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039-560-046
039-560-046 AG 01-68 03+560-046 01-1526 BUSHMAN KATHY ! § BUSHMAN, JOHN & KATHY .1-07-M CHICO RIVER RD., CHICO 2806 CHICO RIVER RD. CFIICOO.Y AG EXEMPT PERMIT CONT: OWNER v \Cl' NEW 3 BR SF 039-590-046 01-1702 BUSHMAN, JOHN —I ENCROACHMENT PERMIT 2806 CHICO RIVER RD. CHIC DATE_ 3'11 31_—__—__ CONT: OWNER 5 TEMP POWER 039-566-046 05-3119 BUSHMAN �(\ 2806 RIVER ROAD, CHICO (v\rl Cont EMERALD POOt6 POOL INSTALLATION` If Ll f(� (� i t � BUILDING DIVISION J COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT C6 nn`` NO. ' V 1-6r Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation'or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. 0391- 3 /_ �� _ O ! , 4_5- ZONING /4-5- OWNER OWNER PHONE NO. 53O oq I q-4() q OWNER'S ADD 9a0 (/�. OUv �G - 9�9a06 LOCATION OF BUILDING ^ Lef 5 C� l2u�e� ro USE OF BUILDING SIZE OF STRUCTURE X _iSLv _ 7UD SQ. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE OTHER (Specify) TYPE OF SIDING RO CO INGWFLOfJF��YPE (�// ESTIMATED COST OF CONSTRUCTION $ -3o 000,00 AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: r n t r 210 FRONT /*-- 'SIDES REAR AG Buildings shall be°a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date G� a V — O Signature of Owner Z�� Permit Fee - $60.00 The above described AG Building is exempt from. il ngperrpit. (J 9'7 0 F�OQD P P.D. F Receipt No. ' % "( X Manager Building Division By Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant ir�.�.--�.S.ring-�'�'�`�r•�er�^..'.TM��sm�r�+ay�l:� 4,�►t�r�l�v�l�� `-^a�F�"t�r�3 r , ,��MUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ""'" , 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PE"IT"PLICA TION DATA SHEET OWNER: ASSESSOR PARCEL Proposed Building Use: Building Inspector: Date: -a -Q-0 j At time of permit applica ' n, I was advised the following data must & submitted prior to permit processing and/or issuance: Date Received By All items have been submitted .------------------------------------------------------------------------------------- ❑2! Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ 03: Complete plans, 3/4 sets, signed by the preparer of plans ----------------------------------------------------- 04'.,Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- 0 5.: Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ 0 6. Energy Design Compliance and supporting documentation. ----------------------------------------------------l„`, 117. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- 118. --------------------------------------------------------❑8. Hazardous Material Form.------------------------------------------------------------------------------------------ 09. --------------------------------❑9. Manufactured Home data and installation instructions including Tie Down Specifications .----------------- ❑ 10. Fees of $ ❑ 11. Impact fees as shown on the attached schedule. -------------------------- ` • �* ❑ 12. California Department of Forestry plan approval/fees. - ---------------------------------- 0 -----------------------------❑ 13. Flood elevation certificate. ------------------------------------------------ =4_ - - ❑ 14. Sanitation and plot plan approval Health Department. ----- -=---------------=--------------- C1 --------- ---- ❑ 15.. City of Chico plumbing permit. ----------------------------------------------- ':------------="-`=="==------------ ' ❑ 16. Plot plan and business license approval from the City of Biggs. ---------- ^t�+- --- ---• ,".-- - --- ❑ 17. Planning approval for (A) Use: (B) Parking: ;---------- ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal',,Parcel.--------- "= ------ ❑ 19. Encroachment Permit for driveway construction approval prior to occu anc- --------- -------- E120. - --❑20. Pre -inspection for required. Request to Building Inspector on (Date) 021. Contractor's license information. (Number, Name Style, Classification). ---- =---=r--------------.--------_� El 22. Workers' Compensation carrier and policy number. --------------------------- --------------- -------- =---- -- 023.Owner ,Builder Verification (Given to owner ❑, Mailed to owner 0) - ------------ ------ ------------------ .+� ❑24. Letter of signature authorization. ---------- _-_______ -- `"" --� x ❑25:: Recorded copy of Agricultural Acknowledgment Statement. ------------------------------------------------- �' ❑26. Letter of intent on building use. -------------------------- e ------------------------------------------------------- E127. ------------------------e------------------------------------------------------- ❑27. Manufactdr d Home utility clearance.e---------------------------------------------------- ----------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. 1143 A, El Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- E130. -------------- ❑30. Other: When you issue the permit, process as follows ❑ Mail to owner, []Mail to contractor. ❑ Telephone _Q0- 73LI —3461 and hold for pickup at 4.. IGy office. ❑ Deliver with inspector. -Applicant: � THUD : Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑Air Poll tion Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: r 1. Index permit application for the above items numbered: ❑ Plan Check List 2.A 'tional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Plans reviewed by: ` Date: Plans approved by: Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Date: Date: Date: Date: Butte County Department of 7eveir), inent Services. OurrE aaen N 0-T E S 7 County Center Drive, Oroville, CA 3965 (530) 538-7601 vywww.buttecounty neUdds RESIDENTIAL APN: 039-560-046 05-3119 BUSHMA.011-0 owner. 2806 RIVER ROAD, CHICO Cont: EMERALD POOLS ' Site Address: i. POOL INSTALLATION Contractor. j Type of Permit: t { SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE += OK 0 = Not OK MANUFACTURED HOMES MISCELLANEOUS DATE PERMANENT FOUNDATION SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; Fall/C/O-Concrete 4 Wtr; Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-Clrncs-Grnd Amp -Concrete 6 Yard Gas; Loctn-Test-Wrap Nat 0 or LP❑ Inch Sz Ft Lngth 7 Blckng; Sz-Spacing-Marriage Line 8 Gas; MH Test-Demand-Valve-Cnnctr 9. Elec MH Cntnty Test-Crossovers-Breakers-Clrncs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -C/O to Grade 12 Gas and Electricity Tagged 13 Tie Downs Q Foundation Q 14 Exits 15 Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers DATE D E C K S`C O V E R S -C A RP O RTS 'GA RAG E S 1 Zoning -Setbacks -Easements 2 Ftgs; Soils -Sz-Dpth-Spacing-CnnctrsSteeI 3 Decks, Girders/Joists-Dcking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts-Beams-Rftrs-Cnnctrs-Shthg Frmg-Brcng 5 Alum Awn; Columns -CnnctnsSpIice-Decal -Encisrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Sills -Anchrs-Stu ds-Rftrs-Trusses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Wall pnls °'o 48� DATE P O S 2'Sptbacks-Easements o Compaction -Structure Stability ool Structure; Steel-Cnnctns-Thickness Dead Men -Lining c RcptcIs1Lting; Distance-GFI ec Pool Lting; 15 volts-GFI Encisrs; Conduit Entries -Terminals -Listed . lec Bonding; Metal w/5'-Crcltng Eqp-Htr &.E Grndng; Eqp w/5' Crcltng Eqp-Pool Ightg Boxes-Encisrs-pnlboards-insultn to Main Conduit 9 He Dept Apprvl i0ooPImb; Cir Test-Wtr Supply Test i4-�Wtche �cl r; Fencing-A4arffm Winding, Diving board or Slide s` Pool Drawing t - o� � 0101 PSK N_• = OK 0 = Not RESIDENTIAL (Single. & Duplex) DATE JUNDERFLOOR DATE IPLUMBING 1 ZoningSetbacks-Easements-Flood-Slope 53 Wtr Htr; Vent-Acc-Cmbstn Air Baffle 2 Ftg Main; Soils-Elec Grnd Ftg Dpth 54 Wtr Pipe; Test & Anchr-Nail Prtctn 3 Ftg Garage; Soils-Steel-Elec Grnd Ftg Dpth.. 55 DWV; Test Fittings & Anchr Nail Prtctn 4 Ftg Porches/Decks; Soils -Steel Ftg Dpth 56 Shwr Pan; Test, First fir -Tub Acc 5 Stemwalls Main; Steel-Blockouts-Wrapped 57 Test Tub & Shwr, 2nd fir - Tub•Acc 6 Stemwalls Garage; Ste el -BI ockouts-Wrapped• 58 Gas Pipe; Sz & Anchrs 6a Hold Downs and Special Anchrs 59 Fire Sprinkler; Test 7 Slab, Steel Wrapped 60 Yard Gas Piping 8 Piers-Frplc Ftg-Steel 9 DWV; Fall -Fitting -Test -2 -way C/0 -Sewer Test 10 UF, Gas Pipe; Sz Anchrs-Sz Test 1.i Wtr Pipe; Test-Anchrs-RgltrService Test 12 Elec Undrgrnd DATE IMECHANICAL 13 Plenums & Ducts; Cirnc-MaterialSupport4nsultn 61 AC Ducts Insultn & Support 14 Girders-Sills-Anchr Botts -Joists -Vnts-Cripples 62 Vent Fan, Exhaust abv Insultn 15 Acc & Vntltn 63 Condensate Drain & Ovrflw, Sz & Grade 16. Insulation 64 Furnace -Vent Acc-Comb Air Rtrn[Vent 115 Outlet 65 Attic Acc & Pltfrm if Fumace in attic S` c` DATE IFRAMING 17 Sills Proper Materials & Anchrs DATE IFINAL 1S Walls Studs -Nailing Spacing & Braces -Plates -Sound 66 Ext Steps -Door & SideLt Prtctn-Landings 19 Bearing Walls over Girders & fir Nailing 67 Smoke Detector 20 Draft Stop in Walls (rat proof) 68 Furnace Vnts-Clrnc-Comb, Air-Cnnctr 21 Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs In Garage; abv-flr-Ducts-Mech Prtctn 22 Headers & Beams-Sz & Bearing 69 Bedroom Exiting 23 Hangers -Post Caps-Anchrs-Cnnctns 70 GFI & Bath Fxtrs & Tub Acc-Spa 24 Ceiling Joist-Rftr Ties-Purlin-Roof Brac-TrussShthg 71 GFI Arc Fault 25 Frplc Ties or Type A Flue-Frpic Throat Clmc 72 Elec Trim & Subpnl, Breaker Sis & Labels 26 Attic Acc; Sz & Rmx Prtctn-Draft Stop -Ins Baffles 73 Stairs, Guard/Handrails 27 Bdrm Wndws or Exiting Doors -Sill Ht & Dimensions 74 Frplc or Stove, Clrnc-Hearth 28 Garage Fire Prtctn Framing -RC Channel 75 Elec Outlets at Wood Pnl, Int & Ext 29 Prprty Line Firewall & Opngs 76 Ktchn, Fxtr & Appinc; Grnd-Air-Gap-Cooking Clrnc 30 Ext Doors -One T -Check Garage 3rd Story, 2 Exits 77 Elec Outlets & Rcptcls at Ktchn Counter 31 Stairs; Width-Hdrm-Rise-Run-Landing-Fire Prtctn 78 Garage Fire Door; Swing -Landing -Closure 32 Plywd on Roof Ovrhng-Attic Vnts-Rftr Outrgrs 79 AC Duct in Garage -Damper 33 Siding -Nailing Veneer 80 Wtr Htr; Vnts-Clmc-Com Air Cnnctr-PRV; abv fir 34 Stucco Lath -Weep Screed-Fndtri Vnts-Undrflr Acc Mech Prtctn; LPG Appince Undr House 3" drain 35 Glazing Area -Glass Prtctn-SkyLts-Plastic 81 Plmb; Elec & Mech Eqp Listed for Loctn 36 Shear Walls; Nailing -Bolts 82 Elec Rcptcls in Garage (GFI) Romex Prtctn 37 Brace Int/Ext Wall pnls 83 Insultn-Foam-Looked in Attic 38 Insultn-Walls-Ceilings 84 Guard Rails & Deck Cnstrctn-Post Caps 39 Infiltration-Walls-Wndws 85 Fndn Vnts & Crawl Hole Door Drnge & Wood -Earth 86 Clrnc Drnge Planters ❑Yes ❑No 87 Stucco Brown -Finish 88 AC Unit Dscnnct, Elec-Plmb 89 Vnts abv Roof, Plmb-Appinc-Frplc-CImc to Opngs DATE JELECTRICAL 90 Wtr Well, Dscnnct, Elec, Plmb 40 Fxtr & Trnsfrmr CImc4ns Prtctn 91 Ext Elec Trim, GFI Rcptcl-Undrgrnd 41 Elec Rcptcls Spacing-Lts & Switches at Doors 92 Vntltn thru House 42 Sz Boxes & No Of Cndctrs Stapled 93 Glass Prtctn 43 Romex Installed Close to Edge of Studs & CJ 94 Corrections from previous Inspctns 44 Eqp Grnd made up W/Mech Fstnrs 95 Gas Test -Meters Tagged, Gas-Elec 45 Grndng Electrode Bond Gas & Wtr 96 Wtr & Sewer Cnnctd-C/O to grade -HD Apprvl 46 2 Appinc Cires in Ktchn & Cndctr Sz GFI 97 Energy Cmpinc Cert -Other Certs 47 Subfeed Wire Sz ea ❑ CU or DAL 98 Address Posted AC Wire Sz ga ❑ CU orDAL 99 Fire Sprinkler 48 Range Circ pa 0 C or [:JAL Oven Circ ga ❑ CU or ❑ AL Insulated Neutral ❑Yes ❑No o'° 49 Service -Riser Cndctrs & Grnd Main Dscnnct 50 Eqp Clrncs pnls-Motors-Mech Eqp 51 Clothes Closet Lt-Shwr Lt -Spa Lt 52 Smoke Detector BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION M (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE M (530) 538-7541 PERMIT NO. BPO53119 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 1 hereby affirm under penally of perjury that I licensed under provisions of Chapter 9 (commencing with Section 700000 ) of Division 3 of Issued Date: 12/07/2005 APN: 039-560-046-000 the Business and Professions Code, and my license is in full force and effect. License Class : 6 �3 I License Z-1 I lo1� LLNumber: Site Address: 2806 CHICO RIVER RD CHI Contractor: �tmeb-/,d ••PouLS Date: 1 6 ; Map Index: Description: POOL MASTER# 513-01 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: BUSHMAN JOHN F &KATHLEEN A permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 2806 CHICO RIVER RD the Contractors State License Law (Chapter 9 commencing with Section CHICO, CA 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any 95928-9621 violation of Section 7031.5 by any applicant for a permit subjects the " applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees :with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant: EMERALD POOLS pP owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 3138 TANGEMAN TRAIL sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of PARADISE, CA 95969 proving that he or she did not build or Improve for the purpose of 530-877-3638 sale.). emerald@chico.com ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Prdfessions Code. The Contractors' State License Law does not apply to an owner of property who builds or Improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: EMERALD POOLS pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code 3138 TANGEMAN TRAIL PARADISE, CA 95969 Date: owner: 530-877-3638 emerald@chico.com WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: License #: 721764 ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Architect: ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Engineer: the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Total Square Ft: 0 S. F. (jU �L-�co) C', Policy o� Valuation: $0.00 ❑ I certify that in the performance of the work for which this permit is Census Code: Issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date:_ L7JLt(1 i)`�la2SLr5 Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. 6G ,l CONSTRUCTION LENDING AGENCY This permit r the applicable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the the for this is issued (Sec 3097 Civ.)' Resolutionsabove for which fees have been paid. mel.9� L •Name: performance of work which permit BYDate: vS� PERMIT EXPIRES O Address: Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safely Code is not applicable to the scheduled construction of this project. ❑ _ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name: Bc y 10 V1QNg Signature: Date: 0 Contractor 1 Agent for Owner for Contractor D—Owner t<Agent BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2534 OFFICE #: (530) 538-7541 A FEE WILL BE REO UIRED AT TIME OF A PPLICA TION . Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Namei o� F' �1 .1 Y� I� Address ��� c � d City. 0&1 LO State � Zip�(JC1�C� Phone Ij Fax E-mail CONTRACTOR Name, 6��nn -' ow 90 t . Address �Ic$��—+� 11�� 10D I City(�Vl160 State Zip a�2) Phone b"4a_ $��� b" Fax E-mail Ligl t q (, Class�� APPLICANT INFORMATION ARCHITECT/ENGINEER Name City Address Zip City Fax State Zip Phone Book Fax E-mail Planner State License Number APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE ITI� �gf3Vcbl.S For office use only: Zoning AP# 03 9 Flood Zone Property Address SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS PERMIT NO. BIN ff Description or Scope of Work: Sq FT- Living Garage Open Cov LJ Structure Built without Hermits , D Proposed Change of Occupanzcy� (Note previous use): 100'n EXPIRATION OF APP� Applications for wb;7 015 �4~ �y�3a c�5 � 'ill expire one year after the dati 00 a`a0 �,gOenew action on an applicationAfter fter eexL S �O ��, plans and fee will be required,'*' 071 REQL11 Refunds' ..,written request by the person who paid the fe.st be made prior to the expiration of the ermi -on work has been done. Filing fees, plan the kifeesfor`, (:)�;lan checked and other department costs are not refundable. Received by: K,6 , Amount: . �2 Bldg - SRA Receipt #: 1A ydCCCAG Sheriff SMIP Other Date: IL-rLI�bCJ Total .PROJECT LOCATION AP# 03 9 S760 / D Property Address I& 2 City N,C_e> Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring an one 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: Sq FT- Living Garage Open Cov LJ Structure Built without Hermits , D Proposed Change of Occupanzcy� (Note previous use): 100'n EXPIRATION OF APP� Applications for wb;7 015 �4~ �y�3a c�5 � 'ill expire one year after the dati 00 a`a0 �,gOenew action on an applicationAfter fter eexL S �O ��, plans and fee will be required,'*' 071 REQL11 Refunds' ..,written request by the person who paid the fe.st be made prior to the expiration of the ermi -on work has been done. Filing fees, plan the kifeesfor`, (:)�;lan checked and other department costs are not refundable. Received by: K,6 , Amount: . �2 Bldg - SRA Receipt #: 1A ydCCCAG Sheriff SMIP Other Date: IL-rLI�bCJ Total SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature ori 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. 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 KAFORMSWILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 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: 6 us Ct 1 ! ASSESSOR PARCEL NUMBER 0,11 Proposed Building Use: ���atli ff POOI QS�Fi51�� Permit Technician: Date: 11- 9 1- It$ms required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. `e5-'rN 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. "6� 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered. plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxesl ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Hazardous Material Form ❑ 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Re arcing items needed to issue the permit. (May require additional plan review upon receipt of the following items.) `N 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 ❑ 17. Soils Report and/or Engineered Foundation required ........................................... �❑ j'pid 18. Erosion Control Plan Required........................................................................ 19. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 20. City of Chico Plumbing permit........................................................................ ❑ 21. Site plan and business license approval from the City of Biggs .............................. ❑ 22. California Department of Forestry plan approval El paid. Sent by: ............ 23. Planning approval for (A) Use: (B) Parking: (C) Parcel Check:...........�2 2-eYt ❑ 24. Contact Land Development about _ Improvements, _ Drainage ........................ ❑ 25. Fire Marshall Review (commercial projects only). Sent by: ...................... 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... ❑ 30. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 31. Letter of Signature authorization.................................................................... ❑ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... .. ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: When issued Telephone (S�0�qq :3332 eonirnrK and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant O OZkndL, Date: 1. Index permit application for the above items n mbered: Plan Check L tter t 2kAd4itional items required -on tr designer, owner, was advised of the above data byphone, ❑ mail, ❑ counter, by Date: Co or, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: a 42 Date: Plans approved by: Date: Structural reviewed by /� Date. /, -- Structural approved by: Date: Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 Plot Plan Attedted Floor Plan Atladted ' Sent to BD/DS / TO: Building Division - Development Services FROM: Environmental Health ` SUBJECT: Sanitation Clearance j r-aJU 00_ 57&0 caner Location AP# Plan Approved for: Sewage Disposal: Water. Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: ` NOTE: 7 Environmental He Building Clearance 9/2005 st t Date Department of Public works ri' � i� �i; "�� f B 11 t .. t e LAND DEVELOPMENT DIVISION. 0 J. Michael Crump, Director StormWater lviana;ementpraoram 7 County Center Drive Orovaie, CA 95965 [J 14-� (530) 538-7266 L1C (FAX) 53&7171 WCF' ' NPDES Phase, li National Pollutant Discharge Elimination SYsiem StorWater �) liutionPrevention Construction Storm Water Permit andCRE Pian (SWPPP) Acknowledgement BLESS T Project Description: 00C PCO Li Z P 'Project Location and/or -Parcel Number: Z 6 i2�ye dol B signing below, L the project oysrnerlowner,s agent, certify that this project WILL NOT DISTURB. 'Pe Y- 1 acre or more of land and that I, therefore, do not need to apply for a Consp ��n S� whatr contain f,om the State of California Regional. Water Quality Control Board. projects multiple site build -outs of less than one acre but when combi re t water sePermuent it from the State phases, total oof than one acre of disturbed'soil will require a Construction S California Regional W ater Quality Control Board. I am aware that submitting false andlor inaccurate n informatioor failure to apply fora Construction Quality Control Board for a project. Storm Water Permit from the State of California Regional Waterother permits or other that disturbs one acre or more of land may result in revocation of grading ding anor sanctions provided by law. Signed:�v- Title: Q Date: U 6 Zl 4 NOTES n RESIDENTIAL '03q-5ti0-04C Gi-152E� BUSHMAN, JOHN &KATHY 2306 CHICO RIVER RD. CHICO CONT: OWN EIS NEW 3BRSF F � SPECIAL CONDITIONS CHECKED BY . SRA FLOOD CERTIFICATE REQ. r1 FIRE SPRINKLERS REQ. w SPECIAL INSPECTION ITEMS:. VERIFY ,. USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER �_10_o1 OFFICE jCOPY (�� Address C �U !/ 6JyLy GAS Meter Bye ELECTRIC �0_ G% Meter By Date 7F ' JOB FINALED (Date) ��- 4 Signature ^\ I I OFFICE COPY + 1 I � O � Ad ress r� or GAS Meter By �� Date I ELECTRI r ,'1 C) Meter By ` Dat ul, `j F 9 F � SPECIAL CONDITIONS CHECKED BY . SRA FLOOD CERTIFICATE REQ. r1 FIRE SPRINKLERS REQ. w SPECIAL INSPECTION ITEMS:. VERIFY ,. USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER �_10_o1 OFFICE jCOPY (�� Address C �U !/ 6JyLy GAS Meter Bye ELECTRIC �0_ G% Meter By Date 7F ' JOB FINALED (Date) ��- 4 Signature ^\ I V= OK 0'= Not OK Not = Not Realagable MOBILE HOMES, Date MOBILE HOME UTILITIES (Plans) OK except #'s Footings; Soils -Size -Depth -Spacing -Connectors -Steel 1. Zoning Requirements-Setbacks-Easements 4. 2. Soils; Special MH Support Sketch Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 3. Sewer; Location-Test-Fall-C/O-Concrete 7. 4. Water; Location-Test-Easement Needed (Sketch) Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 5. Electricity; Location-Clearances-Grnd-/ /Amp-Concrete 10. 6. Gas; Location-Test-Wrap;-/ /" L'ft. / /'Nat. or / /"L"ft./ PLPG Ext.; Steps -Doors -Landings 7. Well Clearance & Disconnect 9. Health Department Approval 8. Utility Clearance 11. Light Niche Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements-Setbacks-Easements 2. Footings; Size-Spacing-Marriage Line 3. Gas; MH Test-Demand-Valve-Connector 4. Electricity; MH Test-Crossovers-Breakers-Clearances 5. Drain; MH Test-Fall-Flex Connector 6. Water; MH Test-Regulator-Connector 7. Water and Sewer Connected-C/O to Grade-HD Approval 8. Gas and Electricity Tagged 9. Tie Downs-Type-Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Bea ms- Rftrs.-Con nectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels - Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI S. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Pane lboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ,/ = OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL (E Date qdderfloor (Plans) OK except #'s DateHANICAL 20 g -Setbacks -Easements -Flood -Slope 2P -<g., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth 4. Ftg. orches & Decks; Soils -Steel-/ P' Ftg. Depth temwalls, Main; Steel-Blockouts-Wrapped 6. Ste walls, Garage; Steel- Bloc kouts-Wrapped old Downs and Special Anchors t 7. Sla , Steel -Wrapped 8. ers-Fireplace Ftg.-Steel �— D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. Gas Pipe; Size Anchors - Yard Gas Piping; Size Test UAI"Water Pipe; Test -Anchors -Regulator -Service Test �. Electric Underground Plenums & Ducts; Clearance -Material -Support -Ins. 14. rders-Sills-Anchor Bolts-Joists-Vents-Crippies Access & Ventilation 16. Insulation 4,4 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ALUMBING (Permit) OK except #'s Water Htr.; Vent -Access -Combustion Air Baffle 18. Zater Pipe; Test & Anchor -Nail Protection D.W.V.; Test Fittings & Anchor -Nail Protection 'P9! Sh wer an; Test, First Floor -Tub Access 27 est Tub & Shower, Second Floor -Tub Access V. Gas Pipe; Sixe & Anchors p Dateu i 1 t O Card B-1fl ♦ l- Date Card B-1 Date Card B-1 + Date Card 3-1 Date XLECTRICAL (Permit) OK except #'s(Permit) OK except #'s Fixture & Transformer Clearance -Ins. Protection Ejec. Receptacles Spacing -Lights & Switches at Doors ZvSze Boxes & No. of Conductors Stapled omex Installed Close to Edge of Studs & C.J. uip. Ground made up w/Mech Fasteners -Bond Gas & Water ppliance Circuits in Kitchen & Conductor Size GF Subfeed Wire Siz02/ ga. Cu o AI C. Wire Siz & - Cu gM -@@—Rtgpe,46le / / ga Cu or At Oven Circ. / /ga Cu or At Igsulated Neutral U Yes U No S ice -Riser Conductors & Ground Main Disconnect Equip. Clearances Panels-Motors-Mech. Equip. -33- Pothes Closet Light -Shower Light -Spa Light Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 DateHANICAL (Permit) OK except #'s C. Ducts Insulation & Support nt Fan, Exhaust above insulation densate Drain & Overflow, Size & Grade Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet .89'.—Attic Access & Platform if Furnace in Attic Date ,`1 Card B-1` . Date Card B-1 Date Card B-1 Date Card B-1 Date / FRAMING (Permit) OK except #'s IM./Sills Proper Materials & Anchors M. Aalls Studs-Nailinq Soacinq & Braces -Plates -Sound 4'T .9e2rino Walls over Girders & Floor Nailinq 413. r ft Stop in Walls (rat proof) 4. ire Stops. Furred Ceilinqs-Stairs-Chasers-Tubs 45. Headers & Beams -Size & Bearing dingle & Duplex) Date FRAMING (Continued) angers -Post Caps -Anchors -Connectors K. Cling. Joist-Rftr. Ties- Purlin-Roft Brac.-Truss -Shting.•Rfng. -4.& replace Ties or Type A Flue -Fireplace Throat Clearance ttic Access; Size & Romex Protection -Draft Stop -Ins. Baffles . 13_0m. Windows or Exiting Doors -Sill Ht. & Dimensions rage Fire Protection Framing operty Line Firewall & Openings Ne'Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits .56.. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection &e Plywoo_oodn Roof Overhang -Attic Vents -Rafter Outriggers -66, Si g -Nailing Veneer JrC ucco Mesh -Drip Screed -Fd. Vents-Underflr. Access lazing Area -Glass Protection -S li hts-Plastic Shear IIs; Nailing -Bolts 60. Br e Interior/Exterior Wall Panels 6 . Ins ation•Walls-Ceilings nfiltration-Walls-Windows Date Card B-1 Date Card B-1 Date . Card 13-1 Date Card B-1 Date FIN L fans) OK except #'s Of art. Steps -Door & Sidelight Protection -Landings Sm ke Detector Furnace Vents -clearance -Comb, Air -Connector - I arage; Above Floor-Ducts-Mech. Protection B roam Exiting ?!G Z. & Bath Fixtures & Tub Access -Spa . Elec. Trim & Subpanel, Breaker Sizes & Labels yT rs & Rails 7 Fireplace or Stove, Clearance -Hearth 7 ec. Outlets at Wood Panel, Int. & Ext. jPt. Fixt. &Appliance; Ground -Air Gap -Cooking Clearance c. Outlets & Receptacles at Kit. Counter 7 arage Fire Door; Swing -Landing -Closure 5. A . Duct in Garage -Damper Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. Garage; Above Floor-Mech. Protection PJk:. Elec. & Mech. Equip. Listed for Location 7 c. Receptacles in Garage (F.F.I.)-Romex Protection 7 . dation-Foam-Looked in Attic -1160'Tu'ard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor U Ye 82 ollowing Inst ./Drive - es J No/Walks g Yes J No/Planters J Yes- o 83. St co wn-Finish Z ♦ Z 84 C. Unit Disconnect, Electrical -Plumbing 8 ents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Se Vater Well, Disconnect, Electrical, Plumbing Exterior Elec. Trim, G.F.I. Receptacle -Underground 8$/Qentilation Throughout House Qfl'Glass Protection Corrections from Previous Inspections Gas Test -Meters Tagged, Gas -Electric -9?.' & Sewer Connected -C/O to Grade -HD Approval Energy Compliance Certificate -Other Certificates Address Posted Date �, ('S Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 0�- f-7o�- INTER-DEPARTMENTAL MEMORANDUM TO: BUILDING DIVISION, OROVILLE FROM: ENVIR. HEALTH, CHICO DATE: RELEASE ENV. �EAL'TH HOLD ON BUILDING FINAL FOR: OWNER NAME: Itas SEPTIC: WELL: AP#: C -3Q - 57w ®YhADDRESS/LOCATION: Comments: GUmemWrclea4ehold 6 a► .+r OUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541. PERMIT NO. (Rev. 12/96) t APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 6 .•4477 ZONING BUILDING PERMIT OWNER JON KAVY BUSHMAN TELEEPHONE 345-1664 SO. FT. OCC. BUILDING VALUATION 89 048.00 OWNERS MAILING ADDRESS 2806 MM RIVER RD CHICO 95928 1230 C 16,757.00 CONTRACTORS NAME 0W= TELEPHONE VtV7 1[ i 17 .lY� NJ 2(*2 b 1111,348#00 t t 3 8# 00 CONTRACTORS MAULING ADDRESS . CONSTRUCTION LENDER. Fireplace 10500.()0 LENDER'S MAIUNG ADDRESS Total Valuation $ 144 653.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 797.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 518.05 BUILDING ADDRESS 2 IM RD* CHICOPERMIT Energy Plan Checking Fee $ 23.00 FEE $ 1358.05 LOT NO. SUBDIVISIONS NAME # PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 1 7.00 77.00 USEOFSTRUCTURE SF I Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 15,00 TYPE OF WORK New ❑X Addition ❑ Remodel ❑ Ublifies ❑ Installation ❑ Other ❑ Describe Work: S9 C IF Gas piping system 1 - 5 outlets 15.00 15.00. Building sewer 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ 157.100 ELECTRICAL PERMIT Fling Fee 20.00 Main Service z�DOAAORLEss 23.00 23.00 • CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I )<by affirm under penalty of perjury one of the following declarations: 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed If the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthw6 comply with those provisions. -of X !« �`f C r lf/� • ` Date tFindicated Lo Signature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition -or construction of structures over 3 stories in height. ""�� Main Service TO 1000A 46.00 200ALICENSED NEW CONST. DWELLING OCCU CUP. SO OR ADONS. ( a PCO. BLDS. 3.SQFr. 41 43 NON-REW ESID. MULTI.OU,cuTSTLET 97.50 POWER APPARATUS 6 SINGLE OUTLET CIR. 20 Ex. Occup. OUTLET OR FDRES @'.50 RUSAL @ .SO Ex. Occup.. ouTiErs R610OFRA. 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 144.43 MECHANICAL PERMIT Fling Fee 20.00 Heating 15.00 Cooling25.00 Hood 6.50 6 Ventilation PERMIT FEI: $ 139311.11 Mobile Home Installation Fee $ Energy Inspection Fee $ 46,00 RVU DONUTYPE TOTAL FEE $ 1780.98 HA2. D. FEES P ]° D CDF P CEL i►' !PD► D i� ISSUE This permit is hereby issued under the Butte County Code and/or above for which gees have , . J �t .. By ✓' PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. Date° ate Receipt No. 17 I WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96)' APPLICATION AND PERMIT 1_15 (P ASSESSOR PARCEL NUMBER 039-560-046 ZONING A10 - BUILDING PERMIT OWNER JOHN AND KATHY BUSHMAN TELEPHONE 345-1669 SO. FT. OCC. BUILDING VALUATION 36 U . OWNER'S MAILING ADDRESS 2806 CHICO RIVER RD CHICO 95928 1289 C 16,757.00 CONTRACTOR'SOWNER TELEPHONE 2062 R 111, 348.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace 1,500.00 LENDER'S MAILING ADDRESS Total valuation $ 144 653.00 ARCHITECT OR ENGINEER CHARLIE ROBERTS LICENSE NO. Film Fee $ 20.00 Permit Fee $ 797.