 LIA1 3-7-11 SHIP I 08 R:57 U: VVHITIVINV Readaff notes on this sheet and give a copy ofit to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer HIO' Dri ve_i`)_J uhl res_L00007_100001 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 me loads Ds n r • RM # LC = 15 26# g TC Live 16.00 psf Li veDu r L=1.25 P=1. 35 utilimd 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 chard is laterally braced by a rigid sheathing material directly attached, unless otherwise. TC Snow 0.00 psf. SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any woodeed TC Dead 10.00 psf P Re P Mbr Bnd /Comp /Tens 792 Durham Da ton Highway ronmenl that will cause the moisture content of the environment aexc lg%and/or cause connector plata corrosion. Fabricate. handle, install andbecethis wssina000rdancewith the following sandards:'Jointand Cutting DeailReporte available asoutput from Tmewalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 9935 'ANSI7;l 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILOING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 - (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Ono6f0 Drive, Madison, ' TRUSPLUS 6.0 VER: T6.5.4 Wiscdnsln5371g. The American Forest and Paper Association (AFPA)islocated at11111Bth Street. NW. Ste 800.Washington, DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 -TC: L/18 Job Name: JUHL RES. WAIT IV/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J07 Qty: 5 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 310 3. 50:: 1. 50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -40 lb 2 6- 0-12 300 1.50 1.50 PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. - Support 2 -177 lb 3 7-11- 0 14 1. 50� 1'. 50�� Nark all interior bearing locations. Instal l.i before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -67 lb 4 5-11- 4 51 1. 50�� 1.50" nieriorappor Us erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY This truss is designed using the CBC Code. BRG REQUIREMENTS shown are based ONLY environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install a brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reportsavailable as output from Tnunval software, GIRDERS. IF 2. S' GUN NAILS ARE USED, THE -01 Bldg Enclosed = Yes, Importance Factor . 1.00 on the truss material at each bearing ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone - MAX DEFLECTION (span) (BSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'OnafriO Drive, Madison, . Hurricane/Ocean Line = No Exp Categor = C X0.00 L/999 MEM. 3-4 (LIVE) 'LC 17 WCS1 in 53719. The American Forest and Paper Aseociaeon(AFPA)islocated atIitii U1 Street NW. Ste 800.Washington,Do2O038. Bldg Code: CBC -01 Bldg Length - 80.00 ft, eidg w;dth = ft Mean roof height = 11.26 ft, mph = 80 L= -0.02" D= -0.04" T- -0.06" CRITICAL MEMBER FORCES: ' CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP.(DUR.)/ TENS. (DUR.) CSI 1-2 -117 1.60 / 65 1.25 01.29 2-0 -50 1.25 / S 1.60 0.28 0-0 -1 1.25 / 2 1.60 0.00 SC COMP.(OUR.)/ TENS.(DUR.) CSI 3-4 0(1.25)/ 144(1.60) 0.17 4-0 0(0.90)/ 0(1.60) 0.00 1 2 5� 00 3 4 OVER 4 SUPPORTS 20 aa. unless B3 W:108 R:14 T U:-67 -10-1 4- -11 1 SHIP WAIT IV/IVV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual wilding component net was SYatam. H h83 been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' re to be verified,by the component manufacturer andlor building designer prior to folbricabor. The wilding designer must ascertain that the loads Dsgnr: RM #LC = 17 WT: 30# TC Live 16.00 psf L i veDu r L=1.25 . P=1.15 utifimed on this design meet or exceed the loading imposed by the local wading code and the particular application. The design assumes that the top chord is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow O.00 psf SII0WDU1' L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install a brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reportsavailable as output from Tnunval software, BC Live. 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 93938 ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf, O. C. Spaci ng 2- O- O ' (BSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'OnafriO Drive, Madison, . TRUSPLUS 6.0 VER: T6.5.4 WCS1 in 53719. The American Forest and Paper Aseociaeon(AFPA)islocated atIitii U1 Street NW. Ste 800.Washington,Do2O038. Bldg Code: CBC -01 DEFL.RATIO: L/360 TC: L/18 Job Name: JUHL RES. WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J08 Qty: 2 BRG X -LOC REACT SIZE - REQ'D TC 2x4 DFL fl PIating spec : ANSI/TPI - 1995 UPLIFTREACTION(S) : 1 0- 1-12 310 3. 50'. 1. s0:: BC 2x4 DFL kl THIS DESIGN IS THE COMPOSITE RESULT OF SUDDOrt 1 -24 lb 2 6- 0-12 305 1.50 1.50 PLATE VALUES PER IC80 RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -178 lb 3 8- 0-12 75 1. 50�1.50�� Mark all interior bearing locations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -56 lb 4 9-11- 0 59 1. 50" 1.50 support(s) erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI - Support .4 -34 lb 5 -5-11- 4 52 1. 50" 1. 50" and brace this Wssinaccordance with the following standards: 'Joint and Cutting Detail Reports'avoilableasoutput from Truswelsaflware, -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the CBC -01 Code. BRG REQUIREMENTS' shown are based ONLY 'ANSI/(PI 1', % TCA V- Wood Truss Council of America Standard Design Responsibilitim,'BUILDING COMPONENT SAFETY INFORMATION'- HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor - 1.00 On the truss material at 'each bearing (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio,Drive, Madison, ' Truss Location = Not End Zone MAX DEFLECTION (span) Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated atIIII IOth street. Nw,St. 800,Washington. DC20030. Bldg *Code: CBC -01 Hurricane/Ocean Line - No , Exp Category - C BldgLength 80.00 ft, ft L/999 MEM 3-4 (LIVE) LC 17 - Bldg width = 40.00 Mean roof height = 11.26 ft, mDh 80 L- -0.02" D= -0.04" T- -0.06" CRITICAL MEMBER FORCES: C8C Standard Occupancy, Dead Load = 15.6 psf TC COMP. (OUR. )/ TENS.(DUR.) CSI 1-2 -158 1.60 / 65 1.25 0.29 2-0 -52 1.25 / 8 1.25 0.28 0-0 -26 1.60 / 22 1.25 0.05 0-0 -1(1.25)/ - 2(1.60) 0.00 BC COMP. TENS.((DUR.)) CSI ((DUR.))/ 4-0 17 180(1.25) 0(0.90)% 0.00 n 500 2 LID �. 6-0-0 3 4' OVER 5 SUPPORTS 20 B4 W:108 R:59 U:-34 t5-3-11 2-10-1 SHIP l 10/1 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA 7UHL This design is for an Individual building component net truss system. It has been basad on specifications provided by the componorimanufaclurer W0: Drive_N_juhl res_L00007_100001 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 Ds g n r : RM #LC = 21 WT: 34# CFS 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 TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directiyattached, unlessotherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® own noted. Bracing shis for latero) support of cemporimm members only to reduce buckling length. This component shall not be placed In any environmentthatwillwusethemoisturecontentofthevaodtomead19%end/or cause conrewtorplate wrrosion.Fabricate, hdndle.install TC Dead10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Da ton Highway and brace this Wssinaccordance with the following standards: 'Joint and Cutting Detail Reports'avoilableasoutput from Truswelsaflware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 9-59.38 'ANSI/(PI 1', % TCA V- Wood Truss Council of America Standard Design Responsibilitim,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio,Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated atIIII IOth street. Nw,St. 800,Washington. DC20030. Bldg *Code: CBC -01 DEFL RATIO: L/360 TC:' L/18 I Job Name: JUHL RES. Truss ID: J09 Qty: 2 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACFION(S) : 1 0- 1-12 310 3. SO:: 1.50 BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -8 lb 2 6- 0-12 306 1. SO" 1.50 PLATE VALUES PER IC80 RESEARCH REPORT #1607., MULTIPLE LOAD CASES. Support 2 -180 lb 3 8- 0-12 70 1.50" 1.50.• Mark all interior bearin locations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -66 lb supportis) erection. 4 10- 0-12 135 1.50 . 1.50" PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1. S•• HANGER NAILS FOR 1 -PLV AND 3" HANGER NAILS FOR MULTI Support 4 -82 lb 5 11-11- 0 44 1.50" 1. 50:• This truss is designed using the - -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support S -38 lb 6 S-11- 4 52 1.50" 1.50'• CBC -01 Code. HANGERS MUST BE RE-EVALUATED (BY OTHERS). 0.00 psf SnowDu r L=1.15 P=1.15 'BRG REQUIREMENT shown are based ONLY Bldg Enclosed - Yes, Importance Factor = 1.00 Q rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environmentthatwillcausethemoislurocontentofthewoodtoexceed19%and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Truss Location - Not End Zone on the truss material at each bearing Hurricane/Ocean Line= No Exp Category C 792 Durham Da ton Highway and brace thio eras m nd accordance with the following standards:Joint and cutting Detail Repona• available as output from Truawal software, BC Live MAX DEFLECTION (span) : Bldg Length = 80.00 ft, Bidg Width = 40.00 ft 1.15 / 1.00 / 1.00 Durham, CA 9938 'ANSUTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - L/999 MEM 3-4 (LIVE) LC 24 Mean roof height = 11.26 ft, mph = 80 7.00 psf 0. C. Spaci ng 2- 0- 0 L- -0.02" D- -0.04" T- -0.06" CBC Standard Occupancy, Dead Load - 1S.6 psf CRITICAL MEMBER FORCES: wiwonsin5371g. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste BOO. Washington. DC 20036. Bldg Code: CBC -01 TC COMP.(DUR.)/ TENS. (DUR.) CSI 1-2 -198(1.60)/ 65 1.23) 0.29 2-0 8(1.253 0.28 _89(1.603/ 0-0 69((1.60)/ 28((1.25) 0.05 ' 0 05 -:1(1.25)% 12(1.60) 0-0 0.00 BC COMP.4 TENS.((DUR.)) CSI 0((DUR.1 25))/ 0 17 210(1.60) 4-0 0(1.25)% 0.00 65 W:108 R:44 U:-38 F--2 0 0 6-0-0 3 4 OVER 6 SUPPORTS - Truswal Systems Plates are 20 a. unless shown by'18'(18 ga.), "H'( 16g a.1 or'r'(TWMX 20 ga.), positioned per Joint Details Report. Circled later and false frame plates are osidoned as shaven above. Shif[ 361e stud later to avoid overla wdh sbuctural ,ales orsla le . 1 OI 9I OO V ARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_1-00007_300001 - and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions a re to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS n r • RM 9 #LC = 29 WT • 38# ' utilized on this design meet or exceed the loading imposed by the Tocol building code and the particular application. The design assumes that the op chord TC Live 16.00 pe f L i veDu r L=1. 