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 518.05 BUILDINGADDRESS 2806 CHICO RIVER RD CHICO Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 1358.05 LAT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 1 7.00 77.00 USEOFSTRUCTURE SF 0 Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 15.00 TYPE OF WORK New ❑X Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 15.00 Building sewer 15.00 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE S 157.00 ELECTRICAL PERMIT Fling Fee 20.00 800OR UES Main Service 20 0A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 by affirm under penalty of perjury one of the following declarations: 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is Issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.)ocg ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the worker ' compensation provisions of section 3700 of the Labor Code, I shall forth h comply wit those provisions. / �(�- (® X Date 0 Signature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolit' construction of structures over 3 stories in hhei ht. Main Service TO I 46.00 WEL200A NEW CONST. DWEWNG OCCUP. SO U OR ADDNS. ( & ACC. BLAS. 3.5¢,T: NONE°SID MULTI.OUTLET �G 7.50 H CIRCUITS POWER 8 SINGLE OUTLET APPARATUS CIR. Ex. Occup. CUTLET OR FDMRES BAS @ .50 IXED AS Ex. Occup.ouT p I°,°E 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirino 23.00 PERMIT FEE S 144- 3 MECHANICAL PERMIT Fling Fee 20.00 Heating 15.00 Coolin Hood 6.50 Ventilation PERMIT FEI: $ 75.50 Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 Rah CONST. TYPE VN TOTAL FEE $ 1780.98 HAZ. D. FEES I P ° D CDF P CEL TISSUE D This permit is hereby Issued under the applicable provisions of the Butte County Code and/or Resolutions to do work Indic at bov or At ch tees have been paid. By ` Datv, 6 PERMIT EXPIRES ON ate ReceiptNo. 32 y7D ,C 23 3L 77 WHITE-D.D.S.-B.D. CANARY- SSESSO PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION R 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541'/,�ERMIT NO. iRev*12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER -.. �/`/� _ /// (, ZONINGA.1 ® BUILDINGPERMIT OWNERJo, /� /�a�t• SNM•e"/ TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNER; MAILING ADDRESS V �t�Vr/6 �C% /\II�Ci✓L_ t�LQ 36 O / CONTRACTOR'S NAME _ j J / CX__JJ e, /V J TELEPHONE / Q Coll U L, . OO CONTRACTORS MAILING ADDRESS` CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ I T1 ARCHITECT OR ENGINEER CJYM.LK LICENSE NO. Filing Fee $ 20.00 Permit Fee ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee S $ BUILOINGADDRESS '1 Q O / C Pie/ 0 X l I/L✓1- `v (� Energy Plan Checking Fee $ 23 $ 3sF - P5:: Cfl/ C& ' PERMIT FEE $ LDTNO. SUBDNLspNSNAME PARCEL PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF f� Duplex ❑ Mobilehome ❑ Other ` SPECIFY Solar or heat pump water heater 23.00 Water Water piping 15.00 L gas water heater or vent 15.00 TYPE OF WORK New C 1 Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W (a?20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service oa LLEss 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class IL No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permitis issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit Is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not *employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X Date _ Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 200A TO 1000A 46.00 NEW CONST DWELLING OCCUP. SO (� OR ADONS. ( a ACC. BLDS. 3.5¢FT. N =, CONS ' MULTI -OUTLET @7,50 POWER APPARATUS a sINGLE 011rLET C'FL Ex. Occup. OUTLET OR FDrrURES SAL o 1.550 Ex. Occup. ount�s�aESiLNSD.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE _ MECHANICAL PERMIT Filing Fee 20.00 Heating 1 Cooling T Hood 6.50 Ventilation P VU PERMIT FEt: S Mobile Home Installation Fee $ Energy Inspection Fee $— 'q, occ CONST TY TO AL FEE $ .7/81 HAZ. F I FL D CDF p' EL HD ISSUE _ This permit is here y issued under the of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. Date _ pato Receipt No. C .3 2 %Z Z3 J Yl WHIrE-D.O.S.-B.D. CANARY.ASS OR K•INSPECTOR GOLDENROD•APPLICANT FA Oc 1. I PAR 4 COUNTY OF BUTT - DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE (530) 538-7541' "" { 1t. PERMIT APPLICATION DATA SHEET OWNER: ASSESSOR PARCEL NUMBER: 3 cI O - 0 Proposed Building se: view 3 n2 S/� Building Inspector: �- Date: 2,o,) At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By 111. All items have been submitted -------------------------------------------------------------------------------------- El 2. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑ 3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- r" ❑4. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ 116. Energy Design Compliance and supporting documentation. ---------------------------------------------------- ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- 118. -------------------------------------------------------- ❑8. Hazardous Material Form.------------------------------------------------------------------------------------------ 9. Manufactured Home data and installation inst^ru� ctions including Tie Down Specifications.--------- r Fe�1'-7 F -------------v ------------------------------------------- es'of $ pact.fees as shown on the attached schedule. -------------------------------------------------------- 1112 California Department of Forestry plan approval/fees. ------------------------------------------------ 3. Flood elevation certificate. ------------------------------------------------------------------------------- anitation and plot plan approval G �l Health Department. ---------------------------------- ❑ 15. City of Chico plumbing permit. -------------------------------------------------------------------------- ❑ 16. Plot plan and business license approval from the City of Biggs. ------------------------------------- ❑ 17. Planning approval for (A) Use: 01,1C (B) Parking: ------------------- ontact Land Development about ❑Improvements, ❑ Drainageegal Parcel. ----------------- 9. EncroachmentPermit for driveway (construction approval prior to occupancy). --------------------- ❑20. Pre-inspebton'for required. Request to Building Inspector on ❑21. Contractor's license information. (Number, Name Style, Classification). ----------------------------- 0 22. Workers' Compensation carrier and policy number. ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). 24. Letter of signature authorization. ------------------------------------------ ter copy of Agricultural Acknowledgment Statement. ----------- ❑26. Letter of intent on building use. -------------------------------------------- ❑27. Manufactured Home utility clearance. -------------------------- 028. Existing violations and/or expired permits ---------------------- 029. ❑433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 030. other: ate) When you issue the p7t, process as,follows ❑ Mail to owner ❑yMail to contractor./ S4Telephone _ ` and hold for pickup a / i-�66� off'ice. ❑ Deliv with inspector. Tc T. l2vleav a- 1/ _;*/11 2 cY %? Arr lic Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air P61lutio Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Departm t, ❑ er Date: By: 1. Index permit application for the above items numbered: i t ❑ Plan Check List 2. Additional items required: - t- Contractor, designer owner, as advised of the above required data by d pone, ❑ mail, ❑ Building Division counter, by �.Date: 7s_C�, Contractor, designer, owner, was advised of the above required data by 11 one, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Buildin 'visi n counter, by Date: Plans reviewed by: Y Date: Plans approved by: Date: Sets of plans on hold in. ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: E.H. US ONLY Plot Plan Attached Floor Plan Attaehid� Sant to 6.0 ! TO: Building Departmen FROM: Environmental Health SUBJECT: Sanitation Clearance Cwib P6rsp- s�o -dam Owner Location AP# Plan Approved for Clearance for %Hold final for: Sewage Disposal t/ dwelling. Other Final clearance O.K. for: (VOTE: Water Supply: I Public Private Well E vironmental Health Specie ist ate 8/96 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER /` A A,17 /cl01-H IU U3H111, I%J A.P. # PROPO ED BUILDING USE `O�' S�G–" DATE L� p 1 (Sw r RECEIPT # DATE REC. BUILDING PERMIT FEES --Balance Due ........................................................ $ " \ --Additional Fees Due ............................................ $ --Additional Fees Due ............................................ $ --Revised Plan Checking Fee ................................. $ SCHOOL DISTRICT FEES L) (paid at District Office) A� SHERIFF FEES (paid at Building Division) Residential .................................... �' I— x $360.00 = $ Units ` Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ —X—=$ # Units Amt. Commercial (Sq. ft.) ............. x = $ Sq. ft. Amt. ,�f 5. RECREATION DISTRICT FEES 0wh! &/ ` 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) C 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the an checking process. APPLICANT A&4 DATE 0/;20/0 Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). ,i Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner _ (Rev. 6/00) w� Ki OWNER -BUILDER ;VERIFICATION 1 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 materials for construction of the proposed Property improvement : YES NO D 2. I HAVE O HAVE NOT signed an application for a building permit for the proposed work. 3. I have contracted with the following person. (firm) to.prar ALA.proPosed construction: NAM ADDRESS: CITY;_ . PHONE: CONTRACTOR'S LICENSE NO. 4. I plan. to provide portions of this work, but I have hired. the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: 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: PROPERTYOWNER: "Tohn Fg.161 SOCIAL SECURITY NUMBER: DATE: NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to Issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: _ An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of 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 yot! plait to &y own work, with the exception of various trades that you plan tc subconavA you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (inchtding-niaterials and other costs) is $300 or more for the entire. project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments 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. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, 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 contractors is to secure an "owner buildee' building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, Mic el C. Vi ira, C.B.O. Ma ger, Building Inspection NOTE. This Owner -Builder Information is required by Section 19830 of lire Callfornla Health and Safety Coda OVER COPY of Document Recorded AND WHEN RECORDED MAIL TO: 7;4,7 ` AlShl7W4 16 -Jul -2001 2001-0030862 BUTTE COUNTY BUILDING DIVISION A*'7%/4eei If. ,8 4;4 ,pas not been compared Frith 7 COUNTY CENTER DRIVE original OROVILLE, CA 95965 'JQO / /�ij ,Q�(�„j v`(!. p C�� /C B jam- COUNTY RECORDER Chico, � AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and Harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: r90%1 D3 S6o - Dq(,* THE LAIVP REfeXA&D M J&9d:/A/ /.T si741/47" SAI 7,V6' Xr*1Lw- 6,01: Z-or F Lor 7S, xf W*45- wc- ea pE i Date IVO • Z OF M67 IM WOE rH�if-� oe,+n1cf-/ �t ICH IWAO /N 77-1E OjF/CC' OF ME Qo 7 C SW7E / of cites, fa2•//,4/ OA./ PROPERTY OWNERS: C7` o%1✓I � �G�v �I�YI �i� State of California ) County of��2 ) On _:S'N' �t 2_nn I before me, personally appeared F. Q,,U , �',_ G ,^ d dl /Z,,LI. c,. y kne" fam2e*"roved to we on the bans of satisfactory evidence) to be the persongwhose name(s) yare subscribed to the within instrument and acknowledged to me that ho%he/they executed the same in UsAer/their authorized capaciWies), and that by hisflseWtheir 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 o ' se Signature Seal:���`�'"� w KEITH LEWIS WAGGONIER IE g co= g VIM .. . 1248159 or 4 •. ( MOTA;2YPUBLIC -CALIFORNIA A.P. # - ��� AL MEDA COUNTY�� My Comm. Exp. Jan. 2. 2004 �.vov-riwvwac rvvvv.vc`-.�vv:�r'ay.�.:�+rev�* a-v3d ton poli tontpLIO aaflomg YTRU03 3 TU6 A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is -- completed. If you have any questions pertaining to this matter, or need additional explanation, - please contact this office immediately. s Alr Date' Inspector REV 10/92 w COUNTY OF BUTTE mai BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 wl 7 County Center Drive • Oroville, CA • (530)'538-7541, CORRECTION NOTICE. 1 S OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is comp ed. If you have any questions pertaining to this matter, or need additional explanation,_ ple a contact this office immediately. AP AIw� ��- iu -ti s� A Date v Inspector, REV 10/92 •01-1702 -. ... _ 039-590-04 BUSHMAN, JOHN 2806 CHICO RIVER RD. CHICO / CONT: OWNER TEMP POWER •F , � 4 t a y f 9 ' 1 r . ' - I t 1 l, �lyl4v COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION O/"/ a© CQ, 7 County Center Drive • Oroville, California 93965 • Telephone (530) 538-7.5�41�, PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT *'V—" -_-.7 I — ASSESSOR PARCEL MM 01 V zOwNe BUILDING PERMIT OWNER J ��c�S��A- TF,�HONE f�UP SO. FT. 'OCC. BUILDING VALUATION OWNEA'S MA�Ut�(Ci , .' ✓ �� ' CONTRACTOR'S/NAME er TELEPHONE CONTRACTORS MAIL1WADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Flin Fee $ 0.00 Permit Fee ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS v 1 r v �r I Energy Plan C king Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00, Each Trap 7.00 USEOFSTRUCTURE SF (117 tt SPECIFY Duplex ❑ Mobilehome ❑ Other Solar or heat pump water heater 23. 0 Water piping 15.00 Each as water heater or y 15.00 TYPE OF WORK New ❑ Addition Remodel ❑ Utilities Installation ❑ Other ❑ Describe Work: el, 1 O L, ,)`�� i Gas piping system 1 outlets 15.00 Building sewer 15.00 Mobile Hom S G W Q20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 800VOR LE Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Mein Service WA 46.00 NEW CONST. DWENG CCU DWOCCUR OR ADONS. ( SO sFT NON•RESID. MULTI -OUTLET (0 7,50 POWER APPATUS 8 SINGLE OurLAR_ CIR. EX. OCCU OUTLET OR FDRURES BAL�'.5500 Ex. Occup.,OUTLETS RES D.G� 5.00 Temporary Service 23.00 2 • a Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE $44 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are:. Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. / Date 7/0/0/ Q Signature of Applicant -�O Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation 10"PERMIT FEI: $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE t� TOTAL FEE $ 4q 7 HA2. D. FEES IMP I FLOOD COF PARCEL PO HD ISSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By f �+ PERMIT EXPIRES ON �� the applicable provisions Resolutions to do work been paid. Date 1 O // C Data Receipt No. _ Z WHITE-D.D.S.- TD. A AR - SESSOR PINK -INSPECTOR GOLDENROD -APPLICANT T COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION O/—/ ?O 7 County Center Drive • Oroville, Galiforn a 95965 • Telephone (530) 538.7 0. (Rev, 12/96) APPLICATION AND PERMIT -"-� ASSESSOR ZONING BUILDING PERMIT OWNER OWNER �J T NONE SO. FT. OCC. BUILDING VALUATION . OWNERS MAIjJp�(i (/ CONTRACTOR'''S NANAME J TELEPHONE CONTRACTORS mAiLINMADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Film Fee $ D • ()O Permit Fee ARCHITECT OR ENGINEERS MAIUNG ADDRESS Plan Checking Fee $ BUILDINOADDRESS^ G/�� �J ✓ —Q O I (C7 67— r Energy Plan king Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF uplex ❑ Mobilehome ❑ Other P SPECIFY Solar or heat pump water heater 23 --- Water piping 15.00 Each gas water heater or v 15.00 TYPE OF WORK New ❑ Addition f�odel [3 Utilities stallation ❑ Other ❑ Describe Work: I �V`1 f'/ O lti7 Gas piping system 1 - outiets 15.00 Buildingsewer 15.00 Mobile Ho S G W Q20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 Main Service 2DOA OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, willdo the work, and the structure is not intended or offered for sale. ` I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permitis issued. My workers' compensation insurance carrier and policy number are: Carrier TO Main Service TO 46.00 NEW CONST. DWELLOCCUP. SO EL CCU OR ADDNS. ( & ACC. OS. 3.5¢FT. BI T. NON-RERID MULTI.OUTLET @7.50 POWER APPARATUS 8 SINGLE OURET CIR. Ex. Occup. B20 @':0000 OUTLET OR FIXTURES P 5.00 Ex. Occup.oFIXirTtEEDrsPRL. DEA Temporary Service 23.00 Z oa Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall employ any person in any manner so as to become subject to workers' compen tion laws of California, and agree that if I should become subject to the worker compensation provisions of section 3700 of the Labor Code, I shall forttKith comply wit a provisions. �7 X �� 4_ Date / �0&__ Signature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE C7 TOTAL FEE $ z4 7 �HAZ.not D. FEES IMP I FLOOD I CDF PARCEL I PD HD ISSUE 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. I V L I By kJ4rW____/D'a�te n V PERMIT EXPIRES ON V T 0 I em1a) ReceiptNo. Z WHITE-D.D.S.- .D. CAWARYnSIMSIOR PINK -INSPECTOR GOLDENROD -APPLICANT �.3 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 materials for construction of the proposed property im vement : YES NO O for the sed work. '2. I HAVE HAVE NOT signed an application for a building permitproposed 3. I have contracted with the following person.(8rm) to-pmvic e: the..proposed construct4ow NAME: ADDRESS: ATX: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired -the following person to cooidihate, supervise, and provide the major work: NAME: ADDRESS: CITY: - 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: PROPERTYO SOCIAL SECURITY NUMBER DATE: 7—/0-0/ NOTE: This Owner -Builder icer cation 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. OVER 1 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Residential Construction Requirements IMPORTANT This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. All materials and workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 1998 California Building Code (1997 U.B.C.), 1998 California Plumbing Code (1997 U.P.C.), 1998 California Mechanical Code (1997 U.M.C.), and the 1998 California Electrical Code (1996 N.E.C.) The following items are separated into two categories (general and specific). The "general" items are for your reference and are not specifically called out on the plans by the plans examiner. These items MUST be complied with, if applicable, and it is the builder's responsibility to comply. The "specific" items have been keyed to the plans. If an item is inadvertently left out or missed, it does not relieve the builder of any responsibility for code requirements, general or specific. GENERAL REQUIREMENTS • Guest rooms and habitable rooms shall have natural light equal to 10% of the floor area and natural ventilation equal to 5% of the floor area (Sec. 1203, U.B.C.) • Provide required room dimensions and ceiling height. (Sec. 310.6, U.B.C.) • Provide lights, switches, and receptacles for maintenance of mechanical equipment. (Sec.306, U.M.C.) • Approved vent and adequate combustion air for gas water heater and/or furnace. (Ch. 7& Ch. 8, U.M.C.) • Provide minimum one 3'-0" exterior door. (Sec. 1003.3.1.3,U.B.C.) • Provide adequate clearance and type A flue for fireplace/woodstove. • All stairways to comply with U.B.C. section 1003.3, for rise, nm, headroom, width, landings and handrails. • Hallways to be minimum 36" wide (U.B.C. 1004.3.3.2). • Underfloor access and ventilation per Sec.2306.3 & 2306.7, U.B.C. • Attic access and ventilation (UBC section 1505). • Provide approved flashing at all exterior openings. • Provide 18" platform for appliances/equipment in garage capable of producing a flame, spark or glow. • Provide protection of appliances in garage from vehicular damage. • Closet lights per N.E.C. Article 410-8. • Provide certificates of conformance for all glu-lam beams. • Provide approved spark arrester at all chimneys/type "A" flues. • Provide ''/z"x 10" anchor bolts @ 6' o.c. max. and within 12" of all joints. Provide 2"x 2"x 3/16" steel plate washer @ each bolt. (Sec. 1806.6, U.B.C.) • Foundations with stemwalls shall be provided with a minimum of one number 4 bar at the top of the wall and one number 4 bar at the bottom of the footing. (Sec. 1806.7.1, U.B.C.) • Slabs -on -ground with turned -down footings shall have a minimum of one number 4 bar at the top and bottom (Section 1806.7.2, U.B.C.) • Guardrails to have minimum 36" high top rail, with intermediate rails spaced that a 4" sphere cannot pass through (Sec. 509, U.B.C.) Page 1 of 2 Owners Name: Building Permit Number: Q 1— 16 Z U Plans Examiner: Martha Christy • Veneer per Ch. 14, U.B.C. • Exterior plaster — weep screeds (U.B.C. section 2506.5). • Skylights per Sec. 2409 & 2603.7, U.B.C. • Protect plastic foam insulation per Sec. 2602.4, U.B.C. • Ground fault protection shall be required in all bathrooms, garage, kitchen, wet bar, and exterior receptacles (NEC 210). • Electrical, mechanical, and plumbing construction (not plan reviewed) shall comply with the current editions of the National Electrical Code, Uniform Mechanical Code and Uniform Plumbing Code. • Minimum water closet clearances of 15" from its center to sidewall and 24" front clearance (U.P.C. 408.6). • Minimum shower compartment size of 1024 sq. in. & 30" circle (U.P.C. 412.7). • Provide plumbing fixtures, water closet clearances and shower sizes per U.P.C. SPECIFIC REQUIREMENTS 1. Provide safety glazing. in all hazardous locations (U.B.C. section 2406). 2. Garage firewall separation — required on garage side, including supporting walls and posts (U.B.C. section 302.4 exception #3). 3. Install smoke detector's as per the requirements of U.B.C. section 310.9.1. 4. Special roof covering required, class B minimum. 5. Provide 2 separate exits from the third story (U.B.C. section 1004.2.3.2 exception #4). 6. Every bedroom shall have at least one operable window or door. Windows shall have a minimum net clear openable area of 5.7 square feet. Additionally, the window shall have a minimum net clear openable height of 24" and a minimum net clear openable width of 20"..The window sill height shall not be more than 44" above the floor (U.B.C. 310.4). COLOR CODE USED ON PLANS Blue = Engineering Pink = Firewall Green = Braced wall panels Yellow = Important COMPLY WITH ITEMS INDICATED BELOW ❑ Your parcel lies within a designated 100 -year flood plain. Finish floor, electrical, H. V.A.C. equipment and services shall be a minimum of one foot above the elevation shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certificate will also be required Note: We will normally accept the following as compliance with the flood elevation requirements: 1. Building is anchored to concrete stemwall system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100 -year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the plate. 4. At least 2 openings in exterior walls, located on opposite or adjacent walls with a total net area of not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the openings shall be no higher than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. ❑ Fire sprinklers are required in this structure. ❑ This parcel is located within the California Department of Forestry and Fire Protection area. Compliance with the attached CDF fire safe requirements will be necessary. ® All structures and equipment including overhangs shall be clear of all easements. A setback of ' from the side and 'from the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. ® Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. Page 2 of 2 Owners Name: Building Permit Number: OI —1 SZ to Plans Examiner: Martha Christy APPLICANT: OWNER: PERMTr : A. P. WORK DES( PRC—ECT PRUUhbzollNu Jmv-'- •v School District A.P. Number Property Owner BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) 039 -GU()-04U Jurisdiction: � City Property Location/Address Subdivision Residential Development Building Department No. County kke Sq. Footage 111 (Group R) Commercial/Industrial '%'.j Sq. Footage i New Addition 1. �' (Including Exterior Roofed Areas) Building Department Representative Date runs reviewed ov scnooi uistnct District Identification No. 02-00 ' C,,o -5 't�, School District certifies that " ` V S y l (Applicant) (Street Address) (Phone Number) C'(A 4- /-'37 > K (City) t ('at Staate) (Zip Code) / ' has complied with the requirements of Resolution No. / / 0-0 by payment of $ 7-27 , representing -.2, 0 square feet. JAB 2926 $ f FULL MITIGATION $ J 1 School District RepreserljatiV@ A Date 74 Paid by Check # Remarks: Notice: You may protest the imposition of the fees identified above by submitting a_ written protest to the District, in compliance with Government Code Section 660201a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to -the School District Representative signing this Butte'County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls 00/98)dmm �"""1 yrs-.r•.pt...�Yv'r;� r-�.�...•�'%«�.��u''�Ai�w.iv/�rl'✓'�4'.:�%�+..i':.i3'+�`..�'�%+'>`fr+�-rTi�r.in'`A.i.��'4{t�+'''�:rZ-'�Af7P1+T+iiac.;�'y�y,;,"^""ti"r.`h'."4r�'r*..,.y .,. . BUTTE COUNTY PARRS DEVELOPMENT FSS CERTIFICATION FORM CHICO AREA RECREATION AND PAR''R/DIISTRICT Assessor Parcel Number (s) d Property Owner Pro ect.Location%Address Subdivision Lot Number(s)' Residential Development: (check one) J 0J New Development _Alteration/Addition _Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units Comment: `7.15 - Building Department R p bsentative Date x�r��r�r�rrt�r,r,�,����x�r������xr��w��r�rvr�Y�r`Yr,►r�,r,r�r,t��r�x��rx��r�r��������rw,r�������*ytyr�ryr9r*�k Chico Area Recreation and Park District(CARD) certifies that Sohn o 9S'-- & �v i (Applicant Name) (Phone Number) c2go(v aaa Ali ✓e,e' 4/7 (Street Address) (City) (State) (Zip Code) has complied -,with the req uirements.of;:Buttb Co: Resolution No. 90-140 by; payment for , dwelling units @ $1,189 for total payment of $ CARD Representative Date PAID BY CHECK NO. REMARKS: BANK NO. -90-3S PAID BY CASH RECEIPT NO. Distribution: White --Applicant 07/10/Oyel+!):�ow:+-BwtAis Co. ui.lding Dept.¢ Pink --CARD Goldenrod --City of Chico BuilcNAT-54t. park.fee (form revised 11/90) SITE PLAN REVIEW APPLICATION Date: AP# O 3� — S 6 O — 40 Permit Number (if annlicable) ) 5 2 Cp or � APPLICANT INFORMATION Parcel Size: ) © A c_' Owners Name: 3H �� , Owners Address: `Z 80 ev G H 1 G p 2,l V Gy?— l'2lj�N C 141 c O Telephone No.: Situs Address: C Proposed Use: Residential New Single Family Residential. ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent'Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ® Septic ❑ Agricultural Exempt Building ❑ Other: --- - Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) Approved ❑Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date Pagel of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection'Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See ahed) • Flood Zone: • Flood Panel No.: 0 —IS e— Index Date: { ' S C) 8 ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural, Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: A ") Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front!!'( Side Side Street Rear O Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 ,, Applicable Development Fees: Standard Fees ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other Amount • Formula ------------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with -County Standards for Deed Creation: ❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a_ Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 IS Subdivision Map/ParceI Map: -t cbm fZS" r, Kpj e,u J ✓3 _M -� Map Date of Recording: Lot: —7 S ❑ Use Permit/Minor Use Permit Permit Number: Book: ) Page: a 9 Date of Approval: ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance on slopes steeper than 30%. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access, and provides for methods to protect the trees identified to be preserved, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The removal of mature trees shall be minimized, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced on a 3 -to -1 ratio, utilizing existing oak tree stock. Each tree to be preserved shall be surrounded by a circular zone (minimum 40 -foot radius) identified by an orange fence during construction activities. No vegetation removal, soil disturbance, or other development activities shall occur within the fenced area. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. Page 4 of 5 r. Summary of Specific Requirements: N01) This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 :s ❑ ❑ Summary of Specific Requirements: N01) This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 ,2 -(q -o ENCROACHMENT PERMIT COUNTY Of 1UTTE ♦ DEPARTMENT Of PIDIIC W1118 7 County Center Drive ♦ Oroville, CA 95965 ♦ Phone: (530) 538-7681 ♦ Fax: (530) 538 -4356' - Download Forms: www.buttecounty.net/publicworks NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONEPermit Number Phone: (530) 538-7339 a.Z /ox 2 7 I / WE, the under highways, all in a 1. Appkanrs Name: apply to ,ohl7 F 2. Address: o?�a�j C�lj//Go/ 3. Phone: 5. Location of work b be Done:- 6. one:6. Appicenfs Slp �- APPLICATION for an encroachment permit to do the ral laws. (Altinformadon exmptsicna District3 or over the County roads and dr Kd;441ee,-j 9 4.-Assessof3 Pi;itcet'Nomber Grfl�co � , 7. t» 7/moi/a I CONTRACTOR'S INFORMATION 8. Contractor's Name: 7'Hy"� 60N5-RUCnD,'✓ GU , 9. Address: 63 93 C?aiNry Rlo 4Zr W/LGo w f C- 4 10. Phone: ✓ 30 �✓�� 3�%�O �36 11. Fax: 12. Contractofs Number. 3S'� 13. Cerci mle of Instrrmm Y No 14. Conbactofs Signahm uthorizedAgent TYPE OF WORK TO BE DONE 16. Please chem Curb: O Gutter: 0 Sidewalk: O 17. Driveway (List Type): 64A V1461— 18. other: cS c3 PERMIT GRANTED In compliance with the above r8gtrest, and sut�ject to all terms, conditions (including those printed on the back of this form) and special conditions written below, ission is h bed. 19. CarNtior�s a wi wrr wvuna .)ervm Alert (USA) must be nodal two working days prig 20. ?AAII worts shall conform to accompanying: Detail 0 Plans O Spec 21. Date lssued: 21 EVhtbn Date: M Crump, Director of Public Works to any excavation. i A Conditions 9( _�.Zlos By: 1 ;3• Sumtr. Yes%q No O - "Note: If permits are faxed to any number besides (530)538-4356, they can be delayed up to one week. Nje I ort :eneral Cooditioru -see Page 6-08-2001- 12.56PM FROM THURMAN CONSTRUCTION 530 934 7498 C� —- �• 1 J l-v� �� o TEiTRMANC iT�/UCTION, INC. 6393 County Road 48 j Willows, CA 95988-9772 Calif. License (#393536 (I June 8, 2001 I Butte County Building Dept: z PA4 P'4Via Facsimile 7 County Center Drive (S3U :9 .¢7498 Oroville, California 95965 ATTENTION: ALICE Thank you for your help this morning. As we discussed, I am faxing thi' r uest for signature. Our customer, Kathy Bushman, has requested a "Notice of Completion' b fore completing payment for her agriculture building located at 2806 Chico River Road. xun enclosing a copy of her Agricultural Building Exemption Permit # AG 01-68. !' As Notices of Completion are not filed for ag exemption permits, please ve the appropriate person sign below and return by facsimile to (530) 934-7498. We apprq 61 ite your assistance with this matter. It would be very helpful if you could return the signature &1 n as possible. Thanks Sincerely, ilk`. 1 Cody Thurman Phone: (530) 934-3498 /Fax: (530) 934-7498 ## AG01-68 Assessor Parcel 39-560-046 �I Dated: 04/24/01 Notices of Completion are not filed for Agricultural Buildw "tion Permits Comments: Signed: Title Date: P. 2 6-08-2001 12:56PM FROM THURMAN CONSTRUCTION 530 934 7498 P.1 T i THURMA N CONSTRUMON . 6393 Cognt'y Road Willows, CA 959W9772. '; 1 CaUt tip 439 :1 Fox f�ans�n/ter/i j The Following Trammdaion is Vra (530) 934 ;74 TO: FRO V8.4,LD-9--) 6,t7kn�- 3&;ir,4AATE-: FAX: <5A(id PAGE (IncludingCover) stjmCT: Telephone: (530) 934-3498 F= (530) 934-7498 er: (530) 895-7073 0. 6-08-2001 12_S7PM FROM THURMAN CONSTRUCTION S30 934 7498 P.3 BUILDING DIVISION COUNTY OF Ou PTE - DEPARTMENT OF DEVELGJ MENT SERVICES COUNTY CENTER DRIVE = OROVILLE, CALIFORNIA 95965 — TE LOPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTI 'PERMIT 'PERMIT NO. G 01-W Agricultural building is defined as follows: Agricultural building is a structure desig d and constructed to house farm Implements, flay, grain, poukry, livestock, or other horticultural products. This struc ; shall not be a place of human habitation or a place of employment where agricultural products are processed, tre , or packaged, nor shall it be a place used by the public. ; : t ASSESSOR PARCEL NO. 0 3 G — 5( h a (46 �! V V Z , q. /� _ 5 /7 OWNER PHO t u i. %tar" E O. 6 ' 30-� rq-Lot OWNER'S ADD c�.cGcu ' LOCATION OF BUILDING XD USE OF BUILDING �r SIZE OF STRUCTURE L, �V x a 1 60 SQ. FT :. _• _ TYPE OF CONSTRUCTION: WOOD FRAME __ STEEL __L1__._ CONCRETE OTHER TYPE OF SIDING / RO O F>, INGF FL -0 j1fPE j 1 ESTIMATED COST OF CONSTRUCTION 0 000.• ao . AG Buildings shall comply with the minimum front, side, and rear yard setback requirements follows: - 'f' e applicable County Ordinances as /P4"`SIDES �0 'N FRONT. REAR AG Buildings shall b minimum of five (5) feet from any'septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet "om a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23� from a residence and&' mobilehome, and 40 feet from a commercial building. I� i I declare under penalty of perjury that the building will be used as stated about, and AG Building definition. If any change in use or occupancy of the building is made, l obtain any necessary permits, spections, and approvals to comply with the require occupancy. Date ` C )C Signature of Owner CPermit Fee - $60.00 The above described AG Receipt No. 31 L4 9 Manager Building By White — DPW, Yellow — Asse%or, Pink — S. 1., Goldenrod —Applicant Is posed use confirms with the (tact the Building Division and in effect at that time and before t Date 4X L� / CERTIFICATE OF COMPLIANCE: RESIDENT?AL Page 1 CF -1R Project Title.......... The Bushman Residence Date..06/12/01 13:10:22 Prod-ect Address'..'..-:... 2866 Chico River Road ******* Chico *v6.00* Q ISZCo Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services -7.S •Q( 1907 Mangrove Avenue, Suite E 'PI -an Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...... MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal GENERAL INFORMATION Conditioned Floor Area..... Buila.ing Type .............. Construction Type ......... D„' 1 A . L- -r nn t• r)ri ont at i r)n Number of Dwelling Units... Number of Stories......... Floor Construction Type.... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling Height..... 2058 sf Single Family DeLicned New 1 1 Raised Floor 18.1 % of floor area 0.45 Btu/hr-sf-F 0.45 8.3 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -value Location/Comments Wall ”' / - D 1 Q D _ n - n n F G T' TT L'R (1T\TT T TP L -'T n[a�.n, rstit:l� rclvrl'1' RIGHT i�nnr n/a R_n T)- /a o_n n 7)7)n VT%7VV Tn77TTT Roof n/a R-38 R-n/a R-38 0.025 TO ATTIC, VAULTED Floor, n/a R-19 R-n/a R-19 0.037 RAISED FLOOR FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window r�ont (S) 30.0 0.420 0.410 Standard Stan'ai:u Window Front (S) 3.8 0.410 0.410 Standard Standard Yes Door Front (S) 35.5 0.550 0.650 Standard Standard ves Window Front (S) 3.8 x.47 -n 0.410 Standard Standard Yes Window Front (S) 30.0 0.420 0.410 Standard Standard Yes Window Left (W) 40.0 0.440 0.410 Standard Standard Yes Window Left (W) 17.5 0.420 0.410 Standard Standard Yes Window Left (W) 15.0 0.420 0.410 Standard Standard Yes Window Left (W) 15.0 0.420 0.410 Standard Standard Yes Window Window Left (W) Left (W) 8.0 11.3 0.420 0.420 0.410 0.410 Standard Standard Stanarm Yes Stan and �1. -yes Window Back (N) 3.0 0.420 0.410 Standard a; None Door Window Back (NE) Back (N) 20.0 0.550 0.650 Standard Sta t DEPAkMept, -S 38.3 0.420 0.410 Standard Staniar• Y& 4 rl CERTIFICATE OF COMPLIANCE:�RESIDENTIAL Page 2 CF -1R Project Title.......... The Bushman Residence Date..06/12/01 13:10:22 MICROPAS6 v6.00 File -012175 Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal FENESTRATION Ecfuir)rr ' ` 7voe Gas ACSplit Minimum Efficiencv 0.800 AFUE 10.00 SEER HVAC SYSTEMS Duct Duct Tested Duct ACCA Thermostat Attic R-4.2 No No Setback Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Over - Insul=+-ion Tank Type Heater Distribution Type System Area U- Storage Interior Exterior hang/ Orientation (sf) Value SHGC Shading Shading Fins Window Back (N) 30.0 0.420 0.410 Standard Standard Yes Window Right (E) 40.0 0.440 0.410 Standard Standard Yes Window Right (E) 11.3 0.420 0.410 Standard Standard Yes Window Right (E) 11.3 0.420 0.410 Standard Standard Yes Skylight Horz 4.0 O.AO^ 0.730 None None None any i y: faorz 4.0 u . 8 u u u . / .S u ivone None None Ecfuir)rr ' ` 7voe Gas ACSplit Minimum Efficiencv 0.800 AFUE 10.00 SEER HVAC SYSTEMS Duct Duct Tested Duct ACCA Thermostat Attic R-4.2 No No Setback Attic R-4.2 No No Setback WATER HEATING SYSTEMS rr= WLYY,, 'PARTM t PPRO Ver Number Tank External in Enerav Size Insul=+-ion Tank Type Heater Distribution Type System Factor (gal) R -value Storage �ard 1 .6 50 D- n/a REMARKS For ease of plan check, the Front of the building is determined by Plan Front, and does not necessarily contain the entry door. chis in no way alters ti,,._ actual orientation of any opaque or non-opaque surface. rr= WLYY,, 'PARTM t PPRO Ver CERTIFICATE OF COMPLIANCE: 'RESIDENTIAL Page 3 CF-1R' Project Title.......... The Bushman Residence Date..06/12/01 13:10:22 MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM CF -1R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. —Submittal COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title-24,Parts 1 °and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When tiiis certii��ate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER Name.... Company. Address. Phone... License. Signed.. ENFORCEMENT AGENCY Name.... Title... Agency.,. Phone... ate DOCUMENTATION AUTHOR Name.... Marty Runnells Company. Energy Calculation Services Address. 1907 Mangrove Avenue, Suite E Chico, CA 95926 Phone... 530-894-8466 Signed. /� D/���i�/✓/� /"/ �UciLC-_ is t. �` tq MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 1 MF -1R Project Title.......... The Bushman Residence Date..06/12/01 13:10:.22 Project Address 2806 -Chico Vv R d ******* ........ er 1-1 COL Chico *v6.00* Documentation Author... Marty Runnells ******* Energy Calculation Services 1907 Mangrove Avenue, Suite E Chico, CA 95926 530-894-8466 Climate Zone........... 11 Compliance Method...... MI'CROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an ascerisK i it�ay uc �u�✓clac. .��-ringent complict ice tc„_,_rements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by parties as minimum component performance specifications for the mandatory measures whether th=v a. 5;hown elsewhere in `I o 9ncumeri--- nr nn tl-)i c (7b- -1.” ; c+- --1-,T - 1 BUILDING ENVELOPE MEASURES *150(a): Minimum R-19 ceiling insulation. 150(0) Loose fill insulation manufacturer's labeled R -Value. *150(c) Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply Design- Enforce- er / ment to exterior mass walls). *150(d) Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/� nrl'i 118: Insu--ion specified or installed meets insulation quality standards. Indicate type and form. 116-17: Fenestration Drc�_�r`G; `-_'_= Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have l ahel with certif i ?r1 T?-farrnr rAr} f.,� P� Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door to comply with Gas Appliances b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. N/R 0 alit ,MAIN PRO a. f V n. Building Permit Plan Check Date Field Check/ Date Compliance Method...... MI'CROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an ascerisK i it�ay uc �u�✓clac. .��-ringent complict ice tc„_,_rements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by parties as minimum component performance specifications for the mandatory measures whether th=v a. 5;hown elsewhere in `I o 9ncumeri--- nr nn tl-)i c (7b- -1.” ; c+- --1-,T - 1 BUILDING ENVELOPE MEASURES *150(a): Minimum R-19 ceiling insulation. 150(0) Loose fill insulation manufacturer's labeled R -Value. *150(c) Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply Design- Enforce- er / ment to exterior mass walls). *150(d) Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/� nrl'i 118: Insu--ion specified or installed meets insulation quality standards. Indicate type and form. 116-17: Fenestration Drc�_�r`G; `-_'_= Doors and Infiltration/ Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have l ahel with certif i ?r1 T?-farrnr rAr} f.,� P� Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 150(f): Special infiltration barrier installed Sec. 151 meets Commission quality standards. 150(e): Installation of Fireplaces, Decorative and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door to comply with Gas Appliances b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. N/R 0 alit ,MAIN PRO a. f V n. MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 2 MF -1R Project Title.......... The_Bushman Residence Date..06/12/01 13:10:22 MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES Design- Enforce- er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. 150'(i): Setback thermostat on all applicable heating and/or cooling systems. J, r _Pc and' -JCL,-., llisu. ation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R.-12 or areater. 2. Firstl _ v� j ip c� __uSeSC CO WaC.cl 11Cca,_C1 CanK, nui, recirculating systems, insulated (R-4 or greater). 3. Back-up tanks for solar system, unfired stcrage tanks, other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect '-L:)U k l) : L)uCCS ana r'ans 1. All ducts and plenums installed, sealed and in- sulated, to meet the requirements of the 1998 CMC sectons 601, 603, and 604, and standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirelv in cuiiui ui.c)nea space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh .,_ t -pc shall be used. Building 7 ,ties s .all not be _c '_ r:_ conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber uacthesive duct tapes unless such tape isused in combination with mastic and drawbands. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned spac- have either automatic or readily accessible, manually operated dampers. NA 114: Pool and Spa Heating Systems and Equipment 1. System is certified with 78% tlhPrmal Pff;r�anrw -off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. QW, 115: Gas-fired central furnaces, pool heaters, spa heaters or ^ household cooking appliances have no continuously burning' (��P A-- 6 MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 3 MF -1R Project Title......... The Bushman Residence Date. -06/12/01 1-4.10.22 MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM MF -1R User#-MP1333 User -Energy Calcul?tic^ Servic D ,.n-2058 SF F_ zcs. pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr). LIGHTING MEASURES, 150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. 150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this a�_-wed in Sec. 15U (k) 2. ; a.ia recessed ceii.__,3 fixtures are IC (insulation cover) approved. Design- Enforce- er ment Z. . ��kjv durrE Cot" "` -� PAP 4 COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... The Bushman Residence Date. .,06/12/0.1 13:10:22 Project Address..:'.".... 2806 Chico River Road Chico *v6.00* Documentation Author... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan Check Date Chico, CA 95926 530-894-8466 Field Check/ Date Climate Zone.. ... . 11 Compliance Method...... MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal MICROPP_S6 ENERGY USE SUMMARY 7nerQv Use (kBcu/sf-yr) Space Heating.......... Space Cooling.......... 6vacer rieaL_____, . . Total Standard Proposed ComplJ----o I� Design Design Margin 15.55 15.59 -0.04 12.12 13.50 -1.38 1G. V,- 1.60 40.4'7 0.18 *** Buildinq complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area ..... Builc9;-a Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Glazing Percentage......... Average Glazing U -value.... Average Glazing SHGC....... Average Ceiling 2058 sf S�--le Familv Detached New Front Facing 180 deg (S) 1 1 ReducedYear Raised Floor 1 17016 cf n n -P 18.1 o of floor area 0.45 Btu/hr-sf-F 0.45 8.3 ft BUILDING ZONE INFORMATION Floor # of Vent Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage Zone (sf) (cf) Units icioned Type (ft) (sf) Credit HOUSE Residence 2058 17016 1.00 Yes Setback Ad/,Pt ndard No COMPUTER METHOD SUMMARY Page -2 C -2R Prolect Title.......... The Bushman Resiripnca MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal S,i- f Rce- HOUSE 1 Wall 2 Wall 3 Wall 4 Wall 5 Wall 6 Door 7 Rcc- 8 Roof 9 Floor HOUSE 1 Window 2 Window 3 Door 5 Window 6 Window 7 Window 8 W -i nciow A lliu. 10 Window 11 Window 12 Window 13 Door 14 Window 16 Window 17 Wince - 18 W i nciow 19 Skylight 20 Skylight Front (S) OPAQUE SURFACES 0.410 180 Area U- Insul Act 0.4.10 Solar Form 3 Location/ (sf) value R-val Azm Tilt Gains Reference Comments 297 0.065 19 180 90 Yes None PLAN FRONT 517 0.065 19 270 90 Yes None LEFT 303 0.065 19 0 qn Yes None DT^ -' 16 0.065 19 45 90 Yes None BACK RIGHT 535 0.065 19 90 90 Yes None RIGHT 48 0.330 0 180 90 Yes None KNEE WALL 1659 0.025 38 n/a 0 Yes None l� 7IC 414 0.025 38 180 14 Yes None VAULTED 2058 0.037 19 n/a 0 No None RAISED FLOOR 0.420 0.410 FENESTRATION 90 SURFACES (N) 3C'.: -,. _7-_ 0. 10 Area U- Right Act Exterior Shade Interior Shade 0.410 (sf ` Value Sr^ T_-... m_, (E) 11.3 0.420 0.410 Front (S) 30.0 0.420 0.410 180 90 Front (S) 3.8 0.4.10 0.410 180 90 Front (S) 35.5 0.550 0.650 180 90 n/a n/a n/a 3.8 n/a 2 8 Front (S) 30.0 0.420 0.410 180 90 Left (W) 40.0 0.440 0.410 270 90 Left (W) 17.5 0.420 0.410 270 90 Left (W) 15.0 0.420 0.410 270 90 Le=t (W) 15.0 0.420 0.410 270 90 Left (W) 8.0 0.420 0.410 270 90 Left (W) 11.3 0.420 0.410 270 90 Back (N) 3.0 0.420 0.410 0 90 Back (NE) 20.0 0.550 0.650 45 90 Back (N) 38.3 0.420 0.410 0 90 Back (N) 3C'.: -,. _7-_ 0. 10 0 90 Right (E) 40.0 0.440 0.410 90 90 Right (E) 11.3 0.420 0.410 90 90 Rignt ice) 11.3 U . 4 2 U 0.410 y ti0 Horz 4.0 0.800 0.730 180 0 Horz 4.0 0.800 ".730 180 0 Area Surface (sf) HOUSE 1 Window 2 Window 3 Door 4 Window 5 Window 6 Window Standard/0.76 �Qiluai d� u. 76 Standard/0.76 .. .._ Q 11.n Q 1 '.w Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 StanaaL'u/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard,/:.-,O- Standard/0.76 tandard,':.-oStandard/0.76 Standard/x.76 Stanaara/O.ib None/1 None /-L OVERHANGS AND SIDE FINS Window- Overhang Left Rght Wdth Hgth Dpth Hght Ext Ext Ext 30.0 n/a 5 8 0 n/a n/a n/a 3.8 n/a 2 8 .67 n/a n/a n/a 35.5 n/a 6.67 8 0 n/a n/a n/a 3.8 n/a 2 8 .67 n/a n/a n/a 30.0 n/a 5 8 0 n/a n/a n/a 40.0 6 6.67 27 0 3.5 3.5 n/a Standard/0.68 Standard/0.68 Standard/0.68 .7�a11l.latu�„ Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Stclndard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Star�ard/0.68 Scanaard/0.68 None/1 None/ 1 Left Fin Right Fin - Dpth Hght Ext Dpth Hght n/a n/a n/a n/a n' n n/ n/a n/a n/a. n'<< n/a n/a n/ . n��/a n/a n ���W)a, n �'�a��,�;n /a COMPUTER METHOD SUMMARY I Page 3 C -2R Project Title.......... The Bushman Residence Date..06/12/01 13:10:22 MICROPAS6 v6.00 File -01217S Wth-CTZ11S92 Program -FORM C -2R User#-MP1333 User -Energy Calculation Servic Run -2058 SF Res. - Submittal OVERHANGS AND SIDE FINS wti'1't;H HEAT �vu S Y 51 EMS Number Tank in size Tank Type Heater Type Distribution Type System Factor (gal) 1 Storage Gas Standard REMARKS External Tnsulation R -value 1 .6 50 R- n/a For ease of plan check, +-, o Front of t1-- 1-,,,.i 1r.j nn Js determined by Plan Front, and does not necessarily contain the entry door. this in no way alters the actual orientation of any opaque or non-opaquc s-_:r_'acc . Window— Overhang Left Fin Right Fin— Area< Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext nn}In unh* Ext Dpth Hght 7 Window 17.5 n/a 3.5 2 0 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 15.0 n/a 5 2 0 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 15.0 n/a 5 2 0 n/a n/a n/a n/a n/a n/a n/a n/a 10 Windo 8.0 n/a 4 - 0 n!a � 'a n' ../'a lei d n/a n/a n/a 11 Window 11.3 2.5 4.5 19 0 3 6 n/a n/a n/a 6 19 0 13 Door 20.0 n/a 6.67 12 0 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 38.3 n/a 4.5 12 0 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 30.0 n/a 5 2 0 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 40.0 n/a 6.67 12 0 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 11.3 n/a 4.5 12 0 n/a n/a n/a n/a n/a n/a n/a n/a 18 Window 11.3 n/a 5 2 0 n/a n/a n/a n/a n/a n/a n/a n/a HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Duct System Type Efficiency Location R -value Leakage Manual D Eff HOUSE Gas 0.800 AFUE Attic R-4.2 No No u.137 ACSplit 10.00 SEER Attic R-4.2 No No 0.645 wti'1't;H HEAT �vu S Y 51 EMS Number Tank in size Tank Type Heater Type Distribution Type System Factor (gal) 1 Storage Gas Standard REMARKS External Tnsulation R -value 1 .6 50 R- n/a For ease of plan check, +-, o Front of t1-- 1-,,,.i 1r.j nn Js determined by Plan Front, and does not necessarily contain the entry door. this in no way alters the actual orientation of any opaque or non-opaquc s-_:r_'acc . HVAC SIZING 10846 5037 Page 1 HVAC Project Title.......... The Bushman Residence Date..06/12/01 13:10:22 Project :Address ,.., . 2806. _Chico,River.Road,., rn�_l Chico *v6.00 21uu Ducts ............................ a>>thor... Marty Runnells ******* Building Permit Energy Calculation Services 1907 Mangrove Avenue, Suite E Plan C ec Date 95926 530-894-8466 Field Check/ Date Climate Zone........... 11 Compliance Method...;;....... MICRO PAS 6 v6. C^ _�_ �1 _ ___-'�_=�C ihy L.._ .:omp,--.Inc. MICROPAS6 v6.00 File -012175 Wth-CTZ11S92 Program -HVAC SIZING User#-MP1333 User -E:. rgy Calculation Servic Run -2058 SF Res. - Submittal GENERAL INFORMATION Floor Area.......... Front Orientation.......... Sizing Locatin. ........... Latitude ................... Winter Outside Design...... Winter Inside r Summer Inside Design....... Summer Ran. e .............. Interior Shading - •`-rior shading L,S,--u...... Overhang Shading Used...... Latent Load Fraction....... Description 2058 sf 17016 cf Front Facing CHTCO EXP STA 39.7 degree 27 F 70 F j -u2 F 78 F 37 F Yes Yes 0.2'0 HEATING Zvi) COOLING LOAD SUMMARY 180 deg (S) (Btuh) (Btuh) Opaque Conduction and Solar...... 10846 5037 Cla ing Ccn uctic................ 7221 4030 Glazing Solar .................... n/a 5176 rn�_l Internal Gain .................... n/a 21uu Ducts ............................ 2883 1988 Sensible Load .................... 21867 -= a ............. .......... _,"G 4373 Minimum T^,tal Load 31711 26241 }e: The loads shown are only one of the criteria affecting the selectiu., of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. seslgn Truss Take -off Design & Sales si stance Monte Call • 793 Camellia Dr - Paradise, CA 95969 (530) 811-4732 Of f ice (530) 811-4732 FAX TRUSS ENGINEERING SUBMITTALS Bushman Residence Blusar Manufacturing (530) 741-4920 Truswal Systems (800) 332-4045 I I l :NOIiVOO-1 80f uewysne :NOIldIdOS30 90f c o o (o z Z E L W Li- -,18 03NOIS30 0 � a o � n a job* Name: BUSHMAN BIS X -ILC FSkCT SIZE RM' D 1 0- 1-12 1163 3.50" 1.50" 2 16- 9- 4 2340 3.50" 2.12" 3 26-10- 4 . 654 3.50" 1.50" TC FCRCE AXI, END CSI 1-2 -1736 .02 .19 .21 2-3 -1534 .04 .65 .68 3-4 -1518 .04 .74 .78 4-5 -505 .00 .74 .75 5-6 -648 .00 .23 .24 DC . FCRCE AXL END CSI 7-8 1505 .20 .14 .34 8-9 1602 .21 .14 .35 9-10, -485 .00 .17 .17 10-11 -485 .00 .27 .27 11-12 -524 .00 .27 .28 12-13 539 .07 .18 .25 WEB FCIX£ GSI WES FCRCE CSI 2-8 249 .10 4-11 -2096 .34 3-8 -80 .04 4-12 1025 .42 3-9 -657 .11 5-12 -329 .05 4-9 2166 .88 Mp( caja W (span) Lt/999 IN hiFM 9-10 (LIVE) LF -.05" D= -.06" T= -.11" --= joint Locations = 1 0- 0- 0 8 5- 6-12 .2 5- 8- 8 9 10- 2-12 3 10- 2-12 10 16- 0- 0 4 16- 9- 4 11 16- 9- 4 521- 3- 8 12 21- 5- 4 6 27- 0- 0 13 27- 0- 0 7 0-0-0 TC 2x4 rM #1 & Btr. BC 2x4 EFL #1 & Btr. WEB 2x4 ML S'D*MARD Pf A3E VAUE9 pER IC90 }�RCrI Tom' #1607. Iccaded for 10 PSF rcrcxcurrent )C7 r •- IntP cr mnxfft or tetparary truss. �� t permabe nent bracing is (by others) to prevent rntatirn/tcpprlace before- See HIB -91 aryl ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. PLATII4; BASED IN aEEN LIMBER VAI ESS. T 3-4-0 1 =0-4-3 Truss ID: A qty p3arim spec AISIAPI - 1995 gIIS LESIIN IS THE SITE RES[II..T OF I+I MELE LOAD CABS. HEARBZ 10:1 F1`'l S shoAn are basad QTLY on the truss mater -.Lal at each bearirg. Loiaticn of irtteriar beam slruld be clearly narked am each truss. rraunge mast be provided to avoid . - -M-1 a 7x4 nun. c-itu7aazs lateral bracing at to flat 'IC vkpye indicated w/ 2-10d rails each. Lurber trust be structural grade. Brace @ 24" o.c. unless rzted ctlre.wi-- 5-8-8 1 4-6-4 6-6-8 4-6-4 5-8-8 S_8_8-8 10-2-12 16-9-4 21-3-8 27-0-0 5-11-11_. 5-11-11 r1 2 3 4 `5 6 15-0-0 F6.00 2162( -6.00, 1 Drwg• LUU I I o1 -v -to -vv I ' Ibis dee�' rbased on chord bracam applied per the f.11o,,isrg sd.&de: tttvc O.C. frau to TC 24.0" 5-11-31 21- 0- 0 - This truss is daeigrted using the LBC -97 Axle. J31d3 a -closed = Yes, aid Zme = No H.trricane/fir Line = No , Exp Categary = B Bl80.00ft, Bld3 Width = 40.00ft, Mean =height = 21.67ft, -VTH = 75 Classification = 4, Dead Load = 21.0 pef ---LCPD CSE #1 LBSI(V LOAM--------------- R.Loac LUTL Ilir L.Plf L.Lcc R.Plf TC Vert 54.0 0- 0-.0 54.0 6- 0- 0 .59 TC Vet 108.0 6- 0- 0 108.0 21- 0- 0 .59. TC Vest 54.0 21- 0- 0 54.0 27- 0- 0 40.0 0- 0- 0 40.0 27- 0- 0 .59 .00 BC Vat Type... ILS X.Loc LIfIL 6- 0- 0 1.00 'IC:' Vext. 128.1 TC Vert, 88.1 6- 0- 0 .00 TC Vert 128.1 21- 0- 0 1.00 TC Vest 88.1 21- 0- 0 .00 A, 2^ z7_n_n 78 9 1011 12 5-6-12 4-3-0 6-6-8 4-8-0 5-6-12 10-2-12 16-9-4 21-5-4 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false f 1 tes are ositioned as shown above. T 4-3-12 =0-4-3I SHIP 13 �� 5-6-12 27-0-0 OVER 3 SUPPORTS rame p a ® WARNING Rend all notes on this sheet and give n copy of it to rlJe Erecting, Contractor. i�F 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 dimensimual accuracy. Dimensions are to be Ds 12 L ll SAR MFG 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 paticular application. The design assumes than the top chord is laterally TC Live 16%0,?. f braced by the roof or neer sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. t that TC Dead 11.0 ps f ® LLC Bracing shown is for Literal support of components members only to reduce buckling length. This component shall not be placed in any environmen will cause the moisture content of the wood to exceed 1990 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 ps f TR USWAL S)'S1'CAIS accordance with the following of 'JOINT DETAILS'. by Truswal, 'ANSUTPI 1', 'WTCA 1' -Wood Truss Council of America Standard Design BC Dead 10.0 pef .tl45 Nornbpark Ur.. Colo 8priogs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 0 SUMMARY SHEET' by TPI. The, Truss Platte Instiune (rPI) is located at Ski D'Onufrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 psf Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at III 119th Strcet, NW, Ste 800, W.'shington, DC 2(7)36. BE U a Q 11 C 582 :1) ,4 Erb'. 12;'31/02 6/11/2001 Scale: 5/32" = 1' WO: BUSHMAN Custcaner Name: a DA DurFace L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: L/480 job, Name: BUSHMAN BIS X -UDC FEAcI SIZE 102'D 1 0- 1-12 710 3.50" 1.50" 2 16- 9- 4 1182 3.50" 1.50" 3 26-10- 4 455 3.50" 1.50" TC FCR AXL BID CSI 1-2 _889 .00 .12 .13 2-3 -678 .00 .12 .13 3-4 -570 .01 .28 .28 4-5 264 .03 .32 .35 5-6 'T7 ' .00 .32 .32 6-7 -127 .00 .17 .17 7-8 -350 .00 .17 .17 EC FCRCE AXL 13ND CSI 9-10 764 .10 .13 .23 10-11 529 .05 .18 .23 11-12 528 OS .19 .24 12-13 528 OS .22 .28 13-14 -249 .00 .22 .22 14-15 288 .04 .13 .17 Wta3 F>TCE C5I WEB FLRC£ GSI 2-10 -235 .07 5-13 -643 .16 3-10 180 .07 5-14 399 .16 4-10 80 .03 6-14 -81 .02 4-11 187 .08 7-14 -265 .07 4-13 -885 .86 MX EffLEr-7109 (GPM -I) ' 1{/999 IN1,el 11-12 (LIVB) LF -.03" D= -.04" T= -.08" = Joirt. Lccatiaas =_== 1 0- 0- 0 9 0- 0- 0 2 4- 3- 4 10 7- 8- 8 3 7- 8- 8 11 10- 2-12 4 10- 2-12 12 16- 0- 0 5 16- 9- 4 13 16- 9- 4 6 19- 3- 8 14 19- 3- 8 7 22- 8-12 15 27- 0- 0 8 27- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 EFL #1 & Btr. WEB 2x4 ILEI, SIPlII3M MA3E VAIIE S PER IC90 1 IZEECRI' #1607. Loaded for 10 PSF mo at BCLL. Irate icr strppcn:t or tarperarY h=UV Ss t be Pernma� lace before this bracing is (by ct�) to rrtati/tcpl� See HIB -91 -md I/TPI 1-1995 10.3.4.5 ani 10.3.4.6. PLAT1IZ RzSM IN GEEQ UM@ER VAU E4. T_0 T=0-4-3 Truss ID: Al Qty,. 1 Drw :LVVI I OLV20-v" Pl at•im XZI/TPI - 1995 alis deli based on drnd bracirr3 applied the f411oW1Sr3 sd7edxle: _ TS�II.S Lk.SIIN IS 'IIlE 037ECSTIE F'1•SfII,T OF - F� trtoc o.c. fran to BEPRII� IN shnnaa � aaseq�Y ' 'IC 24.0" 7-11-71 19- 0- 0 SUB truss is desigr:ecl tr53XS the on the truss material at eadi T� tion of interion bearir)gs should be IBC -97 Cocle. Bldg &=lcsed = Yes, End Zane = No clearly nnrked on e :h truss. trust be pmaded to avoid pazlurs3• _ HinxD Blclj L �jth = � = N' , �' t��' = B 80.0022.ft, = 40.00ft, Ixq ccjt- r.,n,a lateral bra -r at to flat 'IC uhrere indiemt- l w/ 2-16d nails 7ft,Bldg ME = Meaz�1 height = 22.17ft, MPH = 75 Classification = 4, Dead Load = 21.0 psf each. Lumber trust be structural grade.. Brace @ 24" o.c. umless noted ctl'ixwise- 4-3-4 J 3-5-4 9-0-12 4-3-4 7-8-8 16-9-4 7-11-11 2 4 5 11-0-0 5-115-11=8 4-3-4 22-8-12 27-0-0 7-I1-11 '6 7 8 t -6.001 !2� 11 27-n-0 9 10 11 7-87-8-8 7-8-8 1213 14 9-0-12 16-9-4 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame Plates are positioned as shown above. T 5-3-12 SHIP =0-4-3 1s 10-2=_12 27-0-0 � 6/11/2001 OVER 3 SUP ® j Scale: 5/321''= 1' WARNING Read till notes on this sheet and give a copv of it to the Erecting Contractor. ® This design is for an individual building component not truss system. It has been based 01, specifications provided by the component tn:mufacturer 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 B L SAR MFG 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 paticular application. The design assumes that the top chord is laterally chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. braced by the roof or floor sheathing and the bottom ® LLC 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 ht TRU�VAI: S1'J'I'EN4S accordance with the following standards: 'JOINT DETAILS', by Tnrswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Northpark Dr., colo Springs. co so�t7 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS. 0 Version T6.2.3 Paper Association (APPA) is located at 1111 19(h Street. NW, Ste 800, Washington, DC: 20036. TBF: 7 Chk: TC Live 16.0 psf TC Dead 11.0 psf BC Live .0 psf BC Dead 10.0 psf TOTAL 37.0 pof : BUSHMAN homer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00, O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: 14/480 lob Name: BUSHMAN Blr- X -LCC FSCr SIZE IT'D 1 0- 1-12 748 3.50" 1.50" 2 16- 9- 4 .1090 3.50" 1.50" 3 26-10- 4 468 3.50" 1.50" TC FCRCE AXL END CSI 1-2 -951 .01 .20 .21 2-3 -608 .00 .39 .40 3-4 124 .01 .54 .55 4-5 131 .01 .32 .33 5-6 -362 .00 .19 .20 BC I= AXL EDID CSI 7-8 799 .10 .10 .21 8-9 795 .07 .22 .29 9-10 548 .05 .22 .27 10-11 548 .05 .27 .32 11-12 274 .02 .27 .29 12-13 277 .04 .13 .16 WEB FCR CSI WEB FLi2CE CSI 2-8 126 .05 4-11 -392 .16 2-9 -324 .17 5-11 -402 .22 3-9 351 .14 5-12 137 .06 3-11 -752 .37 Mme: EumE cN (sp-) • L/999 IN V M 9-10 (LSVE) L= -.04" Dk -.05" T= -.08" _= Jcint Lcratirns =_= 1 0- 0- 0 8 5- 3- 4 2 5- 3- 4 9 10- :!-1.2 3 10- 0- 0 10 16- 0- 0 4 17- 0- 0 ll 16- 9- 4 5 21- 8-12 12 21- 8-12 6 27- 0- 0 13 27- 0- 0 7 0- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 LFL #1 & Btr. I'm 2x4�IDF� Plating spec THIS msicii is THE amFwrm RESULT OF E R92jnmq 1rm sho n are based ONLY on the truss n atrial at each bearirzg. p A,M VAlryn FFR ICBD RESEArcH J� #1607. Lrratim of il'ttericr hearings should be clearly trariasd cn ekh truss. Drainage mist be provided to avoid 1x4 n. eat-uzxus lateral bracu>3 at stu to Flat 'DC 4)ere indicated w/ 2-10d rk-tls each. arber trust be stsuctxnal gta&-- Brace O 24" o.c. unless nutted otherwise. Truss ID: A2 QtY ®Dates the requisarent fcr lateral bracing at each location sha n- Lateral bracing: systarr uhich include dia9cral or X-hraaira are the respassibiIity of the building designer. Trus. gal Systare &* E-rr tray be used for m�vw ti:s lateral bracu'r1 cn trusses spaced 24" cc. Alternatively, use scabs cr T -mss as sha a'Tna�al Systere standard Mail CD01003160. D for to PSF rrn-clauzertt BCll bt:e1'icr tart or taTCrarY sh=Ln3 mist be in place before this truss. ) tam braarg is rareq� (by ee otr)ers) to p�revhe'ht zctatirn/tcF.p See H[B-91 and I/TPI 1-1995; 10.3.4. aryl 10.3.4.6. ]3AT BFrSID IN dEEN' LLT'IEFR VAUES. 5-3-4 4-8-12 5-3-4 10-0-0 9-11-11 ~ 1 2 t3 7-0-0 4-8-12 5-3-4 17-0-0 21-8-12 27-0-0 9-11-11 t4 5 6 00 7-U-1) t -6.001 1 Drwg: LUV 1 10ZV-tv-u 'rizis des'based cn ct ord )racing app) e3 per the f�ollauirtg schedde: nwc o.c. from to 7C 24.0" 9-11-11 17- 0- 0 M -da truss is designed using the LBC -97 Code. Bldg Errlored = Yes, End Zcre = No Liaracare/Ocem Line = No ,F Chty = B Bld3 = 80.00ft, Bldg Width = 40.00ft, Mean roof height = 22.67ft, MEH = 75 Classi.ficat-irn = 4, Dead Itad = 21.0 psf 2' -Ll XM- 2zn_n 7 g 9 1011 12 13 5-3-4 4-114-11 8 6-6-8 44-11_-88 5-3-4. 5-3-4 10-2-12 16-9-4 21-8-12 27-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or 6 OVER 3 S "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. Read all notes on this sheet and give a copy of it to the Erecting Contractor. ®WARNING 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 with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B LU SAR MFG accordance verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally ® LLC design meet or exceed 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 1970 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design TRUSWAL M'STEMSaceortlance 4945 Northpark Dr., Colo Springs, CO 80907 with the following standards: Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute CrPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5 . 0 Version T6 .2 .3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. ��• JSyr�f `\ r is ' 982 T s 6-3-12 � I sHlr �N11- MO_4.3I OF CALl�� ® C: 1 /2 001 >aoRTs ,1S 4,11,_ Scale: 5/32" = 1' TBF: 66.7 WT 02U#4 Cold: Dsgnr: #LC = it TC Live 16.0 psf TC Dead 11.0 psf BC Live .0 psf BC Dead 10.0 psf TOTAL 37.0 Psf Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00. O.C.Spacing 2- d- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: L/360 Job Name: BUSHMAN EW, X -Loc RFACT SIZE REQ'D 1 0- 1-12 733 3.50" 1.50" 2 16- 9- 4 1112 3.50" 1.50" 3 26-10- 4 475 3.50" 1.50" TC FORCE AXL END CSI 1-2 -887 .00 .31 .32 2-3 -512 .00 .31 .32 3-4 -398 .00 .18 .19 4-5 211 .01 .36 .37 5-6 -339 .00 .36 .36 K FORCE AXL RD CSI 7-8 738 .10 .14 .24 8-9 736 .07 .20 .27 9-10 56 .00 .20 .20 10-11 56 .00 .22 .22 11-1.7. 