2 5 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom word is laterallybraced by a rigid sheathing material directly attached• unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 ®. rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environmentthatwillcausethemoislurocontentofthewoodtoexceed19%and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Da ton Highway and brace thio eras m nd accordance with the following standards:Joint and cutting Detail Repona• available as output from Truawal software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 9938 'ANSUTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D•Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 wiwonsin5371g. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste BOO. Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO:.060 TC: L/18 Job Name: JUHL RES. Truss ID: J10 Qty: 3 BRG X- LOC REACT SIZE REQ'D TC 2x4 DFL 01 Plating spec ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 310 3. 50:: 1.50" BC 2x4 DFL. Ol THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -182 lb 2 5- 0-12 306 1. 50 1.50 PLATE VALUES PER ICBG RESEARCH REPORT 11607. MULTIPLE LOAD CASES. Support 3 -66 lb Mark all interior bearing locations. 3 8- 0-12 72 1.50 1.50 Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 4 -77 lb support(s) erection. 4 10- 0-12 131 1. SO" 1. SO PLATING BASED ON GREEN LUMBER VALUES. - THEY ARE BASED ON 1.5" HANGER_NAILS FOR INAND 3" HANGER NAILS FOR MULTI -PLY Support S -69 lb 5 12- 0-12 114 1.50" 1.50" This truss is designed using the GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 6 -36 lb 6 13-11- 0 45 1. 50" 1. 50•' CBC-Ol Code. HANGERS MUST BE RE-EVALUATED (BY OTHERS). TC Snow D. DD $f P 7 S-11- 4 52 .1. 50" 1. 501, Bldg Enclosed a Yes, Importance Factor - 1.00 ® noted. shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to encase 19% and/or cause connector plate corrosion. Fabricate. handle. install TC Dead BRG RE Truss Location - Not End Zone REQUIREMENTS shown are based ONLY Q Hurricane/Ocean Line - No Exp Category - C Re Mbr Bnd p /Comp /Tens 792 Durham Dayton Highway and brace this truss inncordancewiththefollovdngstandards:'Jointand Cutting Data[]Reports'availableas output fro. Truswalsoft-, on. the truss material at each bearing Bldg Lenyth - 80.00 ft Bldg Width = 4I ft MAX DEFLECTION (span) Mean roof height . 11.f( ft, mph 80 - - 1.15 / 1.00 / 1.00 Durham, C4 95938 L/999 MEM 3-4 (LIVE) LC 26 CBC Standard Occupancy, Dead Load = 15.6 psf ' 7.00 psf 0. C. Spaci ng 2- 0- 0 L- -0.02" D- -0.04" T- -0.06" BCSI 1-03) er d'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, CRITICAL MEMBER FORCES: TRUSPLUS 6.0 VER: T6.5.4( wisconsin53i19. ThaAmeri-ForestandpaperA,aociation(AFPA)islocateda1111116msbeetNW.Ste8.0.Washington.0020036. Bldg Code: TCCOMP.(DUR.)/ TENS.(DUR.) CSI DEFL RATIO: L/360 TC: L/18 1-2 -239 1.60 / 65 1.25 0.29 2-0 -130 1.60 / 8 .I 0.28 0-0 -109 1.60 / 28 1.25 0.05 0-0 _65(1.60)/ 21(1.25) 0.05 0-0 23((1.25))/ 16((1.253 0.04 0-0 -1 1.25 / 2 1.60 0.00 COMP.(DUR.)/ TENS.(DUR.) CSI 'IC -4 0(1.25)/ 256(1.60) 0.17 4-0 0 1.25 / 0 1.60 0.010 2 3 6-0-0 4' OVER 7 SUPPORTS B6 W:108 RA5 U:-36 1 6-1-11 SHIP 2-10-1 1 Truswal Syvstems Platesare 20ga. unle s shown by'18Y18 ga.),'HYt6aQa.) or r"p(TWMX 20aa.a,posilonedper Joint Details RepoP. Circled latesandfalseframe atesareosibonedasshLwnabove. hiable stud latestoavioid vena with structural totes orsta te. • n�� c 1 OI 1 �7I2OOV WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_1-00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds • RM LC 45 WT' 42i1 ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g n r i!/ = uUiiaed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf LiveDur L=1.25' P=1.15 islaterally braced by the roof w floor sheathing and the bottom chord is laterally braced by algid sheathing material directly attached, unlessotherwise Lcing TC Snow D. DD $f P SIIOWDUr L=1.15 P=1.15 ® noted. shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to encase 19% and/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf p Re Mbr Bnd p /Comp /Tens 792 Durham Dayton Highway and brace this truss inncordancewiththefollovdngstandards:'Jointand Cutting Data[]Reports'availableas output fro. Truswalsoft-, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, C4 95938 'ANSIrrP11'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 BCSI 1-03) er d'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4( wisconsin53i19. ThaAmeri-ForestandpaperA,aociation(AFPA)islocateda1111116msbeetNW.Ste8.0.Washington.0020036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL RES. WAK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A I Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 OF #1 Plating spec : ANSI/TPI - 1995 UPLI FT REACTION (S) : 1 .0- 1-12 310 3. 50: 1.50:: BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -184 lb 2 6- 0-12 302 1. 50 1.50.. PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -14 1b " 3 8- 0-12 8 1. 50', 1.50,, Mark all interior bearing locations. Install interior supports) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON S" Support 4 -78 lb 4 10- 0-12 123 1. 50" 1.50 PLATING BASED ON GREEN LUMBER VALUES. 1. HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY SuDPori S -64 lb Support 6 -72 lb 5 12- 0-12 99 1. 50 1. 50' + + + +NOT+ANALYZED . GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Support 7 -37 lb 14- 0-12 112 1. 50" 1. SO' FOR UNBALANCED LOAD CASES HANGERS MUST BE RE-EVALUATED (BY OTHERS). This truss is designed using the us 7 15-11- 0 41 1.50 1.S0•' ++++++++++++++++++ + CBC -01 Code. 8 5-11- 4 51' 1.50 - Bldg Code: CBC -01 Bldg Enclosed - Yes, Importance Factor - 1.00 BRG REQUIREMENTS Shown are based ONLY ed O Truss Location = Not End Zone Hurricane/Ocean Line = No Exp Category C 0n the truss mate ri al at each bearing Bldg Length = 80.00 ft, Bidg Width o 40.00 ft MAX DEFLECTION (span) : Mean roof height . 11.26 ft, mph 80 L/999 MEM 3-4 (LIVE) LC 1 CBC Standard Occupancy, Dead Load = 15.6 psf L---0.02" D- -0.04" T= -0.06" CRITICAL MEMBER FORCES: ' TC COMP.(OUR.)/ TENS. (DUR.) CSI 1-2 -280(1.60)/ 65(1.25) 0.29 2-0 -170(1.60)/ 0.28 0-0 -150(1.60)/ 26(1.25) 0.04 ' 0-0 -105((1.60))/ 19(((1.25))) 0.04 0-0 -22(1.253% 1S(1. 2, 0, 0.04 03 0-0 -1(1.25 / 2((1.60)) 0.00 - BC COMP.(DUR .)/ TENS. (OUR.) CSI 3-4 0(1.25)/ 294(1 60) 0.17 4-0 0(1.25)/ 0(1..60) 0.00 1 N. 2 6-0-0 3 4' OVER 8 SUPPORTS. 20 87 W:108 R:41 U:-37 j7- 11 SHIP 10-1 1 P, 2007 vt4 10/19/2006 WAK/VINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed fw dimensional accuracy. Dimensions " are to be verified by the component manufacturer and/or building designer prim to fabrication. The building designer must ascertain that the loads DS n r : RM #LC = 15 Wr: 45# 9 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 TC Live 16.00 psf LiveDur L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bell- chard is laterally braced by. rigid sheathing material directly attached, unless othanviae TC Snow 0.00 psf 'SnowDur L=1.15 P=1.15 noted. Bmeingshawnisfwlateralsupponofc pmenlamembwsonlyaredacebacuinglegth. This component shall net be placed in any environment that will cause the moisture content of the wood toer d19%and/or came connector plate corrosion. Fabricate. handle, insist TC Dead 10.00 psf Rep Mbr Bnd /Comp / Tens 792 Durham Dayton Highway andbracethiswasin-dancewththefollowingstandards:'JointandCuttingDataIReports'availaaeasoutptit=Truawalsoftware. BC. Live 0.00 psf 1:15 /,1.00 / 1.00 Durham, CA 93938 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI 1-03) antl SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at S83 D'Onofrio Drive. Madison, ' TRUSPLUS 6.0 VER: T6.5.4 Wiaconsins371g. The American Forest and Paw Association (AFPA) is located at11111BthSbeeLNW, Ste 800.Washington. DC, 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC:L/18 Job Name: JUHL RES. Truss ID: J12 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 OF 41 •• [PM)=PLATE MONITOR USED -See Joint Report•• UPLIFT REACTIONS) : 1 0- 1-12 333 3.50 1.50" BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 Support 1 -87 lb 2 5_11_ 0 141 1.50 1.50•• WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -186 lb 3 5-11- 4 148 1.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark interior bearing locations. MULTIPLE LOAD CASES. This truss is designed using the all BRG REQUIREMENTS shown are based ONLY Install interior support(,) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 On the tru sS material at each bearing Shim bearings (if needed) for req. support. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location - Not End Zone. MAX DEFLECTION (span) :' PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2. S' GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED (BY O7IIERS). Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg width = 40.00 ft L/999 MEM 6-7 (LIVE) LC 1 • Mean roof height - 11.26 ft, mph = 80 L= -0.03" D= -0.05" T= -0.08 CRITICAL 03" BER FORCES: islalerelly braced by the roofor floor sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached, unlessolherwise CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP.(DUR.)/ TENS.(OUR.) CSI SnowDur L=1.15 P=1.15 - 1-2 -222(1.25)/ 60(1.60) 0.26 TC Dead 10.00 psf 2-3 / 55((1.603 0.07 3-0 -1((1.25R.))/ 2(1.60)0.00 ' ' COMP CSI TE155 0.00 psf 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 485 43(1:60)/ (/U25) 0.20 , 5-6 -54(1.60)/ 166(1.25) 0.15 TRU SPLUS 6.0 VER: T6.5.4 6-7 0 1.25 / 107 1.60 0.18. 7-8 0 1.25 / 107 1.60 0.10 - CBC -01 8-0 0(0.90)/ 0(1.60) 0.00 WB COMP. (OUR.)/ TENS.(DUR.) CSI -12)% 51.2-7 10 5 2460 0.08 ' 1 a 5.00 3-4 2-9-15 3-4 1- -0 B3 1.5-4 01 W:108. 3.6 R:148 U:-186 B1 W:308 R:333 U:-87 12.00 5-11-12 2-3-8 r 2-8-8 r 1-0-0 W 108 R:141 1-9-15 U: 3-7-11 fHIP 1--0 Tru�wal Ial sanEfalsesfreme0 a. unless srygwn by'18"f18 ga.),'H"(1 Fj ga68rstUd. later oa�aaldl1weolap wileed pper Joint DetailRego.) Circ eCd plat plates are postgoned as sh con above. 3ht g 6 6 th sWdura late, or to e . 