248 .01 .1.7. .7.4 12-13 251 .03 .17 .20 WEB KRU-7 CSI IEB FCRCE CSI 2-8 142 .06 4-11 -722 .47 2-9 -444 .19 5-11 -470 .22 3-9 74 .03 5-12 147 .06 4-9 559 .1.3 MAX EFFLEMCN (spalh) L/999 IN I' al 9-10 (LIVE) 1, .03" E= -.04" T= -.07' Joint Locations =_= 1 0-0-0 8 6-3-4 2 6- 3- 4 9 10- 2-12 3 12- 0- 0 10 16- 0- 0 4 15- 0- 0 31 16- 9- 4 5 20- 8-12 12 20- 8-12 6 27- 0- 0 13 27- 0- 0 7 0- 0- 0 TC 2x4 EFL #1 & Btr. BC 2x4 EEL #1 & Btr. DFB 2x4 DFL STPD RAM VAUES PER ICSO RSI REEF #1607. Tsded for 10 FSF runs rcu rent BC1L• Interior su;jx 't or terpmary this truss. hggTrust be in place before ht bracing is (by others) to prevent r,tat;7cn/tcpp See HIB -91 arra AISI/'TPI 1-1995; 10.3.4.5 and 10.3.4.6. ap[IMG BASED CN t EEE 11MBER VAUES. Truss ID: A3 Qty Plating spec PISI/TPI - 1995 THLS ffiIIN IS THE Q:IICsrIE RE= OF - NSII,TIPLE LOAD CASES. EEpRTM SIS sham are based CNI'y on the truss natmnal at each bearirr3. Laatia't of interior bear n .1 a be clearly narked cn each truss Drainage mist be provided to avoid pcnr zJ _ 1x4 nun. oohtu'uo:.us lateral bracing at to flat TC edhese irrlieated w/ 2-10d nails each. Lurber must be structural grade. Bra x O 24" o.c. unless rated otherwise• 6-3-4 5-8-12 3-0-0 5-8-12 6-3-4 6-3-4 12-0-0 15-0-0 20-8-12 27-0-0 11-11-1] I1 -I1-11 3 4 5 6 F 6.00 -6.001 1 D This rn d=d hma 9 applied tk�id c. fron to TC 24.0" 11-11-31 15- 0- 0 This truss is designed using the LBC -97 Cbde. Bldg Enclosed = Yes, End Za = No Hn-ricane/Oce n Line = No , ES_P Cate9-Y = B Bldg 80.00ft, Bldg Width = 40.00ft, [h y jhnlght = 23.17ft, ME = 75 Classification = 4, Dead Lead = 21.0 psf t, 7-3-12 SHIP T10-4-3 p�Orc�SiV,-�� A, r rT --/ No. CN5-982 � !r EXP•,Aj'c_ `31 /02 � OF es) t�0• NIK 27-0-0 7 g 9 1011 12 13 6-3-4 3-118 , 6-6-8 J 3-11=8 6-3-4 - �,� 6-3-4 10-2-12 16-9-4 20-8 12 27-U 0 -*6/11/2001 All Scale: 5/32" = 1' Truswal Systems Plates are 20 ga. unless shown by "1811 ! OVER 3 SUPPOR(18 ga.) or "H11(16 ga.), positioned per Joint Report. Circled plates and false�6 frame plates are positioned as shown above. ® WARNING Read all notes on this skeet and give n copy of it to the Erecting Contractor. TBF: 66.7 W r WO: BUSHMAN This design is for an individual building component not truss system. It has been based on sp ciricuions provided by the component inantif. cutrer:rad done Chk: Cuat�ner Name: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . Dsgnr ° #Le = 12 DA design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally 16.0 psf DurFaes L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 11.0 sf Re Mbr Byrd 1.00 ® p P LLC 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 corrasion. Fabricate, handle, install and brace this truss in BC Live . 0 ps f O.C. Spacing 2- 0- 0 TItt1S%VAL Sysr6Ms accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design BC Dead 10.0 psf Design Spec UBC -97 4445 Northpark Dr., Colo Springs, CO !0907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (NIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 psf I Lh !patio: 14/360 TC: L/360 TpS . 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. job Name: BUSHMAN BIS X -LOC RFACI SIZE RB21D 1 0- 1-12 765 3.50" 1.50" 2 16- 9- 4 1334 3.50" 1.50" .3 26-10- 4 504 3.50" 1.50" TC FCRCE AXL, END CSI 1-2 -970 .01 .41 .42 •2-3 -583 .00 .41 .42 3-4 315. .01 .50 .52 4-5 -374 .00 .50 .50 13r FCRZE AXL RZ CSI 6-7 806 .11 .14 .24 7-8 748 .06 .21 .28 8-9 223 .02 .21 .23 9-10 223 .02 .25 .27 10-11 192 .01 .25 .26 11-12 276 .04 .20 .23 WEB FCRCE CSI WJ B FC RCE GSI 2-7 156 .06 3-10 -906 .91 2-8 -451 .19 4-10 -522 .22 3-8 493 .20 4-11 196 .08 MAX Ea -L I'IClI (span) 10.0 Li/999 IN MEhI 8-9 (LIVE) 3� L -.03" D= -.04" T= -.07" ----- ----LL.pOAD CASE L. jcc R.PlfUADS ---------------- Dir L.>rlf L.Lcc R.Plf R.Lrx 54.0 27- 0- 0 _= Joint Locations =_ prev�rt 10.3.4.5 arrl 10.3.4.6. 1 0- 0- 0 7 5- 4-10 ANSI/TPI 1-1995; 2 7- 0- 4 8 10- 2-12 3 13- 6- 0 9 16- 0- 0 4 19-31-12 10 16- 9- 4 5 27- 0- 0 11 21- 7- 6 6 0- 0- 0 12 27- 0- 0 BLUSAR MFG ® LLC TTt NWAL SY' rTrMS 4445 Northpark Ur., Colo Springs, CO 80907 Tp5.0 Version T6.2.3 TC 2x4 EFL #1 & Btr. BC 2x4 rIFL #1 & Btr. 1NEB 2x4 r1FL STS N-= VALUES FSR IBO 1 Imo' ,,1607 Loaded for 10 PSF nm-c3r==r3t BCIL• h to-ior support. or tenpc ary shoring' mast be in place before tg thi a truss . PLATIM BASED IN GMEN IUg3ER VPS.LpS. 7-I-3 =0-4-3 Truss ID: A4 Qty: 6 Drw : (.VV 1 I OLv"r0-vv2 piar ;m spEc ADSI/TPI - 1995 m -as truss is designed using the IBC -97 G.xle. - M IF•SIC3I IS THE cm)c4r1E RES(II,T OF - Bldg n=icse3 = Yes, End Zcm = No 11.0 ML][TTPLE If14D CPSES. EEAR4�r; RE¢11REP'IaffS shin are based to LY Hnzic rte/Cie- Line = No , E5�p Cate3�Y = B Bldg Length = 80.00ft, Bldg Width = 40.00ft, .0 on the truss naterial at each bearing. be Mean roof freight =23.SSft, MPH.= 75 10.0 Location of interior bearings shazld CLassificatirn = 4, Dead Lced = 21.0 psf 3� clearly trarjced cn'each truss. Pernanent bracing is reguise3 (hY ctYrss) to rotatiar/tq� . See HM -91 aryl ----- ----LL.pOAD CASE L. jcc R.PlfUADS ---------------- Dir L.>rlf L.Lcc R.Plf R.Lrx 54.0 27- 0- 0 LL%II prev�rt 10.3.4.5 arrl 10.3.4.6. TC Vert 54.0 0- 0- 0 4 .59' ANSI/TPI 1-1995; BC Vit 20.0 0- 0- 0 20.0 16- 9- .00 BC Vot 28.0 16- 9- 4 28.0 27- 0- 0 .12 Ibs X.Lec LLfII, 3- 0 TC lj�t 100.0 12- .43 TC Vert 100.0 14- 9- 0 .43 7-0-4 6-5-12 6-5-12 7-0-4 7-0-4 13-6-0 19-11-12 27-0-0 13-6-013-4-0 5. 1 2 t3 - �0 . 100 � � 100N -6.001 5-6 6 7 8 9 lU 11 5-4-1U 4-104-10-2 6-6-8 4-10_=2 5-4-10 10-2-12 16-9-4 21-7-6 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false c.--- .,T=r PA aro positioned as shown above. 8-0-15 SHIP =0-4-3 eta) FE��. 'In XP. 721311 C2 1 -civil- 1, 0 0 , 12 5-4-10 27-0-0 4 �� / 11/2001 OVER 3 SUPPORTS A 4�_ Scale: 5/32" = 1' WARNING 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 utilized on this design meet or exceed the loading imposed by the local building code and the paticuL:r application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Literally 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 DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (I.IIB-91) and 'HIB -91 SUMMARY SHEET' by 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 65.3 Chh: Dsgnr: #LC = 'k12� TC Live 16.0 psf TC Dead 11.0 psf BC Live .0 psf BC Dead 10.0 psf TOTAL 3� Psf BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep b1br Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Patio: L/360 TC: 4/480 MAX IF•FLFSr w (span) job Name: BUSHMAN 9-10 (LIVE) Blrl X -LDC pst= SIZE RE12'D 9 5- 6-10 1 0- 2-12 4118 5.50" 2.20" 4 13- 6- 0 2 16- 9- 4 I, 19 5.50 5.34" 6 21- 5- 6 3 26- 9- 4 2 5.50" 1.50" 8 ,0- 0- 0 TC I= AXL END CSI 1-2 -8231 .20 .11 .31 Classificatim = 4, Dead Load = 21.0 psf 2-1 -4907 .08 .15 .2.2 .59 3-4 -1826 .00 .07 .07 BC Vat 698.0 16- 9- 4 698.0 19- 0- 0 4-5 -1870 .00 .07 .07 5-6 2957 .15 .16 .31 6-7 1980 .12 .23 .35 Ec FCRCfi AXL 11M CSI 8-9 7295 .36 .16 .51 9-10 7208 .40 .59 .99 10-11 4552 .23 .33 .56 11-12 -3473 .04 .21 .25 12-13 -3473 .00 .66 .67 13-14 -2348 .10 .57 .67 14-15 -2322 .11 .34 .45 WEB FCRCE CSI VES FRIZE CSI 2-9 3058 .62 5-11 6200 .41 2-10 -3372 .28 5-13 -7149 .56 3-10 5756 .38 6-13 -1884 .15 3-11 -5276 .50 6-14 1219 .23 4-11 1361 .26 MAX IF•FLFSr w (span) L/999 INF M 9-10 (LIVE) LF -.09" D= -.11" T= -.20" === Jairt Lcx-atims -== 1 0- 0- 0 9 5- 6-10 2 5- 6-10 10 10- 2-12 3 10- 2-12 11 13- 6- 0 4 13- 6- 0 12 16- 0- 0 . .1:6- 9- 4 13 16- `J- 4 6 21- 5- 6 14 21- 5- 6 7 27- 0- 0 15 27- 0- 0 8 ,0- 0- 0 TC 2x4 DFL #1 & Btr. EC 2x6 rFL #2 2xg DFL #1 8-12 VM 2x4 DFL SWCARD 2x4 DFL #1 & Btr. 10-3, 11-5 Luber shear ally ebles are per ICS -97. Locaticn of ii1-E=cr bearings shaAd be clearly narked on each truss. + + + + + + + + + + + + + + + + + + + + + + Bail pattern slz>nnz is fa' PLF loads only. ax,oentrated loads RSr be distributed to eachly y. (ri multi -ply with use 3� nun. into the �rz}� �� . For more than 2 ly, add rtai.l clur bolts ifster frdjh,an addituse any �y(s detail (by others) - Truss ID: A5 Qty: Plating spec ANSI/TPI - 1995 IFIIS I&SIt3Q IS 'TIME QS'8i:SrIE FESLIUT OF n LTIPiE LOAD CASES. EEARII4; ra;pn;;Epl IS shawl are based CDII.,Y . on the truss material at each bearircJ. pr AZE VALLES PER Iceo I� R2 #1607. Loaded fcr to PSF non-m'n BCLL• Inteiior st44Tcrt or tarp:rary &Crirr3 trust be in place b fc e exeet this truss permanent bzacn is ze� ay &Ixxs) to prevent rctatiah/tcpp ' See HIB -91 and A135I/TPI 1-1995; 10.3.4.5 and 10.3.4.6. aA'ITiv; BASm CN C#FN 11P'I2ER VALLI S. 2 -PLY! Nail w/lOd 133C, staggered NM -97 Sect. 12) in: TC- 2/ft BC- 5/ft WEBS- 2/ft 5-6-10 4-8-2 3-3-4 3-3-4 4-8-2 5-6-10 5-6-10 10-2-12 13-6-0 16-9-4 21-5-6 27-0-0 1360 t4 5 1360 6 7 2 -FLYS 1 2 3 RE QUIRE, F 6,00 -6.001 7 -1-3 =0-4-3 5-6 2 Drwg:LUUI10LV'f'ti-u 4 v 2558# 133 2310# 27-0-0 8 9 10 11 1213 1415 5-6-10 4-8-2 3-3-4 3-3-4 4-8-2' 5-6-10 5-6-10 10-2-12 13-6-0 16-9-4 21-5-6 27-0-0 Truawal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or / OVER 3 "H"(16 ga.), positioned per Joint Report:- Circled plates and false +++++++++++++++++++++++ d Designed fa' 339 K ]ie chacJto _ g tcp dYud the clr�Y everaly alm.9 @ ea. bearing (unless noted) , carn.IrrentlY with dead + 0 % live loads. D.F. = 1.33 ioriz. reactirn = 3.9 K lbs. ea. bearirz3. Cbrr)ectim (y mss) mast traahsfer e:ltaal load to each ply (cr add -ail slr - ...................... UPLIFT R AGTTCN(S) siTpmt 3 -607# This truss is designed using the UBC -97 (lxle. Bldg 0=1osed = Yes, End Zcne = No am-ic ne/C�i Line = Ib, Ecategctry = B Blclg 80.00ft, Bld3 Fhdth = 40.00ft, I�hsght = 23.S5ft, MPH = 75 Classificatim = 4, Dead Load = 21.0 psf - -------LCtAD C7>,SE #1 IFSICN UYM ---------------- Dir L.Plf L.Icc R.P1f R.Lcc LLM TC Vert 54.0 0- 0- 0 54.0 27- 0- 0 .59 BC Vert 20.0 0- 0- 0 20.0 31- 0- 0 .00 BC Vert 690.0 11- 0- 0 690.0 16- 9- 4 .00 BC Vat 698.0 16- 9- 4 698.0 19- 0- 0 .00 BC Vert 168.0 19- 0- 0 168.0 27- 0- 0 .02. T'I�A�-e Ike X.LCc 77,./Im 6- 0- 0 I�EVett 2558.0 .43 BC Vert 1336.0 8- 0- 0 .43 BC Vat 2310.0 10- 0- 0 .43 8-0-15 SHIP -4 =0-4-3 _J No. t 045982 M a EYp. •12!31102• 6/11/2001 POR,�ww Aj Scale: 5/32" 1' rramc -1- -- ----------- _- ---. -- TBF: 82.7 46 # WARNING 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 specifiehtions provided by the component manufacturer and done (hk: i n accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensioaud accuracy. Dimensions are to be Dsgar: #LCC B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. 'Phe build'utg designer must a certaua drat the loads utilized on this design meet or exceed the loading imposed by die local building code and the paticular application. 9'he design assumes that the top chord is bterully TC Live 16.0 psf' braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing in atercal directly atmched, unless otherwise noted. TC Dead 11.0 psf ® LLC 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, instill and brace this truss in EC Live .0 psf 'I'RWISWAL sy rEm s accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA F - Wood Tris Council of America Standard Design EC Dead 10.0 psf 4443 Nonhp,,k u,.. colo Spring.,. Co sorra Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Platte Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 3 7.0 pof '{p5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BUSHMAN cater Name: DA DurFacs L=1.25 P=1.15 Rep Mbr End 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den Ratio: L/360 TC: L/480 job Name: BUSHMAN EFC. X -LOC RFACr SIZE REI2'D 1 6- 2-12 3707 5.50" 1.60" 2 41- 9- 4 2690 5.50" 1.50" TC FCRCE AXL WD GSI 1-2 581 .04 .16 .20 2-3 693 .04 .26 .31 3-4 -4260 .03 .26 .29 4-5 -7166 .13 .19 .32 5-6 -7166 .10 .20 .31 6-7 -8760 .21 .20 .41 7-8 -7500 .12 .22 .34 8-9 -4688 .07 .25 .32 9-10 -5049 .05 .13 .18 BC FiRCE AXL END CSI 11-12 -457 .00 .18 .18 12-13 4041 .22 .18 .40 13-14 7035 .44 .10 .53 14-15 7035 .44 .10 .53 15-16 8693 .55 .10 .64 16-17. 8693 .55 .11 .65 17-18 8740 .56 .11 .66 18-19 8740 .56 .11 .67 19-20 7384 .47 .10 .57 20-21 4475 .29 .06 .34 VES FAKE CSI W -B FCJRCE CSI 2-12 -862 .05 6-17 187 .04 3-12 -4742 .41 7-17 154 .03 3-13 1743 .35 7-19 -1419 .12 4-13 -3300 .29 8-19 902 .18 4-15 1087 .22 8-20 -3086 .27 6-15 -1840 .16 9-20 1694 .34 6-16 202 .04 pAC rmxr'•r•rIN (span) . L/999 IN MEM 16-17 (LIVE) LF -.24" D= -.32" T= -.56" MAX rEFLECTICN (cant) • L/709 IN P EA4 11-32 (LIVE) IF ,10" D= .13" T-- .23" Joint: 10=ltiahs ===== 1 0- 0- 0 12 6- 2-12 2 6- 0- 0 13 11- 0- 0 3 ll- 0- 0 14 14- 0- 0 4 16- 1- 1 15 16- 1- 1 5 19- 8- 8 16 21- 2- 2 6 21- 2- 2 17 26- 3- 2 7 26- 3- 2 18 28- 0- 0 31- 4- 3 19 31- 4- 3 9 36- 3- 8 20 36- 5- 4 10 42- 0- 0 21 42- 0- 0 11 0- 0- rn B & Btr. C 2xs DFL #2 B t•,fB 2x4 DFL SD*MARD PLATE VALLES PER IaD RESEARCH Rte' #1607. Traded fcr 10 PSF rh:ah-int HCIL. Ixairtage must be provided to avoid pamling. prevernt rctatiWtcrpPerniarient braCing is (by . See ee others) to HIB -91 and AIBI/'rPI 1-1995; 10.3.4.5 and 10.3.4.6. 1x4 rnin. rrnti icus lateral bracing attached to flat TC %,here indicated w/ 2-10d rails each. Irmber mist be stnsttual grade. Brace ® 24" o.c. unless rioted etlaswise. P1ATIIN3 BASED IN GREEN LLNEER VALI.ES. Truss ID: B qty: platirsJ spec • ANSI/'IPI - 1995 THIS !FSIcN IS THE t37''8i = RE KII.,T OF KILTIPfE LOAD CASES. EEARn,Z FeUjn: ET�M shomh are ba --.7d CNLY on the truss naterial at each bearing. ++++++++++++++++++++++ Nail pattern sho nh is for PLF loads only. norioen r rel loads MUST be distributed to each .gaally. IN multi -ply with lhrers, use 3" nal Is min: into the carrying ❑❑enttxr For more than 2 ly, add rail cluster fran additional (suse aW other aPprv, ed detail (bi' others)cr bolts if shon, . ...................... 2 -PLY! Nail w/10d BOX, stagge're'd (NCS -97 Sect. 12) in: TC- 2/ft BC- 2/ft DEc'tS- 2/ft 6-0-0 5-0-0 5-1-1 5-1-1 5-1-1 5-1-1 i4-11-5 5-8-8 6-0-0 11-0-0 16-1-1 21-2-2 26-3-2 31-4-3 36-3-8 42-0-0 EEEE�-11-1 5-11-1 2-PLYS 1 2 3 4 5 6 7 8 9 10 REQUIREp 0 0 06.00 T 3-4-0 1= 0-4-3 2� 0 42-(1-0 2 Drwg: LUU I I oLv-ro-vvi MuB based cn cord aPPl1e9 per odes f sdr�iile: ttmc o.c. fran to TC 24.0" 5-11-11 36- 0- 0 UPLIFT IN( 1 -165# This truss is designed using the LBC -97 Cock. B1cig Eticicisei = Yes, aid 7rrre = No H l Line = No , Dq Categcry = B W1dth = 40.00ft, rrcarte/ooea Lath= 80.00ft, Bldg Mit roof kr_� = 21.67ft, MPH = 75 Classification = 4 ' Dead joad = 21.0 psf ---------LCAD CASE 1 LESIGN M"M ---------------- Dir L.Plf L.Loc R.Plf R.Lrx LiffL, Tc Vert 54.0 0- 0- 0 54.0 6- 0- 0 .59 TC Vert 108.0 6- 0- 0 108.0 36- 0- 0 TC Vett 54.0 36- 0- 0 54.0 42- 0- 0 .59 .59 BC Vert 48.0 0- 0- 0 48.0 6- 0- 0 .07 BC Vett 40.0 6- 0- 0 40.0 42- 0- 0 .00 TA-- Lbs X.Lcc uvlm **Vewt 6- 0- 0 1.00 il 128.1 TC Vert 88.1 6- 0- 0 .00 Tc Vet 128.1 36- 0- 0 1.00 TC Vest 88.1 36-'0- 0 .00 _ 4-3-12 0-4-k SHIT' 11 12 13 14 15 16 17 18 19 20 21i 6-2-12 99-10_ 5 5-1-1 5-1-1 5-1-1 ,5-1-1 5-6-12 V 6-2-12 16-1-1 21-2-2 26-3-2 31-4-3 36-5-4 42-0-0 40, Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or 11H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING 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 outs system. It has been limed on specific:uions provided by the component manufacturer and done in accord nce with the current versions of TPI and APPA design standards. No responsibility is :assumed for dimensional accuracy. Dimensions are to be B L U SAR M FG]braced verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing in; o e directly attached, unless otherwise noted. ® LLC 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 TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4445 Northpark Dr.. Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TpS. 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW. Ste 800, Washington, DC 20036. TBF: lrl'4�v 199 # Chk: ILC iFLC = 13 TC Live 16.0 psf TC Dead 11.0 psf BC Live .0 pef BC Dead 10.0 pef TOTAL 37.0 psf C,FES,¢• <C Ci �- rn c, Q rn J `'O• "598 f� 2 �1 Exp. 12;31/02 r\�C/1,'iL 6/11/2001, Scale: 3/32" - 1' WO: BUSHMAN Customer Name: DA DurFacs L=1.25 7=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: L/360 TC: L/480 job Name: BUSHMAN EW. X -LCC iG4CP SIZE REVD 1 6- 2-12 2084 5.50" 1.85" 2 41- 9- 4 1568 5.50" 1.67" TC FCRCE AXL EM CSI 1-2 406 .05 .17 .22 2-3 518 .06 .17 .23 3-4 449 .05 .27 .33 4-5 , -2147 .06 .35 .41 5-6 -3114 .15 .27 .42 6-7 -3378 .18 .40 .58 7-8 -3378 .18 .41 .59 8-9 -3386 .18 .69 .87 9-10, -3367 .31 .69 1.00 10-11 -2519 .06 .18 .24 11-12 -2653 .06 .29 .34 E� FCRCE AXE, END CSI 13-14 -307 .00 .31 .31 14-15 439 .01 .31 .32 15-16 2214 .20 .19 .40 16-17 2214 .27 .14 .41 17-18 3149 .39 .36 .75 18-19 3386 .42 .36 .78 19-20 3386 .42 .47 .89 20-21' 2155 .26 .47 .74 21-22 2316 .30 .24 .53 VEB FCRCE GSI 1EBB FCRCE CSI 2-14 -205 .04 6-18 424 .17 3-14 -273 .05 8-18 -258 .07 4-14 -1406 .43 9-20 -508 .13 4-15 2068 .84 10-20 1433 .55 5-15 -1010 .26 10-21 206 .08 5-17 1212 .49 11-21 -151 .03 6-17 -575 .15 MAX EEF1E)7nCN (span) 1{/999 INlal 17-18 (LIVE) L. -•.32" D= -•42" T-- -.75" LLCM MAX DFFLF):TICN (caro) .59 L/608 IN1I0113-14 (LIVE) .00 L- .12" D= .16" T= .27" .00 Joint. Locations �_ 1 0- 0- 0 12 42- 0- 0 2 4- 3- 4 13 0- 0- 0 3 6- 2-12 14 6- 2-12 4 8- 0- 0 15 13- 2- 6 5 13- 2- 6 16 14- 0- 0 6 18- 4-13 17 18- 4-13 7 21- 8- 8 18 23- 7- 3 8 23- 7- 3 19 28- 0- 0 9 28- 9-10 20 28- 9-10 10 34- 0- 0 21 35- 9- 4 11 37- 8-12 22 42- 0- 0 BC 2x4 EFL #1 & Btr. 4rEB 2x4 DFL STAN HAM VALIES PER IMO IOMTcH RE #1607. T -ded fcr 10 PSF rrrn ccnanxent BOLL. pr -M rotation/tcpP,W See HIB 19 )and ANSI/TPI 1-1995; 10.3.4.5 arra 10.3.4.6. RAMC BASED CN GEW UMEER VALLPS. 4-4-0 1=0-4-3 Truss ID: B 1 Qty platim spec : ADSI/IPI - 1995 THIS In IS M t37 hLSrlE RE= T OF nizIPfE LOAD CASES. BFARlDr, Rq2jIREJvwm sho n are based CI4LY on the truss material at each bearisrl. Drainage mast be pmaded to avoid .Pcr l 1x4 min. �,� inam lateral bracing at to flat TC % ere indicated w/ 2-10d nails each. limber mist be stsucb al grade. Bram O 24" o.e. unless ncted cdizwise. 4.3.4 8-112 5-2-6 5-2-6 J 5-2-6 f 5-2-6 _ 8-0-0 4-3-4 1.3-2-6 18-4-13 23-7-3 28-9-10 34-0-0 42-0-0 7-11-117-11-11 1 2 3 �4 5 6 7 8 9 10 11 12' 600 i 26-0-0754 � 75# -6.001 13 14 136 17 18 120 21 22 6-2-12 6-116-11-10 ,5-2-6 5-2-6 5-2-6 6-116-11-10 ,, 6-2-12 6-2-12 13-2-6 18-4-13 23-7-3 28-9-10 35-9-4 42-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or 1114"(16 ga.), positioned per Joint Report. Circled plates and false I This des* hbased on circa d bra-ri applied per the f�.r1 sdtedtle: tt�c o.c. frau to TC 24.0" 7-11-11 34- 0- 0 Q4(S) 1 svpart'This bmss is designed using the LBC -97 Oracle. Bldg E2lloaed = Yes, End 2ne = No H.mzcane/Clx�i Lim = No , Otey ry = B 40.00ft, 80.00ft, Bldg Gficith = �t �heigttt= 22.17ft, MPH = 75 Classification = 4, Dad Load = 21.0 psf - --- ----LOAD CASE #1 DSIGN LCAM ---------------- Dir L.Plf L.Lec R.Plf R.Loc LLCM TC Vett 54.0 0- 0- 0 54.0 42- 0- 0 .59 BC Veit 28.0 0- 0- 0 28.0 6- 0- 0 .00 BC Vert 20.0 6- 0- 0 20.0 42- 0- 0 .00 ''TIyyp�ee Lbs X.Lec LL/IL 6- 0 TC Vert 75.0 24- .43 TC Vert 75.0 27- 0- 0 .43 5-3-12 0-41 SHIP Q�J fv C 1T1 --� 5982 �7 ixt \ IXP• I 31/02 CM. OF CAU) Sk 6/11/2001 Scale: 3/32" = 1' Lz: '- -co ate.. TBF: 102.0 (; 171 ® WARNING 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 Chk: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr: #LC = 13 B LU SAR MFG 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 paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Dead 11.0 pe f ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be pUced in any environment that TC 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 BC Live .0 ps f TRUSWAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design BC Dead 10.0 psf 4445 Nortbpark Dr., Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 0 SUMMARY SHEET' by TPI. The Truss Plate institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 psf 7p5.'0 Version T6 .2 .3 Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. W0: BUSENAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: 1/360 TC: 1/480 job Name: BUSHMAN EM X -IAC FEAcT SIZE RIDQ'D 1 6- 2-12 2084 5.50" 1.85" 2 41- 9- 4 1568 5.50" 1.67" TC FCRCE AXL END CSI 1-2 406 OS .17 .22 2-3 518 .06 .17 .23 3-4 449 .05 .27 .33 4-5 -2147 .06 .35 .41 5-6 =3114 .15 .27 .42 6-7 -3378 .18 .40 .58 7-8 -3378 .18 .41 .59 8-9 -3386 .18 .69 .87 9-10 -3367 .31 .69 1.00 10-11 -2519 .06 .18 .24 11-12 -2653 .06 .29 .34 PC FCRCE AXL END CSI 13-14 -307 .00 .31 .31 14-15 439 .01 .31 .32 15-16 2214 .20 .19 .40 16-17 2214 .27 .14 .41 17-18 3149 .39 .36 .75 18-19 3386 .42 .36 .78 19-20 3386 .42 .47 .89 20-21 2155 .26 .47 .74 21-22 2316 ..30 .24 .53 WED FCKE CSI WEB FCRCE CSI 2-14 -205 .04 6-18 424 .17 3-14 -273 .05 8-18 -258 .07 4-14 -1406 .43 9-20 -508 .13 4-15 2068 .84 10-20 1433 .55 5-15 -1010 .26 10-21 206 .08 5-17 1212 .49 11-21 -151 .03 6-17 -575 .15 MAX rEH=CN (spare) 1/999 IN MEM 17-18 (LIVE) IF -.32" D= -.42" T1= -.75" Mex EEFI.EXTTCN (cart) • L/608 IN1`'0113-14 (LIVE) LF 112" D= .16" T= .27" Joilit Lccatiax: ---- 1 0- 0- 0 12 42- 0- 0 2 4- 3- 4 13 0- 0- 0 3 6- 2-12 14 6- 2-12 4 8- 0- 0 15 13- 2- 6 5 13- 2- 6 16 14- 0- 0 6 18- 4-13 17 18- 4-13 7 .L- s- R 18 23- 7- 3 8 23- 7- 3 19 28- 0- 0 9 28- 9-10 20 28- 9-10 10 34- 0- 0 21 35- 9- 4 11 37- 8-12 22 42- 0- 0 TC 2x4 DFL #1 & Btr. PC 2x4 DFL #1 & Btr. WED 2x4 DFL STAT PLATE VALIffi PER IC B0 ISI REfCiZl' 11160'7. Load3 for 10 PSF rxn-ccrjawrent PCIT • Rstttarient bracing is re(by ce-& s) to prevad rctatirn/tgmling. See HLB-91 and ADSI/'TPI 1-1995; 10.3.4.5 and 10.3.4.6. PlATIM BASED CN GZEFN IUVWR VALLES. T 5-4-0 0-4-3 Truss ID: B2 Qty: 1 Drw : LUV 1 1 OZV20-v 1 v Plating spec ANSI/'TPI - 1995 desi c111baaied on d-,ard bracing applied tfsd�etitle: , T II.S MI(V IS THE 0:'S'iFCSITE RESULT OF per tic o.c. Eton to Kjr,TTF'LE LCAD CASES. LTAjrc Rir7UIIHCh1S1Ir rdro �t are based CNLY TC 24.0" 9- 8- 8 32- 3- 8 7- 9- 3 9- 8- 8 Ora the truss material at each bearirV. , TC 24.0" REACIZCN(S) Drainage mist be provided to avoid paUPLgT 3x4 nun. octtlnxxls lateral bracing atta- 97# the to flat TC ndjere inw/ 2-10d nails Thist truss Is desicyle3 using This each. Limber mist be structural grade. Bldg aiclosed =Yes, Ertl 2rne = No ri Brace @ 24" o.c. unless noted Otl�wise. R=cai'te/test Line = No , EV Category = B BldgL�x?th = 80.00ft, Bldg Width = 40.00ft, Men rr0000ff height = 22.67ft, MFH = 75 Classification = 4, Daad Laid = 21.0 psf -------I!]AD CASE #1 EESICN LOAM ---------------- Dir L.Plf L.Lcc R.Plf R.Lcc UV M TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 .59 BC Veet 28.0 0- 0- 0 28.0 6- 0- 0 BC Vert 20.06- 0- 00 2L 42- 0- 0 .00 .00 Tye iC*llert 24- 6- 0 75.0 .43 TC Vert 75.0 27- 0- 0 .43 4-3-4 8-11=2 5-2-6 5-2-6 5-2-6 ,5-2-6 8-0-0 4-3-4 13-2-6 18-4-13 23-7-3 28-9-10 34-0-0 42-0-0 9-11-11 9-11-I1 ~1 2 3 4 1 5 6 7 8 9 r 10 11 12 36- - -6., -6.00' 00 )-I2 -1 d�_11_11 13 14 136 17 18 110 21 22 6-2-12 6-116-11 10 ,5-2-6 5-2-6 .5-2-6 6-11_=10 6-2-12 6-2-12 13-2-6 18-4-13 23-7-3 28-9-10 35-9-4 42-0-0 T 6-3-12 SHIP 0-4 TYPICAL. PLATE : 1.5-3® ' Truswal Systema Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. TBF: 126. � eb 6 # ® WARNING Read all notes on this sheet and gbe copy of fi 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 doneC!hk: � in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds #LC = 13 B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascer�' ahn that the loads utilized on this design meet or exceed the loading imposed by the local building code and die paticular application. The design asswnes that the top chord is laterally TC Live 16.0 pof braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing in tcrcd directly attached, unless otherwise noted. TC Dead 11.0 pof ® LLC llracing shown is for Lderd support of components members only to reduce buckling length. This oamoponent sludl not he pheed in :my environment Iliad will Muse the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, bnshdl and brace this truss in BC Lire .0 pof 'ria aSWAL sl'SIIiMS accordance with the following standards: 'JOINT DETAILS', by Tnrswal, 'ANSI/TPI 1', 'WTCA F - Wood Truss Council or America Standard Design BC Dead 10.0 pof 4445 Nord,p:ok Dr.. Colo springs, CO 4090 Responsibilities, IIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - ([1113-91) and '1110-91 0 SUMMARY SHEET' by TPI. The Truss Plate Institute (Till) is looted at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 pof TpS . 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. _ d A. _ 1 C04 982 :l �t Ex p.12/31l02 �- 1 -= �l CIVIC _ .� ATE OF CAl �FOr� 6/11/2001 Scale: 3/32" = 1' WO: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: L/360 TC: W480 job Name: BUSHMAN Blr- X -LOC REACT SIZE RD2'D 1 6- 2-12 2084 5.50" 1.85" 2 41- 9- 4 1568 5.50" 1.67" TC FCRCE AXL EM CSI 1-2 406 .05 .17 .22 2-3 518 .06 .17 .23 3-4 449 .05 .27 .33 4-5 -2147 .06 .35 .41 5-6 -3114 .15 .27 .42 6-7 -3378 .18 .40 .58 7-8 -3378 .18 .41 .59 8-9 -3386 .18 .69 .87 9-10 -3367 .31 .69 1.00 10-11 -2519 .06 .18 .24 11-12' -2653 .06 .29 .34 BC , F= AXE, BND CSI 13-14 -307 .00 .31 .31 14-15 439 .01 .31 .32 15-16 2214 .20 .19 .40 16-17 2214 .27 .14 .41 17-18 3149 .39 .36 .75 18-19 3385 .42 .36 .78 19-20 3386 .42 .47 .89 20-212 2155 .26 .47 .74 21-22, 2316 .30 .24 .53 VJFB FCRCE CSI VM FARCE CSI 2-14 -205 .04 6-18 424 .17 3-14 -273 .05 8-18 -258 -.07 4-14 -1406 .43 9-20 -508 .13 4-15 2068 .84 10-20 1433 .55 5-15-1010 .26 10-21 206 .08 5-17 1212 .49 11-21 -151 .03 6-17, -575 .15 MAX IgFLf}; CN (span'.) L/999. IN Mal 17-18 (LIVE) IF -.32" D= -.42" T-- -.75" MAX IZFIMnCN (cant) ' L/608• IN Mt7'9 13-14 (LING) Lr .12" D= .16" T= .27" _= Joint Locations ===_ 1 0- 0- 0 12 42- 0- 0 2 4- 3- 4 13 0- 0- 0 3 6- 2-12 14 6- 2-12 4 8- 0- 0 15 13- 2- 6 5 13- 2- 6 16 14- 0- 0 6 18- 4-13 17 18- 4-13 7 21- 8- 8 18 23- 7- 3 8 23- 7- 3 19 28- 0- 0 9 28- 9-10 20 28- 9-10 10 34- 0- 0 21 35- 9- 4 11 37- 8-12 22 42- 0- 0 TYPICAL PLATE : 1.5-3 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Nortbpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.2.3 PC 2x4 IBI., #1 & Btr. tgg 2x4 EEL STA? E,LzUE WM PER ICBD 1ERQI IU' #1607- T oaded 7.Loaded fon 10 PSF rrararxx11X1et til r •, Flerrrsnelrrt ��/�� (ee othersKM-91) to id p See KM -91 atrl Atm �I 1-1995; 10.3.4.5 and 10.3.4.6. 1x4 min. oaitinxxis lateral bracing att hod to flat TC where indicated w/ 2-10d nails eadz. Lugs' trust he strucbzal grade. Brace G 24" o.c. unless noted Otherwise T 6-4-0 1= 0-4-3 Truss ID: B3 Qty: plat;m spec : AMI/'IPI - 1995 IIILS IfSIIN IS THE t3J4PCSrM RESCII.T OF - 14=PLE LMD CASES. SE'ARUZ REl:j "lENIS sho n are lased CNLY of the muss material at each bearing. . Drainage mist be dad to avoid po'rht'rg. >tended 2x4 web material at 48" o.c. max. droll a to the d'zor:d below aryl attached with 1.5-3 min. plates, or (5)-16 ga. staples, or adsgJate nailing bin cth=8 typical each end. PLATIM BASED CN cFEEQ LII"IBFR VAUES - FlattcP did has not been. designed for driftasg stew unless noted cthetNase. 4-3-4 8-11-2 ,5-2-6 5-2-6 5-2-6 5-2-6 8-0-0 4-3-4 13-2-6 18-4-13 23-7-3 28-9-10 34-0-0 42-0-0 11-11-11 1 11211-3114 1 5 6 7 8 9� 10 11 12 1 Drwg:LUUIIOLU`t8- igrt � on d=d bracing applied f ttt�c o.c. fran to TC 24.0" 11- 8- 8 30- 3- 8 TC 24.0" 7- 4- 3 11- 8- 8 TC 24.0" 30- 3- 8 . 34- 0- 0 Up= R11 IN(S)97# M -lis tnrss is designed using the LBC -97 Ctxb- Bldg RYtelcsecl = Yes, a -,d ZormNo Hsticane/Ocean Lane = TIO , Exp = B - 80.00ft, Bldg Width = 40.00ft, MemeLerr l height = 23.17ft, MPH = 75 Classification = 4, Dead Load = 21.0 psf - -- ---LOAD CASE #1 DESI(iI LOADS ---------------- Dir L.Plf L.Icc R.Plf R.Irc LL/'Il, 'IC Vert 54.0 0- 0- 0 54.0 42- 0- 0 .59 BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 .00 BC V'Ije,r�te 20.06- 0- 0 2200 42- 0- 0 .00 J 'IC•lfert 24- 6- 0 75.0 .43 TC Vert 75.0 27- 0- 0 .43 T 7-3-12 _ SHIP 0-4 42-0-0-Q 13 14 136 17 18 120 21 22 v 6-2-12 6-1110 5-2-6 5-2-6 5-2-6 6-1110 , 6-2-12 A 6-2-12 13-2-6 18-4-13 23-7-3 28-9-10 35-9-4 42-0-0 Truswal Systems Plates are 20 ga. unless shown by 11181'(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false "k___ frame plates are iDositioned as shown above. 7 ",t222TBF: 1",t222 # WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. rs This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done hk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are lobe Da #LC 13 verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this . 4nr design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 11.0 pa f 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 199 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 ps f accordance with the following standards: 'JOINT'DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design BC Dead 10.0 paf Responsibilities, 'HANDLING INSTALLING AVD BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 paf Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. C/VI\X-1 �, OF „ALF 6/11/2001 Scale: 3/32" = 1' W0: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: L/480 ]ob�Name: BUSHMAN EW, X -LDC RFALT SIZE Re2'D 1 6- 2-12 1574 5.50" 1.50" tl- 9- 4 1691 5.50" 1.80" 3 41- 9- 4 474 5.50" 1.50" TC FCRCE AXIL BID CSI 1-2 517 .07 .38 .45 2-3 415 .05 .38 .43 3-4 ' -856 .00 .29 .29 4-5 -706 .01 .20 .21 5-6 -1038 .02 .20 .22 6-7 -1038 .02 .39 .40 7-8 576 .05 .53 .59 8-9 328 .02 .53 .56 BC FCRCE AXI, END CSI 10-11- -384 .00 .42 .42 11-12 334 .00 .42 .42 12-13. 1008 .10 .39 .49 13-14 121 .00 .39 .40 14-15, -252 .00 .32 .32 15-16 -250 .02 .27 .29 V B FCPLE CSI WEB FCRCE CSI 2-11. -339 .07 6-13 -232 .07 3-11 -960 .25 7-13 1153 .44 3-12' 726 .30 7-14 -1280 .92 4-12 120 .05 8-14 -563 .24 5-12 -460 .50 8-15 173 .07 5-13 198 .08 MAX EEFLa=CN (sit) L/999 IN M01 13-14 (LIVE) I= -.14" D= -.18" T-- -.32" pIAj( EEFL=CN (Gant) • 1/999 IN MEM 10-11 (LIGE) Lr- .06" D= .08" 'I`-- .14" Joint Lxatias ===== 1 0- 0- 0 9 42- 0- 0 2 6- 2-12 10 0- 0- 0 3 7- 3- 4 11 6- 2-12 4 14- 0- 0 12 14- 8- 0 5 18- 8- 0 13 23- 1- 4 6 23- 1- 4 14 31- 6- 8 7 28- 0- 0 15 34- 8-12 8 34- 8-12 16 42- 0- 0 B BC 2x4 rFL, #1 & Btr. WEB 2x4 DFL 9TA1'IDARD Platitxg spec : ANSItIPI - 1995 THIS LESICN IS TI -]E SITE RESULT OF ninpuE LOAD CASES. +IES t shah are based CMY cn the truss ttat� at each bearing. M ATF VAUES PER ICBJ ReS REFC #1607. La-atirn of intericr bearings shaild be clearly narked an each truss. Drainage mast be provided to avoid 1.x4 rain. ccr± uaas lateral bracing attacried to flat TC ah�re indicated w/ 2-10d nails each. Lnber trust be structural Bra oe @ 24" o.c. unless rated otherwise• T 7-4-0 1c 0-4-3 6-2-12 7-9-4 6-2-12 14-0-0 13-11-11 ~1 2 3 4 Truss ID: B4 ®Daxt,es the re3, revert fcr lateral braci tz3 at each locatirn shofar. lateral bracirsg - systetu ohhich inc bracing fare the reTCrr-ibiuhding , designEr. Trus..al.System BRACE -IT may be used for cat -in-, larch hraciXig ca trusses spaced 24" cc. Alte nativelyy, use scabs or T-baaoes as sho n cn Trus al System statx3_qrd detail C001003160. Traded fcr 10 FSF rah-caxurrent BZL. Intericr supp=t or teipcsaty sl'ra'in3 mast be in place befca�e erecting this truss. F�tir uherrt bracztzg is others) to Ppreva t rctatian/tcPPSeeee HIB -91 aryl AI35Z/IPZ 1-1995; 10.3.4.C.ri 10.3.4.6. PLATIlU BASED CN t32EEN T114SEI2 VAIIES. 9-1-4 23-1-4 5 6 14-0-0 i 6,00 r 1111-7__8 7-3-4 34-8-12 42-0-0 13-11-11 7 8 9 i -6.001 a_,-14 _ n�_n_n 10 11 12 13 6-2-12 8-5-4 8-5-4 8-5-4 6-2-12 14-8-0 23-1-4 31-6-8 1 Drwg: LUV 1 1 o1-v-tv-v 1 v Tbis � rn did ming implied Chk:-� per tt�i� f sdle: Customer Name: ttwc o.c. f-- to TC 24.0" 13-11-11 28- 0- 0 i IN(5263# TC Live s*pcErt 1 DurFacs L=1.25 P=1.15 This truss is designed using the 11.0 psf LHC -97 Ct de. BC Live Bldg oncicsed = Yes, End Zane = No O.C.Spacing 2- 0- 0 Iis r icarje/Oo h Line = No , E>� C=eq ary = B 10.0 psf Blclg 80.00ft, Bld3 Width = 40.00ft, Mir )heigl't. = 23.67ft, MPH = 75 Defl Ratio: Lt/360 TC: L/480 Classificatim = 4, Dead Lead = 21.0 psf 37.0 psf ---------ICAD CASE #1 IESIGT LOAM ---------------- Itis L.Plf L.Lcc R.Plf R.Lcc IL/'IL 'IC Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 .59• .12 BC Vest 20.0 6- 0- 0 20.0 32- 0- 0 BC Vert 28.0 32- 0- 0 28.0 42- 0- 0 .00 .12 T 8-3-12 SHIP 0-4 14 15 16 ®�`� 10-58 , 42-0-0 ., �) OVER 3 SUPPOR S I uta �t Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) or "H11(16 ga.), positioned per Joint Report. Circled plates and false frame nlates are positioned as shown above. ®WARNING 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 B L U SAR MFG 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 paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly anached, unless otherwise noted. ® LLC 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, h.•utdle, install and brace this truss in TRUSWAL Sh:STEMs accordance with the following standards: '1OINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 4345 Northpark Ur., Colo Spruugs, CO 30907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6 .2 .3 Paper Association (AFPA) Ls located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 6/11/2001 Scale: 3/32" = 1' TBF: 112.0 WTj# WO: BUSHMAN Chk:-� ' Customer Name: Dsgnr: #LC = 19 DA TC Live 16.0 psf DurFacs L=1.25 P=1.15 TC Dead 11.0 psf Rep Mbr Bnd 1.00 BC Live .0 psf O.C.Spacing 2- 0- 0 BC Dead 10.0 psf Design Spec UBC -97 Defl Ratio: Lt/360 TC: L/480 TOTAL 37.0 psf MAX E FL1 nCN (spars) . L/999 IN P'EM 15-16 (LIVE) 11- -.14" D= -.18" T= -.32" N)P.X EEFUITON (cant) 1/999 INival 12-13 (LIVE) T LF .06" D= .08" T= .14" _= Joint Locations -= 1 0- 0- 0 10 34- 8-12 8_4.0 2 6- 2-12 11 42- 0- 0 3 7- 3- 4 12 0- 0- 0 4 10- 0-14 13 6- 2-12 5 14- 0- 0 14 14- 8- 0 = 6 18- 8- 0 15 23- 1- 4 0-4-3 7 23- 1- 4 16 31- 6- 8 8 28- 0- 0 17 34- 8-12 9 31-11- 2 18 42- 0- 0 Op r t i•4-0-0 - i -6.001 •/_'1_f1 a -c -y 't-� "� 412 -II -0 12 13 14 15 16 17 6-2-12 8-5-4 8-5-4 8-5-4 6-2-12 14-8-0 23-1-4 31-6-8 TYPICAL PLATE : 1.5-3 Truswal Systeme Plates are 20 ga. unless shown by 1118"(18 ga.) or 1-H"(16 ga.), positioned per Joint Report. Circled plates and false f lates are ositioned as shown above. 1 Drwg: ILUU I I o<.v-rO- � t�al sd xinle: trwc o.c. fran to TC 24.0" 15- 8- 8 26- 3- 8 Truss ID: B5 Qty: Job Name BUSHMAN S. � is designed using the LBC -97 OxIe. Bldg adored = Yes, aid 2me =Ido li=ce/ocean Lute = Ido , EJep Category = B L the for later.-tl F4� . X -Lm 6- 2-12 RFAGT SIZE I;S2'D 1574 5.50" 1.50 TC 2x4 EFL #1 & Btr. BC 2x4 EFL #1 & Btr. t eactes o aticnrec�llim& ,. Lateral bracing ® eacft la;d i in Jude ,gl 1 ' vhiic3l include or bracing 1 • 2 31- 9- 4 3 41- 9- 4 1691 5.50" 1.80" 474 5.50" 1.50" WEB 2x4 SIS Plating spec • AWI!M - 1995 systetta are �tsibi I ity of the }c zildirrJ design Trus -1 Systems 0ACE-rr may be .59, .12 BC Vert 20.0 6- 0- 0 20.0 32- 0- 0 BC Vert 28.0 32- 0- 0 28.0 42- 0- 0 .00 .12 THIS EESIt31 IS 7HE 024PCSr E ALT OF used for os)tir-L r lateral bracing a1 TC , FCRcE AXL END GSI MIL,TIPIE LOAD C%SES. 7 are based SIIY Bz*u m Fszlj tiussee spaced 24" cc. Alternatively, use al Trusval 1-2 2-3 517 415 .07 .05 .38 .38 .45 .43 amaterial each � the truss al at ch bearing -tats PER ICD RESEALKI-I REFCFZ' #1607. sc b3 or T -braces as rlx) n't standard detail OX1003160. 3-4 -856 .00 Ol .29 .29 13A1E VALLES Location of urtei� bearitz3s slYuld be L for 10 1?SF eat-mtan2 >t DML Ir>teriar t or shoring trust 4-5 . 5-6 ' -790 -706 Ol .23 .20 .24 .21 clearly harked ca each truss' Drainage mast be Provided to avoid :3 be in place before this truss• lracur3 is (by mss) to 6-7 -1038 .02 .20 .22 1x4 taut. oa'ttln OUS lateral tracing tad . Se= HIB -91 aryl 7-R 1038 577 .02 .39 .40 to flat TC vkt�e irrlicated w/ 2-10d nails ls�t rotatiaa/toM AAMI/TpI 1-1995; 10.3.4.5 and 10.3.4.6. tt 7 9-1U SU1 .Or, US .''5 .53 .31 .59 each. Lutixr nest be structural SM24. Brace O 24" o.c. unless rated✓ise• � BASED tN GEEN LUvEER VALLE4. 10-11 330 .02 .53 .56 DC FL&2C£ AXL HID CSI 12-13 -384 .00 .42 .42 13-14, 334 .00 .42 .42 14-15 1008 .10 .39 .49 15-16 120 .00 .39 .40 16-17 -254 .00 .32 .32 17-18 -251 .02 .27 .29 % EB 1, GSI VEE FCFLE CSI 2-13 3-13 -339 -960 .07 .25 7-15 8-15 -232 .07 1154 .44 6-2-12 7-9-4 9-1-4 1111-7=$ 3-14 726 .30 8-16 -1280 .92 6-2-12 14-0-0 42-0- 23-1-4 34-8-12 42-0-0 5-14 120 .05 10-16 -563 .24 6-14 -460 .50 10-17 173 .07 15-11-11 r 15-11-11 6 7 8 9 10 11 6-15 198 .08 1 2 3 4 5 MAX E FL1 nCN (spars) . L/999 IN P'EM 15-16 (LIVE) 11- -.14" D= -.18" T= -.32" N)P.X EEFUITON (cant) 1/999 INival 12-13 (LIVE) T LF .06" D= .08" T= .14" _= Joint Locations -= 1 0- 0- 0 10 34- 8-12 8_4.0 2 6- 2-12 11 42- 0- 0 3 7- 3- 4 12 0- 0- 0 4 10- 0-14 13 6- 2-12 5 14- 0- 0 14 14- 8- 0 = 6 18- 8- 0 15 23- 1- 4 0-4-3 7 23- 1- 4 16 31- 6- 8 8 28- 0- 0 17 34- 8-12 9 31-11- 2 18 42- 0- 0 Op r t i•4-0-0 - i -6.001 •/_'1_f1 a -c -y 't-� "� 412 -II -0 12 13 14 15 16 17 6-2-12 8-5-4 8-5-4 8-5-4 6-2-12 14-8-0 23-1-4 31-6-8 TYPICAL PLATE : 1.5-3 Truswal Systeme Plates are 20 ga. unless shown by 1118"(18 ga.) or 1-H"(16 ga.), positioned per Joint Report. Circled plates and false f lates are ositioned as shown above. 1 Drwg: ILUU I I o<.v-rO- � t�al sd xinle: trwc o.c. fran to TC 24.0" 15- 8- 8 26- 3- 8 7C 24.0" 13- 4- 3 15- 8- 8 UPLJFrt �IN(S) : S. � is designed using the LBC -97 OxIe. Bldg adored = Yes, aid 2me =Ido li=ce/ocean Lute = Ido , EJep Category = B Bldg Lerptli - 80.00ft, Bldg Width = 40.00ft, Meen rccjE heigInt. = 24.17ft, MPH = 75 Classificatirn = 4, Dead Load = 21.0 psf - --- ----LOAD CASE #1 123IG4 LCADI- ------ ---------- Dir L.Plf L.Loc R.Plf R.L - LLt/IL 7C Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Vet 28.0 0- 0- 0 28.0 6- 0- 0 .59, .12 BC Vert 20.0 6- 0- 0 20.0 32- 0- 0 BC Vert 28.0 32- 0- 0 28.0 42- 0- 0 .00 .12 1 9-3-12 SHIP 0-4 10-5-8 8 42-0-0 . V 4l�� f, 0 OVER 3 SUPPORTS: - + came TBFs 125.3 WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. ® This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer and done Chk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensionA accuracy. Dimensions are to be, B L u SAR MFG verified by die component mvwfxnrer and/or build'ung designer prior to fabrication. 'the buildbng designer must asccnain that the loads utilized on this.. Dagnr: design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live braced by die roof or floor sheathing mrd the bottom chord is Liter braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed hi any environment that will cause the moisture content of the wood to exceed 1990 and/or cause connector plate corrosion. Fabricate, handle, uistall and brace this truss in BC Live THUSWAL lTSTBMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA I' - Wood Truss Council of America Standard Design BC Dead 4445 Northpark Ur., Cele Springs. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1-1113.91) and 'HID -91 SUMMARY SHEET' by TPi. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL Tp5. 0 Version T6 .2 .3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste RW, Washington, DC 20036. 06 # #LC = 19 16.0 psf 11.0 psf .0 psf 10.0 psf 37.0 psf J NO.45 62 a) 12/`31!0^c CF raLh'� 6/11/2001 Scale: 3/32" = 1' Wo: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 7C: L/480 job Name: BUSHMAN EW. X -LCC REACr SITE R132'D 1 6- 2-12 1574 5.50" 1.50" 2 31- 9- 4 1691 5.50" 1.80" 3 41- 9- 4 474 5.50" 1.50" TC FCRCE AXL END GSI 1-2 517 .07 .38 .45 2-3 415 .05 .38 .43 3-4 -856 .00 .29 .29 4-5 -790 .01 .23 .24 5-6 -706 .01 .20 .21 6-7 -1038 .02 .20 .22 7-8 -1038 .02 .39 .40 8-9 577 .06 .25 .31 9-10 501 .05 .53 .59 10-11 329 .02 .53 .56 BC FLRCE AXL END CSI 12-13 -384 .00 .42 .42 13-14 334 .00 .42 .42 14-15 1008 .10 .39 .49 15-16 120. .00 .39 .40 16-17 -254 .00 .32 .32 17-18 -251 .02 .27 .29 WEB FCRCE CSI WEB FORCE CSI 2-13 -339 .07 7-15 -232 .07 3-13 -960 .25 8-15 1154 .44 3-14 726 .30 8-16 -1280 .92 5-14 120 .05 10-16 -563 .24 6-14 -460 .50 10-17 173 .07 6-15 198 .08 MAX EEn=CN (sport) L/999 IN NEIN 15-16 (LME) LF -.14" D= -.18" 'I'- -.32" mx Lg1.E w (cant) 1/999 INIVEM 12-13 (LSVE) L= .06" D= .08" rr-- .14" == Joint Locations = 1 o- 0- 0 10 34- 8-12 2 6- 2-12 11 42- 0- 0 3 7- 3- 4 12 0- 0- 0 4 10- 0-14 13 6- 2-12 5 14- 0- 0 14 14- 8- 0 6 18- 8- 0 15 23- 1- 4 7 23- 1- 4 16 31- 6- 8 8 28- 0- 0 17 34- 8-12 9 31-11- 2 18 42- 0- 0 TYPICAL PLATE : 1.5-3 BLUSAR MFG ® LLC TRUSWAL SYSTEMS 4445 Northpark Dr., Colo Springs, CO 80907 Tp5.0 Version T6.2.3 BC 2x4 rFL #1 & Btr. 1001 2X4 I&I, SWO610 plafim spec PiSI/I7?I - 1995 THLS DESIIN IS IIIE CII lFiS11E RESULT OF BEARIIWRIr�IIs ehon are biased COYLY on the truss ttaterial at each bear2rz3. a= VA M FM ICBO 1 RE= #1607. Location of interior bearings should be clearly marked In each truss. 'cledtrust �e top dim d e4nr to avoid peat rri rpcx,, rx+a 2x4 veb material at 48" o.c. nwc.to the ch=d belov and attad3-uad with 1.� 3 min. plates (qr (5)-16 ga. staples, or adequate nailim by ethers typical each end. FAT= BAS IN G; EEQ LUVI R VAU S'. Flat tcp crud has not been designed for drifh,m erjo�4 unless noted etheswise- Truss ID: B6 Qty ® D37ctes the requiXOment for lateral braaM systetsvauch incltac3e dna 1 e -rg are tl>` �aisibilih' of the buildirg =. Tzus,�,l S lets ] lateral�rr may be trusses spaced 24"=cc. Alternativelyy use scabs or T -braces as sham on TYus al System standard detail C001003160. Loaded for 10 PSF rxn-cajom,37t BCLL- Lt,e icr support or tapmauY dcrIng trust be in place beforethis truss. Fernetnent bracarg is (by others) to prevent zctatiah/tcpp See HIB -91 and PNSI/fipI 1-1995; 10.3.4. and 10.3.4.6. 1X4 [trust. 037tmx is lateral bracing attached to flat TC sd7ere indicated w/ 2-10d [tai I s eadh. Lumber trust be structural grade. Brace © 24" o.e. unless noted ethernse. 1 Drwg: LoVU t i o,Lv-ro- This deli based m chord bzamxg applied per the f�allodir7g sdneiAe: [twc o.c. Exon to TC 24.0" 17- 8- 8 24- 3- 8 TC 24.0 13- 4- 3 17- 8- 8 Tc 24.0" 24- 3- 8 28- 0- 0 UPLIFT 1 E=a1T(S): supporThis esti is designed using the LBC -97 oxh. Bldg Enclosed = Yes, FYri Trine = No Hz c ane/Ooean Line = 11b� C ate�Y = B Length - 80.0oft, BldgE>Phdth = 40.00ft, Length Nroof heigl$ = 24.67ft, MFH = 75 C'1acwification = 4, Dead Lid = 21.0 pef --LCAD CASE #1 IFSICN LOADS ---------------- L.Plf L.Lcc R.Plf R.Lcc LLv*M Dir TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 .59 .12 BC Vert 20.0 6- 0- 6 20.0 32- 0- 0 BC Vert 28.0 32- 0- 0 28.0 42- 0- 0 .00 .12 6-2-12 J 7-9-4 9-1-4 11-711-7=8 7-3-4 6-2-12 14-0-0 23-1-4 34-8-12 42-0-0 11-11-1117-11-11 1 23 4 5 1 6 7r 8 9 10 111 r 6.00 -6.001 6-6 -4 6 S=3 4 5=34 9 4-0 4-4 4-4 10-3-12 2.5-4 SHIP 4"4 2-9"1 4-4 = s 0-4-3 4 5-8 5_ 2.s -a 0-4 6-0-0 4.00 -4 � 9-4 14- - ti 54 8-5-4 10-5-8 a2-(-( A 12 13 14 15 16 17 6-2-12 8-5-4 8-5-4 8->8 -4 6-2-12 14-8-0 23-1-4 31-6-8 Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame nlates are positioned as shown above. IzlQROF ESS/a W Q o. C 5982 :0 \*\/ Exp. x2/31/02 / 111-5_=818 190 si Ar 6/11/2001. OVER 3 SUPPORTS ff Scale: 3/32" 1' WARNING 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 utilized on this design meet or exceed the leading imposed by the local building code and the paticular 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 thus in accordance with the following standards: 'JOINT DETAILS% by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPf. 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TSF: 126.0 WT:209 # Chk: Dsgnr: #LC - 19 TC Live 16.0 psf TC Dead 11.0 psf SC Live .0 psf BC Dead 10.0 psf TOTAL 37.0 pof WO: BUSENAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: L/480 job Name: BUSHMAN EM X -LOC RFACr SIZE REQ'D 1 6- 2-12 1574 5.50" 1.50" 2 31- 9- 4 .1691 5.50" 1.80" 3 41- 9- 4 474 5.50" 1.50" TC RICE AXI, END CSI 1-2 517 .07 .38 .45 2-3 415 .05 .38 .43 3-4 -856 .00 .29 .29 4-5 -790 .01 .23 .24 5-6 -706 .01 .20 .21 6-7 -1038 .02 .20 .22 7-8 -1038 .02 .39 .40 8-9 577 .06 .25 .31 9-10 501 .05 .53 .59 10-11 329 .02 .53 .56 )3` FUKE AXI, END CSI 12-13 -384 .00 .42 .42 13-14 334 .00 .42 .42 14-15 1008 .10 .39 .49 15-16 120 .00 .39 .40 i6-17 -254 .00 .32 .32 17-18 -251 .02 .27 .29 VEB FAKE GSI VEB Ft12CE CSI 2-13 -339 .07 7-15 -232 .07 3-13 -960 .25 8-15 1154 .44 3-14 726 .30 8-16 -1280 .92 5-14 120 .05 10-16 -563 .24 6-14 -460 .50 10-17 173 .07 6-15 198 .08 I4z,.y, L7I=CN (span) - L/999 IN N1EM 15-16 (LIVE) LF -.14" D= -.18" T= -.32" KkX EEFLECITCN (cant) - L/999 IN NIM 12-13 (LIVE) IF .06" D= .08" T= .14" _= Join Locations ===== 1 0- 0- 0 10 34- 8-12 2 6- 2-12 11 42- 0- 0 3 7- 3- 4 12 0- 0- 0 4 10- 0-14 13 6- 2-12 5 14- 0- 0 14 14- 8- 0 6 18- 8- 0 15 23- 1- 4 7 23- 1- 4 16 31- 6- 8 8 28- 0- 0 17 34- 8-12 9 31-11- 2 18 42- 0- 0 TYPICAL PLATE : 1.5-3 2x4 I:FL #1 & Btr. BC 2x4 rFL #1 & Btr. WEB 2>c4 EFL Plating spec : PMI u.ns msj(i LS nE t>vresrIE R ;rax OF 14=PLE IOAD CASES. BEARS Fe_7jnEMES7IS sh3,n are based CNLY on the truss material'at each be trirg. PLATE VALUES FFR IMO IoMpRaj REMU 4,1607. L,caticn of interior bearings should be clearly harked on each truss. rust be ded to avoid pntdirrl. ge top a ,i res 2x4 web nvd:� at 48" o.c. nwc. dr to the dx:trd elcw arra attached with 1. 3 min. plates, or (5)-16 ga. staples, on adegaate rtailatg by' othe .'stypical each end * d* PLATIN HraSED CN GEEK IINIBER VALIES. Flat tcp chard has not been designed fon dri,ftiM snow unless acted otherwise. Truss ID: B7 Qtr ® Rtes the reWiratent for lateral bracing at each location sho.,m. Lateral b or x-hracing a e the respazsibility of the buildirg dasigner. Tftu ltems MACE -ITT may be used for catin cis a' trusses spaced 24'1 cc. Alttrratively, use scabs or T -mss as sh-.>n on 'IYus..al System surd detail (001003160. Icadc-d for 10 PSF mroorraus-''t BCiL- Int,r"r cr support o: terTarary to must be in place before uusgethis �nransrit bracing is reEp (by ethers) to p rrkatIWtcpp See HM -91 arta PNS mI 1-1995; 10.3.4.5 arta 10.3.4.6. L<4 min. cortin lateral )racing attacl-d to flat TC akrere irdicate3 w/ 2-10d rails each. lumber mast be structural grade. Brace O 24" o.e. unless noted ctlterwi.se. 6-2-12 7-9-4 9-1-4 11-711-7=8 7-3-4 6-2-12 14-0-0 23-1-4 34-8-12 42-0-0 19-11-1119-11-11 r1 23 4 5 6� 7 8 9 10 11t 1¢ Ilrll -6.00 F6.00 r 1 Drwg: LUU 110LV-t0- on d=d �� lied Truswal Systeme a e 1-H"(16 ga.), positioned per Joint Report. Circled plates and false the fallbased sdr�lzle: pertttax o.c. frcm to TC 24.0" 19- 8- 8 22- 3- 8 TBF: 128.7 WT: 214. WO: BUSHMAN TC24.0" 13- 4- 3 19- 8- 8 WARNING Read all notes on this skeet and give a copy of it to the Erecting Contractor. based by the component manufacturer and done 22- 3- 8 . 28- 0- 0 ® UPi,IFT rE=N(S) Ds #LC - 19 DA support 1 -263# in accordance with the current versions verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this° by the local building code and the paticular application. The design assumes th:u the top chord is laterally 'IIhis truss is designed using the B L U SAR LBC -97 Co3e- TC Dead 11.0 psf Rep Mbr Bnd 1.00 Bldg Enclosed = Yes, a)d 7rste = No Bracing shown is for lateral support of components members only to reduce buckling length. This component placed the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in Hm'icam/Conuz Line = No, Cagy = B TRUSWAL SYSTEMS Springs, CO 30907 B1 - 80.00ft, Elt, Width = 40.00ft, 25.17ft, MPH = 75 BC Dead 10.0 psf Design Spec UBC -97 , Mean roof height = caa,ssi fi ration = 4, Dead Lord = 21.0 psf Responsibilities, 'HANDLING INSTALLING AND BRACING by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and ----------ICAD CSE #1 fESIIN LOADS ---------------- R.Lcc IIf1L - Dir L.Plf L.Loc R.Plf TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 .59 BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 BC Vert 20.0 6- 0- 0 20.0 32- 0- 0 .12 .00 BC Vat 28.0 32- 0- 0 28.0 42- 0- 0 .12 11-3-12 SHIP 0-4- /OQFOF ESSjo�v � e 0. 0045982 aj l `A-\ � Exp. 12-/31/02 / CW OF CAU 4 8-5-4 111-5-82� �-Q (( 42-0-0 12 13 14 15 16 17 18 6-26-2-12 8-58-5.4 8-5-4 8-5-4 1010-5_ -8 /gip 6-2-12 14-8-0 23-1-4 31-6-8 42-0-0 / 6/11/2001 11 t s are 20 ga. unless shown by "18"(18 ga.) or 6 OVER 3 SUPPORTS Scale: 3/32" 1' Truswal Systeme a e 1-H"(16 ga.), positioned per Joint Report. Circled plates and false frame later are positioned as shown above. TBF: 128.7 WT: 214. WO: BUSHMAN WARNING Read all notes on this skeet and give a copy of it to the Erecting Contractor. based by the component manufacturer and done Chk: Customer Name: ® This design is for an individual building component not truss system. It has been on specifications provided of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Ds #LC - 19 DA MFG in accordance with the current versions verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this° by the local building code and the paticular application. The design assumes th:u the top chord is laterally TC Live 16.0 psf DurFaes L=1.25 P=1.15 B L U SAR design meet or exceed the loading imposed braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly anached, unless otherwise noted. shall not be in any environment that TC Dead 11.0 psf Rep Mbr Bnd 1.00 ® LLC Bracing shown is for lateral support of components members only to reduce buckling length. This component placed the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf O.C. Spacing 2- 0 - 0 TRUSWAL SYSTEMS Springs, CO 30907 will cause the moisture content of accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf Design Spec UBC -97 , 4445 Nortbp",L Dr.. Colo Responsibilities, 'HANDLING INSTALLING AND BRACING by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and I1ef7 patio: 1,/360 TC: Lt/480 37.0 SUMMARY SHEET' is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL psf TpS . 0 Version T6.2.3 Paper Association (AFPA) 14A\ tE amc:N (spar[) . 14/999 INI✓el 15-16 (LIVE) LF -.21" D= -.27" T= -.48" MAii IEFI}ST D1 (cant) L/999 1N 1,I4 12-13 (LIVE) LF .07" D= .09" T= .15" = Jaunt L [n:atiC2-0 ===== 1 0- 0- 0 10 34- 8-12 6- 2-12 11 42- 0- 0 3 7- 3- 4 12 0- 0- 0 4 10- 0-14 13 6- 2-12 5 14- 0- 0 14 14- 8- 0 6 18- 8- 0 15 23- 1- 4 7 23- 1- 4 16 31- 6- 8 8 28- 0- 0 17 34- 8-12 9 31-11- 1 18 42- 0- 0 t 10-4-0 l= 0-4-3 Op 1�l-0,(�; -6.001 2r- "i 8-5-4 10-5-8 t Drwg:LUUI 1 oLv-ro- 1 on chord bm=y a plied 12 13 14 15 16 17 18�lq 11 6-2-12 8-5-4 8-5-4 8-5-4 10-5-8 . f schedule: tYi . ttwc o.c. from to TC 24.0" 19- 8- 8 22- 3- 8 Truss ID: B7A Q Job Name BUSHMAN (5164# Int 1 'IIhis truss 1s desigrted using the frame plates are positioned as shown above. TBP: 127.3 LW -97 Cbde. for lateral hhacug BFB 1 X -IOC 6- 2-12 RFACP SI2E RE): 'D 2020 5.50" 1.78" TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. ® at each locatirn s) awZ. lateral bzaci273; �� vfddl im-luda or x -bracing 2 41-10- 4 1336 3.50" 1.50" WEB 2x4 EFL ST?TEARD PNSIMI - 1995 aze tjhe silaility o>: the }�zildilg dpi System ERAS -TT �y he TC FcRCE Ax[, END CSI THIS IFSIW IS THE C�rIE Ra= OF arttinacus lateral hrac g on 1-2 511 .07 .39 .46 WTIPLE LCAD G%SES'sho�h are based 01Y Bl�BI; RAIN trusses spaced 24" cc. Altentat'vel ,ruse 'lYtts a1 2-3 3-4 402 -1461 .05 .01 .39 .28 .44 .30 on the mass material -at each b --V4 ' s or T-hraces as sho.•at on rets standard detail Q301003160. 4-5 S-6 -1394 -1291 .02 .02 .24 .19 .27 .21 PLATE mus PER IBB *1607. p avoid ,� mater al � Fled for 10 PSF ncn-cazz>rzat BCLL. P=mne tt hzaciav as zaZair�d (bi to 6-7 7-4 -3091 -3091 .14 .19 .33 .49 ra„� at 48" o.c. trtvc. to the cord bel HrB- 1 ttqc���1 �e x-91 � ��9�10.3 4.5 and 10.3.4.6. 8-9 -2076 .14 .06 .35 .2`3 .34 and attached with 1.5-.3 min. plates �' (5)-16 ga. staples, or aclaclaate nai�iah� ui L�c4 uwi. matiaitaw lateral btaci�zS attacitad >1di�ted w/ 2-11 nails 9-10 10-11 -2141 -2454 .04 .04 .41 .41 .49 .45 others typical each end. ILrBER VAUES. to flat TC vd-nim. each. hmlxr trust be structtnal grade. �AT� BASED CN GREEN dxxd has not been des'91--d Brace O 24" o.c. unless noted etl'tetwi•se. DC FICWT:-379 I.0 CSI �yffirtylrg mod unless noted of hecv+ice. 12-13 13-14 -379 467 .00 .01 46 .96 .46 .46 .47 14-1'. 23c1 .20 .',1 .71 15-1i 2W.1 .a0 .31 16-17 2125 .21 .27 .48 17-18 2126 .27 .15 .42 VEL, F13KE C:;I WEB FCRCE CSI 2-13 3-1t -343 -1402 .07 .1r,, 7-15 8-1.5 -233 .07 3.410 .54 6-2-12 7 '1-4 9-1-4 t 11-7-8 t 7-3-4 3-14 5-14 1147 334 .4'/ 8-16 10-16 -185 .19 -442 .19 t 6-2-12 14-0-0 t 23-1-4 34-�-11 42 -U -U 6-14 -1392 .14 .80 10-17 117 .05 19-i1-11 19-11-11 8 9 10 11 6-15 1398 .56 1 2 3 4 5 6 7 14A\ tE amc:N (spar[) . 14/999 INI✓el 15-16 (LIVE) LF -.21" D= -.27" T= -.48" MAii IEFI}ST D1 (cant) L/999 1N 1,I4 12-13 (LIVE) LF .07" D= .09" T= .15" = Jaunt L [n:atiC2-0 ===== 1 0- 0- 0 10 34- 8-12 6- 2-12 11 42- 0- 0 3 7- 3- 4 12 0- 0- 0 4 10- 0-14 13 6- 2-12 5 14- 0- 0 14 14- 8- 0 6 18- 8- 0 15 23- 1- 4 7 23- 1- 4 16 31- 6- 8 8 28- 0- 0 17 34- 8-12 9 31-11- 1 18 42- 0- 0 t 10-4-0 l= 0-4-3 Op 1�l-0,(�; -6.001 2r- "i 8-5-4 10-5-8 t Drwg:LUUI 1 oLv-ro- 1 on chord bm=y a plied 12 13 14 15 16 17 18�lq 11 6-2-12 8-5-4 8-5-4 8-5-4 10-5-8 . f schedule: tYi . ttwc o.c. from to TC 24.0" 19- 8- 8 22- 3- 8 TC 24.0" 13- 4- 3 19- 8- 8 TC 24.0" 22- 3- 8 28- 0- 0 Truswal Systems Plates are 20 ga. unless shown by "18"(t18 ga.) Joint Report. Circled pla and)false (5164# Int 1 'IIhis truss 1s desigrted using the frame plates are positioned as shown above. TBP: 127.3 LW -97 Cbde. Bldg EYtclosed = Yes, End Zane = No awrica a/o- Line = No , � Y = B This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and Chi: the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional acaumcy. Dimensions are to be Ds = 80.00ft, B1cg Width = 40.O0ft, U SAR MFG ManLength root lriq�jt = 25.17ft, MPH = 75 16.0 psf Classificatian - 4, Dead Iced = 21.0 psf design meet or exceed the braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing nnaterial directly attached, unless otherwise noted. TC Dead Dmcing shown is for Literal support of components members only to reduce buckling length. This component shall not be pL•rced in any environment that Ut ---------LMD CASE #1 LFSIIN LMDS ---------------- Dir L. Plf L.Icc R. Plf R.Inc LLt/`IL TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 .59 .12 BC Vert 20.0 6- 0- 0 20.0 42- 0- 0 .00 11-3-12 SHIP 0-4- LfOF /3112 � L Fo��\/ 6/11/2001 Scale: 3/32" = 1' W0: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl IRatio: L/360 TC: W480 12 13 14 15 16 17 18�lq 11 6-2-12 8-5-4 8-5-4 8-5-4 10-5-8 . 31-6-8 42-0-0 6-2-12 14-8-0 23-1-4 TYPICAL PLATE 1.5-3[ Truswal Systems Plates are 20 ga. unless shown by "18"(t18 ga.) Joint Report. Circled pla and)false "or H"(16 ga.), positioned per frame plates are positioned as shown above. TBP: 127.3 WT: 212 # WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. done ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and Chi: the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional acaumcy. Dimensions are to be Ds #LC = 13 U SAR MFG un accordance with verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf B L ® LLC design meet or exceed the braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing nnaterial directly attached, unless otherwise noted. TC Dead Dmcing shown is for Literal support of components members only to reduce buckling length. This component shall not be pL•rced in any environment that Ut 11.0 Ps f will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabrirate, handle, InSball and brace 1115 truss BC Live 'JOINT 'ANsirrpl I', 'WTCA I' - Wood Truss Council of America Smikird Design 0 psf 3'auSwAl, sYxt'C�IS 4445 N. 1hj,:rtk Dr., Cob, Sprung., co 40907 accordance with the following standards: DETAILS', by Truswal, BC Dead 'HANDLING INSTALLING AND BRACING METAL PLA'I'D CONNrcTE-D wool) TRUSSES' - (11111-91) and 1110-91 10.0 psf 0 Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. 'rhe American Forest and TOTAL 37.0 psf TPS. 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. LfOF /3112 � L Fo��\/ 6/11/2001 Scale: 3/32" = 1' W0: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl IRatio: L/360 TC: W480 MAX �CN (span) • L/999 IN NlE4 12-13 (LIVE) LF= -.09" D= -.12" T= -.21" MAX EEF=CN (cant) • L/999 IN MEDT 11-12 (LIVE) LF .06" D= .08" T= .14" =-== Joint Locathans -_- 10-10-3 1 0- 0- 0 11 0- 0- 0 I-1:' 12 4- 1-17. _i lU- U- V 13 14- B- U 4 12- 2- 4 14 18-10-10 5 14- 8- 0 15 23- 1- 4 6 21- 0- 0 16 27- 3-14 = 7 27- 9-13 17 31- 6- 8 0-4-3 8 29- 9-12 18 36- 6- 0 9 34- 7-1.1 19 42- 0- 0 lit 42- 0- U 1 D IN(5260# J=rt 1T1 This t,:. is designed using the Truss ID: B8 Q Job Name: BUSHMAN cane/Ooeah Line = No , ET Cate3�Y = B Blog th 80.00ft, Bldg Width = 40.00ft, BIS X -ILC I= SIZE IT 7L 2x4 DFL #1 & Btr. ® each locatz sho nfor lateral hracirx3 Denotes the regiairexen'D at ea . Lateral bracing: 1 6- 2-12 1607 5.50" 1.50" BC 2x4 DFL #1 & Btr. tare %hidi inclu,3e or x -b acing 2 31- 3 41- 9- 4 9- 4 1557 494 5.50" 1.66" 5.50" 1.50" 6EB 2x4 DFL SIS Plating spm PI$ICCKP - 1995 a e tY>e respahsibility the bzildisg designer. TYu:;.srl Sys er. �IN_TT � be "lateral I II.S I£SI(id IS Tf� Q1wffC6TIE RESULT OF used f� mntiiaha4s lsacirg rn TC FCFC£ AXL END CSI I4_II,TLPLE LCAD ULSE5. EEARRZ REIXIREMENIS sho�ah are based CNUY trusses spaced 24" cc. Alternatively, use Trus 1-2 2-3 521 968 .07 OS .34 .34 .41 .39 ah the truss naterial. at each bearing- scabs or T-brar� as stn n an ai System standard det•a; I CD01003160. 3-4 -848 .00 .11 .11 PIA'IE VAU E'S PER IC 90 I FaKFr #1607. of inferior bearings should be Lcsde'1 for 10 FSF rrn-cahcurrent Bal 4-5 5-6 -794 -818 .00 .30 .31 LoratiCn ch clearly narked cn each truss. Interior support or terporary sharit3 trust be in before erecting this truss. 6-7 -833 .00 .30 .31 .40 Perumhant bracing 1s (by ctherr) to place PLATIIZ BASED IN GREEN llr� � ' 7-8 406 .00 .05 .39 .39 .45 rctat'a /tq�1 See E M-91 aryl �I 1-1995; 10.3.4.5 aryl 10.3.4.6. 8-9 357 .03 .45 .48 9-10 -328 .00 .45 .45 EC FCRCE AXL WD CSI 11-12 -392 .00 .43 .43 12-13 586 .04 .43 .46 13-14 761. .06 .24 .30 14-15 672 .06 .08 .14 15-16 401 .03 .11 .14 16-17 394 .04 .11 .15 17-18 135 .02 .18 .19 18-19 228 .03 .21 .24 sIEB FCRCE GSI VM FCRCE CSI 6-1-12 8-6-4 6-4-0 6-9-13 6-9-13 7-4-5 2-12 -326 .06 6-15 186 .08 6-1-12 14-8-0 21-0-0 27-9-13 34-7-11 42-0-0 3-12 -1130 .79 7-15 396 .15 21-0-0 3-13 5-13 388 -336 .16 .31 7-16 7-17 177 .07 -1369 .87 21-0-0 1 2 3 4 5 l6 7 8 9 10 5-14 112 .09 9-17 -501 .21 6-14 170 .07 9-18 226 .09F-6 09-6 6 00 001 MAX �CN (span) • L/999 IN NlE4 12-13 (LIVE) LF= -.09" D= -.12" T= -.21" MAX EEF=CN (cant) • L/999 IN MEDT 11-12 (LIVE) LF .06" D= .08" T= .14" =-== Joint Locathans -_- 10-10-3 1 0- 0- 0 11 0- 0- 0 I-1:' 12 4- 1-17. _i lU- U- V 13 14- B- U 4 12- 2- 4 14 18-10-10 5 14- 8- 0 15 23- 1- 4 6 21- 0- 0 16 27- 3-14 = 7 27- 9-13 17 31- 6- 8 0-4-3 8 29- 9-12 18 36- 6- 0 9 34- 7-1.1 19 42- 0- 0 lit 42- 0- U 1 D IN(5260# J=rt 1T1 This t,:. is designed using the Bldg IIrlosed = Yes, end Zane = No cane/Ooeah Line = No , ET Cate3�Y = B Blog th 80.00ft, Bldg Width = 40.00ft, &_M roof ]right = 25.42ft, MPH = 75 CSassificatiah - 4, D:ad Load = 21.0 psf - --- ----LOAD CASE #1 EESIIN LCAIB ---------------- Dir L.P1f L.Lcc R.Plf R.Lcc LLn/'II4 TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 .59. BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 .12, BC Vert 20.0 6- 0- 0 20.0 32- 0- 0 BC Vert 28.0 32- 0- 0 28.0 42- 0- 0 .00. .12 _FESS// -q I J IL`. cod -r-62 XP. 12/31/02 i 7J- 8-�-4 ru-a ow 42-0-0 11 12 13 14 15 16 17 18 19 - 6-1-12 8-6-48-5-4 8-5-4 4-11-8 5-6-0 6-1-12 14-8-0 _ 23-1-4 31-6-8 36-6-0 42-0-0 Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) or ! OVER 3 SUP:� 1 "H"(16 ga.), positioned per Joint Report. Circled plates and false ' frame rilates are positioned as shown above. ® THF: 120.7 '2 # WARNING Rend 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 �: u, accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be De #LC 19 B LU SAR MFG 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 paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 11.0 ps f LLCBracing 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 197o and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 psf TRUSWAL SYSiE?,1S accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design BC Dead 10.0 psf 4445 Northpark Dr.. Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest ander 30 TpS. 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 6/11/2001 Scale: 3/32" = 1' WO: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 De.fl ratio: L/360 TC: L/480 ob Name: BUSHMAN BIG X-Lcc 1GACr SIZE iEQ'D 1 6- 2-12 1602 5.50" 1.50" 2 31- 9- 4 1601 5.50" 1.71" 3 41-L1- 4 313 1.50" 1.50" TC FCRC£ AXL H`ID CSI 1-2 521 .07 .34 .41 2-3 468 .05 .34 .39 3-4 -841 .00 .11 .11 4-5 -787 .00 .30 .31 5-6 -808 .00 .30 .31 6-7 -817 .00 .39 .40 7-8 467 .06 .39 .45 8-9 418 .04 .46 .50 9-10 -280 .00 .46 .46 BC FURL£ AXI, RD CSI 11-12 -392 .00 .43 .43 12-13 582 .04 .43 .46 13-14 754 .06 .24 .30 14-15 662 .06 .08 .14 15-16 .379 .03 .11 .14 16-17 372 .03 .11 .15 17-18 -112 .01 .19 .21 18-19 187 .02 .26 .28 Fdl! FCFU1 CSI WD KPCE CSI 2-12 -326 .06 6-15 170 .07 3-12 -1123 .78 7-15 413 .16 3-13 385 .16 7-16 178 .07 5-13 -331 .31 7-17 -1397 .90 5-14 112 .09 9-17 -512 .22 6-14 177 .07 9-18 231 .09 MAX t-FFTFT CV (span) • L/999 IN V M 12-13 (LIVE) IF -.09" D= -.12" T-- MX =MX EEFTFr'r'rCN (cam) 1,/999 IN NSM 11-12 (LIVE) L= .06" D= .08" T-- Joint =Joint Lotatims ==__ 1 0- 0- 0 11 0- 0- 0 2 6- 1-12 12 6- 1-12 3 10- 0- 0 13 14- 8- 0 4 i2- 2- 4 14 18-10-10 5 14- 8- 0 15 23- 1- 4 6 21- 0- 0 16 27- 3-14 7 27- 9-13 17 31- 6- 8 8 29- 9-12 18 36- 6- 0 9 34- 7-11 19 42- 0- 0 10 42- 0- 0 Tr 2x4 DFL #1 & Btr. DC 2x4 DFL #1 & Btr. IVM 2x4 DFL SIPIMAM plat l'r spec ADSI/TPI - 1995 'IRIS IFSICiI IS II]E CaGwrm RE= OF M.MPLE LOAD CASES. BEARRG are lased agLY on the truss material at each bearing. PLATE VAIIES PER ICBG F I21U' #1607. Location of i ntericr bearings slnuld be clearly marked on each truss. F�rnFinaht izrarisz3 i.s (by others) to pprevent rctatiah/tq�p . See HIB -91 and JnPSI/I'PI 1-1995; 10.3.4.5 and 10.3.446. 10-10-3 0-4-3 Truss ID: B9 Qty ® D3hctes the rewir-,� for lateral b acirXi each at ealocathah shoonz. Lateral bracing- systems % hich itrlude diaganal or x-bracu'g are the respahsibility of -the building designer. Trusual SYstam BRAZE -IT may be used for eattiraaaas lateral lnacirg rn tntases spaced 24" cc. Altamativelyy, use scabs or T -braces as sh-anz on Systems standard detail (001003160. Leaded for 10 PSF rxn-carx=z1ent BOIL. Interior stg:poit or tenP=ary sliming mist be in place before erecting this truss. pLATRIr; BASED IN G-,EFIQ ILMEER \MSPS. 6-1-12 8-6-4 6-4-0 6-9-13 6-9-13 7-4-5 6-1-12 14-8-0 21-0-0 27-9-13 34-7-11 42-0-0 71-0-021-0-0 'T-2 3 4 5 6 7 8 9 10 00 -6.00 11 12 13 6-1-12 8-6-4 6-1-12 14-8-0 8-5-4 14 15 8-5-4 23-1-4 3 upu= 1TFACIZIN(S) : Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or 1 OVER 3 SUPPORTS a Circled and false 1 -259# Thi. is designed using the H"(16 ga.), positioned per Joint Report. plates LBC -97 Code. Bldg R -Closed = Yes, End Zane = lb B ELmzcanhe/(bean Line = No , Ems. Bldg = 80.0oft, Bldg W3. = 40. 00ft, Mph roof 1riagi t- = 25.42ft, MPH = 75 Classification = 4, Dead Irnd = 21.0 psf ---LCAD CASE #1 DESICii LOAM ---------------- Dir L.Plf L.Lroy R.Plf R.Lrx TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Vat 28.0 0- 0- 0 28.0 6- 0- 0 BC Vert 20.0 6- 0- 0 20.0 32- 0- 0 BC Vert 28.0 32- 0- 0 28.0 42- 0- 0 ILM .59 .12 .00 .12 11-9-15 SHIP 1-4 20-4- 4 Ii o-5-8 1- 17 18 8-5-4 .4-1 I -L 5-6-11�� 31-6-8 36-6-0 42-0-0 p ;= c S S Ip;4� 4� Ftp C, . n_ C04,9G32 �� Truswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or 1 OVER 3 SUPPORTS a Circled and false H"(16 ga.), positioned per Joint Report. plates frame nlates are positioned as shown above. 3 WT: 200 # WARNING 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 tntss system. It has been based on specifications provided by the component manufacturer and done in aceord:mce with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensioned accuracy. Dimensions are to be#LC = 19 fabric The building designer must ascertain tlnn the /tads utilized on this PTCDead B LU SAR MFG verified by the component mvtufaeturer and/or build'uig designer prior to ,tion. loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally 16.0 psf LLCBracing design meet or exceed the braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing tmaterial directly attached, unless otherwise noted. to buckling length. This component shall not be placed in any environment that 11.0 psf shown isfor lateral support of components members only reduce 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 BC Live .0 pe f u TRswA1. NYNITW; 1(09:7 accord:mce with the following standards: 'JOINT DETAIL S', by Truswal, 'ANSUTPI 1', 'W I'CA I' - Woud'I'nnss Council of America Slvtdard Design WUUD'1'RUSSES' - and '11113-91 BC Dead 10.0 psf 44.15 N.,mhp.,rk Dr'..c,d„ Springs, CO Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CUNNI+CITI) (11111.91) 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6 .2 .3 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf EXP, ,2/31/02 CN\\.