10/19/2006 Re id -all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design I' for an Individual bufldingcemponentnot wst,system. It has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_L00007_300001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ' ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS n r - RM 9 #LC = 15 WT' 35# TC Live 16.00 psf Li veDu r L=1.25 P=1.15 • ufiliwd on this design most or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord islalerelly braced by the roofor floor sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached, unlessolherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ®environment 792 Durham -Dayton Highway Durham, CA 95938 that will cause the moisture content of the wood toexceedl9% and for cause connectorplate corrosion. Fabricate, handle. install and brace this truss in accordance with thefollowirg standards: 'Joint Cutting Detail Reports available as output from Truavvalsoftware. 'ANSI?PI 1', WTCA 1-- Wood Truss Council of America Standard Design Reoponsibillfles,'BUILDING COMPONENT SAFETY INFORMATION - BC Live BC Dead 0.00 psf 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (SCSI "3) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Orofrio Drive. Madison, TRU SPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111178NStreet. NW. Ste 800.Washington. DC200345. 81dg.COde: CBC -01 DEFL RATIO: L/360 TC: L/36 . i' Job Name: JUHL RES. Trvswal Systems Plates are 20 qa. unlessshown by"18"(18ga.),'H'(76,9a.)or"MX"(TWMX20 ga.l, positionedperltoint Details Repo rt. Circled platesan lfalseframe Isles a re positioned as shown above. Shgt Aloe'Jud Iates to avoid bvedapwithSWGtural tales orsia le. Truss ID: J13 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 ••[PM]=PLATE MONITOR USED -See Joint Report- UPLIFT REACTION(S): 1 0- 1-12 313 3.50" 1.50" BC 2x4 DFL AI Plating spec ANSI/TPI - 1995 Support 1 -73 lb 2 6- 0-12 270 1.50" 1.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -46 lb 3 7-11- 0 13 1. 50 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark interior bearingq locations. MULTIPLE LOAD CASES. Support 3 -69 lb 4 5-11- 4 73 1.50" 1. 50" all Install interior supports) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5•' HANGER NAILS FOR - Support 4 -170 1b BRG REQUIREMENTS Shown are based ONLY PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY This truss 1s designed using the CBC-Ol Code. on the truss material at each bearing 0.00 psf GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed = Yes, Importance Factor = 1.00 MAX DEFLECTION (Span) : TC Dead HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location a Not. End Zone L- MEM 6-7 (LIVE) LC environment that causethe moisturecontent ofthe wood tomeed 19%and/or cause connector plate corrosion. Fabricate. handle, Install and b oce this truss in accordance Wth the folloWng standards; 'Joint and Cutting Detail Reports'available as output from Truswal soft-. BC Live Hurricane/Ocean Line = No , Exp Category - C ' -0 -0.04" T= -0.06" 0. -CAL Durham, CA 95938 'ANSI/TP1 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- Bldg Length = 80.00 ft, Bldg Width = 40.00 ft Mean roof height = 11.26 ft,. mph 80 CR ME R F CRITICALMEMBER FORCES: TC COMP. TENS.<((DUR.3) CSI 0. C. Spaci ng 2= 0- 0 CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 1Z -146(1.25)/ 1: TRUSPLUS 6.0 VER: T6.5.4 (((OUR.)))/ 260 � 0 25 54(1.25) Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 3-0 0.24 - 0-0 -1(1.25)/ 2(1.60) 0.00 BC COMP.(DUR.)/ TENS.(DUR .) CSI ' 4-5 33 1.60 / 129<1.25) 0.16 5-6 -47 1.60 / 141(1.25) 0.12 - 6- 7 0(1.25)/ 144((1.601 0.14 11 0 60 )) 8-0 0(1.25)% 140(1.25) 0.00 ' WE COMP. TENS. CSI ' <(DUR. ))/ ((DUR.)) 0 06 128(1.25)/ 2-7 235(1.60) 0.07 _ 2 S.Oo 2-3-8 2-8-8 OVER 4 SUPPORTS B3 W:108 T R:-6 U:13 1-10-1 4-5-11 SHIP 1- -0 i - 7-1 Vj4 ' Trvswal Systems Plates are 20 qa. unlessshown by"18"(18ga.),'H'(76,9a.)or"MX"(TWMX20 ga.l, positionedperltoint Details Repo rt. Circled platesan lfalseframe Isles a re positioned as shown above. Shgt Aloe'Jud Iates to avoid bvedapwithSWGtural tales orsia le. 1OI19I2OOV Read an notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building componentnot truss system. It has been based on specifications provided by the component manufacturer • WO- Drlve_H_]uhl res_L00007_J00001 ' 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 Ds 9 n r • RM . #LC = 17 NIT: 39# TC Live 16.00 psf Li veDu r L=1.25 P=1.15 utilized an this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord is laterally braced by the roof or floor sheaving and the bottom chord is lab racy braced by a rigid sheathing material directly attached, unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. Thus component shall not be placed in any Wil TC Dead ' 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that causethe moisturecontent ofthe wood tomeed 19%and/or cause connector plate corrosion. Fabricate. handle, Install and b oce this truss in accordance Wth the folloWng standards; 'Joint and Cutting Detail Reports'available as output from Truswal soft-. BC Live 0.00 psf • 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TP1 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2= 0- 0 (BCSI 1.03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American F�orwt and Paper Association (AFPA) is located at 1111 19th SU.L NW. St. 800, Washington. DC 2003e. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. VVAKIVIN U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J14 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC - 2x4 DFL #1 • [PM] -PLATE MONITOR USED -See loint Report- UPLIFT REACTION(S): 1 0- 1-12 313 3.50 1.50" BC 2x4 DFL #1 Platin? spec : ANSI/TPI - 1995 Support 1 -64 1b 2 6- 0-12 274 1.50 1.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -45 lb 3 8- 0-12 73 1.50" 1. SO" PLATE VALUES PER ICBG RESEARCH REPORT #1607. Mark interior locations. MULTIPLE LOAD CASES. Support 3 -80 lb 4 9-11- 0 57 1. 50 1. SO" all bearing Install interior supports) before erection. PLATING IF HANGERS ARE INDICATED ON THIS DRAWING, 7NEYARE BASED ON 1: 5" RANGER NAILS FOR Support 4 -31 1b Support .5 -192 lb 5 5-11- 4 74 1. Sol, 1. SO11 BRG REQUIREMENTS shown are based ONLY BASED ON GREEN LUMBER VALUES. 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5' GUN NAILS ARE USED, THE This truss is designed using the CBC -01 Code. on the truss material at each bearing - HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) - Bldg Code: CBC -01 Truss Location . Not End Zone L/999 MEM 6-7 (LIVE) LC 17 Hurricane/Ocean Line - No Exp Category - C Bldg Length o 80.00 ft Bldg width = 40.00 ft L=-0.02�� D= -0.04" T= -0.06 CRITICAL MEMBER FORCES: Mean roof height = 11.46 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf TCCOMP.(DUR.)/ TENS.(OUR.) CSI 1-2 -187 1.25 / 15 1.60) 0.20 2-3 -78 1.60 / 58 1.2538.:25 3-0 -68 1.60)/ 8 1.25) 0.24 --1(1.25)% 22(1.60) 0-0 0.05 00 BC COMP.DUR. / TENS. DUR, CSI 4-5 3J1.60 / 129 1.25)) 0.16 S-6 -501.60 / 141 1.25) 0.12 6-7 01 1.2S / 182 1.60) 0.14 8-0 84�:�53� lB01:z53 o:ao WB COMP. (DUR. )/ TENS. (DUR.) CSI 2-6 -141(1.60)/ 194(1.253 0.06 2-7 29(1.25)/ 266(1.60 0.08 Trusl Circled wal �2-0-0 238 I I 28-8 f 1-0-0 Ii OVER 5 SUPPORTS B4 W:108 R:57 U:-31 T 1-10-1 5-3-11 SHIP 4_0 10/19/2006 VVAKIVIN U Read all notes on this sheet and give a copy of it to the Erecting Contractor. cuss: LIA ]UHL This design is for an individual building component rot truss system. It has been based on specifications Provided by the component manufacturer WO • Dri ve_N_j uhl res_1-00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed far dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the leads DSgnr: RM #LC = 21 WT: 43# utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 ' 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 TC Snow ODD psf . P Sr10WDUr L=1.15 P=1.15 ® rt noted. Bracing shown is for lateral suppoof oompomnts members only to reduce buckling length. This component shall net be placed in any environ mens that will cavae the mdewre semen# of the wood m awed ,gss and/or casae connector Plate corrosion. Fabricate, handle. Install TC Dead 10.00 psf P Re Mbr Bnd P /Comp /Ten s ur Durham Dayton Highway Durham, CA 9938 andbracethis wasinaccordance with the following standards: 'Joint and Cutting DelenRepons'availableasoutputfromTruswalsoftware, •ANSI/rPI 1', WTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 psf BC Dead 7.00 psf P 1.15 / 1.00 / 1.00 O. C. S aci n 2- 0- 0 P 9 (BCSI 1-03)'end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Omfrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisoonsln537l9. TheAmedoanForoatendPawA,-iauon(AFPA)islocatedal111119thSIem.NW. SW000.Waahington.Dc2oo38. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: JUHL RES. VVHK/V/IV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J15 Qty: 1 BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 '•[PM]=PLATE MONITOR USED -See Joint Report •' UPLIFT REACTION(S) 1 . - 0- 1-12 313 3.50" 1.50" BC 2x4 DFL #1 WEB 2x4 DFL STANDARD Plating spec : ANSI/TPI - 1995 Support 1 -56 lb 2 6- 0-12 276 1.50" 1.50" 3 8- 0-12 69 1.50 1.50 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 2 Support 3 -48 lb -82 lb 4 10- 0-12 132 1.50" 1.50" Mark all interior bearing locations. Install interior supports) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" MANGER NAILS FOR Support 4 Support 5 -77 lb -38 lb 5 11-11- 0 44 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. 1 -PLV AND 3" HANGER NAILS FOR MULTI -PLY Support 6 -213 lb 6 5-11- 4 74 1.50" 1..50„ This truss is designed using the GIRDERS. IF 2.5" GUN NAILS ARE USED, THE TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American F.wwt and Paper Association (AFPA) is located at I I I I IgUh Street. NW, Ste 800, Washington. DC 20036. BRG REQUIREMENTS shown are based ONLY C8C-01 Code. HANGERS MUST BE RE-EVALUATED (BY OTHERS). on the truss material at each bearing 9 Bldg Enclosed =res, Importance Factor = 1.00 Truss Location =.Not End Zone MAX DEFLECTION (Span) Hurricane/Ocean Line = No Exp Category - C Bldg Length 80.00 ft, Bldg Width 40.00 ft ' L/999 MEM 6-7 (LIVE) LC 24 L= -0.02" D- -0.04" T- -0.06" CRITICAL MEMBER FORCES: - = Mean roof height - 11.26 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf _ TC COMP. (DUR.)/ TENS.(DUR.) CSI 1-2 -187<<1.25) )/ 0.20 23 119o 25 ( ) 3-0 -111(1.60)% 58(1.25) 0.24 0-0 27(1.25) 0.05 _67(1.60)/ 0-0 24((1.25))/ 16((1.253 0.04 0-0 -1 1.25 / 2 1.60 0.00 BC COMP. TENS.((DUR.)) CSI ((DUR.))