- T�?c Cc :;;fit nFC 6/11/2001 Scale: 3/32" = 1' Wo: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: Lt/360 TC: 14/480 job'Name: BUSHMAN 131 ' X -LCL REAACCI' SIZE REQ'D 1 6- 2-12 2034 5.50" 1.79" 2 41-11- 4 1402 1.50" 1.50" TC FZRCE AXL 110 CSI 1-2 511 .07 .39 .46 2-3 401 .05 .39 .44 3-4 -1479 .01 .28 .30 4-5 -1412 .02 .24 .27 5-, -1314 .02 .19 .21 6-7 -3153 .15 .19 .34 7-8 -3153 .15 .34 .49 8-9 -2155 .07 .27 .33 9-10 -2220 .04 .44 .48 10-11. -2582 .13 .43 .56 BC FORCE AXL END GSI per t1be fa1levirzJ sd�drle: 12-13 -379 .00 .46 .46 13-14' 470 .01 .46 .47 TC 24.0" 24- 3- 8 28- 0- 0 14-15 2195 .21 .51 .72 15-16' 2101 -.21 .38 .58 U3C-97 Axle. 16-17' 2243 .22 .27 .49 17-18. 2246 .29 .24 .52 I th 80.0oft, Bicig Width = 40.00ft, WEB FCRa; GSI WEB FCRC:E CSI 2-13• -343 .07 7-15 -234 .07 3-13 -1416 .37 8-15 1420 .54 3-14 1.160 .47 8-16 -148 .15 5-14 339 .14 10-16 -516 .22 6-14 -1421 .82 10-17 158 .06 6-15. 1437 .58 MAX EULE TICN (span) ' L/999, IN NIEM 15-16 (LIVE) IF -.21" D= -.28" T= -.49" MY. rEFL>rTTCN (cwt) ' L/999 IN MEM 12-13 (LakV L- .07" D= .09" T= .15" Joint Lccatirns =_=== 1 0- 0- 0 10 34- 8-12 2 6- 2-12 11 42- 0- 0 3 7- 3- 4 12 0- 0- 0 4 10- 0-14 13 6- 2-12 5 14- 0- 0 14 14- 8- 0 6 18- 8- 0 15 23- 1- 4 7 23- 1- 4 16 31- 6- 8 8 28- 0- 0 17 34- 8-12 9 31-11- 1 18 42- 0- 0 2x4 EEL BBC 2x4 EFL #1 & �. WES 2x4 PDFL ISI SDU3M5 Plating spec MILS MICN is THE rM REMILT OF nimPLE LOAD CABS. FEARIM RIDjjnaI7IS sham are based CM y cn the truss mal .at each bearing. PLATE MISS FERe pICCB3✓1 i REE> #1607. Drainage t�tdmtl chard 2x4 web material at 48" o.e. mWc. to the chard belay aryl attached with 1.5 -nun plates or (5)-16 ga. staples, cr adegaate r>aifing by others typical each end. V RADII BASED tN GM9 I.IICER VAUE3. Flat tcp chard has nct been cosigned fcr driftir'g sr -,ow unless noted cthmnase. Truss ID: B10 . QtY ®Dmot e3 the regAreirent for lateral bracing at each locatirn sin n- Lateral bracr ce � Systems the respa'isihility of the bailairsd de ggc . Truswal System �rr may be L]., Ems' rrrnti ices lateral cn trusses spaced 24" oc. Alternatively, use scabs or braces as sho�n� on TrvsaL system sta laird detail Q301003160. LaacieA for 10 PSF nazr-cn'tcurrei t DCLL. prevent ro�m/tc See �l�s) to See HIB -91 and ADSI1'I'PI 1-1995; 10.3.4.5 and 10.3.4.6. 1x4 min. oantirixus lateral bracuxi attached to flat TC where indicated w/ 2-10d rails each. Lutber mist be structural grade. Bract O 24" o.e. unless noted ctherwise. 6-2-12 7-9-4 9-1-4 11-711-78 7-3-4 6-2-12 14-0-0 23-1-4 34-8-12 42-0-0 7-11-1117-11-11 'T-2 3 4 5 6 7r 8 9-10 11 6-0 0 M-li)'v -6.001 14- -O 1-5-4 $-5-4 10-5-8 e')-n-fi 12 13 14 15 16 17 6-2-12 8-5-4 8-5-4 8-5-4 6-2-12 14-8-0 23-1-4 31-6-8 'INVICAL PLATE : 1.5-3 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false itioned as shown above. 1 Drwg: L UU 1 1 ow-ro- Thisd��r based on did braciaz7 applied per t1be fa1levirzJ sd�drle: nwc o.c. &m. to TC 24.0" 17- 8- 8 24- 3- 8 TC 24.0" 13- 4- 3 17- 8- 8 TC 24.0" 24- 3- 8 28- 0- 0 UPLIFT REAMCN(S) : This is desigttad using the U3C-97 Axle. Bldg & =lased = Yes, a -,d Zane = No Ca�/� Line = No , � Cagy = B I th 80.0oft, Bicig Width = 40.00ft, Mean roof height = 24.67ft, MPH = 75 Classification = 4, Dead Lcad = 21.0 psf - --IM CSE #1 IESICN LOAL5 ---------------- Dir L.Plf L.L= R.Plf R.Lcc LU'11, TC Vest 54.0 0- 0- 0 54.0 42- 0- 0 .59 BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 BC Vert 20.0 6- 0- 0 20.0 32- 0- 0 .12 .00 BC Vert 28.0 32- 0- 0 28.0 42- 0- 0 .12 t 10-3-12 SHIP c0-4 10-5-8 42-0-0 frame plates are os TBF: 124.7 � „` �b7 # ® WARNING Read ali notes on this sheet and give a copy of it to tke hrecting 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 .Dsgnr: #LC = 13 B L U SAR MFG 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 paticular application. The design assumes that the top chord is laterally TC Live 16.0 ps f ® binced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing unater-W directly attached, unless otherwise noted. TC Dead 11.0 psf LLCGracing shown is for lateral support of components members only to reduce buckling Icngth. 'Phis component sludl not be placed in any environment that will cause die moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live 0 psf TRUSNAL S)WrEMs accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Dead 10.0 psf 4445 Northpark Dr., Coto Springs, CO 30907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 0 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 psf Tp5. 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Wishington, DC 20036. FESSIO I,h L - .982 C .982 7J Y'2131!02 \ CNl OF CN-�F/ 6/11/2001 Scale: 3/32" = 1' W0: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Del Ratio: W360 TC: L/480 job Name: BUSHMAN IM X -LCC FGA= SIZE RED'D 1 .6- 2-12 2020 5.50" 1.78" 2 41-10- 4 1336 3.50" 1.50" TC . FCRCE AXI, ED CSI 1-2 511 .07 .39 .46 2-3 ' 402 .05 .39 .44 .3-4 -1461 .01 .28 .30 4-5 -1394 .02 .24 .27 5-6 -1297 .02 .19 .21 6-7 -3091 .14 .19 .33 7-8 -3091 .14 .35 .49 8-9 -2141 .04 .41 .44 9-10 -2454 .04 .41 .45 BC Fi%2CE AXL END CSI 11-12 -379 .00 .46 .46 12-13' 467 .01 .46 .47 13-14 2160 .20 .51 .71 14-15 2044 .20 .37 .58 15-16 2125 .21 .27 .48 16-17 2126 .27 .15 .42 VEE FCRC£ CSI 411113 KPLE GSI 2-12 -343 .07 7-14 -233 .07 3-12 -1402 .36 8-14 1410 .54 3-13 1147 .47 8-15 -185 .19 5-13 334 .14 9-15 -442 .19 '6-13 -1392 .80 9-16 117 .05 .6-14 1398 .56 MAX rmBmw (LIVE) L/999 IN MEM 14-1.5 ( L= -.21" D= -.27" T= -.48" MAX EEFLFX.TTCN (chi 1) : L/999 IN NEAT 11-12 (LIVE) 1. .07" D= .09" T= .15" ===== Joint T o atias ===== 1 o- 0- 0 10 42- 0- 0 2 6- 2-12 11 0- 0- 0 3 7- 3- 4 12 6- 2-12 4 10- 0-14 13 14- 8- 0 5 14- 0- 0 14 23- 1- 4 6 18- 8- 0 15 31- 6- 8 7 23- 1- 4 16 34- 8-12 8 28- 0- 0 17 42- 0- 0 9 34- 8-12 I 'I.1'I'ICAL I'I,i*.TE : 1,5-3 BLUSAR MFG ® LLC TI USwAL SYSI'8MS 4445 Northp"rk Dr.. Colo Springs. CO 80907 Tp5.0 Version T6.2.3 TC 2x4 LFI, #1 & Btr. BC 2x4 L7FI, #1 & Btr. V -EB ?x4 Plating sp- : M THIS rESICN IS THE 02q:CSrM RE= OF Iv=FSE LCAD CASES. BFARLIv; IG27IREMENI5 shwz are based CNLY on the truss material at each bearing. W A3E VAUIS PER ICHO RE - REFt"&II' #1607. Draiiage mast be provided to avoid parIT-1 1x4 min. eor>tlr=us lateral bra a�ttaacct to flat TC 4-gxe indicated w/ 2-1bd rails each. hvber mast be struettsal grade. Brace O 24" o.c. unless noted otherwirjf- 10 1= 0-4-3 Truss ID: B11 Qty: Derntes the reguisarent, for lateral bracing ® at each locatim shomn. Lateral braCirxJ - system adz include ity o the bzaildisg are the respa'ts tete BRACE-rr may be lest 'Ihas�,c.�l Sys i � o. ti. lateral bracing a'> trusses spaced 24" cc. Altentatively, use scabs or T -h aoes as rd• aQrl on TYus al system stanc3ard.detail C001003160. Lcacied for 10 FSF rrra-co nau'rert BCCL. P_atsnent =4- rp ee UM-91others) to preventtCpp See HIB -91 and AMI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. PLATIN BASED CN G;EEN UIEM VALIES. 6-2-12 7-9-4 9-1-4 11-7-8 7-3-4 6-2-12 14-0-0 23-1-4 34-8-12 42-0-0 15-11-1115-11-11 rl 23 4 5 t 6 7 r 8 9 10 r-6.00 14NI -6 00� r- t r 8-5-4 10-5-8 �+ 417.0.0 __ 1 D This desi based rn chord brac3M applied Billowing per the schedale: nwc o.c. fran to TC 24.0" 15- 8- 8 26- 3- 8 TC 24.0" 13- 4- 3 15- 8- 8 LU1 FT REACTiIN(S): Ibis brtzss is designed using the LBC -97 Cole. Bldg arlcsed =Yes, Errl Zoe = No Huric mm/Coesn Line = No , FBFY = B 80.00ft, Bits Width = 40.00ft, T � rccE beig ,t = 24.17ft, 14M = 75 GIiflcatlg1 mss; f;cat;on = 4, Dead Load = 21.0 psf S ----------1CAD CASE #1 EESICN ICAW ----------------- R.Loc LLVTL Dir L.Plf L.Lcc R.Plf TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 .59' BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 BC V¢t 20.0 6- 0- 0 20.0 42- 0- 0 .12' .00. T 9-3-12 SHIP U-4 11 12 13 14 15 16 17� 6-2-12 x -s -a x -s8 -4 8-5-a 10-5-8 cb 6-2-12 14-8-0 23-1-4 31-6-8 42-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) 01_7 "W116 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. TBF: 124.0 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done Chk: f i n accordance with the current versions of TPI and APPA design standards. No responsibility is assumg� ed for dimensional accuracy. Dimensions are to be De #LC 13 verified by the component manufacturer and/or building designer prior to fabrication. 'file building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes tlau the top chord is laterally TC Live 16.0 ps f braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing mmcri l directly auached, unless otherwise noted. TC Dead 11.0 ps f Itnacing shown is fur Lueml support of components members unly to reduce buckling length. This component slap nut be placed in any environment lha will cause the moisture content of the wood to exceed 197. and/car cause connector plate corrosion. Fabricate, handle, iustall and brace this inner in BC Live .0 psf accordance with the following standards: 'JOINT DETAILS', by Trrswal, 'ANSI/TPI 1', 'WTCA i' - Wood'I'rnss (,'ouncil of America Standard Design BC Dead 10.0 psf Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED woOD TRUSSES' - (1-1I13-91) and 'HID -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and er 37.0 sf Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. P P RO� 44 M 6 -� No. CG45982 Exp. 12/31/02 \OF CAL a. 6/11/2001 Scale: 3/32" = 1' wo: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 o.C.Spacing 2- 0- 0 Design Spec ABC -97 , Deft Ratio: L/360 TC: L/480 k job- Name: BUSHMAN ]l, X -LOC RFACr SIZE REJ2'D the fwllavinrg sdhednle: P-:'-- 1 '6- 2-12 2020 5.50" 1.78" rnax o.c. from � 'IC 24.0" 13-11-11 28- 0- 0 2 41-10- 4 1336 3.50" 1.50" UPLIFT Ti IN(.Ix-164# TC FCRCE AXL RD C 3I wt 1-2 511 .07 .39 .46 This truss is assigned using tie' 2-3 402 .05 .39 .44 LBC -97 Wide. 3-4 -1461 .01 .28 .30 Bld3 B=10E-ed = Yes, aid Zone = 130 4-5 -1297 .02 .19 .21 Finricmhe/Oo3ati Lime = No , IDT Category = B SO.00ft, Bldg Phdth = 40.00ft, 5-6 -3091 .14 .19 .33 Bldg Mean be g1t. = 23.67ft, MPH = 75 6-7 -3091 .14 .35 .49 Classification = 4, Dead Load = 21.0 Psf 7-8 -2141 .04 .41 .44 ----- ----LCAD CASE #1 I SICN IQM ----------- R.Loc 8-9 -2454 .04 .41 .45 Dir L.Plf L.Plf L.Lcc R.Plf TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Fi1KE AXL END CSI BC Vert. 28.0 0- 0- 0 28.0 6- 0- 0 BC Veit 20.0 6- 0- 0 20.0 42- 0- 0 10-31 -379 .00 .46 .46 11-12 466 .01 .46 .47 . 12-13 2160 .20 .51 .71 13-14 2044 .20 .37 .58 14-15 2125 .21 .27 .48 15-16 2126 .27 .15 .42 V B FCYKE CSI 4M FCRC£ CSI '.07 2-11 -343 .07 6-13 -233 3-11 -1402 .36 7-13 1410 .54 3-12 1147 .47 7-14 -184 .19 4-12 334 .14 8-14 -442 .19 5-12 -1392 .80 8-15 117 .05 5-13 1398 .56 MAX EEFLE7;,TICN (span) 1,/999 IN VEM 13-14 (LIVE) IF -.21' D= -.27" T- -.48" MX EEFL TCN ( t) L/999 IN MEIN 10-11 (LIVE) IF .07" D= .09' T= .15" Joint Locations ==__ 1 0- 0- 0 9 42- 0- 0 2 6- 2-12 10 0- 0- 0 3 7- 3- 4 11 6- 2-12 4 14- 0- 0 12 14- 8- 0 5 18- 8- 0 13 23- 1- 4 6 23- 1- 4 14 31- 6- 8 7 28- 0- 0 15 34- 8-12 8 34- 8-12 16 42- 0- 0 BLUSAR MFG ® LLC TI USwAI. S7'SITMS 444.5 Nortbpnrk Ur.. Colo Springs, CO 80907 Tp5.0 Version T6.2.3 TC 2x4 EFL #1 & Btr. PC 2x4 EEL #1 & Btr. VZEfB 2x4 DFL Plating spec THIS b>SICN IS UE Ca4WrM REKT OF ED*U � J JB shear are based CI7LY on the truss tteterial at each bearing. Pr a3E VAUES PER ICBG 1EMRCH RETC #1607. I trust be proaded to avoidpandirrg, 1x4 min. crntnn'�te lateral }sacs g at to flat TL vdhme indicated w/ 2-10d nails each. Iurber mast be structural grade. Brace O 24" o.c. unless rrted'otherwi.se• V T 7-4-0 T= 0-4-3 Truss ID: B12 Qty ® Iertes the regaui t 3ht fcr lateral bracingat ead'r location shoNn. Lateral �cdrig1g systems 4ach imluc� diagonal or are the respcmi'bility of the building designer. Trusal sys )MACE -IT �y be mw used for �titvs lateraltbracing on trusses s2aced 24" oc. Alternatively, use scabs or fi-braces as sho az on Systerns starriard detail C001003160. Irate for 10 PSF ncn-con= Trent BCLL• to pFr3arsnerievent �/tg i=* See M-91and pts 1-1995; 10.3.4.5 aryl 10.3.4.6. PlAaub BASH IN (MFN UMBER VAUES. 6-2-12 7-9-4 9-1-4 11-7_=8 7-3-4 6-2-12 14-0-0 23-1-4 34-8-12 42-0-0 r1 13- 1 t 13-11-11 2 3 4 5 6 8 9t 16 00 14-0-0 I -6.001 1 Drwg: LVV I I OLVIO-V I I This deen'�'� based rah chord baacinlg applied the fwllavinrg sdhednle: P-:'-- rnax o.c. from � 'IC 24.0" 13-11-11 28- 0- 0 UPLIFT Ti IN(.Ix-164# wt This truss is assigned using tie' LBC -97 Wide. Bld3 B=10E-ed = Yes, aid Zone = 130 Finricmhe/Oo3ati Lime = No , IDT Category = B SO.00ft, Bldg Phdth = 40.00ft, Bldg Mean be g1t. = 23.67ft, MPH = 75 Classification = 4, Dead Load = 21.0 Psf ----- ----LCAD CASE #1 I SICN IQM ----------- R.Loc LLfII Dir L.Plf L.Plf L.Lcc R.Plf TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 .59 BC Vert. 28.0 0- 0- 0 28.0 6- 0- 0 BC Veit 20.0 6- 0- 0 20.0 42- 0- 0 .12 .00 T 8-3-12 SHIP 0-4 4- -1 S -5-4 Q 8-5-4 10-5-8 42-0-0 10 11 12 13 14 15 16�� 6-2-12 8-5-4 J 8 5-4 8-5-4 10-5_=8 6-2-12 14-8-0 23-1-4 31-6-8 42-0-0 tTOL Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or ► "H11(16 ga.), positioned per Joint Report. Circled plates and false 7i frame plates are positioned as shown above. TBF: 109.3 rWTi 2r. # WARNING 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 C hk: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be g� Ds #LC = 13 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 paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. TC Dead 11.0 psf Bracing shown' is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that BC Live 0 psf will cause the moisture content of the wood to exceed 194o and/tar cause connector plate corrosion. Fabric -ate, handle, andle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design BC Dead 10.0 psf Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1110-91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 psf Paper Association (APPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 6/11/2001, Scale: 3/32" = 1' WO: BUSHMAN Custcaner Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Den Ratio: L/360 TC: L/480 job Name: BUSHMAN EF, X -LCC RgbLT SIZE REI7'D 1 6- 2-12 2020 5.50" 1.78" 2 41-10- 4 1336 3.50" 1.50" TC FCRCE AXI, END GSI 1-2 547 .07 .37 .44 2-3 -1286 .01 .37 .38 3-4 -1102 .01 .34 .35 4-5 -1856 .04 .34 .38 5-6 -2102 .07 .29 .35 6-7 -2102 .07 .27 .34 7-8 -1875 .05 .38 .43 8-9 -1188 .02 .38 .40 EC FIIKE AXI, BIZ GSI 10-11 -414 .03 .22 .26 11-12 -387 .00 .24 .24 12-13 1842 .18 .19 .37 13-14 1842 .18 .2'1 .41 14-15 2105 .22 .23 .44 15-16 1895 .20 .21 .41 16-1.7 1895 .20 .2.0 .40 17-18 1221; .13 .26 .39 18-19 167 .00 .26 .26 4de]! EL2iC1E: :: [ Wk] t Pt7.`�• CIT 2-11 -1685 .32 7-15 290 .11 2-12 1378 .56 7-17 -519 .30 3-12 268 .1.1 8-17 909 .35 4-12 -1117 .54 8-18 -1010 .58 4-14 480 .20 9-18 1649 .65 5-14 -418 .20 9-19 -1285 .74 5-15 110 .05 st Vert 2 167# Trus truss is designed using the MAX )EFI=CN (span) IW -97 O:de. L/999 IN MEM 15-16 (LIVE) Bldg FYnlcced = Yes, E7rl Zcre = No L. -.09' D= -.12" 'I1= -.20" H=ic ane/Ocean Luie = Ila , DT Cathy = B 40.00ft, MAX IFiZE1rITCN (cml-) ' = 80.0oft, Bldg Width = L/999 IN Mq 10-11 (LIVE) Memnth rocE heir = 23.17ft, MPH = 75 LF .05" D=.07" T= .12" Classificaticn - 4, Daad Load = 21.0 psf == Joint I.rxatiats ===== 1 0-•0- 0 11 6- 2-12 2 6- 2-12 12 11- 8- 8 3 11- 8- 8 13 14- 0- 0 4 17- 7- 7 14 17- 7- 7 5 23- 8- 2 15 23- 8- 2 6 25- 8- 8 16 28- 0- 0 7 29- 8-14 17 29- 8-14 8 35- 9- 9 18 35- 9- 9 9 42- 0- 0 19 42- 0- 0 10 0- 0- 0 TC 2x4 DFL, #1 & Btr. BC 2x4 rFLL #1 & Btr. WEB 2x4 rFL STfTM� IFS pl atiry spec THIS I£SIGN IS THE 031FWITE RF KU OF MIII,TIPLE LOAD CAMS. BZ*Zn, i ra�T17IS sl ;,n'n are based CNLY on the truss material at each bearing RA,IE VALLES pER ICB0 IZFSFTCH I� #1607. D:a;nags trust be provided to avoid pazl� 1x4 min. m'ttin>xzts lateral bracLrI at to flat TC ah»e indicated w/ 2-10d nails each. Lumber must be structural grad'-. Brace © 24" o.c. unless noted ctl� • T 6-4-0 0-4-3 Truss ID: B 13 R -q ®DRtes the regaiseteni: for lateral bracing at each location sayrestethree sh0,a.Lateral) a include dia=aL� •rJ respciti]ity of - the building designer. T� ystens BRAZE -IT may be used for ca-± xusSlateral bracing at tnic Fs s� 24" cc. Arallternatively, use scabs or T -braces as sho,�n an TYustial Systers standard detail 0001003160. Toaded for 10 FSF rrn-oarxurrent ECIT ) mevent > �. See KM-91cbmxs)to arra prevent rLtatial�tcl3� AN itMI 1-1995; 10.3.4.5 and 10.3.4.6. PLATng:; BASED IN GZEEN LIMBER VALLES. End verticals designed for mdal loads oily. End verticals that are e±zn-lad above or h.lov the truss profile (if any) msy reg� additioal design mzsideratiar (by cd-,ers) for lateral fetus dae to wind or seisrac latdz ai tete lxtild tv. 6-2-12 5-5-I2 5-10-15 6-0-1I , 6-0-11 6-0-1I 6-2-7 6-2-12 11-8-8 17-7-7 23-8-2 29-8-14 35-9-9 42-0-0 1 2 4 5 6 7 8 9 30-(I-0 ' (•oo r 10 11 12 13 14 15 16 17 6-2-12 J 5=5-12___, 5-1015 6-0-11 6-0-11 6-0-11 6-2-12 11-8-8 17-7-7 23-8-2 29-8-14 35-9-9 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false itioned as shown above. 1 Drwg: LUU l 1 OLy-tO-v I Z- Tusdeseilbased d=d �P� sdte Ue: rrox O.C. fran to '1C 24.0" 11-11-11 42- 0- 0 IN(5151# � 11 HRID'SIDflL RFACIICN(S) stnppmt 1 167# st Vert 2 167# Trus truss is designed using the IW -97 O:de. Bldg FYnlcced = Yes, E7rl Zcre = No H=ic ane/Ocean Luie = Ila , DT Cathy = B 40.00ft, = 80.0oft, Bldg Width = Memnth rocE heir = 23.17ft, MPH = 75 Classificaticn - 4, Daad Load = 21.0 psf - --- ----LOAD CASE #1 IESIW LC1afS ---------------- Dir L.Plf L.Ltc R.Plf R.Lcc 1.14M TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Vett 28.0 0- 0- 0 28.0 6- 0- 0 .59 .12 BC Vert 20.0 6- 0- 0 20.0 42- 0- 0 .00 TT 6-0-47-3-12 SHIP 4 1 AMU 18 --i 42-0- �! J Ocp ' I )' 42 -U -U .. frame later are Poe ® TBF: 116.7 WARNING Read all notes on this sheet and give a copy of it to tete Erecting Contractor. This design is for an individual building component not cuss system. It has been based on specifications provided by the component manufacturer and done Cbk: in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be e B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the D loads utilized on this . gnr' design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing tnatercd directly attached, unless otherwise noted. TC Dead ® LLC 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 194o and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live TRU3WAL SYSTEMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Dead 4445 Nortbpark Dr., Colo Springs. Co 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss PLde Institute (ill) is located at 583 D'Onnfrio Drive, Madison, Wisconsin 53719. 'rhe American Forest and TOTAL oted at 1111 191h Street, NW, Ste klXl, Washington, DC 2(X)36.Tp5.0 Version T6.2.3 Paper Association (AFPA) is lo #LC = 13 16.0 psf 11.0 psf .0 psf 10.0 psf 37.0 psf rt . rl_ No.: ',,;5982 !� F_xp112/31!02 C 0. CA�tF% 6/11/2001 Scale: 3/32" = 11 WO: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 ' O.C.Spacing 2- 0- 0 Design Spec UBC -97 DeR Ratio: L/360 TC: 14/480 job Name: BUSHMAN BFG X -LCC REAC r SIZE REQ'D 1 6- 2-12 2020 5.50" 1.78" 2 41-10- 4 1336 3.50" 1.50" TC FC REE AXL END CSI 1-2 543 .07 .34 .41 2-3 -1046 .00 .34 .34 3-4 -912 .00 .27 .28 4-5 -1923 .05 .27 .32 5-6 -2439 .09 .21 .30 6-7 -2439 .09 .23 .32 7-8 -2510 .10 .23 .32 8-9 -2123 .07 .29 .37 9-10 -1296 .03 .29 .32 DC FORCE AXL E11ID CSI 11-12 -410 .00 .24 .25 12-13 -386 .00 .24 .25 13-14 1896 .23 .09 .32 14-15 1896 .18 .18 .37 15-16 2431 .25 .18 .43 16-17 2520 .26 .16 .43 17-18 2151 .23 .16 .39 18-19 2151 .23 .15 .38 19-20 1345 .14 .20 .34 20-21 137 .00 .20 .20 VEB FCRM CSI WEB FCa�CE CSI 2-12 -1686 .32 7-17 -220 .09 2-13 1274 .52 8-17 486 .19 3-13 233 .09 8-19 -608 .24 4-13 -1419 .73 9-19 1054 .41 4-15 643 .26 9-20 -1045 .41 5-15 -760 .66 10-20 1741 .69 5-16 300 .12 10-21 -1290 .51 7-16 -187 .16 %Rxnt 2 137# MAX tF'1Tri CN (span) . sus truss is designed usir%j the L,/999 IN MEM 16-17 (LIVE) LBC -97 Code. LF -.11" D= -.15" T= -.26" Bldg a=lcsed = Yes, aid Zor)e = MX iFFTFr'rrCN (cats) ' H,sr>.cm-e/0oean Lim = No , E� may = B Bldg Width = 40.00ft, Lt/999 IN P' 11-12 (LIVE) Bldg 80.00ft, Mean roof height = 22.67ft, MPH = 75 LF .05" D= .06" T= .11" Classification = 4, Iliad Load = 21.0 pef --__= Joint Locations -_== ---LOAD 0%SE #1 MSICN LOADS ---------------- R.Lcc 1 0- 0- 0 12 6- 2-12 Dir L.Plf L.Loc R.Plf 0 2 6- 2-12 13 9- 8- 8 TC Vert 54.0 0- 0- 0 54.0 42- 0- BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 3 9- 8- 8 14 14- 0- 0 BC Vert 20.0 6- 0- 0 20.0 42- 0- 0 4 14-11- 5 15 14-11- 5 5 20- 3-15 16 20- 3-15 6 23- 8- 8 17 25- 8- 8 7 25- 8- 8 18 28- 0- 0 8 31- 1- 1 19 31- 1- 1 .9 36- 5-11 20 36- 5-11 10 42- 0- 0 21 42- 0- 0 11 ti- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 rFL #1 & Btr. WEB 2x4 rFL S1 Plating spec TEIIS EESICN IS THE CQ4KSrIE RESCII,T OF MULTIPLE LQAD CASES. EFARRG SIS shoal are based QqLY on the truss naterial'at each beariM. RAM NAMES PER I(BD RESEARCH FEP ' ".1607. Draircae trust be provided to avoid paadisg 1x4 thin. oahtirvats lateral baaci yg at to flat TC adhere irdicat-M w/ 2-103 rails each. Lumber mist be strucb=-al grade. Brace @ 24" o.c. unless r>cted otlherwi - Truss ID: B 14 Qtr: ®motes the zeirm-ertt for lateral bracnV at each location she ah. Laterlal bracing. a e the regxnsibility ofale buildlrJ desigTr ner. usval tern BRACE-rr may be USe3 for ccrt rL o is lateral bracirri on trusses spaced 24" cc. Alternatively, use scabs or T -braces as shotm al Tnasti a] Systers standard detail OD01003160- Togded for 10 PSF tzahr-ccatis� >t BCSL. r)3?iatE t �/ .pp (by otl s) to See HIB -91 aryl AI$I/'IPI 1-1995; 10.3.4.5 and 10.3.4.6. RA= BASED CN G;M9 UIEER VALIES. E1hd verticals designed for axial loads ally. Errl verticals that are eterxied above below the truss Profile (if any) tray retire as itimal design c--rsideratial (by others) for lateral forces the to wird or seismic Ica ds on tae building. 6-2-12 4-8-9 , 5-4-9 .5-4-9 5-4-9 5-4-9 5-6-5 6-2-12 14-11-5 20-3-15 25-8-8 31-1-1 36-5-11 42-0-0 1 1=112 4 5 6 7 8 9 10 1-6 00 r i2-0-0 1 Drwg: LUU 110AW-M-v I 'This delaa'raced on chord lnaci rg applied per the fallorirr4 sdhedtle: - ttmc o.c. from to 7C 24.0" 9-11-11 42- 0- 0 IOZFFT ZaRxwtl CbI(S15� ) 11 137# %Rxnt 2 137# sus truss is designed usir%j the LBC -97 Code. Bldg a=lcsed = Yes, aid Zor)e = H,sr>.cm-e/0oean Lim = No , E� may = B Bldg Width = 40.00ft, Bldg 80.00ft, Mean roof height = 22.67ft, MPH = 75 Classification = 4, Iliad Load = 21.0 pef ---LOAD 0%SE #1 MSICN LOADS ---------------- R.Lcc LL/`M Dir L.Plf L.Loc R.Plf 0 TC Vert 54.0 0- 0- 0 54.0 42- 0- BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 .59 .12 BC Vert 20.0 6- 0- 0 20.0 42- 0- 0 .00 T T 5-0-t-3-12 1 I SHIP 4 1 11 12 13 1415 16 17 18 19 20 21 }# � x 6-2-12 8-8-9 5-4-9 5-4-9 5-4-9 , 5-4-9 5-6-5 6-2-12 14-11-5 20-3-15 25-8.8 31-1-1 36-5-11 42-0-0. 4' ' ,AA Truowal Syetenno Plates are 20 ga. unless oltown by "18"(18 ga.) 01- "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® WARNING 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 B LU SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascettiiut that the load utilized on this design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes tluu 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. ® LLC Bracing showti 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 'I'RusWAL sYNN'EMSacwrdance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 444.5Wtrn Notrk ur., Colo Springs. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and ToS . 0 Version T6 .2 .3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBFr 116.Oir ?r 0 # Chk:; Dsgnr: #LC = 13 TC Live 16.0 pef TC Dead 11.0 psf BC Live .0 psf BC Dead 10.0 pef TOTAL 37.0 psf y1 Exp. 12/31.-'02 C14' �slq�CFCA��;�c.. 6/11/2001 Scale: 3/32" = 1' WO: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep I&r Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Deft Ratio: L/360 TC: Le/480 VEB FQR,E CSI WEB FCRC£ CSI 2-13 -561 .11 8-17 110 .04 Truss ID: BIS Q I Drw : LUU i I OLv-ro-v I z job Name: BUSHMAN .26 4-14 -260 .07 9-20 -681 This des, 1based al a,�d hracug applied 5-14 -1121 .71 10-20 1227 X FS5LT SIZE REIZ'D TC 2x4 DFL #1 & Btr. Plating spec : ANSI/I'PI - 1995 THIS EESIGT IS THE SITE RE=OF per the f�llowirr3 slue: from to .75 EFF 1 -LCC 6- 2-12 2020 5.50" 3.50" 1.78" 1.50" BC DEFL #1 & Btr. ei VES 2x4 17�+ S I�.II P E LOAD CASES. � shorn are lased aI[,Y tune ore. 24.0" 7-]1-11 42- 0- 0 2 41-10- 4 1336 I 4-4-0 Lt/999 IN VEM 12-13 (LIVE) PLATE VAUES pER IBO RTS RT�X%d' #1607. on the truss material at each bearing. LT= 1�CIZIN(. TC FCRCE 526 AXL EfID CSI .48 Traded for 10 FSF rnz-oar.Irrent BCIT R=ettanant bracing �s 0:y ��) to �'. > mist be provided to avid 1x4 nun• ca�tinaous lateral brad at a>1aq 1 -159Y li%2stRXIAL I�ALTT107# 1 0- 0- 0 12 0- 0- 0 1-2 319 .07 .42 prevent rctatial/14� See HIB -91 and to flat TC vd•»e indicated w/ 2-10d rails 2 107# 4 12-10- 5 15 14- 0- 0 2-3 3-4 -2005 .04 .05 .42 .30 .45 .35 ADSI/'PPI 1-1995; 10.3.4.5 and 10.3.4.6. 13ATRr, BASFD IN CSI LII�R VAUES. each Lurker nust be structural grade. noted cther..'ise• Jlais truss is desigi� the 7 22- 6- 4 18 27- 4- 4 4-5 -2005 .06 .16 .22 Elrl v�i� designed for nidal loads ally. Brace O 24" o.c. unless UC -97 OxIe. lU 3'/- 0- 4 21 3'/- 0- 4 5-5 6-7 -2830 -2830 .11 .11 .17 .17 .28 .28 End verticals that are eG.exled as o or below the truss profile (if arh') may regiam Blc R=lesed = Yes, ]nd Za e = No B Hmtcai-n/Caean Lam = No , � �� _ Width = 40.00ft, 7-8 -3189 .15 .17 .32 additicnal design �sideratial ON �s) 80.0Oft, Bldg 75 8-9 9-10 -3082 -2510 .15 .10 .17 .23 .32 .33 for lateral forces due to wind or x'15"c I� root height = 22.17ft, 111A = C = 4, Lead Load = 21.0 psf 10-11 -1487 .03 .23 .27 loads on the building. 4 assificaticn ---LaAD aysE #1 LESICN LOAM ---------------- - --Dir L.Plf L.Lcc R.Plf R.Lcc LIIL 1230 CRCE F -392 XE AXI, END .29 CSI .29 TC Vert 54.0 0- 0- 0 54.0 42- 0- 0 BC Vert 28.0 0- 0- 0 28.0 6- 0- 0 .591 .12, 13-14 434 .O1 .29 .30 BC Vert 20.0 6- 0- 0 20.0 42- 0- 0 .00 14-15 2806 .28 .19 .48 15-16 2806 .34 .06 .40 16-17 3187 .40 .OG .46 . 17-18 3103 .39 .06 .45 18-19 2554 .27 .12 .39 19-20 2554 .27 .12 .39 20-21 1557 .16 .15 .32 21-22 107 .00 .15 .16 VEB FQR,E CSI WEB FCRC£ CSI 2-13 -561 .11 8-17 110 .04 3-13 -1170 .36 8-18 -333 .08 3-14 1921 .78 9-18 679 .26 4-14 -260 .07 9-20 -681 .17 5-14 -1121 .71 10-20 1227 .48 5-16 453 .18 10-21 -1074 .27 7-16 -537 .34 11-21 1897 .75 7-17 162 .07 11-22 -1293 .33 M EE=PICN (span) ' L,/999 IN FEE 17-18 (LIVE) T` T L -.16" D= -.21" -.38" I,IAX LER=av (caz>t) I 4-4-0 Lt/999 IN VEM 12-13 (LIVE) LF .07" D= .09" T= .17" 1 = 0-4-3 _= Joint Locatials == 1 0- 0- 0 12 0- 0- 0 6- 2-12 13 6- 2-12 3 8- 0- 0 14 12-10- 5 4 12-10- 5 15 14- 0- 0 5 17- 8- 4 16 17- 8- 4 (; 21- 8- 8 17 22- 6- 4 7 22- 6- 4 18 27- 4- 4 8 27- 4- 4 19 28- 0- 0 >2- 2- 4 20 32- 2- 4 lU 3'/- 0- 4 21 3'/- 0- 4 11 42- 0- 0 22 42- 0- 0 6-2-12 6-76-7-9 6-2-12 12-10-5 7-11-11 r-1 2 13 4 9-8-0 9-8-0 9-9-19-12 22-6-4 32-2-4 42-0-0 5 67 8 9 10 11 o -t-3- 2 1 1 SHIP 4 34-0-0 r 600 r 12 13 1415 16 17 139 20 6-2-12 6-7-9 9-8-0 9-8-0 6-2-12 12-10-5 22-6-4 32-2-4 ruswal Systems Plates are 20 ga. unless shown by 111811(18 ga.) or TH"(16 ga.), positioned per Joint Report. Circled plates and false 212 oT� 9-9-1 42-0-0 0 4t�tr, ®WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor truss design is for an individual building component not ss system. It his 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 B LU SAR MFG 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 paticular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Literally braced by a rigid sheathing material directly attached, unless otherwise noted. ® LLC 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 TRUSWAL Sl'JTE�1S accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design 4445 Nortbpark Dr.. Colo Springs. CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Tp5. 0 Version T6 .2 .3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TBF: 110.9 WT:'192 # Chk: Dsgnr: #LC = 13 TC Live 16.0 psf TC Dead 11.0 psf BC Live .0 psf BC Dead 10.0 psf TOTAL 37.0 psf c�• 531 _J No. 45-82 M Exp 12/31/02 CNl\- ,a�P 6/11/2001 Scale: 3/32" = 11 WO: BUSHMAN Custarner Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: 1t/480 job Name: BUSHMAN Egri X-Lcc FEA= SIZE RM'D 1 6- 2-12 3596 5.50" 1.54" 2 41-10- 4 2558 3.50" 1.50" TC FORCE AXL HID CSI 1-2 572 .04 .17 .20 2-3 683 .04 .27 .31 3-4 -4208 .03 .27 .29 4-5 -6983 .12 .18 .30 5-6 -6983 .10 .17 .27 6-7 -8374 .18 .18 .36 7-8 -8344 .18 .19 .37 8-9 -6896 .10 .24 .34 9-10 -4055 .05 .24 .30 BC I= AXI, END CSI 11-12 -449 .00 .17 .18 12-13 3997 .22 .17 .39 13-14 6859 .42 .10 .52 14-15 6859 .42 .09 .52 15-16 8346 .53 .10 .63 16-17 8411 .53 .11 .64 17-18 7056 .45 .09 .54 18-19 7056 .45 .10 .55 19-20 4315 .28 .09 .36 20-21 77 .00 .07 .07 WEB FUKE CSI WEB FC&2CE CSI 2-12 -858 .05 7-17 -520 .03 3-12 -4649 .41 8-17 1470 .29 3-13 1654 .34 8-19 -1237 .07 4-13 -3150 .28 9-19 2947 .59 4-15 1022 .21 9-20 -2042 .12 6-15 -1662 .15 10-20 4624 .93 6-16 265 .05 10-21 -2456 .14 7-16 -151 .01 M C FT>:rrrCN (---at) L+/999. IN MEM 16-17 (LIVE) L= -.25" D= -.32" T` -.57" MAX EEFL t'rCN ( t) • Lm/704IN M11-12 (LIVE) L= .10" D= .13" Z` .24" U-v*M' Joint Lrxatiahs ====_ 1 0- 0- 0 12 6- 2-12 2 6- 0- 0 13 ll- 1-11 3 11= 1-11 14 14- 0- 0 4 16- 3- 7 15 16- 3- 7 5 19- 8- 8 16 21- 5- 2 t, ::1 .I.7 26- G..14 '/ 26- 6-14 18 28- 0- 0 8 31- 8- 9 19 31- 8- 9 1) 35-10- 5 20 36-10- 5 10 42- 0- U 21 42- 0- 0 11 0- 0- 0 t TC 2x4 DFL #1 & Btr. 13C 2:6 rFL #2 WEB 2x4 DFL SrPNL NT) aPaE VAIII4S PER I®O RESFARQ-I REPMI' #1607. I called for 10 PSF trap -oto amzaht• BCI -L. Drainage must be provided to amid paz3ir:g. )ern aihent bracirt3 is ragwsed (by ct�) to prev�ht rctation/tcppling. See HIB -91 aryl ADSIMI 1-1995; 10.3.4.5 arri 10.3.4.6. 1x4 min. cahtitvaus lateral )racing attadhel to flat TC vdhtre indicated w/ 2-10d nails each. I1ID1er mist be strt conal grade. Brace @ 24" o.c. unless noted otherwise. PLATIIG BASED CN CiiEEN I.LMSER VAUES. 2-PLY1 Nail w/10d BOX, st%1gered M- V Seat. 12) in: TC- 2/ft BC- 2/ft VERS- 2/ft Truss I D • B16 Qty Platirg spec • AMI/'I'PI - 1995 THIS LESION LS 'II -1E tS 4FWr1E RESL= OF F[II.,TIPLE TOAD CASES. I ITIS sheet are Lased CilY on the truss material at each Learit-g. + + + + + + + + + + + + + + + + + + + + + + Nail pattern aha n is for PLF loads only. G,r�oertaated loads nsr be distribrted to each ply e gually. Ch multi -Ply with rt� use 3" nails min. add Mal cluster from For trc>re than 2 into kWcr bolts if rhprt, use an ct1� (s�Prove . detail (by others) + + + + + + + + + + + + + + + + + + + + + + IIsi verticals demigned for axial loads only. Flhd verticals that are exterl3ed above or below the truss profile (if any) may requi�.'e additional desigri comideratian (by others) for lateral fps the to wirld or seismic Ica ds on the b uildin3. 6-0-0 5-1-11_,5-1-11 5-1-11 5-1-11 5-1-11 5-1-11 5-1-11 �6-0-0 11-1-11 16-3-7 21-5-2 26-6-14 31-8-9 36-10-5 42-0-0 2 -FLYS 1 2 3 4 5 6 7 8 9 10 REQUIRE 15- 36-0-0 1_d T 3-4-0 1= 0-4-3 2 (� 42-0-0 2 This deli based on chord bracing applied per the f�ollcwlr:g scnednle: ItWC o.c. from to 5-11-11 42- 0- 0 UPLIFT' F.EACITCN(S)1 : GA:pert 1 -161# This truss is designed using the UBC -97 Qx7e. Bldg FY:closed = Yes, aid Zcr>e = Tb H.txric am/Ocean Line = No , ET C�Ite�y = B gl� Laxjth 80.00ft, Bldg Width = 40.00ft, Mean root hei� = 21.67ft, MPH = 75 Cassifiratirn = 4, Dead Load = 21.0 psf ----------LCPD cSE #1 EESICi1 LQIZG ---------------- Dir L.Plf L.Lcc R.Plf R.Lcc U-v*M' TC Vert 54.0 0- 0- 0 54.0 6- 0- 0 .59 TC Vert 104.1 6- 0- 0 104.1 42- 0- 0 BC Vett 46.5 0- 0- 0 46.5 6- 0- 0 .59 .07 BC Vett 38.5 6- 0- 0 38.5 42- 0- 0 .00 Tyr -e... Ins X.Loc I11/1L 6- 0- 0 1.00 'IC*)Tat 128.1 TC Vert 88.1 6- 0- 0 .00 I3-.