/ 40 5-6 -5 54(1.60)% 141(1.25) 0.13 ' 6-7 0(1.25)/ 219(1.60) 0.14 7-8 0((1.253/ 219((1.603 0.13 8-0 0((1.25))/ 0((0.90)) 0.00 COMP C I TE144(1 2W8 -166(1.60)/ u25) 0.06 2-7 -29(1.25)/ 296(1.60) 0.09 a 5� 5 6 8 OVER 6 SUPPORTS 20 Oa. unless B5 W:108 R:44 UA8 T 6-1-11 1-10-1 JSHIP 11 0 VVHK/V/IV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an inclMdual building component not truss system. It has been based on spei:ificotions provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds.9 n r • RM #LC 29 WT: 47# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unlessothenrise. TC Snow O.00 psf STIOWDUr. L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway Durham, CA 95935 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reporte -itable as output from Truswal software. 'ANSI/TP11', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION - BC Live 0.00 psf BC Dead 7.00 psf 1.15 / 1.00 / 1.00 O. C. Spaci ng 2- 0- 0 (BCSI 1-03) ond'SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onoftio Drive, Madison, ' TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American F.wwt and Paper Association (AFPA) is located at I I I I IgUh Street. NW, Ste 800, Washington. DC 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: JUHL RES. VVHK/V/NV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J16 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL tl [PMI -PLATE MONITOR USED -See loint Report-- UPLIFT REACTION(S) : 1 0- 1-12 314 3.50" 1.50" BC 2x4 DFL 91 Plating spec : ANSI/TPI - 1995 Support 1 -44 lb 2 6- 0-12 286 1.50 1. 50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -69 lb 3 10- 0-12 223 1.50 1.50" PLATE VALUES PER ICBO RESEARCH REPORT 87607. Mark interior bearing locations.' MULTIPLE LOAD CASES, Support 3 -162 lb , 4 13-11- 0 92 1.50" 1.50' all Install interior sugort(s) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 4 -53 lb Support -206 lb S S-11- 4 105 1..50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY .5 This truss 1s designed using the BRG REQUIREMENTS Shown are based ONLY ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilitma.'BUILDING COMPONENT SAFETY INFORMATION'- GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. On the truss material at each bearing (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onof io Drive, Madison, HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800.Washington, DC20036. - Truss Location = Not End zone L/999 MEM 5-6 (LIVE) LC. 9 Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft 61dg width = 40.00 ft Lm -0.04" D- -0.03" T- -0.07" Mean roof height - 11.'26 ft, mph 80 CRITICAL MEMBER FORCES: TC COMP.(OUR.)/ TENS.(DUR.) CSI CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -194((1.25))/ 0.21 60 ( ) 3-11 0 -139((1.60))% 40((1.25)) 0.25 0-0 41(1.25)% 32(1.60) 0 0 0.00 BC COMP.(DUR.)/ TENS.(OUR.) CSI 4-5 135(1.25) 0.16 _42(1.60)/ 5-6 57((1.603/ 145((1.253 0.16 ' 6-7 01 256(1.60) 0.16 0(1.60)/ 8-0 0(0.90)% 250(1.25) 0.00 - WB COMP'.(DUR.)/ TEN5.(D%) CSI 2-6 -184(1.60)/ 151(1:25) 0.06 2-7 -6201.25)/ 297(1.60) 0.09 6-1-15 0-4-1 1 5_00 2. unless shown by "18"(18 ga.), "H' s are positioned as shown above. OVER 5 SUPPORTS 134 W:108 R:62 - U:-53 6-1 11 1-10-1 SHIP 1-1-0 10/19/2006 VVHK/V/NV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not was system. It has been based on specifications provided by the component manufacturer WO' Dri ve_N_j uhl res and done in accordance with the current versions of .TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions -L00007 -J00001 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM # LC = 21 WT • 51# 9 ' t* utilised 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 TC Live 16.00 psf Li veDu r L=1.25 'P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 rated. Bracing shownisfor lateral support ofcomponentsmembers only toreduce buckling length. This component shall not be placed in any environment that Wit cause the moisture content ofthe wood toexceed! 10%and/or cause connector plate corrosion. Fabricate, handle, install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway entl brace this truss in accordancew h he follow gaandards:'Joint end Culling Detail Repo s'aveilab ails outputt from Tuswal software, 8C LT Ve 0.00 psf 1.15 / 1.00 / 1.00 Durham, C4 9`5938 ANSI/TPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilitma.'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng .2- 0- 0 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onof io Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at111119thStreet. NW. Ste 800.Washington, DC20036. Bldg Code: CBC -01 D&ORATIO: L/360 TC: L/36 Job Name: JUHL RES. WHK/V/NV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J17 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL 01 --CPM]- PLATE MONITOR USED- Seel oint Repo rt-- UPLIFT REACTION(S) : 1 0- 1-12 313 3. SO" 1.50 BC 2x4. DFL #1 Plating spec : ANSI/TPI - 1995 Support 1 -34 lb 2 6- 0-12 288 1. $0" 1.50" WEB 2x4 OFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -75 lb 3 10- 0-12 210 1.50 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #1607. Mark interior bearing locations. MULTIPLE LOAD CASES. Support 3 -156 lb 4 14- 0-12 195 1.50" 1. 50 all Install interior support(s) before erection. IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR Support 4 -114 lb $ 1$-11- 0 41 1. SO" 1.50" PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 5 Support 6 -45 lb -223 lb 6 5-11- 4 102 1. $0" 1. 501, This truss is designed using the GIRDERS. IF 2. S" GUN NAILS ARE USED, THE BRG REQUIREMENTS shown are based ONLY CBC -03 Code. HANGERS MUST BE RE-EVALUATED (BY OTHERS). - On the truss material at each bearing Bldg Enclosed - Yes, Importance Factor - 1.00 Truss Location - Not End Zone - MAX DEFLECTION (span) : Hurricane/Ocean Line - NoExp Categor = C Bldg Length = 80.00 ft, Bldg Width 10.00 ft L/999 MEM 5-6 (LIVE) LC' 9 = Mean roof height - 11.26 ft, mph so L- -0.05" D- -0.03" T- -0.08" CRITICAL MEMBER FORCES: CBC Standard Occupancy, Dead Load = 15.6 psf - TC COMP.(DUR'.)/ TENS.(DUR.) CSI 1-2 -194(1.25)/ .0.21 2-3 -205(1.60)/ 61(1.25)'0.26 3-0 -180((1.603/ 39((1.253 0.25 ' - 0-0 -92(1.60)/ 43(1.25) 0.13 0_00-0 31(1.221 12(1.60) 0.12 5)% 0 OP.(DURTE1N3S4((DUR5) 4BC 0CSI -5 1.6 .2 .16 S- _6 601.6 1451.25 0.19 6-7 0 1.60 / 294(1.60) 0.19 7-8 0 1.60 / 294(1.603 0.14 8-0 0 1.25 / 0(0.90 0.00 WB CONP.(DUR.)/ TENS.(DUR.) CSI 2-6 -208(1.60/ 150(1.25) 0.06 2-7 -58(1.25)/ 322(1.60) 0.10 1 5.0 a .2-0-0 .1 _0 2-8-0-, 6 8 OVER 6 SUPPORTS 20 qa. unless shown by "18-(18 ga.). "H' Ella tes are positioned as shown above. B5 W:108 . R:41 U:-45 7-9-11 T SHIP 10-1 -0 WHK/V/NV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO' Dri ve_N_j uhl res_L00007_JO0001 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 Dsgnr: RM #LC = 29 AIT: 55# u6ll- on this design meet er -- the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any that the TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway Durham, CA 95938 environment will cause moisture content of the wood to d19%and/or cause connector plate corrosion. Fabricate. handle, install andbracemisWssinaccordancewimmefollowing asndards:'Joint and Cutting DatailReports 'available a.output from Truswalsoft- 'ANSUTPI 1', WTCA l'- Wood Truss Council of America Standard Design Reaponsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - BC Live 0.00 psf BC Dead 7.00 psf 1.15 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrlo Drive, Madison, TRUSPLUS 6.0 VER: T6"5.4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gmStreet. NW. Ste 80o.Washington. DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 I , r Job Name: JUHL RES. WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J20 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 310 3. 50:: 1. 50 8C 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -24 lb 2 6- 0-12 305 1.50 1. 50'• PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -178 lb 3 8- 0-12 73 1.50 1.50" Mark all interior bearing locations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -58 lb 4 9-10- B 59 1. 50� 1. 50�� sugort(s) erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 AND Support 4 -33 lb 55-11- 4 52 1. 50" 1.50" and brace thietruss inaccordance with the follovngslandarda:Jolntand CuttlngDetail Reporw•available asoutput hemTru 1software. -PLY 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss 1s designed using the CBC -01 Code. BRG REQUIREMENTS shown ar`e based ONLY 'ANSI/IPI 1', VVTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- HANGERS MUST BE RE-EVALUATED (BY OTHERS). Bldg Enclosed - Yes, Importance Factor = 1.00 on the truss material at each bearing (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, - .Tress Location= Not End Zone MAX DEFLECTION (span) Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at11111gNStreet NW, St. 800•Washington. DC20038. Bldg Code: CBC -01 Hurricane/Ocean Line - No , Exp Category = C L/999 MEM 3-4 (LIVE) LC 17 Bldg Length - 80.00 ft, Bldg width = 40.00 ft Mean height 11.26 ft, 80 L- -0.02" D- -0.04" T- -0.06" CRITICAL MEMBER FORCES: roof = mph a CBC Standard Occupancy, Dead Load = 15.6 psf - TC COMP.(OUR.)/ TENS.(DUR.) CSI 1-2 -157 1.60 / 65 1.25 0.29 2-0 -52 1.25 / 8 1.25 0.28 0-0 -26 1.60 / 21 1.25 0.05 0-0 - -1(1.25)/ 2(1.60) 0.00 ' BC COMP. TENS.((DUR.)) CSI ' 4 0((DUR.))/ 0.17 180(1.60) 4-0 0(1.25)% 0.00 1 2 5r 00 2I 6-0-D 4. 3 OVER 5 SUPPORTS 20 B4 W:108 R:59 U:-33 _ 215- -8 1 SHIP 1 WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA 3UHL This design is for an individual betiding component net was sy,iem. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_100001 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 tofabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 21 WT: 34# utitizad on this design meet or exceed the loading imposed by the tical building code and the particular application. The design assumea that the lop chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 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' TC SHOW O . DD psf P SnowDur L=1.15 P=1.15 ® noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood tomeed 19%and/or muse connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr Bnd /Comp / Tens 791 Durham Dayton Highway and brace thietruss inaccordance with the follovngslandarda:Jolntand CuttlngDetail Reporw•available asoutput hemTru 1software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 93938 'ANSI/IPI 1', VVTCA 1' - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) snd'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5.44 Wisconsin 53719. The American Forest and Paper Association (AFPA)is located at11111gNStreet NW, St. 800•Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL RES. MWTIY/IVV Read 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 sPedfi"U=3 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 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilimd 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 Truss ID: J23 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2.4 OF #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 309 3.50 1.50 2 6- 0-12 326 1. 50 1. 50:: PLATE VALUES PER ICBG REEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -44 lb Support 2 -189 lb 3 7- 4- 8 43 1.50" 1.50 Mark all interior bearinglocations. Install interior support(#) before erection. IF RANGERS ARE INDICATED ON THIS DRAWING, THEYARE BASED SuDPort 3 -105 lb 4 5-11- 4 51 1.50' 1.50 PLATING BASED ON GREEN LUMBER VALUES. ON 1.5" HANGER NAILS FOR 1 -PLY AND 3'. HANGER NAILS FOR MULTI -PLY This truss is designed using the - CBC -01 Code. BRG REQUIREMENTS Shown are based ONLY GIRDERS. IF 2.5' GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor = 1.00 On the truss material at each bearing TRUSPLUS 6.0 VER: T6.5:4 HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location - Not End Zone MAX DEFLECTION (span) - Hurricane/Ocean Line - No Exp Categor - C Bldg Length - 80.00 ft, Bidg Width = 0 00 ft L/999 MEM' 3-4 (LIVE) LC 17 Mean roof height = 11.26 ft, mph 80 CR -CAL ME R F RCES: T= -0.06" CRITICALNS.(DRFORCES: ' CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. (DUR.)/ TENS.(OUR.) CSI 1-2 -106(1.60)/ 66 1.25) 0.30 2-0 -59(1.253/ 17(1.603 0.29 0-0 -1(1.25 / 2(1.60 0.00 - ' BC COMP. (DUR.)/ TENS.(DUR.) CSI 3-4 0(1.25)/ 134(1.60) 0.16 4-0 0(1.25)/ 0(1.25) 0.00 ' ' CTICC 1 2 51 00 3 4 20 OVER 4 SUPPORTS B3 WAN R:43 U:-105 -1 4-3-0 SHIP VIX. MWTIY/IVV Read 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 sPedfi"U=3 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 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilimd 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 Cust: LIA JUHL W0: Dri ve_N_j uhl res_L00007_100001 Dsgnr: RM #LC = 17 AT: 29# TC Live 16.00 psf Li veDu r L=1.25 P=1.15 is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise 'TC Snow 0.00 psf SnowDur "L=1.15 P=1.15 noted. Bracing shorn is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd /Comp /Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to eneed 19% and/or cause connector plate corrosion. Fabricate. handle, install and brace this truss in accordance withthefollowingstandards:'JointandCuttingDetailReporls'availableasoutputfromTrus 1software, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI7TPI 1'. WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (BCSI /-03) and'SCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plats Institute (TPI) is located at 583 D'Onofrio Drive. Madison, TRUSPLUS 6.0 VER: T6.5:4 Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111BthStreet. NW, Ste 800,Washington. DC20036. Bldg Code: CBC -01 DEFLRATIO: L/360 TC: L/18 Job Name: JUHL RES. VVHfC/V/IVV Read all notes on this sheet and give a copy of it to, the Erecting Contractor. Truss ID: J26 Qty: 1 BRG X -LOC REACT $IZE REQS D TC 2x4 DFL sl Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 310 3. SO" 1. SO" BC 2x4 DFL Y1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -17 lb 2 6- 0-12 302 1.50 1.50:: FILL CHO 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -179 lb 3 8- 0-12 11 1. 50': 1. 50:: PLATE VALUES PER IC80 RESEARCH REPORT #1607. Mark interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -17 ib 4 10- 0-12 108 1.50 1. 50 all Install interior supports) before erection. THEY ARE BASED ON 1. 5•' HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 4 -67 lb Support 5 -16 lb 5 12- 0-12 1 1. 50:• 1.50 PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE This truss is designed using the 6 14- 0-12 3 1.50 1.50 7 16- 0-12 0 1. 50 1.50" +NOT+ANALYZED FOR UNBALANCED LOAD CASES + + HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC - OI Code. Bldg Enclosed = Yes, Importance Factor o 1.00 8 17-11- 0 0 1.50 1.50•' ++++++++++++++++++++++ Truss Location=Not End Zone 9 5-11- 4 $1 •1.50 1.50" Wtsconsin5371g. ThaAmedcanForestandPaperAssociation(AFPA)islocaledstfill18thStreet.NW,Ste800.Washington,DC20038. Bldg Code: COC -01 Hurricane/Ocean Line - No Exp Category C Bldg Length - 80.00 ft, Bidg Width = 40.00 ft BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing Mean roof height - 11.26 ft, mph . 80 CBC Standard Occupancy, Dead Load = 15.6 psf MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L- -0.02" D. -0.04" T- -0.06" ' CRITICAL MEMBER FORCES: - TC COMP. DUR. / TENS.(DUR.) CSI 1-2 -177 1.60 0.29 ' 0.28 2-0-68((1.601.60 ))/ ( ) 0-0 -16(1.25)% 20(1.60) 00 0.03 0-0 0(1.60)/ 1(1.60) 0.01 0-0 0 1.60 / 0 1.60 0.00 ' 0-0 0 1.60 / 0 1.60 0.00 0-0 0(1.25)/ 0(1.60) 0.00 _ Bc COMP.(DUR.)/ TENS. (DUR.) CSI 3-4 0(1.25)/ 199(1.60) 0.17 ' 4-0 0(1.25)/ 0.00 q cT nn .2-0-0" 6-0-0 3 4 . OVER 9 SUPPORTS ' )8 I 2-10-1 1 68 W:108 R:0 U: 8- -11 SHIP 10/1 VVHfC/V/IVV Read all notes on this sheet and give a copy of it to, the Erecting Contractor. Cust: LIA JUHL - This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_300001 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 tofabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 15 .WT: 50# CFS utilimd 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 TC Live 16.00 psf L i veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 ® noted. Bracing shown is for lateral support ofcomponenta members only to reduce buckling length. This component shall not be placed in any environmentthatwillcausethemoisturecontentofthewoodtoeo,poed19%and%or cause connector plateconosion. Fabricate. handle, install TC Dead 10.00 psf Rep Mbr Bind / Comp / Tens 792 Durham Day ton Highway and brace this wssinaccordancewith the following standardd3:Joint and Cutting Detail Reports'avauableasoutput from Truswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1'. VVTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) arW 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio C&a, Madison, TRUSPLUS 6.0 VER: T6.5.4 Wtsconsin5371g. ThaAmedcanForestandPaperAssociation(AFPA)islocaledstfill18thStreet.NW,Ste800.Washington,DC20038. Bldg Code: COC -01 DEFL RATIO: L/360 TC: L/18 , 0 ;# Job Name: JUHL RES. VVAff1V/1VV Read a0 notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: J27 Qty: 1 BRG X -LOC REACT SIZE REQ'D - TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : 1 0- 1-12 310 3.50 1.50 BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -11 lb 2 6- 0-12 302 1.50" 1.50" 6- FILL CND 2x4 DFL STANDARD MULTIPLE LOAD CASES. Support 2 -179 16 3 0-12 11 1.50 1.50" PLATE VALUES PER ICBO RESEARCH REPORT #3607. Mark interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -17 lb 4 10- 0-12 108 1.50" 1.50" all Ininterior sggrt(s) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR - 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 4 -67 lb Support 5 -16 lb 5 12- 0-12 1 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5" GUN NAILS ARE USED, THE . This truss 1s designed using the 6 14- 0-12 3 1.50" 1.50 + + +NOT HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 7 ' 16- 0-12 0 1.50 1.50 ANALYZED FOR UNBALANCED LOAD CASES Bldg Enclosed - Yes, Importance Zone ce Factor = 1.00 8 18- 0-12 0 1.50" 1.50" + + + + + + + + + + + r + + + + + + + + + + Bldg Code: CBC -01 Truss Location - Not End 9 19-11- 0 0 1.50" 1.50" Hurricane/Ocean Line - NoExp,Category = C Bldg Length = 80.00 ft, 8i dg Width = 40.0 ft 10 5-11- 4 S1 1.50" 1.50" - Mean roof herg ht = 11.26 ft, mph = 80 BRG REQUIREMENT shown are based ONLY CBC Standard Occupancy, Dead Load = 15.6 psf on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L- -0.02" D= -0.04" T= -0.06" CRITICAL MEM(BER FO)RCES: (( )) CO1fflt0)/ TEN65(1u25) 0 1T2 29 2-0 -68((1.60))/ ( )' 0.28 0 04 20(1.60) 0-0 -1 6(1.25)% 0.03 ' 0-0 .0(1.60)/ 1(1.60) 0.01 ' 0-0 0((1.603/ 0 1.60 0.00 0-0 0 1.60)/ 0(1.60) 0.00 0-0 0 60(1 0-0 0.25)% 0(1.60) 0.00 ' BC COMP. / TENS.((DUR.)) CSI ((DUR. 190(1.60) 4-0 0(1.25 % 0.00 1 2 r5 0-0 ,own by "l 6-0-0 :6; B9 8 W:108 7 W:108 R:0 W:108�0 U: W:108R:0 3 4 �4�R�l 8R:3 U. W:108R:1 U. 9-5-11 W 0 RAN U:-16 SHIP ;R:1 T U:- 7 I 3 2-10-1 R1 OVER 10 SUPPORTS I II VVAff1V/1VV Read a0 notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has bean based an specifications provided by the component manufacturer WO: Drive_N_juhl res_L00007_JO0001 ' end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 15 WT: are to be verified by the component manufacturer and/or building designer prior to fabrication.'The building designer must ascertain that the loads = 53# 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 TC Live 16.00 psf L i veDu r L=1.25 P=1.15 - is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any wit TC Dead 10.00 psf Rep Mbr Bind / Comp / Tens ® 792 Durham Dayton Highway environment that cause the moisture conterit of the wood to exceed 19% anditor cause connector plate comosion. FabricatahandlainslaB and brace this truss in accordance %vith the folloWng standards: *Joint and Cutting Detail Reports'evailable as output from Truswal coftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSI/TPI 1'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583'O'Onofrio Drive. Madison, • TRUSPLUS 6.0 VER: T6.5.4i Wisconsin 53719. The American Forest and Paper Association (AFPA)islocated at11111gUSusel, NW, St. 80.Washington. DC2038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL RES. U: 17 Truss ID: J28 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 OF #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 310 3. SO" 1.50" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1-17 lb 2 6- 0-12 302 1.50 1.50 FILL CMD 2x4 DFL B1 MULTIPLE LOAD CASES. Support 2 -179 lb " 1.50 3 8- 0-12 11 1. 50:: 1.50'. VALUES PER ICBO RESEARCH REPORT #1607. Mark interior bearing locations. IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -17 lb 4, 10- 0-12 108 1.50 1.50" all Install interior supports) before erection. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Support 4 -67 lb Support 5 -i6 lb 5 12- 0-12 1 1.