� 2 1 SHIP 4 11 12 13 14 15 16 1718 19 20 21 6-2-12 5 14-10-1 5-1-11 5-1-11 .5-1-11 5-1-11 5-1-11 5-1 6-2-12 11-1-11 16-3-7 21-5-2 26-6-14 31-K 9 3C-1(1-5 42-(1- �' , Tr-uswal Systems Plates are 20 ga. unless shown by "1811(18 ga.) or "H"(16 ga.), positioned per Joint Report. Circled plates and false frame plates are positioned as shown above. ® 116 202 # WARNING 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 ht accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be B LU SAR MFG 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 paticular 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 rnaterlal directly attached, unless otherwise noted. ® LLC Bracing shown is for Lateral support of components members only to reduce buckling length. This component shall not be fitteed 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 TRIISWAL SY-N-ITIMS accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 44.15 Northpark tar.. Col,. Sprf"ge. CO soyn7 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (1116-91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute, (TI'p is located :u 5" D'Onofrio Drive, Madison, Wisconsin 5371'). The Amerium Forest and Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at III 191h Street, NW, Sle 800, Washington, DC 20036. Chk: Y Dsgnr: #LC = 13 TC Live 16.0 psf TC Dead 11.0 psf BC Live .0 psf BC Dead 10.0 psf TOTAL 37.0 pof M e s CC 032 M :;J. i--1102 e C/VIl a\�^ 4^L1'0 e 6/11/200 ' I Scale: 3/32" - 11 W0: BUSENAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: L/360 TC: LV480 job Name: BUSHMAN EM X -LCC Fz. cr SIZE FEXYD 1 0-1-12 1800 3.50" 1.92" 2 21-10- 4 1800 3.50" 1.92" TC FCRC£ AXI, RD CSI 1-2 -3053 .07 .26 .33 2-3 -2778 .13 .67 .80 3-4 -2778 .13 .67 .80 4-5 -3053 .07 .26 .33 BC FC'RCE AXL END CSI 6-7 2684 .35 .23 .58 7-8 3744 .49 .17 .67 8-9 3744 .49 .16 .65 9-10 3744 .49 .17 .67 10-11 2684 .35 .23 .58 WEB I= CSI VEB FCS CSI 2-7 775 .32 3-10 -1087 .68 3-7 -1087 .68 4-10 775 .32 3-8 271 .11 MAX LEFIE)✓ITCN (span) L/999 IN NEM 9-10 (LIVE) IF -.11" D= -.15" T- -.26" --__= Joint Locations =__= 1 0- 0- 0 7 5- 6-12 2 5- 8- 8 8 11- 0- 0 3 11- 0- 0 9 12- 0- 0 4 16- 3- 8 10 16- 5- 4 5 22- 0- 0 11 22- 0- 0 6 0- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 EFL #1 & Btr. p,EB 2x4 EEL 9354CARD PLT ELK 2x4 DFL #1 & Btr. Bonier shear alloaables are per NDS -97. T onded for 10 PSF rim-ocrrurr ent. BC LL. Ptxmansnt brad tz3 is(by C ha.'s) to pmt rrtar; c rng See HIB -91 arra AFSI/IPI 1-1995; 10.3 4.5 and 10.3.4.6. PLAMZ BASED CN GEEK IIMEER VAUES. T 3-4-0 TTO -4-3 5-85-8-8 5-8-8 1 Truss ID•• G Qty: 2 Drw :LUU1 1 oLv'to-v4J platADBI/TPI - 1995 this deli based on chord bra=V arPl e3 the Bello dxxj sche:iAe: ns rE-Ig THLS IFSIQQ IS THE t7rIRSTFE RESULT F nwc O.C. fran to MIITIPii LcAD CASES'TC BFARII� FSM shoaa are based agLY .rig. 24.0" 5-11-11 16- 0- 0 truss is designed using the cn U -n- miss material at each bea ' This LEC -97 0x1e. PLATE VALLE3 Fig IC90 RESEARCH R #1607. Drainage trust be pra dsd to avoid pa liT Bldg IIrlcee3 = Yes, EYri 7me =Ido Line = I3C E7� Cate' = B 1x4 min. eaatiratous lateral at flat. TC indicated w/ 2-10d nails Flsr�c�'te/Qe� Bldg I� g SO.00ft, Bldg Width = 40.o0ft, 75 to vdaeze eadi. Lurlcer mast be str ctt :ul grade. Meat zmr 1j� = 21.67ft, MPH = Classificati= - 41 Dead Iced = 21.0 psf Brare Q 24" o.c. in nCted etla� wise. - --- ----LCM CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.LCc LLfIL TC Vert 54.0 0- 0- 0 54.0 6- 0- 0 TC Vert 108.0 6- 0- 0 108.0 16- 0- 0 .59 .59 TC Vert 54.0 16- 0- 0 54.0 22- 0- 0 BC Vet 52.0 0- 0- 0 52.0 22- 0- 0 .59 .10 T�yyppee Lbs X.Loc U4/M 6- 0- 0 1.00 TC,vet 128.1 TC Vat 88.1 6- 0- 0 .00 TC Vert 128.1 16- 0- 0 1.00 TC Veit. 88.1 16- 0- 0 .00 5-3-8 5-3-8 5-8-8 11-0-0 16-3-8 22-0-0 i 5-11-11 l 3 4 5 6.001 606 216// 6 7 8 I 10 11 5-6-12 5-5-4 5-5-4 5-6-12 5-6-12 11-0-0 16-5-4 22-0-0. Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or H"(16 ga.), positioned per Joint Report. Circled plates and false T 4-3-12 =0-4-3I SHIP frame iacee ace �_� a �..-..-- _ - TBF: 50.7 WT: e-7' # GLSWARNING 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 Ch)c: in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Da #LC = 10 B L i,! SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this. s� design meet or exceed the loading imposed by the local building code and the patici lar application. The design assumes that the top chord is laterally TC Live 16.0 psf braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing trnaterlal directly attached, unless otherwise noted.® TC Dead 11.0 psf LLC 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 BC Live .0 psf TRUS1vAL SYSTEM$accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Dead 10.0 psf 4++5 Nenbpark Dr.. Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 0 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 psf Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. N C0459E2 l P. 12/31/02 CNIL ,o 6/11/2001 Scale: 3/161''= 11 WO: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Defl Ratio: 14/360 TC: Lt/480 job Name: BUSHMAN EFG X -LC c RFACP SIZE RM' D 1 0- 1-12 1050 3.50" 1.50" 2 21-10- 4 1050 3.50" 1.50" TC FCRCE AXI, BND CSI 1-2 -1552 .02 .14 .16 2-3 -1382 .01 .23 .25 3-4 -1224 .04 .49 .53 4-5 -1378 .01 .24 .26 5-6 -1550 .02 .14 .16 PC I= AXf., BND CSI 7-8 1349 .13 .28 .41 8-9 1215 .12 .28 .40 9-10 1215 .12 .30 .42 10-11 1348 .13 .30 .43 1,EB 'FCRCE CSI 4iEB FCRCE GSI 2-8 -158 .04 4-10 319 .13 3-8 316 .13 5-10 -159 .04 3-10' 11 .00 PPX nF-FTFr'rrCN (spar") ' L/999 IN MEM 8-9 (LOVE) IF -.06" D= -.08" T= -.14" _ _= Jain& Low_ jcr, === 0- 0- 0 7 0- 0- 0 2 4- 3- 4 11 8 7- 8- 8 3 h- 8- 8 9 12- 0- 0 4 14- 3- 8 10 14- 3- 8 5 17- 8-12 11 22- 0- 0 6 22- 0- 0 'IC 2x4 DFL #1 & Btr- BC 2x4 IFL #1 & Btr. M 2x4 EFL S SLAM 11AITIN PER ICBG REM%Ral REIClU #1607. Loaded fcr 10 PSF rah-o3h xEn-er& BCLL- prevaht rctation/tc�� (ee cthees) to AI5 3 See HID -91 and I/'I'PI 1-1995; 10. 4. and 10.3.4.6. E3ATM' BASED CN GIZEEQ IIMBER VAILES. Truss ID: G 1 , Qty Plarim spec:: ANSI/'I'PI - 1995 MIIS rEspil IS 111E QI"llCsrM RERLT OF - WMPLE LCAD CPQ. BEAARUZ rSXnEMENLS shcs n are based 0W on the truss material at each bearing. Drainage nest be provided to avoid pa;di 1x4 min. czrk acus lateral bracing at to flat 'IC adhere i.trii.cated w/ 2-10d nails each. Lubber mast he stsuctt r al grade. Brace G 24" o.c. unless rrted ethezwise- 4-3-4 1 3-5-4 6-7-0 3-5-4 4-3-4 4-3-4 7-8-8 14-3-8 17-8-12 22-0-0 7-11-11 7-11-11 1 2 4 5 6 00 i 6.00 2 Drwg: LUU 1 1 PLY20- 'n-" dessv'��t based ca d= -d bracing Tplied per the f '.117==V sdhable: tttvc o.c. om frto IC 24.0" 7-31-11 14- 0- 0 This truss is designed using the LBC -97 CLhr1e. Bldg aYrlcsed = Yes, aid Zone = No Hzric2ne-/Qoea1Line = No Ftpcategcry = B MeaL�t1� 80.00ft, Bldg Ffidth = 40.00ft, n rnc� h fight = 22.17ft, M = 75 Cdassifiraticn = 4, Dead Iced = 21.0 psf - -------ICAD CASE #1 MSICN LCT -1D5 ---------------- Dir L.Plf L.IAc R.Plf R.Loc LL✓M TC Vert 54.0 0- 0- 0 54.0 22- 0- 0 .59 BC Vat 28.0 0- 0- 0 28.0 22- 0- 0 .12 2 • 2-0�0 �. Z• 5-3-12 \c SHIP I0-4-3 w f $t XP. 12/31/02 1: ST CO- \� `h TE OF CA1.i','t 7 8 9 101 7-87 -8 6-7-0 7-8-8 O �� 7-8-8 14-3-8 22-0-0 o, 6/11/2001 14 Scale: 3/16" = 1' Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or 0 "��Y "H"(16 ga.), positioned per Joint Report. Circled plates and false R frame later are ositioned as shown above. TBg, 88'x# WO: SUSffidAN ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. = Customer Name: 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 Dsgnr 10 DA B L U SAR MFG]Bracing verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized r this . design meet or exceed the leading imposed by the Loral building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 pef DurFacs L=1.25 P=1.15 braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing mater a directly attached, unless otherwise noted. TC Dead 11.0 psf Rep Illhr Bnd 1.00 ® LLC 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 BC Live .0 ps f O.C. Spacing 2- 0- 0 TRUSWAL SYSTEMS accordance with the following standards: 'JOINT -DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Dead 10.0 paf Design Spec UBC -97 4445 Northpark Dc. Colo Springs, CO 80907 Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 Ikfl Ratio: L/360 TC: L/480. ' SUMMARY SHEET' by TPI. The Truss Plate institute (TPI) is located x(583 D'Onofrio Drive, Madison, Wisconsin53719. The American Forest and TOTAL37 .0 ps f TpS. 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Job Name: BUSHMAN 131 . X -LCC REP= SIZE RB2' D 1 .0- 1-12 1050 3.50" 1.50" 2 21-10- 4 1050 3.50" 1.50" TC ' FCRCE AXL RZ CSI 1-2 -1563 .03 .16 .19 2-3 -1183 .01 .16 .18 3-4 -1013 .02 .07 .09 4-5 -1179 .01 .16 .17 5-6 -1563 .03 .16 .19 BC i, AXI, END CSI 7-8 1347 .18 .09 .27 8-9 1344 .18 .07 .25 h -1G 1344 .18 .05 .22 10-11 1011 .10 .10 .20 11-12 1343 .18 .07 .25 12-13 1347 .18 .09 .27 WEB • KIRCE CSI wEB FORCE GSI 2-8 147 .06 4-11 317 .13 2-10• -400 .1.7 5-11 -401 .18 3-10 317 .13 5-12 148 .06 3-11, 5 .00 Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and MX Eb7=CN (span) ' Dan Ratio: 14/360 TC: L/480 L/999,IN MEM 8-9 (LIVE) LF -.04" D= -.Os" T-- -.08-- .08"Joint -_1 JointLocations ---- 10-0-0 8 5-3-4 2 5- 3- 4 9 8- 0- 0 3 9- 8- 8 10 9- 8- 8 4 12- 3- 8 11 12- 3- 8 5 16- 8-12 12 16- 8-12 6 22- 0- 0 13 22- 0- 0 7 0- 0- 0 TC 2x4 LFL #1 & Btr. BC 2x4 DFL #1 & Btr. [.&B 2x4 DFL SUNIMM PLATE VALUES PER ICBJ RFSE1RCii FEE= #1607. Loaded for 10 PSF nma'n8tt rmart�'tt � -errrctla. to F�bracing is ti Ox rr+at,rn/tma See KM -91 and PDSI%IPI 1-1995; 10.3.4.5 arra 10.3.4.6 5-4-0 1 =0-4-3 Truss ID: G2 Qty: 2 plating spec : AMI/`IPI - 1995 TFIIS EESIGI is 'IHE Ct1lpwris RES[W OF MIMPLE LOAD CASES. EE*u,- ra:!M A'llSTIS sham are based ONLY on the truss material at each baring. Drainage trust be provided to avoid pcnding, PLATIN; PASED CN GREEN LIMBER VALITS. 5-3-4 4-5-4 _,2-7-0 4-5-4 5-3-4 5-3-4 9-8-8 12-3-8 16-8-12 22-0-0 9-11-11 9-11- 1 2 2�� 4 511 6. F-6.00 F-1 7hie des' �11 based m citrn d bracirsg �p7ied per the folloo wryj sd-ja3ule: msoc o.c. from to TC 24.0" 9-11-31 12- 0- 0 This trussis designed using the i LBC -97 O -de- Bldg nw1cse3 = Yes, F]ad Zale = No Finrlarte/Oxar1 L,,r a = No E_X roof CateScny = B Bldg - 80.00ft, Bldg width = 40.00ft, Mit heigl'tt = 22.67ft, MPA = 75 Classificatim = 4, Dead Lead = 21.0 psf ---LUO CASE #1 LELOAMSICN L ---------------- - --Dir L.Plf L.Lcc R.Plf R.Loc IL/'IL' TC Vest 54.0 0- 0- 0 54.0 22- 0- 0 .59' BC Vert 28.0 0- 0- 0 28.0 22- 0- 0 .12 2.00 12-0-0 , 77_n_n 6/11/2001 Scale: 3/16" = 1' 7 8 9 10 11 12 13 5-3-4 4-5-4 2-7-0 4-5-4 5-3-4 5-3-4 9-8-8 12-3-8 16-8-12 22-0-0 Tr-uswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or e "H"(16 ga.), positioned per Joint Report. Circled plates and false SHIP C0 -i5 91 .,_ :1i j 7 7-0-4-3 Exp. 1631/02 x� T'1T CM V� CAL FO^ FJ' ® BL U SAR MFG WARNING 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 utilized on this ' design meet or exceed the la ading imposed by the local building code and the paticuLtr applicdion. The design assumes dud ffic top chord is Literally TBF: 57. Cbk: Dog=:#LC = 10 WO: sysBrmrl CUB tomer Name: DA TC Live 16.0 psf DurFaes L=1.25 P=1.15 ® LLC braced by the roof or floor sheathing and die bottom chord is Literally 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 TC Dead 11.0 s f P Re Mbr End 1.00 P 0 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 BC Live .0 psf O.C. Spacing 2- 0- TRt15wAL SYSTEMSaccordance 4445 Norhpark Dr., Colo Springs, CO 80907 with the following standards: 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf Design Spec UBC -97 Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 ps f Dan Ratio: 14/360 TC: L/480 Tp5. 0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washingtpn, DC 20036. job Name: BUSHMAN a EM X -LCC r&4Cr SIZE REQ'D TC Live 16.0 pef 1 0- 1-12 1050 3.50" 1.50" braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing rm,terial 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 2 21-10- 4 .1050 3.50" 1.50" TC FCBC£ AXL Elp CSI TRUSWAL SYSfE.,4S 4445 Nonbpark Dr., Colo Spr'args, CO 80907 1-2' -1519 .02 .26 .27 2-3 -1365 .02 .26 .27 Tp5.0 Version T6 .2 .3 3-4 - -1365 .02 .26 .27 4-5 -1519 .02 .26 .27 13✓ ' FCRCB AXL EM tSI 6-7' 1311 .12 .30 .42 7-8 , 868 .08 .30 .38 8-9 868 .08 .30 .38 9-10 1311 .12 .30 .42 VEB FCRC£ CSI VEB FCRCB CSI 2-7. -283 .06 3-9 533 .22 3-7 533 .22 4-9 -283 .06 MAC 1}�rjm (span) ' L/999 INIVPI 7-8 (L1VE) L= -.06" D= -.07" T= -.13" c==== Joint Locatiah> 1 0-0-0 6 0-0-0 2 5-9-4 7 7-6-3 3 11- 0- 0 8 12- 0- 0 4 16- 2-12 9 14- 5-13 5 22- 0- 0 10 22- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. WES 2x4 DFL STENIII410 PLA'7£ VAILES pM IC90 RE5gF21 #1607 Laaaed for 10 PSF rrrn-cahasrent BCi.L. RAMU BALD cN t3EFIQ UMEER VAUES. 4 Truss ID: G3 Qtr. Plating spec : AMII'M - 1995 THIS LESICii IS THE CC14KErM REAW CF NLLTiPJE IMD CASES. MMM FSXUWIENM sho ah are based QTLY on the truss materital at each bearing. is rec*.dred (by others) to al PNSI/TPI 11 and -1995; 10. 4. ani 10.3.4.6. 5-9-4 5-2-12 5-2-12 5-9-4 5-9-4 11-0-0 16-2-12 22-0-0-0-0 I1 -04) i 11-0-0 t-1 2 3 4 5 �0 -6.001 S -F 18 Drwg: LUU 1 10Ly't0-VZ0 This tniss is aesigmd using the LBC -97 0--&- B1d3 FYrlcsea = Yes, aid Zme = No H,m^icarie/oceen Lim = Nc ,EST � y = B 80.00ft, Bldg Width = 40.00ft, mean hP;� = 22.92ft, MPH = 75 C2agsifiral•icn = 4, Lead Iced = 21.0 psf ----- ----LOAD CASE #1 IESIIN ICADS ---------------- Dir L.Plf L.Lcc R.Plf R.Lcc II✓`1L TC Vert 54.0 0- 0- 0 54.0 22- 0- 0 .59 BC Vit 28.0 0- 0- 0 28.0 22- 0- 0 .12 ,2-0-0 . 6 7 8 9 7-6-3 6-1111 7-6-3 14-5-13 Truswal SystemsPlates are 20 ga. unless shown by "18"(18 ga.) or b "H"(16 ga.), positioned per Joint Report_ Circled plates and false 6-9-15 5� SHIP _! tn. C.:O.1. `-'82 i` TO -4-3 Jr XP. 12/31/02 yk sqT C11VIL �P F OF CALIFOP r� 2A, 10 X44 7-6-3 22-0-0�±�" 6/11/2001 :vim Scale: 3/16" 1' WO: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: 14/480 ®W7 B L U SAR MFG ---...- - WARNING 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 mast ascertain that the loads utilized on this design meet or exceed the loading imposed by the local build'ung code and tie paticular application. The design assumes that the top chord is laterally 50 . ff TBP: , Chk: ' Degnr s #LC 10 TC Live 16.0 pef ® LLC braced by the roof or floor sheathing and the bottom chord is Laterally braced by a rigid sheathing rm,terial 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 TC Dead 11.0 pe f 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 'JOINT DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design BC Live .0 psf ' TRUSWAL SYSfE.,4S 4445 Nonbpark Dr., Colo Spr'args, CO 80907 accordance with the following standards: Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf 0 SUMMARY SHEET' by TPI. The Trus Plate Institute (TPI) is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 37.0 psf Tp5.0 Version T6 .2 .3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. WO: BUSHMAN Customer Name: DA DurFacs L=1.25 P=1.15 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Ddl Ratio: L/360 TC: 14/480 b Name: BUSHMAN == Joiri Lxatims - 0-0- 1 0- 0- 0 19 1- 8- 0 2 1- 8- 0 20 3- 0- 0 3 3- 0- 0 21 4- 4- 0 4 4- 4- 0 22 5- 8- 0 5 5- 8- 0 23 7- 0- 0 6 7- 0- 0 24 8- 4- 0 7 8- 4- 0 25 9- 8- 0 8 9- 8- 0 26 11- 0- 0 9 11- 0- 0 27 12- 0- 0 10 12- 4- 0 28 12- 4- 0 11 13- 8- 0 29 13- 8- 0 12 15- 0- 0 30 15- 0- 0 13 16- 4- 0 31 16- 4- 0 14 17- 8- 0 32 17- 8- 0 15 19- 0- 0 33 19- 0- 0 16 20- 4- 0 34 20- 4- 0 17 22- 0- 0 35 22- 0- 0 18 0- 0- 0 BC 2x4 DFL #1 & Btr. (EL ECR 2x4 DFL SIPNDAFD pLPC[E VA= FFR ICB0 legounj RFMU #1607 Traded for 10 PSF rnroaaan'rent BML. PLAT= BASED W G;EEN LIbISER VAIIES. V Truss ID: G4 Qty p tirx spec : P16II M - 1995 'IS -IIS MIt3f IS m E cmcsrm RFSIII.T CF - M]LO'IPLE Lao ams - B� RB;Un;swM spoon are rased QU rn the truss ttaterial at each beari-9- Fe¢rtmaetat bracing is rimed (by hers) to prevetd rotatirn/tppling• See HIB -91 and PDSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6.. <It is assumed that sae face of this truss < is sheathed with pl CEBIf rot b -d < siding or siding. < additional loads mast be oa>,sideeed on < r=i-c=ttinuous bearing es. use adequate stales gable blocks. nEyg.See 1ivsxals sii Fin l �e h tte J (s) . Lateral 1 un 1u:e with the dzurris have nct been e:a'rsid=ed unless noted otherwise. These lauds aril Umir e=rmticns are the responsibility of the building design r. 1-8-0 2-8-0 �, 2-8-0 22-80, 2-80. 2-8-0, 2.8.0 �' 2-80 1.80 4-4-0 7-0.0 9-80 12-4.0 15.0.0 17-80 20.4-0 t- U-0-0 t 11-0-0 ! 2 3 4 SS - 6 7 8 9 10 11 12-13 X14 IS 16 17 6 00 -6.00 4-0 I This truss is designed using the LBC -97 axle. Bldg Erolcsed = Yes, MIA 2rrre = Ib awriam-,e/Oman. Line = 13c , Dq Cate3cxY = B 80.00ft, Bldg Width = 40.00ft, � height = 22.92ft, MFH = 75 Classi.ficaticn = 4, L> ad Iwd = 21.0 psf -- -- ----LOAD CASE #1 1TSICN LC ADS ---------------- Dir L.Plf L.Lcc R.Plf R.Lcc LL/'IL 'IC Vert 54.0 0- 0- 0 54.0 22- 0- 0 .59 BC Vert 28.0 0- 0- 0 28.0 22- 0- 0 .12 6-9-15 SHIP 20-4-3 -Exp. 1/31 /C2 . CNI'L . 2_0 0 22-0-0 +fib' v f 18 19 20 21 22 23 24 25 26 2718 29 30 31 32 33 34 35 1.80 2.80 1 2.8.0 . 2.8.0 _ 1 2-80 �. 2-8-0 �, 2-8.0 2.80 i 1.80 4-4-0 7-0.0 9.80 12-4-0 I5-0.0 17.80 20-0� 6/11/200i 1/Aooi TYPICAL PLATE 2.5-4 ! OVER CONT Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or (/ RT Scale: 3/16" 11 "H"(16 ga.), positioned per Joint Report. Circled plates and false .7 /tOomma+ 4-.. frame plates are positioned as shown above. THE. 68.0 6 WO: BUSHMAN WARNING 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 Chk: -If Customer Name: is accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be Dsgnr #LC = 10 DA B L U SAR MFG verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TC Live 16.0 psf DurFacs L=1.25 P=1.15 LLC design meet or exceed the braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. buckling length. This component shall not be placed in any environment that TC Dead 11.0 psf Re Mbr Bnd 1.00 P P ® Bracing shown is for lateral support of components members only to reduce 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 BC Live .0 psf O.C. Spacing 2- 0; 0 TRIISWAL s),smms 4443 Nortbpark Dr.. Colo Springs. CO 80907 accordance with the following standards: 'JOINT DETAILS', by Truswal, 'ANSIITPI 1', 'WTCA 1' - Wood Truss Council of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (14111-91) and 'HIB -91 BC Dead 10.0 psf Design Spec UBC -97 Responsibilities, SUMMARY SHEET' by TPI. The Truss Plate Institute (rpp is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Defl Ratio: 1t/360 712; LV480 37.0 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 1 TOTAL psf job Name: BUSHMAN EE, X -LCC RE4Cr SIZE REIQ'D 1 0- 1-12 371 3.50" 1.50" 2 6- 0-12 330 1.50" 1.50" 3 10- 0-12 ' 67 1.50" 1.50" 4 14- 0-12 4 1.50" 1.50" 5 18- 0-12 2 1.50" 1.50" 6 19- 8-12 0 3.50" 1.50" 7 5-10- 4 89 3.50" 1.50" TC FC&tCE AXL END CSI 1-2 -139 .01 .31 .32 2-0 -65 .00 .31 .31 0-0 -1 .00 .02 .02 0-0 0 .00 .01 .01 0-0 0 .00 .00 .00 0-0 0 .00 .00 .00 BC FCICc E AXL aZ CSI 3-4 147 .00 .23 .23 4-0 0 .00 .00 .00 M MTFr CN (span) - Lt/999 IN MEM 3-4 (LIVE) IF -.03" Ik -.05" T`- -.08" ==== Joint Lo ~atiazS ==== 1 0-0-0 3 0-0-0 2 6- 0- 0 4 6- 0- 0 TC 2x4 DFL #1 & Btr. BC 2x4 EFL #1 & Btr. PLATE VA= PER IOB0 RESE�RM RaUG #1607. Loaded for 10 PSF rrn-fid BCLL- Location of interior bearings should be clearly narked cn each truss. Pen� bracing is required (by other. -s) to prevatt rotatioxr/tcpp See HIB -91 aryl P I/`PPI 1-1995; 10.3.4.5 and 10.3.4.6. . f 10-3-7 0-4-3 Truss ID: 1620 Qty: Plating spec Pmitm - 1995 THIS rESIIN IS THE CUAFCSLTE RTS= OF - K=PLE LOAD 0 64. - EFARDZ SLS she n are based ONLY az the truss hater-- at each ) Barin; Inter,cr wippqrt or tetpmary sh='J mist be inpp]aoe before erectir� this truss. RL aUZ HOSED IN G;EEN TIMBER V.-= Mus truss is designed usirz the UBC -97 t%de. Bldg PYtcicse3 = Yes, End Zone = No Hn-ric am/Ocean Lime = No , Exp Catxgcry = B Bldg Length = 80.00ft, Bldg width = 40.00ft, Mean roof heigitt = 21.51ft, MPH = 75 r1assificaticn = 4, Dead Load = 21.0 psf 6-0-0 6-0-0 1 2 F 6.U0 ;: K-1 6-0-0 3 4 6-0-0 6-0-0 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.) or "H11(16 ga.), positioned per Joint Report. Circled plates and false f Tates are nositioned as shown above. ,p� fS'�-- 1 D UPLIFT RE=N(S) : rame WARNING 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 utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 21.3 S1T; 36Ex•# '01 Qr]e _ Ds #LC = 10 WO: BUSHMAN Custcnner Name: DA -25# aWcrt 4 DurFaes L=1.25 P=1.15 HMI S.Iptt 1O=CN(S) 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 TC Dead 11.0 s f P 7 147# ----- ----IcAD a�SE #1 mIIN L]AIIS ---------------- Dir L.Plf L.Loc R.Plf R.Lcc IL/M TC Vet 54.0 0- 0- 0 54.0 9-11- 5 .59 BC Vat 28.0 0- 0- 0 28.0 6- 0- 0 .12 �O QhOF ESS rt' � rpt (- C -982 � (xpA,'2'/31/02. '�' CN1k TqT� OF (:A1.1F • h'^: WAIQ • �- o OVER .S 74tjA •: x r_ 6/11/2001 Scale: 1/8" - 1' e e ® B L u SAR MFG rame WARNING 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 utilized on this . design meet or exceed the loading imposed by the local building code and the paticular application. The design assumes that the top chord is laterally TBF: 21.3 S1T; 36Ex•# '01 Qr]e _ Ds #LC = 10 WO: BUSHMAN Custcnner Name: DA TC Live 16.0 psf DurFaes L=1.25 P=1.15 ® LLC 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 TC Dead 11.0 s f P Re hlbr Bnd 1.00 p will cause the moisture content of the wood to exceed 1995 and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in BC Live .0 ps f O. C . Spacing 2- 0- 0 TRUSWAL SYSTEMS 4445 Northpark Dr., colo Springs. CO 80907 accordance with the following standards: 'JOINT- DETAILS', by Truswal, 'ANSI/TPI 1', 'WTCA V - Wood Truss Council of America Standard Design 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 BC Dead 10.0 psf Design Spec UBC -97 Responsibilities,' SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at 583.D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and TOTAL 3 Ddl Ratio: W360 TC: Lt/360 Tp5.0 Version T6.2.3 Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 70036. STRUCTURAL CALCULATIONS RCE job ##2001.045 for Janice Lee Calculation Index: • Gravity Loads • Project Layout • Lateral Analysis • Beam Analysis • Footing Analysis Rev. 0 06/15/01 Bushman Residence 2840 Chico River RD. Chico, CA Page # 1 2 L1 — L12 B1 — B3 F1 — F12 Initial Issue These Calculations have been prepared for plans drawn Janice Lee for the above indicated property. The results of the calculations have been incorporated on said plans. O/—/.S26 ISurrk Q,-;UU s 1 I swLD iC DEPARTMMI PPPOVF-D- CIVIL — STRUCTURAL EENGINEERING SURVEYING 3060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax dor-c-e.com - http://www.r-c-e.com a r 6/112/2001 - Gravity Analysis -Bailey Creek Restroom - R.C.E. job 2001.038 r, Gravity Loads: Roof Dead Load 1/2" OSB Ply. 1.7 psf Slope= Metal Roofing 4.0 psf 6 Framing @ 24" o.c. 1.6 psf to 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf Misc. 1.4 psf ota (sloped) ps ota oriz psf ota axia ps Roof Live Load onstrucnon 16.0 ps Wall Dead Load (3) -Coat Stucco 10.0 psf (exterior) 3/8 Ply. 1.8 psf 2x6 Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 2.3 psf o[aI Y.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.7 psf (interior) Gyp. 2 sides 4.4 psf Misc. 1.9 psf ota P Copywrite 2001 - Spyder Software n WGI U) rn D D • u N O O O w L_ I i 6/12/2001 - Lateral Analysis - Bushman Residence - R.C.E. Job 2001.045 UBC Wind Loads -- Method 1 p= Ce•Cq•gs•I nAnu ni W IWR r)WR (1I R nPR P= P= P= P= P= P= 12.2 41 Wind Speed: 75 mph Exposure: C p where; 8.1 Ce = 1.06 @ 0 to 15' Ce = 1.13 @ 15 to 20' to 15' Ce = 1.19 @ 20 to 25' 5 to 20' Ce = 1.23 @ 25 to 30' 0 to 25' Ce = 1.31 @ 30 to 40' 5 to 30' Ce = 1.43 @ 40 to 60' 0 to 40' Cq = 0.8 (IWW) Inward @ Windward Wall 0 to 60' Cq = 0.5 (OLW) Outward @ Leeward Wall Cq = 0.3 (IWR) Inward @ Windward Roof Cq = 0.9 (OWR) Outward @ Windward Roof Cq = 0.7 (OLR) Outward @ Leeward Roof Cq = 0.7 (OPR) Outward @ Parallel To Ridge cis = 14.4 psf I = 1 Importance Factor Roof Slope = 7 Rise to 12 Horiz. Normal Resultant Horizontal Pressure Force 12.2 psf = 49 lbs. (IWW) @ 0 to 15' 7.6 psf = 31 lbs. (OLW) @ 0 to 15' 4.6 psf = 27 lbs. (IWR) @ 0 to 15' 10.7 psf = 64 lbs. (OLR) @ 0 to 15' Fn = 1 171 nif - horiz. 12.2 7.61 4.6 13.71 10.7 10.7 psf-@0 13.0 8.1 4.9 14.6 11.4 11.4 psf - @ 1 13.7 8.6 5.1 15.4 12.0 12.0 psf - @ 2 14.2 8.9 5.3 15.9 12.4 12.4 psf - @ 2 15.1 9.4 5.7 17.0 13.2 13.2 psf - @ 3 16.5 10.3 6.2 18.5 14.4 14.4 psf - @ 4 Wind Loading @ Wall Lines 1-2, A -B Mean Roof Height = 15.0 feet Uplift Pressure = 10.7 psf Roof Tributary Area 4.00 feet @ 4.00 feet @ 6.00 feet @ 6.00 feet @ Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 2-3 Area Pressure Force 0.00 feet @ 12.2 psf = 0 lbs. (IWW) @ 0 to 15' Mean Roof Height = 14.0 feet 0.00 feet @ 7.6 psf = 0 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.7 psf 5.50 feet @ 4.6 psf = 25 lbs. (IWR) @ 0 to 15' 5.50 feet @ 10.7 psf = 59 lbs. (OLR) @ 0 to 15' 2.00 feet @ FD = 1 84 Of - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 4-7, B -C (ridge) Area Pressure Force 4.00 feet @ 12.2 psf = 49 lbs. (IWW) @ 0 to 15' .Mean Roof Height = 16.0 feet 4.00 feet @ 7.7 psf = 31 lbs. (OLW) @ 15 to 20' Uplift Pressure = 10.8 psf 4.00 feet @ 4.6 psf = 19 lbs. (IWR) @ 0 to 15' 5.00 feet @ 4.9 psf = 24 lbs. (IWR) @ 15 to 20' 2.00 feet @ 5.1 psf = 10 lbs. (IWR) @ 20 to 25' 11.00 feet @ 10.8 psf = 119 lbs. (OLR) @ 15 to 20' Fp = 1 252 plf - horiz. Roof Wind Loading Tributary Normal Resultant Horizontal @ Wall Lines 4-7, B -C (eave) Area Pressure Force 4.00 feet @ 12.2 psf = 49 lbs. (IWW) @ 0 to 15' Mean Roof Height = 16.0 feet 4.00 feet @ 7.7 psf = 31 lbs. (OLW) @ 0 to 15' Uplift Pressure = 10.8 psf 2.00 feet @ 4.6 psf = 9 lbs. (IWR) @ 0 to 15' 2.00 feet @ 10.8 psf = 22 lbs. (OLR) @ 15 to 20' Fn = I 1 I 1 Of - horiz. Copywrite 2001 - Spyder Software A pct L2 6/12/2001 - Lateral Analysis - Bushman Residence - R.C.E. Job 2001.045 Wind Loading @ Wall Lines E -F (eave) Mean Roof Height = 12.0 feet Uplift Pressure = 10.7 psf Roof Wind Loading @ Wall Lines E -F (ridge) Mean Roof Height = 12.0 feet Uplift Pressure = 10.7 psf Copywrite 2001 - Spyder Software Tributary Normal Area Pressure 4.00 feet @ 12.2 psf = 4.00 feet @ 7.6 psf = 1.00 feet @ 4.6 psf = 1.00 feet @ 10.7 psf = Fn = Fn = Resultant Horizontal Tributary Normal 49 lbs. Area Pressure 4.00 feet @ 12.2 psf = 4.00 feet @ 7.6 psf = 6.00 feet @ 4.6 psf = 6.00 feet @ 10.7 psf = Fn = Resultant Horizontal Force 49 lbs. (IWW) @ 0 to 15' 31 lbs. (OLW) @ 15 to 20' 5 lbs. (IWR) @ 0 to 15' 11 lbs. (OLR) @ 0 to 15' 9S nlf - hnriz Resultant Horizontal Force 49 lbs. (IWW) @ 0 to 15' 31 lbs. (OLW) @ 0 to 15' 27 lbs. (IWR) @ 0 to 15' 64 lbs. (OLR) @ 0 to 15' 171 off - horiz. F"� �-3 6/12/2001 - Lateral Analysis - Bushman Residence - R.C.E. Job 2001.045 1997 UBC Seismic Loads - Static Force Procedure where; V = (Cv*1)/(R*T) *W = 0.750 *W (Eqn 30-4) Z = 0.3 Zone 3 V = (2.5*Ca*I)/R *W = 0.200 *W (Eqn 30-5) 1 = 1.00 Importance Factor V = 0.1 1 *Ca*1 *W = 0.059 *W (Eqn 30-6) hn = 16 feet R = 4.5 Plywood Shear Walls p= 0.200 *W (Eqn 30-5) governs Soil Profile Type So Seismic Source Type A Closest Distance Seismic Source n/a km Ct = 0.02 All other Buildings Foot print area, AB= 2894 ft2 T = 0.160 (Method A) Ca = 0.36 Table 16-Q Cv = 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16-T W = Building Weight Use 0% of Snow Load in the Seismic design. Seismic Roof Loading Tributary Weights = 36.00 feet of Roof @ 14.00 psf Lines A -B 8.00 feet of Ext. Wall @ 19.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 131 pif - horiz. ULT 94 pif - honz. Seismic Roof Loading Tributary Weights = 54.50 feet of Roof @ 14.00 psf Lines B -D 8.00 feet of Ext. Wall @ 19.00 psf 8.00 feet of Int. Wall @ 8.00 psf V 196 p onz. ULT 140 pit - honz. Seismic Roof Loading Tributary Weights = 64.00 feet of Roof @ 14.00 psf Lines E -F 8.00 feet of Ext. Wall @ 19.00 psf 0.00 feet of Int. Wall @ 8.00 psf V = p onz. ULT 150 pif - honz. Seismic Roof Loading Tributary Weights = 26.50 feet of Roof @ 14.00 psf Lines 1-2 8.00 feet of Ext. Wall @ 19.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 105 pif - horiz. ULT 75 pif - horiz. Seismic Roof Loading Tributary Weights = 26.50 feet of Roof @ 14.00 psf Lines 2-3 0.00 feet of Ext. Wall @ 19.00 psf 0.00 feet of Int. Wall @ 8.00 psf V 74 p onz. ULT 53 pif - horiz. Copywrite 200 / - Spyder Software Q� L 6/12/2001 - Lateral Analysis - Bushman Residence - R.C.E. ]ob 2001.045 Seismic Roof Loading Lines 4-5 V Z63 p onz. ULT 188 pif - honz. Seismic Roof Loading Lines 5-7 IV 164 p ora. ULT I p onz. Copywrite 2001 - Spyder Software Tributary Weights = 7 1. 50 feet of Roof @ 14.00 psf 8.00 feet of Ext. Wall @ 19.00 psf 20.00 feet of Int. Wall @ 8.00 psf Tributary Weights = 45.50 feet of Roof @ 14.00 psf 8.00 feet of Ext. Wall @ 19.00 psf 4.00 feet of Int. Wall @ 8.00 psf 6/12/2001 - Lateral Analysis - Bushman Residence - R.C.E. Job 2001.045 Copywrite 2001 - Spyder Software Lateral Load Summary 1 st Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p.l.f.) (p.l.f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case B -North Side 12.0 94 171 1.12 2.05 Wind Controls B -South Side 6.0 140 181 0.84 1.09 Wind Controls C -North Side 6.0 140 181 0.84 1.09 Wind Controls C -South Side 13.0 140 181 1.82 2.36 Wind Controls E 11.0 150 133 1.65 1.46 Seismic Controls F 11.0 150 133 1.65 1.46 Seismic Controls 1 19.0 75 171 1.42 3.25 Wind Controls 2 -West Side 19.0 75 171 1.42 3.25 Wind Controls 2 -East Side 22.0 53 84 1.17 1.85 Wind Controls 4 -West Side 11.0 53 84 0.58 0.92 Wind Controls 4 -East Side 8.0 188 181 1.50 1.45 Seismic Controls 5 -West Side 8.0 188 181 1.50 1.45 Seismic Controls 5 -East Side 10.0 117 181 1.17 1.81 Wind Controls 6 -West Side 10.0 117 181 1.17 1 1.81 Wind Controls Copywrite 2001 - Spyder Software Pq L- �P J ' 6/12/2001 - Lateral Analysis - Bailey Creek Restroom - R.C.E. job 2001.038 Chord 81 Drag Force Summary (worst cases) Chord Data Unit Load (w) Seismic Wind (plf) (pin Max Chord Force (T)= w•LZ (Kips) 8•D # Nails Required At Each Chord Chord Chord Boundary Line Length (L) (ft) Depth (D) (ft) House Roof Diaphragm Chord Forces 1 8z2 A 8z B 17.5 14 140 171 0.47 4 Sinker Nail Size = Nail Shear Capacity = Max Number Required = 16d Sinker Nails 125 pounds 4 Sinker Nails Copywrite 2001 - Spyder Software q r14 Pq L_7 6/12/2001 - Lateral Analysis - Bushman Residence - R.C.E. job 2001.045 Drag Force Summary Wall Line ID: B Opening Ul Wall North Side South Side Net Applied Drag Force @ Lateral Loads: Seismic lkiosl Wind fkinsl Wall Between Suess Diaphram Suess DlaDhram Sven Suess end of tegment North Side 1.12 2.05 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Selsmlc Wind South Side 0.84 1.09 fee[ feet I I I I I In (Plo I I I - 5.00 70 128 17 22 87 150 0.44 0.75 Diaphram Length Stan (t) End (it) 8.00 123 196 70128 17 22 -36 •46 0.15 0.38 North Side 0.00 16.00 3.00 70 128 17 22 87 I50 0.41 0.83 South Side 0.00 50.00 19.50 17 22 17 22 0.74 1.25 3.50 123 196 17 22 -106 -174 0.37 0.64 Drag Force (kips)ise� mlc (k_iml, Wind fklosl 6.50 17 22 17 22 0.48 0.79 @ 10.00 it 0.26 0.52 4.50 123 196 17 22 -106 -174 @ 14.50 ft 0.98 1.57 Max Drag Force (kips) Seismic fkinsl Wind Wail @ 35.50 h 0.74 1 1.25 EE 0.00 10.00 20.00 30.00 40.00 50.00 60.00 Seismic Drag Forces 0.60 0.70 . 