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2. 5•' GUN NAILS ARE USED, THE This truss is designed using the 6 14- 0-12 3 1. 50" 1. 50 + HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. 7 16- 0-12 0 1.50 1. 50 NOT ANALYZED FOR UNBALANCED LOAD CASES Bldg Enclosed . Yes, Importance Factor - 1.00 8 18- 0-12 0 1.50 1.50" 9 20- 0-12 0 1.50" 1.50" ' * ' ' r + r + r + r + r r r r r r r + + Cust: LIA ]UHL Truss Location - Not End Zone Hurricane/Ocean Line = No Exp Category C Bldg Length = 80.00 ft, Bidg Width = 40.00 ft 10 21-11- 0 0 1.50" 1.50" - - - Mean roof height = 11.26 ft, mph 80 11 5-11- 4 51 1.50" -1.50" Ds n r • RM #LC 15 WT • 57#are CBC Standard Occupancy, Dead Load = 15.6 psf BRG REQUIREMENTS shown are based ONLY 9 = on the truss material at each bearing Live TC. Live 16.00 psf 6wise Li veDu r L=1.25 P=1.15 MAX DEFLECTION (span) : is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless other TC vW psf L/999 MEM 3-4 (LIVE) LC 1 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead L- -0.02" D- -0.04" T- -0.06" Re Mbr Bnd / Cam T P P / ens ® 792 Durham Day ton Highway Durham, C4 95938 ' CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(DUR. CSI , 1.15 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 1-2 -177 1.60 / 65(1.25 0.29 2-0-68((1.60))/ 0.28 Wisconsin 63719. The American and Pepsi Association (AFPA)islocated at111119thStreet. NW. Ste 800.Washington. DC20038. Bldg Code: CBC -01 ( ) 0-0 16(1.25)% ?0(1.60) 00.04 .03 , 0-0 0(1.60)/ 1(1.60 ),0.01 ' 0-0 0 1.60 / O 1.603 0.00 0-0 0 1.60 / 0 1.60 0.00 - 0-0 0(1.60)/ 0(1.60) 0.00 0-0 / 0((1.603 0.00 0-0 0(1.60)/ 0 1.25 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI 3-4 0(1.25)/ 199(1.60) 0.17 4-0 0(1.25)/ 0(1.60) 0.00 1 2 Sr 9-5-15 Z 0-4-1 B10 108 0 0-8 U: 10-1-11 SHIP r 2.10.1 U: 17 2-0-0. V 6-0-0 ' 3 4' o. 2 J n ' 2 07' OVER 11 SUPPORTS Vt4 �a�P Truswal Sy stems Plates are 20 aa. unless shown by "18'(18 ga.),'H"ft6gaa.) or"MX"(TWMX 20 ga.), positionedper Joint 1etails Repo'. Circled lates and falseframe fa tesarepositionedas shown above. 3h"rf[ able stud tales to avoid 6veda wiN structural plates orsta le. 1 OI1 �7I2OOV WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer (rt10 • Drl ve_N_J uhf res_L00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM #LC 15 WT • 57#are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 9 = utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord Live TC. Live 16.00 psf 6wise Li veDu r L=1.25 P=1.15 is laterally braced by the roofor floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless other TC vW psf SIIOWDUr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf P Re Mbr Bnd / Cam T P P / ens ® 792 Durham Day ton Highway Durham, C4 95938 environment that will cause the moisture content of the woad to exceed l9% and/or cause connector plate corrosion. Fabricate, handle. install . and brace this truss in accordance with the following sumdards:,Jointand Cutting Detail Raports'availableasoutput from Truswalcothvard, 'ANSI/rPi 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Live - BC Dead 0.00 psf 7.00 psf 1.15 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 (BCSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrl0 Drive, Madison, Forest Wisconsin 63719. The American and Pepsi Association (AFPA)islocated at111119thStreet. NW. Ste 800.Washington. DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 4 c #b Job Name: JUHL RES. Truss ID: K2 Qty: 7 ERG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 OFL #1 PlatiD&Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : 1 0- 1-12 201 3.50" 1.50" 2 1-11- 0 43 1.50 1.50'. PLATE VALUES PER ICBG RESEARCH REPORT #1607. THIS IGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -57 lb Support 2 -26 lb Mark all interior bearing locations. 3 1-11- 4 19 1. 50" 1.50', Ininterior supports) before erection. ' IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" HANGER NAILS FOR This truss 1s designed using the CBC -01 Code. BRG REQUIREMENTS shown are based ONLY Shim bearings (if needed) for rep. support. the truss bearing PLATING BASED ON GREEN LUMBER VALUES. 1 -PLY AND 3" MANGER NAILS FOR MULTI -PLY GIRDERS. IF 2. 5" GUN NAILS ARE USED THE Bldg Enclosed - Yes, Importance Factor = 1.00 Truss End Zone on material at each MAX DEFLECTION (span) HANGERS MUST BE RE-EVALUATED (BY OTfIERS). Location =Not Hurricane/Ocean Line = No, Exp = C X0.00 L/999 MEM 3-4 (LIVE) LC 1 BC Dead 7.00 psf Bldg Length - 80.00 ft, Bldg Width = ft L- 0.00" D- 0.00" T= 0.00" CRITICAL MEMBER FORCES: (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Orofrio Drive, Madison, Mean roof height = 10.43 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. DUR. / TENS.(DUR. CSI TRUSPLUS 6.0 VER: T6.5.4 WiaconsinS3719. The American Forest and Paper Association (AFPA)islocated at111119th Street. NW,'Ste800,Washington, DC20036. 1-2 -19 1.60 / 15(1.25 0.03 2-0 -1 1.25 / 2(1.60 0.00 DEFL RATIO: L/360 TC: L/18 BC COMP.(DUR.)/ TENS.(DUR.) CSI 3-4 0(1.60)/ 32(1.60) 0.02 4-O 0(0.90)/ 0(1.25) 0.00 ' B2 t t W:108 1-1-15 1-1-15 R:43 T I U:-26 0-11 1 I 1-1 SHIP 10. 63 W: 08 :1 R- U -57 U: 2-0-0' 2-0-0 3 4' F WAITIVINU Read all notes on this sheet and give a copy ofit to the Erecting Contractor. This design Is for 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 are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer meat asceraln that the loads uflliz d on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord Cust: LIA ]UHL W0: Dri ve_N_j uhl res_L00007_300001 Dsg n r : RM # LC = . 15 WT: 12# TC Live 16.00 psf L i veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf P Re Mbr-Bnd P /'Comp /Tens ® 792 Durham Dayton Highway attviron mens that will cause the moisture content of the wood to exceed tt7%aM/or cause connector pais corrosion. Fabricate. handle. install antdbrace this truss inaccordance with the followingstandards:'Joinland CuldngDetail Reports'available83output from Truswalsoftware, BC Live 0.00 psf 1.15 /.1.00 / 1.00 Durham, CA 93938 'ANSI/TPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 O'Orofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.4 WiaconsinS3719. The American Forest and Paper Association (AFPA)islocated at111119th Street. NW,'Ste800,Washington, DC20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 40 ,) Job Name: JUHL RES. Truss ID: UNT Qty: 1 BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 DFL #1 Plating spec : ANSI - 1995 UPLIFT REACTION(S) : 10- 1-12 69 3. S0" 1. S0" 2 1-11- 0 43 1: 50:: 1. 50:: PLATE VALUES PER ICBG RESEARCH REPORT #1607. OTPI THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 6upPOrt 1 -S lb Support 2 -25 lb 3 1-11- 4 19 1. 501, 1. 501 Mark all interior bearinglocations. IF HANGERS ARE INDICATED ON THIS DRAWING, This truss is designed using the Install interior support(s) before erection. BRIG REQUIREMENTS Shown are based ONLY Shim bearings (if needed) for req. support. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY C6C-til Code. Bldg Enclosed = Yes, Importance Factor 1.00 On the truss material at each bearing PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2. S" GUN NAILS ARE USED, THE - Truss Location = Not End Zone' MAX DEFLECTION (span) : HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line - No Exp Category - C L/999 MEM 3-4 (LIVE) LC 1 TC Live Bldg Length = 80.00 ft, Bid! width = 40.00 ft L- 0.00" D= 0.00" T- 0.00" CRITICAL MEMBER FORCES: Mean roof height = 10.43 ft, mph 80 CBC Standard Occupancy, Dead Load = 1S.6 psf TC COMP.(DUR.)/ TENS.((OUR.) CSI Is laterally braced by the rmf or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 2 0 32(1:603 0:80 SnowDur L=1.15 P=1.15 ' ® -11205 TC Dead 10.00 psf BC COMP. TENS.<(OUR.1 CSI 792 Durham Day ton Highway andbracethis truss inaccordwxewith the following standards:'Jointand Cutting Detail Repons'availableasoutpul from Truswalsoftware, 34 ((DUR.))/ 60)) 30(0.90) 0.00 psf 1.15 / 1.00 / 1.00 4-0 0(102 .60)% 0.00 'ANSI7;l 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 1 2 5.0 82 W:108 R:43 U:-25 B3 W:108 R:19 U: Truswal SvvssIems Plates are 20 Pa. unless shown by'18'(18 ga.),'H'(16 paa.) or'tvUC"(TVV 20 ga.), positioned per Joint Details Report. Circled Iates and false frame pates are positioned as shown above. ShNf a61e stud later to avoid 6veda with strvclurel later orris le . Read all notes on,this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on spwifica0oro provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_300001 ' 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 tofabrication. The building designer must ascertain that the loads Dsgnr: RM #LC = 15 WT: B# TC Live 16.00 psf Li veDu r - L=1.25 P=1.15 utilimd on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chwd ' Is laterally braced by the rmf or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached. unless otherwise TC Snow 0.00 psf p SnowDur L=1.15 P=1.15 ' ® noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wool toe>ccead19%and/wcause connector plateconosion. Fabricate, handle. install TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Day ton Highway andbracethis truss inaccordwxewith the following standards:'Jointand Cutting Detail Repons'availableasoutpul from Truswalsoftware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95935 'ANSI7;l 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.41 Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I 19th Street.'NW. Ste 800. Washington. OC 20036. Bldg -Code: CBC -01 DEFL RATIO: L/360 TC: L/18 10 •.# Job Name: JUHL RES. WAKIW/VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: K4 Qty: 7 BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) : ' 1 0= 1-12 194 3. 50" 1.501, 2 2- 0-12 114 1. SO" 1. 50': PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Support 1 -36 lb Support 2 -74 lb 3 3-11- 0 44 1. SD" 1.50' Mark all interior bearinggtocations. interior IF HANGERS ARE INDICATED ON THIS DRAWING, Support 3 -26 lb 4 1-11- 4 19 1.50" 1. SO" Install supports) before erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI This truss 1s designed using the BRG REQUIREMENTS shown are based ONLY noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE CBC -01 Code. Bldg Enclosed- Yes, Importance Factor = 1.00 On the truss material at each bearing environment that will cause the moisture content ofthe wood toexceed 19%and/or cause connector plate corrosion. Fabricate. handle, install and brace this wssinaccondanceWth the following standards: 'Joint and Cutting Detail Reports' available asoutput tromTruswalsoflwara. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Truss Location a Not End Zone MAX DEFLECTION (span) 'ANSIrrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf Hurricane/Ocean Line . No , Exp Category - C L/999 MEM 3-4 (LIVE) LC 17 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onof io Drive, Madison, Bldg Length o 80.00 ft, Bldg Width - 40.00 ft height L= 0.00" D. 0.00" T- 0.00" CRITICAL MEMBER FORCES: Wisconsin 53719. The American Forest and Paper Association(AF PA) islocated at11111gth Street. NW, Ste 800,Washington. DC20030. Bldg Code: CBC -01 Mean roof = 10.43 ft, mph 80 CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. DUR. / TENS. (DUR.) CSI 1-2 63 1.603/ 21 1.25) 0.04 2-0 -22(1.25)/ 16(1.25) 0.03 0-0 -1(1.25)/ 2(1.60) 0.00 BC COMP.(DUR.)/ TENS.(DUR.) CSI 3-4 0(1.25)/ 70(1.60) 0.02 4-0 0(1.25)/ o(1.60) 0.00 1 2 r5D 2-0-0 2-0-0 3 4' OVER 4 SUPPORTS B3 W:108 R:44 U:-26 111 2-9-11 SHIP 7-r Ylk- WAKIW/VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. N has been based on specifications provided by the component manufacturer WO: Dri ve_N_j uhf res_L00007_100001 end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: RM #LC 17 WT: 15# ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord is latera fly braced by the roofor Floor sheathing and the bottom chard is laterally braced bye rigid sheathing material directly attached, unlessothrwise TC Snow D. DD psf SnowOur L=1.15 P=1.15 noted. Bracing shown Is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Dayton Highway environment that will cause the moisture content ofthe wood toexceed 19%and/or cause connector plate corrosion. Fabricate. handle, install and brace this wssinaccondanceWth the following standards: 'Joint and Cutting Detail Reports' available asoutput tromTruswalsoflwara. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSIrrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0: C. Spaci ng 2- 07 0 TRUSPLUS 6.0 VER: T6.5.44 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by W TCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onof io Drive, Madison, ' Wisconsin 53719. The American Forest and Paper Association(AF PA) islocated at11111gth Street. NW, Ste 800,Washington. DC20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL RES. WAK/V//VCT Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: K4NT Qty: 1 . BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTIOHis) 1 0- 1-12 65 3. 50 1. 50 BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -74 lb 2 2- 0-12 114 1. SO" 1. 50" PLATE VALUES PER ICSO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 3 -26 lb 3 ' 3-11- 0' 44 1.50" 1. $O" Mark all interior bearing locations. Install interior before IF HANGERS ARE INDICATED ON THIS DRAWING, This truss 15 designed using the ' 4 1-11- 4 19 1. 50" 1.50" supports) erection. PLATING BASED ON GREEN LUMBER VALUES. THEY ARE BASED ON 1.S" HANGER NAILS FOR 14LY AND 3" HANGER NAILS FOR MULTI -PLY CBC -01 Code. Bldg Enclosed - Yes, Importance Factor - 1.00 BRG REQUIREMENTS shown are based ONLY - GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Truss Location - Not End Zone on the truss material at each bearing 'ANSUTPI i'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. HANGERS MUST BE RE-EVALUATED (BY OTHERS). Hurricane/Ocean Line = No Exp Category = C Bldg Length a 80.00 ft, Bldg Width = 40.00 ft MAX DEFLECTION (span) L/999 MEM 3-4 (LIVE) LC (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive. Madlscn, The Forest Paper NW. Mean roof height = 10.43 ft, mph = So C8C Standard Occupancy, Dead Load = 15.6 0. 0.00" T= 0.00" ' Bldg Code: CBC -01 psf CR CAL ME RF CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.(DUR.) CSI - 1-2 -63 1.60 / 21 1.25 0.04 2-0 -22 1.25 / 16 1.25 0.03 , 0-0 -1(1.25)/ 2(1.60) 0.00 8C COMP. TENS.((OUR.)) CSI <(DUR.))/ 7 0 02 4-0 0(1.60 )% 0(0.90) 0.00 ' 2 b1 e4 W:308 W:108 R:65 2-0-0 R:19 U: I 3 41 U: OVER 4 SUPPORTS 133 W:108 R:44 U:-26 1-1 -15 SHIP 1- -1 1 J co V K � o. 2 J n , .2 87 Vtt- WAK/V//VCT Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO • Dri ve_N_j uhl res_L00007_300001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds n r • RM #LC 17 WT: 12#are to be verified by the component manufacturer and/or building designer' prior to fabrication. The building designer must ascertain that the toads 9 = TC Live 16.00 psf Li veDu r L=1.25 P=1.15 F utilised 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 bracad by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material dr 0y attached. unless otherwise TC Snow 0.00 psf SnowDu r L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce tackling length. This component shall net be placed in any . TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 792 Durham Da ton Highway envi nment that wit cause the moisture content of the wood to a-pedl 19% and/ or cause connector plate corrosion. Fabricate. handle. install and brace this wssinaccordance wimmefdlowirgstandards: aointand Cutting Detail Reperts'availableasoutput fro. Tn,swalsoftwere. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, CA 95938 'ANSUTPI i'. WTCA 1'- Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 TRUS PLUS 6.0 VER: T6.5.4 (BCSI 1-03) and 'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 683 D'Onofrio Drive. Madlscn, The Forest Paper NW. ' Wissl sin 53719. American and Association (AFPA)isldcaledat11it19mStreet. St. 800.Washington. DC20030. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/18 Job Name: JUHL RES. Y11"14rTIVINU Read all notes on this sheet and givea copy of it to the Erecting Contractor. This design is for an individual building component not Was eyatem. 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 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 lop chord Truss ID: M1 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 BC 2x6 DFL #2 Plating spec : ANSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 1075 3. 50" 1. 501, 2 S-10- 4 1075 HGR 1.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. appl when truss not supported in a hanger. UPLIFT REACTIONS) : BRG REQUIREMENTS shown are. based ONLY Q PLATE VALUES PER RESEARCH REPORT #1607. Permanent bracin is res ired (by others) to IF HANGERS ARE INDICATED ON THIS DRAWING, THEY BASED SUPPort 1 -223 lb on the truss material at each bearing 9ICBO prevent rotation/toppling. See BCSI 1-03 ARE ON 1.5" HANGER NAILS FOR 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY SUPPort .2lb This truss is designed using the BRG HANGER/CLIP NOTE 2 eTHA29 and ANSIaPI 1. PLATING BASED ON GREEN LUMBER VALUES. GIRDERS. IF 2.5'• GUN NAILS ARE USED, THE HANGERS MUST BE RE-EVALUATED (BY OTHERS). CBC -01 Code. Bldg Enclosed - Yes, Importance Factor = 1.00 Support Connection(s)/Hanger(s) are End verticals are designed for axial loads Truss Location - Not End Zone deSigned for horizontal loads. 9 only unless noted otherwise. Extensions above or below the truss profile Hurricane/Ocean Line =No Exp, Category -C Bldg Length = 80.00 ft Bldg Width = 40.00 ft Snot SEE SIMPSON CATALOG (if any) have been designed for loads Mean roof height - 11.f6 ft, mph = 80 FOR ADDITIONAL INSTALLATION NOTES indicated only. Horizontal loads applied at CBC Standard Occupancy, Dead Load = 15.6 psf MAX DEFLECTION (Span) : the end of the extensions have not been ----------LOAD CASE #1 DESIGN LOADS ---------------- L/999 MEM 4-5 (LIVE) LC 1 considered unless shown. A drop -leg to an Dir L. Pif L.Loc R. P1 R. Loc LL/TL L= -0.02 D=-0.02�� T= -0.04• otherwise unsupported wall may create a hinge effect that requires additional design TC Vert 52.00 0- 0- 0 52.00 6- 0- 0 0.62 BC Vert 306.19 0- 0- 0 306.19 6- 0- 0 0.46 CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI consi deration(byothers). 1-2 -1065 1.25 / 12 1.60 0.30 2-3 -35((((1.25))))/ 3((((0.903 0.16' C TE931(L 4 -ST 5 68 1.60 / 979 1.25 0.S5 5g6 25) 0055 69(1.60 )/ 38 WB COMP.(DUR.) TENS.(DUR.) CSI 2-5 1033(1.25) 0.42 2-6 -1270(1.25 / 94(1.603'0.17 ' 3-6 -10(0.90 / - 4601.60 0.01 2-10-1 OT 1 2 3 5.00 C A B1 B2 W:308 'THA29 R:1075 W308 U:-223 i 4 6-0-0 5 6f R:1075 U:-223 ViV Y11"14rTIVINU Read all notes on this sheet and givea copy of it to the Erecting Contractor. This design is for an individual building component not Was eyatem. 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 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 lop chord Cust: LIA JUHL W0: Drive_N_juhl res_L00007_100001 DS n r • RM - # LC = 15 WT • 39# 9 TC Li ve 16.00 psf Li veDu r L=1.25 P=1.15 ' is laterally braced by the roofor Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, untess otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Brecingshown isfor lateral support ofcontponentsmembers only toreduce buckling length. This ccmponenlshallnot beplaced inany that TC Dead 10.00 psf Rep Mbr Bnd / Camp / Tens ® 792 Durham'04 ton Highway environment wills ethemoisturecontentofthewoodtoexceed19%andlorcauseconnectorplatecorrosion. Fabricate. handle.inalall and brace this truss inaacerdanceWththe following standarda:'Joint and Cutting Detail Reporls'availableasoutput from Truawalsoftware. BC Live 0.00 psf 1.00 / 1.00 / 1.00 Durham, CA 959.35 'ANSIrrPI 1', WTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.41 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 Cron ofrio Drive. Madison, The American Forest Paper Wisconsin 53719. and Association (AFPA)islocated atI1.111amStreet. NW. Ste 800,Washington, DID 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC L/36 Job Name: JUHL RES. VVHITIIV/IV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: V1 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL dl ••[PM]=PLATE MONITOR USED -See Joint ReDort•• UPLIFT REACTION(S) 1 0- 1-12 370 3.50" 3.50" BC 2x4 DFL it Plating spec : ANSI/TPI - 1995 Support 1 -67 1b 2 11- 0-10 370 3.50" 3.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -61 ib BRG REQUIREMENTS Shown are based ONLY PLATE VALUES PER ICBG RESEARCH REPORT b1607. Drainage must be to avoid onding. MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS This truss is designed usingthe on the truss material at each bearing provided May use adequate staples for gable blocks. DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -OI Code. Bldg Enclosed - Yes, Importance Factor - 1.00 MAX DEFLECTION (span) : BUILDING DESIGNER MUST VERIFY GABLE LOADS! 