0.60 0.50 0.40 oC 0.30 0.20 0.10 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 Distance along wall line (a) Wind Drag Forces 1.40 1.20 1.00 s 0.80 y= LL 0.60 C 0 0.40 0.20 LL I I I 0.00 0.00 10.00 20.00 30.00 40.00 50.00 60.00 Divance along wall line (k) M- 6/12/2001 - Lateral Analysis - Bushman Residence - R.C.E. Job 2001.045 Drag Force Summary Wall Line ID: c Opening Unit Wall North Side South Side South Net Applied Drag Force @ Lateral Loads: Seismic I (c kiosl Wind (kiosl Wall Between Stress• Dlaphram Stress Stress Stress end of segment Nonh Side 0.84 1.09 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Selsmic Wind 'South Side 1.82 2.36 feet feet) (pI I I I I I I Io (plo 010 5.50 241 31317 22 36 47 -188 -244 -1.04 -1.34 Start Length Sr,(ft) End ifti 24.50 17 22 36 47 53 69 0.27 0.34 North Side 0.00 50.00 5.50 242 313 17 22 36 47 -188 -244 -0.77 -1.00 South Side 0.00 50.00 14.50 17 22 36 47 53 69 Drag Force (kips) Seismic (kles) Wind Iklos) @ 10.00 ft 0.80 1.03 @ 14.50 ft 1.33 1.72 Max Drag Force (kips)Ie ml (klns) Wind (klosl @ 5.50 ft 1.04 1 1.34 0.00 10.00 20.00 30.00 40.00 50.00 60.00 Seismic Drag Forces 0.40 0.20 0.00 a -0.20 -040 c .0.56 .0.80 . -too -1.20 0.00 10.00 20.00 30.00 40.00 50.00 50.00 Di ance along wall One (a) Wind Drag Forces 0.50 0.40. 0.20 .. 0.00 .r -0.20 = -0.40 .0.50 o-0.80 .. .1.00 -1.20 . -1.40 . .1.50 0.00 10.00 20.00 30.00 40.00 50.00 50.Do • Distance along wall One (R) F,�Sj LA 6/12/2001 Lateral Analysis - Bushman Residence - R.C.E. Job 2001.045 Drag Force Summary Wall Line ID- Opening Unit Wall East Side West Side Net Applied Drag Force @ Lateral Loads: Se6mitWvq Wind (kips) Wall Between Stress Diaphram Stress Diaphram Stress Stress end of segment East Side 1.50 1.45 Length Walls Seismic Wind Seismic Wind Seismic Wind Seismic Wind Seismic Wind West Side 1.17 1.81 feet feet I I Io (pio loinI I I I I 13.00 130 159 24 23 -106 -136 -1.38 -1.77 Diaphram Length Start (ft) End (fel 6.00 24 23 24 23 -1.24 -1.63 East Side 0.00 62.00 7.50 130 159 24 23 -106 -136 -2.03 -2.65 West Side 36.00 62.00 9.50 24 23 24 23 -1.80 -2.42 26.00 24 23 45 70 69 93 Drag Force (kips)km_.e_-_ir!k_insl_. Wind (kips) @ 10.00 it 1.06 1.36 @ 14.50 ft 1.70 2.07 Max Drag Force (kips) Seismic Ikins) Wind (kips) @ 26.50 ft 2.03 2.65 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 Seismic Drag Forces 0.00 .0.50 's -1.00 . 3s e .1.50 0 .2.00 0. 0 1000 2000 - 3000 40 00 50 00 60 00 70 00 -2.50 Dltunce alone will line (ft) Wind Drag Forces 0.00 .0.50 -1.00 9 -2.50 -3.00 . 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 Dhunce alone wall line (ft) 6/15/01 - Lateral Analysis - Bushman Residence - R.C.E. Job 2001.045 1 QS Copywrfre 200/-Spyder Software Is[ (UBC Section 1630. 1 East-West Direction: Story Shear 7.91 kips Seismic p Max 1.00 ' Level 8.00 Wall Line Lateral I wall Wall ISS all Applied O Forces Applied Forces Resisting O Resistive e[ Uplift Comments ID ' Load Height Length r, Stress Uniform Point OTM Uniform Pain[ OTM Fwce Used 100% of Tabulated Values See Note (kips) (feet) (feet) 12.96 (plf) (klO (kips) (foo[ -kips) (klf) (kips) (foot -kips) (tips) Simpson Products 1 QS Copywrfre 200/-Spyder Software 8.00 . w/ DBL 2xP05I a SSIB16 A.B. Ist Seismic Level 8.00 1.50 0.16 127 ISS 0.152 0.79 0.787 PHD2 w/ DBL 2x POST 8t SSTB16 A.B. 8.00 4.00 ♦ 0.16 127 COS 0.152 1.03 0.755 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 3.14 8.00 8.00 203 12.96 0.152 3.24 1.215 PHD2 w/ DBL 2z POST H SSTB 16 A.B. Wind 9 8.00 3.50 Is 203 5.67 0.152 0.62 1.443 PHD2 w/ DBL 2x POST B SSTB 16 A.B. 8.00 4.00 0 203 6.48 0.152 0.81 1.418 PHD2 w/ DBL 2x POST H SSTB 16 A.B. Horizontal Diaphragm Lengths a Stresses North Side South Side Plate Shear Anchorage for above wall line feet I feet 1 5u Bolt Dia. in.Sill Capacity (kips) SU adn .818 41 n. o.c. _ C 2.66 . w/UB ZxPOSTUSSIO16A.B. Ist Seismic Level 8.00 5.50 0.31 242 10.63 0.152 1.95 1.577 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 3.45 8.00 5.50a• 313 13.79 0.152 1.53 2.228 PHD2 w/ DBL 2x POST H SSTB 16 A.B. Wind 8.00 5.50 a 313 13.79 0.152 1.53 2.228 PHD2 w/ DBL 2x POST Bt SSTB 16 A.B. Horizontal Diaphragm Lengths K Stresses North Side South Side Sill Plate Shear Anchorage for above wall line . fee[ I (feet) ! adn i AT Bol[ Dia. In. Ca ad Ps)n. o.c. o et p[ 0 0 own equ re. Is[ Seismic Level 1.69 8.00 26.00 65 13.56 0.152 39.25 o Net Uplift No Holdown Required! Wind Horizontal Diaphragm Lengths BE stresses North Side South Side Sill Plate Shear Anchorage for above wall line feet I feet I L Bol[ Dia. In. capacity kis S adn I ou Ar U.5 I a 43n. O.C. F 2.02 . wUK ZxPUSI8E w616 T.B. Ist Seismic Is Level 8.00 13.50 0.10 79 8.54 0.080 6.20 0.174 PHD2./DBL 2x POST at SSTB 16 A.B. 8.00 6.00 0.10 79 3.80 0.080 1.22 0.429 PHD2 w/ DBL 2x POST at 55T816 A.B. 1.69 8.00 6.00 66 3.19 0.080 0.96 0.372 PHD2 w/ DBL 2x POST et SSTB 16 A.B. Wind 8.00 11.50 66 7.18 0.080 4.86 0.172 PHD2 w/ DBL 2x POST at SSTB 16 A.B. 8.00 6.00 66 3.19 0.080 0.96 0.372 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses North Side South Side 5111 Plate Shear Anchorage for above wall line feet I fee[ 1L 60 2/ 4In. Bolt Dia. in. Gad kl s 5 adn O.C. 1 QS Copywrfre 200/-Spyder Software M 6/15/01 - :Lateral Analysis - Bushman Residence - R.C.E. job 2001.045 1 1.42 Is[ LeveI (UBC Section 1630.1) 0.30 237. 5.68 North-South Direction: 0.58 Story Shear 9.93 kips Ist Seismic _ is Max 1.00 Wall Une teralall 8.00 all 0.30 al AppliedO Forces Applied antes Resisting O eshtive Net Uplift Comments ID • Load Heigh[ Length r, Stress Uniform Poln[ OTM Uniform Point OTM I Force Used 100% of Tabulated Values See Note (kips) (feet) (feet) (pif) (kil) (kips) (foot -kips) (kin (kips) (foot -kips) (kips) Simpson Products 1 1.42 8.00 3.00's/ 0.30 237. 5.68 0.152 0.58 1.699 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Ist Seismic Level Level 8.00 3.000 0.30 237 318 5.68 0.152 0.58 1.699 PHD2 w/ DBL 2x POST at SSTB 16 A.B. PHD2 w/ DBL 2x POST a SSTB 16 A.B. 3.25 8.00 3.00 Q 541 12.99 0.152 0.46 4.179 PHDS w/ DBL 2x POST at SSTB20 A.B. Wind Horizontal Diaphragm Lengths a Stresses ai East SideWest 8.00 3.00 541 12.99 0.152 0.46 4.179 PHDS w/ DBL 2x POST at SST820 A.B. Horizontal Diaphragm Lengths at Stresses I feet (n, Ens Side West Side Bol[ Dia. In. SIII Plate Shear Anchorage for above wall line kl feet I fee[ I Bol[ Dia. in. Gad kl S adn 0.818 24 In. o.c. 0.500 0.818 I8 In. o.t. 22.59 9.00 16.00 0.16 162 23.27 0.171 18.60 0.291 PHD2 w/DBL 2x POST a SSTB 16 A.B. Is[ Seismic Level 5.10 9.00 16.00 318 45.86 1 0.171 14.59 1.954 PHD2 w/ DBL 2x POST a SSTB 16 A.B. Wind 1 Horizontal Diaphragm Lengths a Stresses East SideWest Side Sill Plate Shear Anchorage for above wall line feet I feet (n, Bol[ Dia. In. Ca ad kl 5 adn 0.500 0.818 24 In. o.c. 22 84 22 148 2.08 8.00 5.00 0.06 61 2.45 0.152 1.62 0.167 PHD2 w/ D8L 2x POST a SSTB 16 A.B. 1st Seismic Level 8.00 7.50 0.06 61 3.68 0.152 3.63 0.006 PHD2 w/ DBL 2x POST a SSTB 16 A.B. 8.00 8.00 0.06 61 3.92 0.152 4.13 o Net Uplift No Holdown Required! 8.00 5.50 0.06 61 2.70 0.152 1.95 0.135 PHD2 w/ D8L 2x POST a SSTB 16 A.B. 8.00 8.00 0.06 61 3.92 0.152 4.13 o Net Uplift No Holdown Required! 2.37 8.00 5.00 79 3.17 0.152 1.27 0.380 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind 8.00 7.50 i 79 4.75 0.152 2.85 0.253 PHD2 w/ DBL 2x POST s SSTB 16 A.B. k 8.00 4.00 $ 79 2.53 0.152 0.81 0.431 PHD2 w/ DBL 2x POST H SSTB I6 A.B. 8.00 S.50 a 79 3.48 0.152 1.53 0.355 PHD2 w/ DBL 2x POST a SSTB 16 A.B. 8.00 8.00 79 5.07 0.1 S2 3.24 0.228 PHD2 w/ DBL 2x POST a SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses Ent Side West Side Sill Plate Shear Anchorage for above wall line feet I (feet) I Bolt Dia. in. Gad ki I'M. 68 22L 0.500 0.818 48 in. o.c. Copywrfre 200/-Spytfer Sofh rc 5 201 6/1 S/01 - Lateral Analysis - Bushman Residence - R.C.E. job 2001.045 Copywrfre 2001-Spyder So/hvare 2.67 Ist Level (UBC eNon 1630. 1 0.13 130 Seismic Norrh-South Direction: 0.152 Story Shear 9.93 kips PHD2 w/ DBL 2x POST a SSTB 16 A.B. Is[ Seismic 2.115 PHD2 w/ DBL 2x POST at SSTB 16 A.B. P Max 1.00 Horizontal Diaphragm Lengths a Stresses Wall ine Lateral all al East Side West Side all Applied O Forces ADPIIed orces esisdng O eslsdve et pll t mments ID • Load I Height I Length r, Stress Uniform Paint OTM Uniform Point OTM Face Used 100% of Tabulated Values See Note (kips) (feet) (feet) Wind (plf) (klf) kips) (foot -kips) (klf) (kips) (foot -kips) (kips) 51mpson Products Copywrfre 2001-Spyder So/hvare 2.67 8.00 13.00 0.13 130 Seismic 13.56 0.152 10.92 0.203 PHD2 w/ DBL 2x POST a SSTB 16 A.B. Is[ Seismic 2.115 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind Horizontal Diaphragm Lengths a Stresses Level East Side West Side 8.00 7.50 0.13 130 feet I feet 1 7.82 0.152 3.63 0.559 PHD2 w/ DBL 2x POST a SST816 A.B. 0.818 241n. o.c. 3.27 8.00 13.004, 159 16.57 0.152 8.S6 0.616 PHD2 w/ DBL 2x POST at SSTB16 A.B. Wind 8.00 7.50 0 159 9.56 0. I S2 2.85 0.894 PHD2 w/ DBL 2x POST at SST816 A.B. Horizontal Diaphragm Lengths a Stresses East Side Wes[ Side Sill Plate Shear Anchorage for above wall line fee[ I feet I Bol[ Dia. in. Gad (kips)S ado 42 43 68 22L 0.500 0.818 48 in. o.c. Copywrfre 2001-Spyder So/hvare 1.17 8.00 6.00 0.20 195 9.38 0.152 - 2.33 1.176 PHD2 w/ DBL 2x POST a SSTB 16 A.B. Is[ Seismic Level 1.81 8.00 6.00 302 14.51 0.152 1.82 2.115 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind Horizontal Diaphragm Lengths a Stresses East Side West Side L0.500 Sill Plate Shear Anchorage for above wall line feet I feet 1 Balt Dia. In. Capacity (kips) 5pacing 42 30 42 43 0.818 241n. o.c. Copywrfre 2001-Spyder So/hvare LOADS: ( lbs, psf, or plf ) Load COMPANY PROJECT ® WoodWorks R. C. E. 3060 Thorntree Dr. #10, Chico, CA BUSHMAN RESIDENCE 2840 CHICO RIVER RD. Shear (530) 894-8833; fax (530) 894-8882 CHICO CA SO"WARF FOR WOOD DESIGN cj@r-c-e.com R -C -E 2001.045 1 June 8, 2001 14:41:01 Beam1 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern Shear 793 Total Start End Start End Load? 1 Dead Full UDL 206 Length No 2 Constr. Full UDL 122 L/360 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 13' Dead 1420 Value 1420 Live 793 Shear 793 Total 2213 106 2213 Bearing: fb = 1043 Fb' = Length 1.0 Live Defl'n 1.0 Timber-soft,D.Fir Self Weight of 12.41 plf automatically included in loads; Service: wet; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d ; 56 Fv' = 106 fv/Fv' = 0.53 Bending(+) fb = 1043 Fb' = 1687 fb/Fb' = 0.62 Live Defl'n 0.12 = <L/999 0.43 = L/360 0.29 Total Defl'n 0.46 = L/339 0.65 = L/240 0.71 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85. 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 0.67 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7191 lbs -ft , Shear : LC# 2 = D+C, V = 2213, V@d = 1943 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. C'A ,n el m WoodWorks COMPANY R. C. E. 3060 Thorntree Dr. #10, Chico, CA PROJECT BUSHMAN RESIDENCE 2840 CHICO RIVER RD. Magnitude (530) 894-8833; fax (530) 894-8882 CHICO CA SOEIWARF FOR WOOD DESIGN cj@r-c-e.com R -C -E 2001.045 Start End June 15, 2001 09:34:25 Beam2 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location (ftl Pattern fv @d = 43 1024 Total Start End Start End Load? 1 Dead Full Area 14 (8.00)i Length No 2 Constr. Full Area 16 (8.00) 0.80 = L/240 No -Trioutary wiatn trt) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 16' Dead 1016 Design Value 1016 Live 1024 fv @d = 43 1024 Total 2040 Bending(+) 2040 Bearing: fb/Fb' = 0.48 1.00 1.0 Length 1.0 0.32 - Timber -soft, DIFir L, No. Self Weight of 15.02 plf automatically (nclu ed` loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear fv @d = 43 Fv' = 106 fv/Fv' = 0.40 1.00 Bending(+) fb = 808 Fb' = 1687 fb/Fb' = 0.48 1.00 Live Defl'n 0.17 = <L/999 0.53 = L/360 0.32 - Total Defl'n 0.42 = L/455 0.80 = L/240 0.53 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 8161 lbs -ft Shear : LC# 2 = D+C, V = 2040, v@d = 1796 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . MR, g7--, COMPANY PROJECT R. C. E. BUSHMAN RESIDENCE WoodWorks3060 Thorntree Dr. #10, Chico, CA 2840 CHICO RIVER RD. (530) 894-8833; fax (530) 894-8882 CHICO CA SOFTWARE FOR WOOD DESIGN cj@r-c-e.com R -C -E 2001.045 June 8, 2001 14:41:25 a Beam3 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft) Pattern fv @d = 78 2288 Total Start End Start End Load? 1 Dead Full Area 14 (13.00)1 Length No 2 Constr. Full Area 16 (13.00) 1.00 No -'rrlDurary WIQLn tlLf MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Dead 2203 Design Value 2203 Live 2288 fv @d = 78 2288 Total 4491 Bending(+) Live Defl'n 4491 Bearing: fb/Fb' = 0.53 0.58 1.00 2 Total Defl'n Length 1.3 0.94 1.3 Glulam-Simple, VG West.DF,t24FV4t5y1/8x15' Self Weight of 18.26 pif automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) CriterionAnalysis Value Design Value Analysis/Design Shear fv @d = 78 Fv' = 237 fv/Fv' = 0.33 Cr LC# Bending(+) Live Defl'n fb = 1542 0.42 = L/624 Fb' = 2920 0.73 = L/360 fb/Fb' = 0.53 0.58 1.00 2 Total Defl'n 1.03 = L/255 1.10 = L/240 0.94 2 Fcp'= 650 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.973 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 24700 lbs -ft Shear : LC# 2 = D+C, V = 4491, V@d = 3981 lbs Deflection: LC# 2 = D+C EI=2594.49e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysisoutput) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 113 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. S. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 6/8/01 2:46:26 PM P� F Company Info I Project Info R. C. E. (Project:. BUSHMAN RESIDENCE 3060 Thorntree Dr.; Suite 10 ILocation: 2840 CHICO RIVER RD. Chico, CA, 95973 I CHICO, CA 95928 Phone: (530) 894-8833 (Client: JANICE LEE Fax: (530) 894-8882 (Job No.: C -E 2001.045 E-mail: cj@r-c-e.com (Footing Id: F1 5.5' WALL LINE B FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Footing Section Geometry: Length, ft. Width, ft. Depth, inches Section: 1 1.00 4.00 12.00 Section: 2 6.50 2.00 18.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 0.75 3.50 3.50 n/a n/a n/a Column 3 Other 6.25 3.50 3.50 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Conc. 3.50 6.00 6.00 1.00 150 Yes Soil Bearing Results, psf (actual / allowable): Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Gravity Case Wind Case Stirrups Seismic Case Section: 1 199 / 1,200 1,205 / 1,596 inz, Spacing 548 / 1,596 Section: 2 270 / 1,320 1,573 / 1,756 765 / 1,756 Beam Shear Stresses: 1-#4 0.12 #4 @ 19.4in. Not Regd... Section: 1 ........................... 0.00 psi Stirrups not required Section: 2 ........................... 0.00 psi Stirrups not required Punching Shear Stresses: Note: Strength = Steel Required for Wall 1 ........................... 2.40 psi Column 2 ......................... 6.12 psi Column 3 ............................ 2.22 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design inz, Design inz/ft, Spacing inz, Spacing Section: 1 Strength:.. 0.00 0-#4 0.07 1-#4 0.12 #4 @ 19.4in. Not Regd... Section: 2 Strength:.. 0.00 0-#4 0.06 1-#4 0.02#4 @ 101.1in. Not Regd... Note: Strength = Steel Required for Strength.. 1 q F F2 Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 6/8/01 2:46:27 PM Footing Id: F1 Page: 2 Loading Parameters: ACI Load Cases Considered: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L'+ 1.87E) 0.9D + 1.43E Un -Factored Loads, ft -kips: Dead Load Live Load wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a Column:2 0.00, 0.00 0.00 0.00 2.23 0:00 1.58 0.00 n/a Column:3 0.00 0.00 0.00 0.00 -2.23 0.00 -1.58 0.00 n/a P9 F3 Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 6/8/01 2:46:27 PM Footing Id: F1 Page: 3 VC61#2 Col#3 0 FS #1 I 1 0 -ft. FS #2 2.2 kips 7.5 -ft. V, kips i 0 M, ft -kips 0 Bearing psf 0 Defl, in. 0 2.7 ft -kips -2.3 kips Z.3—ft-kips 1,573 psf Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 229 / 1,200 748 / 1,596 387 / 1,596 Beam Shear Stresses: Section: 1 ........................... 0.60 psi Stirrups not required Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in Z, Design inz, Design inz/ft, Spacing in Z, Spacing Section: 1 Strength:.. 0.06 1-#4 0.08 1-#4 0.00 -....N/A.... Not Reqd... Note: Strength = Steel Required for Strength.. Loading Parameters: ACI Load Cases Considered: 1A D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E Un -Factored Loads, ft -kips: Dead Load Live Load %_oot2000 ver. 1.0, Copyright © 199972000 Spyder Software Seismic 6/15/01 10:39:13 AM Pg Fy c Company Info FY I Project Info R. C. E. FY (Project: BUSHMAN RESIDENCE 3060 Thorntree Dr.; Suite 10 FY MZ (Location: 2840 CHICO RIVER RD. Chico, CA, 95973 0.00 1 CHICO, CA 95928 Phone: (530) 894-8833 0.00 (Client: JANICE LEE Fax: (530) 894-8882 0.00 (Job No.: R -C -E 2001.045 E-mail: cj@r-c-e.com 0.50 (Footing Id: F 8' WALL LINE A 0.00 0.00 0.00 FOUNDATION PARAMETERS 0.00 -0.50 0.00 Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi t Section: 1 2,000 HardRock 3.00 2'.00 40 Footing Section Geometry: Length, ft. Width, ft. Depth, inches Section: 1 12.25 1.00 12.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column :.2 Other 1.00 3.50 3.50 n/a n/a n/a Column 3 Other 9.00 3.50 3.50 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall. 1 Conc. 6.50 11.00 6.00 1.00 150 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 229 / 1,200 748 / 1,596 387 / 1,596 Beam Shear Stresses: Section: 1 ........................... 0.60 psi Stirrups not required Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in Z, Design inz, Design inz/ft, Spacing in Z, Spacing Section: 1 Strength:.. 0.06 1-#4 0.08 1-#4 0.00 -....N/A.... Not Reqd... Note: Strength = Steel Required for Strength.. Loading Parameters: ACI Load Cases Considered: 1A D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 n/a Column:2 0.00 0.00 0.00 0.00 1.22 0.00 0.50 0.00 n/a Column:3 0.00 0.00 0.00 0.00 -1.22 0.00 -0.50 0.00 n/a Pq r- s Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 6/15/01 10:39:13 AM Footing Id: F2 Page: 2 0 -ft. V, kips 0 Col#2#1 Col#3 MCCC FS #1 I n t"*— 12.25 -ft. M, ft -kips 0 Bearing psf 0 Defl, in. 0 2.4 ft -kips -1.1 kips -1.1 ft -kips 748 psf 0.208" 0 Foot2000 ver: 1.0, Copyright © 1999-2000 Spyder Software Company Into R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com A5 FOUNDATION PARAMETERS 6/8/01 2:46:34 PM I Project Info (Project: BUSHMAN RESIDENCE (Location: 2840 CHICO RIVER RD. I CHICO, CA 95928 (Client: JANICE LEE (Job No.: RSC -E 2001.045 (Footing Id: F,3 Pq F 6 Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 3.50 in. by 3.50 in. Gravity Only Soil Bearing Strength ................................. 1.3 ksf Footing Width ...................................................... 3,OOSft. Footing Length ..................................................... 3,T -0 -0 -ft. Footing Depth ...................................................... (1 8-00 in Punching Shear Stress .............................................. 12.67 psi Beam Shear Stress .................................................. 1.53 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .11 int (1-#4) Transverse Bottom Reinforcement Required for Strength .............. .12 int (1-#4) Gravity Only Soil Bearing .......................................... 1.3 ksf LOADING PARAMETERS — ACI LOAD CASES CONSIDERED: 1AD + 1.71, UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 6.11 0.00 0.00 Live Load 4.61 0.00 0.00 d= 18.00" X W = 3.00' As = 1-#4 Bars As = 1-#4 Bars ::::13.001, over Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software Company Info R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com B1 FOUNDATION PARAMETERS 6/8/01 2:46:39 PM Concrete Ultimate Compressive Strength, f'c........................ ConcreteType.......... ......................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ Column Size ...... :................................................. Gravity Only Soil Bearing Strength ................................. C FootingWidth ...................................................... FootingLength ...................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Q� F 7 2.00 ksi HardRock 3.0 in. 40.0 ksi 3.50 in. by 3.50 in. 1.2 ksf 2.00 ft. 2.00 ft. 12.00 in. 11.64 psi 2.13 psi ASTM -A615 00 int 00 int 1.0 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1AD + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.44 0.00 0.00 Live Load 1.50 0.00 0.00 d= 12.00" X W = 2.00' Project Info (Project: BUSHMAN RESIDENCE Location: 2840 CHICO RIVER RD. CHICO, CA 95928 JClient: JANICE LEE (Job No.: R -C -E 2001.045 Footing Id: F4 Concrete Ultimate Compressive Strength, f'c........................ ConcreteType.......... ......................................... ConcreteCover ..................................................... Steel Ultimate Strength, Fy........................................ Column Size ...... :................................................. Gravity Only Soil Bearing Strength ................................. C FootingWidth ...................................................... FootingLength ...................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... Q� F 7 2.00 ksi HardRock 3.0 in. 40.0 ksi 3.50 in. by 3.50 in. 1.2 ksf 2.00 ft. 2.00 ft. 12.00 in. 11.64 psi 2.13 psi ASTM -A615 00 int 00 int 1.0 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1AD + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.44 0.00 0.00 Live Load 1.50 0.00 0.00 d= 12.00" X W = 2.00' I r J Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder'Software • Company Info R. C. E. 3060 Thorntree Dr.; Suite 10 Chico, CA, 95973 Phone: (530) 894-8833 Fax: (530) 894-8882 E-mail: cj@r-c-e.com B1 END FOUNDATION PARAMETERS 6/8/01 2:46:44 PM I Project Info (Project: BUSHMAN RESIDENCE ILocation: 2840 CHICO RIVER RD. I CHICO, CA 95928 (Client: JANICE LEE (Job No.: R -C -E 2001.045 (Footing Id: F5 Pol Fs Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size........ .............................................. 3.50 in. by 3.50 in. Gravity Only Soil Bearing Strength ................................. 1.2 ksf Footing Width ...................................................... 1.00 ft). Footing Length ..................................................... 1.94 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 4.22 psi Beam Shear Stress .................................................. 1.96 psi Reinforcing Standards per ....................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required Inside Column Strip....... .00 in' Transverse Bottom Reinforcement Required Outside Column Strip...... .00 int Gravity Only Soil Bearing .......................................... 1.2 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1AD + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.42 0.00 0.00 Live Load 0.79 0.00 0.00 d= 12.00" X W = 1.00' ::: Cover 3.00" I Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: E-mail: cj@r-c-e.com IFooting Id: B3 FOUNDATION PARAMETERS 6/8/01 2:46:49 PM Project Info BUSHMAN RESIDENCE 2840 CHICO RIVER RD. CHICO, CA 95928 JANICE LEE R -C -E 2001.045 F6 Concrete Ultimate Compressive Strength, f'c........................ ConcreteType ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Gravity Only Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required for Strength .............. Gravity Only Soil Bearing .......................................... P. F I 2.00 ksi HardRock 3.0 in. 40.0 ksi 3.50 in. by 3.50 in. 1.2 ksf 2..00 ft. .00,;f+ A"min. 13.5'3 psi 2.50 psi ASTM -A615 .00 in' .00 in' 1.2 ksf LOADING PARAMETERS - ACI LOAD CASES CONSIDERED: 1.4D + 1.7L UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.20 0.00 0.00 Live Load 2.30 0.00 0.00 d = 12.00" X W = 2.00' ::: Cover = 3.00" Fbot2000 ver. 1.0, Copyright © 1999-7000 Spyder Software 6/15/01 10:21:59 AM Py`F �f7 si Company Info I Project Info Section: 1 R. C. E. ]Project: BUSHMAN RESIDENCE Bot. Steel 3060 Thorntree Dr.; Suite 10 (Location: 2840 CHICO RIVER RD. 12.00 Chico, CA, 95973 1 CHICO, CA 95928 Section: 1 2,000 Phone: (530) 894-8833 IClient:; JANICE LEE 40 Fax: (530) 894-8882 ]Job No.: R -C -E 2001.045 2.00 E-mail: cj@r-c-e.com (Footing Id: F7 - WALL LINE 1 40 ft. in. FOUNDATION PARAMETERS Material Properties: Width, ft. Depth, inches Section: 1 3.00 Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi 12.00 Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Section: 2 2,000 HardRock 3.00 2.00 40 Section: 3 2,000 HardRock 3.00 2.00 40 Footing Section Geometry: Length, ft. Width, ft. Depth, inches Section: 1 3.00 1.00 18.00 Section: 2 16.00 1.00 12.00 ' Section: 3 3.00 1.00 18.00 Column S Wall Data: Type Center Length Width ft. ft. in. { Column 1 Other 0.25 3.50 3.50 Column 2 Other 2.75 3.50 3.50 Column 3 Other 19.25 3.50 3.50 Column 4 Other 21.75 3.50 3.50 Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 218 / 1,320 899 / 1,756 495 / 1,756 Section: 2 180 / 1,200 330 / 1,596 233 / 1,596 Section: 3 218 / 1,320 899 / 1,756 495 / 1,756 Beam Shear Stresses: Section: 1 ............................ 21.82 psi Stirrups not required Section: 2 ........................... 12.18 psi Stirrups not required Section: 3 ........................... 0.00 psi Stirrups not required Punching Shear Stresses: Column 1 ........................... 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi ' Column 4 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in', Design in 2, Design inz/ft, Spacing int, Spacing Section: 1 Strength:.. 0.50 3-#4 0.66 4-#4 0.00 -....N/A.... Not Regd... Section: 2 ' Strength:.. 0.50 3-#4 0.66 4-#4 0.00 -....N/A.... Not Regd... } Section: 3 Strength:.. 0.50 3-#4 0.66 4-#4 0.00 ..... N/A:... Not Regd... Note: Strength = Steel Required for Strength.. Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 6/15/01 10:21:59 AM Footing Id: F7 Page: 2 Loading Parameters: ACI Load Cases Considered: 1.4D + 1.7L 0.75(1.4D + 1.7L + 1.7W) 0.9D + 1.3W 0.75(1.4D + 1.7L + 1.87E) 0.9D + 1.43E Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Column:l 0.00 0.00 0.00 0.00 4.18 0.00 1.70 0.00 n/a Column:2 0.00 0.00 0.00 0.00 -4.18 0.00 -1.70 0.00 n/a Column:3 0.00 0.00 0.00 0.00 4.18 0.00 1.70 0.00 n/a Column:4 0.00 0.00 0.00 0.00 -4.18 0.00 -1.70 0.00 n/a r• Foot2000 ver. 1.0, Copyright © 1999-2000 Spyder Software 6/15/01 10:21:59 AM Footing Id: F7 Page: 3 COW 1 Col#2 Col#3 Col#4 0 -ft. FS #1 FS #3 4.1 kips 22 -ft. V, kips 0 ` M, ft -kips 0 Bearing psf 0 Defl, in. 0 -4.1 kips 9.5 ft -kips -8.4 ft -kips 899 psf _• • RESIDENTIAL PLAN REVIEW GUIDE_. - SINGLEFAAMY, DUPLEXAND MISCELLANEOUS ONLY Owner: Building Permit Number: Plans Examiner.. A P: Number; 1= Zoning requirements — (number of permitted living units). ,�2' Building permit valuation. Plans signed by the designer. ,4'. Proper description of work. on the application. X Existing violations on the property. Recorded notice of violation. PLOT PLAN: Complete parcel size and dimensions. 2. Setbacks, side yard, easements, etc. (?>ther buildings or structures. Grading, fills and/or drainage. 5. Flood hazard. off' Special conditions on Parcel Map (Noise, SRA, Fire Sprinklers, Water Tender, Traffic and Drainage fees). 7. 'FAU & FAS road setback. 8. Building or utilities across lot lines (record form). FLOOR PLAN: X"' Plans and specifications drawn to scale with dimensions and of sufficient clarity (Uniform Building Code section 1063.3). ,i 10% of natural light and 5% of vet on (Uniform Building Code section 1203). Egress windows (Uniform Building Code section 310.4). ' A' Skylights (Uniform Building Code section 2409 & 2603.7).' ,OP. Glazing in Hazardous locations (Uniform Building Code section 2406). , je Required room sizes and ceiling heights (UnMiui Binding Code section 310.6). If GFCI in baths, garage, kitchen, wet bar; and exdeiior receptacles (NEC 210). . Prohibited locations of gas water heaters (UniForlPhunbing Code 509& 1213.5). Prohibited locations of gas heatingegmpaieii (Uh'ffi*Me�cal Code 304.5). Garage firewall separation - re��diiid oa garage side mdadmg suPPo�B walls and 1 �= Building Code section 302.4 exception #3).. �X. Wood stove location - Alcove clearance (UMC section 205 confined space & 223 unconfined space). Smoke detectors (Uniform Building Code section 310.9:1). �3 Water closet clearances (Uniform Plumbing Code 408.5). Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). Page 1 of 2 to La+�e 413,�V1� STRUCTURAL DETAILS: 1. Conventional constructi — ed buil ' . (Uniform Building Code section 2320.5.4). 2 Standard bracing o engineered desi nifoan Building Code sedtion 2320.11.3). 3.- Clerestory requiring balloon framing and/or engineering. Tbrec story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. 6: Floor construction details complete enough to construct building. 7. Elevations and wall construction details complete enough to construct building. 8. Roof construction details complete enough to construct building. j ruc.o ®1C_ 9.: Rafker ties or bearing ridge beam. Fme&we construction details and calculations if necessary. - Gauge door header size(s). 12. ouch header size(s). --- , .:Stud heights. �4' Expansive soil — special foundation design required. Retaining walls requiring design. Special Inspection requirements. (X7,_Meader sizes.. t' . Gypsum wallboard nailing inspection required. SCELLANEOUS ITEMS: tairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1006).- Guardrails 006):Guardrails (Uniform Building Code section 509). ick or stone veneer (Uniform Building Code section 1403). Exterior plaster.— weep screeds (Uniform Building Code section 2506.5). Roofpitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). •- '._ • r6: Roof covering type = (fire hazard). Fo`ain insulation —protection. halls and stairways (Uniform Building Code section 1004.3.3.2). Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). Underfloor access and ventilation (Uniform Building Code section 2306.3 &2306.7). ittic access and ventilation (Uniform Building Code section 1505). Combustion air for fuel burning appliances —LPG requiz:ements. .Sound requirements. -- Energy design compliance and supporting documentation. Flashing at all exterior openings. CDF responsible area requirements. Building Permit requirements: 17.1. SRA. 17.2. Flood elevation certificate. 17.3. Fire Sprinklers required. 17.4. Special Inspection requirements. 17.5. = Use Permit conditions. - 17.6. Sub -Standard Housing letter. _• Page 2 of 2 • E -At 54, j Flwtricdt.bv • SPECIFICATIONS x Ar6a. Sq. . f �epth � t7 Sh+otp�e� Root capacity _ .cis. FWW 1. E. Pump Macon fain uno Sktrumr tine -R.GIUM Un" Auta`Cte►aner lie Skimmer Model U03 Bockwr�ah line Autoffill Ad Siphon.Vc&o Un Over Rata Size B.iU.-Gm tine' _#.t�ttt� 50Q.1�latt :UI.,Ap►�roved �; EkKoide AV Elw.. BoWrQ By E. R 220 Panel with Ciocks- ��� 0wner :cUcense #721764.- 530 877-3638 it .SPECIFICATIONS Size x Area Sq. L Maln 0min une Punw► Maka" Skhymr nine ::Gas brieby Return Un". -spa-plumbing, Auto we. �,Electrlcal by , r od U- . Skiaune �! ei 3 Bondl E. P. y Backwash l.lne ught UL AP.:. Autofill SkulCler. U-3 . Ants Siphon Adve Main Diatn .Turn Over Rate Heger : SC R GENERAL: Size B. U. Ccs a :: SPE+CI FICATIONS ... Uht.-6Q.Watt :m..Appmed Electric ky :Sq ft:Panel'. Elec. Bonding BY E. P :Panet Typ.0 , 220 Panel with tock: !Pc cel Size y Auto Pool Cleaner Nurter ofPonels, . Love Seat Solar Blankets heck OWWRl. Color.Yo deferognn: Approxi elevation :of poet oe.dey Plaster pf excavation.. ::Pool area .o ae fenced. .. . • ..: _:.By ov�ner;�per co_ u�ty ar • NOTES •. - • city ordincance e� fo : be =elf Cbfln +CltJ 80.11 .... latching. Cao not turfs-onPool tools. .when:poa►I Is �►mpfy: Owner-,tovef-06W aunlle .- . ataee�t'2:#lute"&y : for 7 days '.PERMIT. OFFICE A (me..WOR i --. �-,� ^P! .. � � r - 4 3 -- t; i { t t i �