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY Truss Location - Not End Zone L/999 MEM 7-8 (LIVE) LC 1 It, gable bracing required 016" intervals, GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Hurricane/Ocean Line - No Exp Category C L= -0.03 D= -0.04 T= -0.07" i exposed to vn nd load applied to face. See "General Gable Details', C002065035. HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. Bldg Length 80.00 ft, Bldg Width = 40.00 ft CRITICAL MEMBER FORCES: Diagonals shown are part of the structure of Bldg Code: CBC -01 Mean roof height = 11.18 ft, mph = 80 CBC Standard Occupancy, Dead Load = 15.6 psf TC COMP. DUR. / TENS. DUR. CSI this truss and may not be removed. Sheathing 1-2 -656((1.253/ 136((1.603 0.22 2-3 -588(1.253/ 143(1.603 0.23 may be applied for adds ti onal support to resist lateral loads, by others, but is not 3-4 -588(1.25 / 143(1.60 0.23 required unless noted. Lateral loads have 4-5 -656(1.25)/ 136(1.60) 0.22 not been analyzed unless indicated. , BC COMP. TENS. CSI ' 7 69 (CDUR.))/ ((OUR.)) 7-8 -69(1.601_60)% 587(1.25) 0.18 28 WB CORP.(OUR.)/ TENS.(DUR.) CSI 3-7 / 104(0.90) 0.06 Heel BCSI Left 0.35 Right 0.35 2T5 L 0-0-10 .61 W:308 R:370 U:-67 I 5-6-6 0-6-1I 5-1-5 I 1 2 3 4 5 5.00 -5.00 5-6 -6 2 -5 = I SHIP 3-4 3-4 1 1.5-4 0-0-10 3-R L 11-2-6 1 6 7 8 B2 W:308 R:370 U:-67 10/1 VVHITIIV/IV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UNL This design is for an individual building component not truss 3ntem. H has been based on specifications provided by the component manufacturer W0: Drive_N_juhl res_1-00007_100001 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 tofabrication. The buildingdesigner must ascertain that the loads Dsgnr: RM #LC = 15 WT: 47# ' ZT utilized on this design meet or exceed the loading imposed by the [=at building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf Li veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15. P=1.15 ® rated. Bracing shown is for lateral support ofoonponents members only to reduce buckling length. This component shall not be placed in any environment that will cause the mc sturecontent of the wood to exzead19%end/or cause connector plate corrosion. Fabricate. handle. install TC Dead 10.00 psf Rep Mbr BInd / Comp / Tens 792 Durham Dayton Highway andbracethis Wssinaccordance Wththe fdloWngstandards: 'Joint and Cutting Detail ReporWavailable asoutput from Truswalsof(ware, BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, C4 95935 ANSI/iPl 1', WTCA V. • Wood T use Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' - BC Dead 7. DD psf 0. C. Spaci ng 2- 0- 0 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Orwfdo Drive. Madison, TRUSPLUS 6.0 VER: T6.5.4 Wiscansin53719. The American Forest and Paper Assoclation(AFPA)islocated at11111gthStreet. NW. Ste 800,Washington,DC20038. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 Job Name: JUHL RES. CIrrcle011atesa^d else(rame0aaa.unlessshOWnby'18'�18ga.),'H'(1fga.)b�r'Md.l s oevapldl1'veAapoweedoerJointDetail�ReoorpL) p prates are posiboned as sh wn a ove. hi g est p 6 6 ih structural Pates or la le . Truss ID: V2 Qty: 1 BRG X -LOC REACT SIZE REQ' D TC 2x4 DFL #1 •• [PM]=PLATE MONITOR USED -See Joint Report— UPLIFT REACTION($) 1 O- 1-12 304 3.50" 3.50" BC 2x4 -DFL Al Plating spec ANSI/TPI - 1995 Support 1 -56 lb 2 9- 0-10 304 3.50" 3.50" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -56 lb BRG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICSO RESEARCH REPORT #1607. Drainage must be provided to avoid MULTIPLE LOAD CASES. IF HANGERS ARE INDICATED ON THIS This truss is designed using the on the truss material at each bearing ponding. May use adequate staples for gable blocks. . DRAWING, THEY ARE BASED ON 1.5" HANGER NAILS FOR CBC -til Code. Bldg Enclosed - Yes, Importance Factor = 1.00 MAX DEFLECTION (span) : BUILDING DESIGNER MUST VERIFY CABLE LOADS! 1 -PLY AND 3" HANGER NAILS FOR MULTI -PLY - - Truss Location - Not End Zone L1999 MEM 7-8 (LIVE) LC 1 (•j gable bracing required p 16" intervals, i exposed to wind load applied to face. GIRDERS. IF 2.5" GUN NAILS ARE USED THE HANGERS MUST BE RE-EVALUATED (BY OTI�ERS). Hurricane/Ocean Line a No Exp Category C Bldg Length - 80.00 ft, 81dg Width = 40.00 ft CR -CAL0.ME RF RCE:: T= -0.04" CRITICAL MEMBER FORCES: See•'General Gable Detai ls, C002065035. Diagonals shown the PLATING BASED ON GREEN LUMBER VALUES. Mean roof height = 10.97 ft, mph = 80 TC COMP. DUR. / TENS. (DUR. CSI are part of structure of this truss and ma y not be removed. Sheathing BC Live CBC Standard Occu anc p y. Dead Load = 15.6 psf 1-2 -550 1.25 / 119(1.60 0.16 may be applied for additional support to 'ANSIfTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 2-3 -503 1.25 / 123(1.60 0.19 resist lateral loads, by others, but is not TRUSPLUS 6.0 VER: T6.5.4 (SCSI 1.03) end'BCSl SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Ormfrio Drive, Madison, 3-4 -503(1.25)/ 123(1.60) 0.19 4-5 -550(1.25)/ 119(1.60) 0.16 required unless noted. Lateral loads have not been analyzed unless indicated. , . BC COMP. TENS.(OURj CSI Bldg Code: CBC -til DEPL RATIO: L/360 TC: L/36 ((DUR. ))/ 7-867 -67(1.60)% (502(1.25) 0.19 WB COMP. (DUR.)/ TENS. (DUR.) CSI 3-7 / 76(0.90) 0.04 Heel B CSI Left 0.29 Right 0.29 131 W:308 R:304 U:-56 f 4-6-6 o-6-11 4-1-5 1 1 2 3 4 5 5_00 -5.00 B2 W:308 R:304 L 9-2-6 ! U:-56 l 6 7 8 - CIrrcle011atesa^d else(rame0aaa.unlessshOWnby'18'�18ga.),'H'(1fga.)b�r'Md.l s oevapldl1'veAapoweedoerJointDetail�ReoorpL) p prates are posiboned as sh wn a ove. hi g est p 6 6 ih structural Pates or la le . - 10/19/2006 WARNING.Read aii notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA JUHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_N_juhl res_1-00007_100001 done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions :nd are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds n r • RM 9 #LC = 15 WT • 39# ' utilized on this design meal or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord TC Live 16.00 psf L i veDu r L=1.25 P=1.15 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 TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture content of the wood to exceed 19% and/or cause connector PlatsC--ion. Fabricate, handle. install and brace this Wssinaccordance with the following standards: 'Joint and Cutting Detail Repona'available asoutput from Truswalsoftware. BC Live 0.00 psf 1.15 / 1.00 / 1.00 Durham, e4 95938 'ANSIfTPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 7.00 psf 0. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 (SCSI 1.03) end'BCSl SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Ormfrio Drive, Madison, Wiscooesin53710. The American Forest and Paper Assodstion(AFFA)islocated at111119th Street. NW. Ste 800,Washington, DC20039. Bldg Code: CBC -til DEPL RATIO: L/360 TC: L/36 W ase Job Name: JUHL RES. VVHrT[V11VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: V3 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 238 3. 50" 3. SO" BC 2x4 DFL #1 THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -45 lb 2 7- 0-10 238 3. 50" 3.50" PLATE VALUES PER IC80 RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support -45 lb BRG REQUIREMENTS Shown are based ONLY On the trU55 material at each bearing Drainage must be provided to avoid bonding. May use adequate staples for ggable blocks. BUILDING DESIGNER MUST VERIFY LABLE LOADS! IF HANGERS ARE INDICATED ON THIS DRAWING, THEY ARE BASED ON 1. S" HANGER NAILS FOR .2 This truss is designed using the CBCs t Code. MAX DEFLECTION (Span) (+1 gable bracing requi red 016" intervals, 1 - PLV AND 3" HANGER NAILS FOR MULTI -PLY GIRDERS. IF 2.5" GUN NAILS ARE USED, THE Bldg Enclosed - Yes, Importance Factor 1.00 Truss Location - Not End Zone L/999 MEM 5-6 (LIVE) LC 1 i exposed to vn nd load aPpli ed to face. See "General Gable Details', 0002065035. HANGERS MUST BE RE-EVALUATED (BY OTHERS). PLATING BASED ON GREEN LUMBER VALUES. Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bidg Width 40.00 ft L= -0.01' D= -0.02" T= -0.04" CRITICAL MEMBER FORCES: Diagonals shown are part of the structure of BC Dead 7.00 psf . Mean roof height = 10.76 ft, mph . 80 TC COMP. DUR. / TENS. DUR.) CSI this truss and may not be removed. Sheathing may be appl fed for additional supyort to " CBC Standard Occupancy, Dead Load = 15.6 psf 1-2 -433 1.25 / 108 1.60) 0.17 2-3 -418 1.25 / 105 1.60) 0.08 resist lateral loads, by others, but is not required unless noted. Lateral loads have Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36 3-4 -433(1.25)/ 108(1.60) 0.17. not been analyzed unless indicated. BC COMP.(DUR.)/ TENS.(DUR.) CSI S-6 -67(1.60)/ 418(1.25) 0.14 Heel BCSI Left 0.23 Right 0.23 1 3-6-6 10-6-111 3-1-5 1 2 3 4 5.00 -5.00 FRIM 0-0-10 B1 B2 W:308 W:308 R:238 I 7-2-6 I R:238 U:-45 5 6 U:45 20 1-4;-5 - SHIP 2 J n, 2 07 v11. VVHrT[V11VV Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: LIA ]UHL This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer W0: Dri ve_N_j uhl res_L00007_300001 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 prim to fabrication. The building designer must ascertain that the loads n r : ' DS RM #LC = 15 WT30# 9 ' TC Live 16.00 psf L i veDu r L=1.25 P=1.15 S_ utilized ori this design mset or e d the loading imposed by the local building code and the particular application. The design assummet at the lop chord I. laterally braced, by the roof or Boor sheathing and the bottom client is laterally braced by a rigid sheathing matedal directly attached, unless otherwise TC Snow 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens ® 792 Durham Dayton Highway environment that will cause the moisture coritentofthe wood toexceedl9%and/or cause cwmectmplate corrosion. Fabricate. handle. install and Isace this truss in accordance with the faloWng standanis:Joint and Cutting Detail Reports'evailable as output from Truawal software. BC Live 0.00 psf 1.15 / 1.00 / 1.00 'Durham, CA 95938 'ANSIRPI 1', WTCA V - Wood Truss Council of America Standard Design Responsibilities. 'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 7.00 psf O. C. Spaci ng 2- 0- 0 TRUSPLUS 6.0 VER: T6.5.4 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I I l9m Street NW. Ste 800, Washington, DO 20036. Bldg Code: CBC -01 DEFL RATIO: